Datasets:

karanjaWakaba
/

civil_dataset

+{"pdf_file": "Design of Structural Elements_ Concrete, Steelwork, Masonry and Timber Designs to British Standards and Eurocodes, 3rd Edition   ( PDFDrive ).pdf", "page_num": 276, "prompt": "Analyze this page with diagrams, tables, formulas, calculations, and explanations.", "response": "[NATIVE TEXT]\n255\nExample 5.1 continued\nDesign vertical load resistance of wall (NR)\n    \nN\nt\nR\nm\nmodiﬁed characteristic strength  \n    \n=\n×\n×\nβ\nγ\n    \n=\n×\n×\n .\n  ( .\n)  \n.\n.\n0 68\n1 15\n102 5\n3 5\nfk\nDETERMINATION OF fk\nFor structural stability\nNR ≥ N\n    \n0 68\n1 15\n102 5\n3 5\n.\n  ( .\n)  \n.\n.\n×\n×\nfk\n ≥ 140\nHence\n    \nfk  \n.\n≥140\n22 9 = 6.1N mm−2\nSELECTION OF BRICK AND MORTAR TYPE\nFrom Table 5.9(a), any of the following brick/mortar combinations would be appropriate:\nCompressive strength\nMortar designation\nfk\nof bricks (N mm−2)\n(N mm−2)\n40\n(iv)\n6.1\n30\n(iii)\n6.3\n20\n(i)\n6.4\nExample 5.2 Design of a brick wall with ‘small’ plan area (BS 5628)\nRedesign the wall in Example 5.1 assuming that it is only 1.5 m long.\nThe calculations for this case are essentially the same as for the 4 m long wall except for the fact the plan area\nof the wall, A, is now less than 0.2 m2, being equal to 0.1025 × 1.5 = 0.1538 m2. Hence, the ‘plan area’ modiﬁcation\nfactor is equal to\n(0.70 + 1.5A) = 0.7 + 1.5 × 0.1538 = 0.93\nThe 1.15 factor applicable to narrow brick walls is still appropriate, and therefore the modiﬁed characteristic\ncompressive strength of masonry is given by\n0.93 × 1.15fk = 1.07fk\nThe actual brick type that will be speciﬁed on the working drawings will depend not only upon the structural\nrequirements but also durability, acoustics, ﬁre resistance, buildability and cost, amongst others. In this particular\ncase the designer may specify the minimum requirements as HD clay units, compressive strength 30 N mm−2, F0 (i.e.\npassive environment) and S0 (i.e. no limit on soluble salt content) in mortar designation (iii). Assuming the wall will\nbe plastered on both sides, the appearance of the bricks is not an issue.\nDesign of vertically loaded masonry walls\n\n[TABLES]\n[[{\"0\": \"\", \"1\": \"\", \"2\": \"\", \"3\": \"Design of vertically loaded masonry walls\"}, {\"0\": \"Example 5.1 continued\", \"1\": \"\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"Design vertical load resistance of wall (NR)\", \"1\": \"\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"β×  =  NR\", \"2\": \"modiﬁed characteristic strength\", \"3\": \"× t\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"γm\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"×0 68  (1 15=\", \"2\": \"×)  102 5fk\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"3 5\", \"3\": \"\"}, {\"0\": \"DETERMINATION OF fkFor structural stability\", \"1\": \"\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"NR ≥ N\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"×0 68  (\", \"2\": \"×1 15)  102 5fk ≥ 140\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"3 5\", \"3\": \"\"}, {\"0\": \"Hence\", \"1\": \"\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"fk\", \"2\": \"≥ 140 = 6.1N mm−222 9\", \"3\": \"\"}, {\"0\": \"SELECTION OF BRICK AND MORTAR TYPE\", \"1\": \"\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"From Table 5.9(a), any of the following brick/mortar combinations would be appropriate:\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"Compressive strength\", \"2\": \"Mortar designation\", \"3\": \"fk\"}, {\"0\": \"\", \"1\": \"of bricks (N mm−2)\", \"2\": \"\", \"3\": \"(N mm−2)\"}, {\"0\": \"\", \"1\": \"40\", \"2\": \"(iv)\", \"3\": \"6.1\"}, {\"0\": \"\", \"1\": \"30\", \"2\": \"(iii)\", \"3\": \"6.3\"}, {\"0\": \"\", \"1\": \"20\", \"2\": \"(i)\", \"3\": \"6.4\"}, {\"0\": \"\", \"1\": \"The  actual  brick  type  that  will  be  speciﬁed  on  the  working  drawings  will  depend  not  only  upon  the  structural\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"requirements  but  also  durability,  acoustics,  ﬁre  resistance,  buildability  and  cost,  amongst  others.  In  this  particular\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"case the designer may specify the minimum requirements as HD clay units, compressive strength 30 N mm−2, F0 (i.e.\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"passive environment) and S0 (i.e. no limit on soluble salt content) in mortar designation (iii). Assuming the wall will\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"be plastered on both sides, the appearance of the bricks is not an issue.\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"Example 5.2 Design of a brick wall with ‘small’ plan area (BS 5628)\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"Redesign the wall in Example 5.1 assuming that it is only 1.5 m long.\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"The calculations for this case are essentially the same as for the 4 m long wall except for the fact the plan area\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"of the wall, A, is now less than 0.2 m2, being equal to 0.1025 × 1.5 = 0.1538 m2. Hence, the ‘plan area’ modiﬁcation\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"factor is equal to\", \"1\": \"\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"(0.70 + 1.5A) = 0.7 + 1.5 × 0.1538 = 0.93\", \"3\": \"\"}, {\"0\": \"The  1.15  factor  applicable  to  narrow  brick  walls  is  still  appropriate,  and  therefore  the  modiﬁed  characteristic\", \"1\": \"\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"compressive strength of masonry is given by\", \"1\": \"\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"0.93 × 1.15f k = 1.07f k\", \"3\": \"\"}], [], []]\n\n[FORMULAS]\n1.5 = 0; 0.1538 = 0", "page_type": "mixed", "image": "Design of Structural Elements_ Concr_a6902759_p0276.png"}
+{"pdf_file": "Design of Structural Elements_ Concrete, Steelwork, Masonry and Timber Designs to British Standards and Eurocodes, 3rd Edition   ( PDFDrive ).pdf", "page_num": 277, "prompt": "Analyze this page with diagrams, tables, formulas, calculations, and explanations.", "response": "[NATIVE TEXT]\nDesign in unreinforced masonry to BS 5628\n256\nExample 5.2 continued\nFrom the above γm = 3.5 and β = 0.68. Hence, the required characteristic compressive strength of masonry, fk, is\ngiven by\n    \n0 68\n1 07\n102 5\n3 5\n.\n  ( .\n)  \n.\n.\n×\n×\nfk\n ≥ 140 kNm−1\nHence\n    \nfk  \n.\n≥140\n21 3  = 6.6 N mm−2\nFrom Table 5.9a, any of the following brick/mortar combinations would be appropriate:\nASSUMING ‘ENHANCED’ RESISTANCE\nCharacteristic compressive strength (fk)\nFrom Table 5.6, a 1:1:6 mix corresponds to mortar designation (iii). Since the compressive strength of the bricks is\n30 N mm−2, this implies that fk = 6.3 N mm−2 (Table 5.9a)\nSafety factor for materials (γm)\nγm = 3.5\nExample 5.3 Analysis of brick walls stiffened with piers (BS 5628)\nA 3.5 m high wall shown in cross-section in Fig. 5.18 is constructed from clay bricks having a compressive strength\nof 30 N mm−2 laid in a 1:1:6 mortar. Calculate the ultimate load-bearing capacity of the wall assuming the partial\nsafety factor for materials is 3.5 and the resistance to lateral loading is (A) ‘enhanced’ and (B) ‘simple’.\nFig. 5.18\nCompressive strength\nMortar designation\nfk\nof bricks (N mm−2)\n(N mm−2)\n50\n(iv)\n7.1\n40\n(iii)\n7.4\n30\n(ii)\n7.1\nHence it can be immediately seen that walls having similar construction details but a plan area of < 0.2 m2 will have\na lower load-carrying capacity.\n\n[TABLES]\n[[{\"0\": \"\", \"1\": \"\", \"2\": \"\", \"3\": \"\", \"4\": \"\", \"5\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"\", \"3\": \"\", \"4\": \"\", \"5\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"\", \"3\": \"\", \"4\": \"\", \"5\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"\", \"3\": \"\", \"4\": \"\", \"5\": \"\"}], [], []]\n\n[FORMULAS]\n.5 and β = 0; γm = 3", "page_type": "mixed", "image": "Design of Structural Elements_ Concr_a6902759_p0277.png"}
