diff --git a/data/processed/standards.json b/data/processed/standards.json index dc3c681..046b90e 100644 --- a/data/processed/standards.json +++ b/data/processed/standards.json @@ -6,17 +6,17 @@ "summary": "Requirements for aggregates, crushed or uncrushed, derived from natural sources for use in the production of structural concrete including mass concrete works.", "keywords": [ "aggregates", - "grading", - "sand", - "micron", "concrete", - "organic", - "fine" + "grading", + "aggregate", + "zone", + "passing", + "micron" ], "key_sections": { - "Scope": "Requirements of naturally occurring sands, crushed stone sands and crushed gravel sands used in mortars for construction of masonry. 2. Requirements 2.1General — The sand shall be hard, durable, clean and free from adherent coatings and organic matter and shall not contain the amount of clay, silt and fine dust more than specified in 2.3 (a). 2.2Deleterious Material — The sand shall not contain any harmful impurities such as iron pyrites, alkalis, salts, coal or other organic impurities, mica, shale or similar laminated materials, soft fragments, sea shells in such form or in such quantities as to affect adversely the hardening, strength or durability of the mortar. 2.3Limits of Deleterious Material — The maximum quantities of clay, fine silt, fine dust and organic impurities in the sand s" + "Scope": "Requirements for aggregates, crushed or uncrushed, derived from natural sources for use in the production of structural concrete including mass concrete works. 2. Requirements 2.1 Aggregates shall consist of naturally occurring stones, gravel and sand, and shall be hard, strong, dense, durable, clear and free from veins, adherent coating and injurious amounts of disintegrated pieces and deleterious substances. 2.2 Deleterious Materials — Aggregates shall not contain harmful materials, such as pyrites, laminated material, alkali, seashells, and organic impurities and those which may attack the reinforcement, in excess of the limits given in Table 1 of the standard. Aggargates shall not be chemically reactive with alkalis of cement. 2.3 Aggregate crushing value shall not exceed 30 percent fo" }, - "content": "IS 383: 1970 Coarse And Fine Aggregates From Natural Sources For Concrete\n(Second Revision)\n1.\nScope — Requirements for aggregates, crushed or uncrushed, derived from natural sources for use in\nthe production of structural concrete including mass concrete works.\n2.\nRequirements\n2.1 Aggregates shall consist of naturally occurring\nstones, gravel and sand, and shall be hard, strong, dense, durable, clear and free from veins, adherent\ncoating and injurious amounts of disintegrated pieces and deleterious substances.\n2.2 Deleterious Materials — Aggregates shall not\ncontain harmful materials, such as pyrites, laminated material, alkali, seashells, and organic impurities and\nthose which may attack the reinforcement, in excess of the limits given in Table 1 of the standard.\nAggargates shall not be chemically reactive with alkalis of cement.\n2.3 Aggregate crushing value shall not exceed 30\npercent for concrete for wearing surfaces (such as runways and roads) and 45 percent for other concrete.\n2.4 Aggregate impact value (alternative to 2.3) shall\nnot exceed 30 percent by weight for concrere for wearing surface and 45 percent by weight for other concrete.\n2.5 Aggregate abrasion value shall not exceed 30\npercent for concrete for wearing surfaces and 50 percent for other concrete.\n2.6 Soundness (for concrete liable to be exposed to\nfrost action) — Coarse and fine aggregates shall pass a sodium or magnesium sulphate accelerated soundness\ntest specified in IS : 2386 (Part V) 1963, for concrete liable to be exposed to the action of frost.\n3.\nSize and Grading\n3.1 Single–Sized and Graded Coarse Aggregates–\nShall be supplied in normal sizes given in the following table:\nIS Sieve\nPercentage Passing for Single-Sized Percentage Passing for Graded\nDesignation\nAggregate of Nominal Size Aggregate of Nominal Size\n63 mm\n40 mm\n20 mm\n16 mm\n12.5 mm\n10 mm\n40 mm\n20 mm 16 mm\n12.5 mm\n80 mm\n100\n-\n-\n-\n-\n-\n100\n-\n-\n-\n63 mm\n85 to 100\n100\n-\n-\n-\n-\n-\n-\n-\n-\n40 mm\n0 to 30\n85 to 100\n100\n-\n-\n-\n95 to 100\n100\n-\n-\n20 mm\n0 to 5\n0 to 20\n85 to 100\n100\n-\n-\n30 to 70 95 to 100\n100\n100\n16 mm\n-\n-\n-\n85 to 100\n100\n-\n-\n- 90 to 100\n-\n12.5 mm\n-\n-\n-\n-\n85 to 100\n100\n-\n-\n- 90 to 100\n10 mm\n0 to 5\n0 to 5\n0 to 20\n0 to 30\n0 to 45\n85 to 100\n10 to 35\n25 to 55\n30 to 70\n40 to 85\n4.75 mm\n-\n-\n0 to 5\n0 to 5\n0 to 10\n0 to 20\n0 to 5 o to 10\n0 to 10\n0 to 10\n2.36 mm\n-\n-\n-\n-\n-\n0 to 5\n-\n-\n-\n- 3.2 Coarse Aggregates for Mass Concrete – Shall be in sizes specified in the following table.\nClass and Size\nIS Sieve Designation\nPercentage Passing\nVery large, 160-80 mm\n160 mm\n90-100\n80 mm\n0-10\nLarge, 80-40 mm\n80 mm\n90-100\n40 mm\n0-10\nMedium, 40-20 mm\n40 mm\n90-100\n20 mm\n0-10\nSmall, 20-4.75 mm\n20 mm\n90-100\n4.75 mm\n0-10\n2.36 mm\n0-2\n3.3 Fine Aggregates – Grading in zones I to IV shall be within the follwoing limits: IS Sieve\nPercentage Passing for Designation\nGrading\nGrading\nGrading\nGrading\nZone I\nZone II\nZone III\nZone IV\n10 mm\n100\n100\n100\n100\n4.75 mm\n90-100\n90-100\n90-100\n95-100\n2.36 mm\n60-95\n75-100\n85-100\n95-100\n1.18 mm\n30-70\n55-90\n75-100\n90-100\n600 micron\n15-34\n35-59\n60-79\n80-100\n300 micron\n5-20\n8-30\n12-40\n15-50\n150 micron\n0-10\n0-10\n0-10\n0-15\n3.4 All-in Aggregates – When available, grading shall be according to the following table:\nIS Sieve Designation\nPercentage Passing for All in\nAggregate of Nominal Size\n40 mm\n20 mm\n80 mm\n100\n—\n40 mm\n95-100\n10\n20 mm\n45-75\n95-100\n4.75 mm\n25-45\n30-50\n600 micron\n8-30\n10-35\n150 micron\n0-6\n0-6\nNote 1 —\nFor methods of tests, refer to all parts of IS : 2386 Methods of test for aggregates for concrete:\nNote 2 —\nDescription and physical characteristics of aggregates for concrete is given in Appendix C of the standard.\nFor detailed information, refer to IS 383:1970 Specification for coarse and fine aggregates from natural sources for concrete (second revision). Note — For methods of tests, refer to IS 2386 Methods of test for aggregates for concrete Part 1:1963 Particle size and shape;\nPart 2 : 1963 Estimation of deleterious materials and organic impurities. For detailed information, refer to IS 2116:1980 Specification for sand for masonry mortars (first revision).\n1. Scope — Requirements of naturally occurring\nsands, crushed stone sands and crushed gravel sands used in mortars for construction of masonry.\n2. Requirements\n2.1General — The sand shall be hard, durable, clean and free from adherent coatings and organic matter and\nshall not contain the amount of clay, silt and fine dust more than specified in 2.3 (a).\n2.2Deleterious Material — The sand shall not contain any harmful impurities such as iron pyrites, alkalis, salts,\ncoal or other organic impurities, mica, shale or similar laminated materials, soft fragments, sea shells in such\nform or in such quantities as to affect adversely the hardening, strength or durability of the mortar.\n2.3Limits of Deleterious Material — The maximum quantities of clay, fine silt, fine dust and organic impurities\nin the sand shall not exceed the following limits:\na) Clay, fine silt and fine dust 1) In natural sand or crushed gravel sand\nNot more than 5 percent by mass 2) In crushed stone sand\nNot more than 5 percent by mass b) Organic impurities.\nColour of the liquid shall be lighter than that indicated by the standard solution.\n2.4. Grading (a) The particle size grading of sand for use in mortars shall be within the limits as specified below:\nIS Sieve Designation\nPercentage Passing by Mass\n4.75 mm\n100\n2.36 mm\n90 to 100\n1.18 mm\n70 to 100\n600 micron\n40 to 100\n300 micron\n5 to 70\n150 micron\n0 to 15 (b) Various sizes of particle of which the sand is composed shall be uniformally distributed throughout the mass." + "content": "IS 383: 1970 Coarse And Fine Aggregates From Natural Sources For Concrete\n(Second Revision)\n1.\nScope — Requirements for aggregates, crushed or uncrushed, derived from natural sources for use in\nthe production of structural concrete including mass concrete works.\n2.\nRequirements\n2.1 Aggregates shall consist of naturally occurring\nstones, gravel and sand, and shall be hard, strong, dense, durable, clear and free from veins, adherent\ncoating and injurious amounts of disintegrated pieces and deleterious substances.\n2.2 Deleterious Materials — Aggregates shall not\ncontain harmful materials, such as pyrites, laminated material, alkali, seashells, and organic impurities and\nthose which may attack the reinforcement, in excess of the limits given in Table 1 of the standard.\nAggargates shall not be chemically reactive with alkalis of cement.\n2.3 Aggregate crushing value shall not exceed 30\npercent for concrete for wearing surfaces (such as runways and roads) and 45 percent for other concrete.\n2.4 Aggregate impact value (alternative to 2.3) shall\nnot exceed 30 percent by weight for concrere for wearing surface and 45 percent by weight for other concrete.\n2.5 Aggregate abrasion value shall not exceed 30\npercent for concrete for wearing surfaces and 50 percent for other concrete.\n2.6 Soundness (for concrete liable to be exposed to\nfrost action) — Coarse and fine aggregates shall pass a sodium or magnesium sulphate accelerated soundness\ntest specified in IS : 2386 (Part V) 1963, for concrete liable to be exposed to the action of frost.\n3.\nSize and Grading\n3.1 Single–Sized and Graded Coarse Aggregates–\nShall be supplied in normal sizes given in the following table:\nIS Sieve\nPercentage Passing for Single-Sized Percentage Passing for Graded\nDesignation\nAggregate of Nominal Size Aggregate of Nominal Size\n63 mm\n40 mm\n20 mm\n16 mm\n12.5 mm\n10 mm\n40 mm\n20 mm 16 mm\n12.5 mm\n80 mm\n100\n-\n-\n-\n-\n-\n100\n-\n-\n-\n63 mm\n85 to 100\n100\n-\n-\n-\n-\n-\n-\n-\n-\n40 mm\n0 to 30\n85 to 100\n100\n-\n-\n-\n95 to 100\n100\n-\n-\n20 mm\n0 to 5\n0 to 20\n85 to 100\n100\n-\n-\n30 to 70 95 to 100\n100\n100\n16 mm\n-\n-\n-\n85 to 100\n100\n-\n-\n- 90 to 100\n-\n12.5 mm\n-\n-\n-\n-\n85 to 100\n100\n-\n-\n- 90 to 100\n10 mm\n0 to 5\n0 to 5\n0 to 20\n0 to 30\n0 to 45\n85 to 100\n10 to 35\n25 to 55\n30 to 70\n40 to 85\n4.75 mm\n-\n-\n0 to 5\n0 to 5\n0 to 10\n0 to 20\n0 to 5 o to 10\n0 to 10\n0 to 10\n2.36 mm\n-\n-\n-\n-\n-\n0 to 5\n-\n-\n-\n- 3.2 Coarse Aggregates for Mass Concrete – Shall be in sizes specified in the following table.\nClass and Size\nIS Sieve Designation\nPercentage Passing\nVery large, 160-80 mm\n160 mm\n90-100\n80 mm\n0-10\nLarge, 80-40 mm\n80 mm\n90-100\n40 mm\n0-10\nMedium, 40-20 mm\n40 mm\n90-100\n20 mm\n0-10\nSmall, 20-4.75 mm\n20 mm\n90-100\n4.75 mm\n0-10\n2.36 mm\n0-2\n3.3 Fine Aggregates – Grading in zones I to IV shall be within the follwoing limits: IS Sieve\nPercentage Passing for Designation\nGrading\nGrading\nGrading\nGrading\nZone I\nZone II\nZone III\nZone IV\n10 mm\n100\n100\n100\n100\n4.75 mm\n90-100\n90-100\n90-100\n95-100\n2.36 mm\n60-95\n75-100\n85-100\n95-100\n1.18 mm\n30-70\n55-90\n75-100\n90-100\n600 micron\n15-34\n35-59\n60-79\n80-100\n300 micron\n5-20\n8-30\n12-40\n15-50\n150 micron\n0-10\n0-10\n0-10\n0-15\n3.4 All-in Aggregates – When available, grading shall be according to the following table:\nIS Sieve Designation\nPercentage Passing for All in\nAggregate of Nominal Size\n40 mm\n20 mm\n80 mm\n100\n—\n40 mm\n95-100\n10\n20 mm\n45-75\n95-100\n4.75 mm\n25-45\n30-50\n600 micron\n8-30\n10-35\n150 micron\n0-6\n0-6\nNote 1 —\nFor methods of tests, refer to all parts of IS : 2386 Methods of test for aggregates for concrete:\nNote 2 —\nDescription and physical characteristics of aggregates for concrete is given in Appendix C of the standard.\nFor detailed information, refer to IS 383:1970 Specification for coarse and fine aggregates from natural sources for concrete (second revision). Note — For methods of tests, refer to IS 2386 Methods of test for aggregates for concrete Part 1:1963 Particle size and shape;\nPart 2 : 1963 Estimation of deleterious materials and organic impurities. For detailed information, refer to IS 2116:1980 Specification for sand for masonry mortars (first revision)." }, { "standard_id": "IS 2116: 1980", @@ -122,96 +122,88 @@ "pozzolana", "calcined", "portland", - "cement", "clay", + "cement", "fly", "reactivity" ], "key_sections": { "Chemical Requirements": "See TABLE 1. 4 Physical requirements 4.1Fineness Specific surface of Portland pozzolana cement shall be not less than 300 m2/kg. 4.2Soundness — Expansion of unaerated sample. (i) Not more than 10 mm by ‘Le Chatelier’ Method. (ii) Not more than 0.8 percent by Autoclave method. 4.3Setting time— Initial setting time 30 min, Min. Final setting time 600 min, Min. 4.4Compressive stength a) At 72 ± 1h 16 MPa , Min b) At 168 2h 22 MPa , Min c) At 672 4 h 33 MPa , Min 5 Delivery Packed in specified bags of 50 kgs or 25, kgs net or in bulk with toerances specified in the standard.", - "Scope": "Requirements for masonry cement to be used for all general purposes where mortars for masonry are required. Masonry cement is, however, not intended for use in structural concrete, for flooring and foundation work or for reinforced and prestressed concrete works." + "Scope": "Manufacture, Physical and Chemical requriements of Portland- pozzolana cement manufactured by using calcined clay pozzolana or a mixture of calcined clay and fly ash pozzolana. 2. Raw Materials 2.1Pozzolana 2.1.1 Pozzolana used shall be either calcined clay pozzolana conforming to IS 1344: 1981*. or a mixture of calcined clay pozzolana conforming to IS 1344: 1981 and fly ash conforming to IS 3812 : 1981† . 2.1.2 Fineness and average compressive strength in lime reactivity of pozzolana shall not be less than 320 m2/kg and 4.0 MPa respectively. 2.1.3 Average compressive strength in lime reactivity of pozzolana shall not be less than 4.0 MPa. 2.2 Portland cement clinker-shall confirm to IS 269:1989‡ Note — For methods of tests, refer to relevant parts of IS 1727:1967 Methods of test of pozzol" }, - "content": "IS 1489 (Part 2): 1991 Portland Pozzolana Cement\nPART 2 CALCINED CLAY BASED\n(Third Revision)\nTABLE 1 CHEMICAL REQUIREMENTS OF PORTLAND- POZZOLANA CEMENT\nSI No. Characteristic\nRequirement\n(1) (2) (3)\ni)\nLoss on ignition, percent by mass, Max 5.0 ii)\nMagnesia (MGO), percent by mass, Max 6.0 iii)\nSulphuric anhydrid (SO3),percent by mass, Max 3.0 iv)\nInsoluble material, percent by mass, Max\n100\n)\n100\n(\n0.4 x\nx\n−\n+ where x is the declared percenttage of pozzolana\nin the given Portland pozzolana cement\n3. Chemical Requirement — See TABLE 1.\n4\nPhysical requirements\n4.1Fineness Specific surface of Portland pozzolana cement shall be not less than 300 m2/kg.\n4.2Soundness — Expansion of unaerated sample.\n(i)\nNot more than 10 mm by ‘Le Chatelier’ Method.\n(ii)\nNot more than 0.8 percent by Autoclave method.\n4.3Setting time— Initial setting time\n30 min, Min. Final setting time\n600 min, Min.\n4.4Compressive stength a) At 72 ± 1h\n16 MPa , Min b) At 168 2h\n22 MPa , Min c) At 672\n4 h\n33 MPa , Min\n5\nDelivery Packed in specified bags of 50 kgs or 25, kgs net or in bulk with toerances specified in the\nstandard.\n1. Scope — Manufacture, Physical and Chemical\nrequriements of Portland- pozzolana cement manufactured by using calcined clay pozzolana or a\nmixture of calcined clay and fly ash pozzolana.\n2. Raw Materials\n2.1Pozzolana\n2.1.1 Pozzolana used shall be either calcined clay pozzolana conforming to IS 1344: 1981*. or a mixture of\ncalcined clay pozzolana conforming to IS 1344: 1981 and fly ash conforming to IS 3812 : 1981† .\n2.1.2 Fineness and average compressive strength in lime reactivity of pozzolana shall not be less than 320\nm2/kg and 4.0 MPa respectively.\n2.1.3 Average compressive strength in lime reactivity of pozzolana shall not be less than 4.0 MPa.\n2.2 Portland cement clinker-shall confirm to IS 269:1989‡\nNote — For methods of tests, refer to relevant parts of IS 1727:1967 Methods of test of pozzolanic material (first revision),\nIS 4031— Method of physical tests of hydraulic cement and IS 4032: 1985 Methods of Chemical analysis of hydraulic cement\n(first revision)\nFor detailed information, refer to IS 1489(Part 2):1991 Specification for Portland pozzolana cement Part 2 calcined clay based (third revision).\n*\nCalcined clay pozzolana (second revision).\n†\nFly ash for use as pozzolana and admiscture (first revision).\n‡\nOrdinary portland cement 33 Grade (fourth revision).\n±\n± 1. Scope — Requirements for masonry cement to be\nused for all general purposes where mortars for masonry are required. Masonry cement is, however, not intended\nfor use in structural concrete, for flooring and foundation work or for reinforced and prestressed concrete works." + "content": "IS 1489 (Part 2): 1991 Portland Pozzolana Cement\nPART 2 CALCINED CLAY BASED\n(Third Revision)\nTABLE 1 CHEMICAL REQUIREMENTS OF PORTLAND- POZZOLANA CEMENT\nSI No. Characteristic\nRequirement\n(1) (2) (3)\ni)\nLoss on ignition, percent by mass, Max 5.0 ii)\nMagnesia (MGO), percent by mass, Max 6.0 iii)\nSulphuric anhydrid (SO3),percent by mass, Max 3.0 iv)\nInsoluble material, percent by mass, Max\n100\n)\n100\n(\n0.4 x\nx\n−\n+ where x is the declared percenttage of pozzolana\nin the given Portland pozzolana cement\n3. Chemical Requirement — See TABLE 1.\n4\nPhysical requirements\n4.1Fineness Specific surface of Portland pozzolana cement shall be not less than 300 m2/kg.\n4.2Soundness — Expansion of unaerated sample.\n(i)\nNot more than 10 mm by ‘Le Chatelier’ Method.\n(ii)\nNot more than 0.8 percent by Autoclave method.\n4.3Setting time— Initial setting time\n30 min, Min. Final setting time\n600 min, Min.\n4.4Compressive stength a) At 72 ± 1h\n16 MPa , Min b) At 168 2h\n22 MPa , Min c) At 672\n4 h\n33 MPa , Min\n5\nDelivery Packed in specified bags of 50 kgs or 25, kgs net or in bulk with toerances specified in the\nstandard.\n1. Scope — Manufacture, Physical and Chemical\nrequriements of Portland- pozzolana cement manufactured by using calcined clay pozzolana or a\nmixture of calcined clay and fly ash pozzolana.\n2. Raw Materials\n2.1Pozzolana\n2.1.1 Pozzolana used shall be either calcined clay pozzolana conforming to IS 1344: 1981*. or a mixture of\ncalcined clay pozzolana conforming to IS 1344: 1981 and fly ash conforming to IS 3812 : 1981† .\n2.1.2 Fineness and average compressive strength in lime reactivity of pozzolana shall not be less than 320\nm2/kg and 4.0 MPa respectively.\n2.1.3 Average compressive strength in lime reactivity of pozzolana shall not be less than 4.0 MPa.\n2.2 Portland cement clinker-shall confirm to IS 269:1989‡\nNote — For methods of tests, refer to relevant parts of IS 1727:1967 Methods of test of pozzolanic material (first revision),\nIS 4031— Method of physical tests of hydraulic cement and IS 4032: 1985 Methods of Chemical analysis of hydraulic cement\n(first revision)\nFor detailed information, refer to IS 1489(Part 2):1991 Specification for Portland pozzolana cement Part 2 calcined clay based (third revision).\n*\nCalcined clay pozzolana (second revision).\n†\nFly ash for use as pozzolana and admiscture (first revision).\n‡\nOrdinary portland cement 33 Grade (fourth revision).\n±\n±" }, { "standard_id": "IS 3466: 1988", "title": "Masonry Cement", "category": "Cement and Concrete", - "summary": "Manufacture of high alumina cement (HAC) and specific requirements for its use as a structural building material in the colder regions of our country (continuously 18°C and below). Its use as a refractory cement is not covered. NOTE — HAC mainly a refractory cement, but in some cold regions it may find use as a structural material due to high early strength development. Following restrictions shall be followed for its use in concrete— a) Shall not be used in locations where ambient temperature e", + "summary": "Requirements for masonry cement to be used for all general purposes where mortars for masonry are required. Masonry cement is, however, not intended for use in structural concrete, for flooring and foundation work or for reinforced and prestressed concrete works. (Second Revision)", "keywords": [ + "masonry", "cement", - "hac", - "regions", "composed", "volume", - "refractory", - "masonry" + "mortar", + "parts", + "days" ], "key_sections": { - "Delivery": "Packed in specified bags of 50 kg or 25 kg net or in bulk with tolerance as given in the standard. TABLE 1 PHYSICAL REQUIREMENTS Sl NO. Characteristic Requirements i) Fineness— Residue on 45-micron IS Sieve, Max percent (by wet sieving) 15 ii) Setting Time (by Vicat Apparatus )— a) Initial, Min 90 min b) Final, Max 24 h iii) Soundness: a) Le- Chatelier Max 10 mm b) Autoclave expansion, Max 1 percent iv) Compressive Strength—Average compressive strength of not less than 3 mortar cubes of 50 mm size, composed of 1 part masonry cement and 3 parts standard stand by volume, Min 7 days 2.5 MPa 28 days 5 MPa v) Air Content—Air content of mortar composed of 1 part masonry coement and 6 percent 3 parts standard sand, by volume vi) Water Retention— Flow after suction of mortar composed of 1 part cem", - "Scope": "Manufacture of high alumina cement (HAC) and specific requirements for its use as a structural building material in the colder regions of our country (continuously 18°C and below). Its use as a refractory cement is not covered. NOTE — HAC mainly a refractory cement, but in some cold regions it may find use as a structural material due to high early strength development. Following restrictions shall be followed for its use in concrete— a) Shall not be used in locations where ambient temperature exceeds 180C. b) Accelerators like calcium chloride shall not be used. c) Steam curing or elevated temperature of curing shall be avoided. d) Shall not be mixed with other types of cement. 2. Requirements 2.1. Total Alumina Content (Al2O3) — Not less than 32 percent" + "Scope": "Requirements for masonry cement to be used for all general purposes where mortars for masonry are required. Masonry cement is, however, not intended for use in structural concrete, for flooring and foundation work or for reinforced and prestressed concrete works. (Second Revision)", + "Delivery": "Packed in specified bags of 50 kg or 25 kg net or in bulk with tolerance as given in the standard. TABLE 1 PHYSICAL REQUIREMENTS Sl NO. Characteristic Requirements i) Fineness— Residue on 45-micron IS Sieve, Max percent (by wet sieving) 15 ii) Setting Time (by Vicat Apparatus )— a) Initial, Min 90 min b) Final, Max 24 h iii) Soundness: a) Le- Chatelier Max 10 mm b) Autoclave expansion, Max 1 percent iv) Compressive Strength—Average compressive strength of not less than 3 mortar cubes of 50 mm size, composed of 1 part masonry cement and 3 parts standard stand by volume, Min 7 days 2.5 MPa 28 days 5 MPa v) Air Content—Air content of mortar composed of 1 part masonry coement and 6 percent 3 parts standard sand, by volume vi) Water Retention— Flow after suction of mortar composed of 1 part cem" }, - "content": "IS 3466: 1988 Masonry Cement\n(Second Revision)\n2. Physical Requirements — See TABLE 1.\n3. Delivery — Packed in specified bags of 50 kg or 25\nkg net or in bulk with tolerance as given in the standard.\nTABLE 1 PHYSICAL REQUIREMENTS\nSl NO. Characteristic\nRequirements i) Fineness— Residue on 45-micron IS Sieve, Max percent (by wet sieving)\n15 ii) Setting Time (by Vicat Apparatus )—\na) Initial, Min\n90 min b) Final, Max\n24 h iii) Soundness:\na) Le- Chatelier Max\n10 mm b) Autoclave expansion, Max\n1 percent iv) Compressive Strength—Average compressive strength of not less than 3 mortar cubes of 50 mm size, composed of 1 part masonry cement and 3 parts standard stand by volume, Min\n7 days\n2.5 MPa\n28 days\n5 MPa\nv) Air Content—Air content of mortar composed of 1 part masonry coement and\n6 percent 3 parts standard sand, by volume vi) Water Retention— Flow after suction of mortar composed of 1 part cement\n60 percent of and 3 parts standard sand by volume, Min\noriginal flow\nNote — For methods of tests, refer to relevant parts of IS 4031. Methods of physical tests for hydraulic cement.\nFor detailed information, refer to IS 3466:1988 Specification for Masonry Cement\n(second revision). 1. Scope —Manufacture of high alumina cement\n(HAC) and specific requirements for its use as a structural building material in the colder regions of our\ncountry (continuously 18°C and below). Its use as a refractory cement is not covered.\nNOTE — HAC mainly a refractory cement, but in some cold regions it may find use as a structural material due to high\nearly strength development. Following restrictions shall be followed for its use in concrete—\na)\nShall not be used in locations where ambient temperature exceeds 180C.\nb) Accelerators like calcium chloride shall not be used.\nc)\nSteam curing or elevated temperature of curing shall be avoided.\nd) Shall not be mixed with other types of cement.\n2. Requirements\n2.1. Total Alumina Content (Al2O3) — Not less than 32 percent" + "content": "IS 3466: 1988 Masonry Cement\n1. Scope — Requirements for masonry cement to be\nused for all general purposes where mortars for masonry are required. Masonry cement is, however, not intended\nfor use in structural concrete, for flooring and foundation work or for reinforced and prestressed concrete works.\n(Second Revision)\n2. Physical Requirements — See TABLE 1.\n3. Delivery — Packed in specified bags of 50 kg or 25\nkg net or in bulk with tolerance as given in the standard.\nTABLE 1 PHYSICAL REQUIREMENTS\nSl NO. Characteristic\nRequirements i) Fineness— Residue on 45-micron IS Sieve, Max percent (by wet sieving)\n15 ii) Setting Time (by Vicat Apparatus )—\na) Initial, Min\n90 min b) Final, Max\n24 h iii) Soundness:\na) Le- Chatelier Max\n10 mm b) Autoclave expansion, Max\n1 percent iv) Compressive Strength—Average compressive strength of not less than 3 mortar cubes of 50 mm size, composed of 1 part masonry cement and 3 parts standard stand by volume, Min\n7 days\n2.5 MPa\n28 days\n5 MPa\nv) Air Content—Air content of mortar composed of 1 part masonry coement and\n6 percent 3 parts standard sand, by volume vi) Water Retention— Flow after suction of mortar composed of 1 part cement\n60 percent of and 3 parts standard sand by volume, Min\noriginal flow\nNote — For methods of tests, refer to relevant parts of IS 4031. Methods of physical tests for hydraulic cement.\nFor detailed information, refer to IS 3466:1988 Specification for Masonry Cement\n(second revision)." }, { "standard_id": "IS 6452: 1989", "title": "High Alumina Cement For Structural Use", "category": "Cement and Concrete", - "summary": "Requirements for composition, manufacture and testing of supersulphated cement (SSC).", + "summary": "Manufacture of high alumina cement (HAC) and specific requirements for its use as a structural building material in the colder regions of our country (continuously 18°C and below). Its use as a refractory cement is not covered. NOTE — HAC mainly a refractory cement, but in some cold regions it may find use as a structural material due to high early strength development. Following restrictions shall be followed for its use in concrete— a) Shall not be used in locations where ambient temperature e", "keywords": [ "cement", + "alumina", + "hac", + "regions", + "refractory", "hours", - "setting", - "aggressive", - "fineness", - "supersulphated", - "time" + "curing" ], "key_sections": { - "Delivery": "Packed in specified bags of 50 kg or 25 kg net or in bulk with tolerances as given in the standard. Note — For methods of tests, refer to relevant parts of IS 4031 : Methods of physical tests for hydraulic cement and IS 4032 :1985 Method of chemical analysis of hydraulic cement (first revision) For detailed information, refer to IS 6452:1989 Specification for High alumina cement for structural use (first revision). ± ±", - "Scope": "Requirements for composition, manufacture and testing of supersulphated cement (SSC).", - "Applications": "Supersulphated cement has been successfully used in a variety of aggressive conditions, for example, for marine works, mass concrete jobs to resist the attack by aggressive water, reinforced concrete pipes in ground water, concrete construction in sulphate bearing soils, and in chemical works under conditions involving exposure to high concentrations of sulphates or weak solutions of mineral acids. It has been used for the underside of bridges over railways and for concrete sewers carrying industrial effluents. Its use under tropical conditions has also been re-commended, provided the prevailing temperature is below 400C. Although its use as a general purpose cement can be made with adequate precautions, it is not recommended for producing steamcured products. Production of this cement wil", - "Chemical Requirements": "Insoluble residue 4 percent, Max Magnesium oxide 10 percent, Max Sulphuric anhydride 6 percent, Min Sulphide sulphur 1.5 percent, Max 4. Physical Requirements 4.1 Fineness — It shall have a fineness (specific surface) of not less than 400 m2/kg. 4.2 Soundness — Expansion not more than 5 mm by Le Chatelier method 4.3 Setting Time — Initial setting time: Not less than 30 minutes, final setting time: not more than 10 hour. 4.4 Compresssive Strength — a) 72 ± 1 hours not less than 15 MPa b) 168 ± 2 hours not less than 22 MPa c) 672 ± 4 hours not less than 30 MPa 5 Delivery — packed in specified bags of 50 kg or 25 kg net or in bulk with tolerances specified in the standard.." + "Scope": "Manufacture of high alumina cement (HAC) and specific requirements for its use as a structural building material in the colder regions of our country (continuously 18°C and below). Its use as a refractory cement is not covered. NOTE — HAC mainly a refractory cement, but in some cold regions it may find use as a structural material due to high early strength development. Following restrictions shall be followed for its use in concrete— a) Shall not be used in locations where ambient temperature exceeds 180C. b) Accelerators like calcium chloride shall not be used. c) Steam curing or elevated temperature of curing shall be avoided. d) Shall not be mixed with other types of cement. 2. Requirements 2.1. Total Alumina Content (Al2O3) — Not less than 32 percent (First Revision) 2.2 Fineness — Sp", + "Delivery": "Packed in specified bags of 50 kg or 25 kg net or in bulk with tolerances as given in the standard. Note — For methods of tests, refer to relevant parts of IS 4031 : Methods of physical tests for hydraulic cement and IS 4032 :1985 Method of chemical analysis of hydraulic cement (first revision) For detailed information, refer to IS 6452:1989 Specification for High alumina cement for structural use (first revision). ± ±" }, - "content": "IS 6452: 1989 High Alumina Cement For Structural Use\n(First Revision)\n2.2 Fineness — Specific surface not less than\n225 m2/kg\n2.3 Soundness — Expansion not more than 5 mm\n(quantity of mixing water shall be 22 percent of cement by mass).\n2.4 Setting Time — Initial not less than 30 minutes\nand final not more than 10 hours.\n2.5 Compressive Strength of Cement Mortar Cubes\n1:3 (1 cement: 3 Standard Sand ) by Weight:\na)\nAt 24 hours not less than 30 MPa 30 minutes b) At 72 1 hours not less than 35 MPa\n3.\nDelivery — Packed in specified bags of 50 kg or\n25 kg net or in bulk with tolerances as given in the standard.\nNote — For methods of tests, refer to relevant parts of IS 4031 : Methods of physical tests for hydraulic cement and IS 4032\n:1985 Method of chemical analysis of hydraulic cement (first revision)\nFor detailed information, refer to IS 6452:1989 Specification for High alumina cement for structural use (first revision). ±\n± 1. Scope—Requirements\nfor composition,\nmanufacture and testing of supersulphated cement\n(SSC).\n2. Application —Supersulphated cement has been\nsuccessfully used in a variety of aggressive conditions, for example, for marine works, mass concrete jobs to\nresist the attack by aggressive water, reinforced concrete pipes in ground water, concrete construction in sulphate\nbearing soils, and in chemical works under conditions involving exposure to high concentrations of sulphates\nor weak solutions of mineral acids. It has been used for the underside of bridges over railways and for concrete\nsewers carrying industrial effluents. Its use under tropical conditions has also been re-commended, provided the\nprevailing temperature is below 400C. Although its use as a general purpose cement can be made with adequate\nprecautions, it is not recommended for producing steamcured products. Production of this cement will also result\nin greater utilization of blastfurnance slag, an industrial by- product of steel in the country.\n3. Chemical Requirements —\nInsoluble residue 4 percent, Max\nMagnesium oxide\n10 percent, Max\nSulphuric anhydride 6 percent, Min\nSulphide sulphur\n1.5 percent, Max\n4. Physical Requirements\n4.1 Fineness — It shall have a fineness (specific\nsurface) of not less than 400 m2/kg.\n4.2 Soundness — Expansion not more than 5 mm by Le\nChatelier method\n4.3 Setting Time — Initial setting time: Not less than 30\nminutes, final setting time: not more than 10 hour.\n4.4 Compresssive Strength —\na)\n72\n±\n1 hours not less than 15 MPa\nb)\n168\n±\n2 hours not less than 22 MPa\nc)\n672\n±\n4 hours not less than 30 MPa\n5\nDelivery — packed in specified bags of\n50 kg or 25 kg net or in bulk with tolerances specified in the standard.." + "content": "IS 6452: 1989 High Alumina Cement For Structural Use\n1. Scope —Manufacture of high alumina cement\n(HAC) and specific requirements for its use as a structural building material in the colder regions of our\ncountry (continuously 18°C and below). Its use as a refractory cement is not covered.\nNOTE — HAC mainly a refractory cement, but in some cold regions it may find use as a structural material due to high\nearly strength development. Following restrictions shall be followed for its use in concrete—\na)\nShall not be used in locations where ambient temperature exceeds 180C.\nb) Accelerators like calcium chloride shall not be used.\nc)\nSteam curing or elevated temperature of curing shall be avoided.\nd) Shall not be mixed with other types of cement.\n2. Requirements\n2.1. Total Alumina Content (Al2O3) — Not less than 32 percent\n(First Revision)\n2.2 Fineness — Specific surface not less than\n225 m2/kg\n2.3 Soundness — Expansion not more than 5 mm\n(quantity of mixing water shall be 22 percent of cement by mass).\n2.4 Setting Time — Initial not less than 30 minutes\nand final not more than 10 hours.\n2.5 Compressive Strength of Cement Mortar Cubes\n1:3 (1 cement: 3 Standard Sand ) by Weight:\na)\nAt 24 hours not less than 30 MPa 30 minutes b) At 72 1 hours not less than 35 MPa\n3.\nDelivery — Packed in specified bags of 50 kg or\n25 kg net or in bulk with tolerances as given in the standard.\nNote — For methods of tests, refer to relevant parts of IS 4031 : Methods of physical tests for hydraulic cement and IS 4032\n:1985 Method of chemical analysis of hydraulic cement (first revision)\nFor detailed information, refer to IS 6452:1989 Specification for High alumina cement for structural use (first revision). ±\n±" }, { "standard_id": "IS 6909: 1990", "title": "Supersulphated Cement", "category": "Cement and Concrete", - "summary": "(First Revision) Note — For methods of tests, refer to relevant parts of IS 4031 Methods of physical tests for hydraulic cement, and IS 4032:1985 Method of chemical analysis of hydraulic cement (first revision) For detailed information, refer to IS 6909:1990 Specification for supersulphated cement (first revision).", + "summary": "(First Revision)", "keywords": [ - "cement", - "rapid", - "hardening", - "chemical", - "confused", - "requirment", - "supersulphated" + "supersulphated", + "cement" ], - "key_sections": { - "Chemical Requirements": "Shall be as laid down in IS 269:1989*. 3. Physical Requirements 3.1 Fineness — Specific surface shall not be less than 325 m2/kg. 3.2 Soundness — Unaerated Cement" - }, - "content": "IS 6909: 1990 Supersulphated Cement\n(First Revision)\nNote — For methods of tests, refer to relevant parts of IS 4031 Methods of physical tests for hydraulic cement, and IS 4032:1985\nMethod of chemical analysis of hydraulic cement (first revision)\nFor detailed information, refer to IS 6909:1990 Specification for supersulphated cement\n(first revision). 1. Scope\n1.1 Manufacture and chemical and physical\nrequirements of rapid hardening Portland cement.\nNote —The term ‘rapid hardening’ should not be confused\nwith 'quick- setting.’\n2. Chemical Requirment — Shall be as laid down\nin IS 269:1989*.\n3. Physical Requirements\n3.1 Fineness — Specific surface shall not be less than\n325 m2/kg.\n3.2 Soundness — Unaerated Cement" + "key_sections": {}, + "content": "IS 6909: 1990 Supersulphated Cement\n(First Revision)" }, { "standard_id": "IS 8041: 1990", "title": "Rapid Hardening Portland Cement", "category": "Cement and Concrete", - "summary": "(Second Revision) Not more than 10 mm ('Le Chatelier’ method). Not more than 0.8 percent (autoclave). 3.3 Setting Time: Initial setting 30 minutes, final setting 10 h. 3.4 Compressive Strength of Mortar Cubes a) 24 hours 30 Not less than 16 MPa minutes b) 72 1 hours Not less than 27 MPa 4 Delivery — Packed in specified bags of 50 kg or 25 kg net or in bulk with tolerances specified in the standard. Note — For methods of tests, refer to relevant parts of IS 4031 Methods of physical tests for hydr", + "summary": "Note — For methods of tests, refer to relevant parts of IS 4031 Methods of physical tests for hydraulic cement, and IS 4032:1985 Method of chemical analysis of hydraulic cement (first revision) For detailed information, refer to IS 6909:1990 Specification for supersulphated cement (first revision).", "keywords": [ - "portland", "cement", - "white", + "portland", + "hardening", + "rapid", "setting", - "generally", "physical", - "oxide" + "chemical" ], "key_sections": { + "Chemical Requirements": "Shall be as laid down in IS 269:1989*. 3. Physical Requirements 3.1 Fineness — Specific surface shall not be less than 325 m2/kg. 3.2 Soundness — Unaerated Cement (Second Revision) Not more than 10 mm ('Le Chatelier’ method). Not more than 0.8 percent (autoclave). 3.3 Setting Time: Initial setting 30 minutes, final setting 10 h. 3.4 Compressive Strength of Mortar Cubes a) 24 hours 30 Not less than 16 MPa minutes b) 72 1 hours Not less than 27 MPa 4 Delivery — Packed in specified bags of 50 kg or 25 kg net or in bulk with tolerances specified in the standard. Note — For methods of tests, refer to relevant parts of IS 4031 Methods of physical tests for hydraulic cement, and IS 4032:1985 Method of chemical analysis of hydraulic cement.( first revision) *Ordinary Portland cement,33 Grade. For ", "Physical Requirements": "Physical require- ments of white portland cement shall be as laid down in IS 269: 1989* except that compressive strength of mortar" }, - "content": "IS 8041: 1990 Rapid Hardening Portland Cement\n(Second Revision)\nNot more than 10 mm ('Le Chatelier’ method).\nNot more than 0.8 percent (autoclave).\n3.3 Setting Time: Initial setting 30 minutes, final setting\n10 h.\n3.4 Compressive Strength of Mortar Cubes\na)\n24 hours\n30\nNot less than 16 MPa minutes\nb)\n72\n1 hours\nNot less than 27 MPa\n4\nDelivery — Packed in specified bags of 50 kg or\n25 kg net or in bulk with tolerances specified in the standard.\nNote — For methods of tests, refer to relevant parts of IS 4031 Methods of physical tests for hydraulic cement, and IS\n4032:1985 Method of chemical analysis of hydraulic cement.( first revision)\n*Ordinary Portland cement,33 Grade.\nFor detailed information, refer to IS 8041: 1990 Specification for rapid hardening portland cement (second revision). ±\n± 1\nScope\n1.1 Manufacture and chemical and physical\nrequirements of white Portland cement.\nNote–White Portland cement is generally used for architectural\nand decorative purposes and is generally meant for nonstructural use. It is made from raw materials containing very\nlittle iron oxide and magnesium oxide.\n2. Chemical Reqrirements — See Table 1.\n3. Physical Requirements — Physical require-\nments of white portland cement shall be as laid down in\nIS 269: 1989* except that compressive strength of mortar" + "content": "IS 8041: 1990 Rapid Hardening Portland Cement\nNote — For methods of tests, refer to relevant parts of IS 4031 Methods of physical tests for hydraulic cement, and IS 4032:1985\nMethod of chemical analysis of hydraulic cement (first revision)\nFor detailed information, refer to IS 6909:1990 Specification for supersulphated cement\n(first revision). 1. Scope\n1.1 Manufacture and chemical and physical\nrequirements of rapid hardening Portland cement.\nNote —The term ‘rapid hardening’ should not be confused\nwith 'quick- setting.’\n2. Chemical Requirment — Shall be as laid down\nin IS 269:1989*.\n3. Physical Requirements\n3.1 Fineness — Specific surface shall not be less than\n325 m2/kg.\n3.2 Soundness — Unaerated Cement\n(Second Revision)\nNot more than 10 mm ('Le Chatelier’ method).\nNot more than 0.8 percent (autoclave).\n3.3 Setting Time: Initial setting 30 minutes, final setting\n10 h.\n3.4 Compressive Strength of Mortar Cubes\na)\n24 hours\n30\nNot less than 16 MPa minutes\nb)\n72\n1 hours\nNot less than 27 MPa\n4\nDelivery — Packed in specified bags of 50 kg or\n25 kg net or in bulk with tolerances specified in the standard.\nNote — For methods of tests, refer to relevant parts of IS 4031 Methods of physical tests for hydraulic cement, and IS\n4032:1985 Method of chemical analysis of hydraulic cement.( first revision)\n*Ordinary Portland cement,33 Grade.\nFor detailed information, refer to IS 8041: 1990 Specification for rapid hardening portland cement (second revision). ±\n± 1\nScope\n1.1 Manufacture and chemical and physical\nrequirements of white Portland cement.\nNote–White Portland cement is generally used for architectural\nand decorative purposes and is generally meant for nonstructural use. It is made from raw materials containing very\nlittle iron oxide and magnesium oxide.\n2. Chemical Reqrirements — See Table 1.\n3. Physical Requirements — Physical require-\nments of white portland cement shall be as laid down in\nIS 269: 1989* except that compressive strength of mortar" }, { "standard_id": "IS 8042: 1989", @@ -219,8 +211,8 @@ "category": "Cement and Concrete", "summary": "Manufacture and chemical and physical requirements of hydrophobic Portland cement. Note—Hydrophobic cement deteriorates very little during prolonged storage under unfavourable conditions. This cement is obtained by intergrinding 33 grade ordinary Portland cement clinker with certain hydrophobic agents which will impart to the cement a water repelling property. The hydrophobic properties are due to the formation of a water repellant film around each particle of cement. This film is broken during ", "keywords": [ - "hydrophobic", "cement", + "hydrophobic", "portland", "ordinary", "white", @@ -238,63 +230,62 @@ "standard_id": "IS 8043: 1991", "title": "Hydrophobic Portland Cement", "category": "Cement and Concrete", - "summary": "Manufacture, chemical and physical requirements of 43 grade ordinary Portland cement. Note—This specification covers the requirements of ordinary Portland Cement for uses such as manufacture of prestressed concrete railway sleepers and precast products.", + "summary": "(Second Revision) 3. Physical Requirements 3.1Fineness — Specific surface shall not be less than 350 m2/kg. 3.2Soundness and Setting Time — Shall be as laid down IS 269:1989. 3.3Compressive Strength a) 72 1 hours Not less than 15.69 MPa b) 168 2 hours Not less than 21.57 MPa c) 672 4 hours Not less than 30.40 MPa 4. Delivery — Packed in specified bags of 50 kg or 25 kg net subject to tolerances specified in the standard. For detailed information, refer to IS 8043:1991 Specification for hydrophob", "keywords": [ - "portland", "hours", + "hydrophobic", "fineness", - "cement", - "soundness", - "ordinary", - "hydrophobic" + "packed", + "bags", + "net", + "portland" ], "key_sections": { - "Delivery": "Packed in specified bags of 50 kg or 25 kg net subject to tolerances specified in the standard. For detailed information, refer to IS 8043:1991 Specification for hydrophobic Portland cement (second revision). ± ± ±", - "Scope": "Manufacture, chemical and physical requirements of 43 grade ordinary Portland cement. Note—This specification covers the requirements of ordinary Portland Cement for uses such as manufacture of prestressed concrete railway sleepers and precast products.", - "Chemical Requirements": "See Table 1. 3. Physical Requirement 3.1 Fineness — Specific surface not less than 225 m2/kg 3.2 Soundness — Unaerated cement not more the 10 mm by ‘Le Chatelier’ method and not more than 0.8 percent by autoclave method." + "Delivery": "Packed in specified bags of 50 kg or 25 kg net subject to tolerances specified in the standard. For detailed information, refer to IS 8043:1991 Specification for hydrophobic Portland cement (second revision). ± ± ±" }, - "content": "IS 8043: 1991 Hydrophobic Portland Cement\n(Second Revision)\n3. Physical Requirements\n3.1Fineness — Specific surface shall not be less than 350 m2/kg.\n3.2Soundness and Setting Time — Shall be as laid down\nIS 269:1989.\n3.3Compressive Strength a) 72\n1 hours Not less than 15.69 MPa b) 168\n2 hours Not less than 21.57 MPa c) 672\n4 hours Not less than 30.40 MPa\n4. Delivery — Packed in specified bags of 50 kg or\n25 kg net subject to tolerances specified in the standard.\nFor detailed information, refer to IS 8043:1991 Specification for hydrophobic Portland cement\n(second revision).\n±\n±\n± 1. Scope — Manufacture, chemical and physical\nrequirements of 43 grade ordinary Portland cement.\nNote—This specification covers the requirements of ordinary\nPortland Cement for uses such as manufacture of prestressed concrete railway sleepers and precast products.\n2. Chemical Requirements — See Table 1.\n3. Physical Requirement\n3.1 Fineness — Specific surface not less than\n225 m2/kg\n3.2 Soundness — Unaerated cement not more the 10\nmm by ‘Le Chatelier’ method and not more than 0.8 percent by autoclave method." + "content": "IS 8043: 1991 Hydrophobic Portland Cement\n(Second Revision)\n3. Physical Requirements\n3.1Fineness — Specific surface shall not be less than 350 m2/kg.\n3.2Soundness and Setting Time — Shall be as laid down\nIS 269:1989.\n3.3Compressive Strength a) 72\n1 hours Not less than 15.69 MPa b) 168\n2 hours Not less than 21.57 MPa c) 672\n4 hours Not less than 30.40 MPa\n4. Delivery — Packed in specified bags of 50 kg or\n25 kg net subject to tolerances specified in the standard.\nFor detailed information, refer to IS 8043:1991 Specification for hydrophobic Portland cement\n(second revision).\n±\n±\n±" }, { "standard_id": "IS 8112: 1989", "title": "43 Grade Ordinary Portland Cement", "category": "Cement and Concrete", - "summary": "Manufacture, chemical and physical requirments of 53 Grade ordinary Portland cement. Note—For certain specialized works, such as prestressed concrete and certain items of precast concrete, the concrete industry quite often needs a special type of ordinary Portland cement having the compressive strength much higher than the minimum compressive strength limits specified in IS 269:1989*and IS 8112:1991+", + "summary": "Manufacture, chemical and physical requirements of 43 grade ordinary Portland cement. Note—This specification covers the requirements of ordinary Portland Cement for uses such as manufacture of prestressed concrete railway sleepers and precast products.", "keywords": [ - "portland", "cement", + "portland", "hour", "chemical", "setting", - "ordinary", - "alumina" + "sleepers", + "ordinary" ], "key_sections": { - "Delivery": "Packed in specified bags of 50 kg , 25 kg, 10 kg, 5 kg, 2 kg or 1 kg net or in bulk with tolerances specified in the standard. TABLE 1 CHEMICAL REQUIREMENTS FOR HIGH STRENGTH PORTLAND CEMENT Sl No. Characteristic Requirement (1) (2) (3) i) Ratio of percentage of lime to percentages of silica, Not greater than 1.02 and not alumina and iron oxide, when calculated by the formula less than 0.66 ii) Ratio of percentage of alumina to that of iron oxide Not less than 0.66 iii) Insoluble residue, percent by mass Not more than 3.0 iv) Magnesia, percent by mass Not more than 6.0 v) Total sulphur content calculated as sulphuric Not more than 2.5 and 3.0 when tricalcium anhydride (SO3), percent by mass greater than aluminate percent by mass is 5 or less and 5 respectively vi) Total loss on ignition No", - "Scope": "Manufacture, chemical and physical requirments of 53 Grade ordinary Portland cement. Note—For certain specialized works, such as prestressed concrete and certain items of precast concrete, the concrete industry quite often needs a special type of ordinary Portland cement having the compressive strength much higher than the minimum compressive strength limits specified in IS 269:1989*and IS 8112:1991+", - "Chemical Requirements": "See Table 1. 3. Physical Requirements 3.1 Fineness — Specific surface shall not be less than 225 m2/kg." + "Scope": "Manufacture, chemical and physical requirements of 43 grade ordinary Portland cement. Note—This specification covers the requirements of ordinary Portland Cement for uses such as manufacture of prestressed concrete railway sleepers and precast products.", + "Chemical Requirements": "See Table 1. 3. Physical Requirement 3.1 Fineness — Specific surface not less than 225 m2/kg 3.2 Soundness — Unaerated cement not more the 10 mm by ‘Le Chatelier’ method and not more than 0.8 percent by autoclave method. (First Revision) 3.3 Setting Time — a) Initial setting time in minutes —not less than 30. b) Final setting time in minutes — not more than 600. 3.4 Compressive strength — a) 72 1 hour not less than 23 MPa b) 168 2 hour not less than 33 MPa c) 672 4 hour not less than 43 MPa", + "Delivery": "Packed in specified bags of 50 kg , 25 kg, 10 kg, 5 kg, 2 kg or 1 kg net or in bulk with tolerances specified in the standard. TABLE 1 CHEMICAL REQUIREMENTS FOR HIGH STRENGTH PORTLAND CEMENT Sl No. Characteristic Requirement (1) (2) (3) i) Ratio of percentage of lime to percentages of silica, Not greater than 1.02 and not alumina and iron oxide, when calculated by the formula less than 0.66 ii) Ratio of percentage of alumina to that of iron oxide Not less than 0.66 iii) Insoluble residue, percent by mass Not more than 3.0 iv) Magnesia, percent by mass Not more than 6.0 v) Total sulphur content calculated as sulphuric Not more than 2.5 and 3.0 when tricalcium anhydride (SO3), percent by mass greater than aluminate percent by mass is 5 or less and 5 respectively vi) Total loss on ignition No" }, - "content": "IS 8112: 1989 43 Grade Ordinary Portland Cement\n(First Revision)\n3.3 Setting Time —\na) Initial setting time in minutes —not less than 30.\nb) Final setting time in minutes — not more than 600.\n3.4 Compressive strength — a) 72\n1 hour not less than\n23 MPa b) 168\n2 hour not less than 33 MPa c) 672\n4 hour not less than 43 MPa\n4. Delivery — Packed in specified bags of 50 kg , 25\nkg, 10 kg, 5 kg, 2 kg or 1 kg net or in bulk with tolerances specified in the standard.\nTABLE 1 CHEMICAL REQUIREMENTS FOR HIGH STRENGTH PORTLAND CEMENT\nSl No. Characteristic Requirement (1) (2) (3) i)\nRatio of percentage of lime to percentages of silica,\nNot greater than 1.02 and not alumina and iron oxide, when calculated by the formula\nless than 0.66 ii) Ratio of percentage of alumina to that of iron oxide\nNot less than 0.66 iii) Insoluble residue, percent by mass\nNot more than 3.0 iv) Magnesia, percent by mass\nNot more than 6.0 v) Total sulphur content calculated as sulphuric\nNot more than 2.5 and 3.0 when tricalcium anhydride (SO3), percent by mass greater than\naluminate percent by mass is 5 or less and\n5 respectively vi)\nTotal loss on ignition\nNot more than 5 percent\nFor detailed information, refer to IS 8112:1989 Specification for 43 Grade ordinary portland cement (first revision).\nNote 1 — For specific chemical and physical requirements of cement used for railway sleepers, refer to the standard.\nNote 2 — For methods of tests, refer to relevant parts of IS 4031 Methods of physical tests for hydraulic cement and IS 4032:1985\nMethods of chemical analysis of hydraulic cement. (first revision)\n±\n±\n±\n3\n2\nCao - 0.7SO\n2.8SiO\n2\n3\n2\n3\n+ 1.2AI O + 0.65Fe O 1. Scope — Manufacture, chemical and physical\nrequirments of 53 Grade ordinary Portland cement.\nNote—For certain specialized works, such as prestressed\nconcrete and certain items of precast concrete, the concrete industry quite often needs a special type of ordinary Portland\ncement having the compressive strength much higher than the minimum compressive strength limits specified in IS\n269:1989*and IS 8112:1991+\n2. Chemical Requirement — See Table 1.\n3. Physical Requirements\n3.1 Fineness — Specific surface shall not be less than\n225 m2/kg." + "content": "IS 8112: 1989 43 Grade Ordinary Portland Cement\n1. Scope — Manufacture, chemical and physical\nrequirements of 43 grade ordinary Portland cement.\nNote—This specification covers the requirements of ordinary\nPortland Cement for uses such as manufacture of prestressed concrete railway sleepers and precast products.\n2. Chemical Requirements — See Table 1.\n3. Physical Requirement\n3.1 Fineness — Specific surface not less than\n225 m2/kg\n3.2 Soundness — Unaerated cement not more the 10\nmm by ‘Le Chatelier’ method and not more than 0.8 percent by autoclave method.\n(First Revision)\n3.3 Setting Time —\na) Initial setting time in minutes —not less than 30.\nb) Final setting time in minutes — not more than 600.\n3.4 Compressive strength — a) 72\n1 hour not less than\n23 MPa b) 168\n2 hour not less than 33 MPa c) 672\n4 hour not less than 43 MPa\n4. Delivery — Packed in specified bags of 50 kg , 25\nkg, 10 kg, 5 kg, 2 kg or 1 kg net or in bulk with tolerances specified in the standard.\nTABLE 1 CHEMICAL REQUIREMENTS FOR HIGH STRENGTH PORTLAND CEMENT\nSl No. Characteristic Requirement (1) (2) (3) i)\nRatio of percentage of lime to percentages of silica,\nNot greater than 1.02 and not alumina and iron oxide, when calculated by the formula\nless than 0.66 ii) Ratio of percentage of alumina to that of iron oxide\nNot less than 0.66 iii) Insoluble residue, percent by mass\nNot more than 3.0 iv) Magnesia, percent by mass\nNot more than 6.0 v) Total sulphur content calculated as sulphuric\nNot more than 2.5 and 3.0 when tricalcium anhydride (SO3), percent by mass greater than\naluminate percent by mass is 5 or less and\n5 respectively vi)\nTotal loss on ignition\nNot more than 5 percent\nFor detailed information, refer to IS 8112:1989 Specification for 43 Grade ordinary portland cement (first revision).\nNote 1 — For specific chemical and physical requirements of cement used for railway sleepers, refer to the standard.\nNote 2 — For methods of tests, refer to relevant parts of IS 4031 Methods of physical tests for hydraulic cement and IS 4032:1985\nMethods of chemical analysis of hydraulic cement. (first revision)\n±\n±\n±\n3\n2\nCao - 0.7SO\n2.8SiO\n2\n3\n2\n3\n+ 1.2AI O + 0.65Fe O" }, { "standard_id": "IS 12269: 1987", "title": "53 Grade Ordinary Portland Cement", "category": "Cement and Concrete", - "summary": "The manufacture, chemical and physical requirements and testing of sulphate resisting Portland cement. Note — Sulphate resisting Portland cement is a type of Portland cement in which the amount of tricalcium aluminate is restricted to an acceptably low value. This cement should not be mistaken for supersulphated cement, which is produced by intergrinding or intimately blending a mixture of granu lated blast furnace slag, calcium sulphate and a small amount of Portland cement or Portland cement c", + "summary": "Manufacture, chemical and physical requirments of 53 Grade ordinary Portland cement. Note—For certain specialized works, such as prestressed concrete and certain items of precast concrete, the concrete industry quite often needs a special type of ordinary Portland cement having the compressive strength much higher than the minimum compressive strength limits specified in IS 269:1989*and IS 8112:1991+", "keywords": [ "portland", "cement", "ordinary", - "sulphate", "silica", - "resisting", - "fume" + "fume", + "rice", + "ash" ], "key_sections": { - "Delivery": "Packed in specified bags of 50 kg, 25 kg, 10 kg, 5 kg, 2 kg or 1 kg or in bulk with tolerances specified in this standard. TABLE 1 CHEMICAL REQUIREMENTS FOR 53 GRADE ORDINARY PORTLAND CEMENT Sl No. Characteristic Requirement (1) (2) (3) i) Ratio of percentage of lime to percentages of silica Not greater than 1.02 and not less than 0.80 alumina and iron oxide ii) Ratio of percentage of alumina to that of iron oxide Not less than 0.66 iii) Insoluble residue, percent by mass (a) In caes no flyash, silica fume, rice hask ash and metakoline in added - Not more than 3.0 (b) In case of addition of fly ash and/or silica fume and/or rice husk ash and/or metakaoline - Not more than 5.0 iv) Magnesia, percent by mass Not more than 6.0 v) Total sulphur content calculated as sulphuric anhydride (SO3), N", - "Scope": "The manufacture, chemical and physical requirements and testing of sulphate resisting Portland cement. Note — Sulphate resisting Portland cement is a type of Portland cement in which the amount of tricalcium aluminate is restricted to an acceptably low value. This cement should not be mistaken for supersulphated cement, which is produced by intergrinding or intimately blending a mixture of granu lated blast furnace slag, calcium sulphate and a small amount of Portland cement or Portland cement clinker or any other sources of lime. Sulphate resisting Portland cement can be used for structural concrete wherever ordinary Portland cement or Portland pozzolana cement or Portland slag cement are useable under normal conditions. Use of supersulphated cement is, however generally restricted where " + "Scope": "Manufacture, chemical and physical requirments of 53 Grade ordinary Portland cement. Note—For certain specialized works, such as prestressed concrete and certain items of precast concrete, the concrete industry quite often needs a special type of ordinary Portland cement having the compressive strength much higher than the minimum compressive strength limits specified in IS 269:1989*and IS 8112:1991+", + "Chemical Requirements": "See Table 1. 3. Physical Requirements 3.1 Fineness — Specific surface shall not be less than 225 m2/kg. 3.2 Soundness — unaerated cement not more than 10 mm by ‘Le Chatelier’ method and 0.8 percent by autoclave method 3.3 Setting Time — a) Initial setting time in minutes – not less than 30, and b) Final setting time in minutes – not more than 600. 3.4 Compressive Strength — a) 72 1 h, not less than 27 MPa b) 168 2 h, not less than 37 MPa c) 672 4 h, not less than 53 MPa", + "Delivery": "Packed in specified bags of 50 kg, 25 kg, 10 kg, 5 kg, 2 kg or 1 kg or in bulk with tolerances specified in this standard. TABLE 1 CHEMICAL REQUIREMENTS FOR 53 GRADE ORDINARY PORTLAND CEMENT Sl No. Characteristic Requirement (1) (2) (3) i) Ratio of percentage of lime to percentages of silica Not greater than 1.02 and not less than 0.80 alumina and iron oxide ii) Ratio of percentage of alumina to that of iron oxide Not less than 0.66 iii) Insoluble residue, percent by mass (a) In caes no flyash, silica fume, rice hask ash and metakoline in added - Not more than 3.0 (b) In case of addition of fly ash and/or silica fume and/or rice husk ash and/or metakaoline - Not more than 5.0 iv) Magnesia, percent by mass Not more than 6.0 v) Total sulphur content calculated as sulphuric anhydride (SO3), N" }, - "content": "IS 12269: 1987 53 Grade Ordinary Portland Cement\n3.2 Soundness — unaerated cement not more than 10\nmm by ‘Le Chatelier’ method and 0.8 percent by autoclave method\n3.3 Setting Time —\na)\nInitial setting time in minutes – not less than 30, and b)\nFinal setting time in minutes – not more than 600.\n3.4 Compressive Strength —\na)\n72\n1 h, not less than\n27 MPa\nb)\n168\n2 h, not less than\n37 MPa\nc)\n672\n4 h, not less than\n53 MPa\n4. Delivery — Packed in specified bags of 50 kg, 25\nkg, 10 kg, 5 kg, 2 kg or 1 kg or in bulk with tolerances specified in this standard.\nTABLE 1 CHEMICAL REQUIREMENTS FOR 53 GRADE ORDINARY\nPORTLAND CEMENT\nSl No. Characteristic Requirement (1) (2) (3)\ni) Ratio of percentage of lime to percentages of silica\nNot greater than 1.02 and not less than 0.80 alumina and iron oxide\nii) Ratio of percentage of alumina to that of iron oxide\nNot less than 0.66 iii) Insoluble residue, percent by mass\n(a) In caes no flyash, silica fume, rice hask ash and metakoline in added - Not more than 3.0\n(b) In case of addition of fly ash and/or silica fume and/or rice husk ash and/or metakaoline - Not more than 5.0\niv) Magnesia, percent by mass\nNot more than 6.0 v) Total sulphur content calculated as sulphuric anhydride (SO3),\nNot more than 2.5 and 3.0 when tri-calcium aluminate percent by mass\npercent by mass is 5 or less and greater than 5, respectively\nvi) Total loss on ignition\nNot more than 4 percent\nFor detailed information, refer to IS 12269:1987 Specification for 53 Grade ordinary portland cement.\nNote 1 — For specific chemical and physical requirements of cement used for railway sleepers, refer to the standard.\nNote 2 — For methods of tests, refer to relevant parts of IS 4031 Methods of physical tests for hydraulic cement and IS\n4032:1985 Methods of chemical analysis of hydraulic cement. (first revision)\n* Ordinary portland cement 33 grade (fourth revision).\n+ 43 Grade ordinary portland cement (first revision).\n±\n±\n± 1. Scope — The manufacture, chemical and physical\nrequirements and testing of sulphate resisting Portland cement.\nNote — Sulphate resisting Portland cement is a type of\nPortland cement in which the amount of tricalcium aluminate is restricted to an acceptably low value. This cement should\nnot be mistaken for supersulphated cement, which is produced by intergrinding or intimately blending a mixture of granu\nlated blast furnace slag, calcium sulphate and a small amount of Portland cement or Portland cement clinker or any other\nsources of lime.\nSulphate resisting Portland cement can be used for structural concrete wherever ordinary Portland cement\nor Portland pozzolana cement or Portland slag cement are useable under normal conditions. Use of\nsupersulphated cement is, however generally restricted where the prevailing tempera ture ie below 40OC. The\nlater is not recommended for producing steam-cured products.\n2. Chemical Requirements — See Table 1." + "content": "IS 12269: 1987 53 Grade Ordinary Portland Cement\n1. Scope — Manufacture, chemical and physical\nrequirments of 53 Grade ordinary Portland cement.\nNote—For certain specialized works, such as prestressed\nconcrete and certain items of precast concrete, the concrete industry quite often needs a special type of ordinary Portland\ncement having the compressive strength much higher than the minimum compressive strength limits specified in IS\n269:1989*and IS 8112:1991+\n2. Chemical Requirement — See Table 1.\n3. Physical Requirements\n3.1 Fineness — Specific surface shall not be less than\n225 m2/kg.\n3.2 Soundness — unaerated cement not more than 10\nmm by ‘Le Chatelier’ method and 0.8 percent by autoclave method\n3.3 Setting Time —\na)\nInitial setting time in minutes – not less than 30, and b)\nFinal setting time in minutes – not more than 600.\n3.4 Compressive Strength —\na)\n72\n1 h, not less than\n27 MPa\nb)\n168\n2 h, not less than\n37 MPa\nc)\n672\n4 h, not less than\n53 MPa\n4. Delivery — Packed in specified bags of 50 kg, 25\nkg, 10 kg, 5 kg, 2 kg or 1 kg or in bulk with tolerances specified in this standard.\nTABLE 1 CHEMICAL REQUIREMENTS FOR 53 GRADE ORDINARY\nPORTLAND CEMENT\nSl No. Characteristic Requirement (1) (2) (3)\ni) Ratio of percentage of lime to percentages of silica\nNot greater than 1.02 and not less than 0.80 alumina and iron oxide\nii) Ratio of percentage of alumina to that of iron oxide\nNot less than 0.66 iii) Insoluble residue, percent by mass\n(a) In caes no flyash, silica fume, rice hask ash and metakoline in added - Not more than 3.0\n(b) In case of addition of fly ash and/or silica fume and/or rice husk ash and/or metakaoline - Not more than 5.0\niv) Magnesia, percent by mass\nNot more than 6.0 v) Total sulphur content calculated as sulphuric anhydride (SO3),\nNot more than 2.5 and 3.0 when tri-calcium aluminate percent by mass\npercent by mass is 5 or less and greater than 5, respectively\nvi) Total loss on ignition\nNot more than 4 percent\nFor detailed information, refer to IS 12269:1987 Specification for 53 Grade ordinary portland cement.\nNote 1 — For specific chemical and physical requirements of cement used for railway sleepers, refer to the standard.\nNote 2 — For methods of tests, refer to relevant parts of IS 4031 Methods of physical tests for hydraulic cement and IS\n4032:1985 Methods of chemical analysis of hydraulic cement. (first revision)\n* Ordinary portland cement 33 grade (fourth revision).\n+ 43 Grade ordinary portland cement (first revision).\n±\n±\n±" }, { "standard_id": "IS 12330: 1988", @@ -323,8 +314,8 @@ "summary": "Covers the following lightweight concrete masonry building units which are used in the construction of load-bearing and non-load bearing walls: a) Hollow (open and closed cavity) load bearing concrete blocks, b) Hollow (open and closed cavity) non-load bearing concrete blocks, c) Solid load-bearing concrete blocks, and d) Solid non-load bearing concrete blocks", "keywords": [ "units", - "cavity", "blocks", + "cavity", "bearing", "hollow", "concrete", @@ -379,88 +370,79 @@ "standard_id": "IS 4996: 1984", "title": "Reinforced Concrete Fence Posts", "category": "Cement and Concrete", - "summary": "Requirements for precast concrete coping blocks, giving details of materials for manufacture, workmanship, functional requirements and essential dimensions to meet them. Note—The blocks serve as defence against entry of moisture into hollow concrete block walls. Functional requirements are: a) should prevent downward penetraction of water b) should direct water clear of walls below c) should resist lateral displacement, either by its mass or by mechanical means such as clip type coping or by use", + "summary": "(First Revision) cross-sectional dimensions and the reinforcement shall be adequate to conform to strength requirements given in 4. Note— Some of the common sizes and shapes for reinforced concrete fence posts with other details such as reinforcement, fencing wire spacing from ground level, spacing of line post and strainer post and suitability of particular size of fence post for use are given in Appendix B of the standard for general guidance. These may be used provided the strength requiremen", "keywords": [ "post", "fence", - "coping", - "posts", "strainer", - "cross", - "concrete" + "posts", + "fencing", + "line", + "recommendations" ], - "key_sections": { - "Scope": "Requirements for precast concrete coping blocks, giving details of materials for manufacture, workmanship, functional requirements and essential dimensions to meet them. Note—The blocks serve as defence against entry of moisture into hollow concrete block walls. Functional requirements are: a) should prevent downward penetraction of water b) should direct water clear of walls below c) should resist lateral displacement, either by its mass or by mechanical means such as clip type coping or by use of cramps and dowels. d) should allow for thermal and moisture movements. e) should be durable. 