data/chunks/chunk_7a01d5d3_14.jsonl

{"pdf_file": "Building Materials & Construction Planning Textbook free  ( PDFDrive ).pdf", "page_num": 138, "prompt": "Analyze this page with diagrams, tables, formulas, calculations, and explanations.", "response": "[NATIVE TEXT]\n\u000f\u0010\u0010\u0005\b\n\u0006\u0005\b\u000f\u0010\u0010\u0005\b\u0011\r\u0010\u0005\u0002\u0012\u000b\u000e\n\u000b\u0002\u000b\nThe average moisture content of each sample is calculated as:\nM =\n\u0001\n1\nn\nm\nP\n× 100\nwhere\nM = average moisture content of sample (per cent)\nm = corrected moisture meter reading in any sector of sample (per cent)\nP = number of sectors measure\nThe average of moisture content of all samples tested from a lot is calculated by the formula for\nchecking conformity of a lot to the requirements of the relevant specification:\nM  = \n1\n100\nP\nm\nn\n\u0001\n\u0002\nwhere\nM  = average moisture content (per cent)\nm = moisture contents of individual samples (per cent)\nn = number of samples selected from the lot\n\t\u0004\b\u000e\u0004\u0010\u0010\u000f\u000e\u0004\u0002\u0003 4\u0006\u000e\u001d\u0002\u000b\u0016 This method is used for species like\ndeodar containing volatile oil or extractives. It is also used\nfor timber impregnated with volatile or non-volatile\nchemicals that are likely to interfere with the correct\ndetermination of moisture content by oven-drying or\nelectrical moisture meter methods.\nThe apparatus for the test consists of distillation flask\nwith indirect heating arrangement, cold water-cooled\ncondenser of the cold finger type (Fig. 4.20), water trap,\nscales of accuracy 10 mg, and scalable weighing bottles.\nAbout 50 g of each test sample is distilled till no more\nwater collects in the water trap. Any water condensed\nelsewhere in the trap is washed down into the trap with the\nhelp of a solvent spray. Sufficient time is allowed for a clear\nseparation of water and solvent (xylene or toluene) in the\ntrap. Any bubbles inside the water collected in the trap are\nremoved by tapping it. The moisture content of each sample\nis calculated by the following formula:\nM =\n1\n100\nW\nW\nM\nM\nM\n\u0001\n\u0004\nwhere\nM = moisture content\nM1 = mass of test specimen before distillation\nMW = mass of water\n\u0001\u0002\u0003\u0001 \u000f\n\u0004\u0006\u000e\u0018\u0004\r\u0004\u0006\"\u0011\b\u0010\u0011\u0006\u0004\u0017\u0018\u0012\u0007\u0011\u0010\b\u0007\u0011\u000f#\u0012\u000b\u0004\u0010\u0004\u000b\u0011\n\u000f\u0012\u000f\nThe characteristics and suitability of timbers are given in Table 4.2.\n\u001b\r\u001c\n\b\t\n\u0002+\n\f\r\u001e\u0012\r\u0006\u0006\u0004\u0012\r\u0015\u0010\b!))\u0004\u000f\u0004\u0012/\n\n[TABLES]\n[[{\"0\": \"\", \"1\": \"\"}, {\"0\": \"\", \"1\": \"\"}, {\"0\": \"\", \"1\": \"\"}, {\"0\": \"\", \"1\": \"\"}, {\"0\": \"\", \"1\": \"\"}, {\"0\": \"\", \"1\": \"\"}]]", "page_type": "mixed", "image": "Building Materials & Construction Pl_81fb26b0_p0138.png"}
{"pdf_file": "Building Materials & Construction Planning Textbook free  ( PDFDrive ).pdf", "page_num": 182, "prompt": "Analyze this page with diagrams, tables, formulas, calculations, and explanations.", "response": "[NATIVE TEXT]\n\u0003\n\u0004\u000e\b\u000f\u0010\r\b\t\n\u0011\u0003\u0006\u0007\b\u0012\u0010\u0006\u0013\r\f\u000b\f\u0014\u0015\b\u0012\f\u0016\f\u0006\u000b\n\u0001\u0004\u0003\ncooling rates against the corresponding calorimeter temperature are plotted. The two points\nthus obtained are joined by a straight line. From this graph the corrections are read off for each\ntemperature reading during the solution period. Heat capacity is calculated from the expression.\nHeat capcity (Cal/°C)\n=\n\u0003\n\u0004\n\u0001 \u0005\n\u0004\n\u0005 \u0001 \u0005\n0\n0\nWeight of ZnO\n[256.1\n0.1(30.0\n)\n0.1(\n)]\nCorrected temperature rise\n=\n\u0001\n\u0003 \u0004\n\u00030\nWeight of ZnO  (259.1\n0.2\n0.1\n)\nCorrected temperature rise\nwhere, 256.1 is the heat of solution of zinc oxide at 30°C and 0.2 the negative temperature\ncoefficient of the heat of solution, \u0001 is the final temperature of the calorimeter, 0.1 is the specific\nheat of zinc oxide and \u0001\u0000 is the room temperature in °C.\n\u0013#\b\u0007\r\u001e\r\u0007\u0004$\u0002\u000e%\r\u000b\u0003\u0004\u0010\b\t\u000b\nThe specific gravity of hydraulic cement is obtained using Le-Chatelier flask shown in Fig. 5.13.\n$\u000f\u001f\u000b\n\u0003\u000b\u0001'\n\n\n1\t2\f\r\u0006\u0014\t\b\u000f\t\u0018\n$\b\u0006\u00136\n\u0016\u0011\u0018\n\u001e\u0012\t\u0010\u000f\u0016\u000f\u0010\n7\u0018\u00068\u000f\u0014&\n\u0005\t\u0013\u0014\n\u0001\u0002\u0003\u0004\u0005\u0006\u0005\u0002\u0003\u0007\u0014 \b\t\t\n\u000b\u0006\u0005\u0003\f\u0014 \u0018\u0011\n\u000b\u0005\t\u0005\u000b\u0014 \u001a\u0012\u0013\u001b\u0005\u0006\u001c\u000e\u0014 Long seasonig is the chief cause of a low specific\ngravity in unadulterated cement. This is because the freshly ground cement when exposed to\nair rapidly absorbs moisture and carbon dioxide. Cements with high contents of iron oxide\nhave a higher specific gravity. The effect of fineness of grinding upon specific gravity is slight.\nVery finely ground cements are likely to have lower specific gravities.\n\u0015\n\u0007\u0006 \u0016\u0012\u0002\u000b\n\u0004\u0017\u0012\n\u000e\u0014The flask is filled with either kerosene free of water, or naphtha having a\nspecific gravity not less than 0.7313 to a point on the stem between zero and 1-ml mark. The\nflask is immersed in a constant temperature water bath and the reading is recorded. A weighed\nquantity of cement (about 64 g of Portland cement) is then introduced in small amounts at the\n\n[TABLES]\n[[{\"0\": \"\", \"1\": \"\", \"2\": \"(cid:9)(cid:10)(cid:11)(cid:12)(cid:13)(cid:3)(cid:10)(cid:4)(cid:14)(cid:8)(cid:15)(cid:16)(cid:13)(cid:8)(cid:9)(cid:10)(cid:17)(cid:3)(cid:6)(cid:7)(cid:8)(cid:18)(cid:16)(cid:6)(cid:19)(cid:13)(cid:12)(cid:11)(cid:12)(cid:20)(cid:21)(cid:8)(cid:18)(cid:12)(cid:22)(cid:12)(cid:6)(cid:11)\", \"3\": \"(cid:1)(cid:4)(cid:3)\"}, {\"0\": \"\", \"1\": \"cooling rates against the corresponding calorimeter temperature are plotted. The two points\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"thus obtained are joined by a straight line. From this graph the corrections are read off for each\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"temperature reading during the solution period. Heat capacity is calculated from the expression.\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"Heat capcity (Cal/°C)\", \"1\": \"=\", \"2\": \"Weight of ZnO(cid:3)(cid:4)(cid:1) (cid:5)(cid:4)(cid:5)[256.10.1 (30.0)0.1(00\", \"3\": \"(cid:1) (cid:5))]\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"Corrected temperature rise\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"(cid:1)(cid:3) (cid:4)(cid:3)Weight of ZnO  (259.10.20.1)0\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"=\", \"2\": \"Corrected temperature rise\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"where, 256.1 is the heat of solution of zinc oxide at 30°C and 0.2 the negative temperature\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"coefficient of the heat of solution, (cid:1) is the final temperature of the calorimeter, 0.1 is the specific\", \"1\": \"\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"heat of zinc oxide and (cid:1)(cid:0) is the room temperature in °C.\", \"1\": \"\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"(cid:19)#(cid:8)(cid:7)(cid:13)(cid:30)(cid:13)(cid:7)(cid:4)$(cid:2)(cid:14)%(cid:13)(cid:11)(cid:3)(cid:4)(cid:16)(cid:8)(cid:9)(cid:11)\", \"1\": \"\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"The specific gravity of hydraulic cement is obtained using Le-Chatelier flask shown in Fig. 5.13.\", \"2\": \"\", \"3\": \"\"}]]", "page_type": "mixed", "image": "Building Materials & Construction Pl_81fb26b0_p0182.png"}
{"pdf_file": "Building Materials & Construction Planning Textbook free  ( PDFDrive ).pdf", "page_num": 185, "prompt": "Analyze this page with diagrams, tables, formulas, calculations, and explanations.", "response": "[NATIVE TEXT]\n\u0001\u0004\u001b\n\u0001\u0002\u0003\u0004\u0005\u0003\u0006\u0007\b\t\n\u000b\f\r\u0003\n\u0004\u000e\nwashed moderately with ammonium oxalate solution (one gram per litre). The filtrate and\nwashings (W3) are set aside for estimating magnesia.\nThe precipitated lime after ignition and heating at 1100°C-1200°C is weighed. The percentage\nof CaO = weight of residue × 200. Also,\n\u0001\n\u0004\n\u0004\n3\n2\n2\n3\n2\n3\nCaO\n0.7SO\n2.8 SiO\n1.2 Al O\n0.65 Fe O\nin per cent should not be less than 0.66.\n\u001a\u0005\u001f\u000e\u000b\u0016\u0003\u0005\u0018 The filtrate (W3) is acidified with hydrochloric acid and is concentrated to about l50\nml. To this solution, about 10 ml of ammonium hydrogen phosphate solution (250 g per litre)\nis added and the solution is cooled by placing in a beaker of ice water. After cooling, ammonium\nhydroxide is added drop by drop, while stirring constantly, until the crystalline magnesium\nammonium phosphate begins to form, and then the reagent is added in moderate excess (5 to\n10 per cent of the volume of the solution), the stirring being continued for several minutes. The\nsolution is set aside for at least 16 hours in a cool atmosphere and then filtered. The precipitate\nis washed with ammonium nitrate wash solution (100 g of ammonium nitrate dissolved in\nwater, 200 ml of ammonium hydroxide added and diluted to one litre). It is then charred slowly\nand the resulting carbon is burnt carefully. The precipitate is ignited at 1100°C to 1200°C to\nconstant weight, taking care to avoid bringing the pyrophosphate to melting.\nFrom the weight of the magnesium pyrophosphate obtained, the magnesia content of the\nmaterial taken for the test is calculated.\nThe percentage of MgO = weight of residue × 72.4.\nFree magnesia in cement should be less than 4 per cent.\n\t\u0007\u0006\u0014\u001b\u0007\u0002\u0003\u0004 \r\u000e\u001b\u001d\u0015\u0002\u0003\u0015\u000b\u0018 To one gram of the sample, 25 ml of cold water is added and while the\nmixture is stirred vigorously 5 ml of hydrochloric acid is added. If necessary, the solution is\nheated and the material is ground with the flattened end of a glass rod until it is evident that\nthe decomposition of cement is complete. The solution is diluted to 50 ml and digested for 15\nminutes. The residue is filtered and washed thoroughly with hot water. The filter paper with\nthe residue (W4) is set aside. The filtrate is diluted to 250 ml and heated to boiling. 10 ml of hot\nbarium chloride (100 g per litre) solution is added drop by drop and the boiling is continued\nuntil the precipitate is well formed. The solution is digested on steam bath for 4 hours or\npreferably overnight. The precipitate is filtered and the precipitate is washed thoroughly. The\nfilter paper and the contents are placed in a weighed platinum or porcelain crucible and slowly\nthe paper is incinerated without inflaming. Then it is ignited at 800°C to 900°C, cooled in a\ndesiccator and the barium sulphate is weighed. From the weight of the barium sulphate\nobtained, the sulphuric anhydride content of the material taken for the test is calculated. The\npercentage of SO3 = weight of residue × 34.3. Sulphur in cement should be less than 2.5 per cent.\n\"\u000e\u0016\u000f\u0006\u0007\u001c\u0006\u000b\u0010'\u000b\u0016\u0003\u0015\u0007\u000b\u0018 The filter paper containing the residue (W4) is digested in 30 ml of hot water\nand 30 ml of 2 N sodium carbonate solution maintaining constant volume, the solution being\nheld for 10 minutes at a temperature just short of boiling. It is then filtered and washed with\ndilute hydrochloric acid (1:99) and finally with hot water till free from chlorides. The residue\nis ignited in a crucible at 900°C to 1000°C, cooled in a desiccator and weighed. The insoluble\nresidues should not exceed 1.5 per cent.\n\n[TABLES]\n[[{\"0\": \"(cid:1)(cid:4)(cid:27)\", \"1\": \"(cid:1)(cid:2)(cid:3)(cid:4)(cid:5)(cid:3)(cid:6)(cid:7)(cid:8)(cid:9)(cid:10)(cid:11)(cid:12)(cid:13)(cid:3)(cid:10)(cid:4)(cid:14)\", \"2\": \"\", \"3\": \"\", \"4\": \"\", \"5\": \"\", \"6\": \"\", \"7\": \"\", \"8\": \"\", \"9\": \"\"}, {\"0\": \"\", \"1\": \"washed  moderately  with  ammonium  oxalate  solution  (one  gram  per  litre).  The  filtrate  and\", \"2\": \"\", \"3\": \"\", \"4\": \"\", \"5\": \"\", \"6\": \"\", \"7\": \"\", \"8\": \"\", \"9\": \"\"}, {\"0\": \"\", \"1\": \"washings (W3) are set aside for estimating magnesia.\", \"2\": \"\", \"3\": \"\", \"4\": \"\", \"5\": \"\", \"6\": \"\", \"7\": \"\", \"8\": \"\", \"9\": \"\"}, {\"0\": \"\", \"1\": \"The precipitated lime after ignition and heating at 1100°C-1200°C is weighed. The percentage\", \"2\": \"\", \"3\": \"\", \"4\": \"\", \"5\": \"\", \"6\": \"\", \"7\": \"\", \"8\": \"\", \"9\": \"\"}, {\"0\": \"\", \"1\": \"of CaO = weight of residue × 200. Also,\", \"2\": \"\", \"3\": \"\", \"4\": \"\", \"5\": \"\", \"6\": \"\", \"7\": \"\", \"8\": \"\", \"9\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"\", \"3\": \"\", \"4\": \"\", \"5\": \"(cid:1)CaO\", \"6\": \"0.7SO\", \"7\": \"\", \"8\": \"3\", \"9\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"2.8 SiO\", \"3\": \"2\", \"4\": \"(cid:4)\", \"5\": \"1.2 Al O2\", \"6\": \"3\", \"7\": \"(cid:4)\", \"8\": \"0.65 Fe O2\", \"9\": \"3\"}, {\"0\": \"\", \"1\": \"in per cent should not be less than 0.66.\", \"2\": \"\", \"3\": \"\", \"4\": \"\", \"5\": \"\", \"6\": \"\", \"7\": \"\", \"8\": \"\", \"9\": \"\"}, {\"0\": \"\", \"1\": \"(cid:26)(cid:5)(cid:31)(cid:14)(cid:11)(cid:22)(cid:3)(cid:5)(cid:24) The filtrate (W3) is acidified with hydrochloric acid and is concentrated to about l50\", \"2\": \"\", \"3\": \"\", \"4\": \"\", \"5\": \"\", \"6\": \"\", \"7\": \"\", \"8\": \"\", \"9\": \"\"}, {\"0\": \"\", \"1\": \"ml. To this solution, about 10 ml of ammonium hydrogen phosphate solution (250 g per litre)\", \"2\": \"\", \"3\": \"\", \"4\": \"\", \"5\": \"\", \"6\": \"\", \"7\": \"\", \"8\": \"\", \"9\": \"\"}, {\"0\": \"\", \"1\": \"is added and the solution is cooled by placing in a beaker of ice water. After cooling, ammonium\", \"2\": \"\", \"3\": \"\", \"4\": \"\", \"5\": \"\", \"6\": \"\", \"7\": \"\", \"8\": \"\", \"9\": \"\"}, {\"0\": \"\", \"1\": \"hydroxide is added drop by drop, while stirring constantly, until the crystalline magnesium\", \"2\": \"\", \"3\": \"\", \"4\": \"\", \"5\": \"\", \"6\": \"\", \"7\": \"\", \"8\": \"\", \"9\": \"\"}, {\"0\": \"\", \"1\": \"ammonium phosphate begins to form, and then the reagent is added in moderate excess (5 to\", \"2\": \"\", \"3\": \"\", \"4\": \"\", \"5\": \"\", \"6\": \"\", \"7\": \"\", \"8\": \"\", \"9\": \"\"}, {\"0\": \"\", \"1\": \"10 per cent of the volume of the solution), the stirring being continued for several minutes. The\", \"2\": \"\", \"3\": \"\", \"4\": \"\", \"5\": \"\", \"6\": \"\", \"7\": \"\", \"8\": \"\", \"9\": \"\"}, {\"0\": \"\", \"1\": \"solution is set aside for at least 16 hours in a cool atmosphere and then filtered. The precipitate\", \"2\": \"\", \"3\": \"\", \"4\": \"\", \"5\": \"\", \"6\": \"\", \"7\": \"\", \"8\": \"\", \"9\": \"\"}, {\"0\": \"\", \"1\": \"is washed with ammonium nitrate wash solution (100 g of ammonium nitrate dissolved in\", \"2\": \"\", \"3\": \"\", \"4\": \"\", \"5\": \"\", \"6\": \"\", \"7\": \"\", \"8\": \"\", \"9\": \"\"}, {\"0\": \"\", \"1\": \"water, 200 ml of ammonium hydroxide added and diluted to one litre). It is then charred slowly\", \"2\": \"\", \"3\": \"\", \"4\": \"\", \"5\": \"\", \"6\": \"\", \"7\": \"\", \"8\": \"\", \"9\": \"\"}, {\"0\": \"\", \"1\": \"and the resulting carbon is burnt carefully. The precipitate is ignited at 1100°C to 1200°C to\", \"2\": \"\", \"3\": \"\", \"4\": \"\", \"5\": \"\", \"6\": \"\", \"7\": \"\", \"8\": \"\", \"9\": \"\"}, {\"0\": \"\", \"1\": \"constant weight, taking care to avoid bringing the pyrophosphate to melting.