SP 21 : 2005 SUMMARIES OF INDIAN STANDARDS FOR BUILDING MATERIALS (First Revision) BUREAU OF INDIAN STANDARDS MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG NEW DELHI 110002 SP 21 : 2005 FIRST PUBLISHED MARCH 1985 FIRST REVISION NOVEMBER 2009 © BUREAU OF INDIAN STANDARDS UDC 691:006.3/.8 PRICE RS. 9270.00 PRINTED IN INDIA AT GOVERNMENT OF INDIA PRESS, AND PUBLISHED BY BUREAU OF INDIAN STANDARDS, NEW DELHI 110002 ii COMPOSITION OF THE PANEL FOR REVISION OF SP 21 Representing In Personal capacity (D-6, Sector-55, Noida-201301) Building Materials and Technology Promotion Council, New Delhi Central Building Research Institute, Roorkee Central Public Works Department, New Delhi BIS Directorate General SHRI V. K. SETHI SHRI B. S. GUPTA CHIEF ENGINEER (CDO) SUPERINTENDING ENGINEER (CDO) (Alternate) SHRI J. C. ARORA Director & Head (Civil Engg) [Representing Director General (Ex-officio)] Member Secretary SHRI D. BHADRA Scientist `B' (Assistant Director), Civil Engg, BIS Members SHRI A. K. SARKAR (Convener) iii iv Building Construction Practices including Painting, Varnishing and Allied Finishes, CED 13 FOREWORD Users of various Civil Engineering Codes felt the need for explanatory handbooks and other compilations based on Indian Standards. The need was further emphasized in view of the publication of the National Building Code of India in 1970 and its implementation. The Expert Group set up in 1972 by Department of Science and Technology, Government of India carried out in depth studies in various of Civil Engineering and Construction Practices. During the preparation of the Fifth Five Year Plan in 1975, the Group was assigned the task of producing a Science and Technology Plan for research, development and extension work in the sectors of housing and construction technology. One of the items of this plan was the formulation of design handbooks, explanatory handbooks and design aids based on the National Building Code and various Indian Standards and other activities in the promotion of the National Building Code. The Expert Group gave high priority to this item and on the recommendation of the Department of Science and Technology, the Planning Commission approved the following two projects which were assigned to the Bureau of Indian Standards (erstwhile Indian Standards Institution): a) Development programme on code implementation for building and civil engineering construction, and b) Typification for industrial buildings A Special Committee for Implementation of Science and Technology Projects (SCIP) consisting of experts connected with different aspects was set up in 1974 to advise the BIS Directorate General in identifying the Handbooks and for guiding the development of the work. Under the first project, the Committee had identified several subjects for preparing explanatory handbooks/compilations covering appropriate Indian Standards/Codes/Specifications. One of the compilations suggested was the Handbook on Summaries of Indian Standards for Building Materials, SP 21, first published in 1983 for the standards referred in Part 5 of National Building Code of India. Ensuring the quality and effectiveness of building materials used in the construction and storage are as important as the other phases of building activity like planning, designing and constructing the building itself. Therefore, the Handbook gives a brief summary of the contents of Indian Standards on building materials to indicate such aspects as quality requirements, dimensions, range of properties, limitations on use, etc. This, however, does not cover the standards relating to paints and other specifications not of direct concern to buildings. This Handbook assists the professional Engineer/Architect, etc to choose the material for the purpose of their design and estimation. The general format of the summaries is, scope; range of sizes; important requirements regarding physical, mechanical and other properties; reference to appropriate methods of testing and other related material specifications. It may be noted that the Handbook does not form part of any Indian Standard on the subject and does not have the status of an Indian Standard. Wherever, if there is any dispute about the interpretation or opinion expressed in this Handbook, the provisions of the latest version of the Standards only shall apply; the provisions of this Handbook should be considered as only supplementary and informative. As many of the Indian Standards referred in the Handbook have been revised and many new Standards have been formulated since its first publication, it was decided to revise this Handbook. This revised version, while basically retaining the structure of 1983 version, explicitly provides for: v a) The summaries of all the latest available Indian Standards on Building Materials including those formulated after the first publication of Handbook (this takes into account all the standards published till 31 December 2004) b) More user friendly version by suitable rearrangements of standards within the chapter. The Handbook is based on the draft prepared by Shri K. Raghavendran, Former Deputy Director General, Bureau of Indian Standards. The Draft Handbook scrutinized within BIS, was circulated for review to Shri A.K. Sarkar, Former Chairman-cum-Managing Director, National Building Construction Company, Building Materials and Technology Promotion Council, New Delhi, Central Building Research Institute, Roorkee and Central Public Works Department, New Delhi and views expressed by them were taken into consideration while finalizing the Handbook. vi CONTENTS Page SECTION 1...................CEMENT AND CONCRETE .............................................. 1-81 SECTION 2...................BUILDING LIMES .......................................................... 1-15 SECTION 3...................STONES ....................................................................... 1-12 SECTION 4...................WOOD PRODUCTS FOR BUILDING ................................... 1-22 SECTION 5...................GYPSUM BUILDING MATERIALS .................................... 1-11 SECTION 6...................TIMBER ...................................................................... 1-25 SECTION 7...................BITUMEN AND TAR PRODUCTS ...................................... 1-16 SECTION 8...................FLOOR, WALL, ROOF COVERINGS AND FINISHES ............. 1-51 SECTION 9...................WATER PROOFING AND DAMP PROOFING MATERIALS ..... 1-14 SECTION 10.................SANITARY APPLIANCES AND WATER FITTINGS ............... 1-235 SECTION 11.................BUILDER'S HARDWARE ................................................ 1-48 SECTION 12.................WOOD PRODUCTS ........................................................ 1-59 SECTION 13.................DOORS, WINDOWS AND SHUTTERS ................................ 1-35 SECTION 14.................CONCRETE REINFORCEMENT ........................................ 1-19 SECTION 15.................STRUCTURAL STEELS ..................................................... 1-27 SECTION 16.................LIGHT METAL AND THEIR ALLOYS ................................1-16 SECTION 17.................STRUCTURAL SHAPES .................................................. 1-25 SECTION 18.................WELDING ELECTRODES AND WIRES .............................. 1-21 SECTION 19.................THREADED FASTENERS AND RIVETS .............................. 1-51 SECTION 20.................WIRE ROPES AND WIRE PRODUCTS ................................ 1-7 SECTION 21.................GLASS ........................................................................ 1-8 SECTION 22.................FILLERS, STOPPERS AND PUTTIES .................................. 1-6 SECTION 23.................THERMAL INSULATION MATERIALS .............................. 1-26 SECTION 24.................PLASTICS .................................................................... 1-21 SECTION 25.................CONDUCTORS AND CABLES .......................................... 1-11 SECTION 26.................WIRING ACCESSORIES .................................................. 1-34 SECTION 27.................GENERAL .................................................................... 1-4 vii SP 21 : 2005 SECTION 1 CEMENT AND CONCRETE 1.1 SP 21 : 2005 CONTENTS Title AGGREGATES IS IS IS IS IS IS 383 : 1970 2116 : 1980 9142 : 1979 269 : 1989 455 : 1989 1489 : (Part 1) : 1991 (Part 2) : 1991 IS IS IS IS IS IS IS IS IS 3466 : 1988 6452 : 1989 6909 : 1990 8041 : 1990 8042 : 1989 8043 : 1991 8112 : 1989 12269 : 1987 12330 : 1988 Coarse and fine aggregates from natural sources for concrete (second revision) Sand for masonry mortars (first revision) Artificial lightweight aggregates for concrete masonry units 33 grade ordinary Portland cement (fourth revision) Portland slag cement (fourth revision) Portland pozzolana cement Fly ash based (third revision) Calcined clay based (third revision) Masonry cement (second revision) High alumina cement for structural use Super sulphated cement Rapid hardening Portland cement (second revision) White Portland cement (second revision) Hydrophobic Portland cement (second revision) 43 grade ordinary Portland cement (first revision) 53 grade ordinary Portland cement Sulphate resisting Portland cement 1.12 1.13 1.14 1.15 1.16 1.17 1.18 1.19 1.20 1.21 1.22 1.5 1.7 1.8 1.10 1.11 Page CEMENT CEMENT MATRIX PRODUCTS IS 2185 Concrete masonry units: 1.23 1.25 1.27 1.28 1.29 1.30 1.32 1.33 1.34 1.35 (Part 1) : 1979 Hollow and solid concrete blocks (second revision) (Part 2) : 1983 Hollow and solid lightweight concrete blocks (first revision) (Part 3) : 1984 Autocalved cellular aerated concrete blocks (first revision) IS IS IS IS IS IS IS 4996 : 1984 5751 : 1984 5758 : 1984 5820 : 1970 6072 : 1971 6073 : 1971 6523 : 1983 Reinforced concrete fence posts (first revision) Precast concrete coping blocks (first revision) Precast concrete kerbs (first revision) Precast concrete cable cover Auto claved reinforced cellular concrete wall slabs Auto claved reinforced cellular concrete floor and roof slabs Precast reinforced concrete door and window frames (first revision) 1.2 SP 21 : 2005 Title IS IS IS IS 9893 : 1981 10388 : 1982 12440 : 1988 12592 : 2002 Precast concrete blocks for lintels and sills Corrugated coir wood wool cement roofing sheets Precast concrete stone masonry blocks Precast concrete manhole covers and frames (first revision) Page 1.36 1.37 1.38 1.39 IS IS IS IS IS 13356 : 1992 13990 : 1994 14143 : 1994 14201 : 1994 14241 : 1995 Precast ferrocement water tank (250 to 10,000 litres capacity) Precast reinforced concrete planks and joists for flooring and roofing Prefabricated bricks panel and partially precast joist for flooring and roofing Precast reinforced concrete channel unit for construction on floors and roofs. Precast L-panel units for roofing PRODUCTS 1.40 1.42 1.44 1.46 1.48 ASBESTOS CEMENT IS IS IS 459 : 1992 1592 : 2003 1626 (Part 1) : 1994 (Part 2) : 1994 (Part 3) : 1994 IS IS IS IS IS IS IS 2096 : 1992 2098 : 1997 6908 : 1991 8870 : 1978 9627 : 1980 13000 : 1990 13008 : 1990 Corrugated and semi corrugated asbestos cement sheets. Asbestos cement pressure pipes and joints (fourth revision) 1.50 1.51 Asbestos cement building pipes and pipe fittings, gutters and gutter fittings and roofing fittings : Pipe and pipe fittings (second revision) Gutter and gutter fittings (second revision) Roofing accessories (second revision) Asbestos cement flat sheets Asbestos cement building boards Asbestos cement pipes and fittings for sewerage and drainage (first revision) Asbestos cement cable conduits and troughs Asbestos cement pressure pipes (light duty) Silica asbestos cement flat sheets Shallow corrugated asbestos cement sheets PIPES Precast concrete pipes (with and without reinforcement) (fourth revision) Prestressed concrete pipes (including fittings) (second revision) Steel cylinder pipe with concrete lining and coating (first revision) Concrete porous pipes for under drainage Perforated concrete pipes Specials for steel cylinder reinforced concrete pipes (first revision) 1.68 1.69 1.71 1.72 1.74 1.76 1.55 1.57 1.58 1.59 1.60 1.61 1.63 1.64 1.66 1.67 CONCRETE IS IS IS IS IS IS 458 : 2003 784 - 2001 1916 : 1989 4350 : 1967 7319 : 1974 7322 : 1985 1.3 SP 21 : 2005 Title TREATMENT OF CONCRETE IS IS 1834 : 1984 1838 (Part 1):1983 (Part 2):1984 IS IS 11433 (Part 1):1985 12118 (Part 1):1987 JOINTS Page Hot applied sealing compounds for joints in concrete (first revision) Preformed fillers for expansion joints in concrete pavement and structures (non extruding and resilient type) Bitumen impregnated fibre (first revision) CNSL Aldehyde resin and coconut pith One part gun-grade polysulphide-based joint sealant: General requirements Two part polysulphide-based sealant General requirements 1.77 1.78 1.79 1.80 1.81 Note -- IS 2645:2003 Integral cement water proofing compounds is covered under damp-proofing materials (see section 9) "water proofing" and 1.4 SP 21 : 2005 SUMMARY OF IS 383 : 1970 COARSE AND FINE AGGREGATES FROM NATURAL SOURCES FOR CONCRETE (Second Revision) 1. 