2. Dimension and Tolerances 2.1Dimension of Cross Section— The form of cross section shall be as agreed to mutually. Overall width shall be determined by referring to thickness of wall to which coping is" - }, - "content": "IS 4996: 1984 Reinforced Concrete Fence Posts\n(First Revision)\ncross-sectional dimensions and the reinforcement shall be adequate to conform to strength requirements given\nin 4.\nNote— Some of the common sizes and shapes for reinforced\nconcrete fence posts with other details such as reinforcement, fencing wire spacing from ground level, spacing of line post\nand strainer post and suitability of particular size of fence post for use are given in Appendix B of the standard for\ngeneral guidance. These may be used provided the strength requirements are fulfilled.\n3.2 Tolerances— ± 15 mm on overall length,± 3 mm on\ncross-sectional dimensions and 0.5 percent on straightness of fence post.\n4. Strength Test\n5.1 Impact Test— When tested, specimen shall show\nno visible permanent cracking.\n5.2 Static-Load Test—The static load required to\nproduce first visible crack in post shall be as given below—\nLine post\n700 N\nStrainer post 2 500 N\nStrut or angle post\n450 N\nNote 1 — For typical details and dimensions of line post, strainer post and brace for fencing intended for various uses, for\nrecommendations for manufacture of reinforced concrete under field conditions and for recommendations for erection of fence posts, refer to the standard.\nNote 2— For method of tests, refer to Appendix C of the standard.\nFor detailed information, refer to IS 4996:1984 Specification for reinforced concrete fence posts (first revision). 1. Scope — Requirements for precast concrete coping\nblocks, giving details of materials for manufacture, workmanship, functional requirements and essential\ndimensions to meet them.\nNote—The blocks serve as defence against entry of moisture\ninto hollow concrete block walls. Functional requirements are:\na) should prevent downward penetraction of water\nb) should direct water clear of walls below c) should resist lateral displacement, either by\nits mass or by mechanical means such as clip type coping or by use of cramps and dowels.\nd) should allow for thermal and moisture movements.\ne) should be durable.\n2. Dimension and Tolerances\n2.1Dimension of Cross Section— The form of cross section shall be as agreed to mutually. Overall width\nshall be determined by referring to thickness of wall to which coping is to be applied." + "key_sections": {}, + "content": "IS 4996: 1984 Reinforced Concrete Fence Posts\n(First Revision)\ncross-sectional dimensions and the reinforcement shall be adequate to conform to strength requirements given\nin 4.\nNote— Some of the common sizes and shapes for reinforced\nconcrete fence posts with other details such as reinforcement, fencing wire spacing from ground level, spacing of line post\nand strainer post and suitability of particular size of fence post for use are given in Appendix B of the standard for\ngeneral guidance. These may be used provided the strength requirements are fulfilled.\n3.2 Tolerances— ± 15 mm on overall length,± 3 mm on\ncross-sectional dimensions and 0.5 percent on straightness of fence post.\n4. Strength Test\n5.1 Impact Test— When tested, specimen shall show\nno visible permanent cracking.\n5.2 Static-Load Test—The static load required to\nproduce first visible crack in post shall be as given below—\nLine post\n700 N\nStrainer post 2 500 N\nStrut or angle post\n450 N\nNote 1 — For typical details and dimensions of line post, strainer post and brace for fencing intended for various uses, for\nrecommendations for manufacture of reinforced concrete under field conditions and for recommendations for erection of fence posts, refer to the standard.\nNote 2— For method of tests, refer to Appendix C of the standard.\nFor detailed information, refer to IS 4996:1984 Specification for reinforced concrete fence posts (first revision)." }, { "standard_id": "IS 5751: 1984", "title": "Precast Concrete Coping Blocks", "category": "Cement and Concrete", - "summary": "Requirements of precast concrete units for kerbs, channels, edgings, quadrants and gutter aprons in a range of sections, for use in carriageways and footways.", + "summary": "Requirements for precast concrete coping blocks, giving details of materials for manufacture, workmanship, functional requirements and essential dimensions to meet them. Note—The blocks serve as defence against entry of moisture into hollow concrete block walls. Functional requirements are: a) should prevent downward penetraction of water b) should direct water clear of walls below c) should resist lateral displacement, either by its mass or by mechanical means such as clip type coping or by use", "keywords": [ - "kerbs", "coping", - "edgings", - "kerb", "blocks", - "channels", - "gutter" + "cramps", + "dowels", + "bottomed", + "stopped", + "cross" ], "key_sections": { + "Scope": "Requirements for precast concrete coping blocks, giving details of materials for manufacture, workmanship, functional requirements and essential dimensions to meet them. Note—The blocks serve as defence against entry of moisture into hollow concrete block walls. Functional requirements are: a) should prevent downward penetraction of water b) should direct water clear of walls below c) should resist lateral displacement, either by its mass or by mechanical means such as clip type coping or by use of cramps and dowels. d) should allow for thermal and moisture movements. e) should be durable. 2. Dimension and Tolerances 2.1Dimension of Cross Section— The form of cross section shall be as agreed to mutually. Overall width shall be determined by referring to thickness of wall to which coping is", "Shape": "Coping blocks shall slope to the rear so as to reduce wash of water and accumulated dirt over face of wall. The slope shall be as steep as possible for rapid shedding of water. Note— For example of concrete copings such as splayed and saddleback coping, see Fig. 3 of the standard.", "Mass": "Not less than 35 kg/m for flat bottomed coping without cramps.", "Fixing And Jointing": "Ends of coping blocks shall be jointed by means of dowels, cramps or joggled mortar joints. Flashing of non-corrodible material is adopted at joints in coping blocks to prevent leakage.", - "Fittings": "Stopped ends, hipped stopped ends, stooled ends and right-angled returns, shall be available to match the coping blocks. For detailed information, refer to IS 5751:1984 Specification for precast concrete coping blocks (first revision).", - "Scope": "Requirements of precast concrete units for kerbs, channels, edgings, quadrants and gutter aprons in a range of sections, for use in carriageways and footways.", - "Designation": "Dimensions of horizontal face shall be given first and the dimensions of vertical face be second. 3. Dimensions 3.1 Straight Kerbs a) Rectangular Kerbs 150 × 300 125 × 250 100 × 250 mm b) Splayed kerbs 150 × 300 125 × 250 mm c) Half-batter kerbs 150 × 300 125 x 250 mm d) Half-section kerbs 150 x 125 mm 3.2 Straight Channels a) Rectangular kerbs 300 × 150 250 × 125 250 × 100 mm b) Channels 250 × 125 mm 3.3 Edgings — 50 × 250, 50 × 200, 50 × 150mm. 3.4 Quadrant — Depths 125, 200 or 250 mm and width 300 or 450 mm with faces to match the sections of straight kerbs. 3.5Gutter Aprons — Width shall range from 150 to 2 500 or 3 000 mm but usual width shall rage from 300 to 900 mm. Usual range of height 125 to 200 mm. The thickness of precast kerb shall be 75 to 150 mm while minimum thickness of ch", - "Tolerances": "±3 mm on length and height; + 1.5 and – 3 mm on width.", - "Moulding": "When made under hydraulic pressure the pressure employed shall not be less than 7 MN/m2. 6. Tests 6.1Transverse Strength — When tested 28 days after they are manufactured, the unit shall support without injury, at least for one minute, the loads given in the Table." + "Fittings": "Stopped ends, hipped stopped ends, stooled ends and right-angled returns, shall be available to match the coping blocks. For detailed information, refer to IS 5751:1984 Specification for precast concrete coping blocks (first revision)." }, - "content": "IS 5751: 1984 Precast Concrete Coping Blocks\n(First Revision)\nNote —For minimum dimensions of the cross section for\nclip type and for flat bottomed coping, see Fig. 1 and 2 of the standard.\n2.2 Length — 1 m or as agreed.\n2.3 Tolerances — ± 3 mm for cross-sectional profile\nand ± 6 mm for length.\n3. Shape — Coping blocks shall slope to the rear so\nas to reduce wash of water and accumulated dirt over face of wall. The slope shall be as steep as possible for\nrapid shedding of water.\nNote— For example of concrete copings such as splayed and\nsaddleback coping, see Fig. 3 of the standard.\n4. Mass — Not less than 35 kg/m for flat bottomed\ncoping without cramps.\n5. Fixing and Jointing — Ends of coping blocks\nshall be jointed by means of dowels, cramps or joggled mortar joints. Flashing of non-corrodible material is\nadopted at joints in coping blocks to prevent leakage.\n6. Fittings — Stopped ends, hipped stopped ends,\nstooled ends and right-angled returns, shall be available to match the coping blocks.\nFor detailed information, refer to IS 5751:1984 Specification for precast concrete coping blocks\n(first revision). 1. Scope— Requirements of precast concrete units\nfor kerbs, channels, edgings, quadrants and gutter aprons in a range of sections, for use in carriageways\nand footways.\n2. Designation— Dimensions of horizontal face shall\nbe given first and the dimensions of vertical face be second.\n3. Dimensions\n3.1 Straight Kerbs\na) Rectangular Kerbs\n150 × 300\n125 × 250\n100 × 250 mm b) Splayed kerbs\n150 × 300\n125 × 250 mm c) Half-batter kerbs\n150 × 300\n125 x 250 mm d) Half-section kerbs\n150 x 125 mm\n3.2 Straight Channels\na) Rectangular kerbs\n300 × 150\n250 × 125\n250 × 100 mm b) Channels\n250 × 125 mm\n3.3 Edgings — 50 × 250, 50 × 200, 50 × 150mm.\n3.4 Quadrant — Depths 125, 200 or 250 mm and width\n300 or 450 mm with faces to match the sections of straight kerbs.\n3.5Gutter Aprons — Width shall range from 150 to\n2 500 or 3 000 mm but usual width shall rage from 300 to\n900 mm. Usual range of height 125 to 200 mm. The thickness of precast kerb shall be 75 to 150 mm while\nminimum thickness of channel shall be 125 or 100 mm.\n3.6Lengths — Uniform length of 1m for straight kerb, straight channels, edgings and 1m maximum normally\nfor gutters.\nNote— For standard section of concrete kerbs, channel,\nstandard sections of concrete edgings, standard concrete quadrants and typical sections of kerb and gutter, see Fig 1 to\n5 of the standard.\n4. Tolerances— ±3 mm on length and height;\n+ 1.5 and – 3 mm on width.\n5. Moulding — When made under hydraulic pressure\nthe pressure employed shall not be less than 7 MN/m2.\n6. Tests\n6.1Transverse Strength — When tested 28 days after they are manufactured, the unit shall support without\ninjury, at least for one minute, the loads given in the\nTable." + "content": "IS 5751: 1984 Precast Concrete Coping Blocks\n1. Scope — Requirements for precast concrete coping\nblocks, giving details of materials for manufacture, workmanship, functional requirements and essential\ndimensions to meet them.\nNote—The blocks serve as defence against entry of moisture\ninto hollow concrete block walls. Functional requirements are:\na) should prevent downward penetraction of water\nb) should direct water clear of walls below c) should resist lateral displacement, either by\nits mass or by mechanical means such as clip type coping or by use of cramps and dowels.\nd) should allow for thermal and moisture movements.\ne) should be durable.\n2. Dimension and Tolerances\n2.1Dimension of Cross Section— The form of cross section shall be as agreed to mutually. Overall width\nshall be determined by referring to thickness of wall to which coping is to be applied.\n(First Revision)\nNote —For minimum dimensions of the cross section for\nclip type and for flat bottomed coping, see Fig. 1 and 2 of the standard.\n2.2 Length — 1 m or as agreed.\n2.3 Tolerances — ± 3 mm for cross-sectional profile\nand ± 6 mm for length.\n3. Shape — Coping blocks shall slope to the rear so\nas to reduce wash of water and accumulated dirt over face of wall. The slope shall be as steep as possible for\nrapid shedding of water.\nNote— For example of concrete copings such as splayed and\nsaddleback coping, see Fig. 3 of the standard.\n4. Mass — Not less than 35 kg/m for flat bottomed\ncoping without cramps.\n5. Fixing and Jointing — Ends of coping blocks\nshall be jointed by means of dowels, cramps or joggled mortar joints. Flashing of non-corrodible material is\nadopted at joints in coping blocks to prevent leakage.\n6. Fittings — Stopped ends, hipped stopped ends,\nstooled ends and right-angled returns, shall be available to match the coping blocks.\nFor detailed information, refer to IS 5751:1984 Specification for precast concrete coping blocks\n(first revision)." }, { "standard_id": "IS 5758: 1984", "title": "Precast Concrete Kerbs", "category": "Cement and Concrete", - "summary": "Requirements for reinforced and unreinforced precast concrete for covering cables.", + "summary": "(First Revision) Type of Product Dimensions (mm) Load to be Supported (N) a) Rectangular kerbs 150 × 300 22 750 125 × 250 13 600 100 × 250 9 100 b) Splayed kerbs 150 × 300 22 750 125 × 250 13 600 c) Half-batter kerbs 150 × 300 22 750 125 × 250 13 600 d) Half-section kerbs 150 × 125 8 200 e) Channels 250 × 125 13 600 f) Edgings 50 × 250 3 180 50 × 200 2 720 50 × 150 2 040", "keywords": [ "kerbs", "supported", "factor", "ageing", - "precast", - "arch", - "sometimes" + "batter", + "edgings", + "half" ], - "key_sections": { - "Scope": "Requirements for reinforced and unreinforced precast concrete for covering cables.", - "Classification": "See Table 1. 2.1Arch type covers are also sometimes used." - }, - "content": "IS 5758: 1984 Precast Concrete Kerbs\n(First Revision) Type of Product\nDimensions (mm)\nLoad to be Supported (N) a)\nRectangular kerbs\n150 × 300\n22 750\n125 × 250\n13 600\n100 × 250\n9 100 b)\nSplayed kerbs\n150 × 300\n22 750\n125 × 250\n13 600 c)\nHalf-batter kerbs\n150 × 300\n22 750\n125 × 250\n13 600 d)\nHalf-section kerbs\n150 × 125\n8 200 e)\nChannels\n250 × 125\n13 600 f)\nEdgings\n50 × 250\n3 180\n50 × 200\n2 720\n50 × 150\n2 040 6.1.1 If tests are carried out after a longer period, the load to be supported shall be increased by the ageing\nfactor given below—\nAge of sample (months) 3\n6\n12\nAgeing factor\n1.1\n1.15\n1.20\n6.2 Water Absorption — Shall not exceed 3 percent in\nthe first 10 minutes and 8 percent after 24 hours.\nNote — For methods of tests, refer to Appendices A and B of the standard.\nFor detailed information, refer to IS 5758:1984 Specification for precast concrete kerbs\n(first revision). 1. Scope— Requirements for reinforced and\nunreinforced precast concrete for covering cables.\n2. Classification — See Table 1.\n2.1Arch type covers are also sometimes used.\n3. Dimensions – See Table 2." + "key_sections": {}, + "content": "IS 5758: 1984 Precast Concrete Kerbs\n(First Revision) Type of Product\nDimensions (mm)\nLoad to be Supported (N) a)\nRectangular kerbs\n150 × 300\n22 750\n125 × 250\n13 600\n100 × 250\n9 100 b)\nSplayed kerbs\n150 × 300\n22 750\n125 × 250\n13 600 c)\nHalf-batter kerbs\n150 × 300\n22 750\n125 × 250\n13 600 d)\nHalf-section kerbs\n150 × 125\n8 200 e)\nChannels\n250 × 125\n13 600 f)\nEdgings\n50 × 250\n3 180\n50 × 200\n2 720\n50 × 150\n2 040 6.1.1 If tests are carried out after a longer period, the load to be supported shall be increased by the ageing\nfactor given below—\nAge of sample (months) 3\n6\n12\nAgeing factor\n1.1\n1.15\n1.20\n6.2 Water Absorption — Shall not exceed 3 percent in\nthe first 10 minutes and 8 percent after 24 hours.\nNote — For methods of tests, refer to Appendices A and B of the standard.\nFor detailed information, refer to IS 5758:1984 Specification for precast concrete kerbs\n(first revision)." }, { "standard_id": "IS 5820: 1970", "title": "Precast Concrete Cable Covers", "category": "Cement and Concrete", - "summary": "Requirements for autoclaved reinforced cellular concrete wall slabs, having density above 450 and up to 1 000 kg/m3.", + "summary": "Requirements for reinforced and unreinforced precast concrete for covering cables.", "keywords": [ "peak", "unreinforced", + "cables", "flat", "ehv", "hvp", - "cables", "power" ], "key_sections": { - "Scope": "Requirements for autoclaved reinforced cellular concrete wall slabs, having density above 450 and up to 1 000 kg/m3.", - "Terminology": "The cellular concrete consists of an inorganic binder (such as lime and cement) in combination with finely ground material containing silicic acid (such as sand), gas generating material (such as aluminium powder), water, and harmless additives (optional); and steam cured under high pressure in autoclaves.", - "Classification": "Shall be classified on basis of oven-dry density (without reinforcement) and compressive strength — Class Gross Density(kg/m3) A Over 850 and up to 1 000 B Over 750 and up to 850 C Over 650 and up to 750 D Over 550 and up to 650 E Over 450 and up to 550", - "Designation": "By indicating compressive strength in kgf/cm2), horizontal load bearing capacity, that is, design load (in kgf/cm2), length (in m), breadth (in mm) and thickness (in mm). 5. Sizes 5.1Preferred Dimensions — Length 1 to 6 m; width 600 mm; thickness 150 to 250 mm with increments of 25 mm." + "Scope": "Requirements for reinforced and unreinforced precast concrete for covering cables.", + "Classification": "See Table 1. 2.1Arch type covers are also sometimes used.", + "Dimensions": "See Table 2. Note 1 — L,W= Length, Width. T = Total thickness in case of flat type and thickness of flat portion excluding peak in case of cover with peak. T' = Total thickness including peak in case of cover with peak. Note 2 — For typical concrete cable cover, flat type and with peak, see Fig. 1 and 2 of the standard. 3.1Tolerance — On length and width ±3 mm, and on thickness ±2 mm. 4. Tests 4.1Impact Strength for Reinforced Covers— Not more than one transverse crack. 4.2Transverse Strength for Unreinforced Covers— Average breaking load shall not be lower than the value specified in Table 2. Note 1— For manufacturing details with regard to the aspects such as mixing, moulding, protection from frost and reinforcement details, refer to 5 of the standard. Note 2— For methods of tests, refer" }, - "content": "IS 5820: 1970 Precast Concrete Cable Covers\nNote 1 —\nL,W=\nLength, Width.\nT\n=\nTotal thickness in case of flat type and thickness of flat portion excluding peak in case of cover with peak.\nT'\n=\nTotal thickness including peak in case of cover with peak.\nNote 2 —\nFor typical concrete cable cover, flat type and with peak, see Fig. 1 and 2 of the standard.\n3.1Tolerance — On length and width ±3 mm, and on thickness ±2 mm.\n4. Tests\n4.1Impact Strength for Reinforced Covers— Not more than one transverse crack.\n4.2Transverse Strength for Unreinforced Covers—\nAverage breaking load shall not be lower than the value specified in Table 2.\nNote 1— For manufacturing details with regard to the aspects such as mixing, moulding, protection from frost and reinforcement\ndetails, refer to 5 of the standard.\nNote 2— For methods of tests, refer to Appendices A and B of the standard.\nFor detailed information, refer to IS 5820:1970 Specification for precast concrete cable covers.\nTABLE 1 CLASSIFICATION\nClass\nDescription\nConditions Where Normally Used\nEHV\nReinforced, with peak\n22 kV and 33 kV underground power cables\nHVP\nUnreinforced, with peak\n1.1 kV to below 22 kV underground power cables\nHV\nUnreinforced, flat\nLV\nUnreinforced, flat TABLE 2 DIMENSIONS\nClass\nType No.\nShape Dimensions\nAverage breadking Load for\nL\nW\nT\nT'\nunreinforced Covers, Min (kg)\nEHV\n1\nWith peak\n450\n230\n50\n75\n450\n2\nDo\n600\n230\n50\n75\n750\nHVP\n1\nDo\n300\n180\n40\n65\n300\n2\nDo\n450\n180\n40\n65\n350\nHV\n1\nFlat\n300\n180\n40\n-\n300\n2\nDo\n450\n180\n40\n-\n350\nLV\n1\nDo\n250\n150\n40\n-\n200\n2\nDo\n300\n180\n40\n-\n200\n3\nDo\n450\n180\n40\n-\n200\nFor power cables 1.1. kV and below 1. Scope — Requirements for autoclaved reinforced\ncellular concrete wall slabs, having density above 450 and up to 1 000 kg/m3.\n2. Terminology — The cellular concrete consists of\nan inorganic binder (such as lime and cement) in combination with finely ground material containing\nsilicic acid (such as sand), gas generating material (such as aluminium powder), water, and harmless additives\n(optional); and steam cured under high pressure in autoclaves.\n3. Classification — Shall be classified on basis of\noven-dry density (without reinforcement) and compressive strength —\nClass\nGross Density(kg/m3)\nA\nOver 850 and up to 1 000\nB\nOver 750 and up to 850\nC\nOver 650 and up to 750\nD\nOver 550 and up to 650\nE\nOver 450 and up to 550\n4. Designation — By indicating compressive\nstrength in kgf/cm2), horizontal load bearing capacity, that is, design load (in kgf/cm2), length (in m), breadth\n(in mm) and thickness (in mm).\n5. Sizes\n5.1Preferred Dimensions — Length 1 to 6 m; width 600 mm; thickness 150 to 250 mm with increments of 25 mm." + "content": "IS 5820: 1970 Precast Concrete Cable Covers\n1. Scope— Requirements for reinforced and\nunreinforced precast concrete for covering cables.\n2. Classification — See Table 1.\n2.1Arch type covers are also sometimes used.\n3. Dimensions – See Table 2.\nNote 1 —\nL,W=\nLength, Width.\nT\n=\nTotal thickness in case of flat type and thickness of flat portion excluding peak in case of cover with peak.\nT'\n=\nTotal thickness including peak in case of cover with peak.\nNote 2 —\nFor typical concrete cable cover, flat type and with peak, see Fig. 1 and 2 of the standard.\n3.1Tolerance — On length and width ±3 mm, and on thickness ±2 mm.\n4. Tests\n4.1Impact Strength for Reinforced Covers— Not more than one transverse crack.\n4.2Transverse Strength for Unreinforced Covers—\nAverage breaking load shall not be lower than the value specified in Table 2.\nNote 1— For manufacturing details with regard to the aspects such as mixing, moulding, protection from frost and reinforcement\ndetails, refer to 5 of the standard.\nNote 2— For methods of tests, refer to Appendices A and B of the standard.\nFor detailed information, refer to IS 5820:1970 Specification for precast concrete cable covers.\nTABLE 1 CLASSIFICATION\nClass\nDescription\nConditions Where Normally Used\nEHV\nReinforced, with peak\n22 kV and 33 kV underground power cables\nHVP\nUnreinforced, with peak\n1.1 kV to below 22 kV underground power cables\nHV\nUnreinforced, flat\nLV\nUnreinforced, flat TABLE 2 DIMENSIONS\nClass\nType No.\nShape Dimensions\nAverage breadking Load for\nL\nW\nT\nT'\nunreinforced Covers, Min (kg)\nEHV\n1\nWith peak\n450\n230\n50\n75\n450\n2\nDo\n600\n230\n50\n75\n750\nHVP\n1\nDo\n300\n180\n40\n65\n300\n2\nDo\n450\n180\n40\n65\n350\nHV\n1\nFlat\n300\n180\n40\n-\n300\n2\nDo\n450\n180\n40\n-\n350\nLV\n1\nDo\n250\n150\n40\n-\n200\n2\nDo\n300\n180\n40\n-\n200\n3\nDo\n450\n180\n40\n-\n200\nFor power cables 1.1. kV and below" }, { "standard_id": "IS 6072: 1971", @@ -510,58 +492,56 @@ "category": "Cement and Concrete", "summary": "Requirements for precast reinforced concrete door and window frames. Use of such frames is recommended to be restricted to a maximum opening width of 2.25 m.", "keywords": [ - "sills", - "lintels", - "lintel", - "sill", "frames", - "concrete", - "door" + "portland", + "frame", + "door", + "window", + "member", + "cement" ], "key_sections": { - "Scope": "Requirements of precast concrete lintels and sills. 2. Shape and Dimensions 2.1 Lintels 2.1.1 Reinforced concrete lintels — May be precast in one piece or in two pieces as a split lintel Note — The latter is lighter in mass, easier to handle and the air space between the pieces affords insulation which is desirable especially if furring is not provided. 2.1.2 Lintel-cum-sun shade — For use over door, window and ventilator openings of exterior walls in buildings may also be precast. 2.1.3 U-shaped lintels — U-Shaped lintels are precast by stringing together U-shaped concrete masonry units as forms, and then placing reinforcement and pouring concrete to fill the forms. 2.1.4 Lintel bearing — Reinforced concrete lintels for doors and windows shall be bonded into the masonry on either side of ", + "Scope": "Requirements for precast reinforced concrete door and window frames. Use of such frames is recommended to be restricted to a maximum opening width of 2.25 m.", "Dimensions": "Cross section 60 ×100 mm or 70 × 75 mm for single shutter door and 60 × 120 mm for double shutter door. Overall sizes (width and height) of frames shall conform to IS 4021:1995 * Note 1 — Suitable adjustments in cross-sectional shape may be made by agreement between the purchaser and the supplier to provide suitable groove for wall plaster, etc, provided the overall dimensional requirements given above are not affected. Note 2 — For overall dimensions of the frame, the width of the frame shall be the total length of the horizontal piece measured out-to-out; the height of the frame shall be the total height measured from the lowest end of the vertical piece (in case of three member frame or the outer edge of the lower horizontal member in case of four member frame) to the outer edge of the " }, - "content": "IS 6523: 1983 Precast Reinforced Concrete Door And Window Frames\n(First Revision)\nNote — For requirements in regard to manufacture (construction and finish, positioning of reinforcement, casting, curing, etc),\narrangements for fixing of hinges to frames, arrangements for door and window fixtures and erection along with illustrations refer to the standard.\nFor detailed information, refer to IS 6523:1983 Specification for precast reinforced concrete door and window frames (first revision).\n1. Scope — Requirements for precast reinforced\nconcrete door and window frames. Use of such frames is recommended to be restricted to a maximum opening\nwidth of 2.25 m.\n2. Shape and Dimensions — Cross section 60 ×100\nmm or 70 × 75 mm for single shutter door and 60 × 120 mm for double shutter door. Overall sizes (width and\nheight) of frames shall conform to IS 4021:1995 *\nNote 1 —\nSuitable adjustments in cross-sectional shape may be made by agreement between the purchaser and\nthe supplier to provide suitable groove for wall plaster, etc, provided the overall dimensional requirements given above\nare not affected.\nNote 2 — For overall dimensions of the frame, the width of the frame shall be the total length of the horizontal\npiece measured out-to-out; the height of the frame shall be the total height measured from the lowest end of the vertical\npiece (in case of three member frame or the outer edge of the lower horizontal member in case of four member frame) to\nthe outer edge of the toe horizontal piece.\n*Specification for timber door, window and ventilator frames\n(second revision).\n3. Requirements\n3.1Materials\n3.1.1 Cement — Ordinary Portland cement or Portland slag cement or Portland pozzolana cement or rapid\nhardening Portland cement or high strength ordinary\nPortland cement.\n3.1.2 Aggregates — Well graded mixture of coarse and fine aggregates. Maximum size of coarse aggregate shall\nbe 10mm.\n3.1.3 Concrete — Not weaker than M 20\n(see IS 456 : 2000) *\n3.1.4 Reinforcement shall be clean and free from loose mill scale, loose rust, mud, oil grease or any other coating\nwhich may reduce the bond between the concrete and the steel. A slight film or rust may not be regarded as\nharmful but the steel shall not be visibly pitted by rust.\n* Code of practice for plain and reinforced concrete\n(fourth revision) 1. Scope — Requirements of precast concrete lintels\nand sills.\n2. Shape and Dimensions\n2.1 Lintels\n2.1.1 Reinforced concrete lintels — May be precast in one piece or in two pieces as a split lintel\nNote — The latter is lighter in mass, easier to handle and the\nair space between the pieces affords insulation which is desirable especially if furring is not provided.\n2.1.2 Lintel-cum-sun shade — For use over door, window and ventilator openings of exterior walls in\nbuildings may also be precast.\n2.1.3 U-shaped lintels — U-Shaped lintels are precast by stringing together U-shaped concrete masonry units\nas forms, and then placing reinforcement and pouring concrete to fill the forms.\n2.1.4 Lintel bearing — Reinforced concrete lintels for doors and windows shall be bonded into the masonry\non either side of the opening. It is advisable to provide a bearing length approximately equal to the depth of the\nlintel.\n2.1.5 Throatings — A 16mm wide throatings shall be provided to the soffit to external lintels.\n2.1.6 Inserts for lintels — Provision shall be made for fixing screws to windows, door frames, curtain and blind\nfittings, etc, by means of timber or pre-formed inserts incorporated in the lintels during course of manufacture\nor by the forming of holes for inserts.\nFor details refer to Figs. 1 to 4 of the standard.\n2.2 Sills\n2.2.1 General — General types of sills in common use-the slip sill and the lug sill. Both types are sloped\non the top face to drain water away quickly. If projections are provided, they should project at least 40mm beyond\nwall face and be provided with a groove along the lower outer edge to provide a drip. Lengths up to 1m may be\ncast in one piece.\n2.2.1.1 Slip sills — Slip sills are inserted after the wall proper has been built and therefore require no protection\nduring construction.\n2.2.1.2 Lug sills — Lug sills are those with the ends projecting into the masonry wall. There are no vertical\njoints at the juncture of the sills and the jambs which is one of the advantages of the lug sill over the slip sill.\n2.2.2 Dowell holes for sills — Concrete sills to take metal windows shall be provided with holes 20mm\ndiameter and 32 mm deep at prescribed distances from each end.\n2.2.3 Projection of sills — The projection of sills, when provided, shall be not less than 40mm from the finished\nwall face.\n2.3Tolerances — For lintels, a tolerance of mm shall be allowed on cross-sectional dimensions\nand ± 6 mm on the length. In case of sills, a tolerance of mm shall be allowed on the cross-sectional\ndimensions and ± 3 mm on the length.\nFor details refer to Figs. 5 to 7 of the standard.\n3. Strength Requirement\n3.1Ultimate breaking load obtained as prescribed in\n7.1.1 of the standard shall not be less than the ultimate load which the lintel is designed to carry." + "content": "IS 6523: 1983 Precast Reinforced Concrete Door And Window Frames\n(First Revision)\nNote — For requirements in regard to manufacture (construction and finish, positioning of reinforcement, casting, curing, etc),\narrangements for fixing of hinges to frames, arrangements for door and window fixtures and erection along with illustrations refer to the standard.\nFor detailed information, refer to IS 6523:1983 Specification for precast reinforced concrete door and window frames (first revision).\n1. Scope — Requirements for precast reinforced\nconcrete door and window frames. Use of such frames is recommended to be restricted to a maximum opening\nwidth of 2.25 m.\n2. Shape and Dimensions — Cross section 60 ×100\nmm or 70 × 75 mm for single shutter door and 60 × 120 mm for double shutter door. Overall sizes (width and\nheight) of frames shall conform to IS 4021:1995 *\nNote 1 —\nSuitable adjustments in cross-sectional shape may be made by agreement between the purchaser and\nthe supplier to provide suitable groove for wall plaster, etc, provided the overall dimensional requirements given above\nare not affected.\nNote 2 — For overall dimensions of the frame, the width of the frame shall be the total length of the horizontal\npiece measured out-to-out; the height of the frame shall be the total height measured from the lowest end of the vertical\npiece (in case of three member frame or the outer edge of the lower horizontal member in case of four member frame) to\nthe outer edge of the toe horizontal piece.\n*Specification for timber door, window and ventilator frames\n(second revision).\n3. Requirements\n3.1Materials\n3.1.1 Cement — Ordinary Portland cement or Portland slag cement or Portland pozzolana cement or rapid\nhardening Portland cement or high strength ordinary\nPortland cement.\n3.1.2 Aggregates — Well graded mixture of coarse and fine aggregates. Maximum size of coarse aggregate shall\nbe 10mm.\n3.1.3 Concrete — Not weaker than M 20\n(see IS 456 : 2000) *\n3.1.4 Reinforcement shall be clean and free from loose mill scale, loose rust, mud, oil grease or any other coating\nwhich may reduce the bond between the concrete and the steel. A slight film or rust may not be regarded as\nharmful but the steel shall not be visibly pitted by rust.\n* Code of practice for plain and reinforced concrete\n(fourth revision)" }, { "standard_id": "IS 9893: 1981", "title": "Precast Concrete Blocks For Lintels And Sills", "category": "Cement and Concrete", + "summary": "Note 1 — For details of material, refer to 3 of the standard. Note 2— For details of manufacture, or aspects such as construction, finish, mould, reinforcement, occuring etc, refer to 5 of the standard. For detailed information, refer to IS 9893:1981 Specification for precast concrete lintels and sills. +12 - 0 +0 - 6", + "keywords": [ + "sills", + "lintels", + "aspects", + "occuring", + "mould", + "details", + "precast" + ], + "key_sections": {}, + "content": "IS 9893: 1981 Precast Concrete Blocks For Lintels And Sills\nNote 1 —\nFor details of material, refer to 3 of the standard.\nNote 2—\nFor details of manufacture, or aspects such as construction, finish, mould, reinforcement, occuring etc, refer to\n5 of the standard.\nFor detailed information, refer to IS 9893:1981 Specification for precast concrete lintels and sills.\n+12\n- 0 +0\n- 6" + }, + { + "standard_id": "IS 10388: 1982", + "title": "Corrugated Coir, Woodwool,", + "category": "Cement and Concrete", "summary": "Requirements regarding materials, dimensions and physical properties for corrugated roofing sheets made from coir, woodwool and cement. Note — Optimum utilization of national resources demand that use of indigeneous building material should be promoted. Coir, woodwool and few other vegetable fibres which are available in large quantity in this country, have been found suitable for the manufacture of sheets for roofing purposes. The sheets may be either plain or corrugated and manufactured by mix", "keywords": [ "coir", "woodwool", - "sheets", - "corrugated", - "optimum", - "resources", - "indigeneous" - ], - "key_sections": { - "Scope": "Requirements regarding materials, dimensions and physical properties for corrugated roofing sheets made from coir, woodwool and cement. Note — Optimum utilization of national resources demand that use of indigeneous building material should be promoted. Coir, woodwool and few other vegetable fibres which are available in large quantity in this country, have been found suitable for the manufacture of sheets for roofing purposes. The sheets may be either plain or corrugated and manufactured by mixing and pressing coir wood-wool and cement in suitable proportions. 2. Materials 2.1Cement—This shall conform to either IS 269:1989* or IS 8041 : 1990† or IS 8112 : 1989‡" - }, - "content": "IS 9893: 1981 Precast Concrete Blocks For Lintels And Sills\nNote 1 —\nFor details of material, refer to 3 of the standard.\nNote 2—\nFor details of manufacture, or aspects such as construction, finish, mould, reinforcement, occuring etc, refer to\n5 of the standard.\nFor detailed information, refer to IS 9893:1981 Specification for precast concrete lintels and sills.\n+12\n- 0 +0\n- 6 1. Scope — Requirements regarding materials,\ndimensions and physical properties for corrugated roofing sheets made from coir, woodwool and cement.\nNote — Optimum utilization of national resources demand\nthat use of indigeneous building material should be promoted.\nCoir, woodwool and few other vegetable fibres which are available in large quantity in this country, have been found\nsuitable for the manufacture of sheets for roofing purposes.\nThe sheets may be either plain or corrugated and manufactured by mixing and pressing coir wood-wool and cement in suitable\nproportions.\n2. Materials\n2.1Cement—This shall conform to either IS 269:1989* or IS 8041 : 1990† or IS 8112 : 1989‡" - }, - { - "standard_id": "IS 10388: 1982", - "title": "Corrugated Coir, Woodwool, Cement Roofing Sheets", - "category": "Cement and Concrete", - "summary": "Requirements of precast concrete stone masonry blocks, used in the construction of load bearing and non-load bearing walls.", - "keywords": [ - "stone", - "woodwool", - "coir", - "block", "cement", - "spalls", + "roofing", + "corrugated", + "sheets", "portland" ], "key_sections": { - "Physical Requirements": "See Table 2. * 33 Grade ordinary Portland cement (fourth revision). † Rapid hardening Portland cement (second revision). ‡ 43 Grade ordinary Portland cement (first revision).", - "Scope": "Requirements of precast concrete stone masonry blocks, used in the construction of load bearing and non-load bearing walls. 2. Terminology 2.1Concrete Stone Masonry Block — A precast cement concrete solid block having stone spalls in it (25-30 percent of block volume) and cement concrete with dense stone aggregate and sand. It is 100 percent solid. 2.2Stone Face Exposed Block — A concrete stone masonry block where the stone spalls are exposed at one of its face. This face, when forms the exposed wall face, the wall gets the texture of stone surface exposed. 3. Dimensions and Tolerances 3.1Nominal dimensions — Length 300 mm Height 150 mm and Width 100, 150 and 200 mm In addition block shall be manufactured in one third half, two-thirds and three quarters of its full length. Note — The term " + "Scope": "Requirements regarding materials, dimensions and physical properties for corrugated roofing sheets made from coir, woodwool and cement. Note — Optimum utilization of national resources demand that use of indigeneous building material should be promoted. Coir, woodwool and few other vegetable fibres which are available in large quantity in this country, have been found suitable for the manufacture of sheets for roofing purposes. The sheets may be either plain or corrugated and manufactured by mixing and pressing coir wood-wool and cement in suitable proportions. 2. Materials 2.1Cement—This shall conform to either IS 269:1989* or IS 8041 : 1990† or IS 8112 : 1989‡ CEMENT ROOFING SHEETS Note — For methods of tests , refer to Appendices A to D of the standard. For detailed information, refer t", + "Physical Requirements": "See Table 2. * 33 Grade ordinary Portland cement (fourth revision). † Rapid hardening Portland cement (second revision). ‡ 43 Grade ordinary Portland cement (first revision)." }, - "content": "IS 10388: 1982 Corrugated Coir, Woodwool, Cement Roofing Sheets\nNote — For methods of tests , refer to Appendices A to D of the standard.\nFor detailed information, refer to I S 10388:1982 Specification for corrugated coir, woodwool, cement roofing sheets.\nTABLE 1 DIMENSIONS AND TOLERANCES FOR CORRUGATED COIR,\nWOODWOOL, CEMENT ROOFING SHEETS\n(All dimensions in milimeters)\nLength\nWidth\nThickness\nDepth of\nPitch of\nCorrugation\nCorrugation\n(1)\n(2)\n(3)\n(4)\n(5)\n1 500\n1 750\n1 000\n6.5\n48\n146\n2 000\nTolerances\n± 10\n+ free\n+3\n+6\n– 0.5 –6\n–2\nTABLE 2 PHYSICAL REQUIREMENTS OF WOODWOOL, COIR CEMENT\nCORRUGATED ROOFING SHEETS\nSl.No Characteristics Requirements (1) (2) (3)\ni) Transverse strength 1.5 × 10–3 N/m width, Min ii) Water absorption 30 percent, Max iii) Impermeability Shall not show any formation of drops of water except traces of moisture on the lower surface iv) Acid resistance Amount of acetic acid to be used 1 150 g/m2, Max\nNote —The age of specimens for testing shall be at least 4 weeks.\n2.2 Woodwool — These shall be obtained from any\nspecies of soft timber in fibre form having following dimensions—\nLength of fibre\n= 200 to 500 mm Width\n= 0.5 to 2.5 mm Thickness\n=\n0.2 to 0.35 mm\n2.3 Coir — These shall be baby fibres, free from pith\nand shall be capable of absorbing cement.\n3. Dimensions and Tolerances—See Table 1.\n4. Physical Requirements— See Table 2. * 33 Grade ordinary Portland cement (fourth revision). † Rapid hardening Portland cement (second revision). ‡ 43 Grade ordinary Portland cement (first revision). 1. Scope — Requirements of precast concrete stone\nmasonry blocks, used in the construction of load bearing and non-load bearing walls.\n2. Terminology\n2.1Concrete Stone Masonry Block — A precast cement concrete solid block having stone spalls in it\n(25-30 percent of block volume) and cement concrete with dense stone aggregate and sand. It is 100 percent\nsolid.\n2.2Stone Face Exposed Block — A concrete stone masonry block where the stone spalls are exposed at\none of its face. This face, when forms the exposed wall face, the wall gets the texture of stone surface exposed.\n3. Dimensions and Tolerances\n3.1Nominal dimensions —\nLength\n300 mm\nHeight\n150 mm and\nWidth\n100, 150 and 200 mm\nIn addition block shall be manufactured in one third half, two-thirds and three quarters of its full length.\nNote — The term ‘nominal’ means that the dimension\nincludes the thickness of the mortar joint. Actual dimensions shall be 10mm short of the nominal dimensions." + "content": "IS 10388: 1982 Corrugated Coir, Woodwool,\n1. Scope — Requirements regarding materials,\ndimensions and physical properties for corrugated roofing sheets made from coir, woodwool and cement.\nNote — Optimum utilization of national resources demand\nthat use of indigeneous building material should be promoted.\nCoir, woodwool and few other vegetable fibres which are available in large quantity in this country, have been found\nsuitable for the manufacture of sheets for roofing purposes.\nThe sheets may be either plain or corrugated and manufactured by mixing and pressing coir wood-wool and cement in suitable\nproportions.\n2. Materials\n2.1Cement—This shall conform to either IS 269:1989* or IS 8041 : 1990† or IS 8112 : 1989‡\nCEMENT ROOFING SHEETS Note — For methods of tests , refer to Appendices A to D of the standard.\nFor detailed information, refer to I S 10388:1982 Specification for corrugated coir, woodwool, cement roofing sheets.\nTABLE 1 DIMENSIONS AND TOLERANCES FOR CORRUGATED COIR,\nWOODWOOL, CEMENT ROOFING SHEETS\n(All dimensions in milimeters)\nLength\nWidth\nThickness\nDepth of\nPitch of\nCorrugation\nCorrugation\n(1)\n(2)\n(3)\n(4)\n(5)\n1 500\n1 750\n1 000\n6.5\n48\n146\n2 000\nTolerances\n± 10\n+ free\n+3\n+6\n– 0.5 –6\n–2\nTABLE 2 PHYSICAL REQUIREMENTS OF WOODWOOL, COIR CEMENT\nCORRUGATED ROOFING SHEETS\nSl.No Characteristics Requirements (1) (2) (3)\ni) Transverse strength 1.5 × 10–3 N/m width, Min ii) Water absorption 30 percent, Max iii) Impermeability Shall not show any formation of drops of water except traces of moisture on the lower surface iv) Acid resistance Amount of acetic acid to be used 1 150 g/m2, Max\nNote —The age of specimens for testing shall be at least 4 weeks.\n2.2 Woodwool — These shall be obtained from any\nspecies of soft timber in fibre form having following dimensions—\nLength of fibre\n= 200 to 500 mm Width\n= 0.5 to 2.5 mm Thickness\n=\n0.2 to 0.35 mm\n2.3 Coir — These shall be baby fibres, free from pith\nand shall be capable of absorbing cement.\n3. Dimensions and Tolerances—See Table 1.\n4. Physical Requirements— See Table 2. * 33 Grade ordinary Portland cement (fourth revision). † Rapid hardening Portland cement (second revision). ‡ 43 Grade ordinary Portland cement (first revision)." }, { "standard_id": "IS 12440: 1988", @@ -570,12 +550,12 @@ "summary": "3.2 For 200, 150 and 100 mm nominal thick walls, the blocks shall be of 300 × 200 × 150 mm, 300 × 150 × 150 mm and 300 × 100 × 150 mm nominal size respectively. 3.3 For accommodating vertical reinforcement required in earthquake resistant construction special block of half-width and with semi-circular recess in it (see Fig.1 of the standard) shall be used. These dimensions are suitable for 200 mm thick wall. Similar blocks shall be made for walls of thickness greater than 200 mm. 3.4 Tolerances ", "keywords": [ "blocks", - "walls", "thick", + "walls", "faces", "compressive", - "stone", - "units" + "units", + "stone" ], "key_sections": { "Classification": "See Table 1. 5. Physical Requirement 5.1 Water Absorption — The water absorption being the average of three blocks, shall not be more than 6 percent by mass. 5.2 Compressive Strength — See Table 1 TABLE 1 COMPRESSIVE STRENGTH OF CONCRETE STONE MASONRY BLOCKS (Based on 28 days Strength) Class Minimum Average* Compressive Minimum strength of Designation Strength of Blocks N/mm2 Individual Blocks N/mm2 5 5.0 3.5 6 6.0 4.2 7 7.0 5.0 9 9.0 6.3 10 10.0 7.5 *For 100 mm wide blocks (for 100 mm thick walls) the miminum strength may be 3.5 N/mm2. Note 1 — For details of materials refer to 5 of the standard. Note 2 — For details of manufacture in regard to mould, mix, placing, compaction, curing and drying refer to 6 of the standard. Note 3 — For methods of tests, refer to Appendices A to C of the st" @@ -586,21 +566,18 @@ "standard_id": "IS 12592: 2002", "title": "Precast Concrete Manhole Cover And Frame", "category": "Cement and Concrete", - "summary": "Requirements of precast ferrocement water tanks of capacity 270 to 10 000 litres. Note —The capacity of tank means the net capacity which is the volume of the actual usable water confined between the levels of the centres of the overflow and outlet sockets. Gross capacity of a tank shall be taken as the total storage capacity including the dead storage and free board.", + "summary": "(First Revision) 4. Physical Requirements 4.1 General — All covers and frames shall be sound and free from cracks and other defects which interferes with the proper placing of the unit or impair the strength or performance of the units. 4.2 Dimensions – The dimensions of the cover and frame shall be as specified in 3.2 4.3 Load Test — Breaking load of individual units shall be not less than the value specified in the table given below : Load Test Load and Diameter of Block Grade Type Load Diamet", "keywords": [ "manhole", - "tanks", "circular", - "capacity", - "ferrocement", + "mechanized", + "scrapper", "rectangular", - "mechanized" + "frames", + "slab" ], - "key_sections": { - "Scope": "Requirements of precast ferrocement water tanks of capacity 270 to 10 000 litres. Note —The capacity of tank means the net capacity which is the volume of the actual usable water confined between the levels of the centres of the overflow and outlet sockets. Gross capacity of a tank shall be taken as the total storage capacity including the dead storage and free board.", - "Dimensions": "Ferrocement water tanks are generally made in square, rectangular and circular shapes. For relatively large circular tanks of diameter exceeding 2.0 m, a shallow spherical dome may be provided for the base or alternatively, suitable fillets may be provided at the junction of bottom slab and vertical wall. Dimensions of ferrocement water tanks shall be calculated depending upon their capacities. For cylindrical tanks, height to diameter ratio of 1.0 is generally recommended. For rectangular tanks, length to breadth ratio should generally be kept 1.5 whereas the height to length and breadth ratio should generally be 0.5 to 1.5. If the length of any side exceeds 1.5 m, it is desirable to provide stiffeners in the side walls at spacing not exceeding 1.5 m. 3. Tolerances a) Length, breadth, hei" - }, - "content": "IS 12592: 2002 Precast Concrete Manhole Cover And Frame\n(First Revision)\n4. Physical Requirements\n4.1 General — All covers and frames shall be sound\nand free from cracks and other defects which interferes with the proper placing of the unit or impair the strength\nor performance of the units.\n4.2 Dimensions – The dimensions of the cover and\nframe shall be as specified in 3.2\n4.3 Load Test — Breaking load of individual units\nshall be not less than the value specified in the table given below :\nLoad Test Load and Diameter of Block\nGrade Type\nLoad\nDiameter of Cover in of Block\nkN mm\nLD-2.5\nRectangular, square 25\n300 and circular\nMD-10\nRectangular and 100\n300 circular\nHD-20\nCircular, lamphole, 200\n300 square and rectangular\n(scrapper manhole)\nEHD-35\nCircular, square and 350\n300 rectangular (scrapper\nmanhole)\nNote 1\n— For details of material refer to 4 of the standard.\nNote 2\n— For details of manufacture in regard to mixing, placing, compaction, curing and finishing, refer to 7 of the standard.\nNote 3\n— For methods of tests refer to Annex B and C of the standard.\nFor detailed information, refer to IS 12592 :2002 Specification for precast concrete manhole covers and frames.\n1. Scope\nRequirements for precast steel reinforced cement concrete manhole covers and frames intended for use\nin sewerage and water drainage.\n2. Grades and Types\n2.1 Manhole cover shall be of the following four grades\nand types: Grades\nGrade\nType/Shape of Cover\nDesignation Frame\nLight Duty\nLD-2.5\nRectangular,square and circular\nMedium Duty\nMD-10\nRectangular and circular\nHeavy Duty\nHD-20\nrectangular, square, circular and lamphole\n(scrapper manhole)\nExtra Duty\nEHD-35\nrectangular, square and circular (scrapper manhole)\n2.2 Recomended locations for placement of different\ngrades and types / shapes of manholes covers and frames are given in 3.2.1 to 3.2.4 of the standard.\n3. Shapes and Dimensions\n3.1 Shape— The shapes of precast concrete manhole\ncovers shall be of shape as mentioned in 2.\n3.2 Dimensions and Tolerance – The dimensinos and\ntolerances on dimension of frames shall be as shown in\nTable 1 of the standard.\n5. The permanent set shall not exceed the requirement\ngiven in Annex C of the Standard. 4.2 The tensile stress in reinforcement under services\ncondition shall not exceed 200 N/mm2.\n4.3 The minimum cross-sectional area of main\nreinforcement in any one of the two principal directions shall not be less than 1.0 percent of the gross cross-\nsectional area of the element.\n4.4 Laps in wire mesh, where provided, shall be not\nless than 100 mm.\n4.5 The skeletal steel shall be spaced at not more than\n300 mm centre to centre in both directions. Laps in bars where, provided, shall be not less than 150 mm. The\nskeletal steel may not be necessary in case of mechanized or semi-mechanized casting processes.\n4.6 The minimum wall thickness shall be 12 mm for\ntanks up to 2 000 litres capacity in case of mechanized or semi-mechanized casting and 15 mm for tanks up to\n1 000 litres capacity when hand cast. For larger capacity tanks the wall thickness may be 20 mm to 40 mm\ndepending on capacity.\n4.7 The minimum thickness of the lid/cover slab shall\nin no case be less than 15 mm.\n4.8 In case the bottom slab thickness exceeds 30 mm,\nthe slab may be cast in ferrocement only. However, an intermediate plain concrete layer using graded coarse\naggregate of nominal maximum size 6.3 mm may be introduced between the wire mesh layers to achieve the\ndesign thickness without excessive use of cement. In case of composite slab, the minimum thickness of top\nas well as bottom layer of ferrocement shall not be less than 8 mm.\n4.9 The minimum clear cover to reinforcement shall be\n4 mm.\n1. Scope —Requirements of precast ferrocement\nwater tanks of capacity 270 to 10 000 litres.\nNote —The capacity of tank means the net capacity which is\nthe volume of the actual usable water confined between the levels of the centres of the overflow and outlet sockets.\nGross capacity of a tank shall be taken as the total storage capacity including the dead storage and free board.\n2. Shape and Dimension — Ferrocement water\ntanks are generally made in square, rectangular and circular shapes. For relatively large circular tanks of\ndiameter exceeding 2.0 m, a shallow spherical dome may be provided for the base or alternatively, suitable fillets\nmay be provided at the junction of bottom slab and vertical wall.\nDimensions of ferrocement water tanks shall be calculated depending upon their capacities. For\ncylindrical tanks, height to diameter ratio of 1.0 is generally recommended. For rectangular tanks, length\nto breadth ratio should generally be kept 1.5 whereas the height to length and breadth ratio should generally\nbe 0.5 to 1.5. If the length of any side exceeds 1.5 m, it is desirable to provide stiffeners in the side walls at\nspacing not exceeding 1.5 m.\n3. Tolerances\na)\nLength, breadth, height and\n±5 mm diameter up to 1m; and\nLength, breadth, height\n±10 mm and diameter above 1 m\nb)\nThickness\n±2 mm\n4. Design\n4.1The minimum compressive strength of cement mortar cubes having area of face equal to 50 cm2 shall\nbe 25 N/mm2. The recommended mix proportion is 1 part of cement to 1.5 to 2.5 parts of sand by mass. Water\ncement ratio should be 0.35 to 0.45." + "key_sections": {}, + "content": "IS 12592: 2002 Precast Concrete Manhole Cover And Frame\n(First Revision)\n4. Physical Requirements\n4.1 General — All covers and frames shall be sound\nand free from cracks and other defects which interferes with the proper placing of the unit or impair the strength\nor performance of the units.\n4.2 Dimensions – The dimensions of the cover and\nframe shall be as specified in 3.2\n4.3 Load Test — Breaking load of individual units\nshall be not less than the value specified in the table given below :\nLoad Test Load and Diameter of Block\nGrade Type\nLoad\nDiameter of Cover in of Block\nkN mm\nLD-2.5\nRectangular, square 25\n300 and circular\nMD-10\nRectangular and 100\n300 circular\nHD-20\nCircular, lamphole, 200\n300 square and rectangular\n(scrapper manhole)\nEHD-35\nCircular, square and 350\n300 rectangular (scrapper\nmanhole)\nNote 1\n— For details of material refer to 4 of the standard.\nNote 2\n— For details of manufacture in regard to mixing, placing, compaction, curing and finishing, refer to 7 of the standard.\nNote 3\n— For methods of tests refer to Annex B and C of the standard.\nFor detailed information, refer to IS 12592 :2002 Specification for precast concrete manhole covers and frames.\n1. Scope\nRequirements for precast steel reinforced cement concrete manhole covers and frames intended for use\nin sewerage and water drainage.\n2. Grades and Types\n2.1 Manhole cover shall be of the following four grades\nand types: Grades\nGrade\nType/Shape of Cover\nDesignation Frame\nLight Duty\nLD-2.5\nRectangular,square and circular\nMedium Duty\nMD-10\nRectangular and circular\nHeavy Duty\nHD-20\nrectangular, square, circular and lamphole\n(scrapper manhole)\nExtra Duty\nEHD-35\nrectangular, square and circular (scrapper manhole)\n2.2 Recomended locations for placement of different\ngrades and types / shapes of manholes covers and frames are given in 3.2.1 to 3.2.4 of the standard.\n3. Shapes and Dimensions\n3.1 Shape— The shapes of precast concrete manhole\ncovers shall be of shape as mentioned in 2.\n3.2 Dimensions and Tolerance – The dimensinos and\ntolerances on dimension of frames shall be as shown in\nTable 1 of the standard.\n5. The permanent set shall not exceed the requirement\ngiven in Annex C of the Standard. 4.2 The tensile stress in reinforcement under services\ncondition shall not exceed 200 N/mm2.\n4.3 The minimum cross-sectional area of main\nreinforcement in any one of the two principal directions shall not be less than 1.0 percent of the gross cross-\nsectional area of the element.\n4.4 Laps in wire mesh, where provided, shall be not\nless than 100 mm.\n4.5 The skeletal steel shall be spaced at not more than\n300 mm centre to centre in both directions. Laps in bars where, provided, shall be not less than 150 mm. The\nskeletal steel may not be necessary in case of mechanized or semi-mechanized casting processes.\n4.6 The minimum wall thickness shall be 12 mm for\ntanks up to 2 000 litres capacity in case of mechanized or semi-mechanized casting and 15 mm for tanks up to\n1 000 litres capacity when hand cast. For larger capacity tanks the wall thickness may be 20 mm to 40 mm\ndepending on capacity.\n4.7 The minimum thickness of the lid/cover slab shall\nin no case be less than 15 mm.\n4.8 In case the bottom slab thickness exceeds 30 mm,\nthe slab may be cast in ferrocement only. However, an intermediate plain concrete layer using graded coarse\naggregate of nominal maximum size 6.3 mm may be introduced between the wire mesh layers to achieve the\ndesign thickness without excessive use of cement. In case of composite slab, the minimum thickness of top\nas well as bottom layer of ferrocement shall not be less than 8 mm.\n4.9 The minimum clear cover to reinforcement shall be\n4 mm." }, { "standard_id": "IS 13356: 1992", @@ -625,102 +602,100 @@ "standard_id": "IS 13990: 1994", "title": "Precast Reinforced Concrete Planks And Joists For Roofing And Flooring", "category": "Cement and Concrete", - "summary": "Requirements for prefabricated brick panel and partially precast joist for flooring and roofing.", + "summary": "2.3 Tolerances — Casting tolerances on various dimensions of plank shall be as given below — Dimension Tolerance Length ± 5 mm Width ± 3 mm Thickness ± 2 mm Bow (deviation from intended ± 2 mm line or plane). Twist (distance of any corner 1 mm from the plane containing other three corners). 2.3.1 Squareness— The long edge of planks shall be taken as the base line. The shorter side shall not vary in its length from perpendicular distance between long edges by more than 3 mm. 2.3.2 Flatness— The m", "keywords": [ "planks", - "reinforcement", "design", - "joist", - "panel", - "bricks", - "joists" + "reinforcement", + "joists", + "bars", + "concrete", + "load" ], "key_sections": { - "Tests": "Dimensional test and deflection recovery test shall be routine test whereas failure load test shall be a type test. Type test is intended to prove the suit- ability and performance of a new design and size of a component. Failure load test be applied at the time of design of a component of a particular size or at the time of any change in the design/size.", - "Scope": "Requirements for prefabricated brick panel and partially precast joist for flooring and roofing. 2. Dimensions and Tolerances 2.1 Prefabricated Brick Pane 2.1.1 Length— Length of panel shall not exceed 1.1 m for bricks having strength less than 40 N/mm2. For bricks having strength more than 40 N/mm2 conforming to IS 2180 : 1988* the length of panel shall not exceed 1.2 m. From economic point of view, the minimum recommended length of panel is 0.9 m. 2.1.2 Width— Width of the panel shall be 53 cm for panels made of conventional size (230 mm × 110 mm × 75mm) bricks and 45 cm for panels made of modular size (190 mm x 90 mm x 90 mm) bricks. 2.1.3 Thickness— Thickness of the panel shall be equal to thickness of a brick, that is, 75 mm for conventional size bricks and 90 mm for modular size bric" + "Tests": "Dimensional test and deflection recovery test shall be routine test whereas failure load test shall be a type test. Type test is intended to prove the suit- ability and performance of a new design and size of a component. Failure load test be applied at the time of design of a component of a particular size or at the time of any change in the design/size." }, - "content": "IS 13990: 1994 Precast Reinforced Concrete Planks And Joists For Roofing And Flooring\n2.3 Tolerances — Casting tolerances on various\ndimensions of plank shall be as given below —\nDimension\nTolerance\nLength\n± 5 mm\nWidth\n± 3 mm\nThickness\n± 2 mm\nBow (deviation from intended\n± 2 mm line or plane).\nTwist (distance of any corner\n1 mm from the plane containing other\nthree corners).\n2.3.1 Squareness— The long edge of planks shall be taken as the base line. The shorter side shall not vary in\nits length from perpendicular distance between long edges by more than 3 mm.\n2.3.2 Flatness— The maximum deviation from a 1.5 m straight edge placed in any position on a nominal plane\nsurface shall not exceed 2 mm.\n3. Design\n3.1The planks— The planks shall be designed as simply supported for self weight including in situ concrete over\nhaunches, and as a continuous slab for a load comprising live load, self weight and dead load of floor\nfinish and/or water proofing treatment. The design shall be in accordance with the limit state method of\nIS 456 : 2000.*\n3.2 Reinforcement-as per IS 456 : 2000 —\nReinforcement for planks for roofs and floors of residential buildings for spacing of joists at 1.5 m, shall\ncomprise 3 bars of 6 mm of mild steel grade 1 conforming to IS 432 (Part 1) : 1982+ as main reinforcement and 6 mm\ndia bars, of mild steel grade 1 conforming to IS 432 (Part\n* Code of practice for design and construction of floor and roof with precast reinforced concrete planks and joists.\n* Code of practice for plain and reinforced concrete\n(fourth revision)\n+ Mild steel and medium tensile steel bars and hard drawn steel wire for concrete bars for concrete reinforcement, Part 1 mild\nsteel and medium tensile bars (third revision). I) : 1982, at 200 mm c/c as transverse reinforcement. In the absence of detailed design same reinforcement may\nbe used for spacing of joist smaller than 1.5 m.\nReinforcement for RCC joist shall be provided as per design (see IS 13994 : 1994).\nNote 1— For details of materials refer to 3 of the standard.\nNote 2— For method of test refer to Annex A of the standard.\nFor detailed information, refer to IS 13990:1994 Specification for precast reinforced concrete planks and joists for roofing and flooring\n4. Test — Dimensional test and deflection recovery\ntest shall be routine test whereas failure load test shall be a type test. Type test is intended to prove the suit-\nability and performance of a new design and size of a component. Failure load test be applied at the time of\ndesign of a component of a particular size or at the time of any change in the design/size. 1. Scope— Requirements for prefabricated brick panel\nand partially precast joist for flooring and roofing.\n2. Dimensions and Tolerances\n2.1 Prefabricated Brick Pane\n2.1.1 Length— Length of panel shall not exceed 1.1 m for bricks having strength less than 40 N/mm2. For bricks\nhaving strength more than 40 N/mm2 conforming to IS\n2180 : 1988* the length of panel shall not exceed 1.2 m.\nFrom economic point of view, the minimum recommended length of panel is 0.9 m.\n2.1.2 Width— Width of the panel shall be 53 cm for panels made of conventional size (230 mm × 110 mm ×\n75mm) bricks and 45 cm for panels made of modular size\n(190 mm x 90 mm x 90 mm) bricks.\n2.1.3 Thickness— Thickness of the panel shall be equal to thickness of a brick, that is, 75 mm for conventional\nsize bricks and 90 mm for modular size bricks.\n2.2 Partially Precast Joist" + "content": "IS 13990: 1994 Precast Reinforced Concrete Planks And Joists For Roofing And Flooring\n2.3 Tolerances — Casting tolerances on various\ndimensions of plank shall be as given below —\nDimension\nTolerance\nLength\n± 5 mm\nWidth\n± 3 mm\nThickness\n± 2 mm\nBow (deviation from intended\n± 2 mm line or plane).\nTwist (distance of any corner\n1 mm from the plane containing other\nthree corners).\n2.3.1 Squareness— The long edge of planks shall be taken as the base line. The shorter side shall not vary in\nits length from perpendicular distance between long edges by more than 3 mm.\n2.3.2 Flatness— The maximum deviation from a 1.5 m straight edge placed in any position on a nominal plane\nsurface shall not exceed 2 mm.\n3. Design\n3.1The planks— The planks shall be designed as simply supported for self weight including in situ concrete over\nhaunches, and as a continuous slab for a load comprising live load, self weight and dead load of floor\nfinish and/or water proofing treatment. The design shall be in accordance with the limit state method of\nIS 456 : 2000.*\n3.2 Reinforcement-as per IS 456 : 2000 —\nReinforcement for planks for roofs and floors of residential buildings for spacing of joists at 1.5 m, shall\ncomprise 3 bars of 6 mm of mild steel grade 1 conforming to IS 432 (Part 1) : 1982+ as main reinforcement and 6 mm\ndia bars, of mild steel grade 1 conforming to IS 432 (Part\n* Code of practice for design and construction of floor and roof with precast reinforced concrete planks and joists.\n* Code of practice for plain and reinforced concrete\n(fourth revision)\n+ Mild steel and medium tensile steel bars and hard drawn steel wire for concrete bars for concrete reinforcement, Part 1 mild\nsteel and medium tensile bars (third revision). I) : 1982, at 200 mm c/c as transverse reinforcement. In the absence of detailed design same reinforcement may\nbe used for spacing of joist smaller than 1.5 m.\nReinforcement for RCC joist shall be provided as per design (see IS 13994 : 1994).\nNote 1— For details of materials refer to 3 of the standard.\nNote 2— For method of test refer to Annex A of the standard.