+{"pdf_file": "Design of Structural Elements_ Concrete, Steelwork, Masonry and Timber Designs to British Standards and Eurocodes, 3rd Edition   ( PDFDrive ).pdf", "page_num": 278, "prompt": "Analyze this page with diagrams, tables, formulas, calculations, and explanations.", "response": "[NATIVE TEXT]\n257\nExample 5.3 continued\nCapacity reduction factor (β)\nEccentricity\nAssume wall is axially loaded. Hence ex < 0.05t\nSlenderness ratio (SR)\nWith ‘enhanced’ resistance\nhef = 0.75 × height = 0.75 × 3500 = 2625mm\n  \nPier spacing\nPier width   \n  \n.\n=\n=\n4500\n440\n10 2\n  \nPier thickness\nThickness of wall  \n  .\n=\n=\n440\n215\n2 0\nHence from Table 5.12, K = 1.2. The effective thickness of the wall, tef, is equal to\ntef = tK = 215 × 1.2 = 258 mm\n    \nSR\nef\nef\n  \n  \n=\n=\nh\nt\n2625\n258  = 10.2 < permissible = 27\nHence, from Table 5.11, β = 0.96.\nDesign vertical load resistance of wall (NR)\nNR = \n    \nβ\nγ\nf t\nk\nm\n  .\n  .   \n.\n=\n×\n×\n0 96\n6 3\n215\n3 5\n= 371 N mm−1 run of wall\n= 371 kN m−1 run of wall\nHence the ultimate load capacity of wall, assuming enhanced resistance, is 371 kN m−1 run of wall.\nASSUMING ‘SIMPLE’ RESISTANCE\nThe calculation for this case is essentially the same as for ‘enhanced’ resistance except\nhef = actual height = 3500 mm\ntef = 258 mm\n(as above)\nHence\nSR = \n    \nh\nt\nef\nef\n  \n  \n.\n=\n=\n3500\n258\n13 6\nAssuming ex < 0.05t (as above), this implies that β = 0.9 (Table 5.11). The design vertical load resistance of the wall,\nNR, is given by:\nNR = \n    \nβ\nγ\nf t\nk\nm\n  .   .   \n.\n=\n×\n×\n0 9\n6 3\n215\n3 5\n= 348 N mm−1 run of wall\n= 348 kN m−1 run of wall\nHence it can be immediately seen that, all other factors being equal, walls having simple resistance have a lower\nresistance to failure.\nDesign of vertically loaded masonry walls\n\n[TABLES]\n[[{\"0\": \"\", \"1\": \"\", \"2\": \"\", \"3\": \"\", \"4\": \"Design of vertically loaded masonry walls\"}, {\"0\": \"Example 5.3 continued\", \"1\": \"\", \"2\": \"\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"Capacity reduction factor (βββββ)\", \"1\": \"\", \"2\": \"\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"Eccentricity\", \"1\": \"\", \"2\": \"\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"Assume wall is axially loaded. Hence ex < 0.05t\", \"1\": \"\", \"2\": \"\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"Slenderness ratio (SR)\", \"1\": \"\", \"2\": \"\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"With ‘enhanced’ resistance\", \"1\": \"\", \"2\": \"\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"hef = 0.75 × height = 0.75 × 3500 = 2625mm\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"\", \"1\": \"Pier spacing4500==\", \"2\": \"10 2\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"\", \"1\": \"Pier width440\", \"2\": \"\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"\", \"1\": \"Pier thickness440==    2 0\", \"2\": \"\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"\", \"1\": \"Thickness of wall215\", \"2\": \"\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"\", \"1\": \"Hence from Table 5.12, K = 1.2. The effective thickness of the wall, tef, is equal to\", \"2\": \"\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"tef = tK = 215 × 1.2 = 258 mm\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"\", \"1\": \"h t2625ef==SR\", \"2\": \"= 10.2 < permissible = 27\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"\", \"1\": \"258ef\", \"2\": \"\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"Hence, from Table 5.11, β = 0.96.\", \"1\": \"\", \"2\": \"\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"Design vertical load resistance of wall (NR)\", \"1\": \"\", \"2\": \"\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"\", \"1\": \"β γf tk=  NR =\", \"2\": \"××0 96  6 3\", \"3\": \"215\", \"4\": \"\"}, {\"0\": \"\", \"1\": \"m\", \"2\": \"3 5\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"= 371 N mm−1 run of wall\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"= 371 kN m−1 run of wall\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"\", \"1\": \"Hence the ultimate load capacity of wall, assuming enhanced resistance, is 371 kN m−1 run of wall.\", \"2\": \"\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"ASSUMING ‘SIMPLE’ RESISTANCE\", \"1\": \"\", \"2\": \"\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"\", \"1\": \"The calculation for this case is essentially the same as for ‘enhanced’ resistance except\", \"2\": \"\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"hef = actual height = 3500 mm\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"\", \"1\": \"tef = 258 mm\", \"2\": \"(as above)\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"Hence\", \"1\": \"\", \"2\": \"\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"\", \"1\": \"h tef=SR =\", \"2\": \"3500=   13 6\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"\", \"1\": \"ef\", \"2\": \"258\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"\", \"1\": \"Assuming ex < 0.05t (as above), this implies that β = 0.9 (Table 5.11). The design vertical load resistance of the wall,\", \"2\": \"\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"NR, is given by:\", \"1\": \"\", \"2\": \"\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"\", \"1\": \"β γf tk=  NR =\", \"2\": \"××0 9  6 3\", \"3\": \"215\", \"4\": \"\"}, {\"0\": \"\", \"1\": \"m\", \"2\": \"3 5\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"= 348 N mm−1 run of wall\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"= 348 kN m−1 run of wall\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"\", \"1\": \"Hence  it  can  be  immediately  seen  that,  all  other  factors  being  equal,  walls  having  simple  resistance  have  a  lower\", \"2\": \"\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"resistance to failure.\", \"1\": \"\", \"2\": \"\", \"3\": \"\", \"4\": \"\"}], [], []]\n\n[FORMULAS]\nheight = 0; K = 1; permissible = 27; β = 0", "page_type": "mixed", "image": "Design of Structural Elements_ Concr_a6902759_p0278.png"}
+{"pdf_file": "Design of Structural Elements_ Concrete, Steelwork, Masonry and Timber Designs to British Standards and Eurocodes, 3rd Edition   ( PDFDrive ).pdf", "page_num": 279, "prompt": "Analyze this page with diagrams, tables, formulas, calculations, and explanations.", "response": "[NATIVE TEXT]\nDesign in unreinforced masonry to BS 5628\n258\nExample 5.4 Design of single leaf brick and block walls (BS 5628)\nDesign the single leaf load-bearing wall shown in Fig. 5.19 using mortar designation (iii) and either (a) standard\nformat bricks or (b) solid concrete blocks of length 390 mm, height 190 mm and thickness 100 mm. Assume the\nmasonry units conform to Category I and the construction control category is ‘normal’.\nDESIGN FOR STANDARD FORMAT BRICKS\nLoading\nCharacteristic dead load gk\nAssuming that the bricks are made from clay, the density of the brickwork can be assumed to be 55 kg m−2 per 25 mm\nthickness (Table 2.1) or (55 × (102.5/25) 9.81 × 10−3 =) 2.2 kN m−2. Therefore self-weight of wall is\nSW = 2.2 × 2.95 × 1 = 6.49 kN/metre run of wall.\nDead load due to roof = \n  \n(   )  .\n5\n5\n4 8\n2\n+\n×\n = 24 kN m−1 run\ngk = SW + roof load\n= 6.49 + 24 = 30.49 kN m−1 run of wall\nCharacteristic imposed load, qk\nqk = roof load\n= \n  \n(   )  .\n5\n5\n1 5\n2\n+\n×\n = 7.5 kN m−1 run of wall\nUltimate design load, N\nN = 1.4gk + 1.6qk\n= 1.4 × 30.49 + 1.6 × 7.5 = 54.7 kN m−1 run of wall\nDesign vertical load resistance of wall\nCharacteristic compressive strength\nBasic value = fk\nFig. 5.19\n\n[TABLES]\n[[{\"0\": \"\", \"1\": \"\", \"2\": \"\", \"3\": \"\", \"4\": \"\", \"5\": \"\", \"6\": \"\", \"7\": \"\", \"8\": \"\"}], [], []]\n\n[FORMULAS]\n1 = 6; 24 = 30; 7.5 = 54", "page_type": "mixed", "image": "Design of Structural Elements_ Concr_a6902759_p0279.png"}
+{"pdf_file": "Design of Structural Elements_ Concrete, Steelwork, Masonry and Timber Designs to British Standards and Eurocodes, 3rd Edition   ( PDFDrive ).pdf", "page_num": 280, "prompt": "Analyze this page with diagrams, tables, formulas, calculations, and explanations.", "response": "[NATIVE TEXT]\n259\nExample 5.4 continued\nCheck modiﬁcation factor\nSmall plan area – modiﬁcation factor will not apply provided loaded plan area A > 0.2 m2, i.e provided that the wall\nlength exceeds 2 m ≈ 0.2 m2/0.1025 m\nNarrow brick wall – since wall is one brick thick, modiﬁcation factor = 1.15\nHence, modiﬁed characteristic compressive strength = 1.15fk\nSafety factor for materials (γm)\nCategory of masonry unit is ‘I’ and the category of construction control is ‘normal’. Hence from Table 5.10 γm = 3.1.\nCapacity reduction factor (β)\nEccentricity\nAssuming the wall is symmetrically loaded, eccentricity of loading, ex < 0.05t\nSlenderness ratio (SR)\nConcrete slab provides ‘enhanced’ resistance to wall:\nhef = 0.75 × height = 0.75 × 2950 = 2212.5 mm\ntef = actual thickness (single leaf) = 102.5 mm\nSR = \n    \nh\nt\nef\nef\n  \n.\n.\n \n= 2212 5\n102 5\n = 21.6\nHence from Table 5.11, β = 0.63.\nDesign vertical load resistance of wall (NR)\nNR = \n    \nβ\nγ\n  \n  \n×\n×\nmodiﬁed characteristic strength\nm\nt\n= \n    \n0 63\n1 15\n102 5\n3 1\n.\n  ( .\n)  \n.\n.\n×\n×\nfk\nDetermination of fk\nFor structural stability\nNR ≥ N\n    \n0 63\n1 15\n102 5\n3 1\n.\n  ( .\n)  \n.\n.\n×\n×\nfk\n ≥ 54.7\nHence\n    \nfk\nN mm\n  \n.\n.\n  .  \n≥\n=\n−\n54 7\n23 95\n2 3\n2\nSelection of brick and mortar type\nFrom Table 5.9(a), any of the following brick/mortar combinations would be appropriate:\nCompressive strength\nMortar designation\nfk\nof bricks (N mm−2)\n(N mm−2)\n10\n(iv)\n2.8\n5\n(iii)\n2.5\nDesign of vertically loaded masonry walls\n\n[TABLES]\n[[{\"0\": \"\", \"1\": \"Design of vertically loaded masonry walls\"}, {\"0\": \"Example 5.4 continued\", \"1\": \"\"}, {\"0\": \"Check modiﬁcation factor\", \"1\": \"\"}, {\"0\": \"Small plan area – modiﬁcation factor will not apply provided loaded plan area A > 0.2 m2, i.e provided that the wall\", \"1\": \"\"}, {\"0\": \"length exceeds 2 m ≈ 0.2 m2/0.1025 m\", \"1\": \"\"}, {\"0\": \"Narrow brick wall – since wall is one brick thick, modiﬁcation factor = 1.15\", \"1\": \"\"}, {\"0\": \"Hence, modiﬁed characteristic compressive strength = 1.15fk\", \"1\": \"\"}, {\"0\": \"Safety factor for materials (γγγγγm)\", \"1\": \"\"}, {\"0\": \"Category of masonry unit is ‘I’ and the category of construction control is ‘normal’. Hence from Table 5.10 γ\", \"1\": \"m = 3.1.\"}, {\"0\": \"Capacity reduction factor (βββββ)\", \"1\": \"\"}, {\"0\": \"Eccentricity\", \"1\": \"\"}, {\"0\": \"Assuming the wall is symmetrically loaded, eccentricity of loading, ex < 0.05t\", \"1\": \"\"}, {\"0\": \"Slenderness ratio (SR)\", \"1\": \"\"}, {\"0\": \"Concrete slab provides ‘enhanced’ resistance to wall:\", \"1\": \"\"}, {\"0\": \"hef = 0.75 × height = 0.75 × 2950 = 2212.5 mm\", \"1\": \"\"}, {\"0\": \"tef = actual thickness (single leaf) = 102.5 mm\", \"1\": \"\"}, {\"0\": \"h tef= 2212 5   SR =  = 21.6\", \"1\": \"\"}, {\"0\": \"102 5ef\", \"1\": \"\"}, {\"0\": \"Hence from Table 5.11, β = 0.63.\", \"1\": \"\"}, {\"0\": \"Design vertical load resistance of wall (NR)\", \"1\": \"\"}, {\"0\": \"β××  modiﬁed characteristic strength  tNR =\", \"1\": \"\"}, {\"0\": \"γm\", \"1\": \"\"}, {\"0\": \"××0 63  (1 15)  102 5fk=\", \"1\": \"\"}, {\"0\": \"3 1\", \"1\": \"\"}, {\"0\": \"Determination of fkFor structural stability\", \"1\": \"\"}, {\"0\": \"NR ≥ N\", \"1\": \"\"}, {\"0\": \"××0 63  (1 15)  102 5fk ≥ 54.7\", \"1\": \"\"}, {\"0\": \"3 1\", \"1\": \"\"}, {\"0\": \"Hence\", \"1\": \"\"}, {\"0\": \"54 7−2≥=2 3  N mm   fk\", \"1\": \"\"}, {\"0\": \"23 95\", \"1\": \"\"}, {\"0\": \"Selection of brick and mortar type\", \"1\": \"\"}, {\"0\": \"From Table 5.9(a), any of the following brick/mortar combinations would be appropriate:\", \"1\": \"\"}], [], []]\n\n[FORMULAS]\nhef = 0; height = 0; 2950 = 2212; β = 0", "page_type": "mixed", "image": "Design of Structural Elements_ Concr_a6902759_p0280.png"}
+{"pdf_file": "Design of Structural Elements_ Concrete, Steelwork, Masonry and Timber Designs to British Standards and Eurocodes, 3rd Edition   ( PDFDrive ).pdf", "page_num": 281, "prompt": "Analyze this page with diagrams, tables, formulas, calculations, and explanations.", "response": "[NATIVE TEXT]\nDesign in unreinforced masonry to BS 5628\n260\nExample 5.4 continued\nDESIGN FOR SOLID CONCRETE BLOCKS\nLoading\nAssuming that the density of the blockwork is the same as that for brickwork, i.e. 55 kg m−2 per 25 mm thickness\n(Table 2.1), self-weight of wall is 6.49 kN m−1 run of wall.\nDead load due to roof\n= 24 kN m−1 run of wall\nImposed load from roof = 7.5 kN m−1 run of wall\nUltimate design load, N = 1.4(6.49 + 24) + 1.6 × 7.5\n= 54.7 kN per m run of wall\nDesign vertical load resistance of wall\nCharacteristic compressive strength\nCharacteristic strength is fk assuming that plan area of wall is greater than 0.2 m2. Note that the narrow wall\nmodiﬁcation factor only applies to brick walls.\nSafety factor for materials\nγm = 3.1\nCapacity reduction factor\nEccentricity\nex < 0.05t\nSlenderness ratio (SR)\nConcrete slab provides ‘enhanced’ resistance to wall\nhef = 0.75 × height = 0.75 × 2950 = 2212.5 mm\ntef = actual thickness (single leaf) = 100 mm\nSR = \n    \nh\nt\nef\nef\n  \n.   \n.\n=\n=\n2212 5\n100\n22 1\nHence from Table 5.11, β = 0.61.\nDesign vertical load resistance of wall (NR)\nNR = \n    \nβ\nγ\n  \n  \n×\n×\nmodiﬁed characteristic strength\nm\nt\n=\n    \n0 61\n100\n3 1\n.\n  ( )  \n.\n×\n×\nfk\nDetermination of fk\nFor structural stability\nNR ≥ N\n    \n0 61\n100\n3 1\n54 7\n.\n    \n.\n  \n.\n×\n×\n≥\nfk\nHence\n    \nfk\nN mm\n  \n.\n.\n  .  \n≥\n=\n−\n54 7\n19 68\n2 8\n2\n\n[TABLES]\n[[{\"0\": \"Design in unreinforced masonry to BS 5628\"}, {\"0\": \"Example 5.4 continued\"}, {\"0\": \"DESIGN FOR SOLID CONCRETE BLOCKS\"}, {\"0\": \"Loading\"}, {\"0\": \"Assuming that the density of the blockwork is the same as that for brickwork, i.e. 55 kg m−2 per 25 mm thickness\"}, {\"0\": \"(Table 2.1), self-weight of wall is 6.49 kN m−1 run of wall.\"}, {\"0\": \"Dead load due to roof= 24 kN m−1 run of wall\"}, {\"0\": \"Imposed load from roof = 7.5 kN m−1 run of wall\"}, {\"0\": \"Ultimate design load, N = 1.4(6.49 + 24) + 1.6 × 7.5\"}, {\"0\": \"= 54.7 kN per m run of wall\"}, {\"0\": \"Design vertical load resistance of wall\"}, {\"0\": \"Characteristic compressive strength\"}, {\"0\": \"Characteristic  strength  is  fk  assuming  that  plan  area  of  wall  is  greater  than  0.2  m2.  Note  that  the  narrow  wallmodiﬁcation factor only applies to brick walls.\"}, {\"0\": \"Safety factor for materials\"}, {\"0\": \"γm = 3.1\"}, {\"0\": \"Capacity reduction factor\"}, {\"0\": \"Eccentricity\"}, {\"0\": \"ex < 0.05t\"}, {\"0\": \"Slenderness ratio (SR)\"}, {\"0\": \"Concrete slab provides ‘enhanced’ resistance to wall\"}, {\"0\": \"hef = 0.75 × height = 0.75 × 2950 = 2212.5 mm\"}, {\"0\": \"tef = actual thickness (single leaf) = 100 mm\"}, {\"0\": \"h t2212 5ef==    22 1SR =\"}, {\"0\": \"100ef\"}, {\"0\": \"Hence from Table 5.11, β = 0.61.\"}, {\"0\": \"Design vertical load resistance of wall (NR)\"}, {\"0\": \"β××  modiﬁed characteristic strength  tNR =\"}, {\"0\": \"γm\"}, {\"0\": \"××0 61  ()  100fk=\"}, {\"0\": \"3 1\"}, {\"0\": \"Determination of fkFor structural stability\"}, {\"0\": \"NR ≥ N\"}, {\"0\": \"××0 61100    fk≥54 7\"}, {\"0\": \"3 1\"}, {\"0\": \"Hence\"}, {\"0\": \"54 7−2≥=2 8  N mm   fk\"}, {\"0\": \"19 68\"}, {\"0\": \"260\"}], [], []]\n\n[FORMULAS]\nN = 1; 7.5\n= 54; height = 0; 2950 = 2212; β = 0", "page_type": "mixed", "image": "Design of Structural Elements_ Concr_a6902759_p0281.png"}
+{"pdf_file": "Design of Structural Elements_ Concrete, Steelwork, Masonry and Timber Designs to British Standards and Eurocodes, 3rd Edition   ( PDFDrive ).pdf", "page_num": 282, "prompt": "Analyze this page with diagrams, tables, formulas, calculations, and explanations.", "response": "[NATIVE TEXT]\n261\nExample 5.4 continued\nSelection of block and mortar type\n  \nheight of block\nleast horizontal dimension of block (i.e. thickness)\n  \n  .\n=\n=\n190\n100\n1 9\nRatio of height to least\n0.6\n1.9\n2.0\nhorizontal dimension\nCompressive strength of\n1.7\n3.3\n3.5\nmasonry, fk (Nmm−2)\n(from Table 5.9c)\n(from Table 5.9d)\nInterpolating between Tables 5.9(c) and (d) a solid block of compressive strength 3.6 N mm−2 used with mortar\ndesignation (iv) would produce masonry of approximate compressive strength 3.3 N mm−2 which would be appro-\npriate here.\nExample 5.5 Design of a cavity wall (BS 5628)\nA cavity wall of length 6 m supports the loads shown in Fig. 5.20. The inner load-bearing leaf is built using concrete\nblocks of length 440 mm, height 215 mm, thickness 100 mm and faced with plaster, and the outer leaf from standard\nformat clay bricks. Design the wall assuming the masonry units are category I and the construction control category\nis normal. The self-weight of the blocks and plaster can be taken to be 2.4 kN m−2.\nClause 25.2.1 of BS 5628 on cavity walls states that ‘where the load is carried by one leaf only, the load-bearing\ncapacity of the wall should be based on the horizontal cross-sectional area of that leaf alone, although the stiffening\neffect of the other leaf can be taken into account when calculating the slenderness ratio’. Thus, it should be noted\nthat the following calculations relate to the design of the inner load-bearing leaf.\nLOADING\nCharacteristic dead load gk\ngk = roof load + self weight of wall\n= \n  \n( .   )  \n6 5\n1\n6\n2\n×\n×\n + (3.5 × 1) × 2.4\n= 19.5 + 8.4 = 27.9 kN per m run of wall\nFig. 5.20\nDesign of vertically loaded masonry walls\n\n[TABLES]\n[[{\"0\": \"\", \"1\": \"\", \"2\": \"\", \"3\": \"\", \"4\": \"\", \"5\": \"\", \"6\": \"\", \"7\": \"\", \"8\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"\", \"3\": \"\", \"4\": \"\", \"5\": \"\", \"6\": \"\", \"7\": \"\", \"8\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"\", \"3\": \"\", \"4\": \"\", \"5\": \"\", \"6\": \"\", \"7\": \"\", \"8\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"\", \"3\": \"\", \"4\": \"\", \"5\": \"\", \"6\": \"\", \"7\": \"\", \"8\": \"\"}], [], []]\n\n[FORMULAS]\n2.4\n= 19; 8.4 = 27", "page_type": "mixed", "image": "Design of Structural Elements_ Concr_a6902759_p0282.png"}