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 percent for concrete for wearing surfaces (such as runways and roads) and 45 percent for other concrete. 2.4 Aggregate impact value (alternative to 2.3) shall not exceed 30 percent by weight for concrere for wearing surface and 45 percent by weight for other concrete. 2.5 Aggregate abrasion value shall not exceed 30 percent for concrete for wearing surfaces and 50 percent for other concrete. 2.6 Soundness (for concrete liable to be exposed to frost action) -- Coarse and fine aggregates shall pass a sodium or magnesium sulphate accelerated soundness test specified in IS : 2386 (Part V) 1963, for concrete liable to be exposed to the action of frost. 3. Size and Grading 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 IS Sieve Designation Percentage Passing for Single-Sized Aggregate of Nominal Size 3.1 Single­Sized and Graded Coarse Aggregates­ Shall be supplied in normal sizes given in the following table: Percentage Passing for Graded Aggregate of Nominal Size 63 mm 80 mm 63 mm 40 mm 20 mm 16 mm 12.5 mm 10 mm 4.75 mm 2.36 mm 100 85 to 100 0 to 30 0 to 5 0 to 5 - 40 mm 100 85 to 100 0 to 20 0 to 5 - 20 mm 100 85 to 100 0 to 20 0 to 5 - 16 mm 100 85 to 100 0 to 30 0 to 5 - 12.5 mm 100 85 to 100 0 to 45 0 to 10 - 10 mm 100 85 to 100 0 to 20 0 to 5 40 mm 100 95 to 100 20 mm 16 mm 100 100 12.5 mm 100 - 30 to 70 95 to 100 10 to 35 0 to 5 - - 90 to 100 - - 90 to 100 40 to 85 0 to 10 - 25 to 55 30 to 70 o to 10 0 to 10 - 1.5 SP 21 : 2005 3.2 Coarse Aggregates for Mass Concrete ­ Shall be in sizes specified in the following table. Class and Size Very large, 160-80 mm IS Sieve Designation 160 mm 80 mm Percentage Passing 90-100 0-10 90-100 0-10 90-100 0-10 90-100 0-10 0-2 Large, 80-40 mm 80 mm 40 mm Medium, 40-20 mm 40 mm 20 mm Small, 20-4.75 mm 20 mm 4.75 mm 2.36 mm 3.3 Fine Aggregates ­ Grading in zones I to IV shall be within the follwoing limits: IS Sieve Designation Grading Zone I 10 mm 4.75 mm 2.36 mm 1.18 mm 600 micron 300 micron 150 micron 100 90-100 60-95 30-70 15-34 5-20 0-10 Percentage Passing for Grading Zone II 100 90-100 75-100 55-90 35-59 8-30 0-10 Grading Zone III 100 90-100 85-100 75-100 60-79 12-40 0-10 Grading Zone IV 100 95-100 95-100 90-100 80-100 15-50 0-15 3.4 All-in Aggregates ­ When available, grading shall be according to the following table: IS Sieve Designation Percentage Passing for All in Aggregate of Nominal Size 40 mm 80 mm 40 mm 20 mm 4.75 mm 600 micron 150 micron 100 95-100 45-75 25-45 8-30 0-6 20 mm -- 10 95-100 30-50 10-35 0-6 Note 1 -- For methods of tests, refer to all parts of IS : 2386 Methods of test for aggregates for concrete: Note 2 -- Description and physical characteristics of aggregates for concrete is given in Appendix C of the standard. For detailed information, refer to IS 383:1970 Specification for coarse and fine aggregates from natural sources for concrete (second revision). 1.6 SP 21 : 2005 SUMMARY OF IS 2116 : 1980 SAND FOR MASONRY MORTARS (First Revison) 1. Scope -- Requirements of naturally occurring sands, crushed stone sands and crushed gravel sands used in mortars for construction of masonry. 2. Requirements 2.1 General -- 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). 2.2 Deleterious 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. 2.3 Limits of Deleterious Material -- The maximum quantities of clay, fine silt, fine dust and organic impurities in the sand shall not exceed the following limits: a) Clay, fine silt and fine dust 1) In natural sand or crushed gravel sand 2) In crushed stone sand b) Organic impurities. Not more than 5 percent by mass Not more than 5 percent by mass Colour of the liquid shall be lighter than that indicated by the standard solution. 2.4. Grading (a) The particle size grading of sand for use in mortars shall be within the limits as specified below: IS Sieve Designation 4.75 mm 2.36 mm 1.18 mm 600 micron 300 micron 150 micron Percentage Passing by Mass 100 90 to 100 70 to 100 40 to 100 5 to 70 0 to 15 (b) Various sizes of particle of which the sand is composed shall be uniformally distributed throughout the mass. Note -- For methods of tests, refer to IS 2386 Methods of test for aggregates for concrete Part 1:1963 Particle size and shape; Part 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). 1.7 SP 21 : 2005 SUMMARY OF IS 9142 : 1979 ARTIFICIAL LIGHTWEIGHT AGGREGATES FOR CONCRETE MASONRY UNITS 1. Scope -- Requirements of artificial lightweight aggregates, such as foamed blast furnace slag, bloated clay aggregate, sintered fly ash aggregate and cinder aggregate intended for use in concrete masonry units in which prime consideration is lightness in mass. 2. Requirements 2.1 Grading -- The grading of the aggregate, that is, its particle size distribution as obtained by sieve analysis shall be as given in Table 1. 2.2 Bulk Density -- The dry loose bulk density of combined aggregate shall not exceed 1100 kg/m3. 2.3 Uniformity of Mass -- The bulk density of successive supplies of lightweight aggregate shall not differ by more than 10 percent from that of the sample submitted for acceptance tests. 2.4 Deleterious Substances 2.4.1 Organic Impurities -- Lightweight aggregates, upon being subjected to the test for organic impurities, that produce a colour darker than the standard colour shall be rejected, unless it can be demonstrated that the discolouration is due to small quantities of materials not harmful to the concrete 2.4.2 Clay Lumps -- Shall not exceed 2 percent by dry mass. 2.4.3 Loss on Ignition -- Loss on ignition of aggregates except cinder aggregates shall not exceed 4 percent by dry mass. For cinder aggregates, loss on ignition shall be as specified in IS 2686:1977* . 2.5 Concrete Making Properties 2.5.1 Drying Shrinkage -- Shall not exceed 0.10 percent. 2.5.2 Sulphate Content -- Shall not be more than one percent when expressed as sulphuric anhydride (SO3) by mass. *Cinder as fine aggregates for use in lime concrete (first revision) TABLE 1 GRADING REQUIREMENTS FOR LIGHTWEIGHT COMBINED AGGREGATES FOR CONCRETE MASONRY UNITS Sl No. Size Designations 20 mm (1) i) ii) (2) Fine aggregate (4.75 to 0 mm) Coarse aggregate (12.5 to 4.75 mm) (10 to 2.36 mm) Combined fine and coarse aggregate (10 mm to 0) (3) -- Percentages (By Mass) Passing IS Sieves 12.5 mm (4) -- 10 mm (5) 100 4.75 mm (6) 85-100 2.36 mm (7) -- 1.18 mm (8) 40-80 300 microns (9) 10-35 100 -- -- 90-100 100 100 40-80 80-100 90-100 0-20 5-40 65-90 0-10 0-20 35-65 -- -- -- -- -- 10-25 iii) 1.8 SP 21 : 2005 Note -- For methods of tests refer to IS 2185 (Part 2):1983 Concrete masonry units Part 2 Hollow and solid light weight concrete blocks (first revision), IS 2386:1963 Methods of tests for aggregates for concrete, (Part 1) Particle size and shape, (Part 2) Organic Estimation of deleterious materials and organic impurities, Part 3 Specific gravity, density, voids, absorption and bulking, (IS 2686:1977 Cinder aggrerate for use in lime concrete, and IS 4032:1985 Method of chemical analysis of hydraulic cement (first revision). For detailed information, refer to IS 9142:1979 Specification for artificial lightweight aggregates for concrete masonry units. 1.9 SP 21 : 2005 SUMMARY OF IS 269 : 1989 ORDINARY PORTLAND CEMENT, 33 GRADE (Fourth Revision) 1. Scope -- Covers the manufacture and chemical and physical requirements of 33 grade ordinary Portland cement. 2. Chemical Requirements -- When tested in accordance with the methods given in IS 4032 : 1985, 33 grade ordinary Portland cement shall comply with the chemical requirements given in Table 1. 3. Physical Requirements 3.1 Fineness -- Specific surface of cement shall not be less than 225 m2 /kg. 3.2 Soundness -- Unaerated expansion shall be not more than 10 mm by 'Le Chatelier' method and 0.8 percent by autoclave test; if it fails, aerated sample shall not show more of than 5 mm and 0.6 percent when tested by 'Le Chatelier' method and autoclave method respectively. 3.3 Setting Time -- The setting time of the cements, when tested by the vicat apparatus shall conform to the following requirements: a) Initial setting time in minutes b) Final setting time in minutes Not less than 30; and Not more than 600. 3.4 Compressive Strength -- The average of at least three mortar cubes (area of face 50 cm2) composed of one part of cement, three parts of standard sand by mass + 3.0 percent (of combined mass of cement plus and 4 sand) water and prepared, stored and tested shall be as follows: P a) 72 ± 1 hour : b) 168 ± 2 hours : c) 672 ± 4 hours : not less than 16 MPa, not less than 22 MPa, and not less than 33 MPa. 4. 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 33 GRADE ORDINARY PORTLAND CEMENT Sl. No. (1) i) Characteristics (2) Requirement (3) Not greater than 1.02 and not less than 0.66 Ratio of percentage of lime to percentage of silica, alumina and iron oxide, when calculated by the formula CaO - 0.7 SO3 2.8 SiO2 + 1.2 Al2 O3 + 0.65 Fe2 O3 ii) iii) Ratio of percentage of alumina to that of iron oxide Insoluble residue, percent by mass Not less than 0.66 (a)In case no flyash, silica fume, rice, husk ash and metakaoline is added - not more than 5.0 (b) In case of addition of and / or silica fume and/or rice husk ash and /or metakoline - Not more than 5.0 iv) v) Magnesia, percent by mass Total sulphur content calculated as sulphuric anhydride (SO3)percent by mass vi) Total loss on ignition Not more than 6.0 percent Not more than 2.5 and 3.0 when tri-calcium aluminate percent by mass is 5 or less and greater than 5 respectively Not more than 5 percent For detailed information, refer to IS 269:1989 Specification for ordinary portland cement, 33 grade (fourth revision). Note -- For method of tests, refer to relevant parts of IS 4031 Methods of physical test for hydraulic cement; and IS: 4032-1985 Methods of chemical analysis of hydraulic cement (first revision). 1.10 SP 21 : 2005 SUMMARY OF IS 455 : 1989 PORTLAND SLAG CEMENT (Fourth Revison) 1. Scope-- Covers the manufacture and chemical and physical requirements for Portland slag cement. 2. Chemical Requirement Percent, Max Magnesium oxide (MgO) Sulphur trioxide (SO3) Sulphide sulphur (S) Loss on ignition 8.0 3.0 1.5 5.0 3.2 Soundness -- Expansion of unaerated sample (i) not more than 10 mm by 'Le Chateliers' method (ii) not more than 0.8 percent by autoclave method 3.3 Setting Time ­ a) Initial setting time b) Final setting time 3.4 Compressive Strength a) 72 b) 168 c) 672 Not less than 30 minutes Not more than 600 minutes Insoluble residue 4.0 Notes1 --Total chloride content in cement shall not exceed 0.05 percent by mass for cement used in prestressed concrete structures and long span reinforced concrete structures. (Method of test for determination of chloride content in cement is given in IS 12423:1988.)