\", \"2\": \"\", \"3\": \"\", \"4\": \"\", \"5\": \"\", \"6\": \"\", \"7\": \"\", \"8\": \"\", \"9\": \"\"}, {\"0\": \"\", \"1\": \"From the weight of the magnesium pyrophosphate obtained, the magnesia content of the\", \"2\": \"\", \"3\": \"\", \"4\": \"\", \"5\": \"\", \"6\": \"\", \"7\": \"\", \"8\": \"\", \"9\": \"\"}, {\"0\": \"\", \"1\": \"material taken for the test is calculated.\", \"2\": \"\", \"3\": \"\", \"4\": \"\", \"5\": \"\", \"6\": \"\", \"7\": \"\", \"8\": \"\", \"9\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"The percentage of MgO = weight of residue × 72.4.\", \"3\": \"\", \"4\": \"\", \"5\": \"\", \"6\": \"\", \"7\": \"\", \"8\": \"\", \"9\": \"\"}, {\"0\": \"\", \"1\": \"Free magnesia in cement should be less than 4 per cent.\", \"2\": \"\", \"3\": \"\", \"4\": \"\", \"5\": \"\", \"6\": \"\", \"7\": \"\", \"8\": \"\", \"9\": \"\"}, {\"0\": \"\", \"1\": \"(cid:9)(cid:7)(cid:6)(cid:20)(cid:27)(cid:7)(cid:2)(cid:3)(cid:4) (cid:13)(cid:14)(cid:27)(cid:29)(cid:21)(cid:2)(cid:3)(cid:21)(cid:11)(cid:24) To one gram of the sample, 25 ml of cold water is added and while the\", \"2\": \"\", \"3\": \"\", \"4\": \"\", \"5\": \"\", \"6\": \"\", \"7\": \"\", \"8\": \"\", \"9\": \"\"}, {\"0\": \"\", \"1\": \"mixture is stirred vigorously 5 ml of hydrochloric acid is added. If necessary, the solution is\", \"2\": \"\", \"3\": \"\", \"4\": \"\", \"5\": \"\", \"6\": \"\", \"7\": \"\", \"8\": \"\", \"9\": \"\"}, {\"0\": \"\", \"1\": \"heated and the material is ground with the flattened end of a glass rod until it is evident that\", \"2\": \"\", \"3\": \"\", \"4\": \"\", \"5\": \"\", \"6\": \"\", \"7\": \"\", \"8\": \"\", \"9\": \"\"}, {\"0\": \"\", \"1\": \"the decomposition of cement is complete. The solution is diluted to 50 ml and digested for 15\", \"2\": \"\", \"3\": \"\", \"4\": \"\", \"5\": \"\", \"6\": \"\", \"7\": \"\", \"8\": \"\", \"9\": \"\"}, {\"0\": \"\", \"1\": \"minutes. The residue is filtered and washed thoroughly with hot water. The filter paper with\", \"2\": \"\", \"3\": \"\", \"4\": \"\", \"5\": \"\", \"6\": \"\", \"7\": \"\", \"8\": \"\", \"9\": \"\"}, {\"0\": \"\", \"1\": \"the residue (W4) is set aside. The filtrate is diluted to 250 ml and heated to boiling. 10 ml of hot\", \"2\": \"\", \"3\": \"\", \"4\": \"\", \"5\": \"\", \"6\": \"\", \"7\": \"\", \"8\": \"\", \"9\": \"\"}, {\"0\": \"\", \"1\": \"barium chloride (100 g per litre) solution is added drop by drop and the boiling is continued\", \"2\": \"\", \"3\": \"\", \"4\": \"\", \"5\": \"\", \"6\": \"\", \"7\": \"\", \"8\": \"\", \"9\": \"\"}, {\"0\": \"\", \"1\": \"until  the  precipitate  is  well  formed.  The  solution  is  digested  on  steam  bath  for  4  hours  or\", \"2\": \"\", \"3\": \"\", \"4\": \"\", \"5\": \"\", \"6\": \"\", \"7\": \"\", \"8\": \"\", \"9\": \"\"}, {\"0\": \"\", \"1\": \"preferably overnight. The precipitate is filtered and the precipitate is washed thoroughly. The\", \"2\": \"\", \"3\": \"\", \"4\": \"\", \"5\": \"\", \"6\": \"\", \"7\": \"\", \"8\": \"\", \"9\": \"\"}, {\"0\": \"\", \"1\": \"filter paper and the contents are placed in a weighed platinum or porcelain crucible and slowly\", \"2\": \"\", \"3\": \"\", \"4\": \"\", \"5\": \"\", \"6\": \"\", \"7\": \"\", \"8\": \"\", \"9\": \"\"}, {\"0\": \"\", \"1\": \"the paper is incinerated without inflaming. Then it is ignited at 800°C to 900°C, cooled in a\", \"2\": \"\", \"3\": \"\", \"4\": \"\", \"5\": \"\", \"6\": \"\", \"7\": \"\", \"8\": \"\", \"9\": \"\"}, {\"0\": \"\", \"1\": \"desiccator  and  the  barium  sulphate  is  weighed.  From  the  weight  of  the  barium  sulphate\", \"2\": \"\", \"3\": \"\", \"4\": \"\", \"5\": \"\", \"6\": \"\", \"7\": \"\", \"8\": \"\", \"9\": \"\"}, {\"0\": \"\", \"1\": \"obtained, the sulphuric anhydride content of the material taken for the test is calculated. The\", \"2\": \"\", \"3\": \"\", \"4\": \"\", \"5\": \"\", \"6\": \"\", \"7\": \"\", \"8\": \"\", \"9\": \"\"}, {\"0\": \"\", \"1\": \"percentage of SO3 = weight of residue × 34.3. Sulphur in cement should be less than 2.5 per cent.\", \"2\": \"\", \"3\": \"\", \"4\": \"\", \"5\": \"\", \"6\": \"\", \"7\": \"\", \"8\": \"\", \"9\": \"\"}, {\"0\": \"\", \"1\": \"\\\"(cid:14)(cid:22)(cid:15)(cid:6)(cid:7)(cid:28)(cid:6)(cid:11)(cid:16)’(cid:11)(cid:22)(cid:3)(cid:21)(cid:7)(cid:11)(cid:24) The filter paper containing the residue (W4) is digested in 30 ml of hot water\", \"2\": \"\", \"3\": \"\", \"4\": \"\", \"5\": \"\", \"6\": \"\", \"7\": \"\", \"8\": \"\", \"9\": \"\"}, {\"0\": \"and 30 ml of 2 N sodium carbonate solution maintaining constant volume, the solution being\", \"1\": \"\", \"2\": \"\", \"3\": \"\", \"4\": \"\", \"5\": \"\", \"6\": \"\", \"7\": \"\", \"8\": \"\", \"9\": \"\"}, {\"0\": \"held for 10 minutes at a temperature just short of boiling. It is then filtered and washed with\", \"1\": \"\", \"2\": \"\", \"3\": \"\", \"4\": \"\", \"5\": \"\", \"6\": \"\", \"7\": \"\", \"8\": \"\", \"9\": \"\"}, {\"0\": \"dilute hydrochloric acid (1:99) and finally with hot water till free from chlorides. The residue\", \"1\": \"\", \"2\": \"\", \"3\": \"\", \"4\": \"\", \"5\": \"\", \"6\": \"\", \"7\": \"\", \"8\": \"\", \"9\": \"\"}, {\"0\": \"is ignited in a crucible at 900°C to 1000°C, cooled in a desiccator and weighed. The insoluble\", \"1\": \"\", \"2\": \"\", \"3\": \"\", \"4\": \"\", \"5\": \"\", \"6\": \"\", \"7\": \"\", \"8\": \"\", \"9\": \"\"}, {\"0\": \"residues should not exceed 1.5 per cent.\", \"1\": \"\", \"2\": \"\", \"3\": \"\", \"4\": \"\", \"5\": \"\", \"6\": \"\", \"7\": \"\", \"8\": \"\", \"9\": \"\"}]]", "page_type": "mixed", "image": "Building Materials & Construction Pl_81fb26b0_p0185.png"}
{"pdf_file": "Building Materials & Construction Planning Textbook free  ( PDFDrive ).pdf", "page_num": 215, "prompt": "Analyze this page with diagrams, tables, formulas, calculations, and explanations.", "response": "[NATIVE TEXT]\n198\nBuilding Materials\nin distilled water in a glass vessel at a temperature of 22 to 32°C for 24 ± 1/2 hours. Soon after\nimmersion and again at the end of the soaking period, air entrapped in or bubbles on the\nsurface of the aggregate should be removed by gentle agitation.\nThe vessel is over filled by adding distilled water, dried on the outside and weighed\n(weight A).\nThe vessel is then emptied and the aggregate allowed to drain and later refilled with\ndistilled water. It is dried on the outside and weighed (weight B).\nThe aggregate is placed on a dry cloth and gently surface dried with the cloth. The\naggregate is weighed (weight C) after the surface is completely dried.\nThe aggregate are then placed in oven at a temperature of 100 to 110°C for 24 ± 1/2 hours\nand thereafter cooled in air tight container and weighed (weight D)\nSpecific gravity = \nD\nC\n(A\nB)\n-\n-\nApparent specific gravity = \nWater absorption (per cent of dry weight) = \n(C\nD)\n100\nD\n-\n¥\nWhere\nA = weight in g of vessel containing sample and filled with distilled water\nB = weight in g of vessel filled with distilled water only\nC = weight in g of saturated surface-dry sample\nD = weight in g of oven-dry sample\nAggregate Smaller than 10 mm: A Pycnometer shown in\nFig. 6.6 is used for determining specific gravity. A sample\nabout 1000 g for 10 mm to 4.75 mm or 500 g if finer than 4.75\nmm, is placed in the tray and covered with distilled water at\na temperature of 22-32°C. Soon after immersion, air entrapped\nin or bubbles on the surface of the aggregate are removed by\ngentle agitation with a rod. The sample is kept immersed for\n24 ± 1/2 hours.\nThe water is then carefully drained from the sample through\na filter paper, any material retained being returned to the\nsample. The aggregate including any solid matter retained on\nthe filter paper should be exposed to a gentle current of warm\nair to evaporate surface moisture and stirred at frequent\nintervals to insure uniform drying until no free surface moisture\ncan be seen and the material just attains a free-running condition. The saturated and surface-\ndry sample is weighted ( weight A).\nThe aggregate is then placed in the pycnometer which is filled with distilled water. The\npycnometer is dried on the outside and weighed (weight B).\nThe contents of the pycnometer are emptied into the tray. The pycnometer is refilled with\ndistilled water to same level as before, dried on the outside and weighed (weight C).\nThe water is then carefully drained from the sample by decantation through a filter paper\nand any material retained is returned to the sample. The sample is placed in the oven at a\ntemperature of 100 to 110°C for 24 ± 1/2 hours, during which period it should be stirred\nFig. 6.6 Pycnometer\n\n[TABLES]\n[[{\"0\": \"198\", \"1\": \"Building Materials\"}, {\"0\": \"in distilled water in a glass vessel at a temperature of 22 to 32°C for 24 ± 1/2 hours. Soon after\", \"1\": \"\"}, {\"0\": \"immersion  and  again  at  the  end  of  the  soaking  period,  air  entrapped  in  or  bubbles  on  the\", \"1\": \"\"}, {\"0\": \"surface  of  the  aggregate  should  be  removed  by  gentle  agitation.\", \"1\": \"\"}, {\"0\": \"\", \"1\": \"The  vessel  is  over  filled  by  adding  distilled  water,  dried  on  the  outside  and  weighed\"}, {\"0\": \"(weight  A).\", \"1\": \"\"}, {\"0\": \"\", \"1\": \"The  vessel  is  then  emptied  and  the  aggregate  allowed  to  drain  and  later  refilled  with\"}, {\"0\": \"distilled  water.  It  is  dried  on  the  outside  and  weighed  (weight  B).\", \"1\": \"\"}, {\"0\": \"\", \"1\": \"The  aggregate  is  placed  on  a  dry  cloth  and  gently  surface  dried  with  the  cloth.  The\"}, {\"0\": \"aggregate  is  weighed  (weight  C)  after  the  surface  is  completely  dried.\", \"1\": \"\"}, {\"0\": \"\", \"1\": \"The aggregate are then placed in oven at a temperature of 100 to 110°C for 24 ± 1/2 hours\"}, {\"0\": \"and  thereafter  cooled  in  air  tight  container  and  weighed  (weight  D)\", \"1\": \"\"}], [{\"0\": \"WhereA = weight in g of vessel containing sample and filled with distilled water\"}, {\"0\": \"B = weight in g of vessel filled with distilled water only\"}, {\"0\": \"C = weight in g of saturated surface-dry sample\"}, {\"0\": \"D = weight in g of oven-dry sample\"}, {\"0\": \"Aggregate  Smaller  than  10  mm:  A  Pycnometer  shown  in\"}, {\"0\": \"Fig.  6.6  is  used  for  determining  specific  gravity.  A  sample\"}, {\"0\": \"about 1000 g for 10 mm to 4.75 mm or 500 g if finer than 4.75\"}, {\"0\": \"mm, is placed in the tray and covered with distilled water at\"}, {\"0\": \"a temperature of 22-32°C. Soon after immersion, air entrapped\"}, {\"0\": \"in or bubbles on the surface of the aggregate are removed by\"}, {\"0\": \"gentle agitation with a rod. The sample is kept immersed for\"}, {\"0\": \"24 ± 1/2 hours.\"}, {\"0\": \"The water is then carefully drained from the sample through\"}, {\"0\": \"a  filter  paper,  any  material  retained  being  returned  to  the\"}, {\"0\": \"sample. The aggregate including any solid matter retained on\"}, {\"0\": \"the filter paper should be exposed to a gentle current of warm\"}, {\"0\": \"air  to  evaporate  surface  moisture  and  stirred  at  frequentFig. 6.6 Pycnometer\"}, {\"0\": \"intervals to insure uniform drying until no free surface moisture\"}, {\"0\": \"can be seen and the material just attains a free-running condition. The saturated and surface-\"}]]", "page_type": "mixed", "image": "Building Materials & Construction Pl_81fb26b0_p0215.png"}
{"pdf_file": "Building Materials & Construction Planning Textbook free  ( PDFDrive ).pdf", "page_num": 244, "prompt": "Analyze this page with diagrams, tables, formulas, calculations, and explanations.", "response": "[NATIVE TEXT]\n\u0001\u0002\u0003\u0004\u0005\u0006\u0002\u0007\b\t\n\u000b\u0005\t\u0001\u0002\f\u0006\r\u000e\t\u000f\u000b\r\u0010\u0005\u0004\u0003\u0004\u0011\u0012\u0013\t\u0014\u0006\u0015\u0004\n227\n\u0001\u0002\u0003\u0004\u0003\u0004\u0005\u0005\u0006\u0007\u0004\u0005\b\u0006\t\n\u000b\f\u0006\r\u000e\u000f\u0010\u0006\u0011\u0012\u0013\u0014\b\u0006\n\u0015\u0016\u0017\nThe sieves are arranged one above the other with the coarser sieves at the top and the finer\nsieves at the bottom. Sieving is done with a gentle wrist motion. 100 g of the hydrated lime is\nplaced on the top sieve and is washed through the sieves with a moderate jet of water for not\nmore than 30 minutes. The residue on each sieve is dried at 100 ± 10°C to constant mass and\nweighed. The result is expressed as a percentage of mass of hydrated lime takes.\n\u0018\u0004\b\u0004\u0014\u0019\u0002\u0003\u0013\b\u0002\u001a\u0003\u0006\u001a\u001b\u0006\u001c\u0004\u0005\u0002\u001d\u001e\u0004\u0006\u001a\u0003\u0006\u000b\u001f\u0013 \u0002\u0003!\u0006\u001a\u001b\u0006\"\u001e\u0002# \u0006$\u0002\u0019\u0004\u0006\t\n\u000b\f\u0006\r\u000e\u000f\u0010\u0006\u0011\u0012\u0013\u0014\b\u0006\n\n\n\u0016\u0017\nSample of quick lime is sieved through 2.36 mm IS sieve and the residue, if any, is broken and\nsieved again until the whole quantity passes through the sieve. The quantity of water required\nfor slaking is usually 4 times the mass of quick lime, however, it may be as high as 8 times for\ncertain high calcium limes.\nWhen slaking temperature is specified by the vendor, the temperature of water is adjusted\nto ± 2°C and 5 kg of quicklime sample is added in small quantities within 5 minutes. During\nthis operation, the mix should be stirred continuously. This temperature is maintained for one\nhour. The product is allowed to stand for 24 hours from the time the quicklime was added to\nwater and is allowed to cool gradually to room temperature during this period. The product is\nstirred atleast twice during this period; the last stirring is done within one hour before the\nexpiration of 24 hours. Now sieve first the supernatant liquid and then the remainder after\nstirring thoroughly the product through 850-micron IS sieve and subsequently through 300-\nmicron IS sieve. A temporary filter cloth is fitted to the vessel. The contents of the slaking\nvessels are transferred on to the sieves by washing the vessel with a jet of water. The residues\nare washed with a jet of water and then dried at 100 ± 10°C to constant mass. The residues on\nthe two sieves are weighed separately and are reported as percentage of quicklime taken for\nthe test.