+{"pdf_file": "Design of Structural Elements_ Concrete, Steelwork, Masonry and Timber Designs to British Standards and Eurocodes, 3rd Edition   ( PDFDrive ).pdf", "page_num": 283, "prompt": "Analyze this page with diagrams, tables, formulas, calculations, and explanations.", "response": "[NATIVE TEXT]\nDesign in unreinforced masonry to BS 5628\n262\nExample 5.5 continued\nCharacteristic imposed load, qk\nqk = roof load\n= \n  \n( .   ) .\n6 5\n11 5\n2\n×\n = 4.9 kN per m run of wall\nUltimate design load, N\nN = 1.4gk + 1.6qk\n= 1.4 × 27.9 + 1.6 × 4.9 = 46.9 kN m−1 run of wall\nDESIGN VERTICAL LOAD RESISTANCE OF WALL\nCharacteristic compressive strength\nBasic value = fk\nCheck modiﬁcation factors\nSmall plan area – modiﬁcation factor does not apply since loaded plan area, A > 0.2 m2 where A = 6 × 0.1 = 0.6 m2\nNarrow brick wall – modiﬁcation factor does not apply since inner leaf wall is blockwork\nSafety factor for materials\nMasonry units are category I and category of masonry construction control is normal. Hence, from Table 5.10,\nγm = 3.1.\nCapacity reduction factor\nEccentricity\nThe load from the concrete roof will be applied eccentrically as shown in the ﬁgure. The eccentricity is given by:\nex = \n    \nt\nt\nt\nt\n2\n3\n6\n0 167\n      .\n−\n=\n=\nSR = \n    \nh\nt\nef\nef\n  \n= 2625\n135  = 19.4 < permissible = 27\nSlenderness ratio (SR)\nConcrete slab provides ‘enhanced’ resistance to wall:\nhef = 0.75 × height = 0.75 × 3500 = 2625 mm\ntef = 135 mm\nsince tef is the greater of\n2/3(t1 + t2)[= 2/3(102.5 + 100) = 135 mm] and t1 [= 102.5 mm] or t2 [= 100 mm]\n\n[TABLES]\n[[{\"0\": \"\", \"1\": \"\"}, {\"0\": \"\", \"1\": \"\"}, {\"0\": \"\", \"1\": \"\"}, {\"0\": \"\", \"1\": \"\"}], [], []]\n\n[FORMULAS]\n4.9 = 46; .1 = 0; γm = 3; 135  = 19; permissible = 27; hef = 0; height = 0", "page_type": "mixed", "image": "Design of Structural Elements_ Concr_a6902759_p0283.png"}
+{"pdf_file": "Design of Structural Elements_ Concrete, Steelwork, Masonry and Timber Designs to British Standards and Eurocodes, 3rd Edition   ( PDFDrive ).pdf", "page_num": 284, "prompt": "Analyze this page with diagrams, tables, formulas, calculations, and explanations.", "response": "[NATIVE TEXT]\n263\nExample 5.5 continued\nHence by interpolating between the values in Table 5.11, β = 0.57.\nDesign vertical load resistance of wall (NR)\nNR = \n    \nβ\nγ\nf t\nf\nk\nm\nk\n  .\n.\n= 0 57 100\n3 1\nDETERMINATION OF fk\nFor structural stability\nNR ≥ N\n    \n0 57 100\n3 1\n46 9\n.\n.\n  \n.\nfk\n≥\nHence\n    \nfk  \n.\n.\n≥46 9\n18 39  = 2.6 N mm−2\nSELECTION OF BLOCK, BRICK AND MORTAR TYPE\n  \nheight\nthickness\nof block\n \n \n  \n  .\n=\n=\n215\n100\n2 15\nFrom Table 5.9(d), a solid concrete block with a compressive strength of 2.9 N mm−2 used with mortar type (iv) would\nbe appropriate. The bricks and mortar for the outer leaf would be selected on the basis of appearance and durability\n(Table 5.7).\n5.6 Design of laterally loaded\nwall panels\nA non-load-bearing wall which is supported on a\nnumber of sides is usually referred to as a panel\nwall. Panel walls are very common in the UK and\nare mainly used to clad framed buildings. These\nwalls are primarily designed to resist lateral loading\nfrom the wind.\nThe purpose of this section is to describe the\ndesign of laterally loaded panel walls. This requires\nan understanding of the following factors which\nare discussed below:\n1. characteristic ﬂexural strength\n2. orthogonal ratio\n3. support conditions\n4. limiting dimensions\n5. basis of design\n5.6.1 CHARACTERISTIC FLEXURAL STRENGTH\nOF MASONRY (fkx)\nThe majority of panel walls tend to behave as a\ntwo-way bending plate when subject to lateral\nloading (Fig. 5.21). However, it is more convenient\nto understand the behaviour of such walls if the\nbending processes in the horizontal and vertical\ndirections are studied separately.\nDesign of laterally loaded wall panels\nSlenderness\nEccentricity at top of wall, ex\nratio\nhef/tef\n0.1t\n0.167t\n0.2t\n18\n0.70\n0.57\n19.4\n0.658\n0.570\n0.528\n20\n0.64\n0.51\nSR = \n    \nh\nt\nef\nef\n  \n= 2625\n135  = 19.4 < permissible = 27\n\n[TABLES]\n[[{\"0\": \"Design of laterally loaded wall panels\"}, {\"0\": \"Example 5.5 continued\"}, {\"0\": \"h tef  = 2625SR =  = 19.4 < permissible = 27135ef\"}, {\"0\": \"SlendernessEccentricity at top of wall, ex\"}, {\"0\": \"ratio\"}, {\"0\": \"hef/tef\"}, {\"0\": \"180.700.5719.40.6580.5700.528\"}, {\"0\": \"200.640.51\"}, {\"0\": \"Hence by interpolating between the values in Table 5.11, β = 0.57.\"}, {\"0\": \"Design vertical load resistance of wall (NR)\"}, {\"0\": \"β γf t= 0 57 100  NR =\"}, {\"0\": \"3 1m\"}, {\"0\": \"DETERMINATION OF fk\"}, {\"0\": \"For structural stability\"}, {\"0\": \"NR ≥ N\"}, {\"0\": \"0 57 100≥  46 9\"}, {\"0\": \"3 1\"}, {\"0\": \"Hence\"}, {\"0\": \"46 9≥ = 2.6 N mm−2 fk\"}, {\"0\": \"18 39\"}, {\"0\": \"SELECTION OF BLOCK, BRICK AND MORTAR TYPE\"}, {\"0\": \"height215== of block    2 15\"}, {\"0\": \"thickness100\"}, {\"0\": \"From Table 5.9(d), a solid concrete block with a compressive strength of 2.9 N mm−2 used with mortar type (iv) would\"}, {\"0\": \"be appropriate. The bricks and mortar for the outer leaf would be selected on the basis of appearance and durability\"}, {\"0\": \"(Table 5.7).\"}, {\"0\": \"1.characteristic ﬂexural strength5.6 Design of laterally loaded\"}, {\"0\": \"2. orthogonal ratiowall panels\"}, {\"0\": \"3.support conditions\"}, {\"0\": \"4.limiting dimensions\"}, {\"0\": \"5. basis of designA  non-load-bearing  wall  which  is  supported  on  a\"}, {\"0\": \"number  of  sides  is  usually  referred  to  as  a  panel\"}, {\"0\": \"wall. Panel walls are very common in the UK and5.6.1 CHARACTERISTIC FLEXURAL STRENGTH\"}, {\"0\": \"are  mainly  used  to  clad  framed  buildings.  TheseOF MASONRY (fkx)\"}, {\"0\": \"walls are primarily designed to resist lateral loadingThe  majority  of  panel  walls  tend  to  behave  as  a\"}, {\"0\": \"from the wind.two-way  bending  plate  when  subject to lateral\"}, {\"0\": \"The  purpose  of  this  section  is  to  describe  theloading (Fig. 5.21). However, it is more convenient\"}, {\"0\": \"design of laterally loaded panel walls. This requiresto  understand  the  behaviour  of  such  walls  if  the\"}, {\"0\": \"an  understanding  of  the  following  factors  whichbending  processes  in  the  horizontal  and  vertical\"}, {\"0\": \"are discussed below:directions are studied separately.\"}], [], []]\n\n[FORMULAS]\nβ = 0; 135  = 19; permissible = 27", "page_type": "mixed", "image": "Design of Structural Elements_ Concr_a6902759_p0284.png"}
+{"pdf_file": "Design of Structural Elements_ Concrete, Steelwork, Masonry and Timber Designs to British Standards and Eurocodes, 3rd Edition   ( PDFDrive ).pdf", "page_num": 285, "prompt": "Analyze this page with diagrams, tables, formulas, calculations, and explanations.", "response": "[NATIVE TEXT]\nDesign in unreinforced masonry to BS 5628\n264\nFig. 5.21 Panel wall subject to two-way bending.\nFig. 5.22 Failure modes of walls subject to lateral loading: (a) failure perpendicular to bed joint; (b) failure parallel to\nbed joint.\nBending tests carried out on panel walls show\nthat the ﬂexural strength of masonry is signiﬁcantly\ngreater when the plane of failure occurs perpen-\ndicular to the bed joint rather than when failure\noccurs parallel to the bed joint (Fig. 5.22). This is\nbecause, in the former case, failure is a complex\nmix of shear, etc. and end bearing, while in the\nlatter case cracks need only form at the mortar/\nmasonry unit interface.\nTable 5.13 shows the characteristic ﬂexural\nstrengths of masonry constructed using a range of\nbrick/block types and mortar designations for the\ntwo failure modes. Note that for masonry built\nwith clay bricks, the ﬂexural strengths are prim-\narily related to the water-absorption properties of\nthe brick, but for masonry built with concrete blocks\nthe ﬂexural strengths are related to the compressive\nstrengths and thicknesses of the blocks.\n5.6.2 ORTHOGONAL RATIO, µ\nThe orthogonal ratio is the ratio of the characteristic\nﬂexural strength of masonry when failure occurs\nparallel to the bed joints ( fkx par) to that when fail-\nure occurs perpendicular to the bed joint ( fkx perp):\n    \nµ  \n= f\nf\nkx par\nkx perp\n(5.9)\nAs will be discussed later, the orthogonal ratio is\nused to calculate the size of the bending moment\nin panel walls.\nFor masonry constructed using clay, calcium\nsilicate or concrete bricks a value of 0.3 for µ can\nnormally be assumed in design. No such unique\nvalue exists for masonry walls built with concrete\nblocks and must, therefore, be determined for indi-\nvidual block types.\n5.6.3 SUPPORT CONDITIONS\nIn order to assess the lateral resistance of masonry\npanels it is necessary to take into account the sup-\nport conditions at the edges. Three edge conditions\nare possible:\n(a) a free edge\n(b) a simply supported edge\n(c) a restrained edge.\nA free edge is one that is unsupported (Fig. 5.23).\nA restrained edge is one that, when the panel is\nloaded, will fail in ﬂexure before rotating. All other\nsupported edges are assumed to be simply sup-\nported. This is despite the fact that some degree of\nﬁxity may actually exist in practice.