* Notes 2 . Granulated slag conforming to IS 12089:1987 has been found suitable for the manufacture of Portland slag cement. ± 1h ± 2h ± 4h Not less than 16 MPa Not less than 22 MPa Not less than 33 MPa 3. Physical Requirements 3.1 Fineness -- Specific surface , not less than 225 m2/kg. 4. Delivery -- Packed in specified bags of 50 kgs or 25 kgs net or in builk with tolerances specified in the standard. * Method for colorimetric analysis of hydraulic cement. Granulated slag for manufacture of Portland slag Cement. Note -- For methods of tests, refer to relevant parts of IS 4031 Methods of physical tests for hydraulic cement and IS 4032:1985 Chemical analysis of hydraulic cement (first revision) For detailed information, refer to IS 455:1989. Specification for portland slag cement (fourth revision). 1.11 SP 21 : 2005 SUMMARY OF IS 1489 (PART1) : 1991 PORTLAND POZZOLANA CEMENT PART 1 FLY ASH BASED (Third Revision) 1. Scope -- Covers the manufacture, physical and chemical requirements of Portland pozzolana cement using only fly ash pozzolana. 2. Raw Materials 2.1 Pozzolana 2.1.1 Fly ash used in the manufacture of Portland pozzolana cement shall conform to IS 3812 : 1981*. 2.1.2 Fineness and average compressive strength in lime reactivity of fly ash shall not be less than 320 m /kg and 4.0 MPa respectively. 2 4. Physical Requirements 4.1 Fineness -- Specific surface shall be not less than 300 m2/kg. 4.2 Soundness -- Expansion of unaerated sample-- i) Not more than 10 mm by 'Le Chateliers' method. ii) Not more than 0.8 percent by Autoclave method. 4.3 Setting Time -- Initial setting time Final setting 4.4 Compressive Strength -- a) b) c) At 72 ± 1h At 168 ± 2h At 672 ± 4h 16 MPa, Min 22 MPa, Min 33 MPa, Min 30 min, Min 600 min, Max 2.1.3 Average compresive strength in lime reactivity of fly ash shall not be less than 4.0 MPa. 2.1.4 Fly ash content shall be between 15 to 35 percent by mass of portland pozzolana cement. 2.2 Portland Cement Clinker/Portland Cement-shall conform to IS 269:1989. 3. Chemical Requirements -- See Table 1. * Flyash for use as pozzolana and admixture (first revision) 5. Delivery -- Packed in specified bags of 50 kg or 25 kg net or in bulk with tolerances specified in the standard. Ordinary portland cement, 33 Grade (fourth revision). TABLE 1 SI No. (1) i) ii) iii) iv) CHEMICAL REQUIREMENTS OF PORTLAND POZZOLANA CEMENT Requirement (3) 5.0 6.0 3.0 Characteristic (2) Loss on ignition, percent by mass, Max Magnesia (MgO), percent by mass, Max Sulphuric anhydride (SO3), percent by mass, Max Insoluble material, percent by mass, Max x+ 4.0(100 - x ) 100 where x is the declared percentage of flyash in the given Portland pozzolana cement. Note -- For methods of tests, refer to IS 1727:1967 Methods of test for pozzolanic material (first revision), relevant part of IS 4031 Method of physical tests for hydraulic cement and IS 4032:1985 Methods of chemical analysis of hydrolic cement (first revision) For detailed information , refer to IS 1489 (Part 1) 1991 Specification for portland pozzolana cement Part 1 :1991 Fly ash based (third revision). 1.12 SP 21 : 2005 SUMMARY OF IS 1489 (PART 2) :1991 PORTLAND POZZOLANA CEMENT PART 2 CALCINED CLAY BASED (Third Revision) 1. 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 2.1 Pozzolana 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 * Calcined clay pozzolana (second revision). Fly ash for use as pozzolana and admiscture (first revision). Ordinary portland cement 33 Grade (fourth revision). 3. Chemical Requirement -- See TABLE 1. 4 Physical requirements 4.1 Fineness Specific surface of Portland pozzolana cement shall be not less than 300 m2/kg. 4.2 Soundness -- Expansion of unaerated sample. Not more than 10 mm by `Le Chatelier' Method. Not more than 0.8 percent by Autoclave method. 4.3 Setting time-- Initial setting time 30 min, Min. Final setting time 600 min, Min. 4.4 Compressive stength a) At 72 ± 1h 16 MPa , Min 22 MPa , Min 33 MPa , Min (i) (ii) ± 2h c) At 672 ± 4 h b) At 168 5 Delivery Packed in specified bags of 50 kgs or 25, kgs net or in bulk with toerances specified in the standard. Requirement (3) 5.0 6.0 3.0 TABLE 1 CHEMICAL REQUIREMENTS OF PORTLAND- POZZOLANA CEMENT SI No. (1) i) ii) iii) iv) Characteristic (2) Loss on ignition, percent by mass, Max Magnesia (MGO), percent by mass, Max Sulphuric anhydrid (SO3),percent by mass, Max Insoluble material, percent by mass, Max x+ 4.0(100 - x ) 100 where x is the declared percenttage of pozzolana in the given Portland pozzolana cement Note -- For methods of tests, refer to relevant parts of IS 1727:1967 Methods of test of pozzolanic material (first revision), IS 4031-- Method of physical tests of hydraulic cement and IS 4032: 1985 Methods of Chemical analysis of hydraulic cement (first revision) For detailed information, refer to IS 1489(Part 2):1991 Specification for Portland pozzolana cement Part 2 calcined clay based (third revision). 1.13 SP 21 : 2005 SUMMARY OF IS 3466 : 1988 MASONRY CEMENT (Second Revision) 1. 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. 2. Physical Requirements -- See TABLE 1. 3. 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. i) ii) iii) iv) Characteristic Fineness-- Residue on 45-micron IS Sieve, Max percent (by wet sieving) Setting Time (by Vicat Apparatus )-- a) Initial, Min b) Final, Max Soundness: a) Le- Chatelier Max b) Autoclave expansion, Max 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 28 days Air Content--Air content of mortar composed of 1 part masonry coement and 3 parts standard sand, by volume Water Retention-- Flow after suction of mortar composed of 1 part cement and 3 parts standard sand by volume, Min Requirements 15 90 min 24 h 10 mm 1 percent v) vi) 2.5 MPa 5 MPa 6 percent 60 percent original flow of Note -- For methods of tests, refer to relevant parts of IS 4031. Methods of physical tests for hydraulic cement. For detailed information, refer to IS 3466:1988 Specification for Masonry Cement (second revision). 1.14 SP 21 : 2005 SUMMARY OF IS 6452 : 1989 HIGH ALUMINA CEMENT FOR STRUCTURAL USE (First Revision) 1. 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-- 2.2 Fineness -- Specific surface not less than 225 m2/kg 2.3 Soundness -- Expansion not more than 5 mm (quantity of mixing water shall be 22 percent of cement by mass). 2.4 Setting Time -- Initial not less than 30 minutes and final not more than 10 hours. 2.5 Compressive Strength of Cement Mortar Cubes 1:3 (1 cement: 3 Standard Sand ) by Weight: a) At 24 hours ± 30 minutes b) At 72 ± 1 hours not less than 30 MPa not less than 35 MPa 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 3. 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). 1.15 SP 21 : 2005 SUMMARY OF IS 6909 : 1990 SUPERSULPHATED CEMENT (First Revision) 1. Scope-- Requirements for composition, manufacture and testing of supersulphated cement (SSC). 2. Application --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 will also result in greater utilization of blastfurnance slag, an industrial by- product of steel in the country. 3. Chemical Requirements -- Insoluble residue Magnesium oxide 4 percent, Max 10 percent, Max Sulphuric anhydride Sulphide sulphur 6 percent, Min 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) b) c) 72 168 672 1 hours 2 hours 4 hours not less than 15 MPa not less than 22 MPa 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.. 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). 1.16 SP 21 : 2005 SUMMARY OF IS 8041 : 1990 RAPID HARDENING PORTLAND CEMENT (Second Revision) 1. Scope 1.1 Manufacture and chemical and physical requirements of rapid hardening Portland cement. Note --The term `rapid hardening' should not be confused with 'quick- setting.' 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) b) 24 hours ± 30 minutes 72 ± 1 hours Not less than 16 MPa Not less than 27 MPa 2. Chemical Requirment -- 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 4 Delivery -- Packed in specified bags of 50 kg or 25 kg net or in bulk with tolerances specified in the standard. *Ordinary Portland cement,33 Grade. 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 8041: 1990 Specification for rapid hardening portland cement (second revision). 1.17 SP 21 : 2005 SUMMARY OF IS 8042 : 1989 WHITE PORTLAND CEMENT (Second Revision) 1 Scope 1.1 Manufacture and chemical and physical requirements of white Portland cement. Note­White Portland cement is generally used for architectural and decorative purposes and is generally meant for nonstructural use. It is made from raw materials containing very little iron oxide and magnesium oxide. prepared from white portland cement shall not be less than 90 percent of those specified for 33 grade ordinary Portland cement. 4. Degree of Whiteness -- The reflectance of neat cement ring prepared and tested in accordance with the test specified shall not be less than 70 percent. 5. Delivery-- Packed in specified bags of 50 kg, 10 kg, 5 kg, 2 kg or 1 kg net or in bulk subject to tolerances specified in the standard. 2. Chemical Reqrirements -- See Table 1. 3. Physical Requirements -- Physical requirements of white portland cement shall be as laid down in IS 269: 1989* except that compressive strength of mortar * Ordinary portland cement 33 Grade (fourth revision) TABLE 1 CHEMICAL REQUIREMENTS FOR WHITE PORTLAND CEMENT Sl No. (1) i) ii) iii) iv) v) Characteristic (2) Ratio of percentages of lime to percentage of silica, alumina and iron oxide Iron oxide, percent by mass Insoluble residue, percent by mass Magenesisa, percent by mass Total sulphur content calculated as sulphuric anhydride (SO3), percent by mass Requirements (3) Not greater than 1.02 and not less than 0.66 Not more than 1.0 percent Not more than 2.0 percent Not more than 6 percent Not more than 3.5 percent Note --For methods of tests, refer to relevant parts of IS 4031 Methods of physical tests for hydraulic cement and IS 4032:1985 Methods of chemical analysis of hydraulic cement. (first revision) For detailed information, refer to IS 8042:1989 Specification for white Portland cement (second revision). 1.18 SP 21 : 2005 SUMMARY OF IS 8043 : 1991 HYDROPHOBIC PORTLAND CEMENT (Second Revision) 1 Scope -- 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 the mixing of the con crete, and normal hydration takes place. Hydrophobic cement shall not be confused with water proofing cements. 3. Physical Requirements 3.1 Fineness -- Specific surface shall not be less than 350 m2/kg. 3.2 Soundness and Setting Time -- Shall be as laid down IS 269:1989. 3.3 Compressive Strength a) b) c) 72 ± 1 hours Not less than 15.69 MPa 168 ± 2 hours Not less than 21.57 MPa 672 ± 4 hours Not less than 30.40 MPa 2. Chemical Requirements-- The chemical requirements hydrophobic cement shall be as laid in IS 269:1989*. 4. Delivery -- Packed in specified bags of 50 kg or 25 kg net subject to tolerances specified in the standard. *Ordinary portland cement 33 Grade (fourth revision). For detailed information, refer to IS 8043:1991 Specification for hydrophobic Portland cement (second revision). 1.19 SP 21 : 2005 SUMMARY OF IS 8112 : 1989 43 GRADE ORDINARY PORTLAND CEMENT (First Revision) 1. 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. 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 2. 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. ± 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 4. 