\n\u0001\u0002\u0003\u0004\u0005 \u0001\u0002\u0003\u0004\u0003\u0005\u0006\u0007\b\t\n\u000b\f\u0005\r\u0003\u000e\u000f\u0003\u0004\b\r\u0010\u0004\u0003\u0005\n\u0006\u0005\u000b\u0011\r\u0005\u0006\u000f\u0003\u0012\n\u0013\n\u0003\u0014\u0005\u0015\u0016\u0005\r\u0002\u0003\u0005\u0017\u0003\u000b\u0014\u0011\u0004\u0018\u0005\r\u0019\u0011\u0005\u0006\u0003\u000f\b\u0004\b\r\u0003\u0005\u0006\b\u000e\u000f\u0007\u0003\u0006\u0005\b\u0004\u0003\u0005\u0006\u0007\b\t\u0003\u0014\u0005\u0019\n\r\u0002\n\r\u0003\u000e\u000f\u0003\u0004\b\r\u0010\u0004\u0003\u0005\u000e\b\n\u000b\r\b\n\u000b\u0003\u0014\u0005\b\r\u0005\u001a\u001b\u001c\u001d\u0005\b\u000b\u0014\u0005\u001e\u001b\u001b\u0005\u001f\u0005 \u001c\u001d!\n%\t\u0014&\u0003\u0015\u0005\u0002\u0005\b\u001a\u000b\"\u0016\u0004\b\u000b'\r\u000e\u000f\u000b()*\u0012\u000b\f\u001d\u0003\u0014\b\u000b\u001f\r\r\r\u0013+\nThe test is conducted on a standard flow table and a truncated conical mould (Fig. 8.5).\nFor testing hydrated lime, the lime putty is prepared by thoroughly mixing 500 g of hydrated\nlime with an equal mass of water at a temperature of 27 ± 2°C and kept for 24 hours. The soaked\nmaterial is then thoroughly mixed and knocked up to produce a plastic putty, by passing the\nmaterial twice through the mixer.\nThe lime putty is adjusted to standard plastering consistency, which is indicated by an\naverage spread of the lower part of lime putty to 110 mm with a permissible deviation of not\nmore than 1 mm, when subjected to one pump on the standard flow table. If consistency is too\nstiff, more water is added, and if too wet, a small portion of water is with drawn by placing the\nmaterial for a short period on a clean absorbent surface.\nThe putty is filled in moulds in such a way that no air bubbles or voids are trapped inside.\nThe temperature during the test is maintained at 27 ± 2°C. The top of the table is cleaned and\ndried. The cone of material is applied to the center of the table and the mould withdrawn. The\nhandle of the flow table is turned steadily and evenly at the rate of one turn per second. The\n\n[TABLES]\n[[{\"0\": \"\", \"1\": \"(cid:1)(cid:2)(cid:3)(cid:4)(cid:5)(cid:6)(cid:2)(cid:7)(cid:8)(cid:9)(cid:10)(cid:11)(cid:5)(cid:9)(cid:1)(cid:2)(cid:12)(cid:6)(cid:13)(cid:14)(cid:9)(cid:15)(cid:11)(cid:13)(cid:16)(cid:5)(cid:4)(cid:3)(cid:4)(cid:17)(cid:18)(cid:19)(cid:9)(cid:20)(cid:6)(cid:21)(cid:4)\", \"2\": \"227\"}, {\"0\": \"(cid:1)(cid:2)(cid:3)(cid:4)(cid:3)(cid:4)(cid:5)(cid:5)(cid:6)(cid:7)(cid:4)(cid:5)(cid:8)(cid:6)(cid:9)(cid:10)(cid:11)(cid:12)(cid:6)(cid:13)(cid:14)(cid:15)(cid:16)(cid:6)(cid:17)(cid:18)(cid:19)(cid:20)(cid:8)(cid:6)(cid:10)(cid:21)(cid:22)(cid:23)\", \"1\": \"\", \"2\": \"\"}, {\"0\": \"\", \"1\": \"The sieves are arranged one above the other with the coarser sieves at the top and the finer\", \"2\": \"\"}, {\"0\": \"\", \"1\": \"sieves at the bottom. Sieving is done with a gentle wrist motion. 100 g of the hydrated lime is\", \"2\": \"\"}, {\"0\": \"\", \"1\": \"placed on the top sieve and is washed through the sieves with a moderate jet of water for not\", \"2\": \"\"}, {\"0\": \"\", \"1\": \"more than 30 minutes. The residue on each sieve is dried at 100 ± 10°C to constant mass and\", \"2\": \"\"}, {\"0\": \"weighed. The result is expressed as a percentage of mass of hydrated lime takes.\", \"1\": \"\", \"2\": \"\"}, {\"0\": \"(cid:24)(cid:4)(cid:8)(cid:4)(cid:20)(cid:25)(cid:2)(cid:3)(cid:19)(cid:8)(cid:2)(cid:26)(cid:3)(cid:6)(cid:26)(cid:27)(cid:6)(cid:28)(cid:4)(cid:5)(cid:2)(cid:29)(cid:30)(cid:4)(cid:6)(cid:26)(cid:3)(cid:6)(cid:11)(cid:31)(cid:19) (cid:2)(cid:3)!(cid:6)(cid:26)(cid:27)(cid:6)\\\"(cid:30)(cid:2)# (cid:6)$(cid:2)(cid:25)(cid:4)(cid:6)(cid:9)(cid:10)(cid:11)(cid:12)(cid:6)(cid:13)(cid:14)(cid:15)(cid:16)(cid:6)(cid:17)(cid:18)(cid:19)(cid:20)(cid:8)(cid:6)(cid:10)(cid:10)(cid:10)(cid:22)(cid:23)\", \"1\": \"\", \"2\": \"\"}, {\"0\": \"\", \"1\": \"Sample of quick lime is sieved through 2.36 mm IS sieve and the residue, if any, is broken and\", \"2\": \"\"}, {\"0\": \"\", \"1\": \"sieved again until the whole quantity passes through the sieve. The quantity of water required\", \"2\": \"\"}, {\"0\": \"\", \"1\": \"for slaking is usually 4 times the mass of quick lime, however, it may be as high as 8 times for\", \"2\": \"\"}, {\"0\": \"certain high calcium limes.\", \"1\": \"\", \"2\": \"\"}, {\"0\": \"\", \"1\": \"When slaking temperature is specified by the vendor, the temperature of water is adjusted\", \"2\": \"\"}, {\"0\": \"\", \"1\": \"to ± 2°C and 5 kg of quicklime sample is added in small quantities within 5 minutes. During\", \"2\": \"\"}, {\"0\": \"\", \"1\": \"this operation, the mix should be stirred continuously. This temperature is maintained for one\", \"2\": \"\"}, {\"0\": \"\", \"1\": \"hour. The product is allowed to stand for 24 hours from the time the quicklime was added to\", \"2\": \"\"}, {\"0\": \"\", \"1\": \"water and is allowed to cool gradually to room temperature during this period. The product is\", \"2\": \"\"}, {\"0\": \"\", \"1\": \"stirred  atleast  twice  during  this  period;  the  last  stirring  is  done  within  one  hour  before  the\", \"2\": \"\"}, {\"0\": \"\", \"1\": \"expiration of 24 hours. Now sieve first the supernatant liquid and then the remainder after\", \"2\": \"\"}, {\"0\": \"\", \"1\": \"stirring thoroughly the product through 850-micron IS sieve and subsequently through 300-\", \"2\": \"\"}, {\"0\": \"\", \"1\": \"micron  IS  sieve. A  temporary  filter  cloth  is  fitted  to  the  vessel.  The  contents  of  the  slaking\", \"2\": \"\"}, {\"0\": \"\", \"1\": \"vessels are transferred on to the sieves by washing the vessel with a jet of water. The residues\", \"2\": \"\"}, {\"0\": \"\", \"1\": \"are washed with a jet of water and then dried at 100 ± 10°C to constant mass. The residues on\", \"2\": \"\"}, {\"0\": \"\", \"1\": \"the two sieves are weighed separately and are reported as percentage of quicklime taken for\", \"2\": \"\"}, {\"0\": \"the test.\", \"1\": \"\", \"2\": \"\"}, {\"0\": \"(cid:1)(cid:2)(cid:3)(cid:4)(cid:5) (cid:1)(cid:2)(cid:3)(cid:4)(cid:3)(cid:5)(cid:6)(cid:7)(cid:8)(cid:9)(cid:10)(cid:11)(cid:12)(cid:5)(cid:13)(cid:3)(cid:14)(cid:15)(cid:3)(cid:4)(cid:8)(cid:13)(cid:16)(cid:4)(cid:3)(cid:5)(cid:10)(cid:6)(cid:5)(cid:11)(cid:17)(cid:13)(cid:5)(cid:6)(cid:15)(cid:3)(cid:18)(cid:10)(cid:19)(cid:10)(cid:3)(cid:20)(cid:5)(cid:21)(cid:22)(cid:5)(cid:13)(cid:2)(cid:3)(cid:5)(cid:23)(cid:3)(cid:11)(cid:20)(cid:17)(cid:4)(cid:24)(cid:5)(cid:13)(cid:25)(cid:17)(cid:5)(cid:6)(cid:3)(cid:15)(cid:8)(cid:4)(cid:8)(cid:13)(cid:3)(cid:5)(cid:6)(cid:8)(cid:14)(cid:15)(cid:7)(cid:3)(cid:6)(cid:5)(cid:8)(cid:4)(cid:3)(cid:5)(cid:6)(cid:7)(cid:8)(cid:9)(cid:3)(cid:20)(cid:5)(cid:25)(cid:10)(cid:13)(cid:2)\", \"1\": \"\", \"2\": \"\"}, {\"0\": \"(cid:13)(cid:3)(cid:14)(cid:15)(cid:3)(cid:4)(cid:8)(cid:13)(cid:16)(cid:4)(cid:3)(cid:5)(cid:14)(cid:8)(cid:10)(cid:11)(cid:13)(cid:8)(cid:10)(cid:11)(cid:3)(cid:20)(cid:5)(cid:8)(cid:13)(cid:5)(cid:26)(cid:27)(cid:28)(cid:29)(cid:5)(cid:8)(cid:11)(cid:20)(cid:5)(cid:30)(cid:27)(cid:27)(cid:5)(cid:31)(cid:5) (cid:28)(cid:29)!\", \"1\": \"\", \"2\": \"\"}, {\"0\": \"%(cid:9)(cid:20)&(cid:3)(cid:21)(cid:5)(cid:2)(cid:5)(cid:8)(cid:26)(cid:11)\\\"(cid:22)(cid:4)(cid:8)(cid:11)’(cid:13)(cid:14)(cid:15)(cid:11)()*(cid:18)(cid:11)(cid:12)(cid:29)(cid:3)(cid:20)(cid:8)(cid:11)(cid:31)(cid:13)(cid:13)(cid:13)(cid:19)+\", \"1\": \"\", \"2\": \"\"}, {\"0\": \"The test is conducted on a standard flow table and a truncated conical mould (Fig. 8.5).\", \"1\": \"\", \"2\": \"\"}, {\"0\": \"\", \"1\": \"For testing hydrated lime, the lime putty is prepared by thoroughly mixing 500 g of hydrated\", \"2\": \"\"}, {\"0\": \"lime with an equal mass of water at a temperature of 27 ± 2°C and kept for 24 hours. The soaked\", \"1\": \"\", \"2\": \"\"}, {\"0\": \"material is then thoroughly mixed and knocked up to produce a plastic putty, by passing the\", \"1\": \"\", \"2\": \"\"}, {\"0\": \"material twice through the mixer.\", \"1\": \"\", \"2\": \"\"}, {\"0\": \"\", \"1\": \"The  lime  putty  is  adjusted  to  standard  plastering  consistency,  which  is  indicated  by  an\", \"2\": \"\"}, {\"0\": \"average spread of the lower part of lime putty to 110 mm with a permissible deviation of not\", \"1\": \"\", \"2\": \"\"}, {\"0\": \"more than 1 mm, when subjected to one pump on the standard flow table. If consistency is too\", \"1\": \"\", \"2\": \"\"}, {\"0\": \"stiff, more water is added, and if too wet, a small portion of water is with drawn by placing the\", \"1\": \"\", \"2\": \"\"}, {\"0\": \"material for a short period on a clean absorbent surface.\", \"1\": \"\", \"2\": \"\"}, {\"0\": \"\", \"1\": \"The putty is filled in moulds in such a way that no air bubbles or voids are trapped inside.\", \"2\": \"\"}, {\"0\": \"The temperature during the test is maintained at 27 ± 2°C. The top of the table is cleaned and\", \"1\": \"\", \"2\": \"\"}, {\"0\": \"dried. The cone of material is applied to the center of the table and the mould withdrawn. The\", \"1\": \"\", \"2\": \"\"}, {\"0\": \"handle of the flow table is turned steadily and evenly at the rate of one turn per second. The\", \"1\": \"\", \"2\": \"\"}]]", "page_type": "mixed", "image": "Building Materials & Construction Pl_81fb26b0_p0244.png"}
{"pdf_file": "Building Materials & Construction Planning Textbook free  ( PDFDrive ).pdf", "page_num": 247, "prompt": "Analyze this page with diagrams, tables, formulas, calculations, and explanations.", "response": "[OCR TEXT]\n230 Building Materials\n\nbe cured for 28 days at 90 per cent humidity. They are then immersed in water for 30 minutes.\nThey are then taken out and placed on two parallel rollers 80 mm apart and load is applied\nuniformly starting from zero and increased at a rate of 150 N/minute through a third roller\nof same size at a point midway between the other two till the specimen breaks.\n\n- . 3WS ;\nModulus of rupture of test specimen, m = dd? = 0.0768 W\n\" ~\n\n. . 2\nwhere m= modulus of rupture of the specimen in N/mnv\nW-= Breaking load in N\nS= Spacing between the rollers in mm\n\nb,d= The width and depth (each 25 mm) of the specimen in mm\n\nMinimum value of m should be 1.05 N/mm? for class-A lime and 0.7 N/mm for class-B lime.\n\nCompressive Strength Test [IS: 6932 (Part VII)]\n\nTwelve cubes with sides 50 mm are prepared from standard lime-sand mortar (1 : 3). These are\nkept undisturbed for 72 hours in an atmosphere of at least 90 per cent relative humidity and at\na temperature of 27 + 2°C. Then the specimens are taken out of the mould and kept in the air\nfor four days. Six of the twelve cubes are cured in water for seven days and tested in a\ncompression testing machine, this gives the strength at 14 days. The remaining six cubes are\ncured for 21 days and tested thus determining the strength at 28 days. The load is steadily and\nuniformly applied, starting from zero increasing at the rate of 150 N/min. The crushing load\ndivided by the area of the cube denotes the (14 and 28 days) compressive strength of mortar.\nThe average strength of six specimens gives the compressive sterength of mortor.\n\nNote: Those faces of cube specimens, which when moulded were in contact with the sides of the mould\n\nshould be placed in contact with the surface through which the load is applied.\n\n8.9 STORAGE\n\nLime reacts to the moisture present in the atmosphere and that from the ground. Therefore, it\nshould be stored with utmost care. Following are some of the precautions which should be\nexercised properly.\n\n1. It should be stored in properly insulated (against moisture) close store rooms in compact\nheaps to avoid air slaking.\n\n2. When delivered in the form of hydrated lime the material must be kept dry, should be\nstored under cover and off the ground. When delivered as quick lime for site slaking the\nmaterial should be used as soon as possible after delivery, positively within a week.\n\n3. Lime putty is stored without any deterioration for many weeks and actually improves by\nkeeping. In case of semi-hydraulic lime, the putty must not be stored for more than 3\ndays of its preparation. Coarse stuff and putty obtained from hydrated eminently hydraulic\nlime should be used within 12 hours.", "page_type": "diagram", "image": "Building Materials & Construction Pl_81fb26b0_p0247.png"}
{"pdf_file": "Building Materials & Construction Planning Textbook free  ( PDFDrive ).pdf", "page_num": 268, "prompt": "Analyze this page with diagrams, tables, formulas, calculations, and explanations.", "response": "[NATIVE TEXT]\n\u0001\u0002\u0003\u0004\u0005\u0006\u0007\u0006\n\u0001\u0003\nApart from mixing the ingredients, they also produce kneading and crushing action. A pan\ntype mixer is shown in Fig. 10.6. These are also known as dual drum mixers and are used for\nmixing concrete for roads or pavements. The drum comprises of two hemispherical halves,\nrotating on a horizontal shaft. One half of the drum is attached to the end of the shaft and the\nother half is free to slide over the shaft allowing the drum to open at the centre. A rubber joint\nand adjustable closing pressure ensures a perfect sealing when the drum is closed. Due to\ndifference in circumferential speeds because of the design of blades cross flow is created which\nforces the concrete towards the centre causing turbulence and produces a perfect homogeneous\nmix. The rotating sliding drum-half can be retracted for discharge of concrete in few seconds.\nThe concrete produced by this type of mixers show no segregation.\n\u0002\u000b\u0017\u0006\f\u0003\u0005\u0001 \b\u0003\t\n\u000b\r Truck mounted mixers also know as transit mixers (Fig. 10.7(a)) are very\npopular and have replaced the dumpers and agitator cars used earlier to transport fresh\nconcrete from the batching plant to the site. Transit mixers of capacity 4 to 12 cum mounted on\ntruck chesis are available. These mixers are not very efficient and need long mixing duration\ndepending on the extent of dryness in the mix. Their function is mainly to keep the mix in an\nagitated condition. With the development of twin fin process mixer (Fig. 10.7(b)), the transit\nmixers have become more efficient. These mixers in addition to the outer spirals have two\nopposed inner spirals. The outer spirals convey the mix materials towards the bottom of the\ndrum while the opposed mixing spirals push the mix towards the feed opening. The repeated\ncounter current mixing process is carried out within the mixer drum. A number of special\nnozzles provided on the lower side of inner mixing spirals, precisely and uniformly spray\nwater on the mix under pressure along the entire length of the drum. This results in through\nmixing of the entire drum contents within a short time. Hence, production of high quality\nstructural concrete in the transit mixer is possible at a faster rate.\n\u001e\u000e\u001f\f\t\n\u000b\f\u001d\n\u0010\u0005\u0015+\u0014,\u0013\b\t*\u0011\"\u0019\t\r\u000e\u000f\u0014\"\u0011\b\n\n[TABLES]\n[[{\"0\": \"\"}, {\"0\": \"\"}], [{\"0\": \"\"}, {\"0\": \"\"}]]", "page_type": "mixed", "image": "Building Materials & Construction Pl_81fb26b0_p0268.png"}