\n\n[TABLES]\n[[{\"0\": \"Design in unreinforced masonry to BS 5628\", \"1\": \"\"}, {\"0\": \"\", \"1\": \"5.6.2 ORTHOGONAL RATIO, µ\"}, {\"0\": \"\", \"1\": \"The orthogonal ratio is the ratio of the characteristic\"}, {\"0\": \"\", \"1\": \"ﬂexural  strength  of  masonry  when  failure  occurs\"}, {\"0\": \"\", \"1\": \"parallel to the bed joints ( fkx par) to that when fail-\"}, {\"0\": \"\", \"1\": \"ure occurs perpendicular to the bed joint ( fkx perp):\"}, {\"0\": \"\", \"1\": \"fkx par(5.9)µ  =\"}, {\"0\": \"\", \"1\": \"fkx perp\"}, {\"0\": \"\", \"1\": \"As  will  be  discussed  later,  the  orthogonal  ratio  is\"}, {\"0\": \"\", \"1\": \"used  to  calculate  the  size  of  the  bending  moment\"}, {\"0\": \"\", \"1\": \"in panel walls.\"}, {\"0\": \"\", \"1\": \"For  masonry  constructed  using  clay,  calcium\"}, {\"0\": \"Fig. 5.21 Panel wall subject to two-way bending.\", \"1\": \"silicate or concrete bricks a value of 0.3 for µ can\"}, {\"0\": \"\", \"1\": \"normally  be  assumed  in  design.  No  such  unique\"}, {\"0\": \"\", \"1\": \"value  exists  for  masonry  walls  built  with  concrete\"}, {\"0\": \"Bending  tests  carried  out  on  panel  walls  show\", \"1\": \"blocks and must, therefore, be determined for indi-\"}, {\"0\": \"that the ﬂexural strength of masonry is signiﬁcantly\", \"1\": \"vidual block types.\"}, {\"0\": \"greater  when  the  plane  of  failure  occurs  perpen-\", \"1\": \"\"}, {\"0\": \"dicular  to  the  bed  joint  rather  than  when  failure\", \"1\": \"5.6.3SUPPORT CONDITIONS\"}, {\"0\": \"occurs parallel to the bed joint (Fig. 5.22). This is\", \"1\": \"In order to assess the lateral resistance of masonry\"}, {\"0\": \"because,  in  the  former  case,  failure  is  a  complex\", \"1\": \"panels it is necessary to take into account the sup-\"}, {\"0\": \"mix  of  shear,  etc.  and  end  bearing,  while  in  the\", \"1\": \"port conditions at the edges. Three edge conditions\"}, {\"0\": \"latter  case  cracks  need  only  form  at  the  mortar/\", \"1\": \"are possible:\"}, {\"0\": \"masonry unit interface.\", \"1\": \"(a)a free edge\"}, {\"0\": \"Table 5.13 shows the characteristic  ﬂexural\", \"1\": \"(b)a simply supported edge\"}, {\"0\": \"strengths of masonry constructed using a range of\", \"1\": \"(c)a restrained edge.\"}, {\"0\": \"brick/block  types  and  mortar  designations  for  the\", \"1\": \"\"}, {\"0\": \"two  failure  modes.  Note  that  for  masonry  built\", \"1\": \"A free edge is one that is unsupported (Fig. 5.23).\"}, {\"0\": \"with  clay  bricks,  the  ﬂexural  strengths  are  prim-\", \"1\": \"A  restrained  edge  is  one  that,  when  the  panel  is\"}, {\"0\": \"arily  related  to  the  water-absorption  properties  of\", \"1\": \"loaded, will fail in ﬂexure before rotating. All other\"}, {\"0\": \"the brick, but for masonry built with concrete blocks\", \"1\": \"supported  edges  are  assumed  to  be  simply  sup-\"}, {\"0\": \"the ﬂexural strengths are related to the compressive\", \"1\": \"ported. This is despite the fact that some degree of\"}, {\"0\": \"strengths and thicknesses of the blocks.\", \"1\": \"ﬁxity may actually exist in practice.\"}], [], []]", "page_type": "mixed", "image": "Design of Structural Elements_ Concr_a6902759_p0285.png"}
+{"pdf_file": "Design of Structural Elements_ Concrete, Steelwork, Masonry and Timber Designs to British Standards and Eurocodes, 3rd Edition   ( PDFDrive ).pdf", "page_num": 286, "prompt": "Analyze this page with diagrams, tables, formulas, calculations, and explanations.", "response": "[NATIVE TEXT]\n265\nTable 5.13\nCharacteristic ﬂexural strength of masonry, fkx in N mm−2 (Table 3, BS 5628)\nPlane of failure\nPlane of failure\nparallel to bed joints\nperpendicular to bed joints\nMortar strength\nM12\nM6 and M4\nM2\nM12\nM6 and M4\nM2\nclass/designation\n(i)\n(ii) and (iii)\n(iv)\n(i)\n(ii) and (iii)\n(iv)\nClay bricks having a water absorption\nless than 7%\n0.7\n0.5\n0.4\n2.0\n1.5\n1.2\nbetween 7% and 12%\n0.5\n0.4\n0.35\n1.5\n1.1\n1.0\nover 12%\n0.4\n0.3\n0.25\n1.1\n0.9\n0.8\nCalcium silicate bricks\n0.3\n0.2\n0.9\n0.6\nConcrete bricks\n0.3\n0.2\n0.9\n0.6\nConcrete blocks (solids or hollow) of compressive\nstrength in Nmm−2:\n2.9\nused in walls of\n0.40\n0.4\n3.6\nthicknessa\n0.25\n0.2\n0.45\n0.4\n7.3\nup to 100 mm\n0.60\n0.5\n2.9\nused in walls of\n0.40\n0.2\n3.6\nthicknessa\n0.15\n0.1\n0.45\n0.2\n7.3\n250 mm of greater\n0.60\n0.3\n10.4\nused in walls of any\n0.75\n0.6\n17.5\nthicknessa\n0.25\n0.2\n0.90b\n0.7b\nand over\naThe thickness should be taken to be the thickness of the wall, for a single-leaf wall, or the thickness of the leaf, for a cavity wall.\nbWhen used with ﬂexural strength in parallel direction, assume the orthogonal ratio µ = 0.3.\n5\n6\n7\n5\n6\n7\n9\n8\n5\n6\n7\n5\n6\n7\n5\n6\n7\nFigures 5.24 and 5.25 show typical details pro-\nviding simple and restrained support conditions\nrespectively.\n5.6.4 LIMITING DIMENSIONS\nClause 32.3 of BS 5628 lays down various limits\non the dimensions of laterally loaded panel walls\ndepending upon the support conditions. These are\nchieﬂy in respect of (i) the area of the panel and\n(ii) the height and length of the panel. Speciﬁcally,\nthe code mentions the following limits:\nFig. 5.23 Detail providing free edge.\nDesign of laterally loaded wall panels\n\n[TABLES]\n[[{\"0\": \"\", \"1\": \"\", \"2\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"\"}], [], [], [{\"\": \"\"}]]", "page_type": "mixed", "image": "Design of Structural Elements_ Concr_a6902759_p0286.png"}
+{"pdf_file": "Design of Structural Elements_ Concrete, Steelwork, Masonry and Timber Designs to British Standards and Eurocodes, 3rd Edition   ( PDFDrive ).pdf", "page_num": 287, "prompt": "Analyze this page with diagrams, tables, formulas, calculations, and explanations.", "response": "[NATIVE TEXT]\nDesign in unreinforced masonry to BS 5628\n266\nFig. 5.24 Details providing simple support conditions: (a) and (b) vertical supports; (c)–(e) horizontal support\n(based on Figs 6 and 7, BS 5628).\nFig. 5.25 Details providing restrained support conditions: (a) and (b) vertical support; (c) horizontal support at head of\nwall (based on Figs 6 and 7, BS 5628).\n\n[TABLES]\n[[{\"0\": \"\", \"1\": \"\", \"2\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"\"}], [{\"0\": \"\", \"1\": \"\", \"2\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"\"}], [{\"0\": \"\", \"1\": \"\", \"2\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"\"}], [], []]", "page_type": "mixed", "image": "Design of Structural Elements_ Concr_a6902759_p0287.png"}
+{"pdf_file": "Design of Structural Elements_ Concrete, Steelwork, Masonry and Timber Designs to British Standards and Eurocodes, 3rd Edition   ( PDFDrive ).pdf", "page_num": 288, "prompt": "Analyze this page with diagrams, tables, formulas, calculations, and explanations.", "response": "[NATIVE TEXT]\n267\nDesign of laterally loaded wall panels\nFig. 5.26 Panel sizes: (a) panels supported on three sides; (b) panels supported on four edges; (c) panel simply supported\ntop and bottom.\n1. Panel supported on three edges\n(a) two or more sides continuous:\nheight × length equal to 1500t 2\nef or less;\n(b) all other cases:\nheight × length equal to 1350t 2\nef or less.\n2. Panel supported on four edges\n(a) three or more sides continuous:\nheight × length equal to 2250t 2\nef or less;\n(b) all other cases:\nheight × length equal to 2025t 2\nef or less.\n3. Panel simply supported at top and bottom\nHeight equal to 40tef or less.\nFigure 5.26 illustrates the above limits on panel\nsizes. The height and length restrictions referred\nto in (ii) above only apply to panels which are\nsupported on three or four edges, i.e. (1) and (2). In\nsuch cases the code states that no dimension should\nexceed 50 times the effective thickness of the wall\n(tef).\n\n[TABLES]\n[[{\"0\": \"\", \"1\": \"\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"Design of laterally loaded wall panels\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"\", \"3\": \"\"}], [{\"0\": \"\", \"1\": \"\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"\", \"3\": \"\"}], [{\"0\": \"\", \"1\": \"\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"\", \"3\": \"\"}], [{\"0\": \"\", \"1\": \"\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"\", \"3\": \"\"}], [{\"0\": \"\", \"1\": \"\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"\", \"3\": \"\"}], [], []]", "page_type": "mixed", "image": "Design of Structural Elements_ Concr_a6902759_p0288.png"}