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. (1) i) Characteristic (2) Requirement (3) Not greater than 1.02 and not less than 0.66 Ratio of percentage of lime to percentages of silica, alumina and iron oxide, when calculated by the formula C a o - 0 .7 S O 3 2 .8 S iO 2 + 1 .2 A I 2 O 3 + 0 .6 5 F e 2 O 3 ii) Ratio of percentage of alumina to that of iron oxide iii) Insoluble residue, percent by mass iv) Magnesia, percent by mass v) Total sulphur content calculated as sulphuric anhydride (SO3), percent by mass greater than 5 respectively vi) Total loss on ignition Not less than 0.66 Not more than 3.0 Not more than 6.0 Not more than 2.5 and 3.0 when tricalcium aluminate percent by mass is 5 or less and Not more than 5 percent Note 1 -- For specific chemical and physical requirements of cement used for railway sleepers, refer to the standard. Note 2 -- For methods of tests, refer to relevant parts of IS 4031 Methods of physical tests for hydraulic cement and IS 4032:1985 Methods of chemical analysis of hydraulic cement. (first revision) For detailed information, refer to IS 8112:1989 Specification for 43 Grade ordinary portland cement (first revision). 1.20 SP 21 : 2005 SUMMARY OF IS 12269 : 1987 53 GRADE ORDINARY PORTLAND CEMENT 1. 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 + 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) b) Initial setting time in minutes ­ not less than 30, and Final setting time in minutes ­ not more than 600. 2. Chemical Requirement -- See Table 1. 3. Physical Requirements 3.1 Fineness -- Specific surface shall not be less than 225 m2/kg. * Ordinary portland cement 33 grade ( fourth revision). + 43 Grade ordinary portland cement (first revision). 3.4 Compressive Strength -- a) b) c) ± 1 h, not less than 168 ± 2 h, not less than 672 ± 4 h, not less than 72 27 MPa 37 MPa 53 MPa 4. 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. (1) i) Characteristic (2) alumina and iron oxide Requirement (3) Not greater than 1.02 and not less than 0.80 Ratio of percentage of lime to percentages of silica ii) iii) Ratio of percentage of alumina to that of iron oxide Insoluble residue, percent by mass Not less than 0.66 (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 Not more than 6.0 Not more than 2.5 and 3.0 when tri-calcium aluminate percent by mass is 5 or less and greater than 5, respectively iv) v) Magnesia, percent by mass Total sulphur content calculated as sulphuric anhydride (SO3), percent by mass vi) Total loss on ignition Not more than 4 percent Note 1 -- For specific chemical and physical requirements of cement used for railway sleepers, refer to the standard. Note 2 -- For methods of tests, refer to relevant parts of IS 4031 Methods of physical tests for hydraulic cement and IS 4032:1985 Methods of chemical analysis of hydraulic cement. (first revision) For detailed information, refer to IS 12269:1987 Specification for 53 Grade ordinary portland cement. 1.21 SP 21 : 2005 SUMMARY OF IS 12330 : 1988 SULPHATE RESISTING PORTLAND CEMENT 1. 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. 3. Physical Requirement 3.1 Fineness -- Specific surface not less than 225 m2/kg 3.2 Soundness ­ Unaerated cement-expansion not more than 10 mm by `Le Chatelier' method and not more than 0.8 percent by autoclave method. 3.3 Setting Time -- Initial setting time in minutes, not less than 30 and b) Final setting time in minutes not more than 600 3.4 Compressive Strengh -- a) b) c) 72 ± 1h, 168 ± 2h, 672 ± 4h, not less than not less than not less than 10 MPa 16 MPa 33MPa a) 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 the prevailing tempera ture ie below 40OC. The later is not recommended for producing steam-cured products. 2. Chemical Requirements -- See Table 1. 4. Delivery-- Packed in specified bags of 50 kg net or in bulk with tolerances specified in the standard. TABLE1 CHEMICAL REQUIREMENTS FOR SULPHATE RESISTING PORTLAND CEMENT Characteristic (2) Requirement (3) Not greater than 1.02 and not less than 0.66 Sl No. (1) i) Ratio of percentage if lime to percentages of silica, alumina and iron oxide when calculated by the formula CaO - 0.7SO 3 2.8S1O 2 + 1.2AI 2 O 3 + 0.65Fe 2 O 3 ii) iii) iv) v) vi) Insoluble residue, percent by mass Magmesia, percent by mass Total sulphur content calculated as sulphuric anhydride (SO3) percent by mass Tricalcium aluminate (C3A), percent by mass Tetracalcium alumino ferrite phase twice the tricalcium aluminate (C4AF+2C3A), percent by mass Not more than 4 Not more than 6 Not more than 2.5 Not more than 5 Not mor ethan 25 Not more than 5 vii) Total loss on ignition, percent by mass 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 12330:1988 Specification for sulphate resisting Portland cement. 1.22 SP 21 : 2005 SUMMARY OF IS 2185 (PART 1) : 1979 CONCRETE MASONRY UNITS PART 1 HOLLOW AND SOLID CONCRETE BLOCKS (Second Revision) 1. Scope -- Requirements for the following concrete masonry building units which are used in construction of loadbearing and partition walls: a) b) c) Hollow (open and closed cavity) load bearing concrete blocks. Hollow (open and closed cavity) non-load bearing concrete blocks, and Solid load-bearing concrete blocks. Note 2 -- Block shall also be manufactured in half lengths of 200, 250 or 300 mm. 3.2 Tolerances -- Not more than ± 5 mm in length and ± 3 mm in height and width of unit. 3.3 Face shells and webs shall increase in thickness from the bottom to the top of unit; the thickness shall be not less than the value given in Table 1, as appropriate. 4. Classification -- see Table 2 4.1 Hollow (Open and Closed Cavity) Concrete Blocks -- a) Grade A b) Grade B c) Grade C (see Table 2) Note--Concrete masonry units are used for both load-bearing and non-load bearing walls, for partitions and panel walls, as backing for other types of facing materials, for piers, pilasters and columns, for retaining walls, garden walls, chimneys and fire places, as fillers in concrete joist floor construction and as shuttering for beams, columns and lintels. 2. Terminology 2.1 Hollow (Open or Closed Cavity) Block--A block having one or more large holes or cavities which either pass through the block (open cavity) or do not effectively pass through the block (closed cavity) and having the solid material between 50 and 75 percent of the total volume of the block calculated from the overall dimensions. 2.2 Solid Block -- A block which has solid material not less than 75 percent of the total volume of the block calculated from the overall dimensions. 3. Dimension 3.1 Normal Dimension-- Length Height Width 400, 500 or 600 mm 200 or 100 mm 200, 250, or 300 mm 4.2 Solid Concrete Blocks -- Grade D (See Table 2). 5. Physical Requirement 5.1 General -- All units shall be sound and free of cracks or other defects. 5.2 Blocks Density and Compressive Strength ­ Shall be as given in Table 2. 5.3 Water Absorption -- Average value of three units shall be not more than 10 percent by mass. 5.4 Drying Shrinkage -- Average value of three units shall not exceed 0.1 percent. 5.5 Moisture Movement --Average value of three units shall not exceed 0.09 percent. Note 1 -- Actual dimensions shall be 10 mm short of nominal dimensions or 6mm short in special cases where finer jointing is specified. 1.23 SP 21 : 2005 TABLE 1 MINIMUM FACE SHELL AND WEB THICKNESSES All dimensions in millimetres. Nominal Block Width (1) 100 or less Over 100 to 150 Over 150 to 200 Over 200 Face Shell Thickness, Min (2) 25 25 30 35 Thickness of Web, Min (3) 25 25 25 30 Total Web Thickness Per Courses in Any 200 mm Length of Walling, Min (4) 25 30 30 38 TABLE 2 BLOCK DENSITY AND COMPRESSIVE STRENGTH Type Grade Density of Block kg/m3 Minimum Average Compressive Strength of Units at 28 Days N/mm2 (4) 3.5 4.5 5.5 7.0 2.0 3.0 5.0 1.5 5.0 4.0 Minimum Strength of Individual Units at 28 days N/mm2 (5) . 2.8 3.6 4.4 5.6 1.6 2.4 4.0 1.2 4.0 3.2 (1) Hollow (open and closed cavity) load bearing unit (2) A (3.5) A A A B (4.5) (5.5) (7.0) (2.0) (3) Not less than 1500 Less than 1 500 but not less than 1 000 Less than 1 500 but not less than 1000 Not less than 1 800 Hollow (open and closed cavity) non-load bearing units Solid load bearing units B (3.0) B (5.0) C (1.5) D (5.0) D (4.0) Note 1 -- Note 2 -- For requirements regarding materials, surface texture, texture and finish, refer to the standard. For methods of tests, refer to Appendices A to F of the standard. For detailed information, refer to IS 2185 (Part 1):1979 Specification for concrete mansory units : Part 1 Hollow and solid concrete blocks (second revision). 1.24 SP 21 : 2005 SUMMARY OF IS 2185 (PART 2) : 1983 CONCRETE MASONRY UNITS PART 2 HOLLOW AND SOLID LIGHTWEIGHT CONCRETE BLOCKS (First Revision) 1. Scope -- 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 2. Dimensions and Tolerances 2.1 Nominal Dimensions Length Height Width 400, 500 or 600 mm 100 or 200 mm 50, 75, 100, 150, 200, 250 or 300 mm 3. Classification 3.1 Load bearing lightweight concrete masonry units hollow (open and closed cavity) or solid shall conform to the following two grades-- a) Grade A--These are used below and above ground level in damp-proof course, in exterior walls that may or may not be treated with a suitable weather-protective coating and for interior walls. b) Grade B -- These are used above ground level in damp-proof course, in exterior walls that are treated with a suitable weather-protective coating and for internal walls. 3.2 Non­load bearing lightweight concrete masonry units, hollow (open and closed cavity) or solid shall be used in interior walls, partitions, panels and for exterior panel walls in steel or reinforced concrete frame construction when protected from weather by rendering or by some other efficient treatment. 4. Physical Requirements 4.1 General -- All units shall be sound and free from cracks or other defects. 4.2 Block Density -- Shall not exceed 1 600 kg/m3 4.3 Compressive Strength -- See Table 1. 4.4 Water Absorption -- See Table 1. 4.5 Drying Shrinkage--Load Bearing -- Grade `A' Grade `B' Non - Load Bearing 0.08 percent, Max 0.09 percent, Max 0.09 percent, Ma x Note 1 -- Actual dimensions shall be 10 mm short of the nominal dimensions (or 6 mm short in special cases where finer jointing is specified). Note 2 -- In addition, block shall be manufactured in half lengths of 200,250 or 300 mm to correspond to the full lengths. 2.2 Tolerance -- Not more than ± 5 mm in length and ± 3 mm in height and width of unit. 2.3 Hollow concrete blocks shall be made either with two cores or three cores. Stretchers in the 200, 250 and 300 mm width shall generally have concave ends, each end flange being grooved or plain. All 100 and 150 mm wide units shall generally be made with plain ends. 2.4 Face shells and webs shall increase in thickness from the bottom to the top of the unit. Depending upon the core moulds used, the face shells and webs shall be flared and tapered or straight tapered, the former providing a wider surface for mortar. The minimum thickness of the face shell and web shall be not less than 20 mm. However, for the top face shell of the closed cavity units, the minimum thickness may be less the 20 mm, but not less then 15 mm. 4.6 Moisture Movement-- Average value of three units shall be less than the drying shrinkage specified in 4.5 by at least 0.01. 1.25 SP 21 : 2005 TABLE 1 PHYSICAL REQUIREMENTS Type and Grade Absorption Average of 8 units, Min (2) N/mm 2 7.0 5.0 4.0 12.5 8.5 Minimum Compressive Strength Individual units, Min (3) N/mm2 5.5 4.0 3.5 10.8 7.0 Maximum average water with oven-dry mass of concrete Less than 1360 Less than 1600 (5) Kg/m3 290 290 - (1) Hollow,load bearing Grade A Grade B Hollow, Non-load bearing Solid ,load bearing Grade A Grade B Note 1 -- Note 2 -- (4) Kg/m3 320 320 For requirements regarding materials, manufacture, surface texture and finish refer to the standard. For methods of tests, refer to Appendices A to F of the standard. For detailed information, refer to IS 2185 (Part 2) 1983 Specification for concrete masonry units : Part 2 Hollow and solid lightweight concrete blocks (first revision). 