{"pdf_file": "Building Materials & Construction Planning Textbook free  ( PDFDrive ).pdf", "page_num": 274, "prompt": "Analyze this page with diagrams, tables, formulas, calculations, and explanations.", "response": "[NATIVE TEXT]\nPlate 1\nPlate 2", "page_type": "text", "image": null}
{"pdf_file": "Building Materials & Construction Planning Textbook free  ( PDFDrive ).pdf", "page_num": 275, "prompt": "Analyze this page with diagrams, tables, formulas, calculations, and explanations.", "response": "[NATIVE TEXT]\n' .", "page_type": "text", "image": null}
{"pdf_file": "Building Materials & Construction Planning Textbook free  ( PDFDrive ).pdf", "page_num": 295, "prompt": "Analyze this page with diagrams, tables, formulas, calculations, and explanations.", "response": "[NATIVE TEXT]\n\u0001$\u001d\n\b\t\n\u000b\f\n\u0003\r\u000e\u000f\u0010\u0007\u0006\u0005\n\u0010\u000b\u0011\nwhere\nS = strength of concrete\nw = volume of water\nc = volume of cement\na = volume of air\nFor concrete which is to be compacted by vibrator a lower water to cement ratio may be used.\n*\u001c\u0012\u0004\u0001\u0002\u0007\u0005\u0001\u0015\u000b3\u0004\u0001\u0006\u0016\u0001+\f\f\u000e\u0004\f\u0002\n\u0004\u0010 The extent to which an aggregate will pack down and produce\na minimum void content is dependent on its particle shape. The crushed stone and gravels give\nhigher strength. A reduction in the void content of the coarse aggregate by better packing,\nmeans that the amount of mortar can be reduced and hence sand and cement. Thus the coarse\naggregate to sand ratio is increased and although the overall mix may be leaner the mortar may\nbe richer, and by virtue of reduction in water/cement ratio which may thereby be permitted,\nthe strength of concrete may be increased.\nA rounded spherical or cubical shaped aggregate when compacted contains less voids than\nan irregular and flaky aggregate of the same nominal size. Therefore, the former gives higher\nstrength.\nA common belief has been that the larger the maximum size of aggregate, the denser and\nstronger will be the concrete. The large aggregates have lower total surface area and require\nlower water to cement ratio resulting in higher strength. In practice it is not so. The larger\naggregates give lower surface area for development of gel bonds leading to lower strength.\nAlso large size aggregates give heterogeneous concrete causing nonuniform distribution of\nload when stressed.\nHigh strength concrete gives lower strength as compared to lean concrete if large size\naggregate is used. The influence of maximum size of aggregate on compressive strength of\nconcrete with different cement contents is shown in Fig. 10.26, and that with different water-\ncement ratios is shown in Fig. 10.27.\n\u001e\u000e\u001f\f\t\n\u000b\f\u0001\u001d\n3\u0015\u0017\u0007\"\b\u0015\u001a\b\t\u0012\u0017\t\r\u0005\u000f\u000e\u0019\"\u0019\t5\u000e8\b\n\u0012\u0017\t#\u001f\u001f\u0011\b\u001f\u0005\u0014\b\t\u0012\u0015\t\u0001%\t*\u0005,\t5\u0014\u0011\b\u0015\u001f\u0014'\t\u0012\u0017\n\u0018\u0012\u0015\u001a\u0011\b\u0014\b\t\u0012\u0017\t*\u000e\u0017\u0017\b\u0011\b\u0015\u0014\t2\u000e\u001a'\u0015\b\u0016\u0016\n\u001e\u000e\u001f\f\t\n\u000b\f\u0001$\n3\u0015\u0017\u0007\"\b\u0015\u001a\b\t\u0012\u0017\t\r\u0005\u000f\u000e\u0019\"\u0019\t5\u000e8\b\n\u0012\u0017\t#\u001f\u001f\u0011\b\u001f\u0005\u0014\b\t\u0012\u0015\t\u0014'\b\t5\u0014\u0011\b\u0015\u001f\u0014'\t\u0012\u0017\n\u001a\u0012\u0015\u001a\u0011\b\u0014\b\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\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"\", \"3\": \"\", \"4\": \"\", \"5\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"\", \"3\": \"\", \"4\": \"\", \"5\": \"\"}], [{\"0\": \"\", \"1\": \"\", \"2\": \"\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"\", \"3\": \"\", \"4\": \"\"}], [{\"\": \"\", \"None\": \"\"}, {\"\": \"\", \"None\": \"\"}, {\"\": \"\", \"None\": \"\"}], [{\"\": \"\"}, {\"\": \"\"}]]", "page_type": "mixed", "image": "Building Materials & Construction Pl_81fb26b0_p0295.png"}
{"pdf_file": "Building Materials & Construction Planning Textbook free  ( PDFDrive ).pdf", "page_num": 296, "prompt": "Analyze this page with diagrams, tables, formulas, calculations, and explanations.", "response": "[NATIVE TEXT]\n\u0001\u0002\u0003\u0004\u0005\u0006\u0007\u0006\n\u0001$$\nThe strength of aggregate does not affect that of concrete greatly as long as it is higher than\nthe design grade of concrete.\n\u001b\u0004\f\u000e\u0004\u0004\u0001\u0006\u0016\u0001\b\u0006\t\u0012\u0002\u0013\n\u000b\u0006\u0007\u0010 Inadequate compaction leading to air void contents of 5 per cent and\nof 10 per cent result in a loss of strength of 30 per cent and 55 per cent, respectively. Following\nequation may be used to find the variation in strength.\nS = j \u0001\n\u0002\n\u0003\n\u0004\n\u0005\n\u0003 \u0006\n\u0007\n\b\nC\nn\n1\nWhere\nS = unit compressive strength\nC = volume of cement grains in a unit volume of concrete\n\t = density of concrete\nj and n = constants\nThe effect of degree of compaction on strength is shown in Fig. 10.28\n\r\u000b\"\u000b\u0007\f\u0001*\u000b\t\u0004\u0010 The strength of concrete increases with increase in time of mixing up to two\nminutes beyond which no significant improvement is observed. Figure 10.29 shows the effect\nof mixing time on strength of concrete.\n\u001e\u000e\u001f\f\t\n\u000b\f\u0001%\n9\u0017\u0017\b\u001a\u0014\t\u0012\u0017\t\u0018\u0012\u0019\u0013\u0005\u001a\u0014\u000e\u0012\u0015\t\u0012\u0015\t\u0014'\b\t5\u0014\u0011\b\u0015\u001f\u0014'\t\u0012\u0017\t\u0018\u0012\u0015\u001a\u0011\b\u0014\b\n\u001e\u000e\u001f\f\t\n\u000b\f\u0001(\n9\u0017\u0017\b\u001a\u0014\t\u0012\u0017\t\r\u000e\u000f\u000e\u0015\u001f\t\u0004\u000e\u0019\b\t\u0012\u0015\t5\u0014\u0011\b\u0015\u001f\u0014'\t\u0012\u0017\t\u0018\u0012\u0015\u001a\u0011\b\u0014\b\n\n[TABLES]\n[[{\"0\": \"\", \"1\": \"\", \"2\": \"\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"\", \"3\": \"\", \"4\": \"\"}], [{\"0\": \"\", \"1\": \"\", \"2\": \"\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"\", \"3\": \"\", \"4\": \"\"}], [{\"\": \"\"}, {\"\": \"\"}, {\"\": \"\"}, {\"\": \"\"}], [{\"\": \"\"}, {\"\": \"\"}, {\"\": \"\"}]]\n\n[FORMULAS]\nj and n = constants", "page_type": "mixed", "image": "Building Materials & Construction Pl_81fb26b0_p0296.png"}
{"pdf_file": "Building Materials & Construction Planning Textbook free  ( PDFDrive ).pdf", "page_num": 314, "prompt": "Analyze this page with diagrams, tables, formulas, calculations, and explanations.", "response": "[NATIVE TEXT]\n\u0001\u0002\u0003\u0004\u0005\u0006\u0007\u0006\n\u0001(\u0003\nRheology is applicable to all materials, from gases to solids. The rheological principles and\ntechniques as applied to concrete include the deformation of hardened concrete, handling and\nplacing of freshly mixed concrete and the behaviour of its constituent parts, namely, cement\nslurries and pastes. The rheology of fresh concrete like workability includes the parameters of\nstability, mobility and compactability. The mechanical behaviour of hardened cement paste,\nwhich exhibits both elastic and inelastic deformations, can be expressed in rheological terms.\n\u0019\u0002\u0003\f\t\u000e\u0010\b\u001b\n\n\r\u0003\f\u0005\u0006\u0007\b\"\u0004\r\t\u000f\t\u0007\u0005\u0003\u0002\u000f\b\u0014\u000e\t\u0013\r\u000e\f\u0005\r\u0010\n1. \b\u0003\t\u0001\u0016\u000b\u000f\u0019\u000f\u000b\u0005\u0003\u000f\u0006\f\r A concrete mix having an axcess amount of coarse aggregate will lack\nsufficient mortar to fill the void system, resulting in a loss of cohesion and mobility. Such\na mix is termed harsh and requires a great amount of effort to place and compact. On the\nother hand, an excessive amount of fine aggregate or entrained air in a concrete mixture\nwill greatly increase the cohesion and render the concrete difficult to move.\n2. \u001b\u000f\u0006\f\u0003\f\u0005\n\u0006!\u0018\r The consistency of concrete measured by the slump test is an indicator of\nthe relative water content in the concrete mix. An increase in the water content or slump\nabove that required to achieve a workable mix produces greater fluidity and decreased\ninternal friction. Thus, a water content more than that needed will not improve the\nrheological properties of concrete. On the other hand, too low a slump or water content\nwill reduce the mobility and compactibility which may pose difficulties in placement and\nconsolidation.\n3. #\u0017\u000b\u001d\n\u0006\u0003\u0006\u0007\u0001\u0017\u0006\u001d\u0001\f\u0005\u0003''\n\u0006\u0003\u0006\u0007\r Elevated temperature, use of rapid hardening cement, cement\ndeficient in gypsum and use of accelerating admixtures, increase the rate of hardening\nwhich reduce the mobility of concrete.\n4. -\u0007\u0007\u000b\n\u0007\u0017\u0005\n\u0001\f\u001c\u0017\u0019\n\u0001\u0017\u0006\u001d\u0001\u0005\n\t\u0005\u0014\u000b\n\r The rough and highly angular aggregate particles will\nresult in higher percentage of voids being filled by mortar, requiring higher fine aggregate\ncontents and correspondingly higher water content. Similarly an angular fine aggregate\nwill increase internal friction in the concrete mixture and require higher water contents\nthan well rounded natural sands.\n5. -\u0007\u0007\u000b\n\u0007\u0017\u0005\n\u0001 \u0007\u000b\u0017\u001d\u0003\u0006\u0007\r A well graded aggregate gives good workability. Gap graded\naggregate affects void system and workability. These effects are greater in fine aggregate.\n6. \b\u0017\t\u0003\u0015\u0014\u0015\u0001\f\u00030\n\u0001\u000f'\u0001\u0017\u0007\u0007\u000b\n\u0007\u0017\u0005\n\r An increase in the maximum size of aggregate will reduce\nthe fine aggregate requirement to maintain a given workability and will thereby reduce\nthe surface area to be wetted and hence the cement content necessary for a constant\nwater/cement ratio.\n7. -\u001d\u0015\u0003\t\u0005\u0014\u000b\n\f\r The admixtures which have significant effect on the rheology of concrete\nare plasticizers and super-plasticizers, air-entraining agents, accelerators and retarders.\nLignosulphate salt based plasticizers (0.15%) reduce the water content by 10% without\nany detrimental effect. Super-plasticizers and plasticizers prevent the formation of\nflocculated structure by changing the inter-particle attraction/repulsion.\nThe air-entraining agents introduce spherical air bubbles 10 to 25 mm in diameter by\nmodifying the surface tension of the aqueous phase in the mix. The bubbles act like ball\nbearings to allow larger particles to flow past each other more easily thus decreasing\nplastic viscosity. The air-entrainment changes the rheology of concrete very significantly\nby increasing cohesion and reducing tendency for bleeding.\n\n[TABLES]\n[[{\"0\": \"\", \"1\": \"(cid:1)(cid:2)(cid:3)(cid:4)(cid:5)(cid:6)(cid:7)(cid:6)\", \"2\": \"(cid:1)((cid:3)\"}, {\"0\": \"Rheology is applicable to all materials, from gases to solids. The rheological principles and\", \"1\": \"\", \"2\": \"\"}, {\"0\": \"techniques as applied to concrete include the deformation of hardened concrete, handling and\", \"1\": \"\", \"2\": \"\"}, {\"0\": \"placing of freshly mixed concrete and the behaviour of its constituent parts, namely, cement\", \"1\": \"\", \"2\": \"\"}, {\"0\": \"slurries and pastes. The rheology of fresh concrete like workability includes the parameters of\", \"1\": \"\", \"2\": \"\"}, {\"0\": \"stability, mobility and compactability. The mechanical behaviour of hardened cement paste,\", \"1\": \"\", \"2\": \"\"}, {\"0\": \"which exhibits both elastic and inelastic deformations, can be expressed in rheological terms.\", \"1\": \"\", \"2\": \"\"}, {\"0\": \"(cid:25)(cid:2)(cid:3)(cid:12)(cid:9)(cid:14)(cid:16)(cid:8)(cid:27)(cid:10)(cid:10)(cid:13)(cid:3)(cid:12)(cid:5)(cid:6)(cid:7)(cid:8)\\\"(cid:4)(cid:13)(cid:9)(cid:15)(cid:9)(cid:7)(cid:5)(cid:3)(cid:2)(cid:15)(cid:8)(cid:20)(cid:14)(cid:9)(cid:19)(cid:13)(cid:14)(cid:12)(cid:5)(cid:13)(cid:16)\", \"1\": \"\", \"2\": \"\"}], [{\"0\": \"stability, mobility and compactability. The mechanical behaviour of hardened cement paste,\"}, {\"0\": \"which exhibits both elastic and inelastic deformations, can be expressed in rheological terms.\"}, {\"0\": \"(cid:25)(cid:2)(cid:3)(cid:12)(cid:9)(cid:14)(cid:16)(cid:8)(cid:27)(cid:10)(cid:10)(cid:13)(cid:3)(cid:12)(cid:5)(cid:6)(cid:7)(cid:8)\\\"(cid:4)(cid:13)(cid:9)(cid:15)(cid:9)(cid:7)(cid:5)(cid:3)(cid:2)(cid:15)(cid:8)(cid:20)(cid:14)(cid:9)(cid:19)(cid:13)(cid:14)(cid:12)(cid:5)(cid:13)(cid:16)\"}, {\"0\": \"1. (cid:8)(cid:3)(cid:9)(cid:1)(cid:22)(cid:11)(cid:15)(cid:25)(cid:15)(cid:11)(cid:5)(cid:3)(cid:15)(cid:6)(cid:12)(cid:13) A concrete mix having an axcess amount of coarse aggregate will lack\"}, {\"0\": \"sufficient mortar to fill the void system, resulting in a loss of cohesion and mobility. Such\"}, {\"0\": \"a mix is termed harsh and requires a great amount of effort to place and compact. On the\"}, {\"0\": \"other hand, an excessive amount of fine aggregate or entrained air in a concrete mixture\"}, {\"0\": \"will greatly increase the cohesion and render the concrete difficult to move.\"}, {\"0\": \"2. (cid:27)(cid:15)(cid:6)(cid:12)(cid:3)(cid:12)(cid:5)(cid:10)(cid:6)!(cid:24)(cid:13) The consistency of concrete measured by the slump test is an indicator of\"}, {\"0\": \"the relative water content in the concrete mix. An increase in the water content or slump\"}, {\"0\": \"above that required to achieve a workable mix produces greater fluidity and decreased\"}, {\"0\": \"internal  friction.  Thus,  a  water  content  more  than  that  needed  will  not  improve  the\"}, {\"0\": \"rheological properties of concrete. On the other hand, too low a slump or water content\"}, {\"0\": \"will reduce the mobility and compactibility which may pose difficulties in placement and\"}, {\"0\": \"consolidation.\"}, {\"0\": \"3. #(cid:23)(cid:11)(cid:29)(cid:10)(cid:6)(cid:3)(cid:6)(cid:7)(cid:1)(cid:23)(cid:6)(cid:29)(cid:1)(cid:12)(cid:5)(cid:3)’’(cid:10)(cid:6)(cid:3)(cid:6)(cid:7)(cid:13) Elevated temperature, use of rapid hardening cement, cement\"}, {\"0\": \"deficient in gypsum and use of accelerating admixtures, increase the rate of hardening\"}, {\"0\": \"which reduce the mobility of concrete.