\nFor detailed information, refer to IS 13990:1994 Specification for precast reinforced concrete planks and joists for roofing and flooring\n4. Test — Dimensional test and deflection recovery\ntest shall be routine test whereas failure load test shall be a type test. Type test is intended to prove the suit-\nability and performance of a new design and size of a component. Failure load test be applied at the time of\ndesign of a component of a particular size or at the time of any change in the design/size." }, { "standard_id": "IS 14143: 1994", - "title": "Prefabricated Brick Panel And Partially Precast Concrete Joist For Flooring And Roofing", + "title": "Prefabricated Brick Panel And Partially", "category": "Cement and Concrete", - "summary": "Requirements for precast reinforced concrete channel units having a length of up to 4.5 m used for construction of floors and roofs.", + "summary": "Requirements for prefabricated brick panel and partially precast joist for flooring and roofing.", "keywords": [ "joist", - "channel", "panel", + "bricks", + "brick", + "partially", "reinforcement", - "kept", - "unit", - "brick" + "precast" ], "key_sections": { - "Tests": "Dimensional test and deflection recovery test shall be routine tests whereas failure load test shall be type test. Type test is intended to prove the suitability and performance of a new design and size of a component. Failure load test is applied at the time of any change in the design/size. * Mild steel and medium tensile steel bars and hard-drawn steel wire for concrete reinforcement, Part 1 Mild steel and medium tensile steel bars (third revision) Fig. 2 Typical Partially Precast Joist ** Code of practice for design and construction of roofs and floors with prefabricated brick panel. ± ± ±", - "Scope": "Requirements for precast reinforced concrete channel units having a length of up to 4.5 m used for construction of floors and roofs. 2. Shape, Dimension and Tolerance 2.1 Shape 2.1.1 The precast units shall be channel (inverted trough) shapes, having outer sides corrugated and grooved at ends to provide shear key action transfer of moments between adjacent units. (Fig 1 and 2). 2.1.2 Inner sides of the channel shall be kept sloping, as shown in Fig. 2 to simplify easy demoulding. The slope may be kept between 1/8 to 1/16. 2.2 Dimensions 2.2.1 Length— The maximum length of the unit shall be restricted to 4.5 m from stiffness considerations. 2.2.2 Width— The nominal width of channel unit shall be 300 mm or 600 mm. 2.2.3 Depth— The depth of the channel unit shall be kept either 130 mm or 200 " + "Scope": "Requirements for prefabricated brick panel and partially precast joist for flooring and roofing. 2. Dimensions and Tolerances 2.1 Prefabricated Brick Pane 2.1.1 Length— Length of panel shall not exceed 1.1 m for bricks having strength less than 40 N/mm2. For bricks having strength more than 40 N/mm2 conforming to IS 2180 : 1988* the length of panel shall not exceed 1.2 m. From economic point of view, the minimum recommended length of panel is 0.9 m. 2.1.2 Width— Width of the panel shall be 53 cm for panels made of conventional size (230 mm × 110 mm × 75mm) bricks and 45 cm for panels made of modular size (190 mm x 90 mm x 90 mm) bricks. 2.1.3 Thickness— Thickness of the panel shall be equal to thickness of a brick, that is, 75 mm for conventional size bricks and 90 mm for modular size bric", + "Tests": "Dimensional test and deflection recovery test shall be routine tests whereas failure load test shall be type test. Type test is intended to prove the suitability and performance of a new design and size of a component. Failure load test is applied at the time of any change in the design/size. * Mild steel and medium tensile steel bars and hard-drawn steel wire for concrete reinforcement, Part 1 Mild steel and medium tensile steel bars (third revision) Fig. 2 Typical Partially Precast Joist ** Code of practice for design and construction of roofs and floors with prefabricated brick panel. ± ± ±" }, - "content": "IS 14143: 1994 Prefabricated Brick Panel And Partially Precast Concrete Joist For Flooring And Roofing\n2.2.1 Shape— Partially precast joist shall be rectangular in shape with steel stirrups kept projecting out which\nshall be tied with reinforcement along the joist to achieve monolithicity with concrete (see Fig.2).\n2.2.2 Width— Shall be sufficient to support two successive spans of brick panels with sufficient bearing,\nleaving an adequate gap between them. The minimum recommended width is 13 cm.\n2.2.3 Depth— For clear span of joist up to 4.2 m depth shall be 100 mm for both conventional and modular size\nbricks, Accordingly overall depth of joist with in-situ concrete of 35 mm shall be 210 mm for conventional\nbricks and 225 mm for modular bricks.\n2.3 Thickness of Joints\n2.3.1 Longitudinal Joints— Thickness of longitudinal joints shall be 40 mm to accommodate one 6 mm\nreinforcing bar with adequate cover (see Fig. 1).\n2.3.2 Transverse Joints— Thickness of transverse joints shall vary from a minimum of 15 mm to a maximum\nof 30 mm. However in a single panel unit, this shall be kept uniform for all transverse joints.\n* Heavy duty burnt clay building bricks (third revision)\nFig. 1 Isometric View of Prefab Brick Panel 2.4 Tolerances —Tolerances on various dimensions\nof the panel shall be as given below —\nDimension\nTolerance\nLength of panel\n10 mm\nWidth of panel\n5 mm\nThickness of panel\n4 mm\n3\nReinforcement\n3.1Reinforcement required for brick panel shall consist of 2 bars of required diameter embedded in the\nlongitudinal joints.\n3.1.1 Reinforcement with two mild steel Grade 1 bars of\n6 mm conforming to IS 432 (Part 1) : 1982* may be used in residential building.\nNote 1 — For details of material refer to 3 of the standard.\nNote 2 — For details of manufacture with regard to mould, casting and curing refer to 6 of the standard.\nNote 3 — For methods of tests, refer to Annex B of the standard.\nFor detailed information, refer to IS 14143:1994 Specification for prefabricated brick panel and partially precast concrete joist for flooring and roofing.\n3.1.2 Reinforcement for RC joist shall be provided as per design (see IS 14142 : 1994).**\n3.2 Cover to Reinforcement — A minimum clear cover\nof 15 mm shall be provided to reinforcement in the panel while for the joist the minimum clear cover shall be\n25 mm.\n4. Test — Dimensional test and deflection recovery test\nshall be routine tests whereas failure load test shall be type test. Type test is intended to prove the suitability\nand performance of a new design and size of a component. Failure load test is applied at the time of any\nchange in the design/size.\n* Mild steel and medium tensile steel bars and hard-drawn steel wire for concrete reinforcement, Part 1 Mild steel and medium\ntensile steel bars (third revision)\nFig. 2 Typical Partially Precast Joist\n** Code of practice for design and construction of roofs and floors with prefabricated brick panel.\n±\n±\n± 1. Scope— Requirements for precast reinforced\nconcrete channel units having a length of up to 4.5 m used for construction of floors and roofs.\n2. Shape, Dimension and Tolerance\n2.1 Shape\n2.1.1 The precast units shall be channel (inverted trough) shapes, having outer sides corrugated and\ngrooved at ends to provide shear key action transfer of moments between adjacent units. (Fig 1 and 2).\n2.1.2 Inner sides of the channel shall be kept sloping, as shown in Fig. 2 to simplify easy demoulding. The\nslope may be kept between 1/8 to 1/16.\n2.2 Dimensions\n2.2.1 Length— The maximum length of the unit shall be restricted to 4.5 m from stiffness considerations.\n2.2.2 Width— The nominal width of channel unit shall be 300 mm or 600 mm.\n2.2.3 Depth— The depth of the channel unit shall be kept either 130 mm or 200 mm.\n2.2.4 Thickness of flange— The minimum thickness of flange shall be 30 mm for 300 mm wide channel units\nand 35 mm for 600 mm wide channels.\n2.2.5 Thickness of web (legs of channel unit)— The minimum thickness of the channel leg shall be not less\nthan 25 mm." + "content": "IS 14143: 1994 Prefabricated Brick Panel And Partially\n1. Scope— Requirements for prefabricated brick panel\nand partially precast joist for flooring and roofing.\n2. Dimensions and Tolerances\n2.1 Prefabricated Brick Pane\n2.1.1 Length— Length of panel shall not exceed 1.1 m for bricks having strength less than 40 N/mm2. For bricks\nhaving strength more than 40 N/mm2 conforming to IS\n2180 : 1988* the length of panel shall not exceed 1.2 m.\nFrom economic point of view, the minimum recommended length of panel is 0.9 m.\n2.1.2 Width— Width of the panel shall be 53 cm for panels made of conventional size (230 mm × 110 mm ×\n75mm) bricks and 45 cm for panels made of modular size\n(190 mm x 90 mm x 90 mm) bricks.\n2.1.3 Thickness— Thickness of the panel shall be equal to thickness of a brick, that is, 75 mm for conventional\nsize bricks and 90 mm for modular size bricks.\n2.2 Partially Precast Joist\nPRECAST CONCRETE JOIST FOR FLOORING AND ROOFING\n2.2.1 Shape— Partially precast joist shall be rectangular in shape with steel stirrups kept projecting out which\nshall be tied with reinforcement along the joist to achieve monolithicity with concrete (see Fig.2).\n2.2.2 Width— Shall be sufficient to support two successive spans of brick panels with sufficient bearing,\nleaving an adequate gap between them. The minimum recommended width is 13 cm.\n2.2.3 Depth— For clear span of joist up to 4.2 m depth shall be 100 mm for both conventional and modular size\nbricks, Accordingly overall depth of joist with in-situ concrete of 35 mm shall be 210 mm for conventional\nbricks and 225 mm for modular bricks.\n2.3 Thickness of Joints\n2.3.1 Longitudinal Joints— Thickness of longitudinal joints shall be 40 mm to accommodate one 6 mm\nreinforcing bar with adequate cover (see Fig. 1).\n2.3.2 Transverse Joints— Thickness of transverse joints shall vary from a minimum of 15 mm to a maximum\nof 30 mm. However in a single panel unit, this shall be kept uniform for all transverse joints.\n* Heavy duty burnt clay building bricks (third revision)\nFig. 1 Isometric View of Prefab Brick Panel 2.4 Tolerances —Tolerances on various dimensions\nof the panel shall be as given below —\nDimension\nTolerance\nLength of panel\n10 mm\nWidth of panel\n5 mm\nThickness of panel\n4 mm\n3\nReinforcement\n3.1Reinforcement required for brick panel shall consist of 2 bars of required diameter embedded in the\nlongitudinal joints.\n3.1.1 Reinforcement with two mild steel Grade 1 bars of\n6 mm conforming to IS 432 (Part 1) : 1982* may be used in residential building.\nNote 1 — For details of material refer to 3 of the standard.\nNote 2 — For details of manufacture with regard to mould, casting and curing refer to 6 of the standard.\nNote 3 — For methods of tests, refer to Annex B of the standard.\nFor detailed information, refer to IS 14143:1994 Specification for prefabricated brick panel and partially precast concrete joist for flooring and roofing.\n3.1.2 Reinforcement for RC joist shall be provided as per design (see IS 14142 : 1994).**\n3.2 Cover to Reinforcement — A minimum clear cover\nof 15 mm shall be provided to reinforcement in the panel while for the joist the minimum clear cover shall be\n25 mm.\n4. Test — Dimensional test and deflection recovery test\nshall be routine tests whereas failure load test shall be type test. Type test is intended to prove the suitability\nand performance of a new design and size of a component. Failure load test is applied at the time of any\nchange in the design/size.\n* Mild steel and medium tensile steel bars and hard-drawn steel wire for concrete reinforcement, Part 1 Mild steel and medium\ntensile steel bars (third revision)\nFig. 2 Typical Partially Precast Joist\n** Code of practice for design and construction of roofs and floors with prefabricated brick panel.\n±\n±\n±" }, { "standard_id": "IS 14201: 1994", "title": "Precast Reinforced Concrete Channel Units For Construction Of Floors And Roofs", "category": "Cement and Concrete", - "summary": "Requirements for prefabricated reinforced concrete L-panels used for making roofs for buildings. This standard also covers the requirements for prefabricated reinforced concrete channel units which are to be used along with L-panels in the roof construction.", + "summary": "2.3 Tolerances on Dimensions 2.3.1 Dimension Tolerance Length ± 5 mm Width ± 3 mm Bow (deviation from intended ± 3 mm line or plane) Twist (distance of any corner ± 3 mm from the plane containing other three corners) 2.3.1 Squareness— When considering the squareness of the corner, the longer of the two sides being checked shall be taken as the base line. The shorter length shall not vary in length from the perpendicular by more than 3 mm. 2.3.2 Flatness— The maximum deviation from a 1.5 m straig", "keywords": [ "channel", - "units", - "reinforcement", "unit", + "reinforcement", + "units", "bars", - "roofs", - "stirrups" + "stirrups", + "plane" ], "key_sections": { - "Tests": "Tests for dimensional conformity, deflection recovery and failure load shall be conducted. Fig. 2 Typical Details of Channel Unit", - "Scope": "Requirements for prefabricated reinforced concrete L-panels used for making roofs for buildings. This standard also covers the requirements for prefabricated reinforced concrete channel units which are to be used along with L-panels in the roof construction. 2. Shape and Dimensions 2.1 Shape— The precast L-panel units shall have a cross-section of “L” shape with end bearing of same depth and width as the rib of L-section at the two ends of length. The end bearing length of rib parallel to the width of L-panel shall be kept lesser than the overall width of L-panel to provide an overlapping of 80-150 mm depending upon climatic conditions (see Fig. 1). 2.1.1 Channel Units— Units having a cross-section of channel shape shall also be produced in required numbers, to be used at the eaves in a ve" + "Tests": "Tests for dimensional conformity, deflection recovery and failure load shall be conducted. Fig. 2 Typical Details of Channel Unit" }, - "content": "IS 14201: 1994 Precast Reinforced Concrete Channel Units For Construction Of Floors And Roofs\n2.3 Tolerances on Dimensions\n2.3.1\nDimension\nTolerance\nLength\n± 5 mm\nWidth\n± 3 mm\nBow (deviation from intended\n± 3 mm line or plane)\nTwist (distance of any corner\n± 3 mm from the plane containing\nother three corners)\n2.3.1 Squareness— When considering the squareness of the corner, the longer of the two sides being checked\nshall be taken as the base line. The shorter length shall not vary in length from the perpendicular by more than\n3 mm.\n2.3.2 Flatness— The maximum deviation from a 1.5 m straight edge placed in any position on a nominal plane\nsurface shall not exceed 2 mm.\n3. Design\n3.1 The channel units shall be designed in accordance\nwith IS 14215:1994.*\n3.2 Reinforcement\n* Code of practice for design and construction of floors and roofs with precast reinforced concrete channel units.\nFig. 1 Channel Unit 3.2.1 Main reinforcement of the channel units shall comprise two bars of required diameter as per the de-\nsign placed at the bottom of two legs of channel unit.\nTwo bars of mild steel Grade 1 conforming to IS 432\n(Part 1): 1982,* 6 mm shall be provided at top corners to support the stirrups (see Fig 2). Stirrups of 3 mm at the\nrate of 300 mm c/c along the length of the channel unit\n(see Fig 2) shall be provided.\nNote 1— For details of materials refer to 3 of the standard.\nNote 2— For details of manufacture refer to 6 of the standard.\nNote 3— For method of test refer to Annex A of the standard.\nFor detailed information, refer to IS14201:1994 Specification for precast reinforced concrete channel units for construction of floors and roofs.\n* Mild steel and medium tensile steel bars and hard-drawn steel wire for concrete reinforcement, Part 1 Mild steel and medium\ntensile steel bars (third revision).\n3.2.2 Cover to reinforcement — The minimum cover to reinforcement shall be 15 mm.\n4. Tests— Tests for dimensional conformity, deflection\nrecovery and failure load shall be conducted.\nFig. 2 Typical Details of Channel Unit 1. Scope— Requirements for prefabricated reinforced\nconcrete L-panels used for making roofs for buildings.\nThis standard also covers the requirements for prefabricated reinforced concrete channel units which\nare to be used along with L-panels in the roof construction.\n2. Shape and Dimensions\n2.1 Shape— The precast L-panel units shall have a\ncross-section of “L” shape with end bearing of same depth and width as the rib of L-section at the two ends\nof length. The end bearing length of rib parallel to the width of L-panel shall be kept lesser than the overall\nwidth of L-panel to provide an overlapping of\n80-150 mm depending upon climatic conditions\n(see Fig. 1).\n2.1.1 Channel Units— Units having a cross-section of channel shape shall also be produced in required\nnumbers, to be used at the eaves in a verandah or for achieving aesthetic effect (see Fig.1)." + "content": "IS 14201: 1994 Precast Reinforced Concrete Channel Units For Construction Of Floors And Roofs\n2.3 Tolerances on Dimensions\n2.3.1\nDimension\nTolerance\nLength\n± 5 mm\nWidth\n± 3 mm\nBow (deviation from intended\n± 3 mm line or plane)\nTwist (distance of any corner\n± 3 mm from the plane containing\nother three corners)\n2.3.1 Squareness— When considering the squareness of the corner, the longer of the two sides being checked\nshall be taken as the base line. The shorter length shall not vary in length from the perpendicular by more than\n3 mm.\n2.3.2 Flatness— The maximum deviation from a 1.5 m straight edge placed in any position on a nominal plane\nsurface shall not exceed 2 mm.\n3. Design\n3.1 The channel units shall be designed in accordance\nwith IS 14215:1994.*\n3.2 Reinforcement\n* Code of practice for design and construction of floors and roofs with precast reinforced concrete channel units.\nFig. 1 Channel Unit 3.2.1 Main reinforcement of the channel units shall comprise two bars of required diameter as per the de-\nsign placed at the bottom of two legs of channel unit.\nTwo bars of mild steel Grade 1 conforming to IS 432\n(Part 1): 1982,* 6 mm shall be provided at top corners to support the stirrups (see Fig 2). Stirrups of 3 mm at the\nrate of 300 mm c/c along the length of the channel unit\n(see Fig 2) shall be provided.\nNote 1— For details of materials refer to 3 of the standard.\nNote 2— For details of manufacture refer to 6 of the standard.\nNote 3— For method of test refer to Annex A of the standard.\nFor detailed information, refer to IS14201:1994 Specification for precast reinforced concrete channel units for construction of floors and roofs.\n* Mild steel and medium tensile steel bars and hard-drawn steel wire for concrete reinforcement, Part 1 Mild steel and medium\ntensile steel bars (third revision).\n3.2.2 Cover to reinforcement — The minimum cover to reinforcement shall be 15 mm.\n4. Tests— Tests for dimensional conformity, deflection\nrecovery and failure load shall be conducted.\nFig. 2 Typical Details of Channel Unit" }, { "standard_id": "IS 14241: 1995", - "title": "Precast Reinforced Concrete L–Panel For Roofing", + "title": "Precast Reinforced Concrete L–Panel", "category": "Cement and Concrete", - "summary": "Covers corrugated and semi-corrigutated asbestos cement sheets, designed to provide structural weather exposed surfaces of roofs and building walls of industrial, residential, agricultural commercial and institutional types of buildings and for decorative and other purposes.", + "summary": "Requirements for prefabricated reinforced concrete L-panels used for making roofs for buildings. This standard also covers the requirements for prefabricated reinforced concrete channel units which are to be used along with L-panels in the roof construction.", "keywords": [ - "reinforcement", "rib", - "panels", - "bars", "units", - "optional", - "deformed" + "reinforcement", + "channel", + "panels", + "panel", + "kept" ], "key_sections": { + "Scope": "Requirements for prefabricated reinforced concrete L-panels used for making roofs for buildings. This standard also covers the requirements for prefabricated reinforced concrete channel units which are to be used along with L-panels in the roof construction. 2. Shape and Dimensions 2.1 Shape— The precast L-panel units shall have a cross-section of “L” shape with end bearing of same depth and width as the rib of L-section at the two ends of length. The end bearing length of rib parallel to the width of L-panel shall be kept lesser than the overall width of L-panel to provide an overlapping of 80-150 mm depending upon climatic conditions (see Fig. 1). 2.1.1 Channel Units— Units having a cross-section of channel shape shall also be produced in required numbers, to be used at the eaves in a ve", "Tests": "Dimension test, deflection, recovery test shall be routine tests while failure load test shall be type test. Note 1— For details of material refer to 3 of the standard. Note 2— For details of manufacture with regard to mould, casting and curing refer to 6 of the standard. Note 3— For methods of tests, refer to Annex A of the standard. For detailed information, refer to IS 14241:1995 Specification for precast reinforced concrete L-panel for roofing. 3.2 Impermeability test (optional) — The specimens shall not show during 24 hours of test any formation of drops of water except traces of moisutre on the lower surface. 3.3 Frost cracking test (optional) — Shall not show any cracking, surface alteration or delamination. 3.4 Density (Optional test) — Shall not be less than 1.4g/cm3.", - "Finish": "Shall have rectangular shape; corrugation true and regular; edges strainght and clean and square.", - "Scope": "Covers corrugated and semi-corrigutated asbestos cement sheets, designed to provide structural weather exposed surfaces of roofs and building walls of industrial, residential, agricultural commercial and institutional types of buildings and for decorative and other purposes.", - "Dimensions And Tolerances": "See Table 1. 3. Physical and Mechanical Characteristics 3.1 The load bearing capacity of corrugated and semi- corrugated sheets shall be not less than 5 N/mm width of specimen." + "Finish": "Shall have rectangular shape; corrugation true and regular; edges strainght and clean and square." }, - "content": "IS 14241: 1995 Precast Reinforced Concrete L–Panel For Roofing\n2.2 Dimensions\n2.2.1 Length— The maximum span of L-panels shall be restricted to 4 m. Lower lengths may be preferred,\nwherever possible, for easy handling. A minimum bearing on the gable walls shall be kept 60 mm on either\nside of the L-panels.\n2.2.2 Width— A guidance may be taken for choosing the width from Table 2 of the standard.\n2.2.3 Thickness of flange— A thickness of flange of\n30 to 40 mm depending upon the size of units and climatic conditions should be adopted, keeping it\n30 mm for overall width up to and including 700 mm and\n40 mm for widths up to 900 mm.\n2.2.4 Depth and width of rib— The dimensions of rib shall be determined in accordance with the design\nprocedure laid down in IS 14242 : 1995.* In any case, the depth and width of rib shall be not less than those given\nin Table 2 of the standard.\n* Design and construction of roofs using precast reinforced concrete L-panels-code of practice.\nFig. 1 Details of L-Panels and Channel Units 3. Reinforcement\n3.1 Main reinforcement required shall consist of one\nbar of required diameter provided at bottom of the rib of\nL-panel having an adequate cover. The required diameter shall be designed in accordance with IS 14242 : 1995.\nAlternatively, the required diameter may be taken from\nTable 2 which applies for reinforcement conforming to mild steel Grade I of IS 432 (Part 1) : 1982* and high\nstrength deformed bars as per IS 1786 : 1978.** The detailing shall be followed in accordance with Fig. 1.\n* Mild steel and medium tensile steel bars hard-drawn steel wire for concrete reinforcement : Part 1 Mild steel bars (third revison).\n** High strength deformed steel bars and wires for concrete reinforcement (third revision).\n3.2 Reinforcement for temperature and handling shall\nbe provided in the flange as per Table 2 of the standard\n3.3 At the eaves over verandah where channel units\nare provided, the same tensile reinforcement as for Lpanel shall be provided in both the ribs (the total\nreinforcement thus being double that of L-panel) while the overall dimensions shall be kept the same.\n4. Tests—Dimension test, deflection, recovery test\nshall be routine tests while failure load test shall be type test.\nNote 1— For details of material refer to 3 of the standard.\nNote 2— For details of manufacture with regard to mould, casting and curing refer to 6 of the standard.\nNote 3— For methods of tests, refer to Annex A of the standard.\nFor detailed information, refer to IS 14241:1995 Specification for precast reinforced concrete\nL-panel for roofing. 3.2 Impermeability test (optional) — The specimens\nshall not show during 24 hours of test any formation of drops of water except traces of moisutre on the lower\nsurface.\n3.3 Frost cracking test (optional) — Shall not show\nany cracking, surface alteration or delamination.\n3.4 Density (Optional test) — Shall not be less than\n1.4g/cm3.\n4. Finish — Shall have rectangular shape; corrugation\ntrue and regular; edges strainght and clean and square.\n1. Scope— Covers corrugated and semi-corrigutated\nasbestos cement sheets, designed to provide structural weather exposed surfaces of roofs and building walls of\nindustrial, residential, agricultural commercial and institutional types of buildings and for decorative and\nother purposes.\n2. Dimensions and Tolerances — See Table 1.\n3. Physical and Mechanical Characteristics\n3.1 The load bearing capacity of corrugated and semi-\ncorrugated sheets shall be not less than 5 N/mm width of specimen." + "content": "IS 14241: 1995 Precast Reinforced Concrete L–Panel\n1. Scope— Requirements for prefabricated reinforced\nconcrete L-panels used for making roofs for buildings.\nThis standard also covers the requirements for prefabricated reinforced concrete channel units which\nare to be used along with L-panels in the roof construction.\n2. Shape and Dimensions\n2.1 Shape— The precast L-panel units shall have a\ncross-section of “L” shape with end bearing of same depth and width as the rib of L-section at the two ends\nof length. The end bearing length of rib parallel to the width of L-panel shall be kept lesser than the overall\nwidth of L-panel to provide an overlapping of\n80-150 mm depending upon climatic conditions\n(see Fig. 1).\n2.1.1 Channel Units— Units having a cross-section of channel shape shall also be produced in required\nnumbers, to be used at the eaves in a verandah or for achieving aesthetic effect (see Fig.1). FOR ROOFING\n2.2 Dimensions\n2.2.1 Length— The maximum span of L-panels shall be restricted to 4 m. Lower lengths may be preferred,\nwherever possible, for easy handling. A minimum bearing on the gable walls shall be kept 60 mm on either\nside of the L-panels.\n2.2.2 Width— A guidance may be taken for choosing the width from Table 2 of the standard.\n2.2.3 Thickness of flange— A thickness of flange of\n30 to 40 mm depending upon the size of units and climatic conditions should be adopted, keeping it\n30 mm for overall width up to and including 700 mm and\n40 mm for widths up to 900 mm.\n2.2.4 Depth and width of rib— The dimensions of rib shall be determined in accordance with the design\nprocedure laid down in IS 14242 : 1995.* In any case, the depth and width of rib shall be not less than those given\nin Table 2 of the standard.\n* Design and construction of roofs using precast reinforced concrete L-panels-code of practice.\nFig. 1 Details of L-Panels and Channel Units 3. Reinforcement\n3.1 Main reinforcement required shall consist of one\nbar of required diameter provided at bottom of the rib of\nL-panel having an adequate cover. The required diameter shall be designed in accordance with IS 14242 : 1995.\nAlternatively, the required diameter may be taken from\nTable 2 which applies for reinforcement conforming to mild steel Grade I of IS 432 (Part 1) : 1982* and high\nstrength deformed bars as per IS 1786 : 1978.** The detailing shall be followed in accordance with Fig. 1.\n* Mild steel and medium tensile steel bars hard-drawn steel wire for concrete reinforcement : Part 1 Mild steel bars (third revison).\n** High strength deformed steel bars and wires for concrete reinforcement (third revision).\n3.2 Reinforcement for temperature and handling shall\nbe provided in the flange as per Table 2 of the standard\n3.3 At the eaves over verandah where channel units\nare provided, the same tensile reinforcement as for Lpanel shall be provided in both the ribs (the total\nreinforcement thus being double that of L-panel) while the overall dimensions shall be kept the same.\n4. Tests—Dimension test, deflection, recovery test\nshall be routine tests while failure load test shall be type test.\nNote 1— For details of material refer to 3 of the standard.\nNote 2— For details of manufacture with regard to mould, casting and curing refer to 6 of the standard.\nNote 3— For methods of tests, refer to Annex A of the standard.\nFor detailed information, refer to IS 14241:1995 Specification for precast reinforced concrete\nL-panel for roofing. 3.2 Impermeability test (optional) — The specimens\nshall not show during 24 hours of test any formation of drops of water except traces of moisutre on the lower\nsurface.\n3.3 Frost cracking test (optional) — Shall not show\nany cracking, surface alteration or delamination.\n3.4 Density (Optional test) — Shall not be less than\n1.4g/cm3.\n4. Finish — Shall have rectangular shape; corrugation\ntrue and regular; edges strainght and clean and square." }, { "standard_id": "IS 459: 1992", - "title": "Corrugated And Semi-Corrugated Asbestos Cement Sheets", + "title": "Corrugated And Semi-Corrugated Asbestos", "category": "Cement and Concrete", - "summary": "Requirements relating to plain ended asbestos cement pipes and joints intended for use under pressure; it defines certain conditions of manufacture, classification, characteristics and acceptance tests applicable to these roducts. Note – Asbestos cement building pipes and pipe fittings, gutters and gutter fittings and roofing fittings are covered by IS 1626. Asbestos cement pipes and fittings for sewerage and drainage are covered by IS 6908 'Specification for asbestos cement pipes and fittings f", + "summary": "Covers corrugated and semi-corrigutated asbestos cement sheets, designed to provide structural weather exposed surfaces of roofs and building walls of industrial, residential, agricultural commercial and institutional types of buildings and for decorative and other purposes.", "keywords": [ "corrugated", - "pipes", "sheets", - "asbestos", - "works", + "semi", "corrugation", - "pressure" + "pitches", + "effective", + "cement" ], "key_sections": { - "Scope": "Requirements relating to plain ended asbestos cement pipes and joints intended for use under pressure; it defines certain conditions of manufacture, classification, characteristics and acceptance tests applicable to these roducts. Note – Asbestos cement building pipes and pipe fittings, gutters and gutter fittings and roofing fittings are covered by IS 1626. Asbestos cement pipes and fittings for sewerage and drainage are covered by IS 6908 'Specification for asbestos cement pipes and fittings for swerage and drainage (first revision). 2. Pipes 2.1 Classification 2.1.1 Pipes of Nominal Diameter Up to 1 000 mm – Pipes of nominal diameter up to 1 000 are classified according to the works hydraulic test pressure give in Table 1. TABLE 1 CLASSIFICATION Sl.No Classes Works Hydraulic Test Pressu" + "Scope": "Covers corrugated and semi-corrigutated asbestos cement sheets, designed to provide structural weather exposed surfaces of roofs and building walls of industrial, residential, agricultural commercial and institutional types of buildings and for decorative and other purposes.", + "Dimensions And Tolerances": "See Table 1. 3. Physical and Mechanical Characteristics 3.1 The load bearing capacity of corrugated and semi- corrugated sheets shall be not less than 5 N/mm width of specimen. CEMENT SHEETS (Third Revision) Note 1 — For method of measurement of different dimensions of sheets, refer to 5 of the standard. Note 2 — For methods of tests, refer to IS 5913: 2003 Methods of tests for absestos cement products (second revision). For detailed informatoin refer to IS 459:1992 Specification for corrugated and semi-corrugated asbestos cement sheets (third revision). TABLE1 DIMENSIONS AND TOLERANCES OF CORRUGATED AND SEMI-CORRUGATED SHEETS All dimensions in milimetres Sl. Types of Depth of Pitch of Overall Effective Nominal Length of No. Sheets Corrugation Corrugation Width Width Thickness Sheet (1) (2" }, - "content": "IS 459: 1992 Corrugated And Semi-Corrugated Asbestos Cement Sheets\n(Third Revision)\nNote 1 — For method of measurement of different dimensions of sheets, refer to 5 of the standard.\nNote 2 — For methods of tests, refer to IS 5913: 2003 Methods of tests for absestos cement products (second revision).\nFor detailed informatoin refer to IS 459:1992 Specification for corrugated and semi-corrugated asbestos cement sheets (third revision).\nTABLE1 DIMENSIONS AND TOLERANCES OF CORRUGATED AND\nSEMI-CORRUGATED SHEETS\nAll dimensions in milimetres\nSl. Types of Depth of Pitch of Overall\nEffective Nominal Length of\nNo. Sheets Corrugation Corrugation Width\nWidth Thickness Sheet\n(1)\n(2) (3) (4)\n(5) (6)\n(7)\n(8)\n(9)\n(10)(11) (12) (13) (14)\ni) Corrugated 48 +3\n146 +6\n1050\n+10\n1010\n+10 6 +free 1500 +5 -5 -2\n-5 -5 -0.5 1750 -10 2000 2250 2500 2750 3000 ii) Semi-corrugated 45 +3\n338 +6\n1100\n+10\n1014\n+10 6 +free 1500 +5 -5 -2 -5\n-5 -0.5 1750 -10 2000 2250 2500 2750 3000\n1. Tolerance given in this table for pitch of corrugation relates to measurement over six pitches for corrugated\nsheets and three pitches for semi corrugated sheets.\n2. Nominal lengths other than those specified in col 13 may also be manufactured by mutual agreement between D Tolerances P Tolerances B Tolerances C Tolerances T Tolerances A Tolerances Note — Corrugated sheets of overall width 1086 mm and effective width 1016 mm with tolerances and other parameters same\nas in this table 1 may also be manufactured by mutual agreement between the manufacturer as the purchaser (see Fig 1A of the standard) 1. Scope—Requirements relating to plain ended\nasbestos cement pipes and joints intended for use under pressure; it defines certain conditions of manufacture,\nclassification, characteristics and acceptance tests applicable to these roducts.\nNote – Asbestos cement building pipes and pipe fittings, gutters\nand gutter fittings and roofing fittings are covered by IS 1626.\nAsbestos cement pipes and fittings for sewerage and drainage are covered by IS 6908 'Specification for asbestos cement\npipes and fittings for swerage and drainage (first revision).\n2.\nPipes\n2.1 Classification\n2.1.1 Pipes of Nominal Diameter Up to 1 000 mm –\nPipes of nominal diameter up to 1 000 are classified according to the works hydraulic test pressure give in\nTable 1.\nTABLE 1 CLASSIFICATION\nSl.No\nClasses\nWorks Hydraulic Test\nPressure, TP (MPa)\n(1)\n(2)\n(3)\ni)\n10\n1.0 ii)\n15\n1.5 iii)\n20\n2.0 iv)\n25\n2.5\nNOTES\n1. Pipes of class 12, 18, 24, 30, 35 and 36 corresponding to\nworks hydraulic test pressure of 1.2, 1.8, 2.4, 3.0, 3.5 and\n3.6 MPa respectively may also be manufactured. In such\ncases, detailed dimensions shall be arrived at between the manufacturer and the purchaser.\n2. For pipes of nominal diameter from 600 mm to 1 000\nmm, the procedure given in 3.2.2 may also be used.\nThe relationship between the bursting pressure (BP)\nand the works hydraulic test pressure (TP), and the relationship between the bursting pressure (BP) and\nthe hydraulic working pressure (WP) shall not be less than the values indicated in Table 2." + "content": "IS 459: 1992 Corrugated And Semi-Corrugated Asbestos\n1. Scope— Covers corrugated and semi-corrigutated\nasbestos cement sheets, designed to provide structural weather exposed surfaces of roofs and building walls of\nindustrial, residential, agricultural commercial and institutional types of buildings and for decorative and\nother purposes.\n2. Dimensions and Tolerances — See Table 1.\n3. Physical and Mechanical Characteristics\n3.1 The load bearing capacity of corrugated and semi-\ncorrugated sheets shall be not less than 5 N/mm width of specimen.\nCEMENT SHEETS\n(Third Revision)\nNote 1 — For method of measurement of different dimensions of sheets, refer to 5 of the standard.\nNote 2 — For methods of tests, refer to IS 5913: 2003 Methods of tests for absestos cement products (second revision).\nFor detailed informatoin refer to IS 459:1992 Specification for corrugated and semi-corrugated asbestos cement sheets (third revision).\nTABLE1 DIMENSIONS AND TOLERANCES OF CORRUGATED AND\nSEMI-CORRUGATED SHEETS\nAll dimensions in milimetres\nSl. Types of Depth of Pitch of Overall\nEffective Nominal Length of\nNo. Sheets Corrugation Corrugation Width\nWidth Thickness Sheet\n(1)\n(2) (3) (4)\n(5) (6)\n(7)\n(8)\n(9)\n(10)(11) (12) (13) (14)\ni) Corrugated 48 +3\n146 +6\n1050\n+10\n1010\n+10 6 +free 1500 +5 -5 -2\n-5 -5 -0.5 1750 -10 2000 2250 2500 2750 3000 ii) Semi-corrugated 45 +3\n338 +6\n1100\n+10\n1014\n+10 6 +free 1500 +5 -5 -2 -5\n-5 -0.5 1750 -10 2000 2250 2500 2750 3000\n1. Tolerance given in this table for pitch of corrugation relates to measurement over six pitches for corrugated\nsheets and three pitches for semi corrugated sheets.\n2. Nominal lengths other than those specified in col 13 may also be manufactured by mutual agreement between D Tolerances P Tolerances B Tolerances C Tolerances T Tolerances A Tolerances Note — Corrugated sheets of overall width 1086 mm and effective width 1016 mm with tolerances and other parameters same\nas in this table 1 may also be manufactured by mutual agreement between the manufacturer as the purchaser (see Fig 1A of the standard)" }, { "standard_id": "IS 1592: 2003", @@ -733,7 +708,7 @@ "nominal", "asbestos", "external", - "characteristics", + "diameters", "manufacturer" ], "key_sections": { @@ -746,140 +721,132 @@ "standard_id": "IS 1626 (Part 1): 1994", "title": "Asbestos Cement Building Pipes And Pipe Fittings, Gutters, And Gutter Fittings", "category": "Cement and Concrete", - "summary": "Requirments of asbestos cement gutters and gutter fittings used in buildings.", + "summary": "AND ROOF FITTINGS PART 1 PIPES AND PIPE FITTINGS (Second Revision) 3.2.2 Overall Length — The overall length is the sum of nominal length and length of socket. 3.3 Tolerances 3.3.1 Internal diameter of plain ends and sockets: The ratio of the actual diameter (maximum or minimum bore of pipes, pipe fittings or sockets measured over a given section) and the nominal diameter (bore of pipes, pipe fittings or sockets) should lie between 0.95 and 1.05 for all diameters of pipes and pipe fittings. 3.3.", "keywords": [ "fittings", - "gutters", "pipes", "pipe", "bursting", "sockets", - "cowl" + "cowl", + "overall" ], - "key_sections": { - "Scope": "Requirments of asbestos cement gutters and gutter fittings used in buildings.", - "Workmanship": "The interior surface of the gutters and their fittings shall be regular and uniform. 3. Dimensional Requirements a) Valley gutters — Normal size (in mm), shall be, 915 × 205 × 230, 610 × 150 × 230, 455 ×125 × 150 and 405 × 125 × 255 with thickness 12.5 mm, and length 1 830 mm. b) Boundary wall gutters — Nominal size (in mm), shall be 510 × 150 × 255, 455 × 150 × 305, 305 × 150 × 230 and 280 × 125 × 180 with thickness 12.5 mm and length 1830 mm. c) Half round gutters Nominal size shall be 305, 230 and 150 mm with thickness 9.5 mm." - }, - "content": "IS 1626 (Part 1): 1994 Asbestos Cement Building Pipes And Pipe Fittings, Gutters, And Gutter Fittings\nAND ROOF FITTINGS PART 1 PIPES AND PIPE FITTINGS\n(Second Revision)\n3.2.2 Overall Length — The overall length is the sum of nominal length and length of socket.\n3.3 Tolerances\n3.3.1 Internal diameter of plain ends and sockets: The ratio of the actual diameter (maximum or minimum bore\nof pipes, pipe fittings or sockets measured over a given section) and the nominal diameter (bore of pipes, pipe\nfittings or sockets) should lie between 0.95 and 1.05 for all diameters of pipes and pipe fittings.\n3.3.2 The nominal length— The tolerances on nominal length of pipes and pipe fittings shall be ± 10 mm and\n± 5 mm respectively.\n3.3.3 The overall length— The tolerances on the overall lengths of pipes shall be ± 10 mm.\n3.3.4 The depth of socket — The tolerances on the depth of the sockets of pipe fittings shall be ± 5 mm.\n4.\nPhysical Requirements\n4.1 The deviation in straightness of pipes shall not\nexceed the following—\nNominal Diameter\nDeviation m m m m\n50 to 60 5.5l\n80 to 150 4.5l where l is the nominal length of the pipe in metres\n4.2 Hydraulic Pressure Test — To be carried out on all\npipes and fittings except on cone cap cowl, slotted vent cowl and pipe fittings provided with access doors.\n4.2.1 Pipes and fittings shall show no fissure or visible sweating on outside surface when subjected to internal\nhydraulic pressure of 0.1 MN/m 2 maintained for 30 seconds. 4.2.2 Hydraulic bursting test — (optional for pipes only) the pipe shall indicate a minimum bursting stress\nof 5 MN/m2\n4.2.3 Longitudinal bursting test — The unit longitudinal bending stress shall not be less than\n12.5 MN/m2.\n4.2.4 Transverse crushing test — The unit transverse crushing stress of pipes at failure shall not be less than\n14 MN/m2.\n4.2.5 Water absorption test— The mean water absorption of speciment shall not be more than\n28 percent of the dry mass of the material.\nNote— For methods of tests, refer to IS 5913:1989 Method of tests for asbestos cement products (first revision)\nFor detailed information refer to IS 1626 (Part 1):1984 Specification for asbestos cement building pipes and pipe fittings, gutters and gutter fittings and roof fittings: Part 1 Pipes and pipe fittings\n(second revision). 1. Scope — Requirments of asbestos cement gutters\nand gutter fittings used in buildings.\n2. Workmanship — The interior surface of the\ngutters and their fittings shall be regular and uniform.\n3. Dimensional Requirements\na)\nValley gutters — Normal size (in mm), shall be,\n915 × 205 × 230, 610 × 150 × 230, 455 ×125 × 150 and 405 × 125 × 255 with thickness 12.5 mm,\nand length 1 830 mm.\nb)\nBoundary wall gutters — Nominal size (in mm), shall be 510 × 150 × 255, 455 × 150 × 305, 305\n× 150 × 230 and 280 × 125 × 180 with thickness\n12.5 mm and length 1830 mm.\nc)\nHalf round gutters Nominal size shall be 305,\n230 and 150 mm with thickness 9.5 mm." + "key_sections": {}, + "content": "IS 1626 (Part 1): 1994 Asbestos Cement Building Pipes And Pipe Fittings, Gutters, And Gutter Fittings\nAND ROOF FITTINGS PART 1 PIPES AND PIPE FITTINGS\n(Second Revision)\n3.2.2 Overall Length — The overall length is the sum of nominal length and length of socket.\n3.3 Tolerances\n3.3.1 Internal diameter of plain ends and sockets: The ratio of the actual diameter (maximum or minimum bore\nof pipes, pipe fittings or sockets measured over a given section) and the nominal diameter (bore of pipes, pipe\nfittings or sockets) should lie between 0.95 and 1.05 for all diameters of pipes and pipe fittings.\n3.3.2 The nominal length— The tolerances on nominal length of pipes and pipe fittings shall be ± 10 mm and\n± 5 mm respectively.\n3.3.3 The overall length— The tolerances on the overall lengths of pipes shall be ± 10 mm.\n3.3.4 The depth of socket — The tolerances on the depth of the sockets of pipe fittings shall be ± 5 mm.\n4.\nPhysical Requirements\n4.1 The deviation in straightness of pipes shall not\nexceed the following—\nNominal Diameter\nDeviation m m m m\n50 to 60 5.5l\n80 to 150 4.5l where l is the nominal length of the pipe in metres\n4.2 Hydraulic Pressure Test — To be carried out on all\npipes and fittings except on cone cap cowl, slotted vent cowl and pipe fittings provided with access doors.\n4.2.1 Pipes and fittings shall show no fissure or visible sweating on outside surface when subjected to internal\nhydraulic pressure of 0.1 MN/m 2 maintained for 30 seconds. 4.2.2 Hydraulic bursting test — (optional for pipes only) the pipe shall indicate a minimum bursting stress\nof 5 MN/m2\n4.2.3 Longitudinal bursting test — The unit longitudinal bending stress shall not be less than\n12.5 MN/m2.\n4.2.4 Transverse crushing test — The unit transverse crushing stress of pipes at failure shall not be less than\n14 MN/m2.\n4.2.5 Water absorption test— The mean water absorption of speciment shall not be more than\n28 percent of the dry mass of the material.\nNote— For methods of tests, refer to IS 5913:1989 Method of tests for asbestos cement products (first revision)\nFor detailed information refer to IS 1626 (Part 1):1984 Specification for asbestos cement building pipes and pipe fittings, gutters and gutter fittings and roof fittings: Part 1 Pipes and pipe fittings\n(second revision)." }, { "standard_id": "IS 1626 (Part 2): 1994", - "title": "Asbestos Cement Building Pipes And Pipe Fittings, Gutters And Gutter Fittings And Roof Fittings", + "title": "Asbestos Cement Building", "category": "Cement and Concrete", - "summary": "Requirements of asbestos cement roofing fittings, to be used in conjunction with corrugated and semi-corugated asbestos cement sheets conforming to IS 459:1992* 1.1 The following roofing fittings are covered in this standard. a) Ridges— 1) Serrated adjustable ridges, 2) Plain wing adjustable ridges, 3) One piece plain angular ridges, 4) Unserrated adjustable ridges for hips, 5) Close fitting adjustable ridges, and 6) Northlight adjustable ridges. b) Eaves filler pieces c) Ridge finials, d) Apron", + "summary": "Requirments of asbestos cement gutters and gutter fittings used in buildings.", "keywords": [ - "ridges", - "fittings", - "adjustable", "gutters", - "curves", + "fittings", "gutter", - "northlight" + "shapes", + "traces", + "regular", + "impermeability" ], "key_sections": { - "Scope": "Requirements of asbestos cement roofing fittings, to be used in conjunction with corrugated and semi-corugated asbestos cement sheets conforming to IS 459:1992* 1.1 The following roofing fittings are covered in this standard. a) Ridges— 1) Serrated adjustable ridges, 2) Plain wing adjustable ridges, 3) One piece plain angular ridges, 4) Unserrated adjustable ridges for hips, 5) Close fitting adjustable ridges, and 6) Northlight adjustable ridges. b) Eaves filler pieces c) Ridge finials, d) Apron pieces e) Barge boards for corner pieces, curved barge boards, f) Rooflights, g) North light curves or ventilator curves, h) Cowl type ventilator curves, j) Expansion joints for semi-corrugated sheets and fittings like ridges and northlight curve. k) Louvres, S type, m) Radial exhaust, and n) Curve" + "Scope": "Requirments of asbestos cement gutters and gutter fittings used in buildings.", + "Workmanship": "The interior surface of the gutters and their fittings shall be regular and uniform. 3. Dimensional Requirements a) Valley gutters — Normal size (in mm), shall be, 915 × 205 × 230, 610 × 150 × 230, 455 ×125 × 150 and 405 × 125 × 255 with thickness 12.5 mm, and length 1 830 mm. b) Boundary wall gutters — Nominal size (in mm), shall be 510 × 150 × 255, 455 × 150 × 305, 305 × 150 × 230 and 280 × 125 × 180 with thickness 12.5 mm and length 1830 mm. c) Half round gutters Nominal size shall be 305, 230 and 150 mm with thickness 9.5 mm. PIPES AND PIPE FITTINGS, GUTTERS AND GUTTER FITTINGS AND ROOF FITTINGS PART 2 GUTTERS AND GUTTER FITTINGS (Second Revision) Note — For methods of tests, refer to IS 5913:1989 Methods of tests for asbestos cement products (first revision). For detailed information," }, - "content": "IS 1626 (Part 2): 1994 Asbestos Cement Building Pipes And Pipe Fittings, Gutters And Gutter Fittings And Roof Fittings\nPART 2 GUTTERS AND GUTTER FITTINGS\n(Second Revision)\nNote — For methods of tests, refer to IS 5913:1989 Methods of tests for asbestos cement products (first revision).\nFor detailed information, refer to IS 1626 (Part 2) : 1994 Specification for asbestos cement building pipes and pipe fittings, gutters and gutter fittings and roof fittings: Part 2 Gutters and\ngutter fittings (Second Revision).\nNote— For detailed dimensions for various items of gutters\nand their fittings, refer to Tables 2 to 4 and appropriate figures of the standard.\n3.1 Tolerances\nOn length ±10 mm\nOn profile ±10 mm\nOn thickness ±1.5 mm\n4. Physical Requirements\n4.1 When tested for impermeability, the specimen shall\nnot show during 24 h of test any formation of drops of water, except traces fo moisture on the lower surface. 2. Shapes, Dimensions and Tolerances\n2.1 Shapes— The shapes of various fittings shall be as\ndetailed in Table 1 read with appropriate figures as given in the standard.\n2.2 Dimensions—Shall be declared by the manufacture\n2.3 Tolerances\n2.3.1\nLength ± 10 mm\n2.3.2\nThickness + free -1.0 mm\n3. Physical Requirement\n3.1 All the finished products shall be inspected for\nfreedom from visual defects.\n3.2 The surface of fittings intended to be exposed to\nthe weather shall be generally of smooth finish and the finish should permit any minor variation of the surface\nappearance due to the method of manufacture, which does not impair the performance of the fittings.\n3.2.1 The fittings shall be clean with straight and regular edges.\n3.3\nWhen tested for impermeability, the specimen shall not show during 24 hours of test any formation of drops\nof water, except traces of moisture on the lower surface.\n1. Scope — Requirements of asbestos cement roofing\nfittings, to be used in conjunction with corrugated and semi-corugated asbestos cement sheets conforming to\nIS 459:1992*\n1.1\nThe following roofing fittings are covered in this standard.\na)\nRidges—\n1) Serrated adjustable ridges,\n2) Plain wing adjustable ridges,\n3) One piece plain angular ridges,\n4) Unserrated adjustable ridges for hips,\n5) Close fitting adjustable ridges, and\n6) Northlight adjustable ridges.\nb)\nEaves filler pieces c)\nRidge finials, d)\nApron pieces e)\nBarge boards for corner pieces, curved barge boards,\nf)\nRooflights, g)\nNorth light curves or ventilator curves, h)\nCowl type ventilator curves, j)\nExpansion joints for semi-corrugated sheets and fittings like ridges and northlight curve.\nk)\nLouvres, S type, m)\nRadial exhaust, and n)\nCurved sheets." + "content": "IS 1626 (Part 2): 1994 Asbestos Cement Building\n1. Scope — Requirments of asbestos cement gutters\nand gutter fittings used in buildings.\n2. Workmanship — The interior surface of the\ngutters and their fittings shall be regular and uniform.\n3. Dimensional Requirements\na)\nValley gutters — Normal size (in mm), shall be,\n915 × 205 × 230, 610 × 150 × 230, 455 ×125 × 150 and 405 × 125 × 255 with thickness 12.5 mm,\nand length 1 830 mm.\nb)\nBoundary wall gutters — Nominal size (in mm), shall be 510 × 150 × 255, 455 × 150 × 305, 305\n× 150 × 230 and 280 × 125 × 180 with thickness\n12.5 mm and length 1830 mm.\nc)\nHalf round gutters Nominal size shall be 305,\n230 and 150 mm with thickness 9.5 mm.\nPIPES AND PIPE FITTINGS, GUTTERS AND GUTTER FITTINGS\nAND ROOF FITTINGS\nPART 2 GUTTERS AND GUTTER FITTINGS\n(Second Revision)\nNote — For methods of tests, refer to IS 5913:1989 Methods of tests for asbestos cement products (first revision).\nFor detailed information, refer to IS 1626 (Part 2) : 1994 Specification for asbestos cement building pipes and pipe fittings, gutters and gutter fittings and roof fittings: Part 2 Gutters and\ngutter fittings (Second Revision).\nNote— For detailed dimensions for various items of gutters\nand their fittings, refer to Tables 2 to 4 and appropriate figures of the standard.\n3.1 Tolerances\nOn length ±10 mm\nOn profile ±10 mm\nOn thickness ±1.5 mm\n4. Physical Requirements\n4.1 When tested for impermeability, the specimen shall\nnot show during 24 h of test any formation of drops of water, except traces fo moisture on the lower surface. 2. Shapes, Dimensions and Tolerances\n2.1 Shapes— The shapes of various fittings shall be as\ndetailed in Table 1 read with appropriate figures as given in the standard.\n2.2 Dimensions—Shall be declared by the manufacture\n2.3 Tolerances\n2.3.1\nLength ± 10 mm\n2.3.2\nThickness + free -1.0 mm\n3. Physical Requirement\n3.1 All the finished products shall be inspected for\nfreedom from visual defects.\n3.2 The surface of fittings intended to be exposed to\nthe weather shall be generally of smooth finish and the finish should permit any minor variation of the surface\nappearance due to the method of manufacture, which does not impair the performance of the fittings.\n3.2.1 The fittings shall be clean with straight and regular edges.\n3.3\nWhen tested for impermeability, the specimen shall not show during 24 hours of test any formation of drops\nof water, except traces of moisture on the lower surface." }, { "standard_id": "IS 1626: 1984", "title": "Asbestos Cement Building Pipes And Pipe Fittings, Gutters And Guter Fittings And Roof Fittings", "category": "Cement and Concrete", - "summary": "Requirements regarding, composition, dimension and tests of asbestos cement flat sheets (semicompressed and fully compressed). These sheets are different from autoclaved silica asbestos cement flat sheets which are covered in IS 13000:1990.*", + "summary": "PART 3 ROOF FITTINGS (Second Revision) Note — For methods of tests, refer to IS 5913:1989 Methods of tests for asbestos cement products (first revision). For detailed information, refer to IS 1626(Part 3):1994 Specification for asbestos cement building pipes and pipe fittings, gutters and gutter fittings and roof fittings: Part 3 Roof fitings (second revision). * Corrugated and semi-corrugated asebestos cement sheets (third revision)", "keywords": [ - "asbestos", "roof", - "cement", - "sheets", "fittings", "corrugated", - "fitings" + "cement", + "fitings", + "asbestos", + "asebestos" ], - "key_sections": { - "Scope": "Requirements regarding, composition, dimension and tests of asbestos cement flat sheets (semicompressed and fully compressed). These sheets are different from autoclaved silica asbestos cement flat sheets which are covered in IS 13000:1990.*", - "Classification": "See Table 1. 3. Dimensional and tolerances 3.1 Thickness— shall be 3, 4, 5, 6, 8, 10, 12 and 15 mm. 3.2 Length and Width — See Table 2. 3.3 Tolerances 3.3.1 On thickness — (a) From 3 mm to 5 mm ±0.5 mm (b) From 6 mm and above ± 0.1 mm where 'e' is nominal thickness of sheet." - }, - "content": "IS 1626: 1984 Asbestos Cement Building Pipes And Pipe Fittings, Gutters And Guter Fittings And Roof Fittings\nPART 3 ROOF FITTINGS\n(Second Revision)\nNote — For methods of tests, refer to IS 5913:1989 Methods of tests for asbestos cement products (first revision).\nFor detailed information, refer to IS 1626(Part 3):1994 Specification for asbestos cement building pipes and pipe fittings, gutters and gutter fittings and roof fittings: Part 3 Roof fitings\n(second revision).\n* Corrugated and semi-corrugated asebestos cement sheets (third revision) 1. Scope—Requirements regarding, composition,\ndimension and tests of asbestos cement flat sheets (semicompressed and fully compressed). These sheets are\ndifferent from autoclaved silica asbestos cement flat sheets which are covered in IS 13000:1990.*\n2. Classification— See Table 1.\n3. Dimensional and tolerances\n3.1\nThickness— shall be 3, 4, 5, 6, 8, 10, 12 and 15 mm.\n3.2\nLength and Width — See Table 2.\n3.3\nTolerances\n3.3.1 On thickness —\n(a) From 3 mm to 5 mm ±0.5 mm\n(b) From 6 mm and above ± 0.1 mm where 'e' is nominal thickness of sheet." + "key_sections": {}, + "content": "IS 1626: 1984 Asbestos Cement Building Pipes And Pipe Fittings, Gutters And Guter Fittings And Roof Fittings\nPART 3 ROOF FITTINGS\n(Second Revision)\nNote — For methods of tests, refer to IS 5913:1989 Methods of tests for asbestos cement products (first revision).\nFor detailed information, refer to IS 1626(Part 3):1994 Specification for asbestos cement building pipes and pipe fittings, gutters and gutter fittings and roof fittings: Part 3 Roof fitings\n(second revision).\n* Corrugated and semi-corrugated asebestos cement sheets (third revision)" }, { "standard_id": "IS 2096: 1992", "title": "Asbestos Cement Flat Sheets", "category": "Cement and Concrete", - "summary": "Requirements regarding composition, dimensions, and test of asbestos cement building boards. Asbestos cement flat sheets and silica asbestos cement flat sheets which are different, are not covered in this standard.", + "summary": "Requirements regarding, composition, dimension and tests of asbestos cement flat sheets (semicompressed and fully compressed). These sheets are different from autoclaved silica asbestos cement flat sheets which are covered in IS 13000:1990.*", "keywords": [ "asbestos", - "cement", "sheets", - "bending", "compressed", + "cement", "sheet", - "silica" + "bending", + "fully" ], "key_sections": { - "Scope": "Requirements regarding composition, dimensions, and test of asbestos cement building boards. Asbestos cement flat sheets and silica asbestos cement flat sheets which are different, are not covered in this standard.", - "Classification": "See Table 1. 3. Tolerances 3.1 Length and Width ±0.5 mm 3.2 Thickness a) From 3 mm to 5 mm ± 0.5 mm" + "Scope": "Requirements regarding, composition, dimension and tests of asbestos cement flat sheets (semicompressed and fully compressed). These sheets are different from autoclaved silica asbestos cement flat sheets which are covered in IS 13000:1990.*", + "Classification": "See Table 1. 3. Dimensional and tolerances 3.1 Thickness— shall be 3, 4, 5, 6, 8, 10, 12 and 15 mm. 3.2 Length and Width — See Table 2. 3.3 Tolerances 3.3.1 On thickness — (a) From 3 mm to 5 mm ±0.5 mm (b) From 6 mm and above ± 0.1 mm where 'e' is nominal thickness of sheet. (First Revision) 3.3.2 On length and width — Shall not vary from the nomoinal dimensions for length and width by more than ± 5 mm. 3.3.3 Straightness of edges — Shall be not more than 2 mm/m for the relevant dimension (length or width) 3.3.4 Squareness of edges — Shall be not more than 3 mm/m. 4. Tests 4.1 Bending Strength Test and Density — Bending stress and density shall not be less than the values specified in Table 1. 4.2 For measurement of thickness, straightness and squareness of edges, refer to 8 of the standar" }, - "content": "IS 2096: 1992 Asbestos Cement Flat Sheets\n(First Revision)\n3.3.2 On length and width — Shall not vary from the nomoinal dimensions for length and width by more than\n± 5 mm.\n3.3.3 Straightness of edges — Shall be not more than\n2 mm/m for the relevant dimension (length or width)\n3.3.4 Squareness of edges — Shall be not more than\n3 mm/m.\n4. Tests\n4.1 Bending Strength Test and Density — Bending\nstress and density shall not be less than the values specified in Table 1.\n4.2 For measurement of thickness, straightness and\nsquareness of edges, refer to 8 of the standard.\n* Silica asbestos cement flat sheets\nTABLE 1 CLASIFICATION\nClass Description\nMinimum Bending strength in N/mm2\nMinimum of Sheet of Sheet\nDensity g/cc\nLoading Parallel\nLoading at Right Angles to the Fibre of Sheet\nto the Fibre of Sheet\n(1) (2)\n(3)\n(4) (5)\n1 Semi-compressed\n13\n16 1.2\n2 Fully compressed\n20\n28 1.6\nNote— For methods of tests, refer to IS 5913:1989 Methods of test for asbestos cement products (first revision).\nFor detailed information, refer to IS 2096:1991.Specifiction for asbestos cement sheets\n(first revision).\nTABLE 2 NOMINAL DIMENSIONS OF ASBESTOS\nCEMENT SHEETS\nLength Width 1200 1220\n600 x x\n610 x\nx\n1200 x\nx\n1200 x\nx\n1800 x\nx\n1830 x\nx\n2400 x\nx\n2440 x\nx\n3000 x\nx\n3050 x\nx 1. Scope — Requirements regarding composition,\ndimensions, and test of asbestos cement building boards. Asbestos cement flat sheets and silica asbestos\ncement flat sheets which are different, are not covered in this standard.\n2. Classification — See Table 1.\n3. Tolerances\n3.1 Length and Width ±0.5 mm\n3.2 Thickness\na) From 3 mm to 5 mm ± 0.5 mm" + "content": "IS 2096: 1992 Asbestos Cement Flat Sheets\n1. Scope—Requirements regarding, composition,\ndimension and tests of asbestos cement flat sheets (semicompressed and fully compressed). These sheets are\ndifferent from autoclaved silica asbestos cement flat sheets which are covered in IS 13000:1990.*\n2. Classification— See Table 1.\n3. Dimensional and tolerances\n3.1\nThickness— shall be 3, 4, 5, 6, 8, 10, 12 and 15 mm.\n3.2\nLength and Width — See Table 2.\n3.3\nTolerances\n3.3.1 On thickness —\n(a) From 3 mm to 5 mm ±0.5 mm\n(b) From 6 mm and above ± 0.1 mm where 'e' is nominal thickness of sheet.\n(First Revision)\n3.3.2 On length and width — Shall not vary from the nomoinal dimensions for length and width by more than\n± 5 mm.\n3.3.3 Straightness of edges — Shall be not more than\n2 mm/m for the relevant dimension (length or width)\n3.3.4 Squareness of edges — Shall be not more than\n3 mm/m.\n4. Tests\n4.1 Bending Strength Test and Density — Bending\nstress and density shall not be less than the values specified in Table 1.\n4.2 For measurement of thickness, straightness and\nsquareness of edges, refer to 8 of the standard.\n* Silica asbestos cement flat sheets\nTABLE 1 CLASIFICATION\nClass Description\nMinimum Bending strength in N/mm2\nMinimum of Sheet of Sheet\nDensity g/cc\nLoading Parallel\nLoading at Right Angles to the Fibre of Sheet\nto the Fibre of Sheet\n(1) (2)\n(3)\n(4) (5)\n1 Semi-compressed\n13\n16 1.2\n2 Fully compressed\n20\n28 1.6\nNote— For methods of tests, refer to IS 5913:1989 Methods of test for asbestos cement products (first revision).\nFor detailed information, refer to IS 2096:1991.Specifiction for asbestos cement sheets\n(first revision).\nTABLE 2 NOMINAL DIMENSIONS OF ASBESTOS\nCEMENT SHEETS\nLength Width 1200 1220\n600 x x\n610 x\nx\n1200 x\nx\n1200 x\nx\n1800 x\nx\n1830 x\nx\n2400 x\nx\n2440 x\nx\n3000 x\nx\n3050 x\nx" }, { "standard_id": "IS 2098: 1997", "title": "Asbestos Cement Building Boards", "category": "Cement and Concrete", - "summary": "Requirements for asbestos-cement pipes and fittings suitable for use with gravity flow at atmosopheric pressure, intended for sewerage and drain- age application.", + "summary": "Requirements regarding composition, dimensions, and test of asbestos cement building boards. Asbestos cement flat sheets and silica asbestos cement flat sheets which are different, are not covered in this standard.", "keywords": [ "boards", - "class", - "pipes", - "junctions", - "fittings", "asbestos", - "cement" + "class", + "cement", + "specimens", + "building", + "board" ], "key_sections": { - "Scope": "Requirements for asbestos-cement pipes and fittings suitable for use with gravity flow at atmosopheric pressure, intended for sewerage and drain- age application.", - "Workmanship And Finish": "The pipes shall be seamless, compact and homogeneous. Their internal surface shall be regular and smooth. the internal face between the branch and the parent pipe of junctions shall have a flush and fair finish.", - "Classification": "Classified according to crush- ing strength as given in Table 1. 4. Fittings 4.1 General appearance and finish shall comply with the requirements of 2. 4.2 Classification and Types 4.2.1 Shall be of equivalent strength to that of the adjacent pipes. 4.2.2 The nominal diameter of fittings shall correspond to nominal diameters of pipes. 4.2.3 Thickness of the barrel of the fittings shall be at least equal to that for corresponding pipe. 4.2.4 The basic types of fittings are— bends, angle junctions, equal or unequal tees, double sockets, sleeves and saddles. 5. Tolerances 5.1 Pipes — See Table 2." + "Scope": "Requirements regarding composition, dimensions, and test of asbestos cement building boards. Asbestos cement flat sheets and silica asbestos cement flat sheets which are different, are not covered in this standard.", + "Classification": "See Table 1. 3. Tolerances 3.1 Length and Width ±0.5 mm 3.2 Thickness a) From 3 mm to 5 mm ± 0.5 mm (First Revision) b) From 6 mm and above ± 0.1 e mm (± 10 percent) where 'e' is nominal thickness of board. 4. Tests 4.1 Load Bearing Capacity— Average of two specimens not less than 20 kg for Class A boards and 15 kg for Class B and Class C boards. Further, the breaking load of either of the specimens shall not be less than 15 kg for Class A boards and 10 kg for Class B and Class C boards. 4.2 Water Absorption Test— The amount of water absorbed by the specimen shall not exceed 40 percent of its dry weight. TABLE 1DIMENSIONS OF ASBESTOS CEMENT BUILDING BOARDS Class of Board Length Width Thickness mm mm mm (1) (2) (3) (4) A 2440 1220 6 (2400) (1200) 1830 (1800) 1220 (1200) B 2440 1220 5 (2400)" }, - "content": "IS 2098: 1997 Asbestos Cement Building Boards\n(First Revision)\nb)\nFrom 6 mm and above ± 0.1 e mm (± 10 percent)\nwhere 'e' is nominal thickness of board.\n4. Tests\n4.1 Load Bearing Capacity— Average of two\nspecimens not less than 20 kg for Class A boards and\n15 kg for Class B and Class C boards.\nFurther, the breaking load of either of the specimens shall not be less than 15 kg for Class A boards and 10 kg\nfor Class B and Class C boards.\n4.2 Water Absorption Test— The amount of water\nabsorbed by the specimen shall not exceed 40 percent of its dry weight.\nTABLE 1DIMENSIONS OF ASBESTOS CEMENT BUILDING BOARDS\nClass of Board\nLength\nWidth\nThickness mm\nmm mm\n(1)\n(2)\n(3)\n(4)\nA\n2440\n1220\n6\n(2400)\n(1200)\n1830\n(1800)\n1220\n(1200)\nB\n2440\n1220\n5\n(2400)\n(1200)\n1830\n(1800)\n1220\n(1200)\nC\n2440\n1220\n4\n(2400)\n(1200)\n1830\n(1800)\n1220\n(1200)\nNote — Values which are not in brackets are preferred sizes .\nNote — For methods of tests, refer to IS 5913:1989 Methods of tests for asebstos cement products (first revision).\nFor detialed information, refer to IS 2098:1997 Specification for asbestos cement building boards\n(first revision). 1. Scope — Requirements for asbestos-cement pipes\nand fittings suitable for use with gravity flow at atmosopheric pressure, intended for sewerage and drain-\nage application.\n2. General Appearance and Finish— The pipes\nshall be seamless, compact and homogeneous. Their internal surface shall be regular and smooth. the internal\nface between the branch and the parent pipe of junctions shall have a flush and fair finish.\n3. Classification— Classified according to crush-\ning strength as given in Table 1.\n4. Fittings\n4.1 General appearance and finish shall comply with the\nrequirements of 2.\n4.2 Classification and Types\n4.2.1 Shall be of equivalent strength to that of the adjacent pipes.\n4.2.2 The nominal diameter of fittings shall correspond to nominal diameters of pipes.\n4.2.3 Thickness of the barrel of the fittings shall be at least equal to that for corresponding pipe.\n4.2.4 The basic types of fittings are— bends, angle junctions, equal or unequal tees, double sockets, sleeves\nand saddles.\n5. Tolerances\n5.1\nPipes — See Table 2." + "content": "IS 2098: 1997 Asbestos Cement Building Boards\n1. Scope — Requirements regarding composition,\ndimensions, and test of asbestos cement building boards. Asbestos cement flat sheets and silica asbestos\ncement flat sheets which are different, are not covered in this standard.