1.26 SP 21 : 2005 SUMMARY OF IS 2185 (PART 3) : 1984 CONCRETE MASONRY UNITS PART 3 AUTOCLAVED CELLULAR (AERATED) CONCRETE BLOCKS (First Revision) 1. Scope-- Covers the requirements of autoclaved cellular (aerated) concrete blocks having density up to 1 000 kg/ m3. Note -- Autoclaved means team curing of concrete products, sandlime bricks, asbestos cement products, hydrous calcium silicate insulation products, or cement in an autoclave at maximum ambient temperatures generally between 170 and 215 oC. 2.2 Tolerance -- Not more than ± 5 mm in length and ± 3 mm in height and width of the unit. 3. Classification-- Classified into two grades (See Table 1). 4. Physical Requirements 4.1 General -- All units shall be sound and free of cracks and other defects . 4.2 For block density, compressive strength and thermal conductivity (See Table 1). 4.3 Drying Shrinkage -- Shall not be more than 0.05 percent for Grade 1 blocks and 0.10 percent for Grade 2 blocks. 2. Dimensions and Tolerances 2.1 Nominal Dimensions Length Height Width 400, 500 or 600 mm 200, 250 or 300 mm 100, 150, 200 or 250 mm Note 1-- Actual dimensions shall be 10mm short of the nominal dimensions (or 6 mm short in special cases where finer jointing is specified). Note 2 -- In addition, block shall be manufactured in half lengths of 200, 250 or 300 mm to correspond to the full lengths. TABLE 1 PHYSICAL PROPERTIES OF AUTOCLAVED CELLULAR CONCRETE BLOCKS Sl No. Density in Ovendry Condition Compressive Strength, Min Thermal Conductivity Air Dry Condition Grade 2 (4) N/mm 2 1.5 3.0 4.0 5.0 6.0 (5) W/m.k 0.21 0.24 0.30 0.37 0.42 (1) i) ii) iii) iv) v) (2) kg/m 3 451 to 550 551 to 650 652 to 750 751 to 850 851 to 1 000 Grade 1 (3) N/mm 2 2.0 4.0 5.0 6.0 7.0 Note 1 -- For requirements regarding materials surface texture and finish refer to the standard. Note 2 -- For methods of test, refer to the standard. For detailed information, refer to IS 2185 (Part 3) 1984 Specification for concrete masonry units: Part 3 Autoclaved cellular (aerated) concrete blocks (first revision). 1.27 SP 21 : 2005 SUMMARY OF IS 4996 : 1984 REINFORCED CONCRETE FENCE POSTS (First Revision) 1. Scope -- Requirements for reinforced concrete fence posts for general purposes. Recommendations for the provisions of wire holes and their spacing, as well as the erection of post-and-wire fence have also been included. Reinforced lightweight concrete fence posts and prestressed concrete fence posts are not covered. 2. Classification a) Line Posts-- Line posts are intermediate posts forming the majority in a post-and-wire system and are intended to carry the fencing wire between the strainer posts. b) Strainer Posts-- Posts notched on three sides and used with struts or braces as strainers at the corners or ends, or at intermediate positions in a line of fence. c) Strut or Brace -- Member used in inclined position for supporting the strainer post. 3. Shape and Dimension 3.1 Shall be square, rectangular, circular or any polygonal in section. May be of uniform section or tapering on two sides or tapering on all four sides. The 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 requirements are fulfilled. 3.2 Tolerances-- ± 15 mm on overall length, ± 3 mm on cross-sectional dimensions and 0.5 percent on straightness of fence post. 4. Strength Test 5.1 Impact Test-- When tested, specimen shall show no visible permanent cracking. 5.2 Static-Load Test--The static load required to produce first visible crack in post shall be as given below-- Line post Strainer post Strut or angle post 700 N 2 500 N 450 N Note 1 -- For typical details and dimensions of line post, strainer post and brace for fencing intended for various uses, for recommendations for manufacture of reinforced concrete under field conditions and for recommendations for erection of fence posts, refer to the standard. Note 2-- For method of tests, refer to Appendix C of the standard. For detailed information, refer to IS 4996:1984 Specification for reinforced concrete fence posts (first revision). 1.28 SP 21 : 2005 SUMMARY OF IS 5751 : 1984 PRECAST CONCRETE COPING BLOCKS (First Revision) 1. 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: Note --For minimum dimensions of the cross section for clip type and for flat bottomed coping, see Fig. 1 and 2 of the standard. 2.2 Length -- 1 m or as agreed. 2.3 Tolerances -- ± 3 mm for cross-sectional profile and ± 6 mm for length. 3. 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. 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 2.1 Dimension 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 to be applied. 4. Mass -- Not less than 35 kg/m for flat bottomed coping without cramps. 5. 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. 6. 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). 1.29 SP 21 : 2005 SUMMARY OF IS 5758 : 1984 PRECAST CONCRETE KERBS (First Revision) 1. 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. 2. 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 c) Half-batter kerbs 150 × 300 125 × 250 mm 150 × 300 125 x 250 mm d) Half-section kerbs 150 x 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. 3.5 Gutter 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 channel shall be 125 or 100 mm. 3.6 Lengths -- Uniform length of 1m for straight kerb, straight channels, edgings and 1m maximum normally for gutters. Note-- For standard section of concrete kerbs, channel, standard sections of concrete edgings, standard concrete quadrants and typical sections of kerb and gutter, see Fig 1 to 5 of the standard. 4. Tolerances -- ±3 mm on length and height; + 1.5 and ­ 3 mm on width. 5. Moulding -- When made under hydraulic pressure the pressure employed shall not be less than 7 MN/m2. 6. Tests 6.1 Transverse 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. Dimensions (mm) 150 × 300 125 × 250 100 × 250 150 × 300 125 × 250 150 × 300 125 × 250 150 × 125 250 × 125 50 × 250 50 × 200 50 × 150 3.2 Straight Channels a) Rectangular kerbs 300 × 150 250 × 125 250 × 100 mm b) Channels 250 × 125 mm Type of Product a) Rectangular kerbs Load to be Supported (N) 22 13 9 22 13 22 13 8 13 3 2 2 750 600 100 750 600 750 600 200 600 180 720 040 b) c) d) e) f) Splayed kerbs Half-batter kerbs Half-section kerbs Channels Edgings 1.30 SP 21 : 2005 6.1.1 If tests are carried out after a longer period, the load to be supported shall be increased by the ageing factor given below-- Age of sample (months) 3 Ageing factor 1.1 6 1.15 12 1.20 6.2 Water Absorption -- Shall not exceed 3 percent in the first 10 minutes and 8 percent after 24 hours. Note -- For methods of tests, refer to Appendices A and B of the standard. For detailed information, refer to IS 5758:1984 Specification for precast concrete kerbs (first revision). 1.31 SP 21 : 2005 SUMMARY OF IS 5820 : 1970 PRECAST CONCRETE CABLE COVERS 1. Scope-- Requirements for reinforced and unreinforced precast concrete for covering cables. 2. Classification -- See Table 1. 2.1 Arch type covers are also sometimes used. 3. Dimensions ­ See Table 2. 3.1 Tolerance -- On length and width ±3 mm, and on thickness ±2 mm. 4. Tests 4.1 Impact Strength for Reinforced Covers-- Not more than one transverse crack. 4.2 Transverse Strength for Unreinforced Covers-- Average breaking load shall not be lower than the value specified in Table 2. TABLE 1 CLASSIFICATION Class EHV HVP HV LV Description Reinforced, with peak Unreinforced, with peak Unreinforced, flat Unreinforced, flat Conditions Where Normally Used 22 kV and 33 kV underground power cables 1.1 kV to below 22 kV underground power cables For power cables 1.1. kV and below TABLE 2 DIMENSIONS Class Type No. Shape L EHV 1 2 1 2 1 2 1 2 3 With peak Do Do Do Flat Do Do Do Do 450 600 300 450 300 450 250 300 450 Dimensions W T 230 230 180 180 180 180 150 180 180 50 50 40 40 40 40 40 40 40 T' 75 75 65 65 - Average breadking Load for unreinforced Covers, Min (kg) 450 750 300 350 300 350 200 200 200 HVP HV LV Note 1 -- Note 2 -- 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. For typical concrete cable cover, flat type and with peak, see Fig. 1 and 2 of the standard. 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 to Appendices A and B of the standard. For detailed information, refer to IS 5820:1970 Specification for precast concrete cable covers. 1.32 SP 21 : 2005 SUMMARY OF IS 6072 : 1971 AUTOCLAVED REINFORCED CELLULAR CONCRETE WALL SLABS 1. Scope -- Requirements for autoclaved reinforced cellular concrete wall slabs, having density above 450 and up to 1 000 kg/m3. 2. 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. 3. Classification -- Shall be classified on basis of oven-dry density (without reinforcement) and compressive strength -- Class A B C D E 5.2 Tolerances -- For 500 mm and below, ± 2 mm over 500 mm, ± 5 mm. Note -- For form tolerances for wall slabs, refer to Table 1 of the standard. 6. Finish -- Tongue at one side and groove on the other side. Alternatively groove on both sides for filling with cement mortar. Longitudinal edges shall be chamfered. 7. Physical Properties 7.1 Density -- Range as specified in 3. 7.2 Dry Shrinkage -- Not more than 0.09 percent. 7.3 Residual water content at the time of delivery shall be declared by the manufacturer. 7.4 Fire Resistance -- Not less than 2 hours. 7.5 Compressive Strength and Thermal Conductivity-- Class Compressive Strength, Min (kgf/cm2) 70 60 50 35 20 Gross Density(kg/m3) Over 850 and up to 1 000 Over 750 and up to 850 Over 650 and up to 750 Over 550 and up to 650 Over 450 and up to 550 4. 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 5.1 Preferred Dimensions -- Length 1 to 6 m; width 600 mm; thickness 150 to 250 mm with increments of 25 mm. Thermal Conductivity Max (kcal/m/h/oC) 0.36 0.32 0.26 0.21 0.18 A B C D E Note 1 -- For methods of tests, refer to IS 3809 1979 Specification for fire resistance test for structures (first revision) and relevant partsof IS 6441 Methods of test for autoclaved cellular concrete products . Note 2 -- For details of manufacture with regard to aspects such as reinforcement, formation of cells of cellular concrete (method of autoclavation) and finish, refer to 6 of the standard. Note 3 -- For structural requirements, refer to 8 of the standard. For detailed information, refer to IS 6072:1971 Specification for autoclaved reinforced cellular concrete wall slabs. 1.33 SP 21 : 2005 SUMMARY OF IS 6073 : 1971 AUTOCLAVED REINFORCED CELLULAR CONCRETE FLOOR AND ROOF SLABS 1. Scope -- Requirements for autoclaved reinforced cellular concrete floor and roof having density above 450 and up to 1 000 kg/m3 2. Terminology --The cellular concrete consists of an inorganic binder (such as lime and cement) in combination with finely ground material containing silicon dioxide (such as sand), gas generating material (such as aluminium powder), water and additives (optional); and steam cured under high pressure in autoclabes. 3. Classification -- Shall be classified on basis of oven-dry density (without reinforcement) and compressive strength-- Class A B C D E Gross Density (kg/m3) Over 850 and up to 1 000 Over 750 and up to 850 Over 650 and up to 750 Over 550 and up to 650 Over 450 and up to 550 5.2 Tolerances -- For 500 mm and below, ± 2 mm over 500 mm, ± 5 mm. Note -- For form tolerances for wall slabs, refer to Table 1 of the standard. 6. Finish -- Tongue at one side and groove on the other side. Alternatively groove on both sides for filling with cement mortar. Longitudinal edges shall be chamfered. 7. Physical Properties 7.1 Density -- Range as specified in 3. 7.2 Dry Shrinkage -- Not more than 0.09 percent. 7.3 Residual water content at the time of delivery shall be declared by the manufacturer. 7.4 Fire Resistance -- Not less than 2 hours. 7.5 Compressive Conductivity-- Class Strength and Thermal Compressive Strength, Min (kgf/cm2) 70 60 50 35 20 Thermal Conductivity Max (kcal/m/h/oC) 0.36 0.32 0.26 0.21 0.18 4. Designation -- By indicating compressive strength (kgf/cm2), load bearing capacity, that is, design load (kgf/cm2), length (m), breadth (mm) and thickness (mm). 