\"}, {\"0\": \"4. -(cid:7)(cid:7)(cid:11)(cid:10)(cid:7)(cid:23)(cid:5)(cid:10)(cid:1)(cid:12)(cid:28)(cid:23)(cid:25)(cid:10)(cid:1)(cid:23)(cid:6)(cid:29)(cid:1)(cid:5)(cid:10)(cid:9)(cid:5)(cid:20)(cid:11)(cid:10)(cid:13) The rough and highly angular aggregate particles will\"}, {\"0\": \"result in higher percentage of voids being filled by mortar, requiring higher fine aggregate\"}, {\"0\": \"contents and correspondingly higher water content. Similarly an angular fine aggregate\"}, {\"0\": \"will increase internal friction in the concrete mixture and require higher water contents\"}, {\"0\": \"than well rounded natural sands.\"}, {\"0\": \"5. -(cid:7)(cid:7)(cid:11)(cid:10)(cid:7)(cid:23)(cid:5)(cid:10)(cid:1) (cid:7)(cid:11)(cid:23)(cid:29)(cid:3)(cid:6)(cid:7)(cid:13)  A  well  graded  aggregate  gives  good  workability.  Gap  graded\"}, {\"0\": \"aggregate affects void system and workability. These effects are greater in fine aggregate.\"}, {\"0\": \"6. (cid:8)(cid:23)(cid:9)(cid:3)(cid:21)(cid:20)(cid:21)(cid:1)(cid:12)(cid:3)0(cid:10)(cid:1)(cid:15)’(cid:1)(cid:23)(cid:7)(cid:7)(cid:11)(cid:10)(cid:7)(cid:23)(cid:5)(cid:10)(cid:13) An increase in the maximum size of aggregate will reduce\"}, {\"0\": \"the fine aggregate requirement to maintain a given workability and will thereby reduce\"}, {\"0\": \"the  surface  area  to  be  wetted  and  hence  the  cement  content  necessary  for  a  constant\"}, {\"0\": \"water/cement ratio.\"}, {\"0\": \"7. -(cid:29)(cid:21)(cid:3)(cid:9)(cid:5)(cid:20)(cid:11)(cid:10)(cid:12)(cid:13) The admixtures which have significant effect on the rheology of concrete\"}, {\"0\": \"are plasticizers and super-plasticizers, air-entraining agents, accelerators and retarders.\"}, {\"0\": \"Lignosulphate salt based plasticizers (0.15%) reduce the water content by 10% without\"}, {\"0\": \"any  detrimental  effect.  Super-plasticizers  and  plasticizers  prevent  the  formation  of\"}, {\"0\": \"flocculated structure by changing the inter-particle attraction/repulsion.\"}, {\"0\": \"The air-entraining agents introduce spherical air bubbles 10 to 25 mm in diameter by\"}, {\"0\": \"modifying the surface tension of the aqueous phase in the mix. The bubbles act like ball\"}, {\"0\": \"bearings to allow larger particles to flow past each other more easily thus decreasing\"}, {\"0\": \"plastic viscosity. The air-entrainment changes the rheology of concrete very significantly\"}, {\"0\": \"by increasing cohesion and reducing tendency for bleeding.\"}]]", "page_type": "mixed", "image": "Building Materials & Construction Pl_81fb26b0_p0314.png"}
{"pdf_file": "Building Materials & Construction Planning Textbook free  ( PDFDrive ).pdf", "page_num": 315, "prompt": "Analyze this page with diagrams, tables, formulas, calculations, and explanations.", "response": "[NATIVE TEXT]\n\u0001(\u001d\n\b\t\n\u000b\f\n\u0003\r\u000e\u000f\u0010\u0007\u0006\u0005\n\u0010\u000b\u0011\n8. \b\u0003\t\u0005\u0014\u000b\n\u0001 \u0017\u001d1\u0014\f\u0005\u0015\n\u0006\u0005\r Proper attention to the rheological properties of a mixture can\neffectively reduce construction and material costs. The properties of the materials used\nand field conditions have a great influence.\n\u0001\u0002\u0003\u0001\u001b \t\u0015\u0006\u0015\u0007\u0017\u0004\u0005\u000e\u0006\u0004\b\u0005\u0018\b\u0010\u0018\u000b\u0015\u0017\u0015\u0005\u0006\u0018\u000b\b\u0005\u0006\u0015\u0005\u0006\u0018\u0004\u0005\u0018\u001c\u000e\u0007\t\u0015\u0005\u0015\t\u0018\u0012\b\u0007\u0006\r\u000e\u0005\t\n\u000b\u0015\u0017\u0015\u0005\u0006\u0018\u000b\b\u0005\u000b\u0007\u0015\u0006\u0015\nThe sample of concrete used for analysis should be true representative of the material under\nconsideration. Several portions weighing at least 5 kg each are taken, broken up, crushed to\nabout 10 mm size and reduced to a fineness of approximately IS Sieve 8 in a suitable device.\n100 g of this is dried at 105°C for 2 hours.\n2g of each prepared sample is weighted in three 250 ml beakers. Care is taken to see that the\nsample does not adheres to the beakers or lumps formed. 100 ml of 3.3N Hydrochloric acid is\nadded slowly and stirred. After the evolution of carbon dioxide has ceased and the reaction is\napparently completed, it is heated gently for few minutes and contents of beaker are allowed\nto settle down. It is then decanted through an ignited and weighted gooch crucible which\ncontains a mat of short asbestos shreds, practically insoluble in hydrochloric acid. It is then\nfiltered through Whatman filter paper No. 42. Once the filtration has begun, care is taken so\nthat the mat and accumulated residue do not dry out completely untill the filtration process is\ncompleted. The session is regulated so as to maintain rapid rate of dropping during filtration.\nThe residue retained in the beaker is washed by decantation twice with hot water. 75 ml of 1N\nSodium hydroxide is added to the residue while string and heating to about 75°C. The residue\nis then transferred to the crucible and washed with at least 60 ml of hot water.\nNow the filtration contains silica in the form of silicic acid in the true solution or in suspension\nin the hydrochloric acid medium. If the aggregate of the original sample are largely calcareous\nor dolomatic, 10 ml of hydrochloric acid having specific gravity 1.19 is added. It is then\ntransferred to the suitable beaker with several rinsing of the suitable flask. This is evaporated\nto dryness with great care, heating it below 120°C for one hour, and moistening with 10 ml\nconcentrated hydrochloric acid. It is evaporated and heated again and is taken of filtration in\n75 ml of 2 N Hydrochloric acid heated to boiling. It is filtered through an ash less filter paper\nNo. 42 and the residue is washed with 50 ml of hot 1N hydrochloric acid and then with hot\nwater untill the washings are free from chlorides. The evaporation and filtering process is\nrepeated to recover the small amounts of silica dissolved and these are added to the first residue.\nWhen the aggregates used in the concrete being analyzed are available a blank test is run on\nthese aggregates to determine their content of silica. This content of the soluble silica is then\nused as a correction factor and subtracted from the total soluble silica found in the concrete, the\ndifference being due to the cement contained in the specimen.\nThe percentage of cement in the sample is calculated by dividing the percentage of silica\nfound by the factor 0.214, provided the silica content of the cement is not known to be different\nfrom this value.\n\u0001\u0002\u0003\u0001\u001d \u000e\t\u0017\u0004$\u0006\n\u0007\u0015\u000f\u0018\u0010\b\u0007\u0018\u000b\b\u0005\u000b\u0007\u0015\u0006\u0015\u0018%\u0004\u000f&\u0018\"\u0001\u0002\u0011\u0016\u0001\"\"\"'\nAdmixtures are the materials other than the three basic ingredients of cement concrete—\ncement, aggregate and water—added to the concrete mix before or during mixing to improve\ncertain of its properties in fresh or hardened state. The properties commonly modified are rate\nof hydration or setting time, workability, dispersion and air entrainment.\n\n[TABLES]\n[[{\"0\": \"8. (cid:8)(cid:3)(cid:9)(cid:5)(cid:20)(cid:11)(cid:10)(cid:1) (cid:23)(cid:29)1(cid:20)(cid:12)(cid:5)(cid:21)(cid:10)(cid:6)(cid:5)(cid:13)  Proper  attention  to  the  rheological  properties  of  a  mixture  can\"}, {\"0\": \"effectively reduce construction and material costs. The properties of the materials used\"}, {\"0\": \"and field conditions have a great influence.\"}, {\"0\": \"(cid:1)(cid:2)(cid:3)(cid:1)(cid:27) (cid:9)(cid:21)(cid:6)(cid:21)(cid:7)(cid:23)(cid:4)(cid:5)(cid:14)(cid:6)(cid:4)(cid:8)(cid:5)(cid:24)(cid:8)(cid:16)(cid:24)(cid:11)(cid:21)(cid:23)(cid:21)(cid:5)(cid:6)(cid:24)(cid:11)(cid:8)(cid:5)(cid:6)(cid:21)(cid:5)(cid:6)(cid:24)(cid:4)(cid:5)(cid:24)(cid:28)(cid:14)(cid:7)(cid:9)(cid:21)(cid:5)(cid:21)(cid:9)(cid:24)(cid:18)(cid:8)(cid:7)(cid:6)(cid:13)(cid:14)(cid:5)(cid:9)\"}, {\"0\": \"(cid:11)(cid:21)(cid:23)(cid:21)(cid:5)(cid:6)(cid:24)(cid:11)(cid:8)(cid:5)(cid:11)(cid:7)(cid:21)(cid:6)(cid:21)\"}, {\"0\": \"The sample of concrete used for analysis should be true representative of the material under\"}, {\"0\": \"consideration. Several portions weighing at least 5 kg each are taken, broken up, crushed to\"}, {\"0\": \"about 10 mm size and reduced to a fineness of approximately IS Sieve 8 in a suitable device.\"}, {\"0\": \"100 g of this is dried at 105°C for 2 hours.\"}, {\"0\": \"2g of each prepared sample is weighted in three 250 ml beakers. Care is taken to see that the\"}, {\"0\": \"sample does not adheres to the beakers or lumps formed. 100 ml of 3.3N Hydrochloric acid is\"}, {\"0\": \"added slowly and stirred. After the evolution of carbon dioxide has ceased and the reaction is\"}, {\"0\": \"apparently completed, it is heated gently for few minutes and contents of beaker are allowed\"}, {\"0\": \"to  settle  down.  It  is  then  decanted  through  an  ignited  and  weighted  gooch  crucible  which\"}, {\"0\": \"contains a mat of short asbestos shreds, practically insoluble in hydrochloric acid. It is then\"}, {\"0\": \"filtered through Whatman filter paper No. 42. Once the filtration has begun, care is taken so\"}, {\"0\": \"that the mat and accumulated residue do not dry out completely untill the filtration process is\"}, {\"0\": \"completed. The session is regulated so as to maintain rapid rate of dropping during filtration.\"}, {\"0\": \"The residue retained in the beaker is washed by decantation twice with hot water. 75 ml of 1N\"}, {\"0\": \"Sodium hydroxide is added to the residue while string and heating to about 75°C. The residue\"}, {\"0\": \"is then transferred to the crucible and washed with at least 60 ml of hot water.\"}, {\"0\": \"Now the filtration contains silica in the form of silicic acid in the true solution or in suspension\"}, {\"0\": \"in the hydrochloric acid medium. If the aggregate of the original sample are largely calcareous\"}, {\"0\": \"or  dolomatic,  10  ml  of  hydrochloric  acid  having  specific  gravity  1.19  is  added.  It  is  then\"}, {\"0\": \"transferred to the suitable beaker with several rinsing of the suitable flask. This is evaporated\"}, {\"0\": \"to dryness with great care, heating it below 120°C for one hour, and moistening with 10 ml\"}, {\"0\": \"concentrated hydrochloric acid. It is evaporated and heated again and is taken of filtration in\"}, {\"0\": \"75 ml of 2 N Hydrochloric acid heated to boiling. It is filtered through an ash less filter paper\"}, {\"0\": \"No. 42 and the residue is washed with 50 ml of hot 1N hydrochloric acid and then with hot\"}, {\"0\": \"water  untill  the  washings  are  free  from  chlorides.  The  evaporation  and  filtering  process  is\"}, {\"0\": \"repeated to recover the small amounts of silica dissolved and these are added to the first residue.\"}, {\"0\": \"When the aggregates used in the concrete being analyzed are available a blank test is run on\"}, {\"0\": \"these aggregates to determine their content of silica. This content of the soluble silica is then\"}, {\"0\": \"used as a correction factor and subtracted from the total soluble silica found in the concrete, the\"}, {\"0\": \"difference being due to the cement contained in the specimen.\"}, {\"0\": \"The percentage of cement in the sample is calculated by dividing the percentage of silica\"}, {\"0\": \"found by the factor 0.214, provided the silica content of the cement is not known to be different\"}, {\"0\": \"from this value.\"}, {\"0\": \"(cid:1)(cid:2)(cid:3)(cid:1)(cid:29) (cid:14)(cid:9)(cid:23)(cid:4)$(cid:6)(cid:10)(cid:7)(cid:21)(cid:15)(cid:24)(cid:16)(cid:8)(cid:7)(cid:24)(cid:11)(cid:8)(cid:5)(cid:11)(cid:7)(cid:21)(cid:6)(cid:21)(cid:24)%(cid:4)(cid:15)&(cid:24)\\\"(cid:1)(cid:2)(cid:17)(cid:22)(cid:1)\\\"\\\"\\\"’\"}, {\"0\": \"Admixtures  are  the  materials  other  than  the  three  basic  ingredients  of  cement  concrete—\"}, {\"0\": \"cement, aggregate and water—added to the concrete mix before or during mixing to improve\"}, {\"0\": \"certain of its properties in fresh or hardened state. The properties commonly modified are rate\"}, {\"0\": \"of hydration or setting time, workability, dispersion and air entrainment.\"}]]", "page_type": "mixed", "image": "Building Materials & Construction Pl_81fb26b0_p0315.png"}
{"pdf_file": "Building Materials & Construction Planning Textbook free  ( PDFDrive ).pdf", "page_num": 332, "prompt": "Analyze this page with diagrams, tables, formulas, calculations, and explanations.", "response": "[NATIVE TEXT]\n\u000f\u0010\u0006\u0011\r\f\u000b\f\b\t\u0003\u0012\b\u0013\f\u000e\u0003\u0007\u0006\n\u0001\u0005\u0001\nIS:12269–1987 (53 grade OPC), IS:12230–1988 (Sulphate resisting cement), IS:1489-1976 (Portland\nPuzzolana cement), IS:455–1976 (Portland slag cement). All types of Portland cements are\ninterchangeable for mix design, and the most commonly used ones are OPC, PPC, PSC, and\nSRC.\nAfter water is added to the cement hydration occurs and continues as long as the relative\nhumidity in the pores is above 85 per cent and sufficient water is available for the chemical\nreactions. On an average, 1 g of cement requires 0.253 g of water for complete hydration. As\nhydration proceeds, the ingress of water by diffusion through the deposit of hydration products\naround the original cement grain becomes more and more difficult, and the rate of hydration\ncontinuously decreases. In mature paste, the particles of calcium-silicate hydrates form an\ninterlocking network which is a ‘gel’ having a specific surface of about 200 m2/g. This gel is\npoorly crystalline, almost amorphous, and appears as randomly oriented layers of thin sheets\nor buckled ribbon. The gel is the heart of the concrete and is a porous mass. The interstitial\nspaces in the gel are called ‘gel pores’. The strength giving properties and phenomena, such as\ncreep and shrinkage are due to the porous structure of the gel, and the strength is due to the\nbond afforded by the enormous surface area.\n\u0006\u0007\u0007\b\u0002\u0007\t\u0005\u0002\nThe size of the aggregate, particle shape, colour, surface texture, density (heavyweight or\nlightweight), impurities, all of which have an influence on the durability of concrete, should\nconform to IS: 383–1970.\nDuring the process of hydration the products of hydration completely surround and bind\ntogether the aggregate particles in a solid hardened mass. Aggregates constitute nearly 70–75\nper cent of the total volume of concrete. The strength of concrete is governed by the weakest\nelement, be it the cement paste, the aggregate or the interface of the aggregate-cement paste.