\n2. Classification — See Table 1.\n3. Tolerances\n3.1 Length and Width ±0.5 mm\n3.2 Thickness\na) From 3 mm to 5 mm ± 0.5 mm\n(First Revision)\nb)\nFrom 6 mm and above ± 0.1 e mm (± 10 percent)\nwhere 'e' is nominal thickness of board.\n4. Tests\n4.1 Load Bearing Capacity— Average of two\nspecimens not less than 20 kg for Class A boards and\n15 kg for Class B and Class C boards.\nFurther, the breaking load of either of the specimens shall not be less than 15 kg for Class A boards and 10 kg\nfor Class B and Class C boards.\n4.2 Water Absorption Test— The amount of water\nabsorbed by the specimen shall not exceed 40 percent of its dry weight.\nTABLE 1DIMENSIONS OF ASBESTOS CEMENT BUILDING BOARDS\nClass of Board\nLength\nWidth\nThickness mm\nmm mm\n(1)\n(2)\n(3)\n(4)\nA\n2440\n1220\n6\n(2400)\n(1200)\n1830\n(1800)\n1220\n(1200)\nB\n2440\n1220\n5\n(2400)\n(1200)\n1830\n(1800)\n1220\n(1200)\nC\n2440\n1220\n4\n(2400)\n(1200)\n1830\n(1800)\n1220\n(1200)\nNote — Values which are not in brackets are preferred sizes .\nNote — For methods of tests, refer to IS 5913:1989 Methods of tests for asebstos cement products (first revision).\nFor detialed information, refer to IS 2098:1997 Specification for asbestos cement building boards\n(first revision)." }, { "standard_id": "IS 6908: 1991", "title": "Asbestos Cement Pipes And Fittings For Sewerage And Drainage", "category": "Cement and Concrete", - "summary": "Covers asebstos cement cable conduits of 50 to 150 mm diameter together with plastic couplings and asbestos cement conical couplings and asbestos cement collars with rubber rings These are intended to accomodate paper insulated telecommunication and power cables. Also covers asebestos cement cable trough of 100×100 mm to 300×300 mm size together with bends and union clips for use at ground level and above ground level for carrying cables.", + "summary": "(First revision) 5.2 Fittings — Tolerances on the nominal thickness of the fittings shall be as follows: Upper deviation : Free Lower deviation :—1.5 mm 6. Tests 6.1 Hydraulic ressure Test— The pipe and joints when tested to a pressure of 0.25 MPa shall not show any fissure, leakage, or sweating on their outside surface. 6.2 Transverse Crushing Test— a) Pipes— Minimum 33 N/mm. b) Fittings — No minimum transverse crushing load is required 6.3 Longitudinal Bending Strength (Optional ) Shall not fr", "keywords": [ - "asbestos", "crushing", - "cement", - "couplings", "nominal", - "rings", - "deviations" + "deviations", + "asbestos", + "over", + "pipes", + "fittings" ], - "key_sections": { - "Scope": "Covers asebstos cement cable conduits of 50 to 150 mm diameter together with plastic couplings and asbestos cement conical couplings and asbestos cement collars with rubber rings These are intended to accomodate paper insulated telecommunication and power cables. Also covers asebestos cement cable trough of 100×100 mm to 300×300 mm size together with bends and union clips for use at ground level and above ground level for carrying cables. 2. Dimensions and Tolerances 2.1 Conduits and Bends — See Table 1. 2.2 The nominal sizes of asbestos cement troughs shall be 100 × 100, 150 × 100, 180 × 150, 300 × 200 and 300 × 300 mm. Nominal length and wall thickness shall be 1.75 m and 12 mm respectively. 2.2.1 Tolerances on depth and width shall be ±3 mm and on length it shall be ± 6 mm." - }, - "content": "IS 6908: 1991 Asbestos Cement Pipes And Fittings For Sewerage And Drainage\n(First revision)\n5.2 Fittings — Tolerances on the nominal thickness of\nthe fittings shall be as follows:\nUpper deviation\n: Free\nLower deviation\n:—1.5 mm\n6.\nTests\n6.1 Hydraulic ressure Test— The pipe and joints when\ntested to a pressure of 0.25 MPa shall not show any fissure, leakage, or sweating on their outside surface.\n6.2 Transverse Crushing Test—\na)\nPipes— Minimum 33 N/mm.\nb)\nFittings — No minimum transverse crushing load is required\n6.3 Longitudinal Bending Strength (Optional ) Shall not\nfracture below the following bending loads\n100 mm\n2.8 kN\n125 mm\n4.2 kN\n150 mm\n6.0 kN\n6.4 Acid Resistance Test (Optional) — The amount of\nacetic acid neutralied shall not exceed 0.100 g/cm\n7. Joints\na)\nAsbestos cement couplings with rubber sealing rings.\nb)\nCast iron detachable joints with rubber sealing rings and bolts and nuts.\n7.1\nThe assembled joint shall be capable of withstanding an internal hydrostatic pressure of\n0.25 MPa TABLE 1 CLASSIFICATION OF PIPES\nNominal Minimum Ultimate Crushing Load\nDiameter m m\nClass 1 Class 2 Class 3\n(1)\n(2) (3) (4)\n100\n15.0\n15.0\n15.0\n125\n15.0\n15.0\n15.0\n150\n15.0\n15.0\n17.5\n200\n15.0\n17.5\n25.0\n250\n15.0\n22.5\n30.0\n300\n17.5\n27.5\n35.0\n350\n21.5\n31.5\n41.5\n400\n23.5\n36.5\n48.5\n450\n26.5\n40.0\n53.5\n500\n30.0\n45.0\n60.0\n600\n36.5\n53.5\n71.5\n700\n41.5\n63.5\n83.5\n750\n45.0\n67.5\n90.0\n800\n48.5\n71.5\n96.5\n850\n51.0\n76.5\n102.5\n900\n53.5\n81.5\n108.5\n1000\n60.0\n90.0\n120.0\nNote— No crushing load at rupture shall be less than 15 kN/m.\nTABLE 2 PERMISSIBLE DEVIATIONS ON SIZES\nThickness\nPermissible Deviations\nOn Thickness\nOn External\nOn Nominal\nExcluding\nDiameter at\nLength\nMachined Ends\nFinished Ends\n(1)\n(2)\n(3) (4)\nmm mm\nmm mm\nUp to and including 10\n-1.5 +50\nOver 10, up toand including 20\n-2.0\n±1.0 for 100 - 20 for 100 to to 700 mm 300mm nominal\nOver 20, up to and including 30\n-2.5 nominal diameter and diameter and Over 30, up to and including 60\n-3.0\n± 1.5 for 750 + 50 to 1000 mm - 40 for nominal nominal diameter diameter greater than 300 mm\nOver 60, up to andincluding 90\n-3.5\nOver 90\n-4.0\nNote— Nominal length of the pipes shall be 3 m for nominal diameters upto 200 mm and 4 m for greater diameters.\nNote— For methods of tests, refer to IS 5913:1989 Methods of tests for asbestos cement products (first revision).\nFor detailed information, refer to IS 6908:1991 Specification for asbestos cement pipes and fittings for sewerage and drainage (first revision). 1. Scope— Covers asebstos cement cable conduits\nof 50 to 150 mm diameter together with plastic couplings and asbestos cement conical couplings and asbestos\ncement collars with rubber rings These are intended to accomodate paper insulated telecommunication and\npower cables.\nAlso covers asebestos cement cable trough of\n100×100 mm to 300×300 mm size together with bends and union clips for use at ground level and above ground\nlevel for carrying cables.\n2. Dimensions and Tolerances\n2.1 Conduits and Bends — See Table 1.\n2.2 The nominal sizes of asbestos cement troughs shall\nbe 100 × 100, 150 × 100, 180 × 150, 300 × 200 and 300 × 300 mm. Nominal length and wall thickness shall be 1.75 m\nand 12 mm respectively.\n2.2.1 Tolerances on depth and width shall be ±3 mm and on length it shall be ± 6 mm." + "key_sections": {}, + "content": "IS 6908: 1991 Asbestos Cement Pipes And Fittings For Sewerage And Drainage\n(First revision)\n5.2 Fittings — Tolerances on the nominal thickness of\nthe fittings shall be as follows:\nUpper deviation\n: Free\nLower deviation\n:—1.5 mm\n6.\nTests\n6.1 Hydraulic ressure Test— The pipe and joints when\ntested to a pressure of 0.25 MPa shall not show any fissure, leakage, or sweating on their outside surface.\n6.2 Transverse Crushing Test—\na)\nPipes— Minimum 33 N/mm.\nb)\nFittings — No minimum transverse crushing load is required\n6.3 Longitudinal Bending Strength (Optional ) Shall not\nfracture below the following bending loads\n100 mm\n2.8 kN\n125 mm\n4.2 kN\n150 mm\n6.0 kN\n6.4 Acid Resistance Test (Optional) — The amount of\nacetic acid neutralied shall not exceed 0.100 g/cm\n7. Joints\na)\nAsbestos cement couplings with rubber sealing rings.\nb)\nCast iron detachable joints with rubber sealing rings and bolts and nuts.\n7.1\nThe assembled joint shall be capable of withstanding an internal hydrostatic pressure of\n0.25 MPa TABLE 1 CLASSIFICATION OF PIPES\nNominal Minimum Ultimate Crushing Load\nDiameter m m\nClass 1 Class 2 Class 3\n(1)\n(2) (3) (4)\n100\n15.0\n15.0\n15.0\n125\n15.0\n15.0\n15.0\n150\n15.0\n15.0\n17.5\n200\n15.0\n17.5\n25.0\n250\n15.0\n22.5\n30.0\n300\n17.5\n27.5\n35.0\n350\n21.5\n31.5\n41.5\n400\n23.5\n36.5\n48.5\n450\n26.5\n40.0\n53.5\n500\n30.0\n45.0\n60.0\n600\n36.5\n53.5\n71.5\n700\n41.5\n63.5\n83.5\n750\n45.0\n67.5\n90.0\n800\n48.5\n71.5\n96.5\n850\n51.0\n76.5\n102.5\n900\n53.5\n81.5\n108.5\n1000\n60.0\n90.0\n120.0\nNote— No crushing load at rupture shall be less than 15 kN/m.\nTABLE 2 PERMISSIBLE DEVIATIONS ON SIZES\nThickness\nPermissible Deviations\nOn Thickness\nOn External\nOn Nominal\nExcluding\nDiameter at\nLength\nMachined Ends\nFinished Ends\n(1)\n(2)\n(3) (4)\nmm mm\nmm mm\nUp to and including 10\n-1.5 +50\nOver 10, up toand including 20\n-2.0\n±1.0 for 100 - 20 for 100 to to 700 mm 300mm nominal\nOver 20, up to and including 30\n-2.5 nominal diameter and diameter and Over 30, up to and including 60\n-3.0\n± 1.5 for 750 + 50 to 1000 mm - 40 for nominal nominal diameter diameter greater than 300 mm\nOver 60, up to andincluding 90\n-3.5\nOver 90\n-4.0\nNote— Nominal length of the pipes shall be 3 m for nominal diameters upto 200 mm and 4 m for greater diameters.\nNote— For methods of tests, refer to IS 5913:1989 Methods of tests for asbestos cement products (first revision).\nFor detailed information, refer to IS 6908:1991 Specification for asbestos cement pipes and fittings for sewerage and drainage (first revision)." }, { "standard_id": "IS 8870: 1978", - "title": "Asbestos Cement Cable Conduits And Troughs", + "title": "Asbestos Cement Cable Conduits", "category": "Cement and Concrete", - "summary": "Requirements for manufacture, classification dimensions, tests and acceptance criteria for asbestos cement pressure pipes (light duty) of class 5 and class 10.", + "summary": "Covers asebstos cement cable conduits of 50 to 150 mm diameter together with plastic couplings and asbestos cement conical couplings and asbestos cement collars with rubber rings These are intended to accomodate paper insulated telecommunication and power cables. Also covers asebestos cement cable trough of 100×100 mm to 300×300 mm size together with bends and union clips for use at ground level and above ground level for carrying cables.", "keywords": [ - "conduits", "troughs", - "pressure", - "hydraulic", - "bursting", + "conduits", "asbestos", + "cement", + "cable", + "bends", "regularity" ], "key_sections": { - "Finish": "Homogenous with inner and outer surfaces clean, true, smooth and free from any imperfections that render them unsuitable for their purpose. Ends shall be finished square to the axis. 4. Tests 4.1 Conduits shall be tested for straightness, regularity of thickness and diameter, flexural strength, crushing strength, water absorption, impact resistance and flattening resistance. 4.2 Troughs shall be tested for straightness, regularity of thickness, flexural strength and water absorption. Note— For detailed test requirements refer to 6 of the standard. Note— For methods of tests, refer to IS 5913:1989 Methods of tests for asbestos cement products (first revision). For detailed information, refer to IS 8870 :1978 Specification for asbestos cement cable conduits and troughs.", - "Scope": "Requirements for manufacture, classification dimensions, tests and acceptance criteria for asbestos cement pressure pipes (light duty) of class 5 and class 10. 2. Physical Properties 2.1 Hydraulic bursting Stress— Not less than 10 N/mm for class 5 pipes and 12.5 N/mm for class 10 pipes. 2.2 Transverse Crushing Strength — In case of pipes larger than 150 mm, the unit transverse crushing stress shall not be less than 30 N/mm. 2.3 Longitudinal Bending Stress — In case of pipes smaller than 150 mm, the unit longitudinal bending stress shall not be less than 20N/mm . 3. Classification 3.1 Classified with respect to hydraulic pressure as given below : Class Hydraulic Test Pressure N/mm2 5 0.5 10 1.0 3.2 The classification given above is based on the hydraulic test pressure and the hydraulic work" + "Scope": "Covers asebstos cement cable conduits of 50 to 150 mm diameter together with plastic couplings and asbestos cement conical couplings and asbestos cement collars with rubber rings These are intended to accomodate paper insulated telecommunication and power cables. Also covers asebestos cement cable trough of 100×100 mm to 300×300 mm size together with bends and union clips for use at ground level and above ground level for carrying cables. 2. Dimensions and Tolerances 2.1 Conduits and Bends — See Table 1. 2.2 The nominal sizes of asbestos cement troughs shall be 100 × 100, 150 × 100, 180 × 150, 300 × 200 and 300 × 300 mm. Nominal length and wall thickness shall be 1.75 m and 12 mm respectively. 2.2.1 Tolerances on depth and width shall be ±3 mm and on length it shall be ± 6 mm. AND TROUGHS ", + "Finish": "Homogenous with inner and outer surfaces clean, true, smooth and free from any imperfections that render them unsuitable for their purpose. Ends shall be finished square to the axis. 4. Tests 4.1 Conduits shall be tested for straightness, regularity of thickness and diameter, flexural strength, crushing strength, water absorption, impact resistance and flattening resistance. 4.2 Troughs shall be tested for straightness, regularity of thickness, flexural strength and water absorption. Note— For detailed test requirements refer to 6 of the standard. Note— For methods of tests, refer to IS 5913:1989 Methods of tests for asbestos cement products (first revision). For detailed information, refer to IS 8870 :1978 Specification for asbestos cement cable conduits and troughs." }, - "content": "IS 8870: 1978 Asbestos Cement Cable Conduits And Troughs\nTABLE 1 DIMENSIONS AND PERMISSIBLE VARIATIONS OF ASBESTOS CEMENT\nCONDUITS AND BEND Nominal Length Permissible Variation\nNominal\nInternal Wall\nDiameter\nDiameter Conduits\nBends Thickness\nThickness Length\n(1)\n(2)\n(3)\n(4)\n(5)\n(6)\n(7)\nmm mm\nm m\nmm mm\nmm\n50\n50\n2,3,4\n2\n9.0\n± 1.5\n+50\n-20\n80\n80\n2,3,4\n2\n9.5\n± 1.5\n+50\n-20\n100\n100\n2,3,4\n2\n9.5\n± 1.5\n+50\n-20\n125\n125\n2,3,4\n2\n10.0\n± 1.5\n+50\n-20\n150\n150\n2,3,4\n2\n10.0\n± 1.5\n+50\n-20\nNote — Bends shall be in 900 and 1350 angles.\n2.3 For detailed dimensions for asbestos cement\nconduits, troughs and their fittings, refer to Table 3 to 7 of the standard.\n3. Finish — Homogenous with inner and outer surfaces\nclean, true, smooth and free from any imperfections that render them unsuitable for their purpose. Ends shall be\nfinished square to the axis.\n4. Tests\n4.1 Conduits shall be tested for straightness, regularity\nof thickness and diameter, flexural strength, crushing strength, water absorption, impact resistance and\nflattening resistance.\n4.2 Troughs shall be tested for straightness, regularity\nof thickness, flexural strength and water absorption.\nNote— For detailed test requirements refer to 6 of the standard. Note— For methods of tests, refer to IS 5913:1989 Methods of tests for asbestos cement products (first revision).\nFor detailed information, refer to IS 8870 :1978 Specification for asbestos cement cable conduits and troughs. 1. Scope—Requirements\nfor manufacture,\nclassification dimensions, tests and acceptance criteria for asbestos cement pressure pipes (light duty) of class\n5 and class 10.\n2. Physical Properties\n2.1 Hydraulic bursting Stress— Not less than 10 N/mm\nfor class 5 pipes and 12.5 N/mm for class 10 pipes.\n2.2 Transverse Crushing Strength — In case of pipes\nlarger than 150 mm, the unit transverse crushing stress shall not be less than 30 N/mm.\n2.3 Longitudinal Bending Stress — In case of pipes\nsmaller than 150 mm, the unit longitudinal bending stress shall not be less than 20N/mm .\n3. Classification\n3.1 Classified with respect to hydraulic pressure as\ngiven below :\nClass\nHydraulic Test\nPressure N/mm2 5\n0.5 10\n1.0\n3.2 The classification given above is based on the\nhydraulic test pressure and the hydraulic working pressure shall normally be not more than 50 per cent of\nthe pressure defining the class.\n3.2.1 The relationship between the bursting pressure\n(BP) and the hydraulic test pressure (TP) and the relatioship between bursting pressure (BP) and the normal\nhydraulic working pressure (WP) shall not be less than the values indicated below\nNominal\nTP\nBP\nWP\nBP\nDiameter, mm 50 to 100 2 4 125 to 200 1.5 3.0" + "content": "IS 8870: 1978 Asbestos Cement Cable Conduits\n1. Scope— Covers asebstos cement cable conduits\nof 50 to 150 mm diameter together with plastic couplings and asbestos cement conical couplings and asbestos\ncement collars with rubber rings These are intended to accomodate paper insulated telecommunication and\npower cables.\nAlso covers asebestos cement cable trough of\n100×100 mm to 300×300 mm size together with bends and union clips for use at ground level and above ground\nlevel for carrying cables.\n2. Dimensions and Tolerances\n2.1 Conduits and Bends — See Table 1.\n2.2 The nominal sizes of asbestos cement troughs shall\nbe 100 × 100, 150 × 100, 180 × 150, 300 × 200 and 300 × 300 mm. Nominal length and wall thickness shall be 1.75 m\nand 12 mm respectively.\n2.2.1 Tolerances on depth and width shall be ±3 mm and on length it shall be ± 6 mm.\nAND TROUGHS\nTABLE 1 DIMENSIONS AND PERMISSIBLE VARIATIONS OF ASBESTOS CEMENT\nCONDUITS AND BEND Nominal Length Permissible Variation\nNominal\nInternal Wall\nDiameter\nDiameter Conduits\nBends Thickness\nThickness Length\n(1)\n(2)\n(3)\n(4)\n(5)\n(6)\n(7)\nmm mm\nm m\nmm mm\nmm\n50\n50\n2,3,4\n2\n9.0\n± 1.5\n+50\n-20\n80\n80\n2,3,4\n2\n9.5\n± 1.5\n+50\n-20\n100\n100\n2,3,4\n2\n9.5\n± 1.5\n+50\n-20\n125\n125\n2,3,4\n2\n10.0\n± 1.5\n+50\n-20\n150\n150\n2,3,4\n2\n10.0\n± 1.5\n+50\n-20\nNote — Bends shall be in 900 and 1350 angles.\n2.3 For detailed dimensions for asbestos cement\nconduits, troughs and their fittings, refer to Table 3 to 7 of the standard.\n3. Finish — Homogenous with inner and outer surfaces\nclean, true, smooth and free from any imperfections that render them unsuitable for their purpose. Ends shall be\nfinished square to the axis.\n4. Tests\n4.1 Conduits shall be tested for straightness, regularity\nof thickness and diameter, flexural strength, crushing strength, water absorption, impact resistance and\nflattening resistance.\n4.2 Troughs shall be tested for straightness, regularity\nof thickness, flexural strength and water absorption.\nNote— For detailed test requirements refer to 6 of the standard. Note— For methods of tests, refer to IS 5913:1989 Methods of tests for asbestos cement products (first revision).\nFor detailed information, refer to IS 8870 :1978 Specification for asbestos cement cable conduits and troughs." }, { "standard_id": "IS 9627: 1980", @@ -906,41 +873,41 @@ "standard_id": "IS 13000: 1990", "title": "Silica Asbestos - Cement Flat Sheets", "category": "Cement and Concrete", - "summary": "Covers the requirements for materials, dimensions and tests for shallow corrugated asbestos cement sheets.", + "summary": "Note— For methods of tests, refer to IS 5913:1989 Methods of test for asbestos cement products (first revision). For detailed information refer to IS 13000:1990 Specification for silica-asbestos-cement flat sheets. Length Width mm 1200 1220 mm mm 600 × — 610 — × 1 200 × — 1 220 — × 1 800 × — 1 830 — × 2 400 × — 2 440 — × 3 000 × — 3 050 — × 4.3 Tolerances a) Thickness From 3 mm to 5 mm — ±0.5 mm From 6 mm and above— ± 0.1 e mm where e is nominal thickness of sheet. b) Length and Width — Shall no", "keywords": [ "edges", "squareness", + "straightness", "asbestos", "width", - "straightness", - "cement", - "shallow" + "done", + "cement" ], "key_sections": { - "Tests": "Shall be done for thickness, straightness of edges, squareness of edges, bending stress and density.", - "Scope": "Covers the requirements for materials, dimensions and tests for shallow corrugated asbestos cement sheets.", - "Dimensions And Tolerances": "See Table 1 3. Physical and Mechanical Properties 3.1 Load bearing capacity – Shall be not less than 1.8mm width of the specimen." + "Tests": "Shall be done for thickness, straightness of edges, squareness of edges, bending stress and density." }, - "content": "IS 13000: 1990 Silica Asbestos - Cement Flat Sheets\nNote— For methods of tests, refer to IS 5913:1989 Methods of test for asbestos cement products (first revision).\nFor detailed information refer to IS 13000:1990 Specification for silica-asbestos-cement flat sheets.\nLength\nWidth mm 1200\n1220 mm\nmm 600\n×\n— 610\n— ×\n1 200\n×\n—\n1 220\n—\n×\n1 800 ×\n—\n1 830\n—\n×\n2 400\n×\n—\n2 440\n—\n×\n3 000\n×\n—\n3 050\n—\n×\n4.3\nTolerances a)\nThickness From 3 mm to 5 mm\n— ±0.5 mm From 6 mm and above— ± 0.1 e mm where e is nominal thickness of sheet.\nb) Length and Width — Shall not vary from the nominal dimensions for length and width by\nmore than ±5 mm.\nc)\nStraightness of Edges— Shall be not more than 2mm/m for the relevant dimension (length\nor width)\nd) Squareness of Edges—The tolerance on squareness of the edges shall be not more\nthan 3 mm/m.\n5. Tests— Shall be done for thickness, straightness\nof edges, squareness of edges, bending stress and density. 1. Scope — Covers the requirements for materials,\ndimensions and tests for shallow corrugated asbestos cement sheets.\n2. Dimensions and Tolerances — See Table 1\n3. Physical and Mechanical Properties\n3.1 Load bearing capacity – Shall be not less than\n1.8mm width of the specimen." + "content": "IS 13000: 1990 Silica Asbestos - Cement Flat Sheets\nNote— For methods of tests, refer to IS 5913:1989 Methods of test for asbestos cement products (first revision).\nFor detailed information refer to IS 13000:1990 Specification for silica-asbestos-cement flat sheets.\nLength\nWidth mm 1200\n1220 mm\nmm 600\n×\n— 610\n— ×\n1 200\n×\n—\n1 220\n—\n×\n1 800 ×\n—\n1 830\n—\n×\n2 400\n×\n—\n2 440\n—\n×\n3 000\n×\n—\n3 050\n—\n×\n4.3\nTolerances a)\nThickness From 3 mm to 5 mm\n— ±0.5 mm From 6 mm and above— ± 0.1 e mm where e is nominal thickness of sheet.\nb) Length and Width — Shall not vary from the nominal dimensions for length and width by\nmore than ±5 mm.\nc)\nStraightness of Edges— Shall be not more than 2mm/m for the relevant dimension (length\nor width)\nd) Squareness of Edges—The tolerance on squareness of the edges shall be not more\nthan 3 mm/m.\n5. Tests— Shall be done for thickness, straightness\nof edges, squareness of edges, bending stress and density." }, { "standard_id": "IS 13008: 1990", - "title": "Shallow Corrugated Asbestos Cement Sheets", + "title": "Shallow Corrugated Asbestos", "category": "Cement and Concrete", - "summary": "3.2 Impermeability — Shall not show during 24 hours of test any formation of drops of water except traces of moisture on the lower surface. 4. Finish — Shall have a rectangular shape, smooth surface on the weathering side, a good apearance and shall be true and regular. The edges of the sheets shall be straight and clean. TABLE 1 DIMENSIONS AND TOLERANCES OF SHALLOW CORRUGATED SHEETS All dimensions in millimetres. Sl Characteristics Nominal Tolerances No. Dimension i) Depth of corrugation 20 ±2.", + "summary": "Covers the requirements for materials, dimensions and tests for shallow corrugated asbestos cement sheets.", "keywords": [ "shallow", - "corrugation", "sheets", "corrugated", - "apearance", + "corrugation", "asbestos", - "impermeability" + "cement", + "apearance" ], "key_sections": { + "Scope": "Covers the requirements for materials, dimensions and tests for shallow corrugated asbestos cement sheets.", + "Dimensions And Tolerances": "See Table 1 3. Physical and Mechanical Properties 3.1 Load bearing capacity – Shall be not less than 1.8mm width of the specimen. CEMENT SHEETS 3.2 Impermeability — Shall not show during 24 hours of test any formation of drops of water except traces of moisture on the lower surface.", "Finish": "Shall have a rectangular shape, smooth surface on the weathering side, a good apearance and shall be true and regular. The edges of the sheets shall be straight and clean. TABLE 1 DIMENSIONS AND TOLERANCES OF SHALLOW CORRUGATED SHEETS All dimensions in millimetres. Sl Characteristics Nominal Tolerances No. Dimension i) Depth of corrugation 20 ±2.0 ii) Pitch of corrugation 75 ±1.5 ±10 iii) Overall width 1 015 – 5 +Free iv) Nominal thickness 4.2 – 0.2 v) Length of sheet 1 500 1 750 2 000 ±10 2 250 Note— For methods of tests, refer to IS 5913:1989 Methods of tests for asbestos cement products (first revision). For detailed information, refer to IS 13008:1990 Specification for shallow corrugated asbestos cement sheets." }, - "content": "IS 13008: 1990 Shallow Corrugated Asbestos Cement Sheets\n3.2 Impermeability — Shall not show during 24 hours\nof test any formation of drops of water except traces of moisture on the lower surface.\n4. Finish — Shall have a rectangular shape, smooth\nsurface on the weathering side, a good apearance and shall be true and regular. The edges of the sheets shall\nbe straight and clean.\nTABLE 1 DIMENSIONS AND TOLERANCES OF SHALLOW CORRUGATED SHEETS\nAll dimensions in millimetres.\nSl\nCharacteristics Nominal\nTolerances\nNo. Dimension i)\nDepth of corrugation\n20\n±2.0 ii)\nPitch of corrugation\n75\n±1.5\n±10 iii)\nOverall width\n1 015\n– 5\n+Free iv)\nNominal thickness\n4.2\n– 0.2 v)\nLength of sheet\n1 500\n1 750\n2 000\n±10\n2 250\nNote— For methods of tests, refer to IS 5913:1989 Methods of tests for asbestos cement products (first revision).\nFor detailed information, refer to IS 13008:1990 Specification for shallow corrugated asbestos cement sheets." + "content": "IS 13008: 1990 Shallow Corrugated Asbestos\n1. Scope — Covers the requirements for materials,\ndimensions and tests for shallow corrugated asbestos cement sheets.\n2. Dimensions and Tolerances — See Table 1\n3. Physical and Mechanical Properties\n3.1 Load bearing capacity – Shall be not less than\n1.8mm width of the specimen.\nCEMENT SHEETS\n3.2 Impermeability — Shall not show during 24 hours\nof test any formation of drops of water except traces of moisture on the lower surface.\n4. Finish — Shall have a rectangular shape, smooth\nsurface on the weathering side, a good apearance and shall be true and regular. The edges of the sheets shall\nbe straight and clean.\nTABLE 1 DIMENSIONS AND TOLERANCES OF SHALLOW CORRUGATED SHEETS\nAll dimensions in millimetres.\nSl\nCharacteristics Nominal\nTolerances\nNo. Dimension i)\nDepth of corrugation\n20\n±2.0 ii)\nPitch of corrugation\n75\n±1.5\n±10 iii)\nOverall width\n1 015\n– 5\n+Free iv)\nNominal thickness\n4.2\n– 0.2 v)\nLength of sheet\n1 500\n1 750\n2 000\n±10\n2 250\nNote— For methods of tests, refer to IS 5913:1989 Methods of tests for asbestos cement products (first revision).\nFor detailed information, refer to IS 13008:1990 Specification for shallow corrugated asbestos cement sheets." }, { "standard_id": "IS 458: 2003", @@ -949,10 +916,10 @@ "summary": "Requirements for reinforced and unreinforced precast cement concrete pipes, of both pressure and non- pressure varieties used for water mains, sewers, culverts and irrigation. The requirements for collars are also covered by this standard.", "keywords": [ "pipes", - "including", "collar", - "reinforcement", + "including", "over", + "reinforcement", "near", "concrete" ], @@ -969,76 +936,76 @@ "summary": "Requirements of prestressed concrete cylinder and non- cylinder pipes (including specials) with nominal internal diameter in the range of 200 mm to 2 500 mm, in which permanent internal stresses are deliberately introduced by tensioned steel to the desired degree to counteract the stresses caused in the pipe under service.", "keywords": [ "cylinder", - "internal", - "pipes", "permeability", "prestressed", + "internal", "concrete", + "core", "pipe" ], "key_sections": { - "Scope": "Requirements for steel cylinder pipes with concrete lining and coating having nominal internal diameter from 200 mm to 3 000 mm for use in water mains, sewers, irrigation works and similar situations. Note — Such pipes shall generally be provided with — a) Plain ends 1) For butt welded joints with collar upto 700 mm dia, and 2) For simple butt welded jointing above 800 mm dia. b) Flanged ends; and c) Spigot and socket ends ( conforming to relevant Indian Standard) for joints with rubber rings. 2. Classification Class Test Pressure Class 1 0.5 MPa (or 50 m head) Class 2 1.0 MPa (or 100 m head) Class 3 1.5 MPa (or 150 m head) Class 4 2.0 MPa (or 200 m head) Class 5 2.5 MPa (or 250 m head) Special class Above 2.5 MPa(or above 250 m head), the exact test pressure being specified by the purchas" + "Scope": "Requirements of prestressed concrete cylinder and non- cylinder pipes (including specials) with nominal internal diameter in the range of 200 mm to 2 500 mm, in which permanent internal stresses are deliberately introduced by tensioned steel to the desired degree to counteract the stresses caused in the pipe under service. 2. Terminology 2.1 Prestressed Concrete Cylinder Pipe — A welded sheet steel cylinder with steel socket and spigot rings welded to its ends, lined with concrete suitably compacted and circumferentially pre stressed to withstand internal pressure and external design loads and subsequently coated with cement mortar or concrete to protect the steel cylinder and prestressing wires. 2.2 Prestressed Concrete Non Cylinder Pipe– A suitably compacted concrete core longitudinally " }, - "content": "IS 784: 2001 Prestressed Concrete Pipes\n(INCLUDING SPECIALS)\n(Second Revision)\n1. Scope — Requirements of prestressed concrete\ncylinder and non- cylinder pipes (including specials)\nwith nominal internal diameter in the range of 200 mm to\n2 500 mm, in which permanent internal stresses are deliberately introduced by tensioned steel to the desired\ndegree to counteract the stresses caused in the pipe under service.\n2. Terminology\n2.1 Prestressed Concrete Cylinder Pipe — A welded\nsheet steel cylinder with steel socket and spigot rings welded to its ends, lined with concrete suitably\ncompacted and circumferentially pre stressed to withstand internal pressure and external design loads\nand subsequently coated with cement mortar or concrete to protect the steel cylinder and prestressing wires.\n2.2 Prestressed Concrete Non Cylinder Pipe– A\nsuitably compacted concrete core longitudinally prestressed with pre-tensioned high tensile steel wire\nembedded in the concrete,circumferentially prestressed and coated with cement mortar/ concrete to protect the\ncircumferential prestressing wire to withstand internal pressure and external design loads.\n3. Dimensions and Tolerances\n3.1 Nominal internal diameter of pipes and minimum\ncore thickness shall be as given below—\nNominal Internal Minimum Nominal Internal Minimum\nDiameter of Core Diameter of Core\nPipe Thickness Pipe\nThickness mm\nmm mm\nmm\n200\n35\n1 300\n75\n250\n35\n1 400\n75\n300\n35\n1 500\n80\n350\n35\n1 600\n85\n400\n35\n1 700\n90\n450\n35\n1 800\n95\n500\n35\n1 900\n100\n600\n40\n2 000\n105\n700\n40\n2 100\n110\n800\n45\n2 200\n115\n900\n55\n2 300\n120 1 000\n60\n2 400\n125 1 100\n65\n2 500\n130 1 200\n70\n3.2\nLength — Effective length shall be 2 to 6 m.\nHowever preferred effective length should be 2, 2.5, 4, 5 and 6 m. For pipes upto and including 300dia, the\neffective length shall not be more than 3 m.\n3.3\nTolerance\n3.3.1 Length — ±1 percent of specified length. 3.3.2 Internal diameter a) For Pipes of lengthless than 4 m. ± 5 mm for dia upto and including 350 mm ±10 mm for dia above 350 mm b) For pipes of length 4m and above\nInternal Diameter Tolerances\nIn areas within\nOver rest\n600 mm of an of the pipe\nend of the Pipe mm\nmm a) Upto 900 mm ±6\n±9 b) Over 900 mm and\n±9\n±12 upto 1600mm\nc) Over 1600 mm\n±12\n±12\n3.3.3 Core thickness — Shall not be less than the designed thickness by more than 5 percent.\n4. Workmanship and finish\n4.1 The maximum permissible deviation from the straight\non internal surfaces of any pipe throughout its length, shall not exceed 5 mm for every metre length.\n4.2 Pipes shall be free from local depressions or bulges\ngreater than 5 mm extending over a length, in any direction, greater than twice the thickness of barrel.\n5. Tests\n5.1 Hydrostatic Factory Test.\n5.2 Permeability Test — The permeability test when\nconducted in accordance with the method described in\nIS 3597 shall meet the requirement of final permeability.\nThe final permeability shall not exceed 0.3 cm3\nNote — It is recommended that initial absorption shall not\nexceed 2.0 cm3 and the difference in any time readings during initial absorption should not be more than 0.8 cm3.\ndrop of water level shall not exceed 2 cm3 at the end of\n2h and final permeability between fourth and fifth hour shall not exceed 0.3 cm3\n5.3 Three-Edge Bearing Test — Pipes designed for\ndrainage, sewarage and culverts when subjected to three-edge bearing test shall meet the requirements given\nin Table 2 of the standard.\nNote — For requirements regarding materials, design manufacture of special and joints refer to the standard.\nNote — For methods of tests and test details, refer to the standard and IS 3597 : 1998 .Methods of test for concrete pipe ( second revision).\nFor detailed information, refer to IS 1784 : 2001 Specification for Prestressed concrete pipes\n(including specials) (second revision). 1. Scope — Requirements for steel cylinder pipes with\nconcrete lining and coating having nominal internal diameter from 200 mm to 3 000 mm for use in water mains,\nsewers, irrigation works and similar situations.\nNote — Such pipes shall generally be provided with —\na) Plain ends\n1) For butt welded joints with collar upto\n700 mm dia, and\n2) For simple butt welded jointing above 800 mm dia.\nb) Flanged ends; and c) Spigot and socket ends ( conforming to\nrelevant Indian Standard) for joints with rubber rings.\n2. Classification\nClass\nTest Pressure\nClass 1\n0.5 MPa (or 50 m head)\nClass 2\n1.0 MPa (or 100 m head)\nClass 3\n1.5 MPa (or 150 m head)\nClass 4\n2.0 MPa (or 200 m head)\nClass 5\n2.5 MPa (or 250 m head)\nSpecial class Above 2.5 MPa(or above 250 m head), the exact test pressure being specified by the purchaser.\n3. Dimension\n3.1 Diameter — The internal diameter of finished pipes\nshall be 200, 250, 300, 350, 400, 450, 500, 600, 700, 800,\n900, 1 000, 1 100, 1 200, 1 300, 1 400, 1 500, 1 600, 1 700,\n1 800, 1 900, 2 000, 2 100, 2 200, 2 300, 2 400, 2 500, 2 600,\n2 700, 2 800, 2 900, and 3 000 mm\nTolerance on internal diameter shall be ± 3 mm for pipes of diameter 300 mm and under, and ± 6 mm or ± 1 1/2\npercent of internal diameter, whichever is less, for pipes of diameter exceeding 300 mm.\n3.2 Length — The recommended length is 6 m. The\noverall length of the pipe shall not vary by more than 1 percent of the agreed length.\nSUMMARY" + "content": "IS 784: 2001 Prestressed Concrete Pipes\n(INCLUDING SPECIALS)\n(Second Revision)\n1. Scope — Requirements of prestressed concrete\ncylinder and non- cylinder pipes (including specials)\nwith nominal internal diameter in the range of 200 mm to\n2 500 mm, in which permanent internal stresses are deliberately introduced by tensioned steel to the desired\ndegree to counteract the stresses caused in the pipe under service.\n2. Terminology\n2.1 Prestressed Concrete Cylinder Pipe — A welded\nsheet steel cylinder with steel socket and spigot rings welded to its ends, lined with concrete suitably\ncompacted and circumferentially pre stressed to withstand internal pressure and external design loads\nand subsequently coated with cement mortar or concrete to protect the steel cylinder and prestressing wires.\n2.2 Prestressed Concrete Non Cylinder Pipe– A\nsuitably compacted concrete core longitudinally prestressed with pre-tensioned high tensile steel wire\nembedded in the concrete,circumferentially prestressed and coated with cement mortar/ concrete to protect the\ncircumferential prestressing wire to withstand internal pressure and external design loads.\n3. Dimensions and Tolerances\n3.1 Nominal internal diameter of pipes and minimum\ncore thickness shall be as given below—\nNominal Internal Minimum Nominal Internal Minimum\nDiameter of Core Diameter of Core\nPipe Thickness Pipe\nThickness mm\nmm mm\nmm\n200\n35\n1 300\n75\n250\n35\n1 400\n75\n300\n35\n1 500\n80\n350\n35\n1 600\n85\n400\n35\n1 700\n90\n450\n35\n1 800\n95\n500\n35\n1 900\n100\n600\n40\n2 000\n105\n700\n40\n2 100\n110\n800\n45\n2 200\n115\n900\n55\n2 300\n120 1 000\n60\n2 400\n125 1 100\n65\n2 500\n130 1 200\n70\n3.2\nLength — Effective length shall be 2 to 6 m.\nHowever preferred effective length should be 2, 2.5, 4, 5 and 6 m. For pipes upto and including 300dia, the\neffective length shall not be more than 3 m.\n3.3\nTolerance\n3.3.1 Length — ±1 percent of specified length. 3.3.2 Internal diameter a) For Pipes of lengthless than 4 m. ± 5 mm for dia upto and including 350 mm ±10 mm for dia above 350 mm b) For pipes of length 4m and above\nInternal Diameter Tolerances\nIn areas within\nOver rest\n600 mm of an of the pipe\nend of the Pipe mm\nmm a) Upto 900 mm ±6\n±9 b) Over 900 mm and\n±9\n±12 upto 1600mm\nc) Over 1600 mm\n±12\n±12\n3.3.3 Core thickness — Shall not be less than the designed thickness by more than 5 percent.\n4. Workmanship and finish\n4.1 The maximum permissible deviation from the straight\non internal surfaces of any pipe throughout its length, shall not exceed 5 mm for every metre length.\n4.2 Pipes shall be free from local depressions or bulges\ngreater than 5 mm extending over a length, in any direction, greater than twice the thickness of barrel.\n5. Tests\n5.1 Hydrostatic Factory Test.\n5.2 Permeability Test — The permeability test when\nconducted in accordance with the method described in\nIS 3597 shall meet the requirement of final permeability.\nThe final permeability shall not exceed 0.3 cm3\nNote — It is recommended that initial absorption shall not\nexceed 2.0 cm3 and the difference in any time readings during initial absorption should not be more than 0.8 cm3.\ndrop of water level shall not exceed 2 cm3 at the end of\n2h and final permeability between fourth and fifth hour shall not exceed 0.3 cm3\n5.3 Three-Edge Bearing Test — Pipes designed for\ndrainage, sewarage and culverts when subjected to three-edge bearing test shall meet the requirements given\nin Table 2 of the standard.\nNote — For requirements regarding materials, design manufacture of special and joints refer to the standard.\nNote — For methods of tests and test details, refer to the standard and IS 3597 : 1998 .Methods of test for concrete pipe ( second revision).\nFor detailed information, refer to IS 1784 : 2001 Specification for Prestressed concrete pipes\n(including specials) (second revision)." }, { "standard_id": "IS 1916: 1989", "title": "Steel Cylinder Pipes With Concrete Lining And Coating", "category": "Cement and Concrete", - "summary": "Requirement for porous pipes made of concrete for use in under drainage. The requirements cover pipes ranging from 80 to 900 mm nominal internal diameter with three types of joints.", + "summary": "(First Revision) 4. Work manship and finish — Pipes with linning and coating shall be straight and free from cracks. The ends of the pipes shall be square with their longitudinal axis. The lining and coating of the pipes shall be smooth, dence and hard, and shall not be coated with cement wash or other preparation. The lining and coating shall be free from excessive distance and surface irregularities. Projections exceeding 3mm measured from the general surface of the lining shall be removed. 5.", "keywords": [ "lining", "cylinder", - "pipes", "coating", - "internal", - "porous", - "ends" + "pipes", + "manship", + "dence", + "undergo" ], "key_sections": { - "Workmanship And Finish": "Pipes with linning and coating shall be straight and free from cracks. The ends of the pipes shall be square with their longitudinal axis. The lining and coating of the pipes shall be smooth, dence and hard, and shall not be coated with cement wash or other preparation. The lining and coating shall be free from excessive distance and surface irregularities. Projections exceeding 3mm measured from the general surface of the lining shall be removed. 5. Steel Cylinder 5.1 Thickness of Plates for Steel Cylinder– Shall be as given below— Internal Diameter Minimum of Finished Pipe Thickness of Plate mm mm 200 to 450 3.0 500 to 900 5.0 1 000 to 1 100 6.0 1 200 to 1 500 8.0 1 600 to 1 800 10.0 1 900 to 2 200 12.0 2 300 to 2 600 14.0 2 700 to 3 000 16.0 5.2 Each Cylinder shall undergo hydrostatic t", - "Scope": "Requirement for porous pipes made of concrete for use in under drainage. The requirements cover pipes ranging from 80 to 900 mm nominal internal diameter with three types of joints. 2. Shape and Dimensions 2.1 Pipes may have butt ends, or rebated or ogee ends. 2.2 Dimensions for Concrete Porous Pipes— See Table1. 2.3 Collar Dimensions— See Table 2. 2.4 Tolerances Nominal Internal Permissible Diameter Deviation from Nominal Internal Diameter Upto and including +3 mm 300 mm –1.5 Over 300 mm, upto +6 mm 400 mm –3 mm over 400 mm +1.5 percent –0.75 percent" + "Workmanship And Finish": "Pipes with linning and coating shall be straight and free from cracks. The ends of the pipes shall be square with their longitudinal axis. The lining and coating of the pipes shall be smooth, dence and hard, and shall not be coated with cement wash or other preparation. The lining and coating shall be free from excessive distance and surface irregularities. Projections exceeding 3mm measured from the general surface of the lining shall be removed. 5. Steel Cylinder 5.1 Thickness of Plates for Steel Cylinder– Shall be as given below— Internal Diameter Minimum of Finished Pipe Thickness of Plate mm mm 200 to 450 3.0 500 to 900 5.0 1 000 to 1 100 6.0 1 200 to 1 500 8.0 1 600 to 1 800 10.0 1 900 to 2 200 12.0 2 300 to 2 600 14.0 2 700 to 3 000 16.0 5.2 Each Cylinder shall undergo hydrostatic t" }, - "content": "IS 1916: 1989 Steel Cylinder Pipes With Concrete Lining And Coating\n(First Revision)\n4. Work manship and finish — Pipes with linning\nand coating shall be straight and free from cracks. The ends of the pipes shall be square with their longitudinal\naxis.\nThe lining and coating of the pipes shall be smooth, dence and hard, and shall not be coated with cement\nwash or other preparation. The lining and coating shall be free from excessive distance and surface irregularities.\nProjections exceeding 3mm measured from the general surface of the lining shall be removed.\n5. Steel Cylinder\n5.1 Thickness of Plates for Steel Cylinder– Shall be as\ngiven below—\nInternal Diameter\nMinimum of Finished Pipe Thickness of Plate mm\nmm 200 to 450\n3.0 500 to 900\n5.0\n1 000 to 1 100\n6.0\n1 200 to 1 500\n8.0\n1 600 to 1 800\n10.0\n1 900 to 2 200\n12.0\n2 300 to 2 600\n14.0\n2 700 to 3 000\n16.0\n5.2 Each Cylinder shall undergo hydrostatic test at the\ntest pressure given in 2.\n6.\nLining and Coating\n6.1 Lining and Coating thickness — Minimum\nthickness shall be as follows: Internal\nMinimum Minimum\nDiameter of Thickness of\nThickness of\nFinished Pipe Lining Coating mm\nmm mm\n200 to 300\n15\n25\n350 to 400\n20\n25\n450 to 3 000\n25\n25\nNote — For requirements of material, design and manufacture and methods of tests, refer to the standard.\nFor detailed information, refer to IS 1916 : 1989 Specification for steel cylinder pipes with concrete lining and coating (first revision). 1.\nScope — Requirement for porous pipes made of concrete for use in under drainage. The requirements\ncover pipes ranging from 80 to 900 mm nominal internal diameter with three types of joints.\n2.\nShape and Dimensions\n2.1 Pipes may have butt ends, or rebated or ogee ends.\n2.2 Dimensions for Concrete Porous Pipes— See\nTable1.\n2.3 Collar Dimensions— See Table 2.\n2.4 Tolerances\nNominal Internal Permissible\nDiameter Deviation from Nominal Internal Diameter\nUpto and including\n+3 mm\n300 mm –1.5\nOver 300 mm, upto +6 mm\n400 mm –3 mm over 400 mm +1.5 percent –0.75 percent" + "content": "IS 1916: 1989 Steel Cylinder Pipes With Concrete Lining And Coating\n(First Revision)\n4. Work manship and finish — Pipes with linning\nand coating shall be straight and free from cracks. The ends of the pipes shall be square with their longitudinal\naxis.\nThe lining and coating of the pipes shall be smooth, dence and hard, and shall not be coated with cement\nwash or other preparation. The lining and coating shall be free from excessive distance and surface irregularities.\nProjections exceeding 3mm measured from the general surface of the lining shall be removed.\n5. Steel Cylinder\n5.1 Thickness of Plates for Steel Cylinder– Shall be as\ngiven below—\nInternal Diameter\nMinimum of Finished Pipe Thickness of Plate mm\nmm 200 to 450\n3.0 500 to 900\n5.0\n1 000 to 1 100\n6.0\n1 200 to 1 500\n8.0\n1 600 to 1 800\n10.0\n1 900 to 2 200\n12.0\n2 300 to 2 600\n14.0\n2 700 to 3 000\n16.0\n5.2 Each Cylinder shall undergo hydrostatic test at the\ntest pressure given in 2.\n6.\nLining and Coating\n6.1 Lining and Coating thickness — Minimum\nthickness shall be as follows: Internal\nMinimum Minimum\nDiameter of Thickness of\nThickness of\nFinished Pipe Lining Coating mm\nmm mm\n200 to 300\n15\n25\n350 to 400\n20\n25\n450 to 3 000\n25\n25\nNote — For requirements of material, design and manufacture and methods of tests, refer to the standard.\nFor detailed information, refer to IS 1916 : 1989 Specification for steel cylinder pipes with concrete lining and coating (first revision)." }, { "standard_id": "IS 4350: 1967", - "title": "Concrete Porous Pipes For Under Drainage", + "title": "Concrete Porous Pipes For Under", "category": "Cement and Concrete", - "summary": "Requirements for perforated non-reinforced concrete pipes for use in underdrainage work Note— Reinforced cement concrete perforated concrete pipes may be supplied by mutual agreement between the purchaser and the supplier. Note— These pipes are used for underdrainage work in infiltration galleries, reclaiming water logged areas and for similar other purposes", + "summary": "Requirement for porous pipes made of concrete for use in under drainage. The requirements cover pipes ranging from 80 to 900 mm nominal internal diameter with three types of joints.", "keywords": [ "ogee", "rebated", "butt", - "rows", - "infiltration", - "underdrainage", - "pipes" + "porous", + "collar", + "internal", + "drainage" ], "key_sections": { - "Scope": "Requirements for perforated non-reinforced concrete pipes for use in underdrainage work Note— Reinforced cement concrete perforated concrete pipes may be supplied by mutual agreement between the purchaser and the supplier. Note— These pipes are used for underdrainage work in infiltration galleries, reclaiming water logged areas and for similar other purposes 2. Classification a) Circular perforation pipes— 5 to 8 mm diameter perforations arranged in rows parallel to the axis of the pipe. Perforations shall be approximately 75 mm centre to centre, along rows. The rows shall be spaced over not more than 165°of the circumference. b) Slotted perforation pipes— Slots shall be circumferential in direction, not more than 5 mm nor less than 3mmin width, and of the lengths shown in Table 1. There s" + "Scope": "Requirement for porous pipes made of concrete for use in under drainage. The requirements cover pipes ranging from 80 to 900 mm nominal internal diameter with three types of joints. 2. Shape and Dimensions 2.1 Pipes may have butt ends, or rebated or ogee ends. 2.2 Dimensions for Concrete Porous Pipes— See Table1. 2.3 Collar Dimensions— See Table 2. 2.4 Tolerances Nominal Internal Permissible Diameter Deviation from Nominal Internal Diameter Upto and including +3 mm 300 mm –1.5 Over 300 mm, upto +6 mm 400 mm –3 mm over 400 mm +1.5 percent –0.75 percent DRAINAGE 2.4.1 Deviation from straightness — Not to exceed 3 mm per metre run. 3. Tests 3.1 Load Test — Specimen shall support a minimum load of 2000 kg uniformly distributed per metre length of pipe without showing any signs of failure at le" }, - "content": "IS 4350: 1967 Concrete Porous Pipes For Under Drainage\n2.4.1 Deviation from straightness — Not to exceed 3 mm per metre run.\n3. Tests\n3.1 Load Test — Specimen shall support a minimum\nload of 2000 kg uniformly distributed per metre length of pipe without showing any signs of failure at least for 1\nminute.\n3.2 Infiltration Test\nNominal Internal Rate of\nDiameter Infiltration per metre Length of the Pipe mm\nl/minute 80 to 100 60\n150 to 250\n120\n300 to 900\n300\nTable 1. DIMENSIONS FOR CONCRETE POROUS PIPES Nominal Internal Effective Minimum Wall Joints Diameter Length Thickness mm m mm\n(1) (2)\n(3)\n(4) 80\n2.0\n25\nButt, rebated or ogee 100\n150\n250\n300 2.0 or 2.5 or 3.0\n30\nButt, rebated or ogee\n350\n400\n450\n2.5 or 3.0\n35\nButt, rebated or ogee\n500\n600\n2.5 or 3.0\n40\nButt, rebated or ogee\n700\n800\n2.5 or 3.0\n45\nButt, rebated or ogee\n900\n2.5 or 3.0\n50\nButt, rebated or ogee TABLE 2 COLLAR DIMENSIONS\nNominal Internal Collar Dimension Minimum\nDiameter Length Minimum Caulking\nMinimum Space Thickness mm\nmm mm mm 80\n13\n25\n150 100 150 250 300\n16\n30\n150 350 400\n450\n19\n35\n200\n500\n600\n19\n45\n200\n700 800\n19\n45\n200\n900\nNote — For detailed requirements on manufacture, finish, methods of tests and typical sketches refer to the standard.\nFor detailed information, refer to IS 4350: 1967 Specification for concrete porous pipe for under drainage. 1.\nScope — Requirements for perforated non-reinforced concrete pipes for use in underdrainage work\nNote— Reinforced cement concrete perforated concrete pipes\nmay be supplied by mutual agreement between the purchaser and the supplier.\nNote— These pipes are used for underdrainage work in\ninfiltration galleries, reclaiming water logged areas and for similar other purposes\n2.\nClassification a)\nCircular perforation pipes— 5 to 8 mm diameter perforations arranged in rows parallel to the axis of\nthe pipe. Perforations shall be approximately 75 mm centre to centre, along rows. The rows shall be\nspaced over not more than 165°of the circumference.\nb)\nSlotted perforation pipes— Slots shall be circumferential in direction, not more than 5 mm\nnor less than 3mmin width, and of the lengths shown in Table 1. There shall be two rows of slots,\nspaced 165°" + "content": "IS 4350: 1967 Concrete Porous Pipes For Under\n1.\nScope — Requirement for porous pipes made of concrete for use in under drainage. The requirements\ncover pipes ranging from 80 to 900 mm nominal internal diameter with three types of joints.\n2.\nShape and Dimensions\n2.1 Pipes may have butt ends, or rebated or ogee ends.\n2.2 Dimensions for Concrete Porous Pipes— See\nTable1.\n2.3 Collar Dimensions— See Table 2.\n2.4 Tolerances\nNominal Internal Permissible\nDiameter Deviation from Nominal Internal Diameter\nUpto and including\n+3 mm\n300 mm –1.5\nOver 300 mm, upto +6 mm\n400 mm –3 mm over 400 mm +1.5 percent –0.75 percent\nDRAINAGE\n2.4.1 Deviation from straightness — Not to exceed 3 mm per metre run.\n3. Tests\n3.1 Load Test — Specimen shall support a minimum\nload of 2000 kg uniformly distributed per metre length of pipe without showing any signs of failure at least for 1\nminute.\n3.2 Infiltration Test\nNominal Internal Rate of\nDiameter Infiltration per metre Length of the Pipe mm\nl/minute 80 to 100 60\n150 to 250\n120\n300 to 900\n300\nTable 1. DIMENSIONS FOR CONCRETE POROUS PIPES Nominal Internal Effective Minimum Wall Joints Diameter Length Thickness mm m mm\n(1) (2)\n(3)\n(4) 80\n2.0\n25\nButt, rebated or ogee 100\n150\n250\n300 2.0 or 2.5 or 3.0\n30\nButt, rebated or ogee\n350\n400\n450\n2.5 or 3.0\n35\nButt, rebated or ogee\n500\n600\n2.5 or 3.0\n40\nButt, rebated or ogee\n700\n800\n2.5 or 3.0\n45\nButt, rebated or ogee\n900\n2.5 or 3.0\n50\nButt, rebated or ogee TABLE 2 COLLAR DIMENSIONS\nNominal Internal Collar Dimension Minimum\nDiameter Length Minimum Caulking\nMinimum Space Thickness mm\nmm mm mm 80\n13\n25\n150 100 150 250 300\n16\n30\n150 350 400\n450\n19\n35\n200\n500\n600\n19\n45\n200\n700 800\n19\n45\n200\n900\nNote — For detailed requirements on manufacture, finish, methods of tests and typical sketches refer to the standard.\nFor detailed information, refer to IS 4350: 1967 Specification for concrete porous pipe for under drainage." }, { "standard_id": "IS 7319: 1974", "title": "Perforated Concrete Pipes", "category": "Cement and Concrete", - "summary": "3. Sizes and Dimensions — See Table-1 3.1 Tolerances — Table 2 4. Workmanship and Finish 4.1 Shall be free from fractures, cracks and blisters laminations and surface roughness. 4.2 Joints — Spigot and socket type. 4.3. Specials — shall have spigot and socket ends. Curves shall be at 900, 450 and 221/20 5. Tests 5.1 Three edge bearing test or sand bearing test. 5.2 Absorption Test — Total absorption at the end of 24 h shall not exceed 8 percent of dry weight. TABLE 1 SIZES AND DIMENSIONS Interna", + "summary": "Requirements for perforated non-reinforced concrete pipes for use in underdrainage work Note— Reinforced cement concrete perforated concrete pipes may be supplied by mutual agreement between the purchaser and the supplier. Note— These pipes are used for underdrainage work in infiltration galleries, reclaiming water logged areas and for similar other purposes", "keywords": [ + "rows", "slots", - "bearing", - "over", - "every", - "socket", - "barrel", - "spigot" + "perforation", + "perforations", + "pipes", + "underdrainage", + "over" ], "key_sections": { + "Scope": "Requirements for perforated non-reinforced concrete pipes for use in underdrainage work Note— Reinforced cement concrete perforated concrete pipes may be supplied by mutual agreement between the purchaser and the supplier. Note— These pipes are used for underdrainage work in infiltration galleries, reclaiming water logged areas and for similar other purposes 2. Classification a) Circular perforation pipes— 5 to 8 mm diameter perforations arranged in rows parallel to the axis of the pipe. Perforations shall be approximately 75 mm centre to centre, along rows. The rows shall be spaced over not more than 165°of the circumference. b) Slotted perforation pipes— Slots shall be circumferential in direction, not more than 5 mm nor less than 3mmin width, and of the lengths shown in Table 1. There s", "Dimensions": "See Table-1 3.1 Tolerances — Table 2 4. Workmanship and Finish 4.1 Shall be free from fractures, cracks and blisters laminations and surface roughness. 4.2 Joints — Spigot and socket type.", "Specials": "shall have spigot and socket ends. Curves shall be at 900, 450 and 221/20 5. Tests 5.1 Three edge bearing test or sand bearing test. 5.2 Absorption Test — Total absorption at the end of 24 h shall not exceed 8 percent of dry weight. TABLE 1 SIZES AND DIMENSIONS Internal Minimum Rows of Perforations Length of Spacing of Minimum Diameter Thickness Perforation Per Row Slots Slots Strength Barrel, kg/m, Three Edge Bearing mm mm mm mm Method (1) (2) (3) (4) (5) (6) (7) 80 25 4 9 25 50 — 100 25 4 9 25 75 1 560 150 25 4 9 37.5 75 1 560 200 25 4 9 50 100 1 560 225 25 6 10 50 100 1 670 250 25 6 10 50 100 1 670 300 30 6 10 75 150 1 790 350 32 6 10 75 150 1 880 400 32 8 10 75 150 2 020 450 35 8 10 75 150 2 230 TABLE 2 TOLERANCES a) Overall length ± 1 percent of standard length b) Internal diameter of" }, - "content": "IS 7319: 1974 Perforated Concrete Pipes\n3. Sizes and Dimensions — See Table-1\n3.1 Tolerances — Table 2\n4. Workmanship and Finish\n4.1 Shall be free from fractures, cracks and blisters\nlaminations and surface roughness.\n4.2 Joints — Spigot and socket type.\n4.3. Specials — shall have spigot and socket ends.\nCurves shall be at 900, 450 and 221/20\n5. Tests\n5.1 Three edge bearing test or sand bearing test.\n5.2 Absorption Test — Total absorption at the end of\n24 h shall not exceed 8 percent of dry weight.\nTABLE 1 SIZES AND DIMENSIONS Internal\nMinimum\nRows of\nPerforations Length of\nSpacing of Minimum\nDiameter\nThickness\nPerforation\nPer Row\nSlots\nSlots\nStrength\nBarrel, kg/m, Three\nEdge Bearing mm\nmm mm mm\nMethod (1) (2) (3)\n(4) (5) (6)\n(7)\n80\n25\n4\n9\n25\n50\n— 100\n25\n4\n9\n25\n75\n1 560 150\n25\n4\n9\n37.5\n75\n1 560 200\n25\n4\n9\n50\n100\n1 560 225\n25\n6\n10\n50\n100\n1 670 250\n25\n6\n10\n50\n100 1 670 300\n30\n6\n10\n75\n150\n1 790\n350\n32\n6\n10\n75\n150\n1 880\n400\n32\n8\n10\n75\n150\n2 020\n450\n35\n8\n10\n75\n150\n2 230 TABLE 2 TOLERANCES\na) Overall length\n± 1 percent of standard length b) Internal diameter of pipes or socket:\n1) 300 mm and under\n+ 3 mm\n– 1.5 mm\n2) 400 mm\n+ 6 mm\n– 3 mm\n3) over 400 mm\n+ 1.5 percent\n– 0.75 percent c) Barrel wall thickness : 1) up to 25 mm\n± 1.5 mm\n2) Over 25 up to 35 mm\n± 2.0 mm\n3) Over 35 up to 50 mm\n± 3.0 mm\n4) Over 50 mm\n± (3 mm +1 mm for every 15 mm or part thereof over 50 mm, limited to a\nmaximum of 5mm)\nd) Deviation from Straight : The deviation from straight shall not exceed 3mm for every metre run.\nNote — For methods of tests, refer to IS 456: 2000 Code of practice for plain and reinforced concrete (fourth revision) and" + "content": "IS 7319: 1974 Perforated Concrete Pipes\n1.\nScope — Requirements for perforated non-reinforced concrete pipes for use in underdrainage work\nNote— Reinforced cement concrete perforated concrete pipes\nmay be supplied by mutual agreement between the purchaser and the supplier.\nNote— These pipes are used for underdrainage work in\ninfiltration galleries, reclaiming water logged areas and for similar other purposes\n2.\nClassification a)\nCircular perforation pipes— 5 to 8 mm diameter perforations arranged in rows parallel to the axis of\nthe pipe. Perforations shall be approximately 75 mm centre to centre, along rows. The rows shall be\nspaced over not more than 165°of the circumference.\nb)\nSlotted perforation pipes— Slots shall be circumferential in direction, not more than 5 mm\nnor less than 3mmin width, and of the lengths shown in Table 1. There shall be two rows of slots,\nspaced 165°\n3. Sizes and Dimensions — See Table-1\n3.1 Tolerances — Table 2\n4. Workmanship and Finish\n4.1 Shall be free from fractures, cracks and blisters\nlaminations and surface roughness.\n4.2 Joints — Spigot and socket type.\n4.3. Specials — shall have spigot and socket ends.\nCurves shall be at 900, 450 and 221/20\n5. Tests\n5.1 Three edge bearing test or sand bearing test.\n5.2 Absorption Test — Total absorption at the end of\n24 h shall not exceed 8 percent of dry weight.\nTABLE 1 SIZES AND DIMENSIONS Internal\nMinimum\nRows of\nPerforations Length of\nSpacing of Minimum\nDiameter\nThickness\nPerforation\nPer Row\nSlots\nSlots\nStrength\nBarrel, kg/m, Three\nEdge Bearing mm\nmm mm mm\nMethod (1) (2) (3)\n(4) (5) (6)\n(7)\n80\n25\n4\n9\n25\n50\n— 100\n25\n4\n9\n25\n75\n1 560 150\n25\n4\n9\n37.5\n75\n1 560 200\n25\n4\n9\n50\n100\n1 560 225\n25\n6\n10\n50\n100\n1 670 250\n25\n6\n10\n50\n100 1 670 300\n30\n6\n10\n75\n150\n1 790\n350\n32\n6\n10\n75\n150\n1 880\n400\n32\n8\n10\n75\n150\n2 020\n450\n35\n8\n10\n75\n150\n2 230 TABLE 2 TOLERANCES\na) Overall length\n± 1 percent of standard length b) Internal diameter of pipes or socket:\n1) 300 mm and under\n+ 3 mm\n– 1.5 mm\n2) 400 mm\n+ 6 mm\n– 3 mm\n3) over 400 mm\n+ 1.5 percent\n– 0.75 percent c) Barrel wall thickness : 1) up to 25 mm\n± 1.5 mm\n2) Over 25 up to 35 mm\n± 2.0 mm\n3) Over 35 up to 50 mm\n± 3.0 mm\n4) Over 50 mm\n± (3 mm +1 mm for every 15 mm or part thereof over 50 mm, limited to a\nmaximum of 5mm)\nd) Deviation from Straight : The deviation from straight shall not exceed 3mm for every metre run.\nNote — For methods of tests, refer to IS 456: 2000 Code of practice for plain and reinforced concrete (fourth revision) and" }, { "standard_id": "IS 3597: 1998", @@ -1064,19 +1031,18 @@ "cylinder", "specials", "dye", - "concrete", "ends", "reinforced", - "special" + "special", + "internal" ], "key_sections": { - "Scope": "Specifies hot applied sealing compounds intended for use in sealing joints in concrete roads, runways, bridges and other structures. The material covered by this standard is suitable only for longitudinal and transverse joints not more than 12 m apart.", + "Scope": "Requirements and methods of tests for steel cylinder reinforced concrete specials for steel cylinder reinforced concrete pipes conforming to IS 1916 : 1989* having nominal internal diameter from 200 to 1800mm. Covers special having— a) Spigot and socket ends, b) Plain ends or slip- in type ends suitable for field welding, and c) Flanged ends for connection with valves and accessories.", "Classification": "Special shall have the same classification as for steel cylinder reinforced concrete pipes given in 2 of IS 1916:1989*.", "Dimensions": "Nominal internal diameters for bends, tees, scour tees and flanges shall be 200,250, 300, 350, 400, 450, 500, 600, 700, 800, 900, 1 000, 1 100, 1 200, 1 300, 1 400, 1 500, 1 600, 1 700 and 1 800 mm. 3.1 Minimum thickness of plate for steel shell and nominal thickness of flange are given below— Nominal Internal Minimum Thickness diameter of Special Finished of Steel Plate for Shell mm mm 200 to 500 2.5 600 to 900 5.0 1 000 to 1 100 6.0 1 200 to 1 500 8.0 1 600 to 1 800 10.0 Nominal Internal Nominal Thickness Diameter of Flange mm m m 200 to 300 15 350 to 450 18 500 to 600 20 700 to 1 100 25 1 200 to 1 800 32 * Steel cylinder pipe with cocrete lining and coating (first revision). For detailed information, refer to IS 7322 : 1985 Specification for specials for steel cylinder reinforced Concre", - "Workmanship And Finish": "Specials shall be free from local dents or bulges greater than 3.0 mm in depth and extending over a length in any direction greater than twice the thickness of the barrel. They shall be free from cracks. When actually placed in site trench, no opening between ends in contact shall exceed 3 mm in specials up to 600 mm diameter and 6 mm in specials larger than 600 mm diameter. 5. Tests 5.1 Each fitting shall be tested for conformity to the requirements of this standard. 5.2 The unlined special shall be tested by dye penetration test. 5.3 Dye- Penetration Test — This test shall be done in accordance with IS 3658 : 1999† † Code of practice for liquid penetrant flaw detection (second revision)", - "Materials": "Joint sealing compounds, composed of suitable mixtures of materials, shall form a resilient and adhesive barrier in concrete joints and shall be capable of resisting the infiltration of water and the ingress of solid particles. They shall not be unduly affected by temperature variation and shall resist any tendency to flow out of the joint or be picked up by vehicle tyres under hot weather conditions. They shall not become brittle or suffer loss of resiliency during cold weather conditions. On heating in suitably designed kettles they shall be capable of acquiring a pouring consistency enabling them to be run molten in a uniform manner into all types of horizontal joints without difficulty." + "Workmanship And Finish": "Specials shall be free from local dents or bulges greater than 3.0 mm in depth and extending over a length in any direction greater than twice the thickness of the barrel. They shall be free from cracks. When actually placed in site trench, no opening between ends in contact shall exceed 3 mm in specials up to 600 mm diameter and 6 mm in specials larger than 600 mm diameter. 5. Tests 5.1 Each fitting shall be tested for conformity to the requirements of this standard. 5.2 The unlined special shall be tested by dye penetration test. 5.3 Dye- Penetration Test — This test shall be done in accordance with IS 3658 : 1999† † Code of practice for liquid penetrant flaw detection (second revision)" }, - "content": "IS 7322: 1985 Specials For Steel Cylinder Reinforced Concrete Pipes\n1. Scope — Requirements and methods of tests for\nsteel cylinder reinforced concrete specials for steel cylinder reinforced concrete pipes conforming to\nIS 1916 : 1989* having nominal internal diameter from\n200 to 1800mm. Covers special having— a)\nSpigot and socket ends, b)\nPlain ends or slip- in type ends suitable for field welding, and c)\nFlanged ends for connection with valves and accessories.\n2.\nClassification — Special shall have the same classification as for steel cylinder reinforced concrete\npipes given in 2 of IS 1916:1989*.\n3.\nDimensions — Nominal internal diameters for bends, tees, scour tees and flanges shall be 200,250, 300,\n350, 400, 450, 500, 600, 700, 800, 900, 1 000, 1 100, 1 200,\n1 300, 1 400, 1 500, 1 600, 1 700 and 1 800 mm.\n3.1 Minimum thickness of plate for steel shell and\nnominal thickness of flange are given below— Nominal Internal Minimum Thickness diameter of Special Finished of Steel Plate for Shell mm mm 200 to 500\n2.5 600 to 900 5.0\n1 000 to 1 100\n6.0\n1 200 to 1 500\n8.0\n1 600 to 1 800\n10.0 Nominal Internal Nominal Thickness Diameter of Flange mm m m 200 to 300\n15 350 to 450\n18 500 to 600\n20 700 to 1 100\n25 1 200 to 1 800\n32\n* Steel cylinder pipe with cocrete lining and coating (first revision).\nFor detailed information, refer to IS 7322 : 1985 Specification for specials for steel cylinder reinforced Concrete pipes.\nNote — For detailed dimensions see Fig. 1 to 5 of the\nstandard\n3.2 Tolerances— The following shall be permitted—\nDimensions\nTolerances Arm length\n±40 mm Arm length (specified)\n±10 mm Internal diameter\n300 mm and under\n± 3 mm over 300mm\n± 6 mm or ±1½ mm\n(which ever is less) Angular deviation\n±1°\n4. Workmanship and Finish — Specials shall be\nfree from local dents or bulges greater than 3.0 mm in depth and extending over a length in any direction greater\nthan twice the thickness of the barrel. They shall be free from cracks. When actually placed in site trench, no\nopening between ends in contact shall exceed 3 mm in specials up to 600 mm diameter and 6 mm in specials\nlarger than 600 mm diameter.\n5. Tests\n5.1 Each fitting shall be tested for conformity to the\nrequirements of this standard.\n5.2 The unlined special shall be tested by dye\npenetration test.\n5.3 Dye- Penetration Test — This test shall be done in\naccordance with IS 3658 : 1999†\n† Code of practice for liquid penetrant flaw detection\n(second revision) 1. Scope— Specifies hot applied sealing compounds\nintended for use in sealing joints in concrete roads, runways, bridges and other structures. The material\ncovered by this standard is suitable only for longitudinal and transverse joints not more than 12 m apart.