+{"pdf_file": "Design of Structural Elements_ Concrete, Steelwork, Masonry and Timber Designs to British Standards and Eurocodes, 3rd Edition   ( PDFDrive ).pdf", "page_num": 289, "prompt": "Analyze this page with diagrams, tables, formulas, calculations, and explanations.", "response": "[NATIVE TEXT]\nDesign in unreinforced masonry to BS 5628\n268\n5.6.5 BASIS OF DESIGN (CLAUSE 32.4,\nBS 5628)\nThe preceding sections have summarised much of\nthe background material needed to design laterally\nloaded panel walls. This section now considers the\ndesign procedure in detail.\nThe principal aim of design is to ensure that the\nultimate design moment (M) does not exceed\nthe design moment of resistance of the panel\n(Md):\nM ≤ Md\n(5.10)\nSince failure may take place about either axis\n(Fig. 5.21), for a given panel, there will be two\ndesign moments and two corresponding moments\nof resistance. The ultimate design moment per unit\nheight of a panel when the plane of failure is per-\npendicular to the bed joint, Mperp (Fig. 5.22), is\ngiven by:\nMperp = αWkγ fL2\n(5.11)\nThe ultimate design moment per unit height of a\npanel when the plane of bending is parallel to the\nbed joint, Mpar, is given by\nMpar = µαWkγfL2\n(5.12)\nwhere\nµ\northogonal ratio\nα\nbending moment coefﬁcient taken from\nTable 5.14\nγf\npartial safety factor for loads\n(Table 5.8)\nL\nlength of the panel between supports\nWk\ncharacteristic wind load per unit area\nThe corresponding design moments of resist-\nance when the plane of bending is perpendicular,\nMk perp, or parallel, Mk par, to the bed joint is given\nby equations 5.13 and 5.14 respectively:\nMk perp = \n    \nf\nZ\nkx perp\nm\nγ\n(5.13)\nMk par = \n    \nf\nZ\nkx par\nm\nγ\n(5.14)\nwhere\nfkx perp\ncharacteristic ﬂexural strength\nperpendicular to the plane of bending\nfkx par\ncharacteristic ﬂexural strength parallel to\nthe plane of bending (Table 5.13)\nZ\nsection modulus\nγm\npartial safety factor for materials\n(Table 5.10)\nEquations 5.10–5.14 form the basis for the\ndesign of laterally loaded panel walls. It should be\nnoted, however, since by deﬁnition µ = fkx par/fkx perp,\nMk par = µMk perp (by dividing equation 5.14 by equa-\ntion 5.13) and Mpar = µMperp (by dividing equation\n5.11 by equation 5.12) that either equations 5.11\nand 5.13 or equations 5.12 and 5.14 can be used\nin design. These equations ignore the presence of\nvertical loading acting on panel walls. The vertical\nloading arises from the self-weight of the wall and\ndead load from upper levels in multi-storey build-\nings. The presence of vertical loading will enhance\nthe ﬂexural strength parallel to bed joints as the\ntendency for ﬂexural tension failure is reduced. The\nfull design procedure is summarised in Fig. 5.27\nand illustrated by means of the following examples.\n\n[TABLES]\n[[{\"0\": \"Design in unreinforced masonry to BS 5628\", \"1\": \"\"}, {\"0\": \"5.6.5 BASIS OF DESIGN (CLAUSE 32.4,\", \"1\": \"The  corresponding  design  moments  of  resist-\"}, {\"0\": \"BS 5628)\", \"1\": \"ance  when  the  plane  of  bending  is  perpendicular,\"}, {\"0\": \"The preceding sections have summarised much of\", \"1\": \"Mk  perp,  or  parallel,  Mk  par,  to  the  bed  joint  is  givenby equations 5.13 and 5.14 respectively:\"}, {\"0\": \"the background material needed to design laterally\", \"1\": \"\"}, {\"0\": \"loaded panel walls. This section now considers the\", \"1\": \"fZ\"}, {\"0\": \"design procedure in detail.\", \"1\": \"kx perp(5.13)Mk perp = γ\"}, {\"0\": \"The principal aim of design is to ensure that the\", \"1\": \"m\"}, {\"0\": \"ultimate  design  moment  (M )  does  not  exceed\", \"1\": \"fZkx par(5.14)Mk par =\"}, {\"0\": \"the  design  moment  of resistance  of the  panel\", \"1\": \"γm\"}, {\"0\": \"(Md):\", \"1\": \"where\"}, {\"0\": \"(5.10)M ≤ Md\", \"1\": \"characteristic ﬂexural strengthfkx perp\"}, {\"0\": \"Since failure  may take  place  about  either  axis\", \"1\": \"perpendicular to the plane of bending\"}, {\"0\": \"(Fig.  5.21),  for  a  given  panel,  there  will  be  two\", \"1\": \"characteristic ﬂexural strength parallel tofkx par\"}, {\"0\": \"design moments and two corresponding moments\", \"1\": \"the plane of bending (Table 5.13)\"}, {\"0\": \"of resistance. The ultimate design moment per unit\", \"1\": \"Zsection modulusγ\"}, {\"0\": \"height of a panel when the plane of failure is per-\", \"1\": \"partial safety factor for materialsm\"}, {\"0\": \"pendicular  to  the  bed  joint,  Mperp  (Fig.  5.22),  is\", \"1\": \"(Table 5.10)\"}, {\"0\": \"given by:\", \"1\": \"Equations 5.10–5.14 form the basis for the\"}, {\"0\": \"γ(5.11)Mperp = αWkfL2\", \"1\": \"design of laterally loaded panel walls. It should be\"}, {\"0\": \"\", \"1\": \"noted, however, since by deﬁnition µ = fkx par /fkx perp,\"}, {\"0\": \"The  ultimate  design  moment  per  unit  height  of  a\", \"1\": \"Mk par = µ Mk perp (by dividing equation 5.14 by equa-\"}, {\"0\": \"panel when the plane of bending is parallel to the\", \"1\": \"tion 5.13) and Mpar = µ Mperp (by dividing equation\"}, {\"0\": \"bed joint, Mpar, is given by\", \"1\": \"5.11  by  equation  5.12)  that  either  equations  5.11\"}, {\"0\": \"γ(5.12)Mpar = µαWkfL2\", \"1\": \"and  5.13  or  equations  5.12  and  5.14  can  be  used\"}, {\"0\": \"\", \"1\": \"in  design.  These  equations ignore  the  presence  of\"}, {\"0\": \"whereµ\", \"1\": \"vertical loading acting on panel walls. The vertical\"}, {\"0\": \"orthogonal ratioα\", \"1\": \"loading arises from the self-weight of the wall and\"}, {\"0\": \"bending moment coefﬁcient taken from\", \"1\": \"dead load from upper levels in multi-storey build-\"}, {\"0\": \"Table 5.14γ\", \"1\": \"ings. The presence of vertical loading will enhance\"}, {\"0\": \"partial safety factor for loadsf\", \"1\": \"the  ﬂexural  strength  parallel  to  bed  joints  as  the\"}, {\"0\": \"(Table 5.8)\", \"1\": \"tendency for ﬂexural tension failure is reduced. The\"}, {\"0\": \"Llength of the panel between supports\", \"1\": \"full  design  procedure  is  summarised  in  Fig.  5.27\"}, {\"0\": \"characteristic wind load per unit areaWk\", \"1\": \"and illustrated by means of the following examples.\"}], [{\"0\": \"Design in unreinforced masonry to BS 5628\", \"1\": \"\"}, {\"0\": \"5.6.5 BASIS OF DESIGN (CLAUSE 32.4,\", \"1\": \"The  corresponding  design  moments  of  resist-\"}, {\"0\": \"BS 5628)\", \"1\": \"ance  when  the  plane  of  bending  is  perpendicular,\"}, {\"0\": \"The preceding sections have summarised much of\", \"1\": \"Mk  perp,  or  parallel,  Mk  par,  to  the  bed  joint  is  givenby equations 5.13 and 5.14 respectively:\"}, {\"0\": \"the background material needed to design laterally\", \"1\": \"\"}, {\"0\": \"loaded panel walls. This section now considers the\", \"1\": \"fZ\"}, {\"0\": \"design procedure in detail.\", \"1\": \"kx perp(5.13)Mk perp = γ\"}, {\"0\": \"The principal aim of design is to ensure that the\", \"1\": \"m\"}, {\"0\": \"ultimate  design  moment  (M )  does  not  exceed\", \"1\": \"fZkx par(5.14)Mk par =\"}, {\"0\": \"the  design  moment  of resistance  of the  panel\", \"1\": \"γm\"}, {\"0\": \"(Md):\", \"1\": \"where\"}, {\"0\": \"(5.10)M ≤ Md\", \"1\": \"characteristic ﬂexural strengthfkx perp\"}, {\"0\": \"Since failure  may take  place  about  either  axis\", \"1\": \"perpendicular to the plane of bending\"}, {\"0\": \"(Fig.  5.21),  for  a  given  panel,  there  will  be  two\", \"1\": \"characteristic ﬂexural strength parallel tofkx par\"}, {\"0\": \"design moments and two corresponding moments\", \"1\": \"the plane of bending (Table 5.13)\"}, {\"0\": \"of resistance. The ultimate design moment per unit\", \"1\": \"Zsection modulusγ\"}, {\"0\": \"height of a panel when the plane of failure is per-\", \"1\": \"partial safety factor for materialsm\"}, {\"0\": \"pendicular  to  the  bed  joint,  Mperp  (Fig.  5.22),  is\", \"1\": \"(Table 5.10)\"}, {\"0\": \"given by:\", \"1\": \"Equations 5.10–5.14 form the basis for the\"}, {\"0\": \"γ(5.11)Mperp = αWkfL2\", \"1\": \"design of laterally loaded panel walls. It should be\"}, {\"0\": \"\", \"1\": \"noted, however, since by deﬁnition µ = fkx par /fkx perp,\"}, {\"0\": \"The  ultimate  design  moment  per  unit  height  of  a\", \"1\": \"Mk par = µ Mk perp (by dividing equation 5.14 by equa-\"}, {\"0\": \"panel when the plane of bending is parallel to the\", \"1\": \"tion 5.13) and Mpar = µ Mperp (by dividing equation\"}, {\"0\": \"bed joint, Mpar, is given by\", \"1\": \"5.11  by  equation  5.12)  that  either  equations  5.11\"}, {\"0\": \"γ(5.12)Mpar = µαWkfL2\", \"1\": \"and  5.13  or  equations  5.12  and  5.14  can  be  used\"}, {\"0\": \"\", \"1\": \"in  design.  These  equations ignore  the  presence  of\"}, {\"0\": \"whereµ\", \"1\": \"vertical loading acting on panel walls. The vertical\"}, {\"0\": \"orthogonal ratioα\", \"1\": \"loading arises from the self-weight of the wall and\"}, {\"0\": \"bending moment coefﬁcient taken from\", \"1\": \"dead load from upper levels in multi-storey build-\"}, {\"0\": \"Table 5.14γ\", \"1\": \"ings. The presence of vertical loading will enhance\"}, {\"0\": \"partial safety factor for loadsf\", \"1\": \"the  ﬂexural  strength  parallel  to  bed  joints  as  the\"}, {\"0\": \"(Table 5.8)\", \"1\": \"tendency for ﬂexural tension failure is reduced. The\"}, {\"0\": \"Llength of the panel between supports\", \"1\": \"full  design  procedure  is  summarised  in  Fig.  5.27\"}, {\"0\": \"characteristic wind load per unit areaWk\", \"1\": \"and illustrated by means of the following examples.\"}], [], []]", "page_type": "mixed", "image": "Design of Structural Elements_ Concr_a6902759_p0289.png"}