\nStrong aggregates are also more sound and durable in aggressive environments. The strength\nat the aggregate mortar interface is perhaps more critical, hence the shape, size and texture of\nthe coarse aggregate is important. The aggregate should be clean, hard, strong, and durable,\nfree from chemicals or coatings of clay or other fine material that can affect the bond with the\ncement paste.\n Very sharp and rough aggregate particles or flat and elongated particles require more fine\nmaterial to produce a workable concrete. Accordingly the water requirement and there from\nthe cement content increases. Excellent concrete is made by using crushed stone but the\nparticles should be roughly cubical or spherical in shape. Natural rounded aggregates having\na smooth surface are better from the point of view of workability, but their bond with mortar\nmay be weaker and are likely to produce concrete of lower flexural strength.\nThe maximum size of aggregate governs the strength and workability of the concrete. For a\nlean mix, a larger maximum size of aggregate gives better results, because for a given volume\nof aggregate, the total surface area is less. Depending on the maximum size of aggregate, the\ncement content for a specific strength is altered because at the same water-cement ratio different\nranges of strength are possible for different sizes of aggregate. However, for a mix of high\ncompressive strength a smaller maximum size of aggregate is preferable, and it is just not\neconomically possible to make concretes of 28-days compressive strengths exceeding 40 N/\nmm2 using 40-mm aggregate.\nA statement of fact valid for all mix design is: The smaller the maximum size of aggregate the\ngreater the proportion of fine aggregate needed for concretes of identical cement contents and workability.\nAlso, the lower the cement content of the mix, and/or the more angular the coarse aggregate,\nthe greater is the proportion of the fine aggregate required.\n\n[TABLES]\n[[{\"0\": \"\", \"1\": \"(cid:15)(cid:16)(cid:6)(cid:17)(cid:13)(cid:12)(cid:11)(cid:12)(cid:8)(cid:9)(cid:3)(cid:18)(cid:8)(cid:19)(cid:12)(cid:14)(cid:3)(cid:7)(cid:6)\", \"2\": \"(cid:1)(cid:5)(cid:1)\"}, {\"0\": \"IS:12269–1987 (53 grade OPC), IS:12230–1988 (Sulphate resisting cement), IS:1489-1976 (Portland\", \"1\": \"\", \"2\": \"\"}, {\"0\": \"Puzzolana  cement),  IS:455–1976  (Portland  slag  cement).  All  types  of  Portland  cements  are\", \"1\": \"\", \"2\": \"\"}, {\"0\": \"interchangeable for mix design, and the most commonly used ones are OPC, PPC, PSC, and\", \"1\": \"\", \"2\": \"\"}, {\"0\": \"SRC.\", \"1\": \"\", \"2\": \"\"}, {\"0\": \"\", \"1\": \"After water is added to the cement hydration occurs and continues as long as the relative\", \"2\": \"\"}, {\"0\": \"humidity in the pores is above 85 per cent and sufficient water is available for the chemical\", \"1\": \"\", \"2\": \"\"}, {\"0\": \"reactions. On an average, 1 g of cement requires 0.253 g of water for complete hydration. As\", \"1\": \"\", \"2\": \"\"}, {\"0\": \"hydration proceeds, the ingress of water by diffusion through the deposit of hydration products\", \"1\": \"\", \"2\": \"\"}, {\"0\": \"around the original cement grain becomes more and more difficult, and the rate of hydration\", \"1\": \"\", \"2\": \"\"}, {\"0\": \"continuously  decreases.  In  mature  paste,  the  particles  of  calcium-silicate  hydrates  form  an\", \"1\": \"\", \"2\": \"\"}, {\"0\": \"interlocking network which is a ‘gel’ having a specific surface of about 200 m2/g. This gel is\", \"1\": \"\", \"2\": \"\"}, {\"0\": \"\", \"1\": \"poorly crystalline, almost amorphous, and appears as randomly oriented layers of thin sheets\", \"2\": \"\"}, {\"0\": \"\", \"1\": \"or buckled ribbon. The gel is the heart of the concrete and is a porous mass. The interstitial\", \"2\": \"\"}, {\"0\": \"\", \"1\": \"spaces in the gel are called ‘gel pores’. The strength giving properties and phenomena, such as\", \"2\": \"\"}, {\"0\": \"\", \"1\": \"creep and shrinkage are due to the porous structure of the gel, and the strength is due to the\", \"2\": \"\"}, {\"0\": \"bond afforded by the enormous surface area.\", \"1\": \"\", \"2\": \"\"}, {\"0\": \"(cid:6)(cid:7)(cid:7)(cid:8)(cid:2)(cid:7)(cid:9)(cid:5)(cid:2)\", \"1\": \"\", \"2\": \"\"}, {\"0\": \"The  size  of  the  aggregate,  particle  shape,  colour,  surface  texture,  density  (heavyweight  or\", \"1\": \"\", \"2\": \"\"}, {\"0\": \"lightweight), impurities, all of which have an influence on the durability of concrete, should\", \"1\": \"\", \"2\": \"\"}, {\"0\": \"conform to IS: 383–1970.\", \"1\": \"\", \"2\": \"\"}, {\"0\": \"\", \"1\": \"During the process of hydration the products of hydration completely surround and bind\", \"2\": \"\"}, {\"0\": \"together the aggregate particles in a solid hardened mass. Aggregates constitute nearly 70–75\", \"1\": \"\", \"2\": \"\"}, {\"0\": \"per cent of the total volume of concrete. The strength of concrete is governed by the weakest\", \"1\": \"\", \"2\": \"\"}, {\"0\": \"element, be it the cement paste, the aggregate or the interface of the aggregate-cement paste.\", \"1\": \"\", \"2\": \"\"}, {\"0\": \"Strong aggregates are also more sound and durable in aggressive environments. The strength\", \"1\": \"\", \"2\": \"\"}, {\"0\": \"at the aggregate mortar interface is perhaps more critical, hence the shape, size and texture of\", \"1\": \"\", \"2\": \"\"}, {\"0\": \"the coarse aggregate is important. The aggregate should be clean, hard, strong, and durable,\", \"1\": \"\", \"2\": \"\"}, {\"0\": \"free from chemicals or coatings of clay or other fine material that can affect the bond with the\", \"1\": \"\", \"2\": \"\"}, {\"0\": \"cement paste.\", \"1\": \"\", \"2\": \"\"}, {\"0\": \"\", \"1\": \"Very sharp and rough aggregate particles or flat and elongated particles require more fine\", \"2\": \"\"}, {\"0\": \"material to produce a workable concrete. Accordingly the water requirement and there from\", \"1\": \"\", \"2\": \"\"}, {\"0\": \"the  cement  content  increases.  Excellent  concrete  is  made  by  using  crushed  stone  but  the\", \"1\": \"\", \"2\": \"\"}, {\"0\": \"particles should be roughly cubical or spherical in shape. Natural rounded aggregates having\", \"1\": \"\", \"2\": \"\"}, {\"0\": \"a smooth surface are better from the point of view of workability, but their bond with mortar\", \"1\": \"\", \"2\": \"\"}, {\"0\": \"may be weaker and are likely to produce concrete of lower flexural strength.\", \"1\": \"\", \"2\": \"\"}, {\"0\": \"\", \"1\": \"The maximum size of aggregate governs the strength and workability of the concrete. For a\", \"2\": \"\"}, {\"0\": \"lean mix, a larger maximum size of aggregate gives better results, because for a given volume\", \"1\": \"\", \"2\": \"\"}, {\"0\": \"of aggregate, the total surface area is less. Depending on the maximum size of aggregate, the\", \"1\": \"\", \"2\": \"\"}, {\"0\": \"cement content for a specific strength is altered because at the same water-cement ratio different\", \"1\": \"\", \"2\": \"\"}, {\"0\": \"ranges  of  strength  are  possible  for  different  sizes  of  aggregate.  However,  for  a  mix  of  high\", \"1\": \"\", \"2\": \"\"}, {\"0\": \"compressive  strength  a  smaller  maximum  size  of  aggregate  is  preferable,  and  it  is  just  not\", \"1\": \"\", \"2\": \"\"}, {\"0\": \"economically possible to make concretes of 28-days compressive strengths exceeding 40 N/\", \"1\": \"\", \"2\": \"\"}, {\"0\": \"mm2 using 40-mm aggregate.\", \"1\": \"\", \"2\": \"\"}, {\"0\": \"\", \"1\": \"A statement of fact valid for all mix design is: The smaller the maximum size of aggregate the\", \"2\": \"\"}, {\"0\": \"\", \"1\": \"greater the proportion of fine aggregate needed for concretes of identical cement contents and workability.\", \"2\": \"\"}, {\"0\": \"\", \"1\": \"Also, the lower the cement content of the mix, and/or the more angular the coarse aggregate,\", \"2\": \"\"}, {\"0\": \"the greater is the proportion of the fine aggregate required.\", \"1\": \"\", \"2\": \"\"}]]", "page_type": "mixed", "image": "Building Materials & Construction Pl_81fb26b0_p0332.png"}
{"pdf_file": "Building Materials & Construction Planning Textbook free  ( PDFDrive ).pdf", "page_num": 334, "prompt": "Analyze this page with diagrams, tables, formulas, calculations, and explanations.", "response": "[NATIVE TEXT]\n\u000f\u0010\u0006\u0011\r\f\u000b\f\b\t\u0003\u0012\b\u0013\f\u000e\u0003\u0007\u0006\n\u0001\u00054\nThe relative proportions of coarse to fine aggregate, and their distribution into different size\nfractions are given by sieve analysis, and plotted as grading curves. Depending upon the\nmaximum size of aggregate, the workability required, the concentration of reinforcement, the\ncross-section of the member, etc. standard ‘ideal’ combined grading curves specifying limits of\nsize fractions have been prepared by the Road Research Laboratory (RRL), UK and are\nreproduced from Road Note No 4, Design of Concrete Mixes. These curves have been prepared for\naggregates of 40 mm and 20 mm maximum size and are widely used as a guide to select\ngrading for aggregates to obtain a uniform and cohesive mix without segregation, Figs. 11.3\nand 11.4 respectively. Similar curves for aggregate of maximum size 10 mm have been prepared\nby McIntosh and Entroy, Fig 11.5.\nFor preparing a mix design of desired workability, attempts should be made to proportion\ncoarse and fine aggregates of different grading in such a ratio as to obtain the combined\ngrading conforming to the grading zones as shown in Figs 11.3, 11.4 and 11.5. In general all size\nfraction of both types of aggregate should be present in the desired proportions. For example\nexperience has shown that excess of fine sand results in higher water and cement contents\nwhile excess of coarse sand gives harsh unworkable mixes. For leaner mixes or when small size\n\u0006\u0007\b\t\n\u0005\u0005\t\u0001\n5\u0011\u0013\u0015\u0007\u000e\b\n\u0019\u0018\u0011\u0017\f\u0010\n\u001c\u001a\u0011\n2\u0002\u001f\r\r\n\r\u0013&\u0007\r\u0018\r\n\u0010\u00071\f\n\u001a\u001c\n\u0013\b\b\u0011\f\b\u0013\u000f\f\n\u0006\u0007\b\t\n\u0005\u0005\t2\n5\u0011\u0013\u0015\u0007\u000e\b\n\u0019\u0018\u0011\u0017\f\u0010\n\u001c\u001a\u0011\n\u001b\u0002\u001f\r\r\n\r\u0013&\u0007\r\u0018\r\n\u0010\u00071\f\n\u001a\u001c\n\u0013\b\b\u0011\f\b\u0013\u000f\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\": \"\"}, {\"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\": \"\"}, {\"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\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"\", \"3\": \"\", \"4\": \"\", \"5\": \"\", \"6\": \"\", \"7\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"\", \"3\": \"\", \"4\": \"\", \"5\": \"\", \"6\": \"\", \"7\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"\", \"3\": \"\", \"4\": \"\", \"5\": \"\", \"6\": \"\", \"7\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"\", \"3\": \"\", \"4\": \"\", \"5\": \"\", \"6\": \"\", \"7\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"\", \"3\": \"\", \"4\": \"\", \"5\": \"\", \"6\": \"\", \"7\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"\", \"3\": \"\", \"4\": \"\", \"5\": \"\", \"6\": \"\", \"7\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"\", \"3\": \"\", \"4\": \"\", \"5\": \"\", \"6\": \"\", \"7\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"\", \"3\": \"\", \"4\": \"\", \"5\": \"\", \"6\": \"\", \"7\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"\", \"3\": \"\", \"4\": \"\", \"5\": \"\", \"6\": \"\", \"7\": \"\"}], [{\"\": \"\"}, {\"\": \"\"}, {\"\": \"\"}, {\"\": \"\"}, {\"\": \"\"}, {\"\": \"\"}, {\"\": \"\"}, {\"\": \"\"}], [{\"\": \"\"}, {\"\": \"\"}, {\"\": \"\"}, {\"\": \"\"}, {\"\": \"\"}, {\"\": \"\"}, {\"\": \"\"}]]", "page_type": "mixed", "image": "Building Materials & Construction Pl_81fb26b0_p0334.png"}
{"pdf_file": "Building Materials & Construction Planning Textbook free  ( PDFDrive ).pdf", "page_num": 344, "prompt": "Analyze this page with diagrams, tables, formulas, calculations, and explanations.", "response": "[NATIVE TEXT]\n\u000f\u0010\u0006\u0011\r\f\u000b\f\b\t\u0003\u0012\b\u0013\f\u000e\u0003\u0007\u0006\n\u0001\u001b4\n\u0018\u0002\u0003\r\u0003\u0007\u0016\u0006\u0007\u0018\u000b\u0004\u0013\u0019\u0007\u001a\u0004\u001b\u0002\u0003\nThe tests to be conducted on trial mixes are:\n(i) slump and/or Vee-Bee test\n(ii) determination of unit weight, kg/m3, of fresh concrete, and\n(iii) making and curing of test cubes for the compression test.\nBased on the results of the tests some adjustments are then required to be made to the mix\nproportions. For workability, an experienced technologist can adjust the water content by\ninspection if the workability falls outside the specified range. Initially, it would be prudent to\nwithout a small quantity of the mixing water until the technologist has visually satisfied\nhimself that more water is definitely required to obtain the desired workability. If, however, at\nthe designed water content the workability of the trial mix seems lower than that required,\nadditional water should be added to achieve the required workability. When the mixing and\nworkability measurements are completed a change of water content may still be required,\neither for use in the field mix or for a further trial mix which may be estimated from various\nprocedures prescribed in different mix design methods. When measuring workability, the\nconcrete should also be subjectively assessed for its other rheological properties, which may\nrequire a change in the relative aggregate properties.\nThe density of fresh concrete should be measured and the resultant value compared with the\ndensity value, kg/m3, employed in mix design. If there is an appreciable difference, the\nconstituent contents in kg/m3 and the unit proportions of the trial mix will differ from those\ngiven in the initial mix design. The initial design values should then be corrected by the ratio\nof measured density to assumed density so as to obtain the actual weights in kg/m3 of the trial\nmix.\nThe strength test results should become available for comparison with the design strength\nand an adjustment made, if required, to the water-cement ratio obtained from the curves given\nin Fig 11.2. Minor adjustments may be made to the mix proportion for use in field mixes\nwithout preparing further trial mixes. Nevertheless if large adjustments have to be made to the\nwater-cement ratio it would be advisable to prepare a second trial mix adopting the revised\nproportions and recalculated batch weights based on the updated value for density of the mix.\nWith a view to avoid delay in making a second trial mix it may be more expedient to make two\nor more trial mixes initially using the same water content but with different water-cement\nratio. This has been explained earlier.