\n2. Materials— Joint sealing compounds, composed\nof suitable mixtures of materials, shall form a resilient and adhesive barrier in concrete joints and shall be\ncapable of resisting the infiltration of water and the ingress of solid particles. They shall not be unduly\naffected by temperature variation and shall resist any tendency to flow out of the joint or be picked up by\nvehicle tyres under hot weather conditions. They shall not become brittle or suffer loss of resiliency during\ncold weather conditions. On heating in suitably designed kettles they shall be capable of acquiring a pouring\nconsistency enabling them to be run molten in a uniform manner into all types of horizontal joints without\ndifficulty." + "content": "IS 7322: 1985 Specials For Steel Cylinder Reinforced Concrete Pipes\n1. Scope — Requirements and methods of tests for\nsteel cylinder reinforced concrete specials for steel cylinder reinforced concrete pipes conforming to\nIS 1916 : 1989* having nominal internal diameter from\n200 to 1800mm. Covers special having— a)\nSpigot and socket ends, b)\nPlain ends or slip- in type ends suitable for field welding, and c)\nFlanged ends for connection with valves and accessories.\n2.\nClassification — Special shall have the same classification as for steel cylinder reinforced concrete\npipes given in 2 of IS 1916:1989*.\n3.\nDimensions — Nominal internal diameters for bends, tees, scour tees and flanges shall be 200,250, 300,\n350, 400, 450, 500, 600, 700, 800, 900, 1 000, 1 100, 1 200,\n1 300, 1 400, 1 500, 1 600, 1 700 and 1 800 mm.\n3.1 Minimum thickness of plate for steel shell and\nnominal thickness of flange are given below— Nominal Internal Minimum Thickness diameter of Special Finished of Steel Plate for Shell mm mm 200 to 500\n2.5 600 to 900 5.0\n1 000 to 1 100\n6.0\n1 200 to 1 500\n8.0\n1 600 to 1 800\n10.0 Nominal Internal Nominal Thickness Diameter of Flange mm m m 200 to 300\n15 350 to 450\n18 500 to 600\n20 700 to 1 100\n25 1 200 to 1 800\n32\n* Steel cylinder pipe with cocrete lining and coating (first revision).\nFor detailed information, refer to IS 7322 : 1985 Specification for specials for steel cylinder reinforced Concrete pipes.\nNote — For detailed dimensions see Fig. 1 to 5 of the\nstandard\n3.2 Tolerances— The following shall be permitted—\nDimensions\nTolerances Arm length\n±40 mm Arm length (specified)\n±10 mm Internal diameter\n300 mm and under\n± 3 mm over 300mm\n± 6 mm or ±1½ mm\n(which ever is less) Angular deviation\n±1°\n4. Workmanship and Finish — Specials shall be\nfree from local dents or bulges greater than 3.0 mm in depth and extending over a length in any direction greater\nthan twice the thickness of the barrel. They shall be free from cracks. When actually placed in site trench, no\nopening between ends in contact shall exceed 3 mm in specials up to 600 mm diameter and 6 mm in specials\nlarger than 600 mm diameter.\n5. Tests\n5.1 Each fitting shall be tested for conformity to the\nrequirements of this standard.\n5.2 The unlined special shall be tested by dye\npenetration test.\n5.3 Dye- Penetration Test — This test shall be done in\naccordance with IS 3658 : 1999†\n† Code of practice for liquid penetrant flaw detection\n(second revision)" }, { "standard_id": "IS 1834: 1984", @@ -1124,8 +1090,8 @@ "aldehyde", "coconut", "pith", - "expansion", "fillers", + "expansion", "preformed" ], "key_sections": { @@ -1163,19 +1129,18 @@ "summary": "General requirements of two grades of two-part polysulphide based sealants for use in general building applications, namely, pouring grade and gun grade. Pouring grade sealants are intended for use in horizental joints. Gun grade sealants are intended for use in vertical and inclined joints (that is, glazing applications).", "keywords": [ "sealant", - "lime", "sealants", "pouring", "gun", - "limes", - "grade" + "lime", + "grade", + "adhesion" ], "key_sections": { - "Scope": "Requirements for building limes used for construction purpose.", - "Selection Of Material": "The salient shall cure at ambient temperature. 4. Test Requirements 4.1 Rheological Properties 4.1.1 Pouring grade sealant — The sealant shall exhibit a smooth and level surface. 4.1.2 Gun-grade sealant — The sealant shall not stump in vertical displacement by more than 1.0 mm, when tested in a vertical position and shall not protrude in front of 2.1 SECTION 2 BUILDING LIMES CONTENTS Title Page IS 712 : 1984 Building limes (third revision) 2.3 IS 2686 : 1977 Cinder as fine aggregate for use in lime concrete (first revision) 2.6 IS 3068 : 1986 Broken brick (Burnt clay) coarse aggregates for use in lime concrete ( second revision) 2.7 IS 3115 : 1992 Lime based blocks (second revision) 2.8 IS 3182 : 1986 Broken brick (Burnt clay) fine aggregate for use in lime mortar (second revision) 2.9 IS ", - "Classification": "Class A — Eminently hydraulic lime used for structural purposes. Class B — Semi-hydraulic lime used for masonry mortars, lime concrete and plaster undercoat. Class C — Fatlime used for finishing coat in plastering, whitewashing, composite mortars, etc, and with addition of pozzolanic materials for masonry mortar. Class D — Magnesium/dolomitic lime used for finishing coat in plastering, white washing, etc. Class E — Kankar lime used for masonry mortars. Class F — Siliceous dolomitic lime used for undercoat and finishing coat of plaster. Note 1 — Lime shall be available either in hydrated or quick form, except that of Classes A and E which shall be supplied in hydrated form. Note 2 — Applications indicated are only suggestive." + "Scope": "General requirements of two grades of two-part polysulphide based sealants for use in general building applications, namely, pouring grade and gun grade. Pouring grade sealants are intended for use in horizental joints. Gun grade sealants are intended for use in vertical and inclined joints (that is, glazing applications). 2. Grades of Sealants 2.1 Pouring Grade — A sealant which flows sufficiently to give reasonably smooth level surface when applied in a horizontal upward facing joint at ambient temperature. 2.2 Gun Grade — A sealant which permits application in a suitable joint of any aspect or inclination without appreciable slumping at ambient temperature.", + "Selection Of Material": "The salient shall cure at ambient temperature. 4. Test Requirements 4.1 Rheological Properties 4.1.1 Pouring grade sealant — The sealant shall exhibit a smooth and level surface. 4.1.2 Gun-grade sealant — The sealant shall not stump in vertical displacement by more than 1.0 mm, when tested in a vertical position and shall not protrude in front of 2.1 SECTION 2 BUILDING LIMES CONTENTS Title Page IS 712 : 1984 Building limes (third revision) 2.3 IS 2686 : 1977 Cinder as fine aggregate for use in lime concrete (first revision) 2.6 IS 3068 : 1986 Broken brick (Burnt clay) coarse aggregates for use in lime concrete ( second revision) 2.7 IS 3115 : 1992 Lime based blocks (second revision) 2.8 IS 3182 : 1986 Broken brick (Burnt clay) fine aggregate for use in lime mortar (second revision) 2.9 IS " }, - "content": "IS 12118 (Part 1): 1987 Two-Parts Polysulphide Based Sealants\nPART 1 GENERAL REQUIREMENTS\nthe original profile in a horizontal position.\n4.2 Plastic Deformation— The sealant shall have a\nplastic deformation not greater than 25 percent.\n4.3 Adhesion and Tensile Modulus — Adhesion and\ntensile modulus shall be considered satisfactory, if the total area (length × depth) of failure shall not exceed 100\nmm2and the course requrired to produce the extension shall not be less than 25 N and not more than 270 N . In\ncase of the test after cycles of extension , the total area of failure shall not exceed 100 mm2.\n4.4 Application of Life —The sealant shall have an\napplication life of not less than 2h.\n4.5 Adhesion in Peel — The average peel strength of\nfour strips of backing material for each of the test surfaces shall be not less than 25N and the material\nshall not fail in adhesion over more than 25 percent of the test area.\n4.6 Loss of Mass After Heat Ageing — The loss of mass\nshall not exced 12 percent for pouring grade and 6 percent for gun grade.\n4.7 Staining — The sealant shall produce no staining\non the primed or unprimed surface of the test mortar.\nNote — For Methods of test , refer to IS 12118(Part 2) :1987 Two-part polysuphide-based sealants, Part 2 Methods of test\nFor detailed information, refer to IS 12118:1987 Specification for two -part polysulphidebased sealants: Part1 General requirements.\n1. Scope — General requirements of two grades of\ntwo-part polysulphide based sealants for use in general building applications, namely, pouring grade and gun\ngrade. Pouring grade sealants are intended for use in horizental joints. Gun grade sealants are intended for\nuse in vertical and inclined joints (that is, glazing applications).\n2. Grades of Sealants\n2.1 Pouring Grade — A sealant which flows sufficiently\nto give reasonably smooth level surface when applied in a horizontal upward facing joint at ambient temperature.\n2.2 Gun Grade — A sealant which permits application\nin a suitable joint of any aspect or inclination without appreciable slumping at ambient temperature.\n3. Selection of Material — The salient shall cure\nat ambient temperature.\n4. Test Requirements\n4.1\nRheological Properties\n4.1.1 Pouring grade sealant — The sealant shall exhibit a smooth and level surface.\n4.1.2 Gun-grade sealant — The sealant shall not stump in vertical displacement by more than 1.0 mm, when tested\nin a vertical position and shall not protrude in front of 2.1\nSECTION 2\nBUILDING LIMES CONTENTS\nTitle\nPage\nIS\n712 : 1984 Building limes (third revision)\n2.3\nIS\n2686 : 1977\nCinder as fine aggregate for use in lime concrete (first revision)\n2.6\nIS\n3068 : 1986\nBroken brick (Burnt clay) coarse aggregates for use in lime concrete ( second revision)\n2.7\nIS\n3115 : 1992\nLime based blocks (second revision)\n2.8\nIS\n3182 : 1986\nBroken brick (Burnt clay) fine aggregate for use in lime mortar\n(second revision)\n2.9\nIS\n4098 : 1983\nLime pozzolana mixture (first revision)\n2.10\nIS\n4139 : 1989\nCalcum silicate bricks (second revision)\n2.11\nIS 10360 : 1982\nLime pozzolana concrete blocks for paving\n2.12\nIS 10772 : 1983\nQuick setting lime pozzolana mixture\n2.13\nIS\n12894 : 2002\nPulverized fuel ash-lime bricks (first Revision)\n2.14 1. Scope — Requirements for building limes used for\nconstruction purpose.\n2. Classification —\nClass A —\nEminently hydraulic lime used for structural purposes.\nClass B —\nSemi-hydraulic lime used for masonry mortars, lime concrete\nand plaster undercoat.\nClass C —\nFatlime used for finishing coat in plastering, whitewashing, composite\nmortars, etc, and with addition of pozzolanic materials for masonry\nmortar.\nClass D —\nMagnesium/dolomitic lime used for finishing coat in plastering,\nwhite washing, etc.\nClass E —\nKankar lime used for masonry mortars.\nClass F —\nSiliceous dolomitic lime used for undercoat and finishing coat of\nplaster.\nNote 1 — Lime shall be available either in hydrated or quick form,\nexcept that of Classes A and E which shall be supplied in hydrated form.\nNote 2 — Applications indicated are only suggestive.\n3. Chemical Requirements—See Table 1\n4. Physical Requirements —See Table 2" + "content": "IS 12118 (Part 1): 1987 Two-Parts Polysulphide Based Sealants\nPART 1 GENERAL REQUIREMENTS\nthe original profile in a horizontal position.\n4.2 Plastic Deformation— The sealant shall have a\nplastic deformation not greater than 25 percent.\n4.3 Adhesion and Tensile Modulus — Adhesion and\ntensile modulus shall be considered satisfactory, if the total area (length × depth) of failure shall not exceed 100\nmm2and the course requrired to produce the extension shall not be less than 25 N and not more than 270 N . In\ncase of the test after cycles of extension , the total area of failure shall not exceed 100 mm2.\n4.4 Application of Life —The sealant shall have an\napplication life of not less than 2h.\n4.5 Adhesion in Peel — The average peel strength of\nfour strips of backing material for each of the test surfaces shall be not less than 25N and the material\nshall not fail in adhesion over more than 25 percent of the test area.\n4.6 Loss of Mass After Heat Ageing — The loss of mass\nshall not exced 12 percent for pouring grade and 6 percent for gun grade.\n4.7 Staining — The sealant shall produce no staining\non the primed or unprimed surface of the test mortar.\nNote — For Methods of test , refer to IS 12118(Part 2) :1987 Two-part polysuphide-based sealants, Part 2 Methods of test\nFor detailed information, refer to IS 12118:1987 Specification for two -part polysulphidebased sealants: Part1 General requirements.\n1. Scope — General requirements of two grades of\ntwo-part polysulphide based sealants for use in general building applications, namely, pouring grade and gun\ngrade. Pouring grade sealants are intended for use in horizental joints. Gun grade sealants are intended for\nuse in vertical and inclined joints (that is, glazing applications).\n2. Grades of Sealants\n2.1 Pouring Grade — A sealant which flows sufficiently\nto give reasonably smooth level surface when applied in a horizontal upward facing joint at ambient temperature.\n2.2 Gun Grade — A sealant which permits application\nin a suitable joint of any aspect or inclination without appreciable slumping at ambient temperature.\n3. Selection of Material — The salient shall cure\nat ambient temperature.\n4. Test Requirements\n4.1\nRheological Properties\n4.1.1 Pouring grade sealant — The sealant shall exhibit a smooth and level surface.\n4.1.2 Gun-grade sealant — The sealant shall not stump in vertical displacement by more than 1.0 mm, when tested\nin a vertical position and shall not protrude in front of 2.1\nSECTION 2\nBUILDING LIMES CONTENTS\nTitle\nPage\nIS\n712 : 1984 Building limes (third revision)\n2.3\nIS\n2686 : 1977\nCinder as fine aggregate for use in lime concrete (first revision)\n2.6\nIS\n3068 : 1986\nBroken brick (Burnt clay) coarse aggregates for use in lime concrete ( second revision)\n2.7\nIS\n3115 : 1992\nLime based blocks (second revision)\n2.8\nIS\n3182 : 1986\nBroken brick (Burnt clay) fine aggregate for use in lime mortar\n(second revision)\n2.9\nIS\n4098 : 1983\nLime pozzolana mixture (first revision)\n2.10\nIS\n4139 : 1989\nCalcum silicate bricks (second revision)\n2.11\nIS 10360 : 1982\nLime pozzolana concrete blocks for paving\n2.12\nIS 10772 : 1983\nQuick setting lime pozzolana mixture\n2.13\nIS\n12894 : 2002\nPulverized fuel ash-lime bricks (first Revision)\n2.14" }, { "standard_id": "IS 712: 1984", @@ -1208,8 +1173,8 @@ "keywords": [ "aggregate", "brick", - "broken", "coarse", + "broken", "prepared", "soluble", "bricks" @@ -1237,80 +1202,80 @@ "standard_id": "IS 5640: 1970", "title": "Methods Of Test For Determining Aggregate Impact Value Of Soft Coarse Aggregates.", "category": "Building Limes", - "summary": "Covers dimension, quality and strength requirement of lime based blocks (both hollow and solid) used for walls, internal partitions and filler walls.", + "summary": "For detailed information, refer to IS 3068:1986 Specification for broken brick (burnt clay) coarse aggregate for use in lime concrete (second revision). *Common burnt clay building bricks (fifth revision)", "keywords": [ - "blocks", - "keyed", - "block", - "face", "burnt", + "clay", + "brick", "broken", - "walls" + "coarse", + "common", + "aggregate" ], - "key_sections": { - "Scope": "Covers dimension, quality and strength requirement of lime based blocks (both hollow and solid) used for walls, internal partitions and filler walls.", - "General Requirements": "All blocks shall be sound, free from cracks, broken edges, distortion and other defects. The bedding surface shall be at right angles to the face of blocks. The ends of the blocks which form the vertical joints may be plain, tongued and gooved or double grooved. 3. Types Type A – Block with both faces keyed for plastering Type B – Block with both faces smooth and suitable for use without plasterning or rendering on either side,and. Type C – Block with one face keyed and one face smooth. 4. Dimensions 4.1 Actual Sizes Length 390 mm Width 90,190, 290 mm Height 90, 190 mm" - }, - "content": "IS 5640: 1970 Methods Of Test For Determining Aggregate Impact Value Of Soft Coarse Aggregates.\nFor detailed information, refer to IS 3068:1986 Specification for broken brick (burnt clay)\ncoarse aggregate for use in lime concrete (second revision).\n*Common burnt clay building bricks (fifth revision) 1. Scope — Covers dimension, quality and strength\nrequirement of lime based blocks (both hollow and solid) used for walls, internal partitions and filler walls.\n2. General Requirements— All blocks shall be\nsound, free from cracks, broken edges, distortion and other defects. The bedding surface shall be at right\nangles to the face of blocks. The ends of the blocks which form the vertical joints may be plain, tongued\nand gooved or double grooved.\n3. Types\nType A –\nBlock with both faces keyed for plastering\nType B –\nBlock with both faces smooth and suitable for use without plasterning or\nrendering on either side,and.\nType C –\nBlock with one face keyed and one face smooth.\n4. Dimensions\n4.1 Actual Sizes\nLength\n390 mm\nWidth\n90,190, 290 mm\nHeight\n90, 190 mm" + "key_sections": {}, + "content": "IS 5640: 1970 Methods Of Test For Determining Aggregate Impact Value Of Soft Coarse Aggregates.\nFor detailed information, refer to IS 3068:1986 Specification for broken brick (burnt clay)\ncoarse aggregate for use in lime concrete (second revision).\n*Common burnt clay building bricks (fifth revision)" }, { "standard_id": "IS 3115: 1992", "title": "Lime Based Blocks", "category": "Building Limes", - "summary": "Requirements for broken brick (burnt clay) fine aggregate for use in lime mortar.", + "summary": "Covers dimension, quality and strength requirement of lime based blocks (both hollow and solid) used for walls, internal partitions and filler walls.", "keywords": [ - "clay", - "burnt", - "broken", - "lime", - "brick", + "blocks", "block", - "blocks" + "keyed", + "face", + "hollow", + "walls", + "tongued" ], "key_sections": { - "Scope": "Requirements for broken brick (burnt clay) fine aggregate for use in lime mortar.", - "General Quality": "Shall be prepared from broken/ solid bricks conforming to class designation 50 and above of IS 1077:1992*. It shall be free from underburnt clay particles, soluble salts and adherent coating of soil or silt. 3. Physical Requirements IS Sieve Percent Passing(By Mass) 4.75 mm 100 2.36 mm 90-100 1.18 mm 70-100 600 µm 40-100 300 µm 5-70 150 µm 0-15 75 µm Nil * Common burnt clay building bricks (fifth revision). Note — For methods of tests, refer to relevant parts of IS 2386: Method of test for aggregates for concrete, and IS 3068:1986 Broken brick (burnt clay) coarse aggregate for use in lime concret (second revision). For detailed information, refer to IS 3182:1986 Specification for broken brick (burnt clay) fine aggregate for use in lime mortar (second revision)." + "Scope": "Covers dimension, quality and strength requirement of lime based blocks (both hollow and solid) used for walls, internal partitions and filler walls.", + "General Requirements": "All blocks shall be sound, free from cracks, broken edges, distortion and other defects. The bedding surface shall be at right angles to the face of blocks. The ends of the blocks which form the vertical joints may be plain, tongued and gooved or double grooved. 3. Types Type A – Block with both faces keyed for plastering Type B – Block with both faces smooth and suitable for use without plasterning or rendering on either side,and. Type C – Block with one face keyed and one face smooth. 4. Dimensions 4.1 Actual Sizes Length 390 mm Width 90,190, 290 mm Height 90, 190 mm (Second Revision) Note — For methods of test, refer to IS 2185 (Part 1):1979 Concrete masonry units— Part 1 solid and hollow concrete blocks (second revision). For detailed information, refer to IS 3115:1992 Specification fo" }, - "content": "IS 3115: 1992 Lime Based Blocks\n(Second Revision)\nNote — For methods of test, refer to IS 2185 (Part 1):1979 Concrete masonry units— Part 1 solid and hollow concrete blocks\n(second revision).\nFor detailed information, refer to IS 3115:1992 Specification for lime based blocks\n(second revision ).\n4.2 Tolerances—\nLength ± 5 mm, Max\nWidth and Height ± 3 mm, Max\n4.3 Hallow block shall be made with one or more\ncavities and wall thickness at any point shall not be less than 40 mm.\n5. Physical Requirements\n5.1 Block Density — Shall not be less than\n1 000 kg/m3\n5.2 Compressive Strength — Average strength of eight\nblocks shall be not less than 3.5 MPa. Also compressive strength of any individual block shall not fall below the\nminimum average value by more than 20 percent.\n5.3 Drying Shrinkage— Shall not exceed 0.1 percent\n5.4 Moisture Movement— Shall not exceed 0.05\npercent. 1. Scope — Requirements for broken brick (burnt\nclay) fine aggregate for use in lime mortar.\n2. General Quality — Shall be prepared from\nbroken/ solid bricks conforming to class designation\n50 and above of IS 1077:1992*. It shall be free from underburnt clay particles, soluble salts and adherent\ncoating of soil or silt.\n3. Physical Requirements\nIS Sieve\nPercent Passing(By Mass)\n4.75 mm 100\n2.36 mm\n90-100\n1.18 mm\n70-100\n600 µm\n40-100\n300 µm 5-70\n150 µm 0-15 75 µm Nil\n* Common burnt clay building bricks (fifth revision).\nNote — For methods of tests, refer to relevant parts of IS 2386: Method of test for aggregates for concrete, and IS 3068:1986 Broken brick\n(burnt clay) coarse aggregate for use in lime concret (second revision).\nFor detailed information, refer to IS 3182:1986 Specification for broken brick (burnt clay) fine aggregate for use in lime mortar (second revision)." + "content": "IS 3115: 1992 Lime Based Blocks\n1. Scope — Covers dimension, quality and strength\nrequirement of lime based blocks (both hollow and solid) used for walls, internal partitions and filler walls.\n2. General Requirements— All blocks shall be\nsound, free from cracks, broken edges, distortion and other defects. The bedding surface shall be at right\nangles to the face of blocks. The ends of the blocks which form the vertical joints may be plain, tongued\nand gooved or double grooved.\n3. Types\nType A –\nBlock with both faces keyed for plastering\nType B –\nBlock with both faces smooth and suitable for use without plasterning or\nrendering on either side,and.\nType C –\nBlock with one face keyed and one face smooth.\n4. Dimensions\n4.1 Actual Sizes\nLength\n390 mm\nWidth\n90,190, 290 mm\nHeight\n90, 190 mm\n(Second Revision)\nNote — For methods of test, refer to IS 2185 (Part 1):1979 Concrete masonry units— Part 1 solid and hollow concrete blocks\n(second revision).\nFor detailed information, refer to IS 3115:1992 Specification for lime based blocks\n(second revision ).\n4.2 Tolerances—\nLength ± 5 mm, Max\nWidth and Height ± 3 mm, Max\n4.3 Hallow block shall be made with one or more\ncavities and wall thickness at any point shall not be less than 40 mm.\n5. Physical Requirements\n5.1 Block Density — Shall not be less than\n1 000 kg/m3\n5.2 Compressive Strength — Average strength of eight\nblocks shall be not less than 3.5 MPa. Also compressive strength of any individual block shall not fall below the\nminimum average value by more than 20 percent.\n5.3 Drying Shrinkage— Shall not exceed 0.1 percent\n5.4 Moisture Movement— Shall not exceed 0.05\npercent." }, { "standard_id": "IS 3182: 1986", - "title": "Broken Brick (Burnt Clay) Fine Aggregate For Use In Lime Mortar", + "title": "Broken Brick (Burnt Clay)", "category": "Building Limes", - "summary": "Requirements of lime pozzolana mixture for use in construction works.", + "summary": "Requirements for broken brick (burnt clay) fine aggregate for use in lime mortar.", "keywords": [ - "mortars", - "masonry", - "foundation", - "slno", - "lime", - "finer", - "ments" + "broken", + "clay", + "aggregate", + "brick", + "burnt", + "fine", + "lime" ], "key_sections": { - "Scope": "Requirements of lime pozzolana mixture for use in construction works. 2. Types Type Use LP7 For masonry mortars up to Grade MM 0.5, and for foundation concrete LP20 For masonry mortars up to Grade MM 2 and for foundation concrete. LP40 For masonry mortars up to Grade MM 5.", - "Chemical Requirements": "See Table 1 TABLE 1 CHEMICAL REQUIRE- MENTS SlNo. Characteristic Requirements (1) (2) (3) i) Free moisture content,percent, Max 5 ii) Free lime, percent, Min 22 iii) Carbon dioxide, percent,Max 5 iv) Sulphate content, percent,Max 3 v) Magnesium oxide, percent, Max 8" + "Scope": "Requirements for broken brick (burnt clay) fine aggregate for use in lime mortar.", + "General Quality": "Shall be prepared from broken/ solid bricks conforming to class designation 50 and above of IS 1077:1992*. It shall be free from underburnt clay particles, soluble salts and adherent coating of soil or silt. 3. Physical Requirements IS Sieve Percent Passing(By Mass) 4.75 mm 100 2.36 mm 90-100 1.18 mm 70-100 600 µm 40-100 300 µm 5-70 150 µm 0-15 75 µm Nil * Common burnt clay building bricks (fifth revision). Note — For methods of tests, refer to relevant parts of IS 2386: Method of test for aggregates for concrete, and IS 3068:1986 Broken brick (burnt clay) coarse aggregate for use in lime concret (second revision). For detailed information, refer to IS 3182:1986 Specification for broken brick (burnt clay) fine aggregate for use in lime mortar (second revision). FINE AGGREGATE FOR USE IN LI" }, - "content": "IS 3182: 1986 Broken Brick (Burnt Clay) Fine Aggregate For Use In Lime Mortar\n(Second Revision)\n4.\nRequirement of Broken Brick Fine Aggregate\nSpecific gravity\n2.4 - 2.7\nClay and silt, percent, Max\n5\nMaterials finer than 75 µm\n15\nIS Sieve, percent Max\nWater soluble matter,\n1 percent, Max 1. Scope — Requirements of lime pozzolana mixture\nfor use in construction works.\n2. Types\nType\nUse\nLP7\nFor masonry mortars up to Grade MM 0.5, and for foundation concrete\nLP20\nFor masonry mortars up to Grade MM 2 and for foundation concrete.\nLP40\nFor masonry mortars up to Grade MM 5.\n3. Chemical Requirements — See Table 1\nTABLE 1 CHEMICAL REQUIRE-\nMENTS\nSlNo. Characteristic\nRequirements\n(1) (2)\n(3)\ni)\nFree moisture content,percent, Max\n5 ii)\nFree lime, percent, Min\n22 iii)\nCarbon dioxide, percent,Max\n5 iv)\nSulphate content, percent,Max\n3 v)\nMagnesium oxide, percent, Max\n8\n4. Physical Requirements – See Table 2." + "content": "IS 3182: 1986 Broken Brick (Burnt Clay)\n1. Scope — Requirements for broken brick (burnt\nclay) fine aggregate for use in lime mortar.\n2. General Quality — Shall be prepared from\nbroken/ solid bricks conforming to class designation\n50 and above of IS 1077:1992*. It shall be free from underburnt clay particles, soluble salts and adherent\ncoating of soil or silt.\n3. Physical Requirements\nIS Sieve\nPercent Passing(By Mass)\n4.75 mm 100\n2.36 mm\n90-100\n1.18 mm\n70-100\n600 µm\n40-100\n300 µm 5-70\n150 µm 0-15 75 µm Nil\n* Common burnt clay building bricks (fifth revision).\nNote — For methods of tests, refer to relevant parts of IS 2386: Method of test for aggregates for concrete, and IS 3068:1986 Broken brick\n(burnt clay) coarse aggregate for use in lime concret (second revision).\nFor detailed information, refer to IS 3182:1986 Specification for broken brick (burnt clay) fine aggregate for use in lime mortar (second revision).\nFINE AGGREGATE FOR USE IN LIME MORTAR\n(Second Revision)\n4.\nRequirement of Broken Brick Fine Aggregate\nSpecific gravity\n2.4 - 2.7\nClay and silt, percent, Max\n5\nMaterials finer than 75 µm\n15\nIS Sieve, percent Max\nWater soluble matter,\n1 percent, Max" }, { "standard_id": "IS 4098: 1983", "title": "Lime Pozzolana Mixture", "category": "Building Limes", - "summary": "(First Revision) TABLE 2 PHYSICAL REQUIREMENTS. Sl Characteristic Requirment No. Type of Mixture LP40 LP20 LP7 (1) (2) (3) (4) (5) i) Fineness, percent retained on 150- micron 15 15 – IS Sieve ii) Setting time, hours a) Initial, Min 2 2 2 b) Final, Max 24 36 48 iii) Compressivestrength- average compressive strength of not less than 3 mortar cubes of size 50 mm composed of one part of lime pozzolana mixture and 3 partsof standard sand by weight, N/mm2 a) At 7 days, Min 2 1 0.3 b) At 28 days, Min ", + "summary": "Requirements of lime pozzolana mixture for use in construction works.", "keywords": [ "lime", "mixture", "pozzolana", - "composed", - "days", - "mortar", - "compressivestrength" + "mortars", + "masonry", + "foundation", + "composed" ], "key_sections": { + "Scope": "Requirements of lime pozzolana mixture for use in construction works. 2. Types Type Use LP7 For masonry mortars up to Grade MM 0.5, and for foundation concrete LP20 For masonry mortars up to Grade MM 2 and for foundation concrete. LP40 For masonry mortars up to Grade MM 5.", + "Chemical Requirements": "See Table 1 TABLE 1 CHEMICAL REQUIRE- MENTS SlNo. Characteristic Requirements (1) (2) (3) i) Free moisture content,percent, Max 5 ii) Free lime, percent, Min 22 iii) Carbon dioxide, percent,Max 5 iv) Sulphate content, percent,Max 3 v) Magnesium oxide, percent, Max 8", + "Physical Requirements": "See Table 2. (First Revision) TABLE 2 PHYSICAL REQUIREMENTS. Sl Characteristic Requirment No. Type of Mixture LP40 LP20 LP7 (1) (2) (3) (4) (5) i) Fineness, percent retained on 150- micron 15 15 – IS Sieve ii) Setting time, hours a) Initial, Min 2 2 2 b) Final, Max 24 36 48 iii) Compressivestrength- average compressive strength of not less than 3 mortar cubes of size 50 mm composed of one part of lime pozzolana mixture and 3 partsof standard sand by weight, N/mm2 a) At 7 days, Min 2 1 0.3 b) At 28 days, Min 4 2 0.7 iv) Water retention ,flow after suction of mortar composed of 65 65 65 one part of lime-pozzolana and 3 parts of standard sand by weight, percent of original flow, Min. v) Soundness, autoclave expansion, percent Max. 1 1 1", "Delivery": "Shall be packed in bags (jute, multiply paper, HDPE or cloth) with a net mass of ‘50’ kg. The permissible tolerance on the mass of mixture supplied Note — For methods of tests, refer to IS 1514 : 1990 Methods of sampling and test for quick lime and hydrated lime (first revision)." }, - "content": "IS 4098: 1983 Lime Pozzolana Mixture\n(First Revision) TABLE 2 PHYSICAL REQUIREMENTS.\nSl\nCharacteristic\nRequirment\nNo.\nType of Mixture\nLP40\nLP20 LP7\n(1)\n(2) (3)\n(4)\n(5)\ni)\nFineness, percent retained on 150- micron\n15\n15 – IS Sieve ii)\nSetting time, hours a) Initial, Min\n2\n2 2 b) Final, Max\n24\n36 48 iii) Compressivestrength- average compressive strength\nof not less than 3 mortar cubes of size 50 mm composed of one part of lime pozzolana mixture and 3 partsof standard\nsand by weight, N/mm2 a) At 7 days, Min\n2\n1 0.3 b) At 28 days, Min\n4\n2 0.7 iv) Water retention ,flow after suction of mortar composed of\n65\n65\n65 one part of lime-pozzolana and 3 parts of standard sand by weight, percent of original flow, Min.\nv)\nSoundness, autoclave expansion, percent Max.\n1\n1\n1\n5. Delivery—Shall be packed in bags (jute, multiply\npaper, HDPE or cloth) with a net mass of ‘50’ kg. The permissible tolerance on the mass of mixture supplied\nNote — For methods of tests, refer to IS 1514 : 1990 Methods of sampling and test for quick lime and hydrated lime (first revision)." + "content": "IS 4098: 1983 Lime Pozzolana Mixture\n1. Scope — Requirements of lime pozzolana mixture\nfor use in construction works.\n2. Types\nType\nUse\nLP7\nFor masonry mortars up to Grade MM 0.5, and for foundation concrete\nLP20\nFor masonry mortars up to Grade MM 2 and for foundation concrete.\nLP40\nFor masonry mortars up to Grade MM 5.\n3. Chemical Requirements — See Table 1\nTABLE 1 CHEMICAL REQUIRE-\nMENTS\nSlNo. Characteristic\nRequirements\n(1) (2)\n(3)\ni)\nFree moisture content,percent, Max\n5 ii)\nFree lime, percent, Min\n22 iii)\nCarbon dioxide, percent,Max\n5 iv)\nSulphate content, percent,Max\n3 v)\nMagnesium oxide, percent, Max\n8\n4. Physical Requirements – See Table 2.\n(First Revision) TABLE 2 PHYSICAL REQUIREMENTS.\nSl\nCharacteristic\nRequirment\nNo.\nType of Mixture\nLP40\nLP20 LP7\n(1)\n(2) (3)\n(4)\n(5)\ni)\nFineness, percent retained on 150- micron\n15\n15 – IS Sieve ii)\nSetting time, hours a) Initial, Min\n2\n2 2 b) Final, Max\n24\n36 48 iii) Compressivestrength- average compressive strength\nof not less than 3 mortar cubes of size 50 mm composed of one part of lime pozzolana mixture and 3 partsof standard\nsand by weight, N/mm2 a) At 7 days, Min\n2\n1 0.3 b) At 28 days, Min\n4\n2 0.7 iv) Water retention ,flow after suction of mortar composed of\n65\n65\n65 one part of lime-pozzolana and 3 parts of standard sand by weight, percent of original flow, Min.\nv)\nSoundness, autoclave expansion, percent Max.\n1\n1\n1\n5. Delivery—Shall be packed in bags (jute, multiply\npaper, HDPE or cloth) with a net mass of ‘50’ kg. The permissible tolerance on the mass of mixture supplied\nNote — For methods of tests, refer to IS 1514 : 1990 Methods of sampling and test for quick lime and hydrated lime (first revision)." }, { "standard_id": "IS 1727: 1967", @@ -1335,22 +1300,20 @@ "category": "Building Limes", "summary": "Requirements regarding classification, general quality, dimensions, compressive strength and drying shrikage of calcium silicate bricks used in building.", "keywords": [ - "pozzolana", "drying", - "lime", "compressive", "shrinkage", "bricks", - "concrete" + "silicate", + "calcium", + "shrikage" ], "key_sections": { - "Scope": "Covers dimensions, quality and strength requirements of lime-pozzolana concrete blocks for use in paving.", + "Scope": "Requirements regarding classification, general quality, dimensions, compressive strength and drying shrikage of calcium silicate bricks used in building.", "General Quality": "Shall be sound, compact and uniform in shape. Shall be free from visible cracks, warpage, organic matter, large pebbles and nodules of free lime. Shall be solid and with or without frog. Shall have smooth rectangular faces with sharp and square corners and shall be uniform in colour.", - "Dimensions And Tolerances": "The size shall be 190 mm × 90 mm × 90 mm and 190 mm × 90 mm × 40 mm. Tolerance on length shall be ± 3 mm and that on breadth and height ± 2 mm. 4. Classification Class Average Designation Compressive Strength (N/mm2) Not less than less than 7.5 7.5 10 10 10 15 15 15 20 20 20 – 5. Physical Characteristics 5.1 The minimum average compressive strength shall not be less than that specified in 4. The compressive strength of any individual brick shall not fall below the minimum average compressive strength specified for the corresponding class of bricks by more than 20 percent. 5.2 Drying Shrinkage— See Table 1. TABLE 1 DRYING SHRINKAGE OF CALCIUM SILICATE BRICKS. Class Drying Shrinkage, Max Designation (Percent of Wet Length) 7.5 0.06 10 0.06 15 0.04 20 0.04", - "General Requirements": "- Shall be sound, free from cracks, broken edges and other defects that would interfere with the proper placing of the unit.", - "Dimensions": "300 mm × 300 mm × 100 mm Note 1— In view of low abrasive resistance of lime pozzolana concrete, the blocks shall be provided with a thin wearing course of cement sand mortar of 10 mm cast integrally with the lime pozzolana concrete. Note 2 — Of the total height of 100 mm, the bottom 90 mm shall consist of lime pozzolana concrete and top 10 mm of cement sand mortar." + "Dimensions And Tolerances": "The size shall be 190 mm × 90 mm × 90 mm and 190 mm × 90 mm × 40 mm. Tolerance on length shall be ± 3 mm and that on breadth and height ± 2 mm. 4. Classification Class Average Designation Compressive Strength (N/mm2) Not less than less than 7.5 7.5 10 10 10 15 15 15 20 20 20 – 5. Physical Characteristics 5.1 The minimum average compressive strength shall not be less than that specified in 4. The compressive strength of any individual brick shall not fall below the minimum average compressive strength specified for the corresponding class of bricks by more than 20 percent. 5.2 Drying Shrinkage— See Table 1. TABLE 1 DRYING SHRINKAGE OF CALCIUM SILICATE BRICKS. Class Drying Shrinkage, Max Designation (Percent of Wet Length) 7.5 0.06 10 0.06 15 0.04 20 0.04" }, - "content": "IS 4139: 1989 Calcium Silicate Bricks\n(Second Revision)\n1. Scope—Requirements regarding classification,\ngeneral quality, dimensions, compressive strength and drying shrikage of calcium silicate bricks used in\nbuilding.\n2. General Quality — Shall be sound, compact and\nuniform in shape. Shall be free from visible cracks, warpage, organic matter, large pebbles and nodules of\nfree lime. Shall be solid and with or without frog. Shall have smooth rectangular faces with sharp and square\ncorners and shall be uniform in colour.\n3. Dimensions and Tolerances — The size shall\nbe 190 mm × 90 mm × 90 mm and 190 mm × 90 mm ×\n40 mm. Tolerance on length shall be ± 3 mm and that on breadth and height ± 2 mm.\n4. Classification\nClass\nAverage\nDesignation\nCompressive\nStrength (N/mm2)\nNot less than less than\n7.5\n7.5\n10\n10\n10\n15\n15\n15\n20\n20\n20\n–\n5. Physical Characteristics\n5.1 The minimum average compressive strength shall\nnot be less than that specified in 4.\nThe compressive strength of any individual brick shall not fall below the minimum average compressive\nstrength specified for the corresponding class of bricks by more than 20 percent.\n5.2 Drying Shrinkage— See Table 1.\nTABLE 1 DRYING SHRINKAGE OF\nCALCIUM SILICATE BRICKS.\nClass\nDrying Shrinkage, Max\nDesignation\n(Percent of Wet Length)\n7.5\n0.06\n10\n0.06\n15\n0.04\n20\n0.04 1.\nScope — Covers dimensions, quality and strength requirements of lime-pozzolana concrete blocks for use\nin paving.\n2.\nGeneral Requirements —- Shall be sound, free from cracks, broken edges and other defects that would\ninterfere with the proper placing of the unit.\n3.\nDimensions — 300 mm × 300 mm × 100 mm\nNote 1— In view of low abrasive resistance of lime pozzolana\nconcrete, the blocks shall be provided with a thin wearing course of cement sand mortar of 10 mm cast integrally with the lime pozzolana\nconcrete.\nNote 2 — Of the total height of 100 mm, the bottom 90 mm shall\nconsist of lime pozzolana concrete and top 10 mm of cement sand mortar." + "content": "IS 4139: 1989 Calcium Silicate Bricks\n(Second Revision)\n1. Scope—Requirements regarding classification,\ngeneral quality, dimensions, compressive strength and drying shrikage of calcium silicate bricks used in\nbuilding.\n2. General Quality — Shall be sound, compact and\nuniform in shape. Shall be free from visible cracks, warpage, organic matter, large pebbles and nodules of\nfree lime. Shall be solid and with or without frog. Shall have smooth rectangular faces with sharp and square\ncorners and shall be uniform in colour.\n3. Dimensions and Tolerances — The size shall\nbe 190 mm × 90 mm × 90 mm and 190 mm × 90 mm ×\n40 mm. Tolerance on length shall be ± 3 mm and that on breadth and height ± 2 mm.\n4. Classification\nClass\nAverage\nDesignation\nCompressive\nStrength (N/mm2)\nNot less than less than\n7.5\n7.5\n10\n10\n10\n15\n15\n15\n20\n20\n20\n–\n5. Physical Characteristics\n5.1 The minimum average compressive strength shall\nnot be less than that specified in 4.\nThe compressive strength of any individual brick shall not fall below the minimum average compressive\nstrength specified for the corresponding class of bricks by more than 20 percent.\n5.2 Drying Shrinkage— See Table 1.\nTABLE 1 DRYING SHRINKAGE OF\nCALCIUM SILICATE BRICKS.\nClass\nDrying Shrinkage, Max\nDesignation\n(Percent of Wet Length)\n7.5\n0.06\n10\n0.06\n15\n0.04\n20\n0.04" }, { "standard_id": "IS 10772: 1983", @@ -1382,8 +1345,8 @@ "tiles", "stone", "granite", - "compressive", - "higher" + "slabs", + "compressive" ], "key_sections": {}, "content": "IS 12894: 2002 Pulverized Fuel Ash-Lime Bricks\n(First Revision) Note — For methods of tests, refer to various part of IS 3495 :1992 Methods of tests of burnt clay building bricks (third revision) and\nIS 4139:1989. Calcium silicate bricks (second revision).\nFor detailed information, refer to IS 12894:2002 Specification for pulverized fuel ash-lime bricks (first revision).\n560 to 640 mm (600 ± 40 mm)\n(For 30 mm high bricks)\n5. Physical Characteristics.\n5.1 Compressive Strength— Shall be as per 3. The\ncompressive strength of any individual brick shall not fall below the minimum average compressive strength\nof corresponding class of bricks by more than 20 percent.\n5.2 Drying Strinkage — Shall not exceed 0.15 percent.\n5.3 Efflorescence test — Shall have rating not more\nthan ‘moderate’ upto class 12.5 and ‘slight’ for higher classes.\n5.4 Water Absorption— Not more than 20 percent by\nmass upto class 12.5 and 15 percent by mass for higher classes when immersed in cold water for 24 hours. 2.1\nSECTION 3\nSTONES CONTENTS\nTitle\nPage\nIS\n1127 : 1970\nDimensions and workmanship of natural building stones for masonry work\n(first revision)\n3.3\nIS\n1128 : 1974\nLime stone (slab and tiles) (first revision)\n3.4\nIS\n1130 : 1969\nMarble (blocks, slabs and tiles)\n3.5\nIS\n3316 : 1974\nStructural granite (first revision)\n3.6\nIS\n3620 : 1979\nLaterite stone block for masonry (first revision)\n3.7\nIS\n3622 : 1977\nSand stones (Slabs and tiles) (first revision)\n3.8\nIS\n6250 : 1981\nRoofing slate tiles (first revision)\n3.9\nIS\n6579 : 1981\nCoarse aggregate for water bound macadom (first revision)\n3.10\nIS\n9394 : 1979\nStone lintels\n3.11\nIS 14223 (Part 1) : 1995 Polished building stones : Part 1 Granite\n3.12" @@ -1399,15 +1362,14 @@ "masonry", "rubble", "breath", - "limestone", - "course" + "course", + "building" ], "key_sections": { - "Scope": "Requirements for dimensions and physical properties of limestone slabs and tiles for use in flooring and face work. 2. General Requirements 2.1 Stone shall be without any soft veins, cracks or flaws and shall have a uniform texture. TABLE 2 PHYSICAL PROPERTIES OF LIMESTONE SLABS. For detailed information, refer to IS 1128:1974 Specification for limestone (slab and tiles) (first revision). 2.2 The curvature in any direction shall not exceed 5 mm.", - "Workmanship": "Stratified rocks shall be so quarried and dressed that the stones when set in building, are laid along the plane of stratification. Note — For details on dressing of stones, refer to the standard. For detailed information, refer to IS1127:1970 Specification for dimensions and workmanship of natural building stones for masonry work (first revision).", - "Dimensions": "See Table 1. 4. Tolerances in Thickness +5 mm upto 25 mm thickness and ±5 mm for thickness above 25 mm." + "Scope": "Recommendations for the dimensions and workmanship of natural building stones used for various types of stone masonry. 2. Dimensions and Tolerances 2.1 Dimesion – See Table 1. (based on thickness of mortar joints 3 mm for ashlar masonry, 6 mm for block in course and 10 mm for square rubble). TABLE 1 DIMENSIONS OF NATURAL BUILDING STONES Sl.No. Type of Masonry Length Breath Height mm mm mm (1) (2) (3) (4) (5) i) Stones for ashlar 597 297 297 697 347 347 797 397 397 i) Stones for block in course 394 194 194 494 244 244 iii) Stones for square rubble 90 90 90 140 90,140 90,140 190 90,140,190 90,140,190 240 90,140,190 90,140,190 290 90,140,190,240 90,140,190,240 390 90,140,190,240,290 90,140,190,240,290 440 90,140,190,240,290 90,140,190,240,290 490 90,140,190,240,290 90,140,190,240,290 590 90,1", + "Workmanship": "Stratified rocks shall be so quarried and dressed that the stones when set in building, are laid along the plane of stratification. Note — For details on dressing of stones, refer to the standard. For detailed information, refer to IS1127:1970 Specification for dimensions and workmanship of natural building stones for masonry work (first revision)." }, - "content": "IS 1127: 1970 Dimensions And Workmanship Of Natural Building Stones For Masonry Work\n(First Revision)\n1. Scope — Recommendations for the dimensions\nand workmanship of natural building stones used for various types of stone masonry.\n2. Dimensions and Tolerances\n2.1 Dimesion – See Table 1. (based on thickness of\nmortar joints 3 mm for ashlar masonry, 6 mm for block in course and 10 mm for square rubble).\nTABLE 1 DIMENSIONS OF NATURAL BUILDING STONES\nSl.No.\nType of Masonry Length Breath Height mm mm mm\n(1)\n(2)\n(3)\n(4)\n(5)\ni)\nStones for ashlar\n597 297\n297\n697 347\n347 797 397\n397 i)\nStones for block in course 394 194\n194\n494 244\n244 iii)\nStones for square rubble 90 90 90\n140\n90,140\n90,140\n190\n90,140,190\n90,140,190\n240\n90,140,190\n90,140,190\n290\n90,140,190,240\n90,140,190,240\n390\n90,140,190,240,290\n90,140,190,240,290\n440\n90,140,190,240,290\n90,140,190,240,290\n490\n90,140,190,240,290\n90,140,190,240,290\n590\n90,140.190,240,290\n90,140,190,240,290 iv)\nStones for random rubble.\nMay be of any size and shape but not less than 150 mm in any direction.\nv)\nStones for sills and a) 890,990, lintels. 1090,1190, 90, 190, 290, 390, 490 90, 140, 190 1290 b) 1390,1490, 1590,1690, 190, 290, 390, 490, 590 140, 190, 240, 290 1790 vi)\nStones for arches, domes\nThe dimensions depend on the particulars of the curve and circular moulded work.\nvii)\nCoping stones. 190,290,390, 490,590,690, 200, 300, 400, 500, 600 100,150,200 790 viii)\nKerb stones. 390,490,590,\n690,790 100, 200, 30 300, 400, 500 2.2 Tolerances\na) For stones required in ashlar masonry— 1) Length and breath\n± 5 mm – 10 mm 2) Height\n± 5 mm b) For stones required for other than ashlar masonry— 1) Length and breath\n± 5 mm – 10 mm 2) Height\n± 5 mm\n3. Workmanship — Stratified rocks shall be so\nquarried and dressed that the stones when set in building, are laid along the plane of stratification.\nNote — For details on dressing of stones, refer to the standard.\nFor detailed information, refer to IS1127:1970 Specification for dimensions and workmanship of natural building stones for masonry work (first revision). 1. Scope — Requirements for dimensions and\nphysical properties of limestone slabs and tiles for use in flooring and face work.\n2. General Requirements\n2.1 Stone shall be without any soft veins, cracks or\nflaws and shall have a uniform texture.\nTABLE 2 PHYSICAL PROPERTIES OF LIMESTONE SLABS.\nFor detailed information, refer to IS 1128:1974 Specification for limestone (slab and tiles)\n(first revision).\n2.2 The curvature in any direction shall not exceed\n5 mm.\n3. Dimensions — See Table 1.\n4. Tolerances in Thickness\n+5 mm upto 25 mm thickness and\n±5 mm for thickness above 25 mm.\n5. Physical Properties— See Table 2." + "content": "IS 1127: 1970 Dimensions And Workmanship Of Natural Building Stones For Masonry Work\n(First Revision)\n1. Scope — Recommendations for the dimensions\nand workmanship of natural building stones used for various types of stone masonry.\n2. Dimensions and Tolerances\n2.1 Dimesion – See Table 1. (based on thickness of\nmortar joints 3 mm for ashlar masonry, 6 mm for block in course and 10 mm for square rubble).\nTABLE 1 DIMENSIONS OF NATURAL BUILDING STONES\nSl.No.\nType of Masonry Length Breath Height mm mm mm\n(1)\n(2)\n(3)\n(4)\n(5)\ni)\nStones for ashlar\n597 297\n297\n697 347\n347 797 397\n397 i)\nStones for block in course 394 194\n194\n494 244\n244 iii)\nStones for square rubble 90 90 90\n140\n90,140\n90,140\n190\n90,140,190\n90,140,190\n240\n90,140,190\n90,140,190\n290\n90,140,190,240\n90,140,190,240\n390\n90,140,190,240,290\n90,140,190,240,290\n440\n90,140,190,240,290\n90,140,190,240,290\n490\n90,140,190,240,290\n90,140,190,240,290\n590\n90,140.190,240,290\n90,140,190,240,290 iv)\nStones for random rubble.\nMay be of any size and shape but not less than 150 mm in any direction.\nv)\nStones for sills and a) 890,990, lintels. 1090,1190, 90, 190, 290, 390, 490 90, 140, 190 1290 b) 1390,1490, 1590,1690, 190, 290, 390, 490, 590 140, 190, 240, 290 1790 vi)\nStones for arches, domes\nThe dimensions depend on the particulars of the curve and circular moulded work.\nvii)\nCoping stones. 190,290,390, 490,590,690, 200, 300, 400, 500, 600 100,150,200 790 viii)\nKerb stones. 390,490,590,\n690,790 100, 200, 30 300, 400, 500 2.2 Tolerances\na) For stones required in ashlar masonry— 1) Length and breath\n± 5 mm – 10 mm 2) Height\n± 5 mm b) For stones required for other than ashlar masonry— 1) Length and breath\n± 5 mm – 10 mm 2) Height\n± 5 mm\n3. Workmanship — Stratified rocks shall be so\nquarried and dressed that the stones when set in building, are laid along the plane of stratification.\nNote — For details on dressing of stones, refer to the standard.\nFor detailed information, refer to IS1127:1970 Specification for dimensions and workmanship of natural building stones for masonry work (first revision)." }, { "standard_id": "IS 1128: 1974", @@ -1434,19 +1396,19 @@ "keywords": [ "slabs", "marble", - "stones", "blocks", - "granite", + "tiles", "gravity", - "natural" + "dressed", + "stones" ], "key_sections": { - "Scope": "Covers selection, grading and strength requirements of structural granite for the various constructional uses. Note — Granite is a structural and ornamental stone because of its high compressive strength, durability and resistance to wear and abrasion. Fine grained varitey takes and preserves high polish and is suitable for ornamental and monumental work. Available in different colours such as grey, mottled grey, red, pink, dark blue, white or green, depending on component minerals. Granite containing injurious minerals such as pyrites and marcasite shall be excluded.", - "General Requirements": "Shall be free from flaws, injurious veins, cavities and similar imperfections. 3. Strength Requirements 3.1 Compressive Strength — Shall not be less than 1 000 kgf/cm2. Note — For methods of tests, refer to IS 1121Part 11974 Method test for determination of strength properties of natural building stones. Part 1 Compressive strength (first revision), IS 1122:1974 Method of test for determination of true specific gravity of natural building stones (first revision) and IS 1124:1974 Method of test for determination of water absorption, apparent specific gravity and porosity of natural building stones (first revision). For detailed information, refer to IS 3316:1974 Specifications for structural granite (first revision).", + "Scope": "Requirements for sizes, physical properties, quality and workmanship of marble (block, slabs and tiles) 2. Classification (a) white, and (b) coloured", + "General Requirements": "The marble, as far as possible, shall be free from foreign inclusions and prominent cracks. 4. Sizes 4.1 Blocks and slabs, shall be supplied in following sizes: Length Width Thickness Blocks 30 to 250 cm 30 to 100 cm 30 to 100 mm Slabs 70 to 250 cm 30 to 100 cm 20 to 150 mm Note — All the sizes given are in stages of 10.cm or mm 4.2 Tiles shall be supplied in following sizes : 60cm × 60 cm; 50cm × 50 cm; 40cm × 40 cm; 30cm × 30 cm; 20cm × 20 cm; 10cm × 10 cm; with thickness 18 to 24 mm in the same piece.", "Tolerances": "With thickness 18 to 24mm in the same piece. 5.1 Blocks — + 2 percent for all dimensions. 5.2 Slabs — + 2 percent for length and width ± 3 percent for thickness 5.3 Tiles — + 4 percent for length and width and for thickness see 4.2. 6. Physical Properties See Table 1 TABLE 1 PHYSICAL PROPERTIES OF MARBLE Sl. Characteristic Requirement No. (1) (2) (3) i) Moisture absorption Max 0.4% after 24 hours immersion by weight in cold water. ii) Hardness Min 3 iii) Specific gravity Min 2.5", "Workmanship": "Edges of the slabs and tiles shall be true. Finishes may be one of the following: a) Sand and/or abrasive finish, b) Hone finish, or c) Polished finish. Note — A short note on grouping of marble in the two categories mentioned above in 2 is given in Appendix A of the standard. Note — For method of tests, refer to IS 1122:1974 Method of test for determination of true specific gravity of natural building stones (first revision), and IS 1124:1974 Method of test for determination of water absorption, apparent specific gravity and porosity of natural building stones (first revision). For detailed information, refer to IS 1130:1969. Specifications for marble (blocks, slabs and tiles. 3.2 Specific Gravity — Shall not be less than 2.6. 3.3 Water Absorption — Shall not be more than 0.5 percent. 4. " }, - "content": "IS 1130: 1969 Marble (Blocks, Slabs And Tiles)\n1. Scope — Requirements for sizes, physical\nproperties, quality and workmanship of marble (block, slabs and tiles)\n2. Classification (a) white, and (b) coloured\n3. General Requirements — The marble, as far\nas possible, shall be free from foreign inclusions and prominent cracks.\n4. Sizes\n4.1 Blocks and slabs, shall be supplied in following\nsizes: Length Width Thickness\nBlocks\n30 to 250 cm 30 to 100 cm\n30 to 100 mm\nSlabs\n70 to 250 cm\n30 to 100 cm\n20 to 150 mm\nNote — All the sizes given are in stages of 10.cm or mm\n4.2 Tiles shall be supplied in following sizes :\n60cm × 60 cm; 50cm × 50 cm; 40cm × 40 cm;\n30cm × 30 cm; 20cm × 20 cm; 10cm × 10 cm;\nwith thickness 18 to 24 mm in the same piece.\n5. Tolerance — With thickness 18 to 24mm\nin the same piece.\n5.1 Blocks — + 2 percent for all dimensions.\n5.2 Slabs —\n+ 2 percent for length and width\n± 3 percent for thickness\n5.3 Tiles —\n+ 4 percent for length and width and for thickness see 4.2.\n6. Physical Properties See Table 1\nTABLE 1 PHYSICAL PROPERTIES OF\nMARBLE\nSl.\nCharacteristic\nRequirement\nNo.\n(1)\n(2)\n(3)\ni)\nMoisture absorption\nMax 0.4% after 24 hours immersion\nby weight in cold water.\nii)\nHardness\nMin 3 iii)\nSpecific gravity\nMin 2.5\n7. Workmanship — Edges of the slabs and tiles\nshall be true. Finishes may be one of the following:\na) Sand and/or abrasive finish, b) Hone finish, or c) Polished finish.\nNote — A short note on grouping of marble in the two\ncategories mentioned above in 2 is given in Appendix\nA of the standard.\nNote — For method of tests, refer to IS 1122:1974 Method of test for determination of true specific gravity of natural building stones\n(first revision), and IS 1124:1974 Method of test for determination of water absorption, apparent specific gravity and porosity of natural building stones (first revision).\nFor detailed information, refer to IS 1130:1969. Specifications for marble (blocks, slabs and tiles. 3.2 Specific Gravity — Shall not be less than 2.6.\n3.3 Water Absorption — Shall not be more than 0.5\npercent.\n4. Dimensions\n4.1 Slabs — The slabs shall be rectangular or square\nand of specified dimensions. The tolerance in length and breadth shall be ± 2 mm and thickness ±1mm. The\nbottom face may be rough but the top surface shall be fine dressed and joint faces shall be dressed back square\nwith the top surface for at least 50 mm, without hollowness or spalling off.\n4.2 Blocks for Masonry — Dimensions shall be as\nspecified. Tolerance + 5 mm for facing blocks. edges of blocks shall be dressed according to IS 1129 : 1972.*\n* Recommendations for dressing of natural building stones\n(first revision).\n1. Scope — Covers selection, grading and strength\nrequirements of structural granite for the various constructional uses.\nNote — Granite is a structural and ornamental stone because\nof its high compressive strength, durability and resistance to wear and abrasion. Fine grained varitey takes and preserves\nhigh polish and is suitable for ornamental and monumental work. Available in different colours such as grey, mottled\ngrey, red, pink, dark blue, white or green, depending on component minerals. Granite containing injurious minerals\nsuch as pyrites and marcasite shall be excluded.\n2. General Requirements — Shall be free from\nflaws, injurious veins, cavities and similar imperfections.\n3. Strength Requirements\n3.1 Compressive Strength — Shall not be less than\n1 000 kgf/cm2.\nNote — For methods of tests, refer to IS 1121Part 11974 Method test for determination of strength properties of natural building\nstones. Part 1 Compressive strength (first revision), IS 1122:1974 Method of test for determination of true specific gravity of natural building stones (first revision) and IS 1124:1974 Method of test for determination of water absorption, apparent specific gravity and\nporosity of natural building stones (first revision).\nFor detailed information, refer to IS 3316:1974 Specifications for structural granite\n(first revision)." + "content": "IS 1130: 1969 Marble (Blocks, Slabs And Tiles)\n1. Scope — Requirements for sizes, physical\nproperties, quality and workmanship of marble (block, slabs and tiles)\n2. Classification (a) white, and (b) coloured\n3. General Requirements — The marble, as far\nas possible, shall be free from foreign inclusions and prominent cracks.\n4. Sizes\n4.1 Blocks and slabs, shall be supplied in following\nsizes: Length Width Thickness\nBlocks\n30 to 250 cm 30 to 100 cm\n30 to 100 mm\nSlabs\n70 to 250 cm\n30 to 100 cm\n20 to 150 mm\nNote — All the sizes given are in stages of 10.cm or mm\n4.2 Tiles shall be supplied in following sizes :\n60cm × 60 cm; 50cm × 50 cm; 40cm × 40 cm;\n30cm × 30 cm; 20cm × 20 cm; 10cm × 10 cm;\nwith thickness 18 to 24 mm in the same piece.\n5. Tolerance — With thickness 18 to 24mm\nin the same piece.\n5.1 Blocks — + 2 percent for all dimensions.\n5.2 Slabs —\n+ 2 percent for length and width\n± 3 percent for thickness\n5.3 Tiles —\n+ 4 percent for length and width and for thickness see 4.2.\n6. Physical Properties See Table 1\nTABLE 1 PHYSICAL PROPERTIES OF\nMARBLE\nSl.\nCharacteristic\nRequirement\nNo.\n(1)\n(2)\n(3)\ni)\nMoisture absorption\nMax 0.4% after 24 hours immersion\nby weight in cold water.\nii)\nHardness\nMin 3 iii)\nSpecific gravity\nMin 2.5\n7. Workmanship — Edges of the slabs and tiles\nshall be true. Finishes may be one of the following:\na) Sand and/or abrasive finish, b) Hone finish, or c) Polished finish.\nNote — A short note on grouping of marble in the two\ncategories mentioned above in 2 is given in Appendix\nA of the standard.\nNote — For method of tests, refer to IS 1122:1974 Method of test for determination of true specific gravity of natural building stones\n(first revision), and IS 1124:1974 Method of test for determination of water absorption, apparent specific gravity and porosity of natural building stones (first revision).\nFor detailed information, refer to IS 1130:1969. Specifications for marble (blocks, slabs and tiles. 3.2 Specific Gravity — Shall not be less than 2.6.\n3.3 Water Absorption — Shall not be more than 0.5\npercent.\n4. Dimensions\n4.1 Slabs — The slabs shall be rectangular or square\nand of specified dimensions. The tolerance in length and breadth shall be ± 2 mm and thickness ±1mm. The\nbottom face may be rough but the top surface shall be fine dressed and joint faces shall be dressed back square\nwith the top surface for at least 50 mm, without hollowness or spalling off.\n4.2 Blocks for Masonry — Dimensions shall be as\nspecified. Tolerance + 5 mm for facing blocks. edges of blocks shall be dressed according to IS 1129 : 1972.*\n* Recommendations for dressing of natural building stones\n(first revision)." }, { "standard_id": "IS 3316: 1974", @@ -1457,10 +1419,10 @@ "blocks", "rains", "chisel", - "saturated", "physical", "laterite", - "cavities" + "saturated", + "veins" ], "key_sections": { "Scope": "Requirements for dimensions, physical properties and workmanship of rectangular blocks made from laterite stone, used in the construction of walls and partitions.", @@ -1475,40 +1437,39 @@ "standard_id": "IS 3620: 1979", "title": "Laterite Stone Block For Masonry", "category": "Stones", - "summary": "Requirements for dimensions and physical properties of sandstone slabs and tiles for use in flooring, roofing and face work.", + "summary": "(First Revision) Note — For methods of tests, refer to IS 1121(Part 1) : 1974 Methods of test for determination of strength properties of natural building stones : Part 1 Compressive strength (first revision) and IS 1124:1974 Method of test for determination of water absorption, apparent specific gravity and porosity of natural building stones (first revision). For detailed information, refer to IS 3620:1979 Specifications for laterite stone block for mansonry (first revision).", "keywords": [ - "stages", - "sandstone", - "slabs", - "tiles", - "rough", "stones", - "stone" + "mansonry", + "natural", + "laterite", + "determination", + "building", + "porosity" ], - "key_sections": { - "Scope": "Requirements for dimensions and physical properties of sandstone slabs and tiles for use in flooring, roofing and face work. 2. General Requirements 2.1 The stone shall be without any soft veins, cracks and flaws and shall have a uniform texture and colour. 2.2 The deviation of surface from straightness shall not exceed 5 mm for slabs and 1 mm for tiles. 3. Dimensions 3.1 Rough Cut — Sandstone slabs and tiles of rough cut edges shall be of sizes as specified below: Length Breadth Thickness 15 to 360 cm 15 to 90 cm 15 to 100 mm in stages of in stages of in stages of 5 cm 5 cm 5 mm" - }, - "content": "IS 3620: 1979 Laterite Stone Block For Masonry\n(First Revision)\nNote — For methods of tests, refer to IS 1121(Part 1) : 1974 Methods of test for determination of strength properties of natural\nbuilding stones : Part 1 Compressive strength (first revision) and IS 1124:1974 Method of test for determination of water absorption, apparent specific gravity and porosity of natural building stones (first revision).\nFor detailed information, refer to IS 3620:1979 Specifications for laterite stone block for mansonry (first revision). 1. Scope — Requirements for dimensions and\nphysical properties of sandstone slabs and tiles for use in flooring, roofing and face work.\n2. General Requirements\n2.1 The stone shall be without any soft veins, cracks\nand flaws and shall have a uniform texture and colour.\n2.2 The deviation of surface from straightness shall\nnot exceed 5 mm for slabs and 1 mm for tiles.\n3. Dimensions\n3.1 Rough Cut — Sandstone slabs and tiles of rough\ncut edges shall be of sizes as specified below: Length Breadth Thickness\n15 to 360 cm\n15 to 90 cm\n15 to 100 mm in stages of in stages of in stages of 5 cm\n5 cm\n5 mm" + "key_sections": {}, + "content": "IS 3620: 1979 Laterite Stone Block For Masonry\n(First Revision)\nNote — For methods of tests, refer to IS 1121(Part 1) : 1974 Methods of test for determination of strength properties of natural\nbuilding stones : Part 1 Compressive strength (first revision) and IS 1124:1974 Method of test for determination of water absorption, apparent specific gravity and porosity of natural building stones (first revision).\nFor detailed information, refer to IS 3620:1979 Specifications for laterite stone block for mansonry (first revision)." }, { "standard_id": "IS 3622: 1977", "title": "Sandstone (Slabs And Tiles)", "category": "Stones", - "summary": "(First Revision) Note — The sizes in between (of length and breadth) shall be reckoned as next lower size. This aspect will also cover tolerance in length and breadth. 3.1.1 Tolerances — The tolerance for thickness shall be ± 3 mm. 3.2 Machine Cut Slabs — Machine cut slabs with true and square edges shall be to the size mentioned in 3.1. The tolerance in length and breadth shall be ±1mm and of thickness shall be ± 3 mm 4. Physical Properties — See Table 1. TABLE 1 PHYSICAL PROPERTIES OF SANDSTON", + "summary": "Requirements for dimensions and physical properties of sandstone slabs and tiles for use in flooring, roofing and face work.", "keywords": [ + "slabs", + "sandstone", + "tiles", + "breadth", "slate", "stones", - "breadth", - "tiles", - "slabs", - "natural", - "sandstone" + "natural" ], "key_sections": { + "Scope": "Requirements for dimensions and physical properties of sandstone slabs and tiles for use in flooring, roofing and face work. 2. General Requirements 2.1 The stone shall be without any soft veins, cracks and flaws and shall have a uniform texture and colour. 2.2 The deviation of surface from straightness shall not exceed 5 mm for slabs and 1 mm for tiles. 3. Dimensions 3.1 Rough Cut — Sandstone slabs and tiles of rough cut edges shall be of sizes as specified below: Length Breadth Thickness 15 to 360 cm 15 to 90 cm 15 to 100 mm in stages of in stages of in stages of 5 cm 5 cm 5 mm (First Revision) Note — The sizes in between (of length and breadth) shall be reckoned as next lower size. This aspect will also cover tolerance in length and breadth. 3.1.1 Tolerances — The tolerance for thicknes", "Physical Properties": "See Table 1. TABLE 1 PHYSICAL PROPERTIES OF SLATE TILES SLNo.. Characteristic Requirement (1) (2) (3) i) Water absorption a) Maximum average — 2 percent by mass. b) Variation should not exceed 20 percent bet ween individual sample. ii) Modulus of rupture 60 N/mm2 (dry), Min 40 N/mm2 (wet), Min iii) Depth of softening 0.05 mm, Max iv) Permeability No water shall ooze from the bottom. v) Sulphuric acid immersion (see Note) Shall show no sign of delamination along the edge or swelling, softening flaking of the surface and shall not exhibit gaseous evolution during immersion. vi) Wetting and drying Shall show no sign of delamination or splitting along the edge nor flaking of the surface. Note — This requirement is related to the conditions of atmospheric pollution and the slate tiles be subjec", "Workmanship": "Unless otherwise specified the slates shall be of uniform thickness and rectangular shape with reasonably full corners and the edges shall Note — For methods of tests, refer to Appendices A to E of the Standard and IS 4122:1967 Method of test for surface softening of natural building stones. For detailed information, refer to IS 6250:1981 Specification for roofing slate tiles (first revision)." }, - "content": "IS 3622: 1977 Sandstone (Slabs And Tiles)\n(First Revision)\nNote — The sizes in between (of length and breadth) shall be\nreckoned as next lower size. This aspect will also cover tolerance in length and breadth.\n3.1.1 Tolerances — The tolerance for thickness shall be ± 3 mm.\n3.2 Machine Cut Slabs — Machine cut slabs with true\nand square edges shall be to the size mentioned in 3.1.\nThe tolerance in length and breadth shall be ±1mm and of thickness shall be ± 3 mm\n4. Physical Properties — See Table 1.\nTABLE 1 PHYSICAL PROPERTIES OF SANDSTONE SLABS\nSL.No. Characteristic\nRequirement\n(1)\n(2)\n(3)\ni)\nWater absorption\nNot more than 2.5 percent by mass ii)\nTransverse strength\nNot less than 7 N/mm2 (70 kgf/cm2)\niii)\nResistance to wear\nNot greater than 2 mm on the average and 2.5 mm for any individual specimen iv)\nDurability\nShall not develop signs of spalling, disintegration or cracks.\nNote — For methods of tests, refer to IS 1121(Part 2):1974 Methods of test for determination of strength properties of natural\nbuilding stones: Part 2 Transverse strength (first revision), IS 1124:1974 Method of test for determination of water absorption, apparent specific gravity and porosity of natural building stones (first revision), IS 1126:1974 Method of test for determination for\ndurability of natural building stones (first revision) and IS 1706:1972 Method of determination of resistance to wear by abrasion of natural building stones (first revision).