5. Sizes 5.1 Preferred Dimensions-- Length 1 to 6 m; width 600 mm; thickness 75 to 250 mm with increments of 25 mm. A B C D E Note 1 -- For methods of tests, refer to IS 3809 : 1979 Specification for fire resistance test for structures (first revision), and relevant parts of IS 6441 Part 1 to 9 Methods of test for autoclaved cellular concrete products. Note 2 -- For details of manufacture with regard to aspects such as reinforcement, formation of cells of cellular concrete (method of autoclavation) and finish, refer to 6 of the standard. Note 3 -- For structural requirements, refer to 8 of the standard. For detailed information, refer to IS 6073:1971 Specification for autoclaved reinforced cellular concrete floor and roof slabs. 1.34 SP 21 : 2005 SUMMARY OF IS 6523 : 1983 PRECAST REINFORCED CONCRETE DOOR AND WINDOW FRAMES (First Revision) 1. 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. 2. Shape and 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 toe horizontal piece. *Specification for timber door, window and ventilator frames (second revision). 3. Requirements 3.1 Materials 3.1.1 Cement -- Ordinary Portland cement or Portland slag cement or Portland pozzolana cement or rapid hardening Portland cement or high strength ordinary Portland cement. 3.1.2 Aggregates -- Well graded mixture of coarse and fine aggregates. Maximum size of coarse aggregate shall be 10mm. 3.1.3 Concrete -- Not weaker than M 20 (see IS 456 : 2000) * 3.1.4 Reinforcement shall be clean and free from loose mill scale, loose rust, mud, oil grease or any other coating which may reduce the bond between the concrete and the steel. A slight film or rust may not be regarded as harmful but the steel shall not be visibly pitted by rust. * Code of practice for plain and reinforced concrete (fourth revision) Note -- For requirements in regard to manufacture (construction and finish, positioning of reinforcement, casting, curing, etc), arrangements for fixing of hinges to frames, arrangements for door and window fixtures and erection along with illustrations refer to the standard. For detailed information, refer to IS 6523:1983 Specification for precast reinforced concrete door and window frames (first revision). 1.35 SP 21 : 2005 SUMMARY OF IS 9893 : 1981 PRECAST CONCRETE BLOCKS FOR LINTELS AND SILLS 1. 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. 2.2.1 General -- General types of sills in common use-the slip sill and the lug sill. Both types are sloped on the top face to drain water away quickly. If projections are provided, they should project at least 40mm beyond wall face and be provided with a groove along the lower outer edge to provide a drip. Lengths up to 1m may be cast in one piece. 2.2.1.1 Slip sills -- Slip sills are inserted after the wall proper has been built and therefore require no protection during construction. 2.2.1.2 Lug sills -- Lug sills are those with the ends projecting into the masonry wall. There are no vertical joints at the juncture of the sills and the jambs which is one of the advantages of the lug sill over the slip sill. 2.2.2 Dowell holes for sills -- Concrete sills to take metal windows shall be provided with holes 20mm diameter and 32 mm deep at prescribed distances from each end. 2.2.3 Projection of sills -- The projection of sills, when provided, shall be not less than 40mm from the finished wall face. 2.3 Tolerances -- For lintels, a tolerance of +12 mm shall be allowed on cross-sectional dimensions -0 and ± 6 mm on the length. In case of sills, a tolerance of +0 mm shall be allowed on the cross-sectional -6 dimensions and ± 3 mm on the length. For details refer to Figs. 5 to 7 of the standard. 3. Strength Requirement 3.1 Ultimate breaking load obtained as prescribed in 7.1.1 of the standard shall not be less than the ultimate load which the lintel is designed to carry. 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 the opening. It is advisable to provide a bearing length approximately equal to the depth of the lintel. 2.1.5 Throatings -- A 16mm wide throatings shall be provided to the soffit to external lintels. 2.1.6 Inserts for lintels -- Provision shall be made for fixing screws to windows, door frames, curtain and blind fittings, etc, by means of timber or pre-formed inserts incorporated in the lintels during course of manufacture or by the forming of holes for inserts. For details refer to Figs. 1 to 4 of the standard. 2.2 Sills 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. 1.36 SP 21 : 2005 SUMMARY OF IS 10388 : 1982 CORRUGATED COIR, WOODWOOL, CEMENT ROOFING SHEETS 1. 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. 2.2 Woodwool -- These shall be obtained from any species of soft timber in fibre form having following dimensions-- Length of fibre Width Thickness = = = 200 to 500 mm 0.5 to 2.5 mm 0.2 to 0.35 mm 2.3 Coir -- These shall be baby fibres, free from pith and shall be capable of absorbing cement. 3. Dimensions and Tolerances--See Table 1. 4. 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). 2. Materials 2.1 Cement--This shall conform to either IS 269:1989* or IS 8041 : 1990 or IS 8112 : 1989 TABLE 1 DIMENSIONS AND TOLERANCES FOR CORRUGATED COIR, WOODWOOL, CEMENT ROOFING SHEETS (All dimensions in milimeters) Length (1) 1 500 1 750 2 000 Tolerances Width (2) 1 000 ± 10 Thickness (3) 6.5 + free ­ 0.5 Depth of Corrugation (4) 48 +3 ­6 Pitch of Corrugation (5) 146 +6 ­2 TABLE 2 PHYSICAL REQUIREMENTS OF WOODWOOL, COIR CEMENT CORRUGATED ROOFING SHEETS Sl.No Characteristics Requirements (1) (2) (3) i) Transverse strength 1.5 × 10­3 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 Note --The age of specimens for testing shall be at least 4 weeks. Note -- For methods of tests , refer to Appendices A to D of the standard. For detailed information, refer to I S 10388:1982 Specification for corrugated coir, woodwool, cement roofing sheets. 1.37 SP 21 : 2005 SUMMARY OF IS 12440 : 1988 PRECAST CONCRETE STONE MASONRY BLOCKS 1. Scope -- Requirements of precast concrete stone masonry blocks, used in the construction of load bearing and non-load bearing walls. 2. Terminology 2.1 Concrete 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. 2.2 Stone 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 3.1 Nominal dimensions -- Length Height Width 300 mm 150 mm and 100, 150 and 200 mm 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 -- The maximum variation in the length of the units shall not be more than ± 5 mm and maximum variation in height and width of units not more than ± 3 mm. The faces of blocks shall be flat and rectangular, opposite faces shall be parallel, and all arises shall be square. The bedding surfaces shall be at right angles to the faces of the blocks. 4. 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 In addition block shall be manufactured in one third half, two-thirds and three quarters of its full length. Note -- The term `nominal' means that the dimension includes the thickness of the mortar joint. Actual dimensions shall be 10mm short of the nominal dimensions. TABLE 1 COMPRESSIVE STRENGTH OF CONCRETE STONE MASONRY BLOCKS (Based on 28 days Strength) Class Designation 5 6 7 9 10 Minimum Average* Compressive Strength of Blocks N/mm2 5.0 6.0 7.0 9.0 10.0 Minimum strength of Individual Blocks N/mm2 3.5 4.2 5.0 6.3 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 standard. For detailed information refer to IS 12440:1988. Specification for precast concrete stone masonry blocks. 1.38 SP 21 : 2005 SUMMARY OF IS 12592 : 2002 PRECAST CONCRETE MANHOLE COVER AND FRAME (First Revision) 1. Scope Requirements for precast steel reinforced cement concrete manhole covers and frames intended for use in sewerage and water drainage. 2. Grades and Types 2.1 Manhole cover shall be of the following four grades and types: Grades Grade Type/Shape of Cover Designation Frame Rectangular,square and circular Rectangular and circular rectangular, square, circular and lamphole (scrapper manhole) rectangular, square and circular (scrapper manhole) 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 of Cover LD-2.5 MD-10 HD-20 Light Duty LD-2.5 Medium Duty MD-10 Heavy Duty HD-20 Type Load in kN 25 100 200 Diameter of Block mm 300 300 300 Extra Duty EHD-35 Rectangular, square and circular Rectangular and circular Circular, lamphole, square and rectangular (scrapper manhole) Circular, square and rectangular (scrapper manhole) 2.2 Recomended locations for placement of different grades and types / shapes of manholes covers and frames are given in 3.2.1 to 3.2.4 of the standard. 3. Shapes and Dimensions 3.1 Shape-- The shapes of precast concrete manhole covers shall be of shape as mentioned in 2. 3.2 Dimensions and Tolerance ­ The dimensinos and tolerances on dimension of frames shall be as shown in Table 1 of the standard. EHD-35 350 300 5. The permanent set shall not exceed the requirement given in Annex C of the Standard. Note 1 -- For details of material refer to 4 of the standard. Note 2 -- For details of manufacture in regard to mixing, placing, compaction, curing and finishing, refer to 7 of the standard. Note 3 -- For methods of tests refer to Annex B and C of the standard. For detailed information, refer to IS 12592 :2002 Specification for precast concrete manhole covers and frames. 1.39 SP 21 : 2005 SUMMARY OF IS 13356 : 1992 PRECAST FERROCEMENT WATER TANKS UP TO 10 000 LITRES CAPACITY 1. 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. 4.2 The tensile stress in reinforcement under services condition shall not exceed 200 N/mm2. 4.3 The minimum cross-sectional area of main reinforcement in any one of the two principal directions shall not be less than 1.0 percent of the gross crosssectional area of the element. 4.4 Laps in wire mesh, where provided, shall be not less than 100 mm. 4.5 The skeletal steel shall be spaced at not more than 300 mm centre to centre in both directions. Laps in bars where, provided, shall be not less than 150 mm. The skeletal steel may not be necessary in case of mechanized or semi-mechanized casting processes. 4.6 The minimum wall thickness shall be 12 mm for tanks up to 2 000 litres capacity in case of mechanized or semi-mechanized casting and 15 mm for tanks up to 1 000 litres capacity when hand cast. For larger capacity tanks the wall thickness may be 20 mm to 40 mm depending on capacity. 4.7 The minimum thickness of the lid/cover slab shall in no case be less than 15 mm. 4.8 In case the bottom slab thickness exceeds 30 mm, the slab may be cast in ferrocement only. However, an intermediate plain concrete layer using graded coarse aggregate of nominal maximum size 6.3 mm may be introduced between the wire mesh layers to achieve the design thickness without excessive use of cement. In case of composite slab, the minimum thickness of top as well as bottom layer of ferrocement shall not be less than 8 mm. 4.9 The minimum clear cover to reinforcement shall be 4 mm. 2. Shape and Dimension -- 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, height and diameter up to 1m; and Length, breadth, height and diameter above 1 m Thickness ±5 mm ±10 mm ±2 mm b) 4. Design 4.1 The minimum compressive strength of cement mortar cubes having area of face equal to 50 cm2 shall be 25 N/mm2. The recommended mix proportion is 1 part of cement to 1.5 to 2.5 parts of sand by mass. Water cement ratio should be 0.35 to 0.45. 1.40 SP 21 : 2005 5. Tests 5.1 Strength of Mortar -- For cubes of size 70.6 mm shall be not less than 25 N/mm2. 5.2 Water Tightness Test -- When filled with water, the Note 1 -- For details of material, refer to 4 of the standard. Note 2 -- For details of construction in regard to casting, curing, transportation, finish and painting refer to 6 of the standard. external faces of the tanks shall show no sign of leakage and sweating and remain apparently dry over the period of observation of seven days after allowing a seven day period for asborption of water after filling. This test shall be done before painting the interior of the tanks. For detailed information, refer to IS 13356:1992 Specification for precast ferrocement water tanks up to 10 000 litres capacity. 