\n\u0001\u0001\u0002\u001a \u0003\u000f\u0010\u0012\u000e\u0005\u0016\u0007\b\u0010\u0007\u0011\u0010\u0012\u0003\u0013\u0010\b\u000e\u000f\u0003\u0014\u0004\nThis method, now widely used in the country, is recommended for designing mixes for general\ntypes of construction, using the ingredients of concrete normally available. The design is\ncarried out for a specified compressive strength and workability of concrete using continuously\ngraded aggregates. The method can be used for both, reinforced and prestressed concretes. The\nmethod is not to be used for the design of mixes for flexural strength, or when gap graded\n(not continuously graded) aggregates, or when puzzolana, or admixtures are used.\nThe basic assumption made in the IS method is that the compressive strength of concrete is\nbased on the water-cement ratio of the concrete mix. Further, for a given type, shape, size and\ngrading of aggregates, the amount of water determines the workability for normal concretes.\n\n[TABLES]\n[[{\"0\": \"\", \"1\": \"\", \"2\": \"(cid:15)(cid:16)(cid:6)(cid:17)(cid:13)(cid:12)(cid:11)(cid:12)(cid:8)(cid:9)(cid:3)(cid:18)(cid:8)(cid:19)(cid:12)(cid:14)(cid:3)(cid:7)(cid:6)\", \"3\": \"(cid:1)(cid:27)4\"}, {\"0\": \"(cid:24)(cid:2)(cid:3)(cid:13)(cid:3)(cid:7)(cid:22)(cid:6)(cid:7)(cid:24)(cid:11)(cid:4)(cid:19)(cid:25)(cid:7)(cid:26)(cid:4)(cid:27)(cid:2)(cid:3)\", \"1\": \"\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"The tests to be conducted on trial mixes are:\", \"1\": \"\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"(i)\", \"1\": \"slump and/or Vee-Bee test\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"(ii) determination of unit weight, kg/m3, of fresh concrete, and\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"(iii) making and curing of test cubes for the compression test.\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"Based on the results of the tests some adjustments are then required to be made to the mix\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"proportions.  For  workability,  an  experienced  technologist  can  adjust  the  water  content  by\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"inspection if the workability falls outside the specified range. Initially, it would be prudent to\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"without  a  small  quantity  of  the  mixing  water  until  the  technologist  has  visually  satisfied\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"himself that more water is definitely required to obtain the desired workability. If, however, at\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"the designed water content the workability of the trial mix seems lower than that required,\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"additional water should be added to achieve the required workability. When the mixing and\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"workability  measurements  are  completed  a  change  of  water  content  may  still  be  required,\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"either for use in the field mix or for a further trial mix which may be estimated from various\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"procedures  prescribed  in  different  mix  design  methods.  When  measuring  workability,  the\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"concrete should also be subjectively assessed for its other rheological properties, which may\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"require a change in the relative aggregate properties.\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"The density of fresh concrete should be measured and the resultant value compared with the\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"density  value,  kg/m3,  employed  in  mix  design.  If  there  is  an  appreciable  difference,  the\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"constituent contents in kg/m3 and the unit proportions of the trial mix will differ from those\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"given in the initial mix design. The initial design values should then be corrected by the ratio\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"of measured density to assumed density so as to obtain the actual weights in kg/m3 of the trial\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"mix.\", \"1\": \"\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"The strength test results should become available for comparison with the design strength\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"and an adjustment made, if required, to the water-cement ratio obtained from the curves given\", \"1\": \"\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"in  Fig  11.2.  Minor  adjustments  may  be  made  to  the  mix  proportion  for  use  in  field  mixes\", \"1\": \"\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"without preparing further trial mixes. Nevertheless if large adjustments have to be made to the\", \"1\": \"\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"water-cement ratio it would be advisable to prepare a second trial mix adopting the revised\", \"1\": \"\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"proportions and recalculated batch weights based on the updated value for density of the mix.\", \"1\": \"\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"With a view to avoid delay in making a second trial mix it may be more expedient to make two\", \"1\": \"\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"or  more  trial  mixes  initially  using  the  same  water  content  but  with  different  water-cement\", \"1\": \"\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"ratio. This has been explained earlier.\", \"1\": \"\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"(cid:1)(cid:1)(cid:2)(cid:26) (cid:3)(cid:15)(cid:16)(cid:18)(cid:14)(cid:5)(cid:22)(cid:7)(cid:8)(cid:16)(cid:7)(cid:17)(cid:16)(cid:18)(cid:3)(cid:19)(cid:16)(cid:8)(cid:14)(cid:15)(cid:3)(cid:20)(cid:4)\", \"1\": \"\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"This method, now widely used in the country, is recommended for designing mixes for general\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"types  of  construction,  using  the  ingredients  of  concrete  normally  available.  The  design  is\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"carried out for a specified compressive strength and workability of concrete using continuously\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"graded aggregates. The method can be used for both, reinforced and prestressed concretes. The\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"method is not to be used for the design of mixes for flexural strength, or when gap graded\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"(not continuously graded) aggregates, or when puzzolana, or admixtures are used.\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"The basic assumption made in the IS method is that the compressive strength of concrete is\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"based on the water-cement ratio of the concrete mix. Further, for a given type, shape, size and\", \"2\": \"\", \"3\": \"\"}, {\"0\": \"\", \"1\": \"grading of aggregates, the amount of water determines the workability for normal concretes.\", \"2\": \"\", \"3\": \"\"}]]", "page_type": "mixed", "image": "Building Materials & Construction Pl_81fb26b0_p0344.png"}
{"pdf_file": "Building Materials & Construction Planning Textbook free  ( PDFDrive ).pdf", "page_num": 355, "prompt": "Analyze this page with diagrams, tables, formulas, calculations, and explanations.", "response": "[NATIVE TEXT]\n\u0001\u0001\u001d\n\u0001\u0002\u0003\u0004\u0005\u0003\u0006\u0007\b\t\n\u000b\f\r\u0003\n\u0004\u000e\n(iii) Decrease in the value of water-\ncement ratio by\nnil\n(0.50–0.40) = 0.10\noverall adjustment\n+1.5 per cent\n–3.5 per cent\nThus after incorporating the above adjustments the sand content = 35–3.5 = 31.5\nand the water content = 186 + 1.5 × 186\n100  = 188.8 lit.\nStep 4: Determination of cement contents:\nWater-cement ratio\n= 0.40\nQuantity of water after adjustment = 188.8 liters\nTherefore, cement content\n= 188.8\n0.40  = 472 kg\nThis cement content has now to be checked against the minimum cement content required\nfor mild exposure condition in reinforced concrete. The minimum cement content specified in\nTable 11.1 is 320 kg/m3 from durability considerations. Therefore the value of 472 kg/m3 is\nacceptable.\nStep 5: Now quantities of coarse and fine aggregates are worked out per m3 of concrete as\ngiven below.\nVolume of concrete = 1– 0.02 (entrapped air)\n= 0.98 m3\n= 980 litres.\n980 = \n\u0002\n\u0002\n\u0001\n472\n188.8\n3.15\n0.315\n2.66\naf\nfa = 537.39 kg\nSimilarly,\n980 = \n\u0005\n\u0005\n\u0003\n\u0004\n472\n188.8\n3.15\n(1\n0.315)\n2.72\na\nC\nCa = 1195 kg\nTherefore, the mix proportion becomes:\nCement\nWater\nSand\nCoarse aggregate\n472\n188.8\n537.39\n1195\nor 1\n0.40\n1.138\n2.531\nAdjustments required for water absorption:\nWater absorbed by coarse aggregates\n= \n\u0001\n\u0003\n1195\n0.5\n5.98 lit\n100\n0.10\n0.05  ×(1) = 2.0\n\n[TABLES]\n[[{\"0\": \"(cid:1)(cid:2)(cid:3)(cid:4)(cid:5)(cid:3)(cid:6)(cid:7)(cid:8)(cid:9)(cid:10)(cid:11)(cid:12)(cid:13)(cid:3)(cid:10)(cid:4)(cid:14)\", \"1\": \"\", \"2\": \"\"}, {\"0\": \"(iii) Decrease in the value of water-\", \"1\": \"\", \"2\": \"0.10\"}, {\"0\": \"cement ratio by\", \"1\": \"nil\", \"2\": \"×(1) = 2.00.05\"}, {\"0\": \"(0.50–0.40) = 0.10\", \"1\": \"\", \"2\": \"\"}, {\"0\": \"overall adjustment\", \"1\": \"+1.5 per cent\", \"2\": \"–3.5 per cent\"}, {\"0\": \"\", \"1\": \"Thus after incorporating the above adjustments the sand content = 35–3.5 = 31.5\", \"2\": \"\"}, {\"0\": \"and the water content = 186 + 1.5 ×\", \"1\": \"186 = 188.8 lit.\", \"2\": \"\"}, {\"0\": \"\", \"1\": \"100\", \"2\": \"\"}], [{\"0\": \"\", \"1\": \"Thus after incorporating the above adjustments the sand content = 35–3.5 = 31.5\", \"2\": \"\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"\", \"1\": \"and the water content = 186 + 1.5 ×\", \"2\": \"\", \"3\": \"186 = 188.8 lit.\", \"4\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"\", \"3\": \"100\", \"4\": \"\"}, {\"0\": \"\", \"1\": \"Step 4: Determination of cement contents:\", \"2\": \"\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"Water-cement ratio\", \"1\": \"\", \"2\": \"= 0.40\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"\", \"1\": \"Quantity of water after adjustment = 188.8 liters\", \"2\": \"\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"Therefore, cement content\", \"1\": \"\", \"2\": \"=\", \"3\": \"188.8 = 472 kg\", \"4\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"\", \"3\": \"0.40\", \"4\": \"\"}, {\"0\": \"\", \"1\": \"This cement content has now to be checked against the minimum cement content required\", \"2\": \"\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"for mild exposure condition in reinforced concrete. The minimum cement content specified in\", \"1\": \"\", \"2\": \"\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"Table 11.1 is 320 kg/m3 from durability considerations. Therefore the value of 472 kg/m3 is\", \"1\": \"\", \"2\": \"\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"acceptable.\", \"1\": \"\", \"2\": \"\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"\", \"1\": \"Step 5: Now quantities of coarse and fine aggregates are worked out per m3 of concrete as\", \"2\": \"\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"given below.\", \"1\": \"\", \"2\": \"\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"\", \"1\": \"Volume of concrete = 1– 0.02 (entrapped air)\", \"2\": \"\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"= 0.98 m3\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"= 980 litres.\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"\", \"1\": \"980 = 188.8\", \"2\": \"(cid:2)\", \"3\": \"472af(cid:2)\", \"4\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"\", \"3\": \"(cid:1)3.150.3152.66\", \"4\": \"\"}, {\"0\": \"\", \"1\": \"fa = 537.39 kg\", \"2\": \"\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"Similarly,\", \"1\": \"\", \"2\": \"\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"\", \"1\": \"188.8980 =\", \"2\": \"(cid:5)\", \"3\": \"472aC(cid:5)\", \"4\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"\", \"3\": \"(cid:3)(cid:4)3.15(10.315)\", \"4\": \"2.72\"}, {\"0\": \"\", \"1\": \"Ca = 1195 kg\", \"2\": \"\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"\", \"1\": \"Therefore, the mix proportion becomes:\", \"2\": \"\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"CementWater\", \"1\": \"Sand\", \"2\": \"\", \"3\": \"Coarse aggregate\", \"4\": \"\"}, {\"0\": \"472188.8\", \"1\": \"537.39\", \"2\": \"\", \"3\": \"1195\", \"4\": \"\"}, {\"0\": \"or 10.40\", \"1\": \"1.138\", \"2\": \"\", \"3\": \"2.531\", \"4\": \"\"}, {\"0\": \"\", \"1\": \"Adjustments required for water absorption:\", \"2\": \"\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"\", \"1\": \"Water absorbed by coarse aggregates\", \"2\": \"\", \"3\": \"\", \"4\": \"\"}, {\"0\": \"\", \"1\": \"\", \"2\": \"(cid:1)\", \"3\": \"\", \"4\": \"\"}]]\n\n[FORMULAS]\n.5 = 31; (1) = 2", "page_type": "mixed", "image": "Building Materials & Construction Pl_81fb26b0_p0355.png"}
{"pdf_file": "Building Materials & Construction Planning Textbook free  ( PDFDrive ).pdf", "page_num": 392, "prompt": "Analyze this page with diagrams, tables, formulas, calculations, and explanations.", "response": "[OCR TEXT]\nFerrous Metals 373\n\ncoat of read lead and then applying a coat of enamel or aluminum paint. For the use of iron\nor steel in substructures instead of enamel paint coal tar is applied on its surface. In electroplating\nsome metal coating such as chromium, nickel or zinc is applied on the surface of iron.\n\n13.11 TENSILE TESTING OF STEEL SECTIONS (IS: 1608)\n\nTensile tests are used to determine the elastic modulus, yield and tensile strength, elongation,\nstrain hardening rate, poisson’s ratio and many other mechanical properties of a material. This\ntest is conducted on a test piece whose cross-section may be circular, square, rectangular or of\nsome chosen form. For test pieces in rectangular shape the width to thickness ratio should be\nless than 8:1. The test piece is strained by a tensile stress, in general to fracture, to determine the\nmaximum stresses that can be sustained by it. The dimensions of the test pieces circular and\nrectangular in cross-section are given in Table 13.4 and 13.5.\n\nTable 13.4 Dimensions of Circular Section Test Pieces\n\n \n\n \n\n \n\nCross-Sectional Area Diameter Gauge Length Minimum Parallel Minimum Transition\nSo d Lo Length Radius\nLe = 5.5d r\n(mm?) (mm) (mm) (mm) (mm)\n400 22.56 113 124 23.5\n200 15.96 80 88 15\n150 13.82 69 76 13\n100 11.28 56 62 10\n50 7.98 40 44 8\n25 5.64 28 31 5\n12.5 3.99 20 22 4\nNotes:\n\n(i) The gauge length is the part of the test specimen on which elongation is measured at any moment\nduring the test.\n(ii) Test pieces with diameters other than those given in this table may be used provided that the gauge\n\nlength L, = 5.65 /Sp\n\nTable 13.5 Dimensions of Rectangular Section Test Pieces (Non-Proportional)\n\n \n\n \n\n \n\nWidth Gauge Length Minimum Transition Radius Approximate Total Length\nb Lo r l,\n(mm) (mm) (mm) (mm)\n40 200 25 450\n20 200 25 375\n25 100 25 300\n12.5 50 25 200\n6 24 25 | 100\n3 12 25 50\nNotes:\n\n(i) Notwithstanding the above, test pieces having gauge length equal to 5.65 Vo are permitted.\n\n(ii) For any width from 3 to 25 mm a gauge length of 50 mm may be used, the total length being\nadjusted accordingly.\n\n(iii) A straight, parallel test piece without enlarged ends is permissible for any size.", "page_type": "diagram", "image": "Building Materials & Construction Pl_81fb26b0_p0392.png"}