+{"pdf_file": "Design of Structural Elements_ Concrete, Steelwork, Masonry and Timber Designs to British Standards and Eurocodes, 3rd Edition   ( PDFDrive ).pdf", "page_num": 290, "prompt": "Analyze this page with diagrams, tables, formulas, calculations, and explanations.", "response": "[NATIVE TEXT]\n269\nDesign of laterally loaded wall panels\nTable 5.14\nBending moment coefﬁcients in laterally loaded wall panels (based on Table 8, BS 5628)\nValues of α\nµ\nh/L\n0.30\n0.50\n0.75\n1.00\n1.25\n1.50\n1.75\n1.00\n0.031\n0.045\n0.059\n0.071\n0.079\n0.085\n0.090\n0.90\n0.032\n0.047\n0.061\n0.073\n0.081\n0.087\n0.092\n0.80\n0.034\n0.049\n0.064\n0.075\n0.083\n0.089\n0.093\n0.70\n0.035\n0.051\n0.066\n0.077\n0.085\n0.091\n0.095\nA\n0.60\n0.038\n0.053\n0.069\n0.080\n0.088\n0.093\n0.097\n0.50\n0.040\n0.056\n0.073\n0.083\n0.090\n0.095\n0.099\n0.40\n0.043\n0.061\n0.077\n0.087\n0.093\n0.098\n0.101\n0.35\n0.045\n0.064\n0.080\n0.089\n0.095\n0.100\n0.103\n0.30\n0.048\n0.067\n0.082\n0.091\n0.097\n0.101\n0.104\n1.00\n0.020\n0.028\n0.037\n0.042\n0.045\n0.048\n0.050\n0.90\n0.021\n0.029\n0.038\n0.043\n0.046\n0.048\n0.050\n0.80\n0.022\n0.031\n0.039\n0.043\n0.047\n0.049\n0.051\n0.70\n0.023\n0.032\n0.040\n0.044\n0.048\n0.050\n0.051\n0.60\n0.024\n0.034\n0.041\n0.046\n0.049\n0.051\n0.052\nC\n0.50\n0.025\n0.035\n0.043\n0.047\n0.050\n0.052\n0.053\n0.40\n0.027\n0.038\n0.044\n0.048\n0.051\n0.053\n0.054\n0.35\n0.029\n0.039\n0.045\n0.049\n0.052\n0.053\n0.054\n0.30\n0.030\n0.040\n0.046\n0.050\n0.052\n0.054\n0.054\n1.00\n0.008\n0.018\n0.030\n0.042\n0.051\n0.059\n0.066\n0.90\n0.009\n0.019\n0.032\n0.044\n0.054\n0.062\n0.068\n0.80\n0.010\n0.021\n0.035\n0.046\n0.056\n0.064\n0.071\n0.70\n0.011\n0.023\n0.037\n0.049\n0.059\n0.067\n0.073\n0.60\n0.012\n0.025\n0.040\n0.053\n0.062\n0.070\n0.076\nE\n0.50\n0.014\n0.028\n0.044\n0.057\n0.066\n0.074\n0.080\n0.40\n0.017\n0.032\n0.049\n0.062\n0.071\n0.078\n0.084\n0.35\n0.018\n0.035\n0.052\n0.064\n0.074\n0.081\n0.086\n0.30\n0.020\n0.038\n0.055\n0.068\n0.077\n0.083\n0.089\nKey to support conditions\ndenotes free edge\nsimply supported edge\nan edge over which full\ncontinuity exists\n\n[TABLES]\n[[{\"0\": \"\", \"1\": \"\"}, {\"0\": \"\", \"1\": \"\"}, {\"0\": \"\", \"1\": \"\"}, {\"0\": \"\", \"1\": \"\"}, {\"0\": \"\", \"1\": \"\"}, {\"0\": \"\", \"1\": \"\"}, {\"0\": \"\", \"1\": \"\"}, {\"0\": \"\", \"1\": \"\"}, {\"0\": \"\", \"1\": \"\"}, {\"0\": \"\", \"1\": \"\"}, {\"0\": \"Bending moment coefﬁcients in laterally loaded wall panels (based on Table 8, BS 5628)\", \"1\": \"\"}, {\"0\": \"\", \"1\": \"\"}], [], []]", "page_type": "mixed", "image": "Design of Structural Elements_ Concr_a6902759_p0290.png"}
+{"pdf_file": "Design of Structural Elements_ Concrete, Steelwork, Masonry and Timber Designs to British Standards and Eurocodes, 3rd Edition   ( PDFDrive ).pdf", "page_num": 291, "prompt": "Analyze this page with diagrams, tables, formulas, calculations, and explanations.", "response": "[NATIVE TEXT]\nDesign in unreinforced masonry to BS 5628\n270\nFigure 5.27 Design procedure for laterally loaded panel walls.\n\n[TABLES]\n[[{\"0\": \"\", \"1\": \"\"}, {\"0\": \"\", \"1\": \"\"}], [{\"0\": \"\", \"1\": \"\"}, {\"0\": \"\", \"1\": \"\"}], [{\"0\": \"\", \"1\": \"\"}, {\"0\": \"\", \"1\": \"\"}], [], []]", "page_type": "mixed", "image": "Design of Structural Elements_ Concr_a6902759_p0291.png"}
+{"pdf_file": "Design of Structural Elements_ Concrete, Steelwork, Masonry and Timber Designs to British Standards and Eurocodes, 3rd Edition   ( PDFDrive ).pdf", "page_num": 292, "prompt": "Analyze this page with diagrams, tables, formulas, calculations, and explanations.", "response": "[NATIVE TEXT]\n271\nExample 5.6 Analysis of a one-way spanning wall panel (BS 5628)\nEstimate the characteristic wind pressure that the cladding panel shown below can resist assuming that it is\nconstructed using bricks having a water absorption of < 7% and mortar designation (iii). Assume γf = 1.2 and γm = 3.0.\nULTIMATE DESIGN MOMENT (M)\nSince the vertical edges are unsupported, the panel must span vertically and, therefore, equations 5.11 and 5.12\ncannot be used to determine the design moment here. The critical plane of bending will be parallel to the bed joint\nand the ultimate design moment at mid-height of the panel, M, is given by (clause 32.4.2 of BS 5628)\nM = \n  \nUltimate load\nheight\n  \n×\n8\nUltimate load on the panel = wind pressure × area\n= (γfWk)(height × length of panel)\n= 1.2Wk3000 × 1000 = 3.6Wk106 N m−1 length of wall\nHence\nM = \n    \n3 6\n10\n3000\n8\n6\n.\n  \n  \nWK ×\n×\n = 1.35 × 109 Wk N mm m−1 length of wall\nMOMENT OF RESISTANCE (Md)\nSection modulus (Z)\n    \nZ\nbd\n  \n  \n  \n.\n  .\n  \n \n=\n=\n×\n=\n×\n2\n3\n2\n6\n3\n6\n10\n102 5\n6\n1 75\n10 mm  m−1 length of wall\nMoment of resistance\nThe design moment of resistance, Md, is equal to the moment of resistance when the plane of bending is parallel to\nthe bed joint, Mk par. Hence\nMd = Mk par = \n    \nf\nZ\nkx par\nm\nγ\n  .   .\n  \n.\n=\n×\n×\n0 5\n1 75\n10\n3 0\n6\n = 0.292 × 106 N mm m−1\nwhere fkx par = 0.5 N mm−2 from Table 5.13, since water absorption of bricks < 7% and the mortar is designation (iii).\nDETERMINATION OF CHARACTERISTIC WIND PRESSURE (Wk)\nFor structural stability:\nM ≤ Md\n1.35 × 109Wk ≤ 0.292 × 106\nWk ≤ 0.216 × 10−3 N mm−2\nHence the characteristic wind pressure that the panel can resist is 0.216 × 10−3 N mm−2 or 0.216 kN m−2.\nDesign of laterally loaded wall panels\n\n[TABLES]\n[[{\"0\": \"Estimate  the  characteristic  wind  pressure  that  the  cladding  panel  shown  below  can  resist  assuming  that  it  isconstructed using bricks having a water absorption of < 7% and mortar designation (iii). Assume γ\", \"1\": \"\"}, {\"0\": \"\", \"1\": \"\"}, {\"0\": \"\", \"1\": \"\"}], [], []]\n\n[FORMULAS]\n.2 and γm = 3; 1000 = 3", "page_type": "mixed", "image": "Design of Structural Elements_ Concr_a6902759_p0292.png"}
+{"pdf_file": "Design of Structural Elements_ Concrete, Steelwork, Masonry and Timber Designs to British Standards and Eurocodes, 3rd Edition   ( PDFDrive ).pdf", "page_num": 293, "prompt": "Analyze this page with diagrams, tables, formulas, calculations, and explanations.", "response": "[NATIVE TEXT]\nDesign in unreinforced masonry to BS 5628\n272\nExample 5.7 Analysis of a two-way spanning panel wall (BS 5628)\nThe panel wall shown in Fig. 5.28 is constructed using clay bricks having a water absorption of greater than 12 per\ncent and mortar designation (ii). If the masonry units are category II and the construction control category is normal,\ncalculate the characteristic wind pressure, Wk, the wall can withstand. Assume that the wall is simply supported on\nall four edges.\nFig. 5.28\nULTIMATE DESIGN MOMENT (M)\nOrthogonal ratio (µ)\n    \nµ  \n  .\n.   .\n=\n=\n=\nf\nf\nkx par\nkx perp\n0 3\n0 9\n0 33\n(Table 5.13)\nBending moment coefﬁcient (α)\n    \nh\nL   \n= 3\n4  = 0.75\nHence, from Table 5.14(E), α = 0.053\nUltimate design moment\nM = Mperp = αγfWkL2 = 0.053 × 1.2Wk × 42 kN m m−1 run = 1.0176 × 106Wk N mm m−1 run\nMOMENT OF RESISTANCE (Md)\nSafety factor for materials (γm)\nγm = 3.0\n(Table 5.10)\nSection modulus (Z)\nZ = \n    \nbd 2\n3\n2\n6\n10\n102 5\n6\n   \n  \n.\n=\n×\n = 1.75 × 106 mm3 m−1 length of wall\nMoment of resistance (Md)\nMd = Mk perp =\n    \nf\nZ\nkx perp\nm\nγ\n  .   .\n  \n.\n \n=\n×\n×\n0 9\n1 75\n10\n3 0\n6\n= 0.525 × 106 N mm m−1 run\nDETERMINATION OF CHARACTERISTIC WIND PRESSURE (Wk)\nFor structural stability\nM ≤ Md\n1.0176 × 106Wk ≤ 0.525 × 106\n⇒ Wk ≤ 0.516 kN m−2\nHence the panel is able to resist a characteristic wind pressure of 0.516 kN m−2.\n\n[TABLES]\n[[{\"0\": \"Design in unreinforced masonry to BS 5628\"}, {\"0\": \"Example 5.7 Analysis of a two-way spanning panel wall (BS 5628)\"}, {\"0\": \"The panel wall shown in Fig. 5.28 is constructed using clay bricks having a water absorption of greater than 12 per\"}, {\"0\": \"cent and mortar designation (ii). If the masonry units are category II and the construction control category is normal,\"}, {\"0\": \"calculate the characteristic wind pressure, Wk, the wall can withstand. Assume that the wall is simply supported onall four edges.\"}, {\"0\": \"Fig. 5.28\"}, {\"0\": \"ULTIMATE DESIGN MOMENT (M)\"}, {\"0\": \"Orthogonal ratio (µµµµµ)\"}, {\"0\": \"f f. .0 3kx par===0 33  µ    (Table 5.13)\"}, {\"0\": \"0 9kx perp\"}, {\"0\": \"Bending moment coefﬁcient (ααααα)\"}, {\"0\": \"h L  = 3 = 0.754\"}, {\"0\": \"Hence, from Table 5.14(E), α = 0.053\"}, {\"0\": \"Ultimate design moment\"}, {\"0\": \"M = Mperp = αγfWkL2 = 0.053 × 1.2Wk × 42 kN m m−1 run = 1.0176 × 106Wk N mm m−1 run\"}, {\"0\": \"MOMENT OF RESISTANCE (Md)\"}, {\"0\": \"Safety factor for materials (γγγγγm)\"}, {\"0\": \"γ(Table 5.10)m = 3.0\"}, {\"0\": \"Section modulus (Z)\"}, {\"0\": \"32×bd 2  10102 5\"}, {\"0\": \"=   Z =  = 1.75 × 106 mm3 m−1 length of wall66\"}, {\"0\": \"Moment of resistance (Md)\"}, {\"0\": \"6××fZ0 9  1 75  10kx perp=\"}, {\"0\": \"== 0.525 × 106 N mm m−1 run   Md= Mk perpγ3 0m\"}, {\"0\": \"DETERMINATION OF CHARACTERISTIC WIND PRESSURE (Wk)\"}, {\"0\": \"For structural stability\"}, {\"0\": \"M ≤ Md\"}, {\"0\": \"1.0176 × 106Wk ≤ 0.525 × 106\"}, {\"0\": \"⇒ Wk ≤ 0.516 kN m−2\"}, {\"0\": \"Hence the panel is able to resist a characteristic wind pressure of 0.516 kN m−2.\"}, {\"0\": \"272\"}], [], []]\n\n[FORMULAS]\n4  = 0; α = 0; γm = 3", "page_type": "mixed", "image": "Design of Structural Elements_ Concr_a6902759_p0293.png"}