\nFor detailed information, refer to IS 3622:1977 Specifications for sandstone (slabs and tiles)\n(first revision). 3. Dimensions and Tolerances\n3.1 Standard size of slate tiles shall be as\nfollows —\nLength\nBreadth Thickness mm\nmm mm\n600\n300\n15 Min\n500\n250\n15 Min\n3.2 A tolerance of ± 5 mm shall be allowed on length\nand breadth.\n4. Physical Properties— See Table 1.\nTABLE 1 PHYSICAL PROPERTIES OF SLATE TILES\nSLNo..\nCharacteristic\nRequirement\n(1)\n(2)\n(3)\ni)\nWater absorption a) Maximum average — 2 percent by mass.\nb) Variation should not exceed 20 percent bet ween individual sample.\nii)\nModulus of rupture 60 N/mm2 (dry), Min 40 N/mm2 (wet), Min\niii)\nDepth of softening 0.05 mm, Max iv)\nPermeability\nNo water shall ooze from the bottom.\nv)\nSulphuric acid immersion (see Note)\nShall show no sign of delamination along the edge or swelling, softening flaking of the surface and shall\nnot exhibit gaseous evolution during immersion.\nvi)\nWetting and drying\nShall show no sign of delamination or splitting along the edge nor flaking of the surface.\nNote — This requirement is related to the conditions of atmospheric pollution and the slate tiles be subjected to this requirement\nonly if required by the purchaser.\n5. Workmanship — Unless otherwise specified the\nslates shall be of uniform thickness and rectangular shape with reasonably full corners and the edges shall\nNote — For methods of tests, refer to Appendices A to E of the Standard and IS 4122:1967 Method of test for surface softening of\nnatural building stones.\nFor detailed information, refer to IS 6250:1981 Specification for roofing slate tiles\n(first revision)." + "content": "IS 3622: 1977 Sandstone (Slabs And Tiles)\n1. Scope — Requirements for dimensions and\nphysical properties of sandstone slabs and tiles for use in flooring, roofing and face work.\n2. General Requirements\n2.1 The stone shall be without any soft veins, cracks\nand flaws and shall have a uniform texture and colour.\n2.2 The deviation of surface from straightness shall\nnot exceed 5 mm for slabs and 1 mm for tiles.\n3. Dimensions\n3.1 Rough Cut — Sandstone slabs and tiles of rough\ncut edges shall be of sizes as specified below: Length Breadth Thickness\n15 to 360 cm\n15 to 90 cm\n15 to 100 mm in stages of in stages of in stages of 5 cm\n5 cm\n5 mm\n(First Revision)\nNote — The sizes in between (of length and breadth) shall be\nreckoned as next lower size. This aspect will also cover tolerance in length and breadth.\n3.1.1 Tolerances — The tolerance for thickness shall be ± 3 mm.\n3.2 Machine Cut Slabs — Machine cut slabs with true\nand square edges shall be to the size mentioned in 3.1.\nThe tolerance in length and breadth shall be ±1mm and of thickness shall be ± 3 mm\n4. Physical Properties — See Table 1.\nTABLE 1 PHYSICAL PROPERTIES OF SANDSTONE SLABS\nSL.No. Characteristic\nRequirement\n(1)\n(2)\n(3)\ni)\nWater absorption\nNot more than 2.5 percent by mass ii)\nTransverse strength\nNot less than 7 N/mm2 (70 kgf/cm2)\niii)\nResistance to wear\nNot greater than 2 mm on the average and 2.5 mm for any individual specimen iv)\nDurability\nShall not develop signs of spalling, disintegration or cracks.\nNote — For methods of tests, refer to IS 1121(Part 2):1974 Methods of test for determination of strength properties of natural\nbuilding stones: Part 2 Transverse strength (first revision), IS 1124:1974 Method of test for determination of water absorption, apparent specific gravity and porosity of natural building stones (first revision), IS 1126:1974 Method of test for determination for\ndurability of natural building stones (first revision) and IS 1706:1972 Method of determination of resistance to wear by abrasion of natural building stones (first revision).\nFor detailed information, refer to IS 3622:1977 Specifications for sandstone (slabs and tiles)\n(first revision). 3. Dimensions and Tolerances\n3.1 Standard size of slate tiles shall be as\nfollows —\nLength\nBreadth Thickness mm\nmm mm\n600\n300\n15 Min\n500\n250\n15 Min\n3.2 A tolerance of ± 5 mm shall be allowed on length\nand breadth.\n4. Physical Properties— See Table 1.\nTABLE 1 PHYSICAL PROPERTIES OF SLATE TILES\nSLNo..\nCharacteristic\nRequirement\n(1)\n(2)\n(3)\ni)\nWater absorption a) Maximum average — 2 percent by mass.\nb) Variation should not exceed 20 percent bet ween individual sample.\nii)\nModulus of rupture 60 N/mm2 (dry), Min 40 N/mm2 (wet), Min\niii)\nDepth of softening 0.05 mm, Max iv)\nPermeability\nNo water shall ooze from the bottom.\nv)\nSulphuric acid immersion (see Note)\nShall show no sign of delamination along the edge or swelling, softening flaking of the surface and shall\nnot exhibit gaseous evolution during immersion.\nvi)\nWetting and drying\nShall show no sign of delamination or splitting along the edge nor flaking of the surface.\nNote — This requirement is related to the conditions of atmospheric pollution and the slate tiles be subjected to this requirement\nonly if required by the purchaser.\n5. Workmanship — Unless otherwise specified the\nslates shall be of uniform thickness and rectangular shape with reasonably full corners and the edges shall\nNote — For methods of tests, refer to Appendices A to E of the Standard and IS 4122:1967 Method of test for surface softening of\nnatural building stones.\nFor detailed information, refer to IS 6250:1981 Specification for roofing slate tiles\n(first revision)." }, { "standard_id": "IS 6250: 1981", @@ -1516,21 +1477,19 @@ "category": "Stones", "summary": "Requirements of dimensions, physical properties and workmanship of slate tiles used for sloped roof covering. Requirements in regard to method of laying and fixing of slate tiles for roofing covered in IS 5119 (Part 1):1968*.", "keywords": [ - "aggregates", "slate", - "course", - "weakness", - "source", - "broken", - "coarse" + "sloped", + "laying", + "roof", + "fixing", + "cleavage", + "slating" ], "key_sections": { - "Scope": "Specifies the quality, physical properties and grading of coarse aggregates suitable for use in WBM construction. 2. Materials 2.1 The coarse aggregates used for WBM construction shall be any one of the followingxa) Crushed or broken rock, b) Crushed or broken slag, and c) Broken brick aggregate. 2.1.1 Natural aggregates (like kankar, laterite, etc) other than mentioned in 2.1 may also be used.", - "General Requirements": "Slate shall be free from veins, cracks, or other similar source of weakness. shall be of uniform colour and texture and shall not contain white patches and deleterious minerals. Slate shall be of reasonably straight cleavage and the grains shall be longitudinal. *Code of practice for laying and fixing of sloped roof coverings, Part 1 Slating. be true. The exposed surface shall be finished as specified and in accordance with an approved sample.", - "Quality": "The coarse aggregates from natural source shall be hard and durable. They shall be free from excessive flat, elongated, soft or disintergrated particles, dirt and other similar source of weakness. The coarse aggregates of slag shall be made from air-cooled blast furnace slag and shall not contain glassy material exceeding 20 percent and shall not weight less than 1 120 kg/m3. They shall be dense, of angular shape and shall be free from dirt and other similar sources of weakness.The broken brick aggregate shall be made out of well burnt bricks (see IS 1077 : 1992*) It shall be free from underburnt particles, dust and other foreign matter.", - "Size And Grading": "See Table 1. 5. Physical Requirements 5.1 Abrasion (Los Angeles) Value — Shall not be more than 40 percent for wearing surface, 50 percent for base course and 60 percent for sub-base course. 5.2 Flakiness Index — shall not be more than 15 percent. 5.3 Impact Value — shall not be more than 30 for wearing surface, 40 for base course and 50 for sub-base course. Note — Aggregates l-ike brick, kankar, and laterite shall be tested for impact value under wet condition." + "Scope": "Requirements of dimensions, physical properties and workmanship of slate tiles used for sloped roof covering. Requirements in regard to method of laying and fixing of slate tiles for roofing covered in IS 5119 (Part 1):1968*.", + "General Requirements": "Slate shall be free from veins, cracks, or other similar source of weakness. shall be of uniform colour and texture and shall not contain white patches and deleterious minerals. Slate shall be of reasonably straight cleavage and the grains shall be longitudinal. *Code of practice for laying and fixing of sloped roof coverings, Part 1 Slating. be true. The exposed surface shall be finished as specified and in accordance with an approved sample." }, - "content": "IS 6250: 1981 Roofing Slate Tiles\n(First Revision)\n1. Scope — Requirements of dimensions, physical\nproperties and workmanship of slate tiles used for sloped roof covering. Requirements in regard to method of\nlaying and fixing of slate tiles for roofing covered in IS\n5119 (Part 1):1968*.\n2. General Requirements — Slate shall be free\nfrom veins, cracks, or other similar source of weakness.\nshall be of uniform colour and texture and shall not contain white patches and deleterious minerals. Slate\nshall be of reasonably straight cleavage and the grains shall be longitudinal.\n*Code of practice for laying and fixing of sloped roof coverings,\nPart 1 Slating.\nbe true. The exposed surface shall be finished as specified and in accordance with an approved sample. 1. Scope — Specifies the quality, physical properties\nand grading of coarse aggregates suitable for use in\nWBM construction.\n2. Materials\n2.1 The coarse aggregates used for WBM construction\nshall be any one of the followingxa) Crushed or broken rock,\nb) Crushed or broken slag, and c) Broken brick aggregate.\n2.1.1 Natural aggregates (like kankar, laterite, etc)\nother than mentioned in 2.1 may also be used.\n3. Quality — The coarse aggregates from natural\nsource shall be hard and durable. They shall be free from excessive flat, elongated, soft or disintergrated\nparticles, dirt and other similar source of weakness. The coarse aggregates of slag shall be made from air-cooled\nblast furnace slag and shall not contain glassy material exceeding 20 percent and shall not weight less than 1\n120 kg/m3. They shall be dense, of angular shape and shall be free from dirt and other similar sources of\nweakness.The broken brick aggregate shall be made out of well burnt bricks (see IS 1077 : 1992*) It shall be\nfree from underburnt particles, dust and other foreign matter.\n4. Size and Grading — See Table 1.\n5. Physical Requirements\n5.1 Abrasion (Los Angeles) Value — Shall not be more\nthan 40 percent for wearing surface, 50 percent for base course and 60 percent for sub-base course.\n5.2 Flakiness Index — shall not be more than 15 percent.\n5.3 Impact Value — shall not be more than 30 for\nwearing surface, 40 for base course and 50 for sub-base course.\nNote — Aggregates l-ike brick, kankar, and laterite shall be\ntested for impact value under wet condition." + "content": "IS 6250: 1981 Roofing Slate Tiles\n(First Revision)\n1. Scope — Requirements of dimensions, physical\nproperties and workmanship of slate tiles used for sloped roof covering. Requirements in regard to method of\nlaying and fixing of slate tiles for roofing covered in IS\n5119 (Part 1):1968*.\n2. General Requirements — Slate shall be free\nfrom veins, cracks, or other similar source of weakness.\nshall be of uniform colour and texture and shall not contain white patches and deleterious minerals. Slate\nshall be of reasonably straight cleavage and the grains shall be longitudinal.\n*Code of practice for laying and fixing of sloped roof coverings,\nPart 1 Slating.\nbe true. The exposed surface shall be finished as specified and in accordance with an approved sample." }, { "standard_id": "IS 6579: 1981", @@ -1542,8 +1501,8 @@ "stone", "lintel", "bed", - "aggregates", "natural", + "aggregates", "throating" ], "key_sections": { @@ -1564,8 +1523,8 @@ "granites", "granite", "coloured", - "indivi", "interfere", + "indivi", "polished" ], "key_sections": { @@ -1586,8 +1545,8 @@ "clay", "burnt", "tiles", - "modular", "building", + "modular", "stones" ], "key_sections": { @@ -1653,15 +1612,15 @@ "clay", "facing", "angled", - "nodules", - "quality" + "quality", + "nodules" ], "key_sections": { "Scope": "Specifies the dimensions, quality and strength of burnt clay facing bricks used in buildings and other structures.", "General Quality": "shall be of uniform colour, free from cracks, flaws and nodules of free lime and of even texture. Shall have plane rectangular faces with parallel sides and sharp straight right angled edges.", - "Dimensions": "The standard sizes shall be 190 mm × 90 mm × 90 mm and 190 mm × 90 mm × 40 mm. 4. Tolerances Dimension Tolerances mm mm 190 + 3 90,40 + 2 Note — For the methods of tests, refer to relevant parts of IS 3495 : 1992 Method of test for burnt clay building bricks. (third revision) For detailed information, refer to IS 2691:1988 Specification for burnt clay facing bricks (second revision)." + "Dimensions": "The standard sizes shall be 190 mm × 90 mm × 90 mm and 190 mm × 90 mm × 40 mm. 4. Tolerances Dimension Tolerances mm mm 190 + 3 90,40 + 2 Note — For the methods of tests, refer to relevant parts of IS 3495 : 1992 Method of test for burnt clay building bricks. (third revision) For detailed information, refer to IS 2691:1988 Specification for burnt clay facing bricks" }, - "content": "IS 2222: 1991 Burnt Clay Perforated Building Bricks\n(Third Revision) 1.\nScope — Specifies the dimensions, quality and strength of burnt clay facing bricks used in buildings\nand other structures.\n2.\nGeneral Quality — shall be of uniform colour, free from cracks, flaws and nodules of free lime and of\neven texture. Shall have plane rectangular faces with parallel sides and sharp straight right angled edges.\n3.\nDimensions — The standard sizes shall be\n190 mm × 90 mm × 90 mm and\n190 mm × 90 mm × 40 mm.\n4.\nTolerances\nDimension\nTolerances mm\nmm 190\n+ 3 90,40\n+ 2 Note — For the methods of tests, refer to relevant parts of IS 3495 : 1992 Method of test for burnt clay building bricks. (third revision) For detailed information, refer to IS 2691:1988 Specification for burnt clay facing bricks (second revision)." + "content": "IS 2222: 1991 Burnt Clay Perforated Building Bricks\n(Third Revision) 1.\nScope — Specifies the dimensions, quality and strength of burnt clay facing bricks used in buildings\nand other structures.\n2.\nGeneral Quality — shall be of uniform colour, free from cracks, flaws and nodules of free lime and of\neven texture. Shall have plane rectangular faces with parallel sides and sharp straight right angled edges.\n3.\nDimensions — The standard sizes shall be\n190 mm × 90 mm × 90 mm and\n190 mm × 90 mm × 40 mm.\n4.\nTolerances\nDimension\nTolerances mm\nmm 190\n+ 3 90,40\n+ 2 Note — For the methods of tests, refer to relevant parts of IS 3495 : 1992 Method of test for burnt clay building bricks. (third revision) For detailed information, refer to IS 2691:1988 Specification for burnt clay facing bricks" }, { "standard_id": "IS 2691: 1988", @@ -1681,7 +1640,7 @@ "Scope": "Covers dimensions, quality and strength, and methods of sampling and test for burnt clay paving bricks for use in construction of pavements.", "General": "shall be mechanically shaped and not hand moulded. when broken, bricks show a uniformly dense structure free from lime, large voids and marked laminations. Shall have smooth rectangular faces and sharp corners. 3. Dimensions 190 mm × 90 mm × 90 mm and 190 mm × 90 mm × 40 mm Note — The bricks shall not be provided with frogs. 4. Tolerances Dimensions Total Tolerance for 20 Bricks mm mm 190 ± 80 90,40 ± 40 5. Physical properties 5.1 Average compressive strength shall be not less than 40 N/mm2 5.2 Average water absorption shall be not more than 5 percent 5.3 Efforescence shall be ‘nil’. Note — For methods of tests, refer to relevant parts of IS 3495:1992 Method of test for burnt clay building bricks (third revision). For detailed information, refer to IS 3583:1988 Specification for clay pavin" }, - "content": "IS 2691: 1988 Burnt Clay Facing Bricks\n(Second Revision)\n5.\nPhysical Requirements\n5.1 Average Compressive Strength shall not be less\nthan 10N/mm2\n5.2 Water absorption after 24 hours immersion shall\nnot exceed 15 percent.\n5.3 Efflorescence shall be “Nil”.\n5.4 Warpage shall not exceed 2.5 mm. 1.\nScope — Covers dimensions, quality and strength, and methods of sampling and test for burnt\nclay paving bricks for use in construction of pavements.\n2.\nGeneral — shall be mechanically shaped and not hand moulded. when broken, bricks show a uniformly\ndense structure free from lime, large voids and marked laminations. Shall have smooth rectangular faces and\nsharp corners.\n3.\nDimensions\n190 mm × 90 mm × 90 mm and\n190 mm × 90 mm × 40 mm\nNote — The bricks shall not be provided with frogs.\n4.\nTolerances\nDimensions\nTotal Tolerance for 20 Bricks mm mm\n190\n± 80\n90,40\n± 40\n5.\nPhysical properties\n5.1 Average compressive strength shall be not less\nthan 40 N/mm2\n5.2 Average water absorption shall be not more than\n5 percent\n5.3 Efforescence shall be ‘nil’.\nNote — For methods of tests, refer to relevant parts of IS 3495:1992 Method of test for burnt clay building bricks\n(third revision).\nFor detailed information, refer to IS 3583:1988 Specification for clay paving bricks\n(second revision)." + "content": "IS 2691: 1988 Burnt Clay Facing Bricks\n(second revision).\n(Second Revision)\n5.\nPhysical Requirements\n5.1 Average Compressive Strength shall not be less\nthan 10N/mm2\n5.2 Water absorption after 24 hours immersion shall\nnot exceed 15 percent.\n5.3 Efflorescence shall be “Nil”.\n5.4 Warpage shall not exceed 2.5 mm. 1.\nScope — Covers dimensions, quality and strength, and methods of sampling and test for burnt\nclay paving bricks for use in construction of pavements.\n2.\nGeneral — shall be mechanically shaped and not hand moulded. when broken, bricks show a uniformly\ndense structure free from lime, large voids and marked laminations. Shall have smooth rectangular faces and\nsharp corners.\n3.\nDimensions\n190 mm × 90 mm × 90 mm and\n190 mm × 90 mm × 40 mm\nNote — The bricks shall not be provided with frogs.\n4.\nTolerances\nDimensions\nTotal Tolerance for 20 Bricks mm mm\n190\n± 80\n90,40\n± 40\n5.\nPhysical properties\n5.1 Average compressive strength shall be not less\nthan 40 N/mm2\n5.2 Average water absorption shall be not more than\n5 percent\n5.3 Efforescence shall be ‘nil’.\nNote — For methods of tests, refer to relevant parts of IS 3495:1992 Method of test for burnt clay building bricks\n(third revision).\nFor detailed information, refer to IS 3583:1988 Specification for clay paving bricks\n(second revision)." }, { "standard_id": "IS 3583: 1988", @@ -1692,10 +1651,10 @@ "bricks", "keyed", "bowing", + "plastering", "rendering", "burnt", - "winding", - "plastering" + "winding" ], "key_sections": { "Scope": "Covers the dimensions, quality and strength requirements of hollow bricks made from burnt clay and having perforations through and at right angle to the bearing surface. 2. General Requirements 2.1 Bricks shall be free from cracks, flaws and nodules of free lime. Shall be of uniform colour. Shall have plane rectangular faces with parallel sides and shall have sharp straight edges at right angle; and a fine compact and uniform texture. 2.2 The bricks shall be free from excessive winding or bowing. Winding or bowing in length dimension concaity or converxity in external face of brikcs, and angles between sides and joining edges shall be not more than 5 mm. Note— For testing details refer to 3.2 of the standard.", @@ -1729,42 +1688,41 @@ "summary": "Specifies dimensions, quality and strength, and methods of sampling and test for burnt clay sewer bricks used for sewers of sanitary (domestic) sewage.", "keywords": [ "bricks", - "burnt", "sewer", - "clay", - "soling", + "sewers", + "burnt", "plane", - "nodules" + "edges", + "efflorecence" ], "key_sections": { - "Scope": "Requirements for dimensions, general quality and physical properties for burnt clay bricks for use in soling of roads.", - "General Quality": "Shall be free from cracks and other flaws and nodules of free lime. Shall have, plane rectangular faces and straight right angle edges. 3. Dimensions 190 mm × 90 mm × 90 mm and 190 mm × 90 mm × 40 mm", - "Tolerances": "Overall dimensions of 20 bricks, shall be as follows : Length 380 ± 8 cm Width 180 ± 4 cm Height for 90 mm high 180 ± 4 cm for 40 mm high 80 ± 4 cm 5. Physical Properties 5.1 Compresive Strength — Shall be not less than 10 N/mm2. 5.2 Water Absorption — Shall not be more than 20 percent. 5.3 Efflorescence — Shall not be more than “slight’. Note — For methods of tests, refer to relevant parts of IS 3495:1992 Method of test for burnt clay building bricks (third revision). For detailed information, refer to IS 5779:1986 Specification for burnt clay soling bricks (first revision)." + "Scope": "Specifies dimensions, quality and strength, and methods of sampling and test for burnt clay sewer bricks used for sewers of sanitary (domestic) sewage. 2. Dimensions and Tolerances 2.1 Dimensions 190 mm × 90 mm × 90 mm, and 190 mm × 90 mm × 40 mm Note — For oval and other special shaped sewers, bricks may be tapered suitably. 2.2. Tolerance Dimensions Total Tolerance for 20 Bricks mm mm 190 ± 80 90, 40 ± 40 2.3. Tolerance for warpage of face or edges from plane surface and straight line shall be 2.5 mm.", + "General Quality": "Shall be free from cracks, flaws and nodules of lime. shall have plane rectangular faces with sharp edges and corners. Kiln marks not exceeding 3 mm in depth shall be permitted on the opposite edges. When broken, sewer bricks shall show a fracture of uniformly fine grained and compact structure throughout. 4. Physical properties 4.1 Average compressive strength shall not be less than 17.5 N/mm2 and for individual brick it shall not be less than 16 N/mm2. 4.2 Average water absorption shall not exceed 10 percent and for individual it shall not exceed 12 percent. 4.3 Efflorecence shall not be more than “slight”" }, - "content": "IS 4885: 1988 Sewer Bricks\n(First Revision)\nNote — For method of the tests refer to the relevant parts of IS 3495:1992 Method of test for burnt clay building bricks (third revision).\nFor detailed information, refer to IS 4885:1988 Specification for Sewer bricks (first revision).\n1.\nScope — Specifies dimensions, quality and strength, and methods of sampling and test for burnt\nclay sewer bricks used for sewers of sanitary (domestic)\nsewage.\n2.\nDimensions and Tolerances\n2.1 Dimensions\n190 mm × 90 mm × 90 mm, and 190 mm × 90 mm\n× 40 mm\nNote — For oval and other special shaped sewers, bricks may\nbe tapered suitably.\n2.2. Tolerance\nDimensions Total Tolerance for 20 Bricks mm\nmm\n190\n± 80\n90, 40\n± 40\n2.3. Tolerance for warpage of face or edges from plane surface and straight line shall be 2.5 mm.\n3.\nGeneral Quality — Shall be free from cracks, flaws and nodules of lime. shall have plane rectangular\nfaces with sharp edges and corners. Kiln marks not exceeding 3 mm in depth shall be permitted on the\nopposite edges. When broken, sewer bricks shall show a fracture of uniformly fine grained and compact\nstructure throughout.\n4.\nPhysical properties\n4.1 Average compressive strength shall not be less\nthan 17.5 N/mm2 and for individual brick it shall not be less than 16 N/mm2.\n4.2 Average water absorption shall not exceed 10\npercent and for individual it shall not exceed 12 percent.\n4.3 Efflorecence shall not be more than “slight” 1.\nScope — Requirements for dimensions, general quality and physical properties for burnt clay bricks for\nuse in soling of roads.\n2.\nGeneral Quality — Shall be free from cracks and other flaws and nodules of free lime. Shall have,\nplane rectangular faces and straight right angle edges.\n3.\nDimensions\n190 mm × 90 mm × 90 mm and\n190 mm × 90 mm × 40 mm\n4.\nTolerances — Overall dimensions of 20 bricks, shall be as follows :\nLength\n380 ± 8 cm\nWidth\n180 ± 4 cm\nHeight for 90 mm high\n180 ± 4 cm for 40 mm high 80 ± 4 cm\n5.\nPhysical Properties\n5.1 Compresive Strength — Shall be not less than\n10 N/mm2.\n5.2 Water Absorption — Shall not be more than\n20 percent.\n5.3 Efflorescence — Shall not be more than “slight’.\nNote — For methods of tests, refer to relevant parts of IS 3495:1992 Method of test for burnt clay building bricks (third revision).\nFor detailed information, refer to IS 5779:1986 Specification for burnt clay soling bricks\n(first revision)." + "content": "IS 4885: 1988 Sewer Bricks\n(First Revision)\nNote — For method of the tests refer to the relevant parts of IS 3495:1992 Method of test for burnt clay building bricks (third revision).\nFor detailed information, refer to IS 4885:1988 Specification for Sewer bricks (first revision).\n1.\nScope — Specifies dimensions, quality and strength, and methods of sampling and test for burnt\nclay sewer bricks used for sewers of sanitary (domestic)\nsewage.\n2.\nDimensions and Tolerances\n2.1 Dimensions\n190 mm × 90 mm × 90 mm, and 190 mm × 90 mm\n× 40 mm\nNote — For oval and other special shaped sewers, bricks may\nbe tapered suitably.\n2.2. Tolerance\nDimensions Total Tolerance for 20 Bricks mm\nmm\n190\n± 80\n90, 40\n± 40\n2.3. Tolerance for warpage of face or edges from plane surface and straight line shall be 2.5 mm.\n3.\nGeneral Quality — Shall be free from cracks, flaws and nodules of lime. shall have plane rectangular\nfaces with sharp edges and corners. Kiln marks not exceeding 3 mm in depth shall be permitted on the\nopposite edges. When broken, sewer bricks shall show a fracture of uniformly fine grained and compact\nstructure throughout.\n4.\nPhysical properties\n4.1 Average compressive strength shall not be less\nthan 17.5 N/mm2 and for individual brick it shall not be less than 16 N/mm2.\n4.2 Average water absorption shall not exceed 10\npercent and for individual it shall not exceed 12 percent.\n4.3 Efflorecence shall not be more than “slight”" }, { "standard_id": "IS 5779: 1986", "title": "Burnt Clay Soling Bricks", "category": "Wood Products for Building", - "summary": "Dimensions for special shapes of clay brick used in building and other civil engineering construction. It does not lay down the specification of the special shapes for clay bricks and same shall conform to IS 1077:1991* and IS: 2180:1988†. Note —For exact shape of clay bricks and detailed dimensions, refer to Fig. 1 to 7 of the standard. For detailed information, refer to IS 6165:1992 Specification for dimensions for special shapes of clay bricks (first revision)", + "summary": "Dimensions for special shapes of clay brick used in building and other civil engineering", "keywords": [ - "clay", - "shapes", - "bricks", - "special", "civil", - "exact", - "lay" + "brick", + "shapes", + "engineering", + "clay", + "special", + "building" ], "key_sections": { - "Scope": "Dimensions for special shapes of clay brick used in building and other civil engineering construction. It does not lay down the specification of the special shapes for clay bricks and same shall conform to IS 1077:1991* and IS: 2180:1988†. Note —For exact shape of clay bricks and detailed dimensions, refer to Fig. 1 to 7 of the standard. For detailed information, refer to IS 6165:1992 Specification for dimensions for special shapes of clay bricks (first revision)" + "Scope": "Dimensions for special shapes of clay brick used in building and other civil engineering" }, - "content": "IS 5779: 1986 Burnt Clay Soling Bricks\n(First Revision) 1.\nScope — Dimensions for special shapes of clay brick used in building and other civil engineering\nconstruction. It does not lay down the specification of the special shapes for clay bricks and same shall\nconform to IS 1077:1991* and IS: 2180:1988†.\nNote —For exact shape of clay bricks and detailed dimensions, refer to Fig. 1 to 7 of the standard.\nFor detailed information, refer to IS 6165:1992 Specification for dimensions for special shapes of clay bricks (first revision)" + "content": "IS 5779: 1986 Burnt Clay Soling Bricks\n(First Revision) 1.\nScope — Dimensions for special shapes of clay brick used in building and other civil engineering" }, { "standard_id": "IS 6165: 1992", - "title": "Dimensions For Special Shapes Of Clay Bricks", + "title": "Dimensions For Special Shapes Of Clay", "category": "Wood Products for Building", "summary": "Requirement for classification, general quality, dimensions and physical requirements of common clay building bricks used in buildings. Note — Burnt clay flyash bricks having compressive strength less than 30 N/mm2 (approximately 300 kgf/cm2) are covered in this standard and for higher strength, see IS 2180 :1988* and IS 1077 : 1992**", "keywords": [ @@ -1781,7 +1739,7 @@ "General Quality": "Shall be hand or machine moulded and shall be free from cracks and flaws as black coring, nodules of stone and/or free lime and organic matter. Hand-moulded bricks of 90 mm or 70 mm height shall be moulded with a frog 10 to 20 mm deep on one of its flat sides; and bricks of 40 or 30 mm height as well as those made by extrusion process may not be provided with frogs. Shall have smooth rectangular faces with sharp corners and shall be uniform in shape and colour. 4. Dimensions Modular : 190 mm × 90 mm × 90 mm 190 mm × 90 mm × 40 mm Non-Modular : 230 mm × 110 mm × 70 mm 230 mm × 110 mm × 30 mm Modular and non-modular for proper bond arrangment 70 mm × 110 mm × 70 mm 1/3 length brick 230 mm × 50 mm × 70 mm 1/2 length brick", "Tolerances": "Dimensions of bricks shall be within the following limits per 20 bricks. Modular size Non-modular size a) Length 3 800 ± 80 4 600 ± 80 b) Width 1 800 ± 40 2 200 ± 40 c) Height 1 800 ± 40 1 400 ± 40 (For 90 mm high bricks) (For 70 mm high bricks) 800 ± 40 600 ± 40 (For 40 mm high bricks) (For 30 mm high bricks) 6. Physical Requirements 6.1 Compressive Strength — Average strength shall be as given in 2. 6.2 Water Absorption — Shall not be more than 20 percent 6.3 Efflorescence — Not more than “moderate” for class 12.5 and ‘slight’ for brighter classes. For methods of tests, refer to relevant parts of IS 3495:1992 Method of test for burnt clay building bricks (third revision). For detailed information, refer to IS 13757:1993 Specification for burnt clay fly ash building bricks." }, - "content": "IS 6165: 1992 Dimensions For Special Shapes Of Clay Bricks\n(First Revision)\nShape\nMajor Overall Dimensions m m\na) Closers —\ni) Snapheader closer 90 × 90 × 90 ii) King closer\n190 × 90 × 90 iii) Queen closer\n190 × 40 × 90 b) Copings —\ni) Half round coping\n290 × 90 ii) Saddle back coping\n290 × 90 ×145 c) Bullnose Bricks —\ni) Single bullnose or bullnose header\nii) Double bullnose iii) Bullnose stretcher\n190 × 90 × 90 iv) Bullnose mitre\nv) Bullnose double vi) Bullnose on end d) Corner bricks —\ni) Squint 300 ii) Birdsmouth 300\niii) Header splay\n190 × 90 × 90 iv) Single cant or plinth header\nv) Double cant\n2.\nDimensions\n2.1 Size of modular and non-modular bricks shall be : Length Width\nHeight mm mm mm\nModular Size\n190\n90\n90\nNon-Modular Size\n230\n110\n70\n2.2 Sizes of special shapes of clay bricks shall be as\nfollows :\n* Common burnt clay building bricks (fifth revision).\n† Heavy duty burnt clay building bricks (third revision). Shape Major Overall Dimensions m m\ne) Plinth bricks —\ni) Plinth stop ii) Plinth stretcher\niii) Plinth internal return iv) Plinth header\nv) Plinth internal return vi) Plinth external return 190 × 90 × 90\nf) Culvert bricks —\ni) Culvert 10 cm ii) Culvert 20 cm\ng) Chimney or well type bricks—\ni) Chimney or well header ii) chimney or well stretcher 1.\nScope — Requirement for classification, general quality, dimensions and physical requirements\nof common clay building bricks used in buildings.\nNote — Burnt clay flyash bricks having compressive strength\nless than 30 N/mm2 (approximately 300 kgf/cm2) are covered in this standard and for higher strength, see IS 2180 :1988*\nand IS 1077 : 1992**\n2.\nClassification\nClass\nAverage Compressive Strength\nDesignation not less than\nN/mm2\n30\n30.0\n25\n25\n20\n20.0\n17.5\n17.5\n15\n15.0\n12.5\n12.5\n10\n10.0\n7.5\n7.5\n5\n5.0\n3.5\n3.5\n3.\nGeneral Quality — Shall be hand or machine moulded and shall be free from cracks and flaws as black\ncoring, nodules of stone and/or free lime and organic matter. Hand-moulded bricks of 90 mm or 70 mm height\nshall be moulded with a frog 10 to 20 mm deep on one of its flat sides; and bricks of 40 or 30 mm height as well as\nthose made by extrusion process may not be provided with frogs. Shall have smooth rectangular faces with\nsharp corners and shall be uniform in shape and colour.\n4.\nDimensions\nModular\n: 190 mm × 90 mm × 90 mm 190 mm × 90 mm × 40 mm\nNon-Modular\n: 230 mm × 110 mm × 70 mm 230 mm × 110 mm × 30 mm\nModular and non-modular for proper bond arrangment\n70 mm × 110 mm × 70 mm\n1/3 length brick\n230 mm × 50 mm × 70 mm\n1/2 length brick\n5.\nTolerances — Dimensions of bricks shall be within the following limits per 20 bricks.\nModular size\nNon-modular size a) Length\n3 800 ± 80\n4 600 ± 80 b) Width\n1 800 ± 40\n2 200 ± 40 c) Height\n1 800 ± 40\n1 400 ± 40\n(For 90 mm high bricks) (For 70 mm high bricks)\n800 ± 40\n600 ± 40\n(For 40 mm high bricks) (For 30 mm high bricks)\n6.\nPhysical Requirements\n6.1 Compressive Strength — Average strength shall\nbe as given in 2.\n6.2 Water Absorption — Shall not be more than 20\npercent\n6.3 Efflorescence — Not more than “moderate” for\nclass 12.5 and ‘slight’ for brighter classes.\nFor methods of tests, refer to relevant parts of IS 3495:1992 Method of test for burnt clay building bricks (third revision).\nFor detailed information, refer to IS 13757:1993 Specification for burnt clay fly ash building bricks." + "content": "IS 6165: 1992 Dimensions For Special Shapes Of Clay\nconstruction. It does not lay down the specification of the special shapes for clay bricks and same shall\nconform to IS 1077:1991* and IS: 2180:1988†.\nNote —For exact shape of clay bricks and detailed dimensions, refer to Fig. 1 to 7 of the standard.\nFor detailed information, refer to IS 6165:1992 Specification for dimensions for special shapes of clay bricks (first revision)\nBRICKS\n(First Revision)\nShape\nMajor Overall Dimensions m m\na) Closers —\ni) Snapheader closer 90 × 90 × 90 ii) King closer\n190 × 90 × 90 iii) Queen closer\n190 × 40 × 90 b) Copings —\ni) Half round coping\n290 × 90 ii) Saddle back coping\n290 × 90 ×145 c) Bullnose Bricks —\ni) Single bullnose or bullnose header\nii) Double bullnose iii) Bullnose stretcher\n190 × 90 × 90 iv) Bullnose mitre\nv) Bullnose double vi) Bullnose on end d) Corner bricks —\ni) Squint 300 ii) Birdsmouth 300\niii) Header splay\n190 × 90 × 90 iv) Single cant or plinth header\nv) Double cant\n2.\nDimensions\n2.1 Size of modular and non-modular bricks shall be : Length Width\nHeight mm mm mm\nModular Size\n190\n90\n90\nNon-Modular Size\n230\n110\n70\n2.2 Sizes of special shapes of clay bricks shall be as\nfollows :\n* Common burnt clay building bricks (fifth revision).\n† Heavy duty burnt clay building bricks (third revision). Shape Major Overall Dimensions m m\ne) Plinth bricks —\ni) Plinth stop ii) Plinth stretcher\niii) Plinth internal return iv) Plinth header\nv) Plinth internal return vi) Plinth external return 190 × 90 × 90\nf) Culvert bricks —\ni) Culvert 10 cm ii) Culvert 20 cm\ng) Chimney or well type bricks—\ni) Chimney or well header ii) chimney or well stretcher 1.\nScope — Requirement for classification, general quality, dimensions and physical requirements\nof common clay building bricks used in buildings.\nNote — Burnt clay flyash bricks having compressive strength\nless than 30 N/mm2 (approximately 300 kgf/cm2) are covered in this standard and for higher strength, see IS 2180 :1988*\nand IS 1077 : 1992**\n2.\nClassification\nClass\nAverage Compressive Strength\nDesignation not less than\nN/mm2\n30\n30.0\n25\n25\n20\n20.0\n17.5\n17.5\n15\n15.0\n12.5\n12.5\n10\n10.0\n7.5\n7.5\n5\n5.0\n3.5\n3.5\n3.\nGeneral Quality — Shall be hand or machine moulded and shall be free from cracks and flaws as black\ncoring, nodules of stone and/or free lime and organic matter. Hand-moulded bricks of 90 mm or 70 mm height\nshall be moulded with a frog 10 to 20 mm deep on one of its flat sides; and bricks of 40 or 30 mm height as well as\nthose made by extrusion process may not be provided with frogs. Shall have smooth rectangular faces with\nsharp corners and shall be uniform in shape and colour.\n4.\nDimensions\nModular\n: 190 mm × 90 mm × 90 mm 190 mm × 90 mm × 40 mm\nNon-Modular\n: 230 mm × 110 mm × 70 mm 230 mm × 110 mm × 30 mm\nModular and non-modular for proper bond arrangment\n70 mm × 110 mm × 70 mm\n1/3 length brick\n230 mm × 50 mm × 70 mm\n1/2 length brick\n5.\nTolerances — Dimensions of bricks shall be within the following limits per 20 bricks.\nModular size\nNon-modular size a) Length\n3 800 ± 80\n4 600 ± 80 b) Width\n1 800 ± 40\n2 200 ± 40 c) Height\n1 800 ± 40\n1 400 ± 40\n(For 90 mm high bricks) (For 70 mm high bricks)\n800 ± 40\n600 ± 40\n(For 40 mm high bricks) (For 30 mm high bricks)\n6.\nPhysical Requirements\n6.1 Compressive Strength — Average strength shall\nbe as given in 2.\n6.2 Water Absorption — Shall not be more than 20\npercent\n6.3 Efflorescence — Not more than “moderate” for\nclass 12.5 and ‘slight’ for brighter classes.\nFor methods of tests, refer to relevant parts of IS 3495:1992 Method of test for burnt clay building bricks (third revision).\nFor detailed information, refer to IS 13757:1993 Specification for burnt clay fly ash building bricks." }, { "standard_id": "IS 13757: 1993", @@ -1865,7 +1823,7 @@ "flooring", "individual", "along", - "frogging" + "fluted" ], "key_sections": { "General Quality": "shall be free from irregularities, such as twists, bends, cracks, flaws, laminations and imperfections. Faces of tiles shall be plain, grooved fluted or figured as specified and the edges shall be square. 4. Dimensions i) 150 × 150 × 15 mm ii) 150 × 150 × 20 mm iii) 200 × 200 × 20 mm iv) 200 × 200 × 25 mm v) 250 × 250 × 30 mm Depth of the grooves or frogging on the underside shall not exceed 3 mm.", @@ -1910,8 +1868,8 @@ "twists", "irregularities", "stones", - "flexural", - "machine" + "machine", + "flexural" ], "key_sections": { "Scope": "Requirements for hand-made burnt clay flat terracing tiles.", @@ -1952,9 +1910,9 @@ "hollow", "tiles", "clay", - "roofs", "run", "floors", + "roofs", "filter" ], "key_sections": { @@ -2015,41 +1973,40 @@ "standard_id": "IS 13317: 1992", "title": "Clay Roofing Country Tiles, Half Round And Flat Tiles", "category": "Wood Products for Building", - "summary": "Requirements for gypsum plaster board intended to be used as a vertical or horizontal lining in building. It includes boards manufactured to receive either direct surface decoration or gypsum plaster finishes.", + "summary": "For detailed information, refer to IS 13317:1992 Specification for clay roofing country tiles, half round and flat tiles. Half Round Tiles Flat Tiles", "keywords": [ - "gypsum", "plaster", + "gypsum", "boards", "tiles", - "cohesion", - "baseboard", - "premixed" + "premixed", + "half", + "round" ], - "key_sections": { - "Scope": "Requirements for gypsum plaster board intended to be used as a vertical or horizontal lining in building. It includes boards manufactured to receive either direct surface decoration or gypsum plaster finishes.", - "Types": "Gypsum plaster boards are classified according to their use— a) Gypsum wallboards b) Gypsum Board with reduced water Absorption Rate, c) Gypsum wallboard with improved core Cohesion at high temperatures d) Gypsum plaster baseboard, and e) Gypsum plaster baseboard with improved core cohesion at high temperatures", - "Materials": "Gypsum plaster shall conform to IS 2547 (Part 1) : 1976*. By product gypsum conforming to IS 12679:1987+ shall be used for the preparation of plaster." - }, - "content": "IS 13317: 1992 Clay Roofing Country Tiles, Half Round And Flat Tiles\nFor detailed information, refer to IS 13317:1992 Specification for clay roofing country tiles, half round and flat tiles.\nHalf Round Tiles\nFlat Tiles 2.1\nSECTION 5\nGYPSUM BUILDING\nMATERIALS CONTENTS\nTitle\nPage\nIS\n2095\nGypsum plaster boards\n(Part I) : 1996\nPlain gypsum plaster boards (second revision)\n5.3\n(Part 3) : 1996\nReinforced gypsum plaster boards (second revision)\n5.5\nIS\n2547\nGypsum building plaster\n(Part I) : 1976\nExcluding premixed light weight plaster (first revision)\n5.7\n(Part 2) : 1976\nPremixed light weight plaster (first revision)\n5.9\nIS\n2849 : 1983\nNon load bearing gypsum partition blocks\n5.10\n(Solid and hollow types)\nIS\n8272 : 1984\nGypsum plaster for use in the manufacture of fibrous\n5.11 plaster boards (first revision) 1. Scope— Requirements for gypsum plaster board\nintended to be used as a vertical or horizontal lining in building. It includes boards manufactured to receive\neither direct surface decoration or gypsum plaster finishes.\n2. Types— Gypsum plaster boards are classified\naccording to their use—\na)\nGypsum wallboards b)\nGypsum Board with reduced water\nAbsorption Rate, c)\nGypsum wallboard with improved core\nCohesion at high temperatures d)\nGypsum plaster baseboard, and e)\nGypsum plaster baseboard with improved core cohesion at high temperatures\n3. Material — Gypsum plaster shall conform to\nIS 2547 (Part 1) : 1976*. By product gypsum conforming to IS 12679:1987+ shall be used for the preparation of\nplaster." + "key_sections": {}, + "content": "IS 13317: 1992 Clay Roofing Country Tiles, Half Round And Flat Tiles\nFor detailed information, refer to IS 13317:1992 Specification for clay roofing country tiles, half round and flat tiles.\nHalf Round Tiles\nFlat Tiles 2.1\nSECTION 5\nGYPSUM BUILDING\nMATERIALS CONTENTS\nTitle\nPage\nIS\n2095\nGypsum plaster boards\n(Part I) : 1996\nPlain gypsum plaster boards (second revision)\n5.3\n(Part 3) : 1996\nReinforced gypsum plaster boards (second revision)\n5.5\nIS\n2547\nGypsum building plaster\n(Part I) : 1976\nExcluding premixed light weight plaster (first revision)\n5.7\n(Part 2) : 1976\nPremixed light weight plaster (first revision)\n5.9\nIS\n2849 : 1983\nNon load bearing gypsum partition blocks\n5.10\n(Solid and hollow types)\nIS\n8272 : 1984\nGypsum plaster for use in the manufacture of fibrous\n5.11 plaster boards (first revision)" }, { "standard_id": "IS 2095 (Part 1): 1996", "title": "Gypsum Plaster Boards", "category": "Gypsum Building Materials", - "summary": "PART 1 PLAIN GYPSUM PLASTER BOARDS (Second Revision) 4. General— Gypsum plaster boards consist of a gypsum plaster core with or without fibre encased in and firmly bonded to strong durable paper liners to form rectangular boards. Core shall be dried across full width. The face and back papers shall be securely bonded to the core. The paper surfaces may vary according to the use of the particular type of board, and the core may contain additive to impart additional properties. The longitudinal ed", + "summary": "Requirements for gypsum plaster board intended to be used as a vertical or horizontal lining in building. It includes boards manufactured to receive either direct surface decoration or gypsum plaster finishes.", "keywords": [ "gypsum", "plaster", "board", "boards", - "paper", "baseboard", - "core" + "core", + "paper" ], "key_sections": { + "Scope": "Requirements for gypsum plaster board intended to be used as a vertical or horizontal lining in building. It includes boards manufactured to receive either direct surface decoration or gypsum plaster finishes.", + "Types": "Gypsum plaster boards are classified according to their use— a) Gypsum wallboards b) Gypsum Board with reduced water Absorption Rate, c) Gypsum wallboard with improved core Cohesion at high temperatures d) Gypsum plaster baseboard, and e) Gypsum plaster baseboard with improved core cohesion at high temperatures", + "Materials": "Gypsum plaster shall conform to IS 2547 (Part 1) : 1976*. By product gypsum conforming to IS 12679:1987+ shall be used for the preparation of plaster. PART 1 PLAIN GYPSUM PLASTER BOARDS (Second Revision)", "General": "Gypsum plaster boards consist of a gypsum plaster core with or without fibre encased in and firmly bonded to strong durable paper liners to form rectangular boards. Core shall be dried across full width. The face and back papers shall be securely bonded to the core. The paper surfaces may vary according to the use of the particular type of board, and the core may contain additive to impart additional properties. The longitudinal edges are paper covered and profiled to suit the application. The paper covered edges of gypsum wall boards are square, tapered, bevelled or rounded. The paper covered edges of gypsum baseboard are square or rounded. The ends of gypsum plaster board are square-cut. 5. Requirements 5.1Dimensions — See Table 1. *Gypsum plaster boards : Part 1Plain gypsum plaster boar" }, - "content": "IS 2095 (Part 1): 1996 Gypsum Plaster Boards\nPART 1 PLAIN GYPSUM PLASTER BOARDS\n(Second Revision)\n4. General— Gypsum plaster boards consist of a\ngypsum plaster core with or without fibre encased in and firmly bonded to strong durable paper liners to form\nrectangular boards. Core shall be dried across full width.\nThe face and back papers shall be securely bonded to the core. The paper surfaces may vary according to the\nuse of the particular type of board, and the core may contain additive to impart additional properties. The\nlongitudinal edges are paper covered and profiled to suit the application.\nThe paper covered edges of gypsum wall boards are square, tapered, bevelled or rounded. The paper covered\nedges of gypsum baseboard are square or rounded. The ends of gypsum plaster board are square-cut.\n5. Requirements\n5.1Dimensions — See Table 1.\n*Gypsum plaster boards : Part 1Plain gypsum plaster boards (second revision)\n+ Specification for by product gypsum for use in plaster block and board.\nTABLE 1 DIMENSIONS OF GYPSUM PLASTER BOARDS\nType of Width Length Thickness\nBoard mm\nmm mm\n(1)\n(2)\n(3) (4)\nWallboard\n600, 900 and 1 200 1 800 to 3 600 in steps of 100 mm 9.5, 12.5, 15, 19, 23 and 25\nBaseboard\n400 and 900\n1 200, 1 500 and 1 800 9.5 and 12.5\n5.2 Tolerance — Shall be as given below—\nType\nTolerance in mm\nWidth Length Thickness\nGypsum Wallboard 0\n0\n± 0.6 - 5 - 6\nGypsum Baseboard— a) Non-Perforated 0\n0\n± 0.6\n- 8\n- 6 b) Perforated\n0\n0\n± 0.6\n- 8\n-16\n5.3Breaking Load (Transverse Strength)\n— See Table 2.\nTABLE 2 BREAKING LOAD OF GYPSUM\nPLASTER BOARDS.\nType of Board Thickness Breaking Load, Min Transverse Longitudinal Direction\nDirection mm N N (1) (2) (3) (4) Plaster board\n9.5 140 360 12.5 180 500 15.0\n220 650 19.0\n250 750 23.0\n300 850 25.0\n380 1,000 Base board 9.5\n125 180 12.5 165 235 Note — For methods of tests, refer to IS 2542 (Part 2/Sec 1 to 8) : 1981 Methods of test for gypsum plaster, concrete and product:\nPART 2 Gypsum products (first revision).\nFor detailed information, refer to IS 2095 (Part 1) : 1996 Specification for gypsum plaster boards: Part 1 Plain gypsum plaster boards (second revision).\n5.4 Water Absorption — Shall be subject to mutual\nagreement between purchaser and manufacturer.\n5.5 Mass of Plaster — minimum quantity of mass\nof plaster per sq. m of board of 12 mm thickness shall not be less than 9.4 kg.\n5.6 Taper Profile — Taper width shall be 50 to 65\nmm, and depth 0.8 to 2.0 mm. TABLE 1. DIMENSIONS AND OTHER PROPERTIES OF FIBROUS GYPSUM\nPLASTER BOARD AND GRG BOARD\nBoard\nThickness\nLength\nWidth\nMass of Plaster\nDensity (T) (L) (W) per m2 of Board, kg kg/m3 mm\nmm mm\nMin\nMin\n(1)\n(2)\n(3)\n(4)\n(5)\n(6)\nFibrous\n12\n1200\n400\n10\n834\nGypsum\n1500\n600\nPlaster\n1800\n900\nBoard\n1200\nGRG Board\n4,6\n2000\n1000\n4-10\n2500\n8,10 and\n1200\n6-15\n12\n3000\n8-20\n10-25\n12-30" + "content": "IS 2095 (Part 1): 1996 Gypsum Plaster Boards\n1. Scope— Requirements for gypsum plaster board\nintended to be used as a vertical or horizontal lining in building. It includes boards manufactured to receive\neither direct surface decoration or gypsum plaster finishes.\n2. Types— Gypsum plaster boards are classified\naccording to their use—\na)\nGypsum wallboards b)\nGypsum Board with reduced water\nAbsorption Rate, c)\nGypsum wallboard with improved core\nCohesion at high temperatures d)\nGypsum plaster baseboard, and e)\nGypsum plaster baseboard with improved core cohesion at high temperatures\n3. Material — Gypsum plaster shall conform to\nIS 2547 (Part 1) : 1976*. By product gypsum conforming to IS 12679:1987+ shall be used for the preparation of\nplaster.\nPART 1 PLAIN GYPSUM PLASTER BOARDS\n(Second Revision)\n4. General— Gypsum plaster boards consist of a\ngypsum plaster core with or without fibre encased in and firmly bonded to strong durable paper liners to form\nrectangular boards. Core shall be dried across full width.\nThe face and back papers shall be securely bonded to the core. The paper surfaces may vary according to the\nuse of the particular type of board, and the core may contain additive to impart additional properties. The\nlongitudinal edges are paper covered and profiled to suit the application.\nThe paper covered edges of gypsum wall boards are square, tapered, bevelled or rounded. The paper covered\nedges of gypsum baseboard are square or rounded. The ends of gypsum plaster board are square-cut.\n5. Requirements\n5.1Dimensions — See Table 1.\n*Gypsum plaster boards : Part 1Plain gypsum plaster boards (second revision)\n+ Specification for by product gypsum for use in plaster block and board.\nTABLE 1 DIMENSIONS OF GYPSUM PLASTER BOARDS\nType of Width Length Thickness\nBoard mm\nmm mm\n(1)\n(2)\n(3) (4)\nWallboard\n600, 900 and 1 200 1 800 to 3 600 in steps of 100 mm 9.5, 12.5, 15, 19, 23 and 25\nBaseboard\n400 and 900\n1 200, 1 500 and 1 800 9.5 and 12.5\n5.2 Tolerance — Shall be as given below—\nType\nTolerance in mm\nWidth Length Thickness\nGypsum Wallboard 0\n0\n± 0.6 - 5 - 6\nGypsum Baseboard— a) Non-Perforated 0\n0\n± 0.6\n- 8\n- 6 b) Perforated\n0\n0\n± 0.6\n- 8\n-16\n5.3Breaking Load (Transverse Strength)\n— See Table 2.\nTABLE 2 BREAKING LOAD OF GYPSUM\nPLASTER BOARDS.\nType of Board Thickness Breaking Load, Min Transverse Longitudinal Direction\nDirection mm N N (1) (2) (3) (4) Plaster board\n9.5 140 360 12.5 180 500 15.0\n220 650 19.0\n250 750 23.0\n300 850 25.0\n380 1,000 Base board 9.5\n125 180 12.5 165 235 Note — For methods of tests, refer to IS 2542 (Part 2/Sec 1 to 8) : 1981 Methods of test for gypsum plaster, concrete and product:\nPART 2 Gypsum products (first revision).\nFor detailed information, refer to IS 2095 (Part 1) : 1996 Specification for gypsum plaster boards: Part 1 Plain gypsum plaster boards (second revision).\n5.4 Water Absorption — Shall be subject to mutual\nagreement between purchaser and manufacturer.\n5.5 Mass of Plaster — minimum quantity of mass\nof plaster per sq. m of board of 12 mm thickness shall not be less than 9.4 kg.\n5.6 Taper Profile — Taper width shall be 50 to 65\nmm, and depth 0.8 to 2.0 mm. TABLE 1. DIMENSIONS AND OTHER PROPERTIES OF FIBROUS GYPSUM\nPLASTER BOARD AND GRG BOARD\nBoard\nThickness\nLength\nWidth\nMass of Plaster\nDensity (T) (L) (W) per m2 of Board, kg kg/m3 mm\nmm mm\nMin\nMin\n(1)\n(2)\n(3)\n(4)\n(5)\n(6)\nFibrous\n12\n1200\n400\n10\n834\nGypsum\n1500\n600\nPlaster\n1800\n900\nBoard\n1200\nGRG Board\n4,6\n2000\n1000\n4-10\n2500\n8,10 and\n1200\n6-15\n12\n3000\n8-20\n10-25\n12-30" }, { "standard_id": "IS 2095 (Part 3): 1996", @@ -2062,37 +2019,36 @@ "boards", "flexural", "grg", - "anhydrous", - "hemihydrate" + "unfit", + "lathing" ], "key_sections": { - "Scope": "Covers the classification and chemical and physical requirements for gypsum building plasters which possess a definite set due to hydration of calcium sulphate, anhydrous or hemihydrate, to form gypsum and are used in the manufacture of gypsum building products. Premixed lightweight building plasters are not included. 2. Classification a) Plaster of paris, b) Retarded hemihydrate gypsum plaster", + "Scope": "Covers the method of manufacture, tests and sampling of fibrous gypsum plaster boards and glass fibre reinforced gypsum (GRG) boards for use as a linning material for ceiling, dry surfacing material for walls, door panels or for partitions.", "Materials": "See 2 of the standard", "Method Of Manufacture": "See 5 of the standard. 4. Dimensions and Tolerances 4.1 Shape — The boards shall be square or rectangular in shape. 4.2 Dimensions 4.3 Mass of Plaster — See Table 1. 4.4 Density 4.5 Tolerances a) Length + 0 mm - 6 b) Width + 0 mm - 5 c) Thickness ± 1.0 mm 5. Finish The surface of the boards shall be true and free from imperfection that would render the board unfit for use. The edge shall be straight and the corners shall be square. 6. Tests 6.1 Visual Inspection — All boards shall be sound, free from cracks, broken-edges and such other imperfections that would render them unfit for use. 6.2 Thickness — To be measured as per IS 2542. 6.3 Transverse/Flexural Strength 6.3.1 Deflection shall not exceed 19 mm under a load of 340 N. 6.3.2 Flexural strength — See Table 2. 6.3.3 Impact strength — ", "Chemical Requirements": "See Table 1 TABLE 1 CHEMICAL COMPOSITION Requirement Sl. Particulars Plaster of Paris Retarded Anhydrous Keene’sPlaster No. Hemihydrate Gypsum Plaster Gypsum Plaster (1) (2) (3) (4) (5) (6) i) SO3, percent by mass, Min 35 35 40 47 (ii) CaO, percent by mass, Min 2/3 of SO3content 2/3 of SO3content 2/3 of SO3content 2/3 of SO3content iii) Soluble magnesium 0.3 0.3 0.3 0.3 salts, expressed as percentage of MgO, Max iv) Soluble sodium salts, 0.3 0.3 0.3 0.3 expresed as percentage of Na2 O, Max v) Loss on ignition, Not greater Not greater 3.0 Max 2.0 Max percent by mass than 9 than 9 and less and less than 4 than 4 vi) Free lime, Min – 3* — — percent * Applicable to metal lathing plaster" }, - "content": "IS 2095 (Part 3): 1996 Gypsum Plaster Boards\nPART 3 REINFORCED GYPSUM PLASTER BOARDS\n(Second Revision)\n1. Scope — Covers the method of manufacture, tests\nand sampling of fibrous gypsum plaster boards and glass fibre reinforced gypsum (GRG) boards for use as a\nlinning material for ceiling, dry surfacing material for walls, door panels or for partitions.\n2. Materials — See 2 of the standard\n3. Method of Manufacture — See 5 of the\nstandard.\n4. Dimensions and Tolerances\n4.1 Shape — The boards shall be square or rectangular\nin shape.\n4.2 Dimensions\n4.3 Mass of Plaster\n— See Table 1.\n4.4 Density\n4.5 Tolerances\na)\nLength\n+ 0 mm\n- 6 b)\nWidth\n+ 0 mm\n- 5 c)\nThickness\n± 1.0 mm\n5. Finish\nThe surface of the boards shall be true and free from imperfection that would render the board unfit for use.\nThe edge shall be straight and the corners shall be square.\n6. Tests\n6.1 Visual Inspection — All boards shall be sound,\nfree from cracks, broken-edges and such other imperfections that would render them unfit for use.\n6.2 Thickness — To be measured as per IS 2542.\n6.3 Transverse/Flexural Strength\n6.3.1 Deflection shall not exceed 19 mm under a load of 340 N.\n6.3.2 Flexural strength — See Table 2.\n6.3.3 Impact strength — When tested by Charpy test, shall have a value as per Table 2.\n6.4 Jolting test — None of the sample should show\ncrack or chipping off from the surface before 80 cycles of jolting. Note — For methods of tests, refer to Appendices A and B on the standard, relevant parts of IS 2380 Methods of test for wood\nparticle boards and boards from other lignocellulosic matarials, IS 2542 (Part 2): Methods of tests for gupsum plaster, concrete and products: Part 2 gypsum products.\nFor detailed information, refer to IS 2095 (Part 3) : 1996 Specification for gypsum plaster boards: Part 3 Reinforced gypsum plaster boards (second revision).\nTABLE 2 FLEXURAL AND IMPACT STRENGTH OF GRG BOARDS.\nAverage Flexural\nMinimum Flexural\nAverage Impact\nMinimum Impact\nStrength\nStrength on\nStrength\nStrength on\nMpa\nEither Side\nN/mm2\nEither Side\nMpa\nN/mm2\nN/mm2\n18\n15\n17\n14\n6.5 Free Moisture — Shall not exceed 2 percent.\n6.6 Surface hardness— Impression by a steel ball of\n10 mm kept on the board for 5 minutes, shall not exceed\n8 mm in diameter.\n6.7 Water Absorption— Shall not exceed 15 percent in\n24 hours.\n6.8 Swelling— Fro GRG when tested as per IS 2380\n(Part 17) the value shall not exceed 0.5 percent in 24 hours.\n6.9 Fibre content — Shall be determined as per\nIS 2542 (Part 1) Type I Under coat —\n1) Browning plaster,\n2) Metal lathing plaster\nType II Final coat plaster —\n1) Finish plaster,\n2) Board finish plaster,\n3) Anhydrous gypsum plasters are for finishing only, and\n4) Keene’s plaster is for finishing only.\n3. Chemical Requirements - See Table 1\nTABLE 1 CHEMICAL COMPOSITION Requirement\nSl.\nParticulars\nPlaster of Paris Retarded\nAnhydrous Keene’sPlaster\nNo.\nHemihydrate\nGypsum Plaster\nGypsum Plaster\n(1)\n(2)\n(3) (4)\n(5)\n(6)\ni)\nSO3, percent by mass, Min\n35 35\n40\n47\n(ii)\nCaO, percent by mass, Min\n2/3 of SO3content 2/3 of SO3content\n2/3 of SO3content\n2/3 of SO3content iii)\nSoluble magnesium\n0.3 0.3\n0.3\n0.3 salts, expressed as\npercentage of MgO,\nMax iv)\nSoluble sodium salts,\n0.3 0.3\n0.3\n0.3 expresed as percentage\nof Na2 O, Max v)\nLoss on ignition,\nNot greater Not greater\n3.0 Max\n2.0 Max\npercent by mass than 9 than 9 and less and less than 4 than 4 vi)\nFree lime, Min\n– 3*\n—\n—\npercent\n* Applicable to metal lathing plaster\n1. Scope — Covers the classification and chemical\nand physical requirements for gypsum building plasters which possess a definite set due to hydration of calcium\nsulphate, anhydrous or hemihydrate, to form gypsum and are used in the manufacture of gypsum building\nproducts. Premixed lightweight building plasters are not included.\n2. Classification a) Plaster of paris, b) Retarded hemihydrate gypsum plaster" + "content": "IS 2095 (Part 3): 1996 Gypsum Plaster Boards\nPART 3 REINFORCED GYPSUM PLASTER BOARDS\n(Second Revision)\n1. Scope — Covers the method of manufacture, tests\nand sampling of fibrous gypsum plaster boards and glass fibre reinforced gypsum (GRG) boards for use as a\nlinning material for ceiling, dry surfacing material for walls, door panels or for partitions.\n2. Materials — See 2 of the standard\n3. Method of Manufacture — See 5 of the\nstandard.\n4. Dimensions and Tolerances\n4.1 Shape — The boards shall be square or rectangular\nin shape.\n4.2 Dimensions\n4.3 Mass of Plaster\n— See Table 1.\n4.4 Density\n4.5 Tolerances\na)\nLength\n+ 0 mm\n- 6 b)\nWidth\n+ 0 mm\n- 5 c)\nThickness\n± 1.0 mm\n5. Finish\nThe surface of the boards shall be true and free from imperfection that would render the board unfit for use.\nThe edge shall be straight and the corners shall be square.\n6. Tests\n6.1 Visual Inspection — All boards shall be sound,\nfree from cracks, broken-edges and such other imperfections that would render them unfit for use.\n6.2 Thickness — To be measured as per IS 2542.\n6.3 Transverse/Flexural Strength\n6.3.1 Deflection shall not exceed 19 mm under a load of 340 N.\n6.3.2 Flexural strength — See Table 2.\n6.3.3 Impact strength — When tested by Charpy test, shall have a value as per Table 2.\n6.4 Jolting test — None of the sample should show\ncrack or chipping off from the surface before 80 cycles of jolting. Note — For methods of tests, refer to Appendices A and B on the standard, relevant parts of IS 2380 Methods of test for wood\nparticle boards and boards from other lignocellulosic matarials, IS 2542 (Part 2): Methods of tests for gupsum plaster, concrete and products: Part 2 gypsum products.\nFor detailed information, refer to IS 2095 (Part 3) : 1996 Specification for gypsum plaster boards: Part 3 Reinforced gypsum plaster boards (second revision).\nTABLE 2 FLEXURAL AND IMPACT STRENGTH OF GRG BOARDS.\nAverage Flexural\nMinimum Flexural\nAverage Impact\nMinimum Impact\nStrength\nStrength on\nStrength\nStrength on\nMpa\nEither Side\nN/mm2\nEither Side\nMpa\nN/mm2\nN/mm2\n18\n15\n17\n14\n6.5 Free Moisture — Shall not exceed 2 percent.\n6.6 Surface hardness— Impression by a steel ball of\n10 mm kept on the board for 5 minutes, shall not exceed\n8 mm in diameter.\n6.7 Water Absorption— Shall not exceed 15 percent in\n24 hours.\n6.8 Swelling— Fro GRG when tested as per IS 2380\n(Part 17) the value shall not exceed 0.5 percent in 24 hours.\n6.9 Fibre content — Shall be determined as per\nIS 2542 (Part 1) Type I Under coat —\n1) Browning plaster,\n2) Metal lathing plaster\nType II Final coat plaster —\n1) Finish plaster,\n2) Board finish plaster,\n3) Anhydrous gypsum plasters are for finishing only, and\n4) Keene’s plaster is for finishing only.\n3. Chemical Requirements - See Table 1\nTABLE 1 CHEMICAL COMPOSITION Requirement\nSl.\nParticulars\nPlaster of Paris Retarded\nAnhydrous Keene’sPlaster\nNo.\nHemihydrate\nGypsum Plaster\nGypsum Plaster\n(1)\n(2)\n(3) (4)\n(5)\n(6)\ni)\nSO3, percent by mass, Min\n35 35\n40\n47\n(ii)\nCaO, percent by mass, Min\n2/3 of SO3content 2/3 of SO3content\n2/3 of SO3content\n2/3 of SO3content iii)\nSoluble magnesium\n0.3 0.3\n0.3\n0.3 salts, expressed as\npercentage of MgO,\nMax iv)\nSoluble sodium salts,\n0.3 0.3\n0.3\n0.3 expresed as percentage\nof Na2 O, Max v)\nLoss on ignition,\nNot greater Not greater\n3.0 Max\n2.0 Max\npercent by mass than 9 than 9 and less and less than 4 than 4 vi)\nFree lime, Min\n– 3*\n—\n—\npercent\n* Applicable to metal lathing plaster" }, { "standard_id": "IS 2547 (Part 1): 1976", "title": "Gypsum Building Plasters", "category": "Gypsum Building Materials", - "summary": "Requirements for premixed lightweight plaster consisting esentially of gypsum plaster and lightweight aggregate used in general building operations.", + "summary": "Covers the classification and chemical and physical requirements for gypsum building plasters which possess a definite set due to hydration of calcium sulphate, anhydrous or hemihydrate, to form gypsum and are used in the manufacture of gypsum building products. Premixed lightweight building plasters are not included.", "keywords": [ "plaster", "plasters", "gypsum", "pats", "popping", - "indentation", - "set" + "set", + "pitting" ], "key_sections": { - "Physical Requirements": "See Table 2. Purity — No material shall be added to gypsum plasters except those which are necessary to control the setting, such as sodium citrate, break drown products of keratin, potassium sulphate, sodium sulplate alum and zine sulphate; or working characteristics such as alkyl - Aryl sulphonate or to impart anti-corrosion such as nitrates and nitrites of alkali metals or fungicidal properties. Note — For methods of tests, refer to Appendices A to C of the standard, IS 1288:1982 Methods of test for mineral gypsum (second revision) and relevant parts of IS 2542 Methods of test for gypsum plaster, concrete and products. For detailed information, refer to IS 2547 (Part 1):1976 Specification for gypsum building plaster: Part 1 Excluding premixed light weight plasters .", - "Scope": "Requirements for premixed lightweight plaster consisting esentially of gypsum plaster and lightweight aggregate used in general building operations. 2. Classification Type A – Under coat plasters — a) Browning plaster, b) Metal lathing paster, c) Bonding plaster Type B – Final coat plaster — Finish plaster.", - "Chemical Requirements": "See Table 1. TABLE -1 PROPERTIES OF DIFFERENT TYPES OF PLASTERS. SL.No. Particulars UnderCoat Plasters Final Coat Plasters (TypeA) (Type B) Browning Metal Bonding Finish Plaster Lathing Plaster Plaster Plaster (1) (2) (3) (4) (5) (6) I) Sum of soluble sodium and 0.25 0.25 No upper limit 0.25 magnesium salt contents, expressed as percentages of sodium oxide (Na2O), and magnesium oxide (MgO) by mass, Max ii) Dry bulk density, Max, kg/m3 640 770 770 – iii) Dry set density, Max, kg/m3 850 1 040 1 040 – iv) Compressive strength, Min, N/mm2 0.93 1.0 1.0 – v) Free lime content, by percent, – 2½ – – mass, Min, vi) Mechanical resistance – – – Diameter of the indentation shall not be less than 4 mm and not more than 5.5 mm." + "Scope": "Covers the classification and chemical and physical requirements for gypsum building plasters which possess a definite set due to hydration of calcium sulphate, anhydrous or hemihydrate, to form gypsum and are used in the manufacture of gypsum building products. Premixed lightweight building plasters are not included. 2. Classification a) Plaster of paris, b) Retarded hemihydrate gypsum plaster PART 1 EXCLUDING PREMIXED LIGHTWEIGHT PLASTERS (First Revision) TABLE 2 PHYSICAL REQUIREMENT Requirements S.LNo. Particulars Plaster of Paris Anhydrous Keene’s Plaster Gypsum Plaster Type A (short) Type B (long time setting time setting (1) (2) (3) (4) (5) (6) i) Setting time – – – – minutes: a)Plaster sand 45-120 120-900 – – mixture b)Neat 20-40 60-180 20-360 20-360 plaster ii) Transverse 5 4* – – ", + "Physical Requirements": "See Table 2. Purity — No material shall be added to gypsum plasters except those which are necessary to control the setting, such as sodium citrate, break drown products of keratin, potassium sulphate, sodium sulplate alum and zine sulphate; or working characteristics such as alkyl - Aryl sulphonate or to impart anti-corrosion such as nitrates and nitrites of alkali metals or fungicidal properties. Note — For methods of tests, refer to Appendices A to C of the standard, IS 1288:1982 Methods of test for mineral gypsum (second revision) and relevant parts of IS 2542 Methods of test for gypsum plaster, concrete and products. For detailed information, refer to IS 2547 (Part 1):1976 Specification for gypsum building plaster: Part 1 Excluding premixed light weight plasters ." }, - "content": "IS 2547 (Part 1): 1976 Gypsum Building Plasters\nPART 1 EXCLUDING PREMIXED LIGHTWEIGHT PLASTERS\n(First Revision) TABLE 2 PHYSICAL REQUIREMENT\nRequirements\nS.LNo. Particulars\nPlaster of Paris Anhydrous\nKeene’s Plaster Gypsum Plaster\nType A (short)\nType B (long time setting\ntime setting\n(1)\n(2)\n(3)\n(4)\n(5)\n(6)\ni)\nSetting time\n–\n–\n–\n–\nminutes: a)Plaster sand\n45-120\n120-900\n–\n–\nmixture b)Neat\n20-40\n60-180\n20-360\n20-360 plaster\nii)\nTransverse\n5 4*\n–\n–\nstrength kg/cm2,Min\niii)\nSoundness\nSet plaster pats\nSet plaster pats\nSet plaster pats\nSet plaster pats shall not show\nshall not show shall not show\nshall not show any sign of\nany sign of any sign of\nany sign of disintegration,\ndisintegration, disintegration,\ndisintegration, popping or\npopping or popping or\npopping or pitting\npitting pitting\npitting iv)\nMechanical\n–\n†Diameter of\nDiameter of the\nDiameter of the resistance of\nthe indentation indentation shall\nindentation set neat\nshall not be not be more than\nshall plaster\nless than 3 mm\n4 mm not be more\nand not more than 3.5 mm\nthan 4.5 mm v)\nResidue on 90\n5.0\n5.0*\n2.0\n2.0 mm sieve\n(1.0) † percenage, Max\nvi)\nExpansion on\n––\n0.20 at 24 h ‡\n–\n0.5 at 96 h setting\npercentage, Max\n*\nApplicable to undercoat plasters only.