{"pdf_file": "Building Materials & Construction Planning Textbook free  ( PDFDrive ).pdf", "page_num": 396, "prompt": "Analyze this page with diagrams, tables, formulas, calculations, and explanations.", "response": "[NATIVE TEXT]\n\u0001\u0002\u0003\u0003\u0004\u0005\u0006\u0007\b\u0002\t\n\u000b\u0006\n\u0001\u0003\u0003\nThe important reasons for alloy additions are:\n1. To increase the hardenability of steel. The steel in this group are usually heat treated by\nquenching and tempering, for it is only this way that the added expanse of the alloys can\nbe justified through the better combination of properties that is obtained.\n2. To strengthen the steel when it is to be used without special heat treatment. The steels\nthat fall in this category are designed specifically for constructional purposes.\n3. To confer some special property such as machinability, corrosion resistance wear resistance,\netc.\n\u0001\u0001\u0002\u0003\u0004\u0005\u0006\u0002\u0006\n1. (a) Name the ores required for making steel.\n(b) What is pig iron? Describe how it is manufactured from iron ore.\n(c) Describe briefly the manufacture of steel by open hearth process.\n2. (a) State the differences between mild steel, wrought iron, cast iron and cast steel.\n(b) Give the properties and uses of stainless steel and high carbon steel.\n(c) What are the different methods of castings? State their advantages and disadvantages?\n3. What is the effect of carbon, sulphur, phosphorus and silicon on\n(a) Steel\n(b) Cast iron\n(c) Wrought iron\n4. (a) Specify some important uses of cast iron, wrought iron and mild steel.\n(b) What are the factors controlling composition and quality of steel?\n(c) What is alloy? Describe the properties and uses of some of the steel alloys.\n5. (a) What is meant by cold short and red short irons?\n(b) What are the effects of different types of impurities in iron on its physical and mechanical\nproperties?\n(c) Briefly describe the defects of cast iron.\n6. What type of steel would you recommend in the following cases\n(a) Reinforcement in prestressed concrete and cement concrete\n(b) Cables of suspension bridge\n(c) Bridge girder\n(d) Spring\n(e) Hammer\n7. Write short notes on the following:\n(a) Puddling\n(b) Red shortness\n(c)Grey cast iron\n(d) Bessemer pig iron\n8. State the carbon contents and uses of the following metals:\n(a) Pig iron\n(b) Cast iron\n(c)Wrought iron\n(d) Low-carbon steel\n9. (a) Describe in detail about the reinforcing steel used in reinforced cement concrete.\n(b) Describe in detail testing of steel sections.\n(c)Write a note on rolled steel sections.\n10. (a) Defferentiate between mild steel rods and HYSD Bars.\n(b) Illustrate different market forms of rolled steel sections.\n11. (a) Enumerate the properties of hard steel and mild steel.\n(b) Describe the properties and uses of high tensile steel.\n12. Describe breefly corrosion of steel and measures adopted for its prevention.\n\n[TABLES]\n[[{\"0\": \"\", \"1\": \"etc.\"}, {\"0\": \"\", \"1\": \"(cid:1)(cid:1)(cid:2)(cid:3)(cid:4)(cid:5)(cid:6)(cid:2)(cid:6)\"}, {\"0\": \"1.\", \"1\": \"(a) Name the ores required for making steel.\"}, {\"0\": \"\", \"1\": \"(b) What is pig iron? Describe how it is manufactured from iron ore.\"}, {\"0\": \"\", \"1\": \"(c) Describe briefly the manufacture of steel by open hearth process.\"}, {\"0\": \"2.\", \"1\": \"(a)State the differences between mild steel, wrought iron, cast iron and cast steel.\"}, {\"0\": \"\", \"1\": \"(b) Give the properties and uses of stainless steel and high carbon steel.\"}, {\"0\": \"\", \"1\": \"(c) What are the different methods of castings? State their advantages and disadvantages?\"}, {\"0\": \"3. What is the effect of carbon, sulphur, phosphorus and silicon on\", \"1\": \"\"}, {\"0\": \"\", \"1\": \"(a)Steel(b) Cast iron(c) Wrought iron\"}, {\"0\": \"4.\", \"1\": \"(a)Specify some important uses of cast iron, wrought iron and mild steel.\"}, {\"0\": \"\", \"1\": \"(b) What are the factors controlling composition and quality of steel?\"}, {\"0\": \"\", \"1\": \"(c) What is alloy? Describe the properties and uses of some of the steel alloys.\"}, {\"0\": \"5.\", \"1\": \"(a) What is meant by cold short and red short irons?\"}, {\"0\": \"\", \"1\": \"(b) What are the effects of different types of impurities in iron on its physical and mechanical\"}, {\"0\": \"\", \"1\": \"properties?\"}, {\"0\": \"\", \"1\": \"(c) Briefly describe the defects of cast iron.\"}, {\"0\": \"6. What type of steel would you recommend in the following cases\", \"1\": \"\"}, {\"0\": \"\", \"1\": \"(a) Reinforcement in prestressed concrete and cement concrete\"}, {\"0\": \"\", \"1\": \"(b) Cables of suspension bridge(c) Bridge girder\"}, {\"0\": \"\", \"1\": \"(d) Spring(e) Hammer\"}, {\"0\": \"7. Write short notes on the following:\", \"1\": \"\"}, {\"0\": \"\", \"1\": \"(a) Puddling(b) Red shortness\"}, {\"0\": \"\", \"1\": \"(c)Grey cast iron(d) Bessemer pig iron\"}, {\"0\": \"8.\", \"1\": \"State the carbon contents and uses of the following metals:\"}, {\"0\": \"\", \"1\": \"(a) Pig iron(b) Cast iron\"}, {\"0\": \"\", \"1\": \"(c)Wrought iron(d) Low-carbon steel\"}, {\"0\": \"9.\", \"1\": \"(a) Describe in detail about the reinforcing steel used in reinforced cement concrete.\"}, {\"0\": \"\", \"1\": \"(b) Describe in detail testing of steel sections.\"}, {\"0\": \"\", \"1\": \"(c)Write a note on rolled steel sections.\"}, {\"0\": \"10.\", \"1\": \"(a) Defferentiate between mild steel rods and HYSD Bars.\"}, {\"0\": \"\", \"1\": \"(b)Illustrate different market forms of rolled steel sections.\"}, {\"0\": \"11.\", \"1\": \"(a) Enumerate the properties of hard steel and mild steel.\"}, {\"0\": \"\", \"1\": \"(b) Describe the properties and uses of high tensile steel.\"}, {\"0\": \"12. Describe breefly corrosion of steel and measures adopted for its prevention.\", \"1\": \"\"}]]", "page_type": "mixed", "image": "Building Materials & Construction Pl_81fb26b0_p0396.png"}
{"pdf_file": "Building Materials & Construction Planning Textbook free  ( PDFDrive ).pdf", "page_num": 412, "prompt": "Analyze this page with diagrams, tables, formulas, calculations, and explanations.", "response": "[NATIVE TEXT]\n\u000f\f\r\n\u0010\u0003\u0011\b\t\n\u000b\f\r\u0003\n\u0004\u000e\n\u0001\u0002\u0001\n\u0018\b\u0005\u001a\n\u0017\b\u0002\u0006\n\u000e\u000b \u0011\u0006\u0007\u0005\b\u0002\t\n\u0005\u0003\u0006\u000b\nare manufactured from graphite or coke. These have refractoriness\nabove 1700° C and are resistant to attack by molten slags.\n\u0011\u0012\t\u0013\u000e\u0012\b\u0005\u000e\u0004\nRefractories are capable of withstanding high temperatures, thermal shocks and rough usage.\nThe expansion and contraction of these materials is minimum. They are chemically inactive at\nhigh temperatures and are resistant to the fluxing action of slags and corrosive action of gases.\nRefractories are good thermal insulators and have low electrical conductivity.\n\u0001\u0002\u0003\u0015 \u0016\r\u000e\u000f\u000f\nGlass is an amorphous substance having homogeneous texture. It is a hard, brittle, transparent\nor translucent material. It is the most common material glazed into frames for doors, windows\nand curtain walls. The most common types used in building construction are sheet, plate,\nlaminated, insulating, tempered, wired and patterned glass. Most ordinary colourless glasses\nare alkali-lime silicate and alkali-lead silicate with tensile and compressive strengths of about\n30–60 N/mm2 and 700–1000N/mm2, respectively and modulus of elasticity in the range\n0.45 × 105 to 0.8 × 105 N/mm2. The strength is very much afftected by internal defects, cords\nand foreign intrusions. The main shortcoming of glass is its brittleness which depends on a\nnumber of factors, the chief one being the ratio of the modulus of elasticity of the material to its\ntensile strength.\n\u0001\t\n\u0004\b\u0005\b\u0014\u000e\n\b\u0004\nThe raw materials used in manufacturing glass are sand, lime (chalks) and soda or potash\nwhich are fused over 1000° C. Oxides of iron, lead and borax are added to modify hardness,\nbrilliance and colour. The functions of the various ingredients are as follows.\n\u0010\u0003\u000f\u0003\u0002\b\nis used in the form of pure quartz, crushed sandstone and pulverised flint; should be\nfree from iron contents for best quality glass. Since it melts at very high temperatures (1710° C)\ncarbonates of sodium or potassium are added to lower down the fusing temperature to about\n800° C. These also make liquid silica more viscous and workable.\n\u001b\u0003\u0012\u0006\nis used in the form of limestone, chalk or pure marble and sometimes marl. The addition\nof lime makes the glass fluid and suitable for blowing, drawing, rolling, pressing or spinning.\nIt also imparts durability and toughness to glass. Excess of lime makes the molten mass too thin\nfor fabrication.\n\u0010\n\u0004\b\nacts as an accelerator for the fusion of glass and an excess of it is harmful.\n\u001c\n\t\b\u000b\u0019\nrenders glass infusible and makes glass fire resistant.\n\u001b\u0006\b\u0004 \u001d\u001e\u0003\u0004\u0006\nimparts colour, brightness and shine. When 15–30% of it added to substitute lime\nit lowers the melting point, imparts good workability, while its transparency is lost with the\nglass becoming brittle and crystalline.\n\u0018\u000e\u000f\u000f\u0006\t\u000b\nare broken glasses added to act as a flux to prevent loss of alkali by volatisation\nduring the process of forming glass and also to lower the fusion temperature. However, flux\nmay reduce the resistance of glass to chemical attack, render it water-soluble or make it subject\n\n[TABLES]\n[[{\"0\": \"(cid:15)(cid:12)(cid:13)(cid:10)(cid:16)(cid:3)(cid:17)(cid:8)(cid:9)(cid:10)(cid:11)(cid:12)(cid:13)(cid:3)(cid:10)(cid:4)(cid:14)(cid:1)(cid:2)(cid:1)\"}, {\"0\": \"(cid:24)(cid:8)(cid:5)(cid:26)(cid:10)(cid:23)(cid:8)(cid:2)(cid:6)(cid:10)(cid:14)(cid:11) (cid:17)(cid:6)(cid:7)(cid:5)(cid:8)(cid:2)(cid:9)(cid:10)(cid:5)(cid:3)(cid:6)(cid:11)are manufactured from graphite or coke. These have refractoriness\"}, {\"0\": \"above 1700° C and are resistant to attack by molten slags.\"}, {\"0\": \"(cid:17)(cid:18)(cid:9)(cid:19)(cid:14)(cid:18)(cid:8)(cid:5)(cid:14)(cid:4)\"}, {\"0\": \"Refractories are capable of withstanding high temperatures, thermal shocks and rough usage.\"}, {\"0\": \"The expansion and contraction of these materials is minimum. They are chemically inactive at\"}, {\"0\": \"high temperatures and are resistant to the fluxing action of slags and corrosive action of gases.\"}, {\"0\": \"Refractories are good thermal insulators and have low electrical conductivity.\"}, {\"0\": \"(cid:1)(cid:2)(cid:3)(cid:21) (cid:22)(cid:13)(cid:14)(cid:15)(cid:15)\"}, {\"0\": \"Glass is an amorphous substance having homogeneous texture. It is a hard, brittle, transparent\"}, {\"0\": \"or translucent material. It is the most common material glazed into frames for doors, windows\"}, {\"0\": \"and  curtain  walls.  The  most  common  types  used  in  building  construction  are  sheet,  plate,\"}, {\"0\": \"laminated, insulating, tempered, wired and patterned glass. Most ordinary colourless glasses\"}, {\"0\": \"are alkali-lime silicate and alkali-lead silicate with tensile and compressive strengths of about\"}, {\"0\": \"30–60  N/mm2  and  700–1000N/mm2,  respectively  and  modulus  of  elasticity  in  the  range\"}, {\"0\": \"0.45 × 105 to 0.8 × 105 N/mm2. The strength is very much afftected by internal defects, cords\"}, {\"0\": \"and foreign intrusions. The main shortcoming of glass is its brittleness which depends on a\"}, {\"0\": \"number of factors, the chief one being the ratio of the modulus of elasticity of the material to its\"}, {\"0\": \"tensile strength.\"}, {\"0\": \"(cid:1)(cid:9)(cid:10)(cid:4)(cid:8)(cid:5)(cid:8)(cid:20)(cid:14)(cid:10)(cid:8)(cid:4)\"}, {\"0\": \"The  raw  materials  used  in  manufacturing  glass  are  sand,  lime  (chalks)  and  soda  or  potash\"}, {\"0\": \"which are fused over 1000° C. Oxides of iron, lead and borax are added to modify hardness,\"}, {\"0\": \"brilliance and colour. The functions of the various ingredients are as follows.\"}, {\"0\": \"(cid:16)(cid:3)(cid:15)(cid:3)(cid:2)(cid:8)is used in the form of pure quartz, crushed sandstone and pulverised flint; should be\"}, {\"0\": \"free from iron contents for best quality glass. Since it melts at very high temperatures (1710° C)\"}, {\"0\": \"carbonates of sodium or potassium are added to lower down the fusing temperature to about\"}, {\"0\": \"800° C. These also make liquid silica more viscous and workable.\"}, {\"0\": \"(cid:27)(cid:3)(cid:18)(cid:6)is used in the form of limestone, chalk or pure marble and sometimes marl. The addition\"}, {\"0\": \"of lime makes the glass fluid and suitable for blowing, drawing, rolling, pressing or spinning.\"}, {\"0\": \"It also imparts durability and toughness to glass. Excess of lime makes the molten mass too thin\"}, {\"0\": \"for fabrication.\"}, {\"0\": \"(cid:16)(cid:10)(cid:4)(cid:8)acts as an accelerator for the fusion of glass and an excess of it is harmful.\"}, {\"0\": \"(cid:28)(cid:10)(cid:9)(cid:8)(cid:11)(cid:25)renders glass infusible and makes glass fire resistant.\"}, {\"0\": \"(cid:27)(cid:6)(cid:8)(cid:4) (cid:29)(cid:30)(cid:3)(cid:4)(cid:6)imparts colour, brightness and shine. When 15–30% of it added to substitute lime\"}, {\"0\": \"it lowers the melting point, imparts good workability, while its transparency is lost with the\"}, {\"0\": \"glass becoming brittle and crystalline.\"}, {\"0\": \"(cid:24)(cid:14)(cid:15)(cid:15)(cid:6)(cid:9)(cid:11)are  broken  glasses  added  to  act  as  a  flux  to  prevent  loss  of  alkali  by  volatisation\"}, {\"0\": \"during the process of forming glass and also to lower the fusion temperature. However, flux\"}, {\"0\": \"may reduce the resistance of glass to chemical attack, render it water-soluble or make it subject\"}]]", "page_type": "mixed", "image": "Building Materials & Construction Pl_81fb26b0_p0412.png"}