+{"pdf_file": "Design of Structural Elements_ Concrete, Steelwork, Masonry and Timber Designs to British Standards and Eurocodes, 3rd Edition   ( PDFDrive ).pdf", "page_num": 294, "prompt": "Analyze this page with diagrams, tables, formulas, calculations, and explanations.", "response": "[NATIVE TEXT]\n273\nExample 5.8 Design of a two-way spanning single-leaf panel wall\n(BS 5628)\nA 102.5 mm brick wall is to be designed to withstand a characteristic wind pressure, Wk, of 0.65 kN m−2.\nAssuming the edge support conditions are as shown in Fig. 5.29 and the masonry units are category II and the\nconstruction control category is ‘normal’, determine suitable brick/mortar combination(s) for the wall.\nDesign of laterally loaded wall panels\nFig. 5.29\nULTIMATE DESIGN MOMENT (M)\nOrthogonal ratio (µ)\nassume µ = 0.35\nBending moment coefﬁcient (α)\n    \nh\nL   \n= 2475\n4500  = 0.55\nHence, from Table 5.14(C), α = 0.04\nUltimate design moment\nM = Mperp = αγfWkL2 = 0.040 × 1.2 × 0.65 × 4.52 kNm m−1 run\n= 0.632 kNm/m run = 0.632 × 106 Nmm m−1 run\nMOMENT OF RESISTANCE (Md)\nSafety factor for materials (γm)\nγm = 3.0\n(Table 5.10)\nSection modulus (Z)\n    \nZ\nbd\n  \n  \n  \n.\n  .\n  \n \n=\n=\n×\n=\n×\n2\n3\n2\n6\n3\n6\n10\n102 5\n6\n1 75\n10 mm  m−1 length of wall\nMoment of resistance (Md)\n    \nM\nM\nf\nZ\nf\nd\nk perp\nkx perp\nm\nkx perp\n  \n  \n  .\n  \n.\n=\n=\n=\n×\nγ\n1 75\n10\n3 0\n6\n= 0.583 × 106 fkx perp N mm m−1 run\nDETERMINATION OF fkx perp\nFor structural stability:\nM ≤ Md\n0.632 × 106 ≤ 0.583 × 106fkx perp\n⇒ fkx perp ≥ 1.08 N mm−2\n\n[TABLES]\n[[{\"0\": \"Design of laterally loaded wall panels\"}, {\"0\": \"Example 5.8 Design of a two-way spanning single-leaf panel wall\"}, {\"0\": \"(BS 5628)\"}, {\"0\": \"A 102.5 mm brick wall is to be designed to withstand a characteristic wind pressure, Wk, of 0.65 kN m−2.Assuming  the  edge  support  conditions  are  as  shown  in  Fig. 5.29 and  the  masonry  units  are  category  II  and  the\"}, {\"0\": \"construction control category is ‘normal’, determine suitable brick/mortar combination(s) for the wall.\"}, {\"0\": \"Fig. 5.29\"}, {\"0\": \"ULTIMATE DESIGN MOMENT (M)\"}, {\"0\": \"Orthogonal ratio (µµµµµ)\"}, {\"0\": \"assume µ = 0.35\"}, {\"0\": \"Bending moment coefﬁcient (ααααα)\"}, {\"0\": \"h L = 0.55  = 24754500\"}, {\"0\": \"Hence, from Table 5.14(C), α = 0.04\"}, {\"0\": \"Ultimate design moment\"}, {\"0\": \"M = Mperp = αγfWkL2 = 0.040 × 1.2 × 0.65 × 4.52 kNm m−1 run\"}, {\"0\": \"= 0.632 kNm/m run = 0.632 × 106 Nmm m−1 run\"}, {\"0\": \"MOMENT OF RESISTANCE (Md)\"}, {\"0\": \"Safety factor for materials (γγγγγm)\"}, {\"0\": \"γ(Table 5.10)m = 3.0\"}, {\"0\": \"Section modulus (Z)\"}, {\"0\": \"232×10102 5bd  ===×\"}, {\"0\": \"1 7510 mm  m−1 length of wallZ        66\"}, {\"0\": \"Moment of resistance (Md)\"}, {\"0\": \"6×fZ  1 7510kx perp===\"}, {\"0\": \"M  M    fdk perpkx perpγ3 0m\"}, {\"0\": \"= 0.583 × 106 fkx perp N mm m−1 run\"}, {\"0\": \"DETERMINATION OF fkx perp\"}, {\"0\": \"For structural stability:\"}, {\"0\": \"M ≤ Md\"}], [], []]\n\n[FORMULAS]\n4500  = 0; α = 0; γm = 3", "page_type": "mixed", "image": "Design of Structural Elements_ Concr_a6902759_p0294.png"}
+{"pdf_file": "Design of Structural Elements_ Concrete, Steelwork, Masonry and Timber Designs to British Standards and Eurocodes, 3rd Edition   ( PDFDrive ).pdf", "page_num": 295, "prompt": "Analyze this page with diagrams, tables, formulas, calculations, and explanations.", "response": "[NATIVE TEXT]\nDesign in unreinforced masonry to BS 5628\n274\nSELECTION OF BRICK AND MORTAR TYPE\nFrom Table 5.13, any of the following brick/mortar combination would be appropriate:\nExample 5.8 continued\nClay brick having a\nMortar\nfkx perp\nwater absorption:\ndesignation\n(N mm−2)\n< 7%\n(iv)\n1.2\n7%–12%\n(iii)\n1.1\n> 12%\n(i)\n1.1\nThe design wind pressure, Wk, depends upon the available capacities of both leaves of the wall. Therefore, it is normal\npractice to work out the capacities of the outer and inner leaf separately, and to then sum them in order to determine\nWk.\nOUTER LEAF\nUltimate design moment (M)\nOrthogonal ratio (µ)\nµ = \n    \nf\nf\nkx par\nkx perp\n  .\n.\n= 0 5\n1 5  = 0.33\n(Table 5.13)\nNote that the actual value of µ for the above brick/mortar combinations is 0.33 and not 0.35 as assumed. However,\nthis difference is insigniﬁcant and will not affect the choice of the brick/mortar combinations shown in the above\ntable.\nExample 5.9 Analysis of a two-way spanning cavity panel wall\n(BS 5628)\nDetermine the characteristic wind pressure, Wk, which can be resisted by the cavity wall shown in Fig. 5.30 if the\nconstruction details are as follows:\n1. Outer leaf: clay brick having a water absorption < 7% laid in a 1:1:6 mortar (i.e. designation (iii)).\n2. Inner leaf: solid concrete blocks of compressive strength 3.5 N/mm2 and length 390 mm, height 190 mm and\nthickness 100 mm also laid in a 1:1:6 mortar.\nAssume that the top edge of the wall is unsupported but that the base and vertical edges are simply supported. It can\nalso be assumed that the masonry units are category II and the construction control category is ‘normal’.\nFig. 5.30\n\n[TABLES]\n[[{\"0\": \"Design in unreinforced masonry to BS 5628\", \"1\": \"\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"Example 5.8 continued\", \"1\": \"\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"SELECTION OF BRICK AND MORTAR TYPE\", \"1\": \"\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"From Table 5.13, any of the following brick/mortar combination would be appropriate:\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"Clay brick having a\", \"1\": \"\", \"2\": \"Mortar\", \"3\": \"fkx perp\"}, {\"0\": \"water absorption:\", \"1\": \"\", \"2\": \"designation\", \"3\": \"(N mm−2)\"}, {\"0\": \"< 7%\", \"1\": \"\", \"2\": \"(iv)\", \"3\": \"1.2\"}, {\"0\": \"7%–12%\", \"1\": \"\", \"2\": \"(iii)\", \"3\": \"1.1\"}, {\"0\": \"> 12%\", \"1\": \"\", \"2\": \"(i)\", \"3\": \"1.1\"}, {\"0\": \"\", \"1\": \"Note that the actual value of µ for the above brick/mortar combinations is 0.33 and not 0.35 as assumed. However,\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"this  difference  is  insigniﬁcant  and  will  not  affect  the  choice  of  the  brick/mortar  combinations  shown  in  the  above\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"table.\", \"1\": \"\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"Example 5.9 Analysis of a two-way spanning cavity panel wall\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"(BS 5628)\", \"1\": \"\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"construction details are as follows:\", \"1\": \"Determine  the  characteristic  wind  pressure,  Wk,  which  can  be  resisted  by  the  cavity  wall  shown  in  Fig. 5.30  if  the\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"1. Outer leaf: clay brick having a water absorption < 7% laid in a 1:1:6 mortar (i.e. designation (iii)).\", \"1\": \"\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"2.\", \"1\": \"Inner  leaf:  solid  concrete  blocks  of  compressive  strength  3.5  N/mm2  and  length  390  mm,  height  190  mm  and\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"thickness 100 mm also laid in a 1:1:6 mortar.\", \"1\": \"\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"Assume that the top edge of the wall is unsupported but that the base and vertical edges are simply supported. It can\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"also be assumed that the masonry units are category II and the construction control category is ‘normal’.\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"Fig. 5.30\", \"1\": \"\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"The design wind pressure, Wk, depends upon the available capacities of both leaves of the wall. Therefore, it is normalpractice to work out the capacities of the outer and inner leaf separately, and to then sum them in order to determine\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"Wk.\", \"1\": \"\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"OUTER LEAF\", \"1\": \"\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"Ultimate design moment (M)\", \"1\": \"\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"Orthogonal ratio (µµµµµ)\", \"1\": \"\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"f fkx parµ =\", \"1\": \". .= 0 5\", \"2\": \"= 0.33(Table 5.13)\", \"3\": \"\"}, {\"0\": \"kx perp\", \"1\": \"1 5\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"274\", \"1\": \"\", \"2\": \"\", \"3\": \"\"}], [], []]", "page_type": "mixed", "image": "Design of Structural Elements_ Concr_a6902759_p0295.png"}