\n†\nApplicable to final coat plasters.\n‡\nApplicable to board finish plasters only.\n4. Physical Requirements — See Table 2.\nPurity — No material shall be added to gypsum plasters except those which are necessary to control the setting,\nsuch as sodium citrate, break drown products of keratin, potassium sulphate, sodium sulplate alum and zine\nsulphate; or working characteristics such as alkyl - Aryl sulphonate or to impart anti-corrosion such as nitrates\nand nitrites of alkali metals or fungicidal properties.\nNote — For methods of tests, refer to Appendices A to C of the standard, IS 1288:1982 Methods of test for mineral gypsum\n(second revision) and relevant parts of IS 2542 Methods of test for gypsum plaster, concrete and products.\nFor detailed information, refer to IS 2547 (Part 1):1976 Specification for gypsum building plaster: Part 1 Excluding premixed light weight plasters . 1. Scope — Requirements for premixed lightweight\nplaster consisting esentially of gypsum plaster and lightweight aggregate used in general building\noperations.\n2. Classification\nType A – Under coat plasters —\na) Browning plaster, b) Metal lathing paster,\nc) Bonding plaster Type B – Final coat plaster — Finish plaster.\n3. Physical and Chemical Requirements —\nSee Table 1. TABLE -1 PROPERTIES OF DIFFERENT TYPES OF PLASTERS.\nSL.No. Particulars UnderCoat Plasters\nFinal Coat Plasters (TypeA) (Type B)\nBrowning\nMetal\nBonding\nFinish\nPlaster\nLathing Plaster\nPlaster\nPlaster\n(1) (2)\n(3)\n(4) (5) (6)\nI)\nSum of soluble sodium and\n0.25\n0.25 No upper limit\n0.25 magnesium salt contents,\nexpressed as percentages of sodium oxide (Na2O), and\nmagnesium oxide (MgO)\nby mass, Max ii)\nDry bulk density, Max, kg/m3\n640\n770\n770\n–\niii)\nDry set density, Max, kg/m3\n850\n1 040\n1 040\n–\niv)\nCompressive strength, Min, N/mm2\n0.93\n1.0\n1.0\n–\nv)\nFree lime content, by percent,\n–\n2½\n–\n–\nmass, Min, vi)\nMechanical resistance\n–\n–\n–\nDiameter of the indentation shall not be\nless than 4 mm and not more than 5.5 mm." + "content": "IS 2547 (Part 1): 1976 Gypsum Building Plasters\n1. Scope — Covers the classification and chemical\nand physical requirements for gypsum building plasters which possess a definite set due to hydration of calcium\nsulphate, anhydrous or hemihydrate, to form gypsum and are used in the manufacture of gypsum building\nproducts. Premixed lightweight building plasters are not included.\n2. Classification a) Plaster of paris, b) Retarded hemihydrate gypsum plaster\nPART 1 EXCLUDING PREMIXED LIGHTWEIGHT PLASTERS\n(First Revision) TABLE 2 PHYSICAL REQUIREMENT\nRequirements\nS.LNo. Particulars\nPlaster of Paris Anhydrous\nKeene’s Plaster Gypsum Plaster\nType A (short)\nType B (long time setting\ntime setting\n(1)\n(2)\n(3)\n(4)\n(5)\n(6)\ni)\nSetting time\n–\n–\n–\n–\nminutes: a)Plaster sand\n45-120\n120-900\n–\n–\nmixture b)Neat\n20-40\n60-180\n20-360\n20-360 plaster\nii)\nTransverse\n5 4*\n–\n–\nstrength kg/cm2,Min\niii)\nSoundness\nSet plaster pats\nSet plaster pats\nSet plaster pats\nSet plaster pats shall not show\nshall not show shall not show\nshall not show any sign of\nany sign of any sign of\nany sign of disintegration,\ndisintegration, disintegration,\ndisintegration, popping or\npopping or popping or\npopping or pitting\npitting pitting\npitting iv)\nMechanical\n–\n†Diameter of\nDiameter of the\nDiameter of the resistance of\nthe indentation indentation shall\nindentation set neat\nshall not be not be more than\nshall plaster\nless than 3 mm\n4 mm not be more\nand not more than 3.5 mm\nthan 4.5 mm v)\nResidue on 90\n5.0\n5.0*\n2.0\n2.0 mm sieve\n(1.0) † percenage, Max\nvi)\nExpansion on\n––\n0.20 at 24 h ‡\n–\n0.5 at 96 h setting\npercentage, Max\n*\nApplicable to undercoat plasters only.\n†\nApplicable to final coat plasters.\n‡\nApplicable to board finish plasters only.\n4. Physical Requirements — See Table 2.\nPurity — No material shall be added to gypsum plasters except those which are necessary to control the setting,\nsuch as sodium citrate, break drown products of keratin, potassium sulphate, sodium sulplate alum and zine\nsulphate; or working characteristics such as alkyl - Aryl sulphonate or to impart anti-corrosion such as nitrates\nand nitrites of alkali metals or fungicidal properties.\nNote — For methods of tests, refer to Appendices A to C of the standard, IS 1288:1982 Methods of test for mineral gypsum\n(second revision) and relevant parts of IS 2542 Methods of test for gypsum plaster, concrete and products.\nFor detailed information, refer to IS 2547 (Part 1):1976 Specification for gypsum building plaster: Part 1 Excluding premixed light weight plasters ." }, { "standard_id": "IS 2547 (Part 2): 1976", @@ -2118,23 +2074,22 @@ "summary": "Requirements for gypsum partition blocks for use in non-load bearing construction in the interior of buildings and for the protection of columns, elevator shafts, etc, against fire.", "keywords": [ "gypsum", - "plaster", - "fibrous", "furnace", "block", "scoring", - "combustibility" + "combustibility", + "thermocouple", + "breadth" ], "key_sections": { - "Scope": "Requirements and the methods of sampling and tests for calcined gypsum plaster used in manufacturing fibrous plaster boards covered in IS 8273:1984*. Note — Gypsum building plasters are used extensively for general building operations and for the manufacture of preformed gypsum building products which have the specific advantages of lightness and high fire resistance. Fibrous plaster boards are used as coverings for walls, ceilings and partitions in normally dry environments in buildings.", + "Scope": "Requirements for gypsum partition blocks for use in non-load bearing construction in the interior of buildings and for the protection of columns, elevator shafts, etc, against fire.", "Types And Shapes": "Block may be solid type or hollow type and shall be truly rectangular in shape with straight and square edges and true surfaces. 3. Requirements 3.1 Dimensions 3.2 Tolerances — Length ± 3.0 mm Height and Breadth ± 1.5 mm 3.3 Scoring — When the surfaces of the block are scored, the scoring shall not reduce materially the thickness of the shell. Surfaces of the block shall be such that they afford a suitable bond with plaster.", "Compressive Strength": "Shall be not less than 2.0 N/mm2 based on gross area.", "General": "Combustibility — When tested in accordance with 6.2.1 of the standard no block shall: a) Cause the temperature readings of the furnace thermocouple to rise by more than 500C above the initial furnace temperature, b) Cause the temperature readings of the specimen thermocouple to rise by more than 500C above the initial furnace temperature, or c) Flame for more than 10 seconds.", "Visual Appearance": "Shall be sound, free from cracks, broken edges and other imperfections. Note — For the Methods of tests, refer to IS 2542 (Part 2)-1981 Methods of test for Gypsum plaster, concrete and products- Part 2 gypsum products (first revision) and IS 3808:1979 Method of test for non-combustibility of building materials (first revision) For detailed information, refer to IS 2849:1983 Specification for non- load bearing gypsum partition blocks (solid and hollow types) (first revision). Length Height Breadth Hollow Blocks Side and Edge thickness, Min Circular Holes Elliptical or Rectangular Holes L H B t t 700 Max in 700 Max in 60 – – multiples multiples 75 15 20 of 100 of 100 80 – – 100 20 20 125 25 30 150 15 20 Note—", - "All Dimensions In Millimeters": "2. Dimensions other than length, height and breadth for guidance only", - "Chemical Composition": "The plaster shall consist essentially of calcium sulphate hemihydrate ( ) . And shall contain not less than 42 percent sulphur trioxide (SO3) * Fibrous gypsum plaster boards (first revision). Note — For methods of tests, refer to Appendices A to E of the standard For detailed information, refer to IS 8272:1984 Specification for gypsum plaster for use in the manufactures of fibrous plaster boards (first revision)." + "All Dimensions In Millimeters": "2. Dimensions other than length, height and breadth for guidance only" }, - "content": "IS 2849: 1983 Non-Load Bearing Gypsum Partition Blocks (Solid And Hollow Types)\n(First Revision)\n1. Scope — Requirements for gypsum partition blocks\nfor use in non-load bearing construction in the interior of buildings and for the protection of columns, elevator\nshafts, etc, against fire.\n2. Types and Shapes — Block may be solid type or\nhollow type and shall be truly rectangular in shape with straight and square edges and true surfaces.\n3. Requirements\n3.1 Dimensions\n3.2 Tolerances —\nLength ± 3.0 mm Height and Breadth ± 1.5 mm\n3.3 Scoring — When the surfaces of the block are\nscored, the scoring shall not reduce materially the thickness of the shell. Surfaces of the block shall be\nsuch that they afford a suitable bond with plaster.\n4. Compressive Strength — Shall be not less\nthan 2.0 N/mm2 based on gross area.\n5. Non-Combustibility — When tested in\naccordance with 6.2.1 of the standard no block shall:\na)\nCause the temperature readings of the furnace thermocouple to rise by more than\n500C above the initial furnace temperature, b)\nCause the temperature readings of the specimen thermocouple to rise by more\nthan 500C above the initial furnace temperature, or\nc)\nFlame for more than 10 seconds.\n6. Visual Inspection — Shall be sound, free from\ncracks, broken edges and other imperfections.\nNote — For the Methods of tests, refer to IS 2542 (Part 2)-1981 Methods of test for Gypsum plaster, concrete and products-\nPart 2 gypsum products (first revision) and IS 3808:1979 Method of test for non-combustibility of building materials (first revision)\nFor detailed information, refer to IS 2849:1983 Specification for non- load bearing gypsum partition blocks (solid and hollow types) (first revision).\nLength Height Breadth\nHollow Blocks Side and\nEdge thickness, Min\nCircular Holes Elliptical or Rectangular Holes L\nH B t t\n700 Max in\n700 Max in\n60\n–\n–\nmultiples multiples\n75\n15\n20 of 100\nof 100\n80\n–\n–\n100\n20\n20\n125\n25\n30\n150\n15\n20\nNote— 1. All dimensions in millimeters — 2. Dimensions other than length, height and breadth for guidance only 1. Scope — Requirements and the methods of\nsampling and tests for calcined gypsum plaster used in manufacturing fibrous plaster boards\ncovered in IS 8273:1984*.\nNote — Gypsum building plasters are used extensively for\ngeneral building operations and for the manufacture of preformed gypsum building products which have the specific advantages of lightness and high fire resistance.\nFibrous plaster boards are used as coverings for walls, ceilings and partitions in normally dry environments in\nbuildings.\n2. Chemical Composition — The plaster shall\nconsist essentially of calcium sulphate hemihydrate\n( ) . And shall contain not less than 42 percent sulphur trioxide (SO3)\n* Fibrous gypsum plaster boards (first revision).\nNote — For methods of tests, refer to Appendices A to E of the standard\nFor detailed information, refer to IS 8272:1984 Specification for gypsum plaster for use in the manufactures of fibrous plaster boards (first revision)." + "content": "IS 2849: 1983 Non-Load Bearing Gypsum Partition Blocks (Solid And Hollow Types)\n(First Revision)\n1. Scope — Requirements for gypsum partition blocks\nfor use in non-load bearing construction in the interior of buildings and for the protection of columns, elevator\nshafts, etc, against fire.\n2. Types and Shapes — Block may be solid type or\nhollow type and shall be truly rectangular in shape with straight and square edges and true surfaces.\n3. Requirements\n3.1 Dimensions\n3.2 Tolerances —\nLength ± 3.0 mm Height and Breadth ± 1.5 mm\n3.3 Scoring — When the surfaces of the block are\nscored, the scoring shall not reduce materially the thickness of the shell. Surfaces of the block shall be\nsuch that they afford a suitable bond with plaster.\n4. Compressive Strength — Shall be not less\nthan 2.0 N/mm2 based on gross area.\n5. Non-Combustibility — When tested in\naccordance with 6.2.1 of the standard no block shall:\na)\nCause the temperature readings of the furnace thermocouple to rise by more than\n500C above the initial furnace temperature, b)\nCause the temperature readings of the specimen thermocouple to rise by more\nthan 500C above the initial furnace temperature, or\nc)\nFlame for more than 10 seconds.\n6. Visual Inspection — Shall be sound, free from\ncracks, broken edges and other imperfections.\nNote — For the Methods of tests, refer to IS 2542 (Part 2)-1981 Methods of test for Gypsum plaster, concrete and products-\nPart 2 gypsum products (first revision) and IS 3808:1979 Method of test for non-combustibility of building materials (first revision)\nFor detailed information, refer to IS 2849:1983 Specification for non- load bearing gypsum partition blocks (solid and hollow types) (first revision).\nLength Height Breadth\nHollow Blocks Side and\nEdge thickness, Min\nCircular Holes Elliptical or Rectangular Holes L\nH B t t\n700 Max in\n700 Max in\n60\n–\n–\nmultiples multiples\n75\n15\n20 of 100\nof 100\n80\n–\n–\n100\n20\n20\n125\n25\n30\n150\n15\n20\nNote— 1. All dimensions in millimeters — 2. Dimensions other than length, height and breadth for guidance only" }, { "standard_id": "IS 8272: 1984", @@ -2144,11 +2099,11 @@ "keywords": [ "pradesh", "timber", - "zone", "north", - "west", + "zone", "coniferous", - "logs" + "west", + "poles" ], "key_sections": { "Scope": "Details of the zonal distribution of common commercial timbers of India, classified according to their various uses, and information on the availability of these timbers and on some of their important properties.", @@ -2183,45 +2138,43 @@ "summary": "Covers the general classification of Indian timber species suitable for door and window shutters and frames. It also lays down the general requirements of quality, seasoning, moisture content and preservative treatmesnt for timber. This standard does not, however, cover the species suitable for flush doors.", "keywords": [ "durability", - "species", "group", + "species", "treatability", "timber", "coefficient", "refractory" ], "key_sections": { - "Scope": "Covers the requirements of coniferous sawn timber (baulks and scantling) 2. Species Trade Botanical Name Abbreviated Name symbol Chir Pinus roxburghi CHR Cypress Cupressus torulosa CYP Deodar Cedrus deodara DEO Fir Abies spp (Other than Abies densa) FIR Kail Pinus Wallichaiana KAL Khasi pine Pinus insularis KPI Red fir Abies densa RFI Spruce Picea simthiana SPR 3. Dimensions: Length — 1 m, 1.5 m, 2.0 m, 2.5 m, 3.0 m, and 3.5 m Cross Section 200 mm × 100 mm, 200 mm × 125 mm 200 mm × 150 mm, 200 mm × 200 mm 250 mm × 125 mm, 250 mm × 150 mm 300 mm × 150 mm 4. Measurement 4.1 Length — The length shall be measured from end to end in metres correct to 0.01m. 4.2 Width and Thickness — The width and thickness shall be measured at the narrowest place correct to 10 mm. 4.3 Volume — The volume shall ", + "Scope": "Covers the general classification of Indian timber species suitable for door and window shutters and frames. It also lays down the general requirements of quality, seasoning, moisture content and preservative treatmesnt for timber. This standard does not, however, cover the species suitable for flush doors.", "General Requirements": "The timber of all groups shall be free from decay, fungal growth, boxed heart, splits, pitch pockets or streaks on the exposed faces, and dead and loose knots. Live knots up to 25 mm diameter, not more than 3 per metre; live knots over 25 mm and up to 40 mm diameter not more than 2 per metre shall be permissible, provided they are evenly distributed and badly checked. Surface cracks not exceeding 2 mm in depth in timber intended for shutters and not exceeding 3 mm in depth in timber intended for frames shall be permitted. 3. Timber / Spices 3.1 Shutters—Timbers species for the manufacture of door an window shutters shall have adequate strength, weight, retention of shape, ease of working, ability to season well, finish smooth and shall be sufficiently durable and/or treatable. In addition,", "Seasoning And Moisture Content": "a) Class A—Highly refractory, b) Class B— Moderately refractory, and c) Class C—Non-refractory 4.1 Highly Refractory— Timber species are slow and difficult to season, free from surface and end cracking.", "Moderately Refractory Timber Species": "May be seasoned free from surface and end cracking within reasonably short periods, given a little protection againt rapid drying conditions. 4.3 Non-refractory Timber Species— May be rapidly seasoned free from surface and end cracking even in the open air and sun. If not rapidly dried, they develop blue stain and mould on the surface.Timber shall be seasoned to moisure content conforming to IS 287:1993* by a suitable process specified in IS 1141:1993+ and moisture content shall be determined as per IS 11215:1991‡.", "Durability And Preservative Treatment": "Timbers are classified for durability accoring to the average life of the test specimens as follows: Class Average Life (Months) I 120 and over II 60 and over but less than 120 * Permissible moisture content of timber used for different purposes (third revision). + Seasoning of timber (second revision). ‡ Methods for determination of moisture content of timber products (first revision). For detailed information, refer to IS 12896 : 1990 Specification for Indian timbers for door and window shutters and frames." }, - "content": "IS 12896: 1990 Indian Timbers For Door And\nWINDOW SHUTTERS AND FRAMES – CLASSIFICATION\n1. Scope – Covers the general classification of Indian\ntimber species suitable for door and window shutters and frames. It also lays down the general requirements of\nquality, seasoning, moisture content and preservative treatmesnt for timber. This standard does not, however,\ncover the species suitable for flush doors.\n2. General Requirements—The timber of all\ngroups shall be free from decay, fungal growth, boxed heart, splits, pitch pockets or streaks on the exposed\nfaces, and dead and loose knots. Live knots up to 25 mm diameter, not more than 3 per metre; live knots over\n25 mm and up to 40 mm diameter not more than 2 per metre shall be permissible, provided they are evenly\ndistributed and badly checked. Surface cracks not exceeding 2 mm in depth in timber intended for shutters\nand not exceeding 3 mm in depth in timber intended for frames shall be permitted.\n3. Timber / Spices\n3.1 Shutters—Timbers species for the manufacture of\ndoor an window shutters shall have adequate strength, weight, retention of shape, ease of working, ability to\nseason well, finish smooth and shall be sufficiently durable and/or treatable. In addition, for hgih class\npolished door shutters, it shall have excellent appearance and figure and shall have good gloss after polishing.\nThe timber species shall be classified into the following four groups based on strength coefficient, weight\n(expressed as a percentage of teak), durability and treatability, appearance, figure and polish adaptability,\nkeeping also in view their seasoning behaviour, retention of shape and workability.\n3.1.1\nSuper Group—\nStrength – More than or equal to 80 coefficient\nWeight – Between 75-115\nDurability – I or II\nIn addition, these shall be excellent in figure appearance, smooth finishing and polishing. Species of\nthis group are given in Annex A of the standard.\n3.1.2\nGroup I —\nStrength coefficient : More than or equal to 80 Weight\n– Between 75-115 Durability\n– I or II\nIn addition,these shall be good to very good in figure appearace and finishing. Species of this group are given\nin Annex B of the standard\n3.1.3\nGroup II — Strength coefficient : More than or equal to 70 Weight\n– 70-125 Durability\n– I, II or III (with treatbility\n(a), (b) or (c) see 5)\nSpecies of this groups are given in Annex C of the standard. Species which are comparable to Group\nII species in respect of strength, weight, seasoning, working and finishing characters but fall short only in\ntreatability, that is, belong to durability III, with treatability (d) or (e) or whose durability/treatability\ndata are not available shall be grouped in to Group II(A).\nThese species are also given in Annex C of the standardd. Doors made out of the timbers of Group\nII(A) will require special preservative treatment after fabrication.\n3.1.4 Group III — Strength : More than or equal to 60 coefficient Weight\n: 65-125 Durability\n: Any class or not know\nSpecies of this group are given in Annex D of the standard. Doors made out of the species in this group\nthat have durability/treatability Class III (d or e) or whose durability/treatability is not known will require\nspecial preservative treatment after fabrication.\n3.2 Frames —Timber species suitable for the\nmanufacture of door and window frames shall be classified into following three groups depending upon\nstrentgth coefficient, durability and treatability. III\nLess than 60\nThe treatability of heartwood of different species shall be classified into 5 grades [(a) to (e)], each grade being\ndefined as indicated below:\na) Heartwood easily treatable;\nb) Heartwood treatable but complete penetration not always obtained, in case where the least dimension is more than\n6 cm;\nc) Heartwood only partially treatable;\nd) Heartwood refractory to treatment; and e) Heartwood very refractory to treatment penetration of\npreservative being practically nil even from the ends.\nSapwood of even durability Class I species and heartwood and sapwood of durability Class II and III\nspecies shall be pressure treated with suitable preservatives conforming to IS 401: 1982* except in the\nfollowing conditions. Shutters manufactured from species belonging to Super Group in Annex A of the\nstandard having durability Class II shall be pressure/ vacuum treated after complete fabrication only with PCP/\nsolvent system. Shutters manufactured from species belonging to Group II(A) and Group III in Annex C of\nthe standard having durability/tretability III(d) or (e) or whose durability/treatability is not mentioned, shall be\npressure/vacuum treated with PCP/solvent system only after complete fabrication to ensure minimum\npenetration of 2 mm in the finished products. For frames, timber of the species of Group III belonging to durability/\ntreatabilty Class III (c) in Annex F of the standard shall be treated to refusal under pressure when proper\nretentions as in IS 401 : 1982* for ground contact condition are not achievable.\n* Preservation of timber (third revision)\n3.2.1 Group I — Strength coefficient : 80 or more Durability\n: I\nSpecies of this group are given in Annex E of the standard.\n3.2.2 Group II —\nStrength coefficient : 70 or more\nDurability : I, II [with treatability\n(a), (b), or (c) or III with treatability (a), or (b)]\n3.2.3 Group III—\nStrength coefficient —65 or more\nDurability— I, II (with any treatability class) or III [with treatability (a), (b) or (c)]\nSpecies of this group are given in Annex G of the standard.\n4. Seasoning and Moisture content —\na) Class A—Highly refractory, b) Class B— Moderately refractory, and\nc) Class C—Non-refractory\n4.1 Highly Refractory— Timber species are slow and\ndifficult to season, free from surface and end cracking.\n4.2. Moderately Refractory Timber Species— May be seasoned free from surface and end cracking within\nreasonably short periods, given a little protection againt rapid drying conditions.\n4.3 Non-refractory Timber Species— May be rapidly\nseasoned free from surface and end cracking even in the open air and sun. If not rapidly dried, they develop\nblue stain and mould on the surface.Timber shall be seasoned to moisure content conforming to IS 287:1993*\nby a suitable process specified in IS 1141:1993+ and moisture content shall be determined as per IS\n11215:1991‡.\n5. Durability and Preservative Treatment–\nTimbers are classified for durability accoring to the average life of the test specimens as follows: Class\nAverage Life (Months) I\n120 and over II\n60 and over but less than 120\n* Permissible moisture content of timber used for different purposes (third revision).\n+ Seasoning of timber (second revision).\n‡\nMethods for determination of moisture content of timber products (first revision).\nFor detailed information, refer to IS 12896 : 1990 Specification for Indian timbers for door and window shutters and frames. 1. Scope— Covers the requirements of coniferous\nsawn timber (baulks and scantling)\n2. Species\nTrade\nBotanical Name Abbreviated\nName symbol\nChir\nPinus roxburghi\nCHR\nCypress\nCupressus torulosa\nCYP\nDeodar\nCedrus deodara\nDEO\nFir\nAbies spp\n(Other than Abies densa)\nFIR\nKail\nPinus Wallichaiana\nKAL\nKhasi pine\nPinus insularis\nKPI\nRed fir\nAbies densa\nRFI\nSpruce\nPicea simthiana\nSPR\n3. Dimensions: Length — 1 m, 1.5 m, 2.0 m, 2.5 m,\n3.0 m, and 3.5 m\nCross Section\n200 mm × 100 mm,\n200 mm × 125 mm\n200 mm × 150 mm,\n200 mm × 200 mm\n250 mm × 125 mm,\n250 mm × 150 mm\n300 mm × 150 mm\n4. Measurement\n4.1 Length — The length shall be measured from end\nto end in metres correct to 0.01m.\n4.2 Width and Thickness — The width and thickness\nshall be measured at the narrowest place correct to\n10 mm.\n4.3 Volume — The volume shall be computed in cubic" + "content": "IS 12896: 1990 Indian Timbers For Door And\nWINDOW SHUTTERS AND FRAMES – CLASSIFICATION\n1. Scope – Covers the general classification of Indian\ntimber species suitable for door and window shutters and frames. It also lays down the general requirements of\nquality, seasoning, moisture content and preservative treatmesnt for timber. This standard does not, however,\ncover the species suitable for flush doors.\n2. General Requirements—The timber of all\ngroups shall be free from decay, fungal growth, boxed heart, splits, pitch pockets or streaks on the exposed\nfaces, and dead and loose knots. Live knots up to 25 mm diameter, not more than 3 per metre; live knots over\n25 mm and up to 40 mm diameter not more than 2 per metre shall be permissible, provided they are evenly\ndistributed and badly checked. Surface cracks not exceeding 2 mm in depth in timber intended for shutters\nand not exceeding 3 mm in depth in timber intended for frames shall be permitted.\n3. Timber / Spices\n3.1 Shutters—Timbers species for the manufacture of\ndoor an window shutters shall have adequate strength, weight, retention of shape, ease of working, ability to\nseason well, finish smooth and shall be sufficiently durable and/or treatable. In addition, for hgih class\npolished door shutters, it shall have excellent appearance and figure and shall have good gloss after polishing.\nThe timber species shall be classified into the following four groups based on strength coefficient, weight\n(expressed as a percentage of teak), durability and treatability, appearance, figure and polish adaptability,\nkeeping also in view their seasoning behaviour, retention of shape and workability.\n3.1.1\nSuper Group—\nStrength – More than or equal to 80 coefficient\nWeight – Between 75-115\nDurability – I or II\nIn addition, these shall be excellent in figure appearance, smooth finishing and polishing. Species of\nthis group are given in Annex A of the standard.\n3.1.2\nGroup I —\nStrength coefficient : More than or equal to 80 Weight\n– Between 75-115 Durability\n– I or II\nIn addition,these shall be good to very good in figure appearace and finishing. Species of this group are given\nin Annex B of the standard\n3.1.3\nGroup II — Strength coefficient : More than or equal to 70 Weight\n– 70-125 Durability\n– I, II or III (with treatbility\n(a), (b) or (c) see 5)\nSpecies of this groups are given in Annex C of the standard. Species which are comparable to Group\nII species in respect of strength, weight, seasoning, working and finishing characters but fall short only in\ntreatability, that is, belong to durability III, with treatability (d) or (e) or whose durability/treatability\ndata are not available shall be grouped in to Group II(A).\nThese species are also given in Annex C of the standardd. Doors made out of the timbers of Group\nII(A) will require special preservative treatment after fabrication.\n3.1.4 Group III — Strength : More than or equal to 60 coefficient Weight\n: 65-125 Durability\n: Any class or not know\nSpecies of this group are given in Annex D of the standard. Doors made out of the species in this group\nthat have durability/treatability Class III (d or e) or whose durability/treatability is not known will require\nspecial preservative treatment after fabrication.\n3.2 Frames —Timber species suitable for the\nmanufacture of door and window frames shall be classified into following three groups depending upon\nstrentgth coefficient, durability and treatability. III\nLess than 60\nThe treatability of heartwood of different species shall be classified into 5 grades [(a) to (e)], each grade being\ndefined as indicated below:\na) Heartwood easily treatable;\nb) Heartwood treatable but complete penetration not always obtained, in case where the least dimension is more than\n6 cm;\nc) Heartwood only partially treatable;\nd) Heartwood refractory to treatment; and e) Heartwood very refractory to treatment penetration of\npreservative being practically nil even from the ends.\nSapwood of even durability Class I species and heartwood and sapwood of durability Class II and III\nspecies shall be pressure treated with suitable preservatives conforming to IS 401: 1982* except in the\nfollowing conditions. Shutters manufactured from species belonging to Super Group in Annex A of the\nstandard having durability Class II shall be pressure/ vacuum treated after complete fabrication only with PCP/\nsolvent system. Shutters manufactured from species belonging to Group II(A) and Group III in Annex C of\nthe standard having durability/tretability III(d) or (e) or whose durability/treatability is not mentioned, shall be\npressure/vacuum treated with PCP/solvent system only after complete fabrication to ensure minimum\npenetration of 2 mm in the finished products. For frames, timber of the species of Group III belonging to durability/\ntreatabilty Class III (c) in Annex F of the standard shall be treated to refusal under pressure when proper\nretentions as in IS 401 : 1982* for ground contact condition are not achievable.\n* Preservation of timber (third revision)\n3.2.1 Group I — Strength coefficient : 80 or more Durability\n: I\nSpecies of this group are given in Annex E of the standard.\n3.2.2 Group II —\nStrength coefficient : 70 or more\nDurability : I, II [with treatability\n(a), (b), or (c) or III with treatability (a), or (b)]\n3.2.3 Group III—\nStrength coefficient —65 or more\nDurability— I, II (with any treatability class) or III [with treatability (a), (b) or (c)]\nSpecies of this group are given in Annex G of the standard.\n4. Seasoning and Moisture content —\na) Class A—Highly refractory, b) Class B— Moderately refractory, and\nc) Class C—Non-refractory\n4.1 Highly Refractory— Timber species are slow and\ndifficult to season, free from surface and end cracking.\n4.2. Moderately Refractory Timber Species— May be seasoned free from surface and end cracking within\nreasonably short periods, given a little protection againt rapid drying conditions.\n4.3 Non-refractory Timber Species— May be rapidly\nseasoned free from surface and end cracking even in the open air and sun. If not rapidly dried, they develop\nblue stain and mould on the surface.Timber shall be seasoned to moisure content conforming to IS 287:1993*\nby a suitable process specified in IS 1141:1993+ and moisture content shall be determined as per IS\n11215:1991‡.\n5. Durability and Preservative Treatment–\nTimbers are classified for durability accoring to the average life of the test specimens as follows: Class\nAverage Life (Months) I\n120 and over II\n60 and over but less than 120\n* Permissible moisture content of timber used for different purposes (third revision).\n+ Seasoning of timber (second revision).\n‡\nMethods for determination of moisture content of timber products (first revision).\nFor detailed information, refer to IS 12896 : 1990 Specification for Indian timbers for door and window shutters and frames." }, { "standard_id": "IS 190: 1991", "title": "Coniferous Sawn Timber", "category": "Timber", - "summary": "Covers wood poles made of both broad leaved and coniferous species of timber and suitable for carrying overhead electric power transmission lines, telephone and telegraph circuits.", + "summary": "Covers the requirements of coniferous sawn timber (baulks and scantling)", "keywords": [ "timber", - "poles", - "categorized", "sawn", - "ultimate", - "groups", - "represented" + "pinus", + "fir", + "abies", + "baulks", + "correct" ], "key_sections": { + "Scope": "Covers the requirements of coniferous sawn timber (baulks and scantling) 2. Species Trade Botanical Name Abbreviated Name symbol Chir Pinus roxburghi CHR Cypress Cupressus torulosa CYP Deodar Cedrus deodara DEO Fir Abies spp (Other than Abies densa) FIR Kail Pinus Wallichaiana KAL Khasi pine Pinus insularis KPI Red fir Abies densa RFI Spruce Picea simthiana SPR 3. Dimensions: Length — 1 m, 1.5 m, 2.0 m, 2.5 m, 3.0 m, and 3.5 m Cross Section 200 mm × 100 mm, 200 mm × 125 mm 200 mm × 150 mm, 200 mm × 200 mm 250 mm × 125 mm, 250 mm × 150 mm 300 mm × 150 mm 4. Measurement 4.1 Length — The length shall be measured from end to end in metres correct to 0.01m. 4.2 Width and Thickness — The width and thickness shall be measured at the narrowest place correct to 10 mm. 4.3 Volume — The volume shall ", "Requirements": "Shall be air seasoned to a moisture content not exceeding 20 percent within a depth of 15 mm from the surface, excluding a l e n g t h of 300 mm from each end.", "Grading": "The coniferous sawn timber shall be of three grades, that is Special Grade, Grade1 and Grade 2, depending upon prohibited and permissible defects. 7. Prohibited and Permissable Defects 7.1 Prohibited Defects— The sawn timber of all the three grades shall be free from spiral or twisted grain, warp, any kind of decay or live insect attack. Special grade sawn timber shall be free from centre heart, wane, cup shakes, borer holes (dead infestation) sapstain (bluestain) and knots also. Grade 1 shall be free from cup shakes also. 7.2 Permissible Defects—The defects to the extent specified in Table 1 of the standard .", - "End Coating": "To prevent and to minimize end cracking, splitting, etc, the ends of each baulk and scantling, up to a distance of at least 25 mm more than the length of longest split, shall be adequately coated with any of the materials mentioned in IS 1141 : 1993* *Seasoning timber — Code of Practice. Note — For methods of measurement of defects in timber, refer to IS 3364 (Part 2): 1976 Methods of measurement and evaluation of defects in timber: (Part 2) Converted timber (first revision). For detail information refer to IS 190:1991 Specifications for Coniferous sawn timber (baulks and scantilings) (fourth revision).", - "Scope": "Covers wood poles made of both broad leaved and coniferous species of timber and suitable for carrying overhead electric power transmission lines, telephone and telegraph circuits.", - "Species Of Timber": "The species of timber suitable for wood poles are categorized into three groups, as indicated below, based on the modulus of rupture of small clear specimens tested in the green state, that is, more than 25 percent moisture content: Group A - Very strong timber having a modulus of rupture in bending of 85 N/mm2 and over, represented by sal. Group B - Strong timber having a modulus of rupture in bending of 65 to 85 N/mm2, represented by teak. Group C - Moderately strong timber having a modulus of rupture in bending of 45 to 65 N/mm2, represented by chir. The species of timber recommended for wood poles categorized into the three groups are given in Table 1.", - "Classification": "The wood poles shall be classified in seven classes based on strength (see Note). The dimensions of different classes categorized into three groups see 2 are given in Table 2. Note - Class 1 — Ultimate breaking load not less than 13500 N. Class 2 — Ultimate breaking load not less than 11000 N and not more than 13500 N. Class 3 — Ultimate breaking load not less than 8 500 N and not more than 11 000 N. Class 4 — Ultimate breaking load not less than 7 000 N and not more than8 500 N." + "End Coating": "To prevent and to minimize end cracking, splitting, etc, the ends of each baulk and scantling, up to a distance of at least 25 mm more than the length of longest split, shall be adequately coated with any of the materials mentioned in IS 1141 : 1993* *Seasoning timber — Code of Practice. Note — For methods of measurement of defects in timber, refer to IS 3364 (Part 2): 1976 Methods of measurement and evaluation of defects in timber: (Part 2) Converted timber (first revision). For detail information refer to IS 190:1991 Specifications for Coniferous sawn timber (baulks and scantilings) (fourth revision)." }, - "content": "IS 190: 1991 Coniferous Sawn Timber\n(BAULKS AND SCANTLINGS)\n(Fourth Revision)\nmetres correct to three places of decimals.\n5. Requirements— Shall be air seasoned to a\nmoisture content not exceeding 20 percent within a depth of 15 mm from the surface, excluding a l e n g t h\nof 300 mm from each end.\n6. Grading— The coniferous sawn timber shall be\nof three grades, that is Special Grade, Grade1 and Grade\n2, depending upon prohibited and permissible defects.\n7. Prohibited and Permissable Defects\n7.1 Prohibited Defects— The sawn timber of all the\nthree grades shall be free from spiral or twisted grain, warp, any kind of decay or live insect attack. Special\ngrade sawn timber shall be free from centre heart, wane, cup shakes, borer holes (dead infestation) sapstain\n(bluestain) and knots also. Grade 1 shall be free from cup shakes also.\n7.2 Permissible Defects—The defects to the extent\nspecified in Table 1 of the standard .\n8. End Coating — To prevent and to minimize end\ncracking, splitting, etc, the ends of each baulk and scantling, up to a distance of at least 25 mm more than\nthe length of longest split, shall be adequately coated with any of the materials mentioned in IS 1141 : 1993*\n*Seasoning timber — Code of Practice.\nNote — For methods of measurement of defects in timber, refer to IS 3364 (Part 2): 1976 Methods of measurement and evaluation\nof defects in timber: (Part 2) Converted timber (first revision).\nFor detail information refer to IS 190:1991 Specifications for Coniferous sawn timber (baulks and scantilings) (fourth revision). 1. Scope—Covers wood poles made of both broad\nleaved and coniferous species of timber and suitable for carrying overhead electric power transmission lines,\ntelephone and telegraph circuits.\n2. Species of Timber — The species of timber\nsuitable for wood poles are categorized into three groups, as indicated below, based on the modulus of rupture of\nsmall clear specimens tested in the green state, that is, more than 25 percent moisture content:\nGroup A -\nVery strong timber having a modulus of rupture in bending of 85 N/mm2 and over,\nrepresented by sal.\nGroup B -\nStrong timber having a modulus of rupture in bending of 65 to 85 N/mm2, represented by\nteak.\nGroup C -\nModerately strong timber having a modulus of rupture in bending of 45 to 65 N/mm2,\nrepresented by chir. The species of timber recommended for wood poles categorized into\nthe three groups are given in Table 1.\n3. Classification — The wood poles shall be\nclassified in seven classes based on strength (see Note).\nThe dimensions of different classes categorized into three groups see 2 are given in Table 2.\nNote -\nClass 1 —\nUltimate breaking load not less than\n13500 N.\nClass 2 —\nUltimate breaking load not less than 11000\nN and not more than 13500 N.\nClass 3 —\nUltimate breaking load not less than\n8 500 N and not more than 11 000 N.\nClass 4 —\nUltimate breaking load not less than 7 000\nN and not more than8 500 N." + "content": "IS 190: 1991 Coniferous Sawn Timber\n1. Scope— Covers the requirements of coniferous\nsawn timber (baulks and scantling)\n2. Species\nTrade\nBotanical Name Abbreviated\nName symbol\nChir\nPinus roxburghi\nCHR\nCypress\nCupressus torulosa\nCYP\nDeodar\nCedrus deodara\nDEO\nFir\nAbies spp\n(Other than Abies densa)\nFIR\nKail\nPinus Wallichaiana\nKAL\nKhasi pine\nPinus insularis\nKPI\nRed fir\nAbies densa\nRFI\nSpruce\nPicea simthiana\nSPR\n3. Dimensions: Length — 1 m, 1.5 m, 2.0 m, 2.5 m,\n3.0 m, and 3.5 m\nCross Section\n200 mm × 100 mm,\n200 mm × 125 mm\n200 mm × 150 mm,\n200 mm × 200 mm\n250 mm × 125 mm,\n250 mm × 150 mm\n300 mm × 150 mm\n4. Measurement\n4.1 Length — The length shall be measured from end\nto end in metres correct to 0.01m.\n4.2 Width and Thickness — The width and thickness\nshall be measured at the narrowest place correct to\n10 mm.\n4.3 Volume — The volume shall be computed in cubic\n(BAULKS AND SCANTLINGS)\n(Fourth Revision)\nmetres correct to three places of decimals.\n5. Requirements— Shall be air seasoned to a\nmoisture content not exceeding 20 percent within a depth of 15 mm from the surface, excluding a l e n g t h\nof 300 mm from each end.\n6. Grading— The coniferous sawn timber shall be\nof three grades, that is Special Grade, Grade1 and Grade\n2, depending upon prohibited and permissible defects.\n7. Prohibited and Permissable Defects\n7.1 Prohibited Defects— The sawn timber of all the\nthree grades shall be free from spiral or twisted grain, warp, any kind of decay or live insect attack. Special\ngrade sawn timber shall be free from centre heart, wane, cup shakes, borer holes (dead infestation) sapstain\n(bluestain) and knots also. Grade 1 shall be free from cup shakes also.\n7.2 Permissible Defects—The defects to the extent\nspecified in Table 1 of the standard .\n8. End Coating — To prevent and to minimize end\ncracking, splitting, etc, the ends of each baulk and scantling, up to a distance of at least 25 mm more than\nthe length of longest split, shall be adequately coated with any of the materials mentioned in IS 1141 : 1993*\n*Seasoning timber — Code of Practice.\nNote — For methods of measurement of defects in timber, refer to IS 3364 (Part 2): 1976 Methods of measurement and evaluation\nof defects in timber: (Part 2) Converted timber (first revision).\nFor detail information refer to IS 190:1991 Specifications for Coniferous sawn timber (baulks and scantilings) (fourth revision)." }, { "standard_id": "IS 876: 1992", @@ -2258,7 +2211,7 @@ "prohibited", "estimated", "scantling", - "axe" + "grade" ], "key_sections": { "Treatment": "Prophylactic treatment is optional.", @@ -2280,7 +2233,7 @@ "rot", "prohibited", "radiata", - "species" + "fir" ], "key_sections": { "Scope": "Covers the species, grades, requirements and treatments for timber used in the construction of cooling towers.", @@ -2337,12 +2290,12 @@ "summary": "Covers the various requirements of structural timber for use in buildings. It includes classification and grouping of different species of timber, their suitability for permanent and temporary structures, factors affecting strength, tolerances on dimensions, influence of defects and allowance for such defects in timber.", "keywords": [ "species", - "treatability", "durability", + "treatability", "heartwood", "listed", "choice", - "timber" + "suitability" ], "key_sections": { "Scope": "Covers the various requirements of structural timber for use in buildings. It includes classification and grouping of different species of timber, their suitability for permanent and temporary structures, factors affecting strength, tolerances on dimensions, influence of defects and allowance for such defects in timber. 2. Material 2.1 The species of timber recommended for various constructionl purposes are given in Table 1. 2.2 Based on permissible defects, cut sizes of structural timbers are classified in three grades, namely, select grade, Grade I and Grade II, materials maby be structural rejects, not suitable for structural members. 2.3 Moisture content of timber for various situations of buildings in different climate zones of the country shall conform to the requirement of IS 287: 1", @@ -2362,7 +2315,7 @@ "beetles", "knots", "rot", - "worm" + "post" ], "key_sections": {}, "content": "IS 883: 1994 Shall Be Multiplied By A) For Select Grade Timber\n1.16 b) For Grade II timber\n0.84\n5. Dimensions and Tolerances\n5.1 Sawn Timber — The cut sizes of timber for\nStructural purposes and the tolerance shall be those as given in IS 4891: 1988 ‡ except where net dimensions\nare specifically mentioned\nPermissible tolerances in measurements shall be as follows — a)\nFor measurements up to and including\n– 0 mm\n100 mm in width or thickness\n+ 3 mm b)\nFor measurements above 100mm\n– 3 mm in width or thickness\n+ 6 mm c)\nFor measurements of all sizes in\n– 0 mm length\n+ 10 mm\n6. Defects\n6.1 Prohibited Defects a)\nTimber with loose grain, splits, compression wood in coniferous structural timber, heart\nwood rot and sap rot and crookedness.\nb)\nWorm holes made by powder post beetles and pitch pockets.\n6.2 Permissible Defects\na)\nWanes are permitted provided they are not combined with knots and the reduction\nin strength on account of the wanes is not more than the reduction with themaximum\nallowable knots. Wanes may also be permitted provided there is no objection to its use as bearing area nailing edge and affects general appearances b)\nWorm holes other than those due to powder post beetles located and grounded to reduce\nthe strength of timber shall be evaluated in the same way as knots; and\nc)\nAll other defect which donot affect any of the mechanical properties of timber shall be\npermitted.\n+ Design of structural timber in building (fourth revision).\n# Preferred cut sizes of structural timber (first revision)." @@ -2374,20 +2327,19 @@ "summary": "Covers the requirements of various grades of teak squares based on defects.", "keywords": [ "squares", - "units", "defects", - "preferred", + "units", "teak", - "timber", - "consignment" + "consignment", + "whole", + "evaluation" ], "key_sections": { - "Scope": "Covers preferred cut sizes of timber for use in the following units: a) Roof trusses, b) Roof purlins, rafters, floor beams, etc; c) Partitions framing, covering; d) Centering; and e) Door / window/ventilators", + "Scope": "Covers the requirements of various grades of teak squares based on defects. 2. Grades Grade 1 — No single square shall contain more than 2.0 units of defects and the average for the whole consignment shall be not more than 0.75 units of defects. Grade 2 — No sigle square shall contain more than 4.0 units of defects and the average for the whole consignment shall not be more than 1.5 units of defects. Grade 3 — No single square shall contain more than 6.0 units of defects and the averge for the whole consignment shall not be more than 3 units of defects. For squares more than 5m in length the above limits shall be derived by the following equation— Permissible number of defects in squares more than 5m in length — L/5 × Permissible defect value according to grade. where L — length of squares", "General Requirements": "Teak squares shall be either sawn or hewn to a resonable evenness. All pieces shall have fairly straight and parallel sides with the planes of end-sections fairly perpendicular to the planes of the side surfaces.All squares shall be of good sound wood and free from defects other than those permitted Plugging or covering of the visible defects shall not be permitted in any form.All pieces shall be air-seasoned to a moisture content not exceeding 20 percent up to a depth of 15 mm from any portion of the surface excluding 30 cm from each end.", - "Dimensions": "All cross-sectional measurements shall be made at mid length of the teak square correct to 0.5 cm Length shall be measured from end to end correct to the nearest lower 0.05m at the corners of the ends, the shortest length parallel to longitudinal edges shall be taken as the length of the teak square.The volume of any piece shall be computed in m3 to the nearest third decimal place. 5. Permissible Defects and Their Evaluation 5.1 Curvature 5.2 Taper 5.3 Wane 5.4 Knots 5.5 Holes 5.6 Shakes 5.7 Checks and Splits 5.8 Other Defects—For extent of defects permitted, refer to 6 of the standard Note —For methods of measurement and evaluation of defects in timber, refer to IS 3364 (Part 2) : 1976 Methods of measurement and evaluation of defects in timber Part 2 Converted timber (first revision). For", - "Preferred Sizes": "Preferred cut sizes shall be as covered in Tables 1 to 4. For centering the preferred sizes shall be the same as for partition framing covered in Table 3. 3. Tolerances a) (i) For measurement up to 100 mm 0 to +3mm (ii) Measurement above 100 mm – 3 to + 6 mm b) Length for all sizes 0 to +10 mm TABLE 1 PREFERRED CUT SIZES OF STRUCTURAL TIMBERS FOR ROOF TRUSSES (Span from 3 to 20 meters) Thickness in mm Width in mm 20 40 50 60 80 100 —- —- —- 25 40 50 60 80 100 120 140 160 30 40 50 60 80 100 120 140 160 35 — — 60 80 100 120 140 160 40 — — 60 80 100 120 140 160 50 — — 60 80 100 120 140 160 60 — — — 80 100 120 140 160 80 — — — —- 100 120 140 160 Note1 — For truss spans marginally above 20 m, preferred cut sizes of structural timber maybe allowed. Note2 — Preferred length of timber : 1, 1.5, 2," + "Dimensions": "All cross-sectional measurements shall be made at mid length of the teak square correct to 0.5 cm Length shall be measured from end to end correct to the nearest lower 0.05m at the corners of the ends, the shortest length parallel to longitudinal edges shall be taken as the length of the teak square.The volume of any piece shall be computed in m3 to the nearest third decimal place. 5. Permissible Defects and Their Evaluation 5.1 Curvature 5.2 Taper 5.3 Wane 5.4 Knots 5.5 Holes 5.6 Shakes 5.7 Checks and Splits 5.8 Other Defects—For extent of defects permitted, refer to 6 of the standard Note —For methods of measurement and evaluation of defects in timber, refer to IS 3364 (Part 2) : 1976 Methods of measurement and evaluation of defects in timber Part 2 Converted timber (first revision). For" }, - "content": "IS 3731: 1985 Teak Squares\n(First Revision)\n1. Scope — Covers the requirements of various\ngrades of teak squares based on defects.\n2. Grades\nGrade 1 —\nNo single square shall contain more than 2.0 units of defects and the\naverage for the whole consignment shall be not more than 0.75 units of\ndefects.\nGrade 2 —\nNo sigle square shall contain more than 4.0 units of defects and the\naverage for the whole consignment shall not be more than 1.5 units of\ndefects.\nGrade 3 —\nNo single square shall contain more than 6.0 units of defects and the\naverge for the whole consignment shall not be more than 3 units of\ndefects.\nFor squares more than 5m in length the above limits shall be derived by the following equation—\nPermissible number of defects in squares more than 5m in length —\nL/5 × Permissible defect value according to grade.\nwhere L —\nlength of squares in m.The value derived shallnot exceed\ntwice the number of units of defects permitted for each\ngrade.\n3. General Requirements—Teak squares shall be\neither sawn or hewn to a resonable evenness. All pieces shall have fairly straight and parallel sides with the planes\nof end-sections fairly perpendicular to the planes of the side surfaces.All squares shall be of good sound wood\nand free from defects other than those permitted\nPlugging or covering of the visible defects shall not be permitted in any form.All pieces shall be air-seasoned\nto a moisture content not exceeding 20 percent up to a depth of 15 mm from any portion of the surface excluding\n30 cm from each end.\n4. Dimension and Their Measurements—\nAll cross-sectional measurements shall be made at mid length of the teak square correct to 0.5 cm Length shall\nbe measured from end to end correct to the nearest lower 0.05m at the corners of the ends, the shortest\nlength parallel to longitudinal edges shall be taken as the length of the teak square.The volume of any piece\nshall be computed in m3 to the nearest third decimal place.\n5. Permissible\nDefects and Their\nEvaluation\n5.1 Curvature\n5.2 Taper\n5.3 Wane\n5.4 Knots\n5.5 Holes\n5.6 Shakes\n5.7 Checks and Splits\n5.8 Other Defects—For extent of defects permitted, refer\nto 6 of the standard\nNote —For methods of measurement and evaluation of defects in timber, refer to IS 3364 (Part 2) : 1976 Methods of measurement\nand evaluation of defects in timber Part 2 Converted timber (first revision).\nFor detailed information refer to IS 3731 : 1985 Specification for teak squares (first revision). 1. Scope — Covers preferred cut sizes of timber for\nuse in the following units:\na)\nRoof trusses, b)\nRoof purlins, rafters, floor beams, etc;\nc) Partitions framing, covering;\nd) Centering; and e) Door / window/ventilators\n2. Preferred Sizes — Preferred cut sizes shall be\nas covered in Tables 1 to 4. For centering the preferred sizes shall be the same as for partition framing covered\nin Table 3.\n3. Tolerances\na) (i) For measurement up to 100 mm 0 to +3mm\n(ii) Measurement above 100 mm\n– 3 to + 6 mm b)\nLength for all sizes 0 to +10 mm\nTABLE 1 PREFERRED CUT SIZES OF STRUCTURAL TIMBERS FOR ROOF TRUSSES\n(Span from 3 to 20 meters)\nThickness in mm Width in mm\n20\n40\n50\n60\n80\n100\n—-\n—-\n—-\n25\n40\n50\n60\n80\n100\n120\n140\n160\n30\n40\n50\n60\n80\n100\n120\n140\n160\n35\n—\n—\n60\n80\n100\n120\n140\n160\n40\n—\n—\n60\n80\n100\n120\n140\n160\n50\n—\n—\n60\n80\n100\n120\n140\n160\n60\n—\n—\n—\n80\n100\n120\n140\n160\n80\n—\n—\n—\n—-\n100\n120\n140\n160\nNote1 — For truss spans marginally above 20 m, preferred cut sizes of structural timber maybe allowed.\nNote2 — Preferred length of timber : 1, 1.5, 2, 2.5 and 3 m.\nTABLE 2 PREFERRED CUT SIZES OF STRUCTURAL TIMBER FOR\nROOF PURLINS, RAFTERS, FLOOR BEAMS, ETC Thickness in mm\nWidth in mm 50 80\n100\n120\n140 — — — 60 80\n100\n120\n140\n160 — — 80 — 100 120\n140\n160 — —\n100 — — — —\n140\n160\n180\n200\nNote— Preferred length of timber: 1.5, 2, 2.5 and 3 m." + "content": "IS 3731: 1985 Teak Squares\n(First Revision)\n1. Scope — Covers the requirements of various\ngrades of teak squares based on defects.\n2. Grades\nGrade 1 —\nNo single square shall contain more than 2.0 units of defects and the\naverage for the whole consignment shall be not more than 0.75 units of\ndefects.\nGrade 2 —\nNo sigle square shall contain more than 4.0 units of defects and the\naverage for the whole consignment shall not be more than 1.5 units of\ndefects.\nGrade 3 —\nNo single square shall contain more than 6.0 units of defects and the\naverge for the whole consignment shall not be more than 3 units of\ndefects.\nFor squares more than 5m in length the above limits shall be derived by the following equation—\nPermissible number of defects in squares more than 5m in length —\nL/5 × Permissible defect value according to grade.\nwhere L —\nlength of squares in m.The value derived shallnot exceed\ntwice the number of units of defects permitted for each\ngrade.\n3. General Requirements—Teak squares shall be\neither sawn or hewn to a resonable evenness. All pieces shall have fairly straight and parallel sides with the planes\nof end-sections fairly perpendicular to the planes of the side surfaces.All squares shall be of good sound wood\nand free from defects other than those permitted\nPlugging or covering of the visible defects shall not be permitted in any form.All pieces shall be air-seasoned\nto a moisture content not exceeding 20 percent up to a depth of 15 mm from any portion of the surface excluding\n30 cm from each end.\n4. Dimension and Their Measurements—\nAll cross-sectional measurements shall be made at mid length of the teak square correct to 0.5 cm Length shall\nbe measured from end to end correct to the nearest lower 0.05m at the corners of the ends, the shortest\nlength parallel to longitudinal edges shall be taken as the length of the teak square.The volume of any piece\nshall be computed in m3 to the nearest third decimal place.\n5. Permissible\nDefects and Their\nEvaluation\n5.1 Curvature\n5.2 Taper\n5.3 Wane\n5.4 Knots\n5.5 Holes\n5.6 Shakes\n5.7 Checks and Splits\n5.8 Other Defects—For extent of defects permitted, refer\nto 6 of the standard\nNote —For methods of measurement and evaluation of defects in timber, refer to IS 3364 (Part 2) : 1976 Methods of measurement\nand evaluation of defects in timber Part 2 Converted timber (first revision).\nFor detailed information refer to IS 3731 : 1985 Specification for teak squares (first revision)." }, { "standard_id": "IS 4891: 1988", @@ -2397,8 +2349,8 @@ "keywords": [ "timber", "preferred", - "stocked", "window", + "stocked", "cut", "shrinkage", "shutters" @@ -2415,21 +2367,18 @@ "logs", "log", "defects", - "minor", - "pinus", "teak", - "permitted" + "units", + "contain", + "permissible" ], "key_sections": { - "Scope": "Covers the requirements of three grades of coniferous logs, that is, Grade 1, Grade 2 and Grade 3, for conversion into timber. 2. Grades Grade 1— 6 minor defects or 2 major and 2 minor defects. Grade 2— 9 minor defects or 3 major and 3 minor defects. Grade 3— 12 minor defects or 3 major and 6 minor defects.", + "Scope": "Covers the requiremens of various grades of teak logs intended for conversion purposes. It does not cover the requirements of teak logs for veneering purposes.", "General Requirements": "The logs shall be free from hollow heart, shatter, anykind of decay (rot) and live insect attack. All buttresses, remnants of branches and large knots shall be trimmed flush with the bole of log. The two ends should be clean-cut with a saw and shall be as close to the plane at right angles to the axis as possible. Plugging or covering of the visible defects shall not be permitted in any form. 3. Permissible Defects 3.1 Curvature 3.2 Shakes 3.3 Flutes 3.4 Knots 3.5 Check and Splits 3.6 Twist 3.7 Holes—For extent of defects permitted refer to 4 of the standard.", "Grades": "The logs of 2.5 m length shall be graded as below depending on cumulative value of the permissible defects: Grade 1 — No single log shall contain more than 2.5 units of defects. Grade 2 — No single log shall contain more than 5 units of defects Grade 3 — No single log shall contain more than 7.5 units of defects For logs more than 2.5 m in length, the limits given above shall be derived by the following equation; Permissible number of defects in logs more than 2.5 m in length = Where L — length of log in m, and P — permissible defect value for 2.5 m in length.", - "Dimensions": "The minimum dimensions of the logs shall be the following Length — 2.5 m Mid – girth — 1 m Note —For method of measurement of defects in timber, refer to IS 3364 (Part 1) : 1976 Methods of measurement and evaluvation of defects in timber Part 1 Logs (first revision). For detailed Information, refer to IS 4895 : 1985.Specification for Teak logs (first revision) 2.5× L P", - "Species Of Timber": "The logs shall be of the species of timber listed below— Trade Name Botanical Name Abbreviation Fr Abies pindrow Royale FIR Deodar Cedrus deodara D.Don DEO Cypress Cupressus torulasa D.Don CYP Spruce Picea Smithiana Boiss SPR Kail Pinus excelsa Wall KAL Khasi Pine Pinus Khasya Royle KPI Chir Pinus Roxburg Sargent CHR 4. Dimensions Minimum length 2.5 m Minimum mean mid-girth 1 m", - "Requirements": "The logs shall be free from hollow centre above 15percent of the basal area of the log, spiral grain, any kind of decay (rot), insect attack and any other defects (except those permitted in 6 below). The hollow centre throughout the length of the long shall not be permitted. 6. Permissible Defects 6.1 Lack of Straightness 6.2 Taper 6.3 End Splits 6.4 Surface Cracks 6.5 Cup Shakes 6.6 Knots 6.7 Hollow Centre 6.8 Wounds - For extent of defects permitted, refer to 8 of the standard", - "End Coating": "Shall be adequately coated, up to a distance of at least 125 mm, with any of the materials mentioned in IS 1141 : 1993*. Application of end coating on the logs shall be done soon after the inspection of the log. *Code of practice for seasoning of timber (second revision)." + "Dimensions": "The minimum dimensions of the logs shall be the following Length — 2.5 m Mid – girth — 1 m Note —For method of measurement of defects in timber, refer to IS 3364 (Part 1) : 1976 Methods of measurement and evaluvation of defects in timber Part 1 Logs (first revision). For detailed Information, refer to IS 4895 : 1985.Specification for Teak logs (first revision) 2.5× L P" }, - "content": "IS 4895: 1985 Teak Logs\n(First Revision)\n1. Scope — Covers the requiremens of various grades\nof teak logs intended for conversion purposes. It does not cover the requirements of teak logs for veneering\npurposes.\n2. General Requirements — The logs shall be\nfree from hollow heart, shatter, anykind of decay (rot)\nand live insect attack.\nAll buttresses, remnants of branches and large knots shall be trimmed flush with the bole of log. The two\nends should be clean-cut with a saw and shall be as close to the plane at right angles to the axis as possible.\nPlugging or covering of the visible defects shall not be permitted in any form.\n3. Permissible Defects\n3.1\nCurvature\n3.2\nShakes\n3.3\nFlutes\n3.4\nKnots\n3.5\nCheck and Splits\n3.6\nTwist\n3.7 Holes—For extent of defects permitted refer to 4 of\nthe standard.\n4. Grades— The logs of 2.5 m length shall be graded\nas below depending on cumulative value of the permissible defects:\nGrade 1 —\nNo single log shall contain more than\n2.5 units of defects.\nGrade 2 —\nNo single log shall contain more than\n5 units of defects\nGrade 3 —\nNo single log shall contain more than\n7.5 units of defects\nFor logs more than 2.5 m in length, the limits given above shall be derived by the following equation;\nPermissible number of defects in logs more than 2.5 m in length =\nWhere\nL — length of log in m, and\nP — permissible defect value for 2.5 m in length.\n5. Dimensions — The minimum dimensions of the\nlogs shall be the following\nLength\n— 2.5 m\nMid – girth — 1 m\nNote —For method of measurement of defects in timber, refer to IS 3364 (Part 1) : 1976 Methods of measurement and evaluvation\nof defects in timber Part 1 Logs (first revision).\nFor detailed Information, refer to IS 4895 : 1985.Specification for Teak logs (first revision)\n2.5×\nL\nP 1. Scope — Covers the requirements of three grades\nof coniferous logs, that is, Grade 1, Grade 2 and Grade 3, for conversion into timber.\n2. Grades\nGrade 1—\n6 minor defects or 2 major and 2 minor defects.\nGrade 2—\n9 minor defects or 3 major and 3 minor defects.\nGrade 3—\n12 minor defects or 3 major and 6 minor defects.\n3. Species —The logs shall be of the species of timber\nlisted below—\nTrade Name Botanical Name Abbreviation\nFr Abies pindrow Royale FIR\nDeodar Cedrus deodara D.Don\nDEO\nCypress Cupressus torulasa D.Don\nCYP\nSpruce Picea Smithiana Boiss\nSPR\nKail Pinus excelsa Wall\nKAL\nKhasi Pine Pinus Khasya Royle\nKPI\nChir Pinus Roxburg Sargent\nCHR\n4. Dimensions\nMinimum length\n2.5 m\nMinimum mean mid-girth\n1 m\n5. Requirements — The logs shall be free from\nhollow centre above 15percent of the basal area of the log, spiral grain, any kind of decay (rot), insect attack\nand any other defects (except those permitted in 6 below). The hollow centre throughout the length of the\nlong shall not be permitted.\n6. Permissible Defects\n6.1 Lack of Straightness\n6.2 Taper\n6.3 End Splits\n6.4 Surface Cracks\n6.5 Cup Shakes\n6.6 Knots\n6.7 Hollow Centre\n6.8 Wounds - For extent of defects permitted, refer to 8\nof the standard\n7. End Coating — Shall be adequately coated, up\nto a distance of at least 125 mm, with any of the materials mentioned in IS 1141 : 1993*. Application of end coating\non the logs shall be done soon after the inspection of the log.\n*Code of practice for seasoning of timber (second revision)." + "content": "IS 4895: 1985 Teak Logs\n(First Revision)\n1. Scope — Covers the requiremens of various grades\nof teak logs intended for conversion purposes. It does not cover the requirements of teak logs for veneering\npurposes.\n2. General Requirements — The logs shall be\nfree from hollow heart, shatter, anykind of decay (rot)\nand live insect attack.\nAll buttresses, remnants of branches and large knots shall be trimmed flush with the bole of log. The two\nends should be clean-cut with a saw and shall be as close to the plane at right angles to the axis as possible.\nPlugging or covering of the visible defects shall not be permitted in any form.\n3. Permissible Defects\n3.1\nCurvature\n3.2\nShakes\n3.3\nFlutes\n3.4\nKnots\n3.5\nCheck and Splits\n3.6\nTwist\n3.7 Holes—For extent of defects permitted refer to 4 of\nthe standard.\n4. Grades— The logs of 2.5 m length shall be graded\nas below depending on cumulative value of the permissible defects:\nGrade 1 —\nNo single log shall contain more than\n2.5 units of defects.\nGrade 2 —\nNo single log shall contain more than\n5 units of defects\nGrade 3 —\nNo single log shall contain more than\n7.5 units of defects\nFor logs more than 2.5 m in length, the limits given above shall be derived by the following equation;\nPermissible number of defects in logs more than 2.5 m in length =\nWhere\nL — length of log in m, and\nP — permissible defect value for 2.5 m in length.\n5. Dimensions — The minimum dimensions of the\nlogs shall be the following\nLength\n— 2.5 m\nMid – girth — 1 m\nNote —For method of measurement of defects in timber, refer to IS 3364 (Part 1) : 1976 Methods of measurement and evaluvation\nof defects in timber Part 1 Logs (first revision).\nFor detailed Information, refer to IS 4895 : 1985.Specification for Teak logs (first revision)\n2.5×\nL\nP" }, { "standard_id": "IS 5246: 2000", @@ -2442,8 +2391,8 @@ "represented", "load", "strong", - "rupture", - "class" + "class", + "rupture" ], "key_sections": { "Scope": "Covers the specification of jointed wood poles made of both broad leaved, and coniferous species of timber, grown in India, and suitable for carrying overhead electric power transmission lines, telephone and telegraph circuits.", @@ -2462,8 +2411,8 @@ "logs", "group", "log", - "lap", - "species" + "species", + "lap" ], "key_sections": { "Preliminary Treatment": "A prophylactic treatmen shall be given.", @@ -2546,8 +2495,8 @@ "keywords": [ "fraass", "determination", - "effect", "thin", + "effect", "oven", "film", "bituminous" @@ -2564,8 +2513,8 @@ "penetration", "paving", "thin", - "oven", "ratio", + "oven", "film", "mass" ], @@ -2595,37 +2544,37 @@ "standard_id": "IS 1217: 1978", "title": "Determination Of Mineral Matter (Ash)", "category": "Bitumen and Tar Products", - "summary": "Covers two types of tar each having five grades of road tars with different viscosity ranges suitable for different types of road construction under the climatic conditions prevalling in various parts of the country.", + "summary": "For detailed information, refer to IS 212:1983 Specification for crude coal tar for general use (second revision). 