1.41 SP 21 : 2005 SUMMARY OF IS 13990 : 1994 PRECAST REINFORCED CONCRETE PLANKS AND JOISTS FOR ROOFING AND FLOORING 1. Scope --Requirements for precast reinforced concrete planks and joist used for construction of roofs and floors. The planks length upto 1.5 m long only are covered. 2. Shape, Dimensions and Tolerances 2.1 Precast Reinforced Concrete Planks 2.1.1 Shape --Shape of the planks shall be rectangular with haunches as shown in. Top surface shall be chequered finish. 2.1.2 Dimensions 2.1.2.1 Width-- The width of the planks shall be 300 mm. 2.1.2.2 Length-- The length of the planks shall be limited to a maximum of 11.5 m. However, it is preferable to use lengths in multiple of 300 mm only, keeping in view the requirements of modular co-ordination. 2.1.2.3 Thickness-- The plank shall be made partly 30mm and partly 60mm thick. A 100 mm wide tapered concrete filling shall be provided for strengthening the haunch portion for shear during handling and erection. Length of the tapered concrete filling at both ends shall be kept 300 mm for all lengths of planks and the length of central 60 mm thick portion shall be decreased for lengths of planks smaller than 1.5 m. 2.2 Partially Precast Joists -- The width of precast joists shall be kept equal to required width of web of Tbeam (see IS 13994 : 1994)* and the depth shall be kept equal to the required overall depth of T-beam less the thickness of flange, that is, the maximum thickness of RC planks (60 mm). 2.3 Tolerances -- Casting tolerances on various dimensions of plank shall be as given below -- Dimension Length Width Thickness Bow (deviation from intended line or plane). Twist (distance of any corner from the plane containing other three corners). Tolerance ± 5 mm ± 3 mm ± 2 mm ± 2 mm 1 mm 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 maximum deviation from a 1.5 m straight edge placed in any position on a nominal plane surface shall not exceed 2 mm. 3. Design 3.1 The planks-- The planks shall be designed as simply supported for self weight including in situ concrete over haunches, and as a continuous slab for a load comprising live load, self weight and dead load of floor finish and/or water proofing treatment. The design shall be in accordance with the limit state method of IS 456 : 2000.* 3.2 Reinforcement - as per IS 456 : 2000 -- Reinforcement for planks for roofs and floors of residential buildings for spacing of joists at 1.5 m, shall comprise 3 bars of 6 mm of mild steel grade 1 conforming to IS 432 (Part 1) : 1982+ as main reinforcement and 6 mm dia bars, of mild steel grade 1 conforming to IS 432 (Part * Code of practice for plain and reinforced concrete (fourth revision) + * Code of practice for design and construction of floor and roof with precast reinforced concrete planks and joists. Mild steel and medium tensile steel bars and hard drawn steel wire for concrete bars for concrete reinforcement, Part 1 mild steel and medium tensile bars (third revision). 1.42 SP 21 : 2005 I) : 1982, at 200 mm c/c as transverse reinforcement. In the absence of detailed design same reinforcement may be used for spacing of joist smaller than 1.5 m. Reinforcement for RCC joist shall be provided as per design (see IS 13994 : 1994). 4. Test -- 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 suitability 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. Note 1-- For details of materials refer to 3 of the standard. Note 2-- For method of test refer to Annex A of the standard. For detailed information, refer to IS 13990:1994 Specification for precast reinforced concrete planks and joists for roofing and flooring 1.43 SP 21 : 2005 SUMMARY OF IS 14143 : 1994 PREFABRICATED BRICK PANEL AND PARTIALLY PRECAST CONCRETE JOIST FOR FLOORING AND ROOFING 1. 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 bricks. 2.2 Partially Precast Joist 2.2.1 Shape-- Partially precast joist shall be rectangular in shape with steel stirrups kept projecting out which shall be tied with reinforcement along the joist to achieve monolithicity with concrete (see Fig.2). 2.2.2 Width-- Shall be sufficient to support two successive spans of brick panels with sufficient bearing, leaving an adequate gap between them. The minimum recommended width is 13 cm. 2.2.3 Depth-- For clear span of joist up to 4.2 m depth shall be 100 mm for both conventional and modular size bricks, Accordingly overall depth of joist with in-situ concrete of 35 mm shall be 210 mm for conventional bricks and 225 mm for modular bricks. 2.3 Thickness of Joints 2.3.1 Longitudinal Joints-- Thickness of longitudinal joints shall be 40 mm to accommodate one 6 mm reinforcing bar with adequate cover (see Fig. 1). 2.3.2 Transverse Joints-- Thickness of transverse joints shall vary from a minimum of 15 mm to a maximum of 30 mm. However in a single panel unit, this shall be kept uniform for all transverse joints. * Heavy duty burnt clay building bricks (third revision) Fig. 1 Isometric View of Prefab Brick Panel 1.44 SP 21 : 2005 2.4 Tolerances --Tolerances on various dimensions of the panel shall be as given below -- Dimension Length of panel Width of panel Thickness of panel 3.1.2 Reinforcement for RC joist shall be provided as per design (see IS 14142 : 1994).** 3.2 Cover to Reinforcement -- A minimum clear cover of 15 mm shall be provided to reinforcement in the panel while for the joist the minimum clear cover shall be 25 mm. 4. Test -- 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. Tolerance ± 10 mm ± 5 mm ± 4 mm 3 Reinforcement 3.1 Reinforcement required for brick panel shall consist of 2 bars of required diameter embedded in the longitudinal joints. 3.1.1 Reinforcement with two mild steel Grade 1 bars of 6 mm conforming to IS 432 (Part 1) : 1982* may be used in residential building. * 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) ** Code of practice for design and construction of roofs and floors with prefabricated brick panel. Fig. 2 Typical Partially Precast Joist 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 B of the standard. For detailed information, refer to IS 14143:1994 Specification for prefabricated brick panel and partially precast concrete joist for flooring and roofing. 1.45 SP 21 : 2005 SUMMARY OF IS 14201 : 1994 PRECAST REINFORCED CONCRETE CHANNEL UNITS FOR CONSTRUCTION OF FLOORS AND ROOFS 1. 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 mm. 2.2.4 Thickness of flange-- The minimum thickness of flange shall be 30 mm for 300 mm wide channel units and 35 mm for 600 mm wide channels. 2.2.5 Thickness of web (legs of channel unit)-- The minimum thickness of the channel leg shall be not less than 25 mm. 2.3 Tolerances on Dimensions 2.3.1 Dimension Length Width Bow (deviation from intended line or plane) Twist (distance of any corner from the plane containing other three corners) Tolerance ± 5 mm ± 3 mm ± 3 mm ± 3 mm 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 straight edge placed in any position on a nominal plane surface shall not exceed 2 mm. 3. Design 3.1 The channel units shall be designed in accordance with IS 14215:1994.* 3.2 Reinforcement * Code of practice for design and construction of floors and roofs with precast reinforced concrete channel units. Fig. 1 Channel Unit 1.46 SP 21 : 2005 3.2.1 Main reinforcement of the channel units shall comprise two bars of required diameter as per the design placed at the bottom of two legs of channel unit. Two bars of mild steel Grade 1 conforming to IS 432 (Part 1): 1982,* 6 mm shall be provided at top corners to support the stirrups (see Fig 2). Stirrups of 3 mm at the rate of 300 mm c/c along the length of the channel unit (see Fig 2) shall be provided. * 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). 3.2.2 Cover to reinforcement -- The minimum cover to reinforcement shall be 15 mm. 4. Tests-- Tests for dimensional conformity, deflection recovery and failure load shall be conducted. Fig. 2 Typical Details of Channel Unit Note 1-- For details of materials refer to 3 of the standard. Note 2-- For details of manufacture refer to 6 of the standard. Note 3-- For method of test refer to Annex A of the standard. For detailed information, refer to IS14201:1994 Specification for precast reinforced concrete channel units for construction of floors and roofs. 1.47 SP 21 : 2005 SUMMARY OF IS 14241 : 1995 PRECAST REINFORCED CONCRETE L­PANEL FOR ROOFING 1. 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 verandah or for achieving aesthetic effect (see Fig.1). 2.2 Dimensions 2.2.1 Length-- The maximum span of L-panels shall be restricted to 4 m. Lower lengths may be preferred, wherever possible, for easy handling. A minimum bearing on the gable walls shall be kept 60 mm on either side of the L-panels. 2.2.2 Width-- A guidance may be taken for choosing the width from Table 2 of the standard. 2.2.3 Thickness of flange-- A thickness of flange of 30 to 40 mm depending upon the size of units and climatic conditions should be adopted, keeping it 30 mm for overall width up to and including 700 mm and 40 mm for widths up to 900 mm. 2.2.4 Depth and width of rib-- The dimensions of rib shall be determined in accordance with the design procedure laid down in IS 14242 : 1995.* In any case, the depth and width of rib shall be not less than those given in Table 2 of the standard. * Design and construction of roofs using precast reinforced concrete L-panels-code of practice. Fig. 1 Details of L-Panels and Channel Units 1.48 SP 21 : 2005 3. Reinforcement 3.1 Main reinforcement required shall consist of one bar of required diameter provided at bottom of the rib of L-panel having an adequate cover. The required diameter shall be designed in accordance with IS 14242 : 1995. Alternatively, the required diameter may be taken from Table 2 which applies for reinforcement conforming to mild steel Grade I of IS 432 (Part 1) : 1982* and high strength deformed bars as per IS 1786 : 1978.** The detailing shall be followed in accordance with Fig. 1. 3.2 Reinforcement for temperature and handling shall be provided in the flange as per Table 2 of the standard 3.3 At the eaves over verandah where channel units are provided, the same tensile reinforcement as for Lpanel shall be provided in both the ribs (the total reinforcement thus being double that of L-panel) while the overall dimensions shall be kept the same. 4. Tests--Dimension test, deflection, recovery test shall be routine tests while failure load test shall be type test. * Mild steel and medium tensile steel bars hard-drawn steel wire for concrete reinforcement : Part 1 Mild steel bars (third revison). ** High strength deformed steel bars and wires for concrete reinforcement (third revision). 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. 1.49 SP 21 : 2005 SUMMARY OF IS 459 : 1992 CORRUGATED AND SEMI-CORRUGATED ASBESTOS CEMENT SHEETS (Third Revision) 1. 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. 2. Dimensions and Tolerances -- See Table 1. 3. Physical and Mechanical Characteristics 3.1 The load bearing capacity of corrugated and semicorrugated sheets shall be not less than 5 N/mm width of specimen. 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. 4. Finish -- Shall have rectangular shape; corrugation true and regular; edges strainght and clean and square. TABLE1 DIMENSIONS AND TOLERANCES OF CORRUGATED AND SEMI-CORRUGATED SHEETS Sl. No. Types of Sheets Depth of Corrugation Pitch of Corrugation All dimensions in milimetres Overall Effective Width Width Nominal Thickness Length of Sheet (1) (2) D (3) 48 Tolerances P (4) (5) +3 -5 146 Tolerances B (6) (7) +6 -2 1050 Tolerances C (8) (9) +10 -5 1010 Tolerances T (10)(11) +10 -5 6 Tolerances A (12) (13) +free -0.5 1500 1750 2000 2250 2500 2750 3000 +free 1500 -0.5 1750 2000 2250 2500 2750 3000 Tolerances (14) +5 -10 i) Corrugated ii) Semi-corrugated 45 +3 -5 338 +6 -2 1100 +10 -5 1014 +10 -5 6 +5 -10 1. Tolerance given in this table for pitch of corrugation relates to measurement over six pitches for corrugated sheets and three pitches for semi corrugated sheets. 