2. Composition Shall be obtained as a by product", "keywords": [ - "road", - "dressing", - "grades", - "tar", - "five", + "crude", "coal", - "types" + "obtained", + "tar", + "product", + "composition", + "use" ], - "key_sections": { - "Scope": "Covers two types of tar each having five grades of road tars with different viscosity ranges suitable for different types of road construction under the climatic conditions prevalling in various parts of the country. 2. Types and Grades 2.1 Types Type A — for surface dressing and dense tarsurfacings. Type B — for open graded premix carpet with or without seal coat. 2.2 Grades — There shall be five grades of road tar as follows : RT-1— For surface dressing under cold weather conditions and use on hill" - }, - "content": "IS 1217: 1978 Determination Of Mineral Matter (Ash)\nFor detailed information, refer to IS 212:1983 Specification for crude coal tar for general use\n(second revision).\n2. Composition Shall be obtained as a by product\nof destructive distillation of coal.\n3. Requirements See Table 1 1. Scope — Covers two types of tar each having\nfive grades of road tars with different viscosity ranges suitable for different types of road construction under\nthe climatic conditions prevalling in various parts of the country.\n2. Types and Grades\n2.1 Types\nType A — for surface dressing and dense tarsurfacings.\nType B — for open graded premix carpet with or without seal coat.\n2.2 Grades — There shall be five grades of road tar as\nfollows : RT-1— For surface dressing under cold weather conditions and use on hill" + "key_sections": {}, + "content": "IS 1217: 1978 Determination Of Mineral Matter (Ash)\nFor detailed information, refer to IS 212:1983 Specification for crude coal tar for general use\n(second revision).\n2. Composition Shall be obtained as a by product" }, { "standard_id": "IS 215: 1995", "title": "Road Tar", "category": "Bitumen and Tar Products", - "summary": "(Third Revision) roads at high altitudes as well as for priming the base; RT-2 — For surface painting in normal climatic conditions; RT-3 — a) For surface painting and renewal coat; b) For premix chipping carpet (top course and light carpets); RT-4 — For premix tar macadam (base course) and dense tar surfacing; and RT-5 — For grouping and water proofing. 3. Requirements 3.1 Road tars shall be prepared entirely from crude tar produced as a by- product of carbonization of coal to cover both high t", + "summary": "Covers two types of tar each having five grades of road tars with different viscosity ranges suitable for different types of road construction under the climatic conditions prevalling in various parts of the country.", "keywords": [ - "anthracene", - "oil", - "weight", "tars", "viscosity", - "evt", - "phenols" + "weight", + "road", + "anthracene", + "oil", + "tar" ], - "key_sections": {}, - "content": "IS 215: 1995 Road Tar\n(Third Revision)\nroads at high altitudes as well as for priming the base; RT-2 — For surface painting in normal climatic conditions; RT-3 — a) For surface painting and renewal coat; b) For premix chipping carpet (top course and light carpets); RT-4 — For premix tar macadam (base course)\nand dense tar surfacing; and RT-5 — For grouping and water proofing.\n3. Requirements\n3.1 Road tars shall be prepared entirely from crude tar\nproduced as a by- product of carbonization of coal to cover both high temperature (HT) and low temperature\n(LT) coal tars in coke ovens or retorts.\nTABLE 1 REQUIREMENTS FOR TYPE A ROAD TARS Sl. No. Characteristics\nLimits for Grades\nRT-1\nRT-2\nRT-3\nRT-4\nRT-5 (1) (2)\n(3)\n(4)\n(5)\n(6)\n(7) i)\nSpecific gravity at 27/27°C\n1.16-1.26\n1.16-1.26\n1.18-1.28\n1.18-1.28\n1.18-1.28 ii)\nViscosity by standard tar viscometer (10 mm cup) — a) Temperature of test, °C\n35\n40\n45\n55\n65 b) Viscosity in seconds\n30–55\n30–55\n35–60\n40–60\n40–60 iii)\nEquiviscous temperature (EVT)°C\n32–36\n37–41\n43–46\n53–57\n63–68 iv)\nSoftening point (R&B), °C\n15–19\n20–24\n26–29\n26–40\n45–50 v)\nDistillation fractions, percent by weight (g per 100g)\nDistilling — a) Light oil below 200°C\n0.5\n0.5\n0.5\n0.5\n0.5 b) Middle oil 200°C-270°C\n5–12\n2–9\n1–6\n0.5–4\n0–4 c) Heavy oil 270°C-300°C\n4–10\n4–8\n3–6\n2–7\n1–5 d) Anthracene oil 300°C-350°C 15–25\n16–26\n17–27\n18–29\n18–29 e) Pitch residue converted\n45–60\n50–65\n55–70\n60–75\n65–80 to 76°C (R &B) vi)\nSoftening point (R&B) of the pitch residue —\npercent by weight, Max a) at 300°C, Max\n48\n50\n52\n54\n56 b) at 360°C, Max\n90\n90\n90\n90\n90 vii)\nWater content, percent by weight, Max\n0.5\n0.5\n0.5\n0.5\n0.5 viii)\nPhenols, percent by weight, Max\n2.0\n2.0\n2.0\n2.0\n2.0 ix)\nNaphthalene, percent by weight,\n4.0\n3.5\n3.0\n2.5\n2.0\nMax x)\nRaw anthracene, percent\n3.5\n4.0\n4.0\n4.0\n4.0 by weight, Max xi) Matter insoluble in toluene, 22\n22 24 24\n24 percent by weight, Max TABLE 2 REQUIREMENTS FOR TYPE B ROAD TARS Sl.No. Characteristics\nLimits of Grades\nRT-1\nRT-2\nRT-3\nRT-4\nRT-5 (1) (2)\n(3)\n(4)\n(5)\n(6)\n(7) i)\nSpecific gravity at 27/27oC\n1.10-1.28\n1.10-1.28\n1.12-1.28\n1.12-1.28\n1.14-1.28 ii) Viscosity by standard tar\nviscometer (10 mm cup): a) Temperature of test, °C\n35\n40\n45\n55\n65 b) Viscosity in seconds\n30-55\n30-55\n35-60\n35-70\n35-70 iii) Equiviscous temperature (EVT)°C\n32-36\n37-41\n43-46\n53-57\n63-67 iv) Softening point (R&B), °C\n-\n-\n-\n-\n45-50 v) Distillation fractions, percent\nby weight (g per 100g)\nDistilling : a) Light oil below 170°C\n0.5\n0.5\n0.5\n0.5\n0.5 b) Middle oil 170oC-270°C\n5-12\n2-9\n1-6\n0-4\n0-4 c) Heavy oil 270oC-300°C\n4-10\n4-8\n3-6\n2-7\n1-5 d) Anthracene oil above 300°C\n17-27\n18-28\n18-28\n19-30\n19-30 e) Pitch residue converted\n50-70\n61-71\n64-74\n67-77\n70-80 to 76°C (R&B) vi) Softening point (R&B) of the pitch residue, °C a) at 300°C, Max\n40\n40\n40\n40\n40 b) at 360°C, Max\n80\n80\n80\n80\n80 vii) Water content, percent by\nweight, Max\n0.5\n0.5\n0.5\n0.5\n0.5 viii) Phenols, percent by\n2.0\n2.0\n2.0\n2.0\n2.0 weight, Max ix) Naphthalene, percent\n4.0\n3.5\n3.0\n2.5\n2.0 by weight, Max x) Raw anthracene, percent\n3.5\n4.0\n4.0\n4.0\n4.0 by weight, Max xi) Matter insoluble in toluene,\n22\n22\n24\n24\n24 percent by weight, Max\ns\nNote — For methods of tests, refer to\nIS 1202 : 1978 Methods of testing tar and bituminous material : Determination of specific gravity (first revision).\nIS 1205 : 1978 Determination of Softening point (first revision).\nIS 1206(Part 1) : 1978 Determination of viscosity: Part 1 Industrial viscosity (first revision).\nIS 1207 : 1978 Determination of equiriscous temperature (EVT) (first revision).\nIS 1211: 1978 Determination of water content (Deam and Stark method) (first revision).\nIS 1215 : 1978 Determination of matter insoluble in toluene (first revision).\nIS 1218 : 1978 Determination of phenols (first revision)." + "key_sections": { + "Scope": "Covers two types of tar each having five grades of road tars with different viscosity ranges suitable for different types of road construction under the climatic conditions prevalling in various parts of the country. 2. Types and Grades 2.1 Types Type A — for surface dressing and dense tarsurfacings. Type B — for open graded premix carpet with or without seal coat. 2.2 Grades — There shall be five grades of road tar as follows : RT-1— For surface dressing under cold weather conditions and use on hill (Third Revision) roads at high altitudes as well as for priming the base; RT-2 — For surface painting in normal climatic conditions; RT-3 — a) For surface painting and renewal coat; b) For premix chipping carpet (top course and light carpets); RT-4 — For premix tar macadam (base course) and de" + }, + "content": "IS 215: 1995 Road Tar\nof destructive distillation of coal.\n3. Requirements See Table 1 1. Scope — Covers two types of tar each having\nfive grades of road tars with different viscosity ranges suitable for different types of road construction under\nthe climatic conditions prevalling in various parts of the country.\n2. Types and Grades\n2.1 Types\nType A — for surface dressing and dense tarsurfacings.\nType B — for open graded premix carpet with or without seal coat.\n2.2 Grades — There shall be five grades of road tar as\nfollows : RT-1— For surface dressing under cold weather conditions and use on hill\n(Third Revision)\nroads at high altitudes as well as for priming the base; RT-2 — For surface painting in normal climatic conditions; RT-3 — a) For surface painting and renewal coat; b) For premix chipping carpet (top course and light carpets); RT-4 — For premix tar macadam (base course)\nand dense tar surfacing; and RT-5 — For grouping and water proofing.\n3. Requirements\n3.1 Road tars shall be prepared entirely from crude tar\nproduced as a by- product of carbonization of coal to cover both high temperature (HT) and low temperature\n(LT) coal tars in coke ovens or retorts.\nTABLE 1 REQUIREMENTS FOR TYPE A ROAD TARS Sl. No. Characteristics\nLimits for Grades\nRT-1\nRT-2\nRT-3\nRT-4\nRT-5 (1) (2)\n(3)\n(4)\n(5)\n(6)\n(7) i)\nSpecific gravity at 27/27°C\n1.16-1.26\n1.16-1.26\n1.18-1.28\n1.18-1.28\n1.18-1.28 ii)\nViscosity by standard tar viscometer (10 mm cup) — a) Temperature of test, °C\n35\n40\n45\n55\n65 b) Viscosity in seconds\n30–55\n30–55\n35–60\n40–60\n40–60 iii)\nEquiviscous temperature (EVT)°C\n32–36\n37–41\n43–46\n53–57\n63–68 iv)\nSoftening point (R&B), °C\n15–19\n20–24\n26–29\n26–40\n45–50 v)\nDistillation fractions, percent by weight (g per 100g)\nDistilling — a) Light oil below 200°C\n0.5\n0.5\n0.5\n0.5\n0.5 b) Middle oil 200°C-270°C\n5–12\n2–9\n1–6\n0.5–4\n0–4 c) Heavy oil 270°C-300°C\n4–10\n4–8\n3–6\n2–7\n1–5 d) Anthracene oil 300°C-350°C 15–25\n16–26\n17–27\n18–29\n18–29 e) Pitch residue converted\n45–60\n50–65\n55–70\n60–75\n65–80 to 76°C (R &B) vi)\nSoftening point (R&B) of the pitch residue —\npercent by weight, Max a) at 300°C, Max\n48\n50\n52\n54\n56 b) at 360°C, Max\n90\n90\n90\n90\n90 vii)\nWater content, percent by weight, Max\n0.5\n0.5\n0.5\n0.5\n0.5 viii)\nPhenols, percent by weight, Max\n2.0\n2.0\n2.0\n2.0\n2.0 ix)\nNaphthalene, percent by weight,\n4.0\n3.5\n3.0\n2.5\n2.0\nMax x)\nRaw anthracene, percent\n3.5\n4.0\n4.0\n4.0\n4.0 by weight, Max xi) Matter insoluble in toluene, 22\n22 24 24\n24 percent by weight, Max TABLE 2 REQUIREMENTS FOR TYPE B ROAD TARS Sl.No. Characteristics\nLimits of Grades\nRT-1\nRT-2\nRT-3\nRT-4\nRT-5 (1) (2)\n(3)\n(4)\n(5)\n(6)\n(7) i)\nSpecific gravity at 27/27oC\n1.10-1.28\n1.10-1.28\n1.12-1.28\n1.12-1.28\n1.14-1.28 ii) Viscosity by standard tar\nviscometer (10 mm cup): a) Temperature of test, °C\n35\n40\n45\n55\n65 b) Viscosity in seconds\n30-55\n30-55\n35-60\n35-70\n35-70 iii) Equiviscous temperature (EVT)°C\n32-36\n37-41\n43-46\n53-57\n63-67 iv) Softening point (R&B), °C\n-\n-\n-\n-\n45-50 v) Distillation fractions, percent\nby weight (g per 100g)\nDistilling : a) Light oil below 170°C\n0.5\n0.5\n0.5\n0.5\n0.5 b) Middle oil 170oC-270°C\n5-12\n2-9\n1-6\n0-4\n0-4 c) Heavy oil 270oC-300°C\n4-10\n4-8\n3-6\n2-7\n1-5 d) Anthracene oil above 300°C\n17-27\n18-28\n18-28\n19-30\n19-30 e) Pitch residue converted\n50-70\n61-71\n64-74\n67-77\n70-80 to 76°C (R&B) vi) Softening point (R&B) of the pitch residue, °C a) at 300°C, Max\n40\n40\n40\n40\n40 b) at 360°C, Max\n80\n80\n80\n80\n80 vii) Water content, percent by\nweight, Max\n0.5\n0.5\n0.5\n0.5\n0.5 viii) Phenols, percent by\n2.0\n2.0\n2.0\n2.0\n2.0 weight, Max ix) Naphthalene, percent\n4.0\n3.5\n3.0\n2.5\n2.0 by weight, Max x) Raw anthracene, percent\n3.5\n4.0\n4.0\n4.0\n4.0 by weight, Max xi) Matter insoluble in toluene,\n22\n22\n24\n24\n24 percent by weight, Max\ns\nNote — For methods of tests, refer to\nIS 1202 : 1978 Methods of testing tar and bituminous material : Determination of specific gravity (first revision).\nIS 1205 : 1978 Determination of Softening point (first revision).\nIS 1206(Part 1) : 1978 Determination of viscosity: Part 1 Industrial viscosity (first revision).\nIS 1207 : 1978 Determination of equiriscous temperature (EVT) (first revision).\nIS 1211: 1978 Determination of water content (Deam and Stark method) (first revision).\nIS 1215 : 1978 Determination of matter insoluble in toluene (first revision).\nIS 1218 : 1978 Determination of phenols (first revision)." }, { "standard_id": "IS 1219: 1978", @@ -2639,7 +2588,7 @@ "soft", "softening", "distillation", - "hard" + "road" ], "key_sections": { "Scope": "Requirements for the range of four grades of coal tar pitch from soft to hard consistencies with softening points varying from 45 to 92°C intended for the production of waterproofing, protective and binding compounds employed in masonary, steel, timber and concrete structures and also for the preparation of roofing felts. Note — Coal tar pitch is also used for caulking of decks, as a binder for carbon electrodes and coal briquetters, for damp-proof courses, fllooring mastics and as a base for coal tar paints. This is not suitable for formulation of quick drying black enamels nor for road construction.", @@ -2688,40 +2637,37 @@ "standard_id": "IS 1203: 1978", "title": "Determination Of Solubility In Carbon Disulphide Trichloroethylene.", "category": "Bitumen and Tar Products", - "summary": "Covers the physical and chemical requirements of industrial bitumen for use in buildings and other indusrtrial purposes.", + "summary": "Determination Of Solubility In Carbon Disulphide Trichloroethylene.", "keywords": [ - "bitumen", - "indusrtrial", - "cutback", - "waxy", - "crude", - "industrial", - "buildings" + "determination", + "solubility", + "carbon", + "disulphide", + "trichloroethylene" ], - "key_sections": { - "Scope": "Covers the physical and chemical requirements of industrial bitumen for use in buildings and other indusrtrial purposes.", - "Grades": "a) 85/25 b) 85/40 c) 90/15" - }, - "content": "IS 1203: 1978 Determination Of Solubility In Carbon Disulphide Trichloroethylene.\nFor detailed information, refer to IS 454 : 1991 Specifications for cutback bitumen from waxy crude (second revision). 1. Scope — Covers the physical and chemical\nrequirements of industrial bitumen for use in buildings and other indusrtrial purposes.\n2. Grades –\na) 85/25 b) 85/40\nc) 90/15" + "key_sections": {}, + "content": "IS 1203: 1978 Determination Of Solubility In Carbon Disulphide Trichloroethylene.\n" }, { "standard_id": "IS 702: 1988", "title": "Industrial Bitumen", "category": "Floor, Wall, Roof Coverings and Finishes", - "summary": "(Second Revision) d) 115/15 e) 135/10 f) 155/6 Note— The two values given in the grade denotes approximately softnening point and penetration respectively 3. Requirements — See Table 1 TABLE 1 REQUIREMENTS OF INDUSTRIAL BITUMEN Sl. Characteristics Requirements for Grades No. 85/25 85/40 90/15 115/15 135/10 155/6 (1) (2) (3) (4) (5) (6) (7) (8) i) Specific gravity at 27°C 1.00 to 1.05 1.00 to 1.05 1.01 to 1.06 1.02 to 1.07 1.02 to 1.071.02 to 1.07 ii) Flash point, cleveland open cup, °C 225 225 2", + "summary": "Covers the physical and chemical requirements of industrial bitumen for use in buildings and other indusrtrial purposes.", "keywords": [ "determination", "penetration", + "bitumen", "point", "ductility", "heating", - "softening", - "gravity" + "industrial" ], "key_sections": { + "Scope": "Covers the physical and chemical requirements of industrial bitumen for use in buildings and other indusrtrial purposes.", + "Grades": "a) 85/25 b) 85/40 c) 90/15 (Second Revision) d) 115/15 e) 135/10 f) 155/6 Note— The two values given in the grade denotes approximately softnening point and penetration respectively", "Requirements": "See Table 1 TABLE 1 REQUIREMENTS OF INDUSTRIAL BITUMEN Sl. Characteristics Requirements for Grades No. 85/25 85/40 90/15 115/15 135/10 155/6 (1) (2) (3) (4) (5) (6) (7) (8) i) Specific gravity at 27°C 1.00 to 1.05 1.00 to 1.05 1.01 to 1.06 1.02 to 1.07 1.02 to 1.071.02 to 1.07 ii) Flash point, cleveland open cup, °C 225 225 225 225 225 225 iii) Softening point, °C 80 to 90 80 to 90 85 to 100 110 to 120 130 to 140 150 to 160 iv) Penetration at 25°C, 20 to 30 35 to 45 10 to 20 8 to 20 7 to 12 2 to 10 100g, 5 sec, 1/10mm v) a) Loss on heating, percent by mass, Max 0.30 0.30 0.30 0.30 0.30 0.30 b) Penetration of the residue at 25°C, 100g, 5s, percent of original Min 60 60 60 60 60 60 vi) Ductility at 27°C, cm, Min 3 3 2 2 1 0 vii) Matter soluble in trichloro-ethylene, percent by mass, Min 99 9" }, - "content": "IS 702: 1988 Industrial Bitumen\n(Second Revision)\nd) 115/15 e) 135/10\nf) 155/6\nNote— The two values given in the grade denotes\napproximately softnening point and penetration respectively\n3. Requirements — See Table 1\nTABLE 1 REQUIREMENTS OF INDUSTRIAL BITUMEN Sl. Characteristics\nRequirements for Grades No.\n85/25\n85/40\n90/15\n115/15\n135/10\n155/6 (1) (2)\n(3)\n(4)\n(5)\n(6)\n(7) (8) i)\nSpecific gravity at 27°C 1.00 to 1.05\n1.00 to 1.05\n1.01 to 1.06\n1.02 to 1.07\n1.02 to 1.071.02 to 1.07 ii)\nFlash point, cleveland open cup, °C\n225\n225\n225\n225\n225\n225 iii)\nSoftening point, °C\n80 to 90\n80 to 90\n85 to 100\n110 to 120\n130 to 140 150 to 160 iv)\nPenetration at 25°C,\n20 to 30\n35 to 45\n10 to 20\n8 to 20\n7 to 12\n2 to 10\n100g, 5 sec, 1/10mm v)\na) Loss on heating, percent by mass, Max\n0.30\n0.30\n0.30\n0.30\n0.30\n0.30 b) Penetration of the residue at 25°C, 100g, 5s, percent of original Min\n60\n60\n60\n60\n60\n60 vi)\nDuctility at 27°C, cm, Min\n3\n3\n2\n2\n1\n0 vii)\nMatter soluble in trichloro-ethylene,\npercent by mass, Min 99\n99\n99\n99\n99\n99\nNote—For methods of tests, refer to\nIS 1202:1978 Methods of testing tar and bituminous materials, determination of specific gravity (first revision).\nIS 1203:1978 Determination of penetration (first revision)\nIS 1205:1978 Determination of softening point (first revision)\nIS 1208:1978 Determination of ductility (first revision)\nIS 1212:1978 Determination of loss on heating (first revision)\nIS 1216:1978 Determination of solubility in carbon disulphide trichloroethylene (first revision)" + "content": "IS 702: 1988 Industrial Bitumen\nFor detailed information, refer to IS 454 : 1991 Specifications for cutback bitumen from waxy crude (second revision). 1. Scope — Covers the physical and chemical\nrequirements of industrial bitumen for use in buildings and other indusrtrial purposes.\n2. Grades –\na) 85/25 b) 85/40\nc) 90/15\n(Second Revision)\nd) 115/15 e) 135/10\nf) 155/6\nNote— The two values given in the grade denotes\napproximately softnening point and penetration respectively\n3. Requirements — See Table 1\nTABLE 1 REQUIREMENTS OF INDUSTRIAL BITUMEN Sl. Characteristics\nRequirements for Grades No.\n85/25\n85/40\n90/15\n115/15\n135/10\n155/6 (1) (2)\n(3)\n(4)\n(5)\n(6)\n(7) (8) i)\nSpecific gravity at 27°C 1.00 to 1.05\n1.00 to 1.05\n1.01 to 1.06\n1.02 to 1.07\n1.02 to 1.071.02 to 1.07 ii)\nFlash point, cleveland open cup, °C\n225\n225\n225\n225\n225\n225 iii)\nSoftening point, °C\n80 to 90\n80 to 90\n85 to 100\n110 to 120\n130 to 140 150 to 160 iv)\nPenetration at 25°C,\n20 to 30\n35 to 45\n10 to 20\n8 to 20\n7 to 12\n2 to 10\n100g, 5 sec, 1/10mm v)\na) Loss on heating, percent by mass, Max\n0.30\n0.30\n0.30\n0.30\n0.30\n0.30 b) Penetration of the residue at 25°C, 100g, 5s, percent of original Min\n60\n60\n60\n60\n60\n60 vi)\nDuctility at 27°C, cm, Min\n3\n3\n2\n2\n1\n0 vii)\nMatter soluble in trichloro-ethylene,\npercent by mass, Min 99\n99\n99\n99\n99\n99\nNote—For methods of tests, refer to\nIS 1202:1978 Methods of testing tar and bituminous materials, determination of specific gravity (first revision).\nIS 1203:1978 Determination of penetration (first revision)\nIS 1205:1978 Determination of softening point (first revision)\nIS 1208:1978 Determination of ductility (first revision)\nIS 1212:1978 Determination of loss on heating (first revision)\nIS 1216:1978 Determination of solubility in carbon disulphide trichloroethylene (first revision)" }, { "standard_id": "IS 3117: 2004", @@ -2734,8 +2680,8 @@ "emulsified", "setting", "miscibility", - "fluxing", - "fair" + "fair", + "fluxing" ], "key_sections": { "Scope": "Physical and chemical requirements of grades of bitumen emulsion (anionic type) for roads and allied applcations. 2. Materials 2.1 Bitumen — The bitumen straight or fluxed, used for the manufacture of the emulsion, shall comply with the following requirements. a) The penetration shall be between 100 and 350; b) Softening point (Ring and Ball) shall not be higher than 48°C; c) Solubility in carbon disulphide shall not be less than 99.0 percent; and d) The loss of weight after heating for five hours at 163° shall not exceed two percent of the original weight. After carrying out this test the penetration of bitumen shall not be less than 60 percent of its original value. 2.1.1 If it is desired to modify the performance of the emulsion during periods of low temperature, fluxing the bitumen wit" @@ -2751,10 +2697,10 @@ "coal", "primers", "primer", - "pitches", "viscosity", - "penetration", - "solvents" + "pitches", + "hot", + "penetration" ], "key_sections": { "Scope": "Requirements of hot applied coal tar based coatings and their associated primers used for protecting iron and steel pipes. This standard covers two types of coating materials suitable for extremes of temperature (See Table 1).", @@ -2790,8 +2736,8 @@ "chips", "terrazo", "layer", - "sizevarying", - "coloured" + "coloured", + "sizevarying" ], "key_sections": { "Scope": "Requirements for cement concrete flooring tiles of plain cement, plain coloured and terrazo types. Chequered tiles are not covered. 2. Terminology", @@ -2862,19 +2808,18 @@ "category": "Floor, Wall, Roof Coverings and Finishes", "summary": "Requirements for ceramic unglazed vitreous acid resisting titles.", "keywords": [ - "silicate", "tiles", + "resisting", + "ceramic", "acid", - "potassium", - "resistant", - "kgf", - "sodium" + "vitreous", + "grooves", + "unglazed" ], "key_sections": { - "Scope": "Requirements for chemically setting silicate type of chemical resistant mortars for bonding chemical resistant mansonry units. Such mortars are resistant to most type of acids except hydrofluoric acid and concentrated orthophosphoric acids. They are not resistant to alkalis or to boiling water and steam. They deteriorate by continued exposure to water. 2. Materials 2.1 Binder — Solution of sodium silicate or potassium silicate with silica/sodium oxide or silica/potassium oxide molecular ratio of 3 to 3.7. Specific gravity 1.4. 2.2 Fillers — Silica, quartz, ganister, andesite, etc. 2.3 Selling Agent — Fluoride or acid compound.", - "Chemical Requirements": "Limits of chemical resistance may be settled between the purchaser and the supplier. TABLE 1 PHYSICAL REQUITEMENTS OF SILICATE TYPE CHEMICAL RESISTANT MOTARS Sl No. Property Requirement Sodium Potassium Silicate Silicate Type Type (1) (2) (3) (4) (i) Working time at 27 ± 2o C, 15 20 Min,minutes (ii) Flexural strength at 35 40 7 days,Min, kgf/cm2 (iii) Compressive strength at 100 150 7 days Min, kgf/cm2 (iv) Bond strength, Min kgf/cm2 5 5 (v) Absorption of toluene, Max, 18 18 percent by weight" + "Scope": "Requirements for ceramic unglazed vitreous acid resisting titles. 2. Dimensions and Tolerances 2.1 Sizes — (i) 100 × 100 mm or 98.5 × 98.5 mm (ii) 150 × 150 mm or 148.5 × 148.5 mm and (iii) 200 × 200 mm or 198.5 mm × 198.5 mm 2.2 Thickness — Shall be 25, 20, 12 and 10 mm. 2.3 The depth of the grooves on the under side of the tiles shall not exceed 3 mm. Note — The thickness of the tiles shall be measured after filling the grooves with cement mortar and drying. 2.4 Half tiles for use as full tiles, if manufactured, shall have dimensions which shall be such as to make the half tiles, when jointed together, match with the dimension of a full tile. 2.5 Tolerances — Tolerances on length, width and thickness of the tiles shall be ± 2.5 percent. 3. Requirements TABLE 1 REQUIREMENT OF CERAMIC UN- " }, - "content": "IS 4457: 1982 Ceramic Unglazed Vitreous Acid Resisting Tiles\n(First Revision)\nNote — For methods of tests, refer to Appendices of the standard.\nFor detailed information, refer to IS 4457 : 1982 Specificaion for ceramic unglazed vitreous acid resisting tiles (first revision).\n1. Scope — Requirements for ceramic unglazed\nvitreous acid resisting titles.\n2. Dimensions and Tolerances\n2.1 Sizes —\n(i)\n100 × 100 mm or 98.5 × 98.5 mm\n(ii)\n150 × 150 mm or 148.5 × 148.5 mm and\n(iii) 200 × 200 mm or 198.5 mm × 198.5 mm\n2.2 Thickness — Shall be 25, 20, 12 and 10 mm.\n2.3 The depth of the grooves on the under side of the\ntiles shall not exceed 3 mm.\nNote — The thickness of the tiles shall be measured after\nfilling the grooves with cement mortar and drying.\n2.4 Half tiles for use as full tiles, if manufactured, shall\nhave dimensions which shall be such as to make the half tiles, when jointed together, match with the\ndimension of a full tile.\n2.5 Tolerances — Tolerances on length, width and\nthickness of the tiles shall be ± 2.5 percent.\n3. Requirements\nTABLE 1 REQUIREMENT OF CERAMIC UN-\nGLAZED VITREOUS ACID RESISTING TILES\nSl. No. Characteristic Requirement\n(1) (2) (3)\ni)\nSquareness\nThe gap between the inner edge of the square and the ad-\njacent side of the tile shall not exceed 1 mm per100 mm run\nii)\nWarpage for size(i) ± 1.5 mm for size(ii) ± 2.0 mm for size(iii) ± 2.5 mm iii)\nWater absorption\n2 percent, Max iv)\nCompressive strength\n70 N/mm\n2 (700 kgf/ cm2), Min v)\nFlexural strength\n20 N/mm2(200kgf/ cm2), Min\nvi)\nResistance to acid\nLoss in mass shall not exceed\n1.5 percent vii)\nAbrasion resistance i) Average wear 2 mm, Max\nii) Wear on individual specimen 2.5mm, Max. 1. Scope — Requirements for chemically setting silicate\ntype of chemical resistant mortars for bonding chemical resistant mansonry units. Such mortars are resistant to\nmost type of acids except hydrofluoric acid and concentrated orthophosphoric acids. They are not\nresistant to alkalis or to boiling water and steam. They deteriorate by continued exposure to water.\n2. Materials\n2.1 Binder — Solution of sodium silicate or potassium\nsilicate with silica/sodium oxide or silica/potassium oxide molecular ratio of 3 to 3.7. Specific gravity 1.4.\n2.2 Fillers — Silica, quartz, ganister, andesite, etc.\n2.3 Selling Agent — Fluoride or acid compound.\n3.\nPhysical Requirements — See Table 1.\n4.\nChemical Requirements — Limits of chemical resistance may be settled between the purchaser and\nthe supplier.\nTABLE 1 PHYSICAL REQUITEMENTS OF\nSILICATE TYPE CHEMICAL RESISTANT\nMOTARS Sl No. Property Requirement Sodium Potassium Silicate Silicate Type Type (1)\n(2)\n(3) (4) (i) Working time at 27 ± 2o C,\n15 20 Min,minutes (ii) Flexural strength at\n35 40 7 days,Min, kgf/cm2 (iii) Compressive strength at 100 150 7 days Min, kgf/cm2 (iv) Bond strength, Min kgf/cm2 5 5 (v) Absorption of toluene, Max, 18 18 percent by weight" + "content": "IS 4457: 1982 Ceramic Unglazed Vitreous Acid Resisting Tiles\n(First Revision)\nNote — For methods of tests, refer to Appendices of the standard.\nFor detailed information, refer to IS 4457 : 1982 Specificaion for ceramic unglazed vitreous acid resisting tiles (first revision).\n1. Scope — Requirements for ceramic unglazed\nvitreous acid resisting titles.\n2. Dimensions and Tolerances\n2.1 Sizes —\n(i)\n100 × 100 mm or 98.5 × 98.5 mm\n(ii)\n150 × 150 mm or 148.5 × 148.5 mm and\n(iii) 200 × 200 mm or 198.5 mm × 198.5 mm\n2.2 Thickness — Shall be 25, 20, 12 and 10 mm.\n2.3 The depth of the grooves on the under side of the\ntiles shall not exceed 3 mm.\nNote — The thickness of the tiles shall be measured after\nfilling the grooves with cement mortar and drying.\n2.4 Half tiles for use as full tiles, if manufactured, shall\nhave dimensions which shall be such as to make the half tiles, when jointed together, match with the\ndimension of a full tile.\n2.5 Tolerances — Tolerances on length, width and\nthickness of the tiles shall be ± 2.5 percent.\n3. Requirements\nTABLE 1 REQUIREMENT OF CERAMIC UN-\nGLAZED VITREOUS ACID RESISTING TILES\nSl. No. Characteristic Requirement\n(1) (2) (3)\ni)\nSquareness\nThe gap between the inner edge of the square and the ad-\njacent side of the tile shall not exceed 1 mm per100 mm run\nii)\nWarpage for size(i) ± 1.5 mm for size(ii) ± 2.0 mm for size(iii) ± 2.5 mm iii)\nWater absorption\n2 percent, Max iv)\nCompressive strength\n70 N/mm\n2 (700 kgf/ cm2), Min v)\nFlexural strength\n20 N/mm2(200kgf/ cm2), Min\nvi)\nResistance to acid\nLoss in mass shall not exceed\n1.5 percent vii)\nAbrasion resistance i) Average wear 2 mm, Max\nii) Wear on individual specimen 2.5mm, Max." }, { "standard_id": "IS 4832 (Part 1): 1969", @@ -2902,61 +2847,61 @@ "standard_id": "IS 4832 (Part 2): 1969", "title": "Chemical Resistant Mortars", "category": "Floor, Wall, Roof Coverings and Finishes", - "summary": "Requirements of sulphur type chemical resistant mortars for bonding chemical resistant masonry units. Note — Such mortars have good resistance against most of the acids except concentrated oxidizing acids, but have poor resistance to alkalis. Used for jointing acid resistance bricks or tiles.", + "summary": "PART 2 RESIN TYPE TABLE 1 PHYSICAL REQUIREMENTS OF RESIN TYPE CHEMICAL RESISTANT MORTARS Sl No. Particular Requirements for Type of Mortar Phenolic Furane Epoxy Polyester Type Type Type Type (1) (2) (3) (4) (5) (6) i) Working time at 27 ± 2°C, Min minutes 20 20 20 20 ii) Flexural strength at 7 days, Min, kgf/cm2 75 75 150 150 iii) Compressive strength at 7 days, Min, kgf/cm2 350 350 500 500 iv) Bond strength, Max, kgf/cm2 10 10 12 12 v) Absorption, Max, Percent by weight 1.0 1.0 1.0 1.0 Note— In", "keywords": [ - "mortars", - "micron", - "resistant", - "acids", "kgf", "bond", - "retained" + "days", + "type", + "furane", + "resin", + "fail" ], - "key_sections": { - "Scope": "Requirements of sulphur type chemical resistant mortars for bonding chemical resistant masonry units. Note — Such mortars have good resistance against most of the acids except concentrated oxidizing acids, but have poor resistance to alkalis. Used for jointing acid resistance bricks or tiles. 2. Composition a) Sulphur—55 to 70 percent b) Inert filler—30 to 45 percent c) Sieve analysis of silica filler The percent material retained on different sieves shall not exceed the following: IS Sieve Percentage Retained Designation by Mass 425 micron 5 max 150 micron 10 min 75 micron 35 min Note — For other fillers, requirements gi ven at Sl No. (vii) of Table 1 shall apply." - }, - "content": "IS 4832 (Part 2): 1969 Chemical Resistant Mortars\nPART 2 RESIN TYPE\nTABLE 1 PHYSICAL REQUIREMENTS OF RESIN TYPE CHEMICAL RESISTANT\nMORTARS\nSl No.\nParticular\nRequirements for Type of Mortar Phenolic\nFurane\nEpoxy\nPolyester Type\nType\nType\nType\n(1)\n(2)\n(3)\n(4)\n(5) (6)\ni) Working time at 27 ± 2°C, Min minutes 20 20 20 20 ii) Flexural strength at 7 days, Min, kgf/cm2 75 75\n150 150 iii) Compressive strength at 7 days, Min, kgf/cm2 350\n350\n500 500 iv) Bond strength, Max, kgf/cm2 10 10 12 12 v) Absorption, Max, Percent by weight\n1.0 1.0 1.0 1.0\nNote— In the test for bond strength the joint shall not fail at or below the value specified. 1. Scope— Requirements of sulphur type\nchemical resistant mortars for bonding chemical resistant masonry units.\nNote — Such mortars have good resistance against most of\nthe acids except concentrated oxidizing acids, but have poor resistance to alkalis. Used for jointing acid resistance bricks\nor tiles.\n2. Composition\na) Sulphur—55 to 70 percent b) Inert filler—30 to 45 percent\nc) Sieve analysis of silica filler\nThe percent material retained on different sieves shall not exceed the following: IS Sieve Percentage Retained Designation by Mass\n425 micron\n5 max\n150 micron\n10 min\n75 micron\n35 min\nNote — For other fillers, requirements gi ven at Sl No.\n(vii) of Table 1 shall apply.\n3. Physical Requirements — See Table 1" + "key_sections": {}, + "content": "IS 4832 (Part 2): 1969 Chemical Resistant Mortars\nPART 2 RESIN TYPE\nTABLE 1 PHYSICAL REQUIREMENTS OF RESIN TYPE CHEMICAL RESISTANT\nMORTARS\nSl No.\nParticular\nRequirements for Type of Mortar Phenolic\nFurane\nEpoxy\nPolyester Type\nType\nType\nType\n(1)\n(2)\n(3)\n(4)\n(5) (6)\ni) Working time at 27 ± 2°C, Min minutes 20 20 20 20 ii) Flexural strength at 7 days, Min, kgf/cm2 75 75\n150 150 iii) Compressive strength at 7 days, Min, kgf/cm2 350\n350\n500 500 iv) Bond strength, Max, kgf/cm2 10 10 12 12 v) Absorption, Max, Percent by weight\n1.0 1.0 1.0 1.0\nNote— In the test for bond strength the joint shall not fail at or below the value specified." }, { "standard_id": "IS 4832 (Part 3): 1968", "title": "Chemical Resistant Mortars", "category": "Floor, Wall, Roof Coverings and Finishes", - "summary": "Requirements of acid-resistant bricks. Such bricks are designed primarily, for use in chemical allied industries and are used in masonry, flooring, etc, subject to acid attack, lining of sewers carrying industrial effluents, etc. Made out of suitable clay or shale with low lime and iron content, felspar, flint or sand and vitrified at high temperatures.", + "summary": "Requirements of sulphur type chemical resistant mortars for bonding chemical resistant masonry units. Note — Such mortars have good resistance against most of the acids except concentrated oxidizing acids, but have poor resistance to alkalis. Used for jointing acid resistance bricks or tiles.", "keywords": [ "mortars", - "resistant", "sulphur", + "resistant", "chemical", + "retained", "hours", - "storage", - "tanks" + "micron" ], "key_sections": { + "Scope": "Requirements of sulphur type chemical resistant mortars for bonding chemical resistant masonry units. Note — Such mortars have good resistance against most of the acids except concentrated oxidizing acids, but have poor resistance to alkalis. Used for jointing acid resistance bricks or tiles. 2. Composition a) Sulphur—55 to 70 percent b) Inert filler—30 to 45 percent c) Sieve analysis of silica filler The percent material retained on different sieves shall not exceed the following: IS Sieve Percentage Retained Designation by Mass 425 micron 5 max 150 micron 10 min 75 micron 35 min Note — For other fillers, requirements gi ven at Sl No. (vii) of Table 1 shall apply.", + "Physical Requirements": "See Table 1 PART 3 – SULPHUR TYPE TABLE 1 PHYSICAL REQUIRE- MENTS OF SULPHUR TYPE CHEMI- CAL RESISTANT MORTARS S.No. Property Requirement (1) (2) (3) i) Compressive strength at 48 hours, 280 Min, kgf/cm 2 ii) Tensile strength at 48 hours, Min, 30 kg/cm 2 iii) Flexural strength at 48 hours, Min 70 kg/cm 2 iv) Bond strength at 48 hours Min kg/cm 2 10 v) Proportion of original strength retained after Shock test, Min percent 20.0 vi) Moisture absorption, Max, present 1.0 vii) Tendency of aggregate to settle, Max 0.6 variation from unity", "Chemical Resistance Requirements": "The limits may be settled between the purchaser and the supplier.", - "Shelf Life": "Shall not be less than 2 years. Shall be placed in a dry place away from fire. Note 1 — For methods of tests, refer to IS 4456(Part 2) : 1967 Methods of test for chemical resistant mortars: Part 2 Sulphur type. Note 2— For general guide for chemical resistance of sulphur type mortars to various substances, refer to Table 1 of IS 4442:1980 Code of practic for use of resin type chemical resistant mortar (First Revision.) For detailed information, refer to IS 4832 (Part 3) : 1968 Specification for chemical resistant mortars: Part 3 Sulphur type.", - "Scope": "Requirements of acid-resistant bricks. Such bricks are designed primarily, for use in chemical allied industries and are used in masonry, flooring, etc, subject to acid attack, lining of sewers carrying industrial effluents, etc. Made out of suitable clay or shale with low lime and iron content, felspar, flint or sand and vitrified at high temperatures. 2. Classification 2.1 Class I —Recommended for severe type of corrosive environments as obtained in storage tanks, pickling tanks etc. 2.2 Class II— Recommended for areas subject to occassional pillage of acids, fumes, and contact with dry chemicals as in fertilizer silos." + "Shelf Life": "Shall not be less than 2 years. Shall be placed in a dry place away from fire. Note 1 — For methods of tests, refer to IS 4456(Part 2) : 1967 Methods of test for chemical resistant mortars: Part 2 Sulphur type. Note 2— For general guide for chemical resistance of sulphur type mortars to various substances, refer to Table 1 of IS 4442:1980 Code of practic for use of resin type chemical resistant mortar (First Revision.) For detailed information, refer to IS 4832 (Part 3) : 1968 Specification for chemical resistant mortars: Part 3 Sulphur type." }, - "content": "IS 4832 (Part 3): 1968 Chemical Resistant Mortars\nPART 3 – SULPHUR TYPE\nTABLE 1 PHYSICAL REQUIRE-\nMENTS OF SULPHUR TYPE CHEMI-\nCAL\nRESISTANT MORTARS S.No. Property Requirement (1) (2) (3)\ni)\nCompressive strength at 48 hours,\n280\nMin, kgf/cm\n2 ii)\nTensile strength at 48 hours, Min, 30 kg/cm\n2 iii)\nFlexural strength at 48 hours, Min 70 kg/cm\n2 iv)\nBond strength at 48 hours Min kg/cm\n2 10 v)\nProportion of original strength retained after Shock test, Min percent\n20.0 vi)\nMoisture absorption, Max, present\n1.0 vii)\nTendency of aggregate to settle, Max\n0.6 variation from unity\n4. Chemical Resistance Requirements—\nThe limits may be settled between the purchaser and the supplier.\n5. Storage Life — Shall not be less than 2 years.\nShall be placed in a dry place away from fire.\nNote 1 — For methods of tests, refer to IS 4456(Part 2) : 1967 Methods of test for chemical resistant mortars: Part 2 Sulphur\ntype.\nNote 2— For general guide for chemical resistance of sulphur type mortars to various substances, refer to Table 1 of IS 4442:1980\nCode of practic for use of resin type chemical resistant mortar (First Revision.)\nFor detailed information, refer to IS 4832 (Part 3) : 1968 Specification for chemical resistant mortars: Part 3 Sulphur type. 1. Scope — Requirements of acid-resistant bricks.\nSuch bricks are designed primarily, for use in chemical allied industries and are used in masonry, flooring, etc,\nsubject to acid attack, lining of sewers carrying industrial effluents, etc. Made out of suitable clay or shale with\nlow lime and iron content, felspar, flint or sand and vitrified at high temperatures.\n2. Classification\n2.1 Class I —Recommended for severe type of\ncorrosive environments as obtained in storage tanks, pickling tanks etc.\n2.2 Class II— Recommended for areas subject to\noccassional pillage of acids, fumes, and contact with dry chemicals as in fertilizer silos." + "content": "IS 4832 (Part 3): 1968 Chemical Resistant Mortars\n1. Scope— Requirements of sulphur type\nchemical resistant mortars for bonding chemical resistant masonry units.\nNote — Such mortars have good resistance against most of\nthe acids except concentrated oxidizing acids, but have poor resistance to alkalis. Used for jointing acid resistance bricks\nor tiles.\n2. Composition\na) Sulphur—55 to 70 percent b) Inert filler—30 to 45 percent\nc) Sieve analysis of silica filler\nThe percent material retained on different sieves shall not exceed the following: IS Sieve Percentage Retained Designation by Mass\n425 micron\n5 max\n150 micron\n10 min\n75 micron\n35 min\nNote — For other fillers, requirements gi ven at Sl No.\n(vii) of Table 1 shall apply.\n3. Physical Requirements — See Table 1\nPART 3 – SULPHUR TYPE\nTABLE 1 PHYSICAL REQUIRE-\nMENTS OF SULPHUR TYPE CHEMI-\nCAL\nRESISTANT MORTARS S.No. Property Requirement (1) (2) (3)\ni)\nCompressive strength at 48 hours,\n280\nMin, kgf/cm\n2 ii)\nTensile strength at 48 hours, Min, 30 kg/cm\n2 iii)\nFlexural strength at 48 hours, Min 70 kg/cm\n2 iv)\nBond strength at 48 hours Min kg/cm\n2 10 v)\nProportion of original strength retained after Shock test, Min percent\n20.0 vi)\nMoisture absorption, Max, present\n1.0 vii)\nTendency of aggregate to settle, Max\n0.6 variation from unity\n4. Chemical Resistance Requirements—\nThe limits may be settled between the purchaser and the supplier.\n5. Storage Life — Shall not be less than 2 years.\nShall be placed in a dry place away from fire.\nNote 1 — For methods of tests, refer to IS 4456(Part 2) : 1967 Methods of test for chemical resistant mortars: Part 2 Sulphur\ntype.\nNote 2— For general guide for chemical resistance of sulphur type mortars to various substances, refer to Table 1 of IS 4442:1980\nCode of practic for use of resin type chemical resistant mortar (First Revision.)\nFor detailed information, refer to IS 4832 (Part 3) : 1968 Specification for chemical resistant mortars: Part 3 Sulphur type." }, { "standard_id": "IS 4860: 1968", "title": "Acid – Resistant Bricks", "category": "Floor, Wall, Roof Coverings and Finishes", - "summary": "3. Performance Requirements–See Table 1 4. Dimensions — 230 × 114 × 64 mm. 5. Tolerances Dimensions Tolerances (mm) (mm) 230 ± 3.5 114 ± 2.0 64 ± 1.0 6. Warpage — Not more than 2.5 mm at any point. Note— For measurement of warp, refer to 2.4.1 of the standard. TABLE 1 PERFORMANCE REQUIREMENTS OF ACID RESISTANT BRICKS S. No. Characteristic Requirements Class I Bricks Class II Bricks (1) (2) (3) (4) i) Water absorption, percent, Max 2 4 ii) Flexual strength, kgf/cm2 , Min 100 70 iii) Compressive s", + "summary": "Requirements of acid-resistant bricks. Such bricks are designed primarily, for use in chemical allied industries and are used in masonry, flooring, etc, subject to acid attack, lining of sewers carrying industrial effluents, etc. Made out of suitable clay or shale with low lime and iron content, felspar, flint or sand and vitrified at high temperatures.", "keywords": [ "bricks", "acid", - "wear", "resistant", - "flexual", - "kgf", - "loss" + "wear", + "tanks", + "class", + "subject" ], "key_sections": { + "Scope": "Requirements of acid-resistant bricks. Such bricks are designed primarily, for use in chemical allied industries and are used in masonry, flooring, etc, subject to acid attack, lining of sewers carrying industrial effluents, etc. Made out of suitable clay or shale with low lime and iron content, felspar, flint or sand and vitrified at high temperatures. 2. Classification 2.1 Class I —Recommended for severe type of corrosive environments as obtained in storage tanks, pickling tanks etc. 2.2 Class II— Recommended for areas subject to occassional pillage of acids, fumes, and contact with dry chemicals as in fertilizer silos.", "Dimensions": "230 × 114 × 64 mm. 5. Tolerances Dimensions Tolerances (mm) (mm) 230 ± 3.5 114 ± 2.0 64 ± 1.0", "Warpage": "Not more than 2.5 mm at any point. Note— For measurement of warp, refer to 2.4.1 of the standard. TABLE 1 PERFORMANCE REQUIREMENTS OF ACID RESISTANT BRICKS S. No. Characteristic Requirements Class I Bricks Class II Bricks (1) (2) (3) (4) i) Water absorption, percent, Max 2 4 ii) Flexual strength, kgf/cm2 , Min 100 70 iii) Compressive strength, kgf/cm2, Min 700 500 iv) Resistance to acid Loss in weight shall not Loss in weight shallnot exceed 1.5 percent exceed 4.0 percent v) Resistance to wear (optional) Average wear shall not exceed 2 mm Note – For methods of tests, refer to Appendices A to D of the standard and Appendix A of IS 1237:1980 Specification for cement concrete flooring tiles (first revision). For detailed information, refer to IS 4860 : 1968 Specification for acid resistant br" }, - "content": "IS 4860: 1968 Acid – Resistant Bricks\n3. Performance Requirements–See Table 1\n4. Dimensions — 230 × 114 × 64 mm.\n5. Tolerances\nDimensions\nTolerances\n(mm) (mm)\n230 ± 3.5\n114 ± 2.0 64 ± 1.0\n6.\nWarpage — Not more than 2.5 mm at any point.\nNote— For measurement of warp, refer to 2.4.1 of the\nstandard.\nTABLE 1 PERFORMANCE REQUIREMENTS OF ACID RESISTANT BRICKS\nS. No.\nCharacteristic Requirements\nClass I Bricks Class II Bricks\n(1) (2) (3) (4)\ni)\nWater absorption, percent, Max 2 4 ii)\nFlexual strength, kgf/cm2 , Min 100 70 iii)\nCompressive strength, kgf/cm2, Min 700 500 iv)\nResistance to acid\nLoss in weight shall not\nLoss in weight shallnot exceed 1.5 percent\nexceed 4.0 percent v)\nResistance to wear (optional)\nAverage wear shall not exceed 2 mm\nNote – For methods of tests, refer to Appendices A to D of the standard and Appendix A of IS 1237:1980 Specification for cement\nconcrete flooring tiles (first revision).\nFor detailed information, refer to IS 4860 : 1968 Specification for acid resistant bricks." + "content": "IS 4860: 1968 Acid – Resistant Bricks\n1. Scope — Requirements of acid-resistant bricks.\nSuch bricks are designed primarily, for use in chemical allied industries and are used in masonry, flooring, etc,\nsubject to acid attack, lining of sewers carrying industrial effluents, etc. Made out of suitable clay or shale with\nlow lime and iron content, felspar, flint or sand and vitrified at high temperatures.\n2. Classification\n2.1 Class I —Recommended for severe type of\ncorrosive environments as obtained in storage tanks, pickling tanks etc.\n2.2 Class II— Recommended for areas subject to\noccassional pillage of acids, fumes, and contact with dry chemicals as in fertilizer silos.\n3. Performance Requirements–See Table 1\n4. Dimensions — 230 × 114 × 64 mm.\n5. Tolerances\nDimensions\nTolerances\n(mm) (mm)\n230 ± 3.5\n114 ± 2.0 64 ± 1.0\n6.\nWarpage — Not more than 2.5 mm at any point.\nNote— For measurement of warp, refer to 2.4.1 of the\nstandard.\nTABLE 1 PERFORMANCE REQUIREMENTS OF ACID RESISTANT BRICKS\nS. No.\nCharacteristic Requirements\nClass I Bricks Class II Bricks\n(1) (2) (3) (4)\ni)\nWater absorption, percent, Max 2 4 ii)\nFlexual strength, kgf/cm2 , Min 100 70 iii)\nCompressive strength, kgf/cm2, Min 700 500 iv)\nResistance to acid\nLoss in weight shall not\nLoss in weight shallnot exceed 1.5 percent\nexceed 4.0 percent v)\nResistance to wear (optional)\nAverage wear shall not exceed 2 mm\nNote – For methods of tests, refer to Appendices A to D of the standard and Appendix A of IS 1237:1980 Specification for cement\nconcrete flooring tiles (first revision).\nFor detailed information, refer to IS 4860 : 1968 Specification for acid resistant bricks." }, { "standard_id": "IS 13753: 1993", @@ -2969,15 +2914,15 @@ "lugs", "work", "ceramic", - "group", - "lug" + "related", + "group" ], "key_sections": { - "Scope": "Specifies the sizes, dimensional tolerances, mechanical, physical and chemical requirements, surface quality requirements and marking of ceramic tiles. It is applicable only to dust-pressed ceramic tiles of first quality, including tiles premounted on sheets, with a water absorption of 6%10%) according to Group B III of IS 13712 : 1993* for use as both wall and floor coverings. Tiles in this group are mainly used in areas not subject to severe mechanical load. They are not intended for applications where conditions of frost may apply. 1.2There is a small production of dust-pressed ceramic unglazed tiles with a water absorption greater than 10% that is not covered by this standard.", + "Description": "The surface of tiles and compo- nents belonging to this group can be smooth, profiled, wavy, decorated or finished in some other way. It can be glossy, matt or semi-matt (GL).— Tiles may have spacer lugs. 3. Shapes and Sizes 3.1 The modular preferred coordinating sizes (work size + joint width) in cm are M30×30, M30×15, M25×15, M20×20, M20×15, M15×15, M15×7.5 and M10×10. The manufacturers shall choose the work size (dimension of the visible faces, length and width) in order to allow a nominal joint width between 1.5 and 5 mm. 3.2 The most common non-modular nominal sizes in cm are 40×40, 33×33, 30×30, 30×15, 25×25, 21.6×10.8, 20×40, 20×30, 20×20, 20×15, 15.2×15.2, 15.2×7.6, 15×15, 15×7.5, 10.8×10.8 and 10×20. The manufactures shall choose work size such that difference between the work siz", + "Spacer Lug Tiles": "Spacer Lugs are projections, usually of 0.6 mm, which are located along certain edges of tiles so that when two tiles are placed together in line, the lugs on adjacent edges separate the tiles by a distance not less than the specified width of joint . Lugs are positioned so that the joint between the tiles may be filled with grout without the lugs remaining exposed. Dust – pressed tiles may be made with other spacer lug systems and in such cases the manufacturer’s work size shall apply. Note— Some tiles have one or more manufacturing projections part way along certain edges and smaller than 0.3 mm. These are not intended as spacer lugs and shall not be used to space joints 5. Requirements : See Table 1. * Ceramic tiles — defination, classification, characteristics and marking. TABLE 1 REQU" }, - "content": "IS 13753: 1993 Dust– Pressed Ceramic Tiles With Water\nABSORPTION OF E>10% GROUP B III\n1. Scope — Specifies sizes, dimensional tolerances,\nmechanical, physical and chemical requirements, surface quality requirements and marking of ceramic tiles.\n1.1It is applicable only to dust-pressed ceramic glazed tiles first quality, with a water absorption (E>10%)\naccording to Group B III of IS 13712 : 1993* for use as both wall and floor coverings. Tiles in this group are\nmainly used in areas not subject to severe mechanical load. They are not intended for applications where\nconditions of frost may apply.\n1.2There is a small production of dust-pressed ceramic unglazed tiles with a water absorption greater than 10%\nthat is not covered by this standard.\n2. Description — The surface of tiles and compo-\nnents belonging to this group can be smooth, profiled, wavy, decorated or finished in some other way. It can be\nglossy, matt or semi-matt (GL).— Tiles may have spacer lugs.\n3. Shapes and Sizes\n3.1 The modular preferred coordinating sizes (work size\n+ joint width) in cm are M30×30, M30×15, M25×15,\nM20×20, M20×15, M15×15, M15×7.5 and M10×10. The manufacturers shall choose the work size (dimension of\nthe visible faces, length and width) in order to allow a nominal joint width between 1.5 and 5 mm.\n3.2 The most common non-modular nominal sizes in\ncm are 40×40, 33×33, 30×30, 30×15, 25×25, 21.6×10.8,\n20×40, 20×30, 20×20, 20×15, 15.2×15.2, 15.2×7.6, 15×15,\n15×7.5, 10.8×10.8 and 10×20. The manufactures shall choose work size such that difference between the work\nsize and nominal size is not more than ± 2 mm. For spacer lug tiles, work size shall apply for each nominal size\nwithin the limits mentioned above.\n3.3 The thickness including the profile on the visual\nface and on the rear side shall be specified by the manufacturer.\nNote— For details of shapes, refer to Fig 1 and 2 of the\nstandard.\n4. Spacer Lug Tiles—Spacer Lugs are projections,\nusually of 0.6 mm, which are located along certain edges of tiles so that when two tiles are placed together in line,\nthe lugs on adjacent edges separate the tiles by a distance not less than the specified width of joint . Lugs\nare positioned so that the joint between the tiles may be filled with grout without the lugs remaining exposed.\nDust – pressed tiles may be made with other spacer lug systems and in such cases the manufacturer’s work size\nshall apply.\nNote— Some tiles have one or more manufacturing\nprojections part way along certain edges and smaller than\n0.3 mm. These are not intended as spacer lugs and shall not be used to space joints\n5.\nRequirements : See Table 1.\n* Ceramic tiles — defination, classification, characteristics and marking. TABLE 1 REQUIREMENTS Characteristics\nRequirements\nTest According to\nIS 13630\nA)\nDimensions and Surface Quality i) Length and Width\nPart 1 e The deviation in % of the average size for each tile\n1 12 cm: 0.75)1) (2 or 4 sides) from the work size\n1> 12 cm: 0.5 Tiles with spacer lugs\n+0.6/-0.3 f The deviation in % of the average size for each tile\n1 12cm: 0.51) (2 or 4 sides) from the average size of the 10 test specimens\n1>12cm: 0.3 (20 or 40 sides) Tiles with spacer lugs 0.25 ii) Thickness\nPart 1 The deviation in mm of the average thickness of each tile from the work size thickness <250 cm2 0.5 >250 to 500 cm2 0.6 >500 to 1000 cm2\n+ 0.7 >1000 cm2 0.8 iii) Straightness of sides 2 (facial sides)\nPart 1 The maximum deviation from straightnes in % 0.3 related to the corresponding work size iv) Rectangularity 2)\nPart 1 The maximum deviation from rectangularity, in %\n+ 0.5 related to the corresponding work sizes Tiles with spacers lugs\n+ 0.3 v) Surface flatness\nPart 1 The maximum deviation from flatness in % for tiles with spacer lugs values are in mm (in brackets ) a) Centre curvature, related to diagonal calculated\n+ 0.5/--0.3(+0.8/-0.1mm) from the work size b) Edge curvature, related to the corresponding\n+0.5/-0.3 (+0.8/-.1mm) work size c) Warpage, related to diagonal calculated from the 0.5( 0.5mm) work sizes vi) Surface Quality\nMin 95% of tiles shall be free from\nPart 1 visible defects that would impair\nthe appearance of major area of tiles\nB) Physical Properties i) Water absorption % by weight\nAverage 10-20%. When the\nPart 2 value exceeds 20% this shall be indicated\nby the manufacturer ii) Modulus of rupture in N/mm2\nAverage 15 7.5 mm thickness\nPart 6\nAverage 12 7.5 mm thickness iii) Scratch hardness of surface (Moh’s)\nMin 3 (walls), Min 5 (floors)\nPart 13 iv) Resistance to surface abrasion of tiles\nAbrasion class shall be intended for floors\nspecified by the manufacturer\nPart 11 v) Co-efficient of linear thermal expansion from\nMax 9X10-6 K-1 ambient temperature to 100oC\nPart 4 vi) Thermalshock resistance\nRequired\nPart 5 vii) Crazing resistance3)\nRequired\nPart 9\nC) Chemicals Properties i) Resistance to staining\nMin Class 2\nPart 8 ii) Resistance to household chemicals and swimming .\nMin Class B\nPart 8 poolswater cleaners except to cleansing agents containing hydrofuoric acid and its compounds ii) Resistance to acids and alkali (with the exception of\nRequired, if agreed according to the\nPart 8 hydrofluoric acid and its compounds)\nChemical resistance class indicated bythe manufacturer 1).For tiles having one or more adjacement glazed tiles. 2).Not application for tiles having curved shapes. 3). Certain decorative effects may have the tendency to craze. These shall be identified by the manufaturer in which case the crazing tests not applicable.\nNote — For methods of tests, refer to various parts of IS 13630 Methods of tests for Ceramic tiles\nFor detailed information, refer to IS 13753:1993Specification for Dust-pressed ceramic tiles with water absorption of E>10% (Group – B111 )\n≤\n≤\n≤\n≤\n±\n±\n±\n±\n±\n±\n±\n±\n±\n±\n± 1. Scope — Specifies the sizes, dimensional\ntolerances, mechanical, physical and chemical requirements, surface quality requirements and marking\nof ceramic tiles.\nIt is applicable only to dust-pressed ceramic tiles of first quality, including tiles premounted on sheets, with\na water absorption of 6%10% GROUP B III\n1. Scope — Specifies sizes, dimensional tolerances,\nmechanical, physical and chemical requirements, surface quality requirements and marking of ceramic tiles.\n1.1It is applicable only to dust-pressed ceramic glazed tiles first quality, with a water absorption (E>10%)\naccording to Group B III of IS 13712 : 1993* for use as both wall and floor coverings. Tiles in this group are\nmainly used in areas not subject to severe mechanical load. They are not intended for applications where\nconditions of frost may apply.\n1.2There is a small production of dust-pressed ceramic unglazed tiles with a water absorption greater than 10%\nthat is not covered by this standard.\n2. Description — The surface of tiles and compo-\nnents belonging to this group can be smooth, profiled, wavy, decorated or finished in some other way. It can be\nglossy, matt or semi-matt (GL).— Tiles may have spacer lugs.\n3. Shapes and Sizes\n3.1 The modular preferred coordinating sizes (work size\n+ joint width) in cm are M30×30, M30×15, M25×15,\nM20×20, M20×15, M15×15, M15×7.5 and M10×10. The manufacturers shall choose the work size (dimension of\nthe visible faces, length and width) in order to allow a nominal joint width between 1.5 and 5 mm.\n3.2 The most common non-modular nominal sizes in\ncm are 40×40, 33×33, 30×30, 30×15, 25×25, 21.6×10.8,\n20×40, 20×30, 20×20, 20×15, 15.2×15.2, 15.2×7.6, 15×15,\n15×7.5, 10.8×10.8 and 10×20. The manufactures shall choose work size such that difference between the work\nsize and nominal size is not more than ± 2 mm. For spacer lug tiles, work size shall apply for each nominal size\nwithin the limits mentioned above.\n3.3 The thickness including the profile on the visual\nface and on the rear side shall be specified by the manufacturer.\nNote— For details of shapes, refer to Fig 1 and 2 of the\nstandard.\n4. Spacer Lug Tiles—Spacer Lugs are projections,\nusually of 0.6 mm, which are located along certain edges of tiles so that when two tiles are placed together in line,\nthe lugs on adjacent edges separate the tiles by a distance not less than the specified width of joint . Lugs\nare positioned so that the joint between the tiles may be filled with grout without the lugs remaining exposed.\nDust – pressed tiles may be made with other spacer lug systems and in such cases the manufacturer’s work size\nshall apply.\nNote— Some tiles have one or more manufacturing\nprojections part way along certain edges and smaller than\n0.3 mm. These are not intended as spacer lugs and shall not be used to space joints\n5.\nRequirements : See Table 1.\n* Ceramic tiles — defination, classification, characteristics and marking. TABLE 1 REQUIREMENTS Characteristics\nRequirements\nTest According to\nIS 13630\nA)\nDimensions and Surface Quality i) Length and Width\nPart 1 e The deviation in % of the average size for each tile\n1 12 cm: 0.75)1) (2 or 4 sides) from the work size\n1> 12 cm: 0.5 Tiles with spacer lugs\n+0.6/-0.3 f The deviation in % of the average size for each tile\n1 12cm: 0.51) (2 or 4 sides) from the average size of the 10 test specimens\n1>12cm: 0.3 (20 or 40 sides) Tiles with spacer lugs 0.25 ii) Thickness\nPart 1 The deviation in mm of the average thickness of each tile from the work size thickness <250 cm2 0.5 >250 to 500 cm2 0.6 >500 to 1000 cm2\n+ 0.7 >1000 cm2 0.8 iii) Straightness of sides 2 (facial sides)\nPart 1 The maximum deviation from straightnes in % 0.3 related to the corresponding work size iv) Rectangularity 2)\nPart 1 The maximum deviation from rectangularity, in %\n+ 0.5 related to the corresponding work sizes Tiles with spacers lugs\n+ 0.3 v) Surface flatness\nPart 1 The maximum deviation from flatness in % for tiles with spacer lugs values are in mm (in brackets ) a) Centre curvature, related to diagonal calculated\n+ 0.5/--0.3(+0.8/-0.1mm) from the work size b) Edge curvature, related to the corresponding\n+0.5/-0.3 (+0.8/-.1mm) work size c) Warpage, related to diagonal calculated from the 0.5( 0.5mm) work sizes vi) Surface Quality\nMin 95% of tiles shall be free from\nPart 1 visible defects that would impair\nthe appearance of major area of tiles\nB) Physical Properties i) Water absorption % by weight\nAverage 10-20%. When the\nPart 2 value exceeds 20% this shall be indicated\nby the manufacturer ii) Modulus of rupture in N/mm2\nAverage 15 7.5 mm thickness\nPart 6\nAverage 12 7.5 mm thickness iii) Scratch hardness of surface (Moh’s)\nMin 3 (walls), Min 5 (floors)\nPart 13 iv) Resistance to surface abrasion of tiles\nAbrasion class shall be intended for floors\nspecified by the manufacturer\nPart 11 v) Co-efficient of linear thermal expansion from\nMax 9X10-6 K-1 ambient temperature to 100oC\nPart 4 vi) Thermalshock resistance\nRequired\nPart 5 vii) Crazing resistance3)\nRequired\nPart 9\nC) Chemicals Properties i) Resistance to staining\nMin Class 2\nPart 8 ii) Resistance to household chemicals and swimming .\nMin Class B\nPart 8 poolswater cleaners except to cleansing agents containing hydrofuoric acid and its compounds ii) Resistance to acids and alkali (with the exception of\nRequired, if agreed according to the\nPart 8 hydrofluoric acid and its compounds)\nChemical resistance class indicated bythe manufacturer 1).For tiles having one or more adjacement glazed tiles. 2).Not application for tiles having curved shapes. 3). Certain decorative effects may have the tendency to craze. These shall be identified by the manufaturer in which case the crazing tests not applicable.\nNote — For methods of tests, refer to various parts of IS 13630 Methods of tests for Ceramic tiles\nFor detailed information, refer to IS 13753:1993Specification for Dust-pressed ceramic tiles with water absorption of E>10% (Group – B111 )\n≤\n≤\n≤\n≤\n±\n±\n±\n±\n±\n±\n±\n±\n±\n±\n±" }, { "standard_id": "IS 13754: 1993", @@ -2989,8 +2934,8 @@ "work", "tile", "deviation", - "unglazed", "related", + "unglazed", "glazed" ], "key_sections": { @@ -3007,8 +2952,8 @@ "summary": "WITH WATER ABSORPTION OF 3% < E ≤ 6% (GROUP – B II A) *Ceramictiles— definitions,classification, characteristics and marking TABLE 1 REQUIREMENTS Characteristics Surface S of the Product (cm2) A) Dimensions and Surface Quality S< 90 - 90410 i) Length and width— The deviation in % of the average size of each tile (2 of 4 sides) from the work size ±1.2 ± 1.0 ±0.75 ±0.6 The deviation in % of the average size of each tile(2or4 sides) from the averge size ofthe 10 test specim", "keywords": [ "tiles", - "tile", "work", + "tile", "related", "deviation", "glazed", @@ -3046,58 +2991,58 @@ "keywords": [ "sheets", "rapture", - "sheet", "equilibrium", "his", - "characteristics", - "cement" + "rain", + "cement", + "type" ], "key_sections": { "Type Characteristics": "This clause applies to Type A sheets only. These tests shall be carried out on products as delivered. Where the tests are carried out on coated sheets, this shall be stated in the report. 4.1 Bending Strength—Shall not be less than the values for the appropriate category specified in Table 1. When tested in equilibrium and wet condition. In addition, the mean modulus of rapture under wet conditions shall be not less than 50 percent of the mean modulus of rapture under equilibrium conditions. 4.2 Water Impermeability—Traces of moisture may appear on the underside of the sheet, but in no instance shall there be formation of drops of water. 4.3 Frost Resistance— For sheets for frost resistant applications, after 50 freeze-thaw cycles, the limit L1 of the average ratio r shall not be less than", - "Use Of Hand": "tools. Note 1— For method of measurement of different dimensions of sheets refer to Annex. B of the standard. Note 2— For method of tests, refer to Annex. C, D, E, F, G, H and J of the standard. For detailed information refer to IS 14862 : 2000 Specification for fibre cement flat sheets. 1. Scope 1.1 This standard covers the requirement for straight fibre cement profiled sheets of more than 0.9 m length and their fittings used as roofing and cladding materials. It also specifies tests for checking these characteristics as well as marking and conditions for acceptance. 1.2 Some of these requirements may apply, after agreement between the manufacturer and the purchaser, to curved corrugated sheets. 1.3 This standard does not apply to asbestos cement prifiled sheets which are covered by IS 45" + "Use Of Hand": "tools. Note 1— For method of measurement of different dimensions of sheets refer to Annex. B of the standard. Note 2— For method of tests, refer to Annex. C, D, E, F, G, H and J of the standard. For detailed information refer to IS 14862 : 2000 Specification for fibre cement flat sheets." }, - "content": "IS 14862: 2000 Fibre Cement Flat Sheets\n1. Scope\n1.1 This standard covers the characteristics and\nestablishes methods of control and test as well as acceptance conditions for fibre cement flat sheets.\nIt covers sheets intended for external applications, such as cladding facades, curtain walls, soffits, etc, and\nsheets intended for internal use, such as partitions, floors, ceiling, etc, with a wide range of properties\nappropriate to the type of application. These sheets may have either a smooth or textured surface.\n1.2 This standard does not apply to the following\nproducts, most of which are covered under seperate standard:\na)\nAsbestos cement flat sheets;\nb)\nAsbestos cement building boards;\nc)\nGypsum plaster board;\nd)\nBoards of cement reinforced with fibrous wood particles;\ne)\nFibre cement slates and siding shinges;\nf)\nSilica- asbestos-cement flat sheets; and g) Non- combustible fibre-reinforced boards of\ncalcium silicate or cement for insulation and fire protection.\n2. Classification\n2.1 Flat sheets covered by his standard shall be of two\ntypes, namely, Type A and Type B.\na) Type A — Type A sheets are intended for external applications where they may be\nsubjected to the direct action of sun, rain and /or snow. They may be supplied coated\nor uncoated. Type A sheets shall comply with the requirements of the type characteristics\ngiven in 6.\n.\nb) Type B— Type B sheets are not subjected to the type tests and are intended for internal\napplications and external applications where they will not be subjected to the direct action\nof sun, rain and/or snow.\nNote — If sheets of type B are used in external applications\nwhere they are directly exposed to the weather but are protected (for example, coating or impregnation). the\nweather resistance of the product is determined by the quality of the protection and methods for control and test are outside\nthe scope of this standard.\n2.2 The sheets are further classified into five categories\naccording to their modulus of rapture as given in Table1.\n2.3 The manufacturer shall declare the type and\ncategory of his product in his literature.\n3. Acceptance Characteristics\n3.1 Dimensional and Geometrical Characteristics\n3.1.1 Nominal length and width – Flat fibre cement sheets shall be available in nominal lengths up to 3000\nmm and nominal widths up to 1220 mm.Sheets of greater nominal lengths and widths may be supplied as agreed\nbetween the manufacturer and the supplier.\nNote— The nominal dimensions(width and length) may be\ncreased by 20 to 30 mm (over size sheets) for application where the sheet is required to be cut by the user.\n3.1.2\nThickness — Flat fibre cement sheets shall normally be available in thickness from 3 to 9 mm.\n3.1.3\nTolerances on dimensions —Tolerances on nominal dimensions shall be as follows—\na) On length and width (indicated by d)\nd ≤ 1000 mm: ± 5 mm\n1000 mm