2. Nominal lengths other than those specified in col 13 may also be manufactured by mutual agreement between Note -- Corrugated sheets of overall width 1086 mm and effective width 1016 mm with tolerances and other parameters same as in this table 1 may also be manufactured by mutual agreement between the manufacturer as the purchaser (see Fig 1A of the standard) 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). 1.50 SP 21 : 2005 SUMMARY OF IS 1592 : 2003 ASBESTOS CEMENT PRESSURE PIPES (Fourth Revision) 1. 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). TABLE 2 PRESSURE RELATIOSHIP Sl.No Nominal Diameters (1) i) ii) iii) (2) From 50 to 100 From 125 to 200 From 250 to 1 000 BP TP BP WP (3) 2 1.75 1.5 (4) 4 3.5 3 2. Pipes Note ­ Pipes of nominal diameter above 1 000 mm and up to 2 500 m may also be manufactured with the data on the above parameters to be as mutually agreed to between the manufacturer and the purchaser. 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 (1) i) ii) iii) iv) NOTES 1. Pipes of class 12, 18, 24, 30, 35 and 36 corresponding to works hydraulic test pressure of 1.2, 1.8, 2.4, 3.0, 3.5 and 3.6 MPa respectively may also be manufactured. In such cases, detailed dimensions shall be arrived at between the manufacturer and the purchaser. 2. For pipes of nominal diameter from 600 mm to 1 000 mm, the procedure given in 3.2.2 may also be used. Classes (2) 10 15 20 25 Works Hydraulic Test Pressure, TP (MPa) (3) 1.0 1.5 2.0 2.5 2.1.2 Pipes of Nominal Diameter Exceeding 1 000 m ­ Pipes of nominal diameter exceeding 1 000 mm are not classified in the same way as defined in 2.1.1 They are designed to suit the specific requirements of any particular pipeline. 2.2 General Appearance and Finish The material surface shall be regular and smooth. The pipes may be coated internally and/or externally with a suitable coating, if required by the purchaser's representative. 2.3 Characteristics 2.3.1 Geometrical Characteristics 2.3.1.1 Nominal diameter The nominal diameter of the pipes corresponds to the intenral diameter expressed in millimetres, tolerances excluded. The series of nominal diameters is given in Table 3. The relationship between the bursting pressure (BP) and the works hydraulic test pressure (TP), and the relationship between the bursting pressure (BP) and the hydraulic working pressure (WP) shall not be less than the values indicated in Table 2. 1.51 SP 21 : 2005 TABLE 3 NOMINAL DIAMETER All dimensinos in millimetres 50 60 80 100 125 150 200 250 300 350 Note ­ 400 450 500 600 700 750 800 850 900 1 000 Nominal Thickness (mm) Tolerance (mm) Up to and including 10 ­ 1.0 Over 10 up to and including 20 ­ 1.5 Over 20 up to and including 30 ­ 2.0 Over 30 up to and including 60 ­ 3.0 Over 60 up to and including 90 ­ 3.5 Over 90 ­ 4.0 Notes 1 Plus tolerance shall be free 2 For pipes of 50 and 60 mm diameter, the above tolerances are allowable provided that the variation of the internal diameter resulting from the their application does not exceed ­ 5 mm. 3 The thickness at any point along the barrel of the pipe should be not less than that obtained by application of the tolerances given above. 4 The average thickness of the samples from the lot shall not be less than the nominal thickness and not more than 10 percent of the pipes samples should have negative tolerance The pipes of nominal diameter above 1 000 mm may also be manufactured, if required with mutual agreement between the manufacturer and the user. 2.3.1.2 Thickness of wall and external diameter The thickness of wall and external diameters of asbestos cement pressure pipes shall be as per Table 4. 2.3.1.3 Length The nominla length of the pipes refers to the length measured between the extremities for pipes with plain ends. It shall not be less than 3 m for pipes with a nominal diameter equal to or less than 200 mm; and not less than 4 m for pipes with a nominal diameter exceeding 200 mm. In special cases shorter pipes may be specified. The nominal length should preferably be a multiple of 0.5 m 2.3.1.4 Tolerances (a) External diameter of finished ends Tolerances on the external diameter at 100 mm from ends shall be follows. Nominal Diameter mm Tolerances mm (c) Nominal length The tolerances on nominal length shall be as follows For all length +50 - 20 mm 2.3.2 Physical Characteristics Shall show no fissure, leakage or sweating. 2.3.3 Mechanical Characteristics 2.3.3.1 Bursting Shall have a minimum unit bursting strength of 22 N/mm2 except that for diameters exceeding 1 200 mm this strength may be reduced by not more than 20 percent by agreement between the manufacturer and the purchaser provided that the safety factors specified in the relevent for large diameter pipes are maintained. 2.3.3.2 Crushing When tested in accordance with 3.5 (a) (3) of the standard the pipes shall have a minimum unit transverse crushing strength of 44 N/mm2 except that for diameters exceeding 1 200 mm this strength may be reduced by not more than 20 percent by agreement between the manufacturer and the purchaser provided that the safety factors specified in the relevent Indian Standard for large diameter pipes are maintained. 50 to 300 ± 0.6 350 to 500 ± 0.8 600 to 700 ± 1.0 750 to 1000 ± 1.5 Note ­ Such tolerances for sizes above 1 000 mm would be as agreed to between the manufacturer and the user. (b) Nominal thickness of the well On jointing surfaces at the pipe ends, the lower deviations of the tolerances are as follows : 1.52 SP 21 : 2005 2.3.3.3 Bending When tested as prescribed in 3.5 (a)(4) of the standard (test limited to pipes with a nominal diameter less than or equal to 150 mm), the pipes shall have a minimum unit bending strength of 24.5 N/mm2. 3. JOINTS 3.1 Type ­ Two types of joints are normally provided with asbestos cement pressure pipes and they are (a) asbestos cement coupling with rubber sealing rings, and (b) cast iron detachable joints with rubber sealing rings and bolts and nuts. 3.2 Characteristics 3.2.1 Geometrical Characteristics 3.2.1.1 Dimensions ­ The dimensinos of the asbestos cement coupling shall be as given in Annex B of the standard. The shape of all parts including the rubber rings, shall be determined by the manufacturer of the pipes The joints, when mounted and put under pressure, shall ensure the permanent tightness of the pipeline against both leakage and infiltration. 3.2.2 Sealing Characteristics ­ The assembled joints, when tested at the factory, shall be capable of with standing the specified hydraulic test pressure of the pipes on which they are to be used, even when the pipess are set at the maximum angular deviation recommended by the manufacturer. - 1.53 SP 21 : 2005 TABLE 4 CLASIFICATION AND DIMENSIONS OF ASBESTOS CEMENT PRESSURE PIPES All dimensions are in millimitres Sl. No. Nom Dia Class 10 Thickness External Diameter Class 15 Thickness External Diameter Class 20 Thickness E xternal Diameter Class 25 Thickness External Diameter (1) 1) 2) 3) 4) 5) 6) 7) 8) 9) 10) 11) 12) 13) 14) 15) 16) 17) 18) 19) 20) (2) 50 60 80 100 125 150 200 250 300 350 400 450 500 600 700 750 800 850 900 1000 (3) 9.5 9.5 9.5 9.5 9.5 9.5 - (4) 69.0 79.0 99.5 120.0 145.0 171.0 - (5) 9.5 9.5 9.5 10.0 11.0 13.0 16.5 17.0 20.0 21.0 24.0 26.5 29.0 35.0 38.0 40.5 43.5 46.0 48.5 54.0 (6) 69.0 79.0 99.5 121.0 147.0 176.5 233.5 284.5 340.5 392.0 448.0 498.0 554.5 665.5 769.0 824.0 880.0 935.0 990.0 1101.0 (7) 11.0 11.0 11.0 13.5 14.0 16.5 22.0 23.0 27.0 27.5 32.0 35.5 39.0 46.0 51.5 55.0 59.0 62.5 66.0 73.5 (8) 71.5 81.5 101.5 126.5 152.5 183.0 242.5 294.5 352.5 405.0 463.0 515.0 572.5 686.5 795.0 853.0 910.0 767.0 1024.0 1138.0 (9) 13.5 13.5 13.5 16.5 17.5 21.0 27.5 28.5 34.5 35.0 39.5 44.0 48.5 58.0 65.5 70.0 75.0 79.5 84.0 93.5 (10) 76.5 86.5 106.5 132.5 159.5 191.0 253.5 305.5 366.5 419.0 478.0 532.0 591.5 710.5 823.0 882.0 941.0 1000.0 1059.0 1177.0 Notes 1 External diameters at finished ends of the pipes specified in the table are already in practical use and are specified the purpose of interchangeability. Due to inherent characteristics of the manufacturing process and common moulds for all classes, external diameter may not be equal to internal diameter plus twice the thickness in all cases. 2. For nominal diameters 700 to 1 000 mm for Classes 15 to 25, the barrel thickness shall not be less than the thickness mentinoed above. The same may be verified from bursting test pieces. 3. For pipes of nominal diameter above 1 000 mm data/details hall be as agreed to between the manufacturer and the purchaser. Note -- For methods of tests, refer to standard and IS 5913:2003 Methods of tests for asbestos cement products (second revision). For detailed information, refer to IS 1592 : 2003 Specification for asbestos cement pressure pipes (fourth revision). 1.54 SP 21 : 2005 SUMMARY OF IS 1626 (PART 1) : 1994 ASBESTOS CEMENT BUILDING PIPES AND PIPE FITTINGS, GUTTERS, AND GUTTER FITTINGS AND ROOF FITTINGS PART 1 PIPES AND PIPE FITTINGS (Second Revision) 1. Scope -- Requirements of socketed asbestos cement building and sanitary pipes and pipe fittings of diameter 50 to 150 mm for use as rain water pipes, soil, waste and ventilating pipes. 1.1 The followings pipes and pipe fittings are covered-- a) b) c) d) e) f) g) h) j) k) n) p) Single socketed pipe, Loose socket, Plain bend, Swan neck, Sanitary bend, Single and double equal junctions, Single and double unequal junctions, Single and double equal inverted junctions with spigot branch, Hexagonal rain water head, Shoe, Slotted vent cowl, and W.C. connectors, 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. 3.3.2 The nominal length-- The tolerances on nominal length of pipes and pipe fittings shall be ± 10 mm and ± 5 mm respectively. 3.3.3 The overall length-- The tolerances on the overall lengths of pipes shall be ± 10 mm. 3.3.4 The depth of socket -- The tolerances on the depth of the sockets of pipe fittings shall be ± 5 mm. 4. Physical Requirements 4.1 The deviation in straightness of pipes shall not exceed the following-- Nominal Diameter mm 50 to 60 80 to 150 m ) Cone cap cowl, 2. Workmanship-- The interior surface of the pipes and pipe fittings should be regular. 3. Dimensional Requirements 3.1 Nominal Diameter and Thickness-- The nominal diameter of the pipes and pipe fittings corresponds to the internal diameter (bore), tolerances not being taken into account. 3.2 Length 3.2.1 Nominal Length -- The nominal lengths of pipes correspond to the useful lengths of the socketed pipes exclusive of internal depth of socket, not taking tolerance into account, and shall be 500, 1000, 1500, 1830, 2000 2440 and 3000 mm. Deviation mm 5.5l 4.5l where l is the nominal length of the pipe in metres 4.2 Hydraulic Pressure Test -- To be carried out on all pipes and fittings except on cone cap cowl, slotted vent cowl and pipe fittings provided with access doors. 4.2.1 Pipes and fittings shall show no fissure or visible sweating on outside surface when subjected to internal hydraulic pressure of 0.1 MN/m 2 maintained for 30 seconds. 1.55 SP 21 : 2005 4.2.2 Hydraulic bursting test -- (optional for pipes only) the pipe shall indicate a minimum bursting stress of 5 MN/m2 4.2.3 Longitudinal bursting test -- The unit longitudinal bending stress shall not be less than 12.5 MN/m2. 4.2.4 Transverse crushing test -- The unit transverse crushing stress of pipes at failure shall not be less than 14 MN/m2. 4.2.5 Water absorption test -- The mean water absorption of speciment shall not be more than 28 percent of the dry mass of the material. Note-- For methods of tests, refer to IS 5913:1989 Method of tests for asbestos cement products (first revision) For 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 (second revision). 1.56 SP 21 : 2005 SUMMARY OF IS 1626 (PART 2) : 1994 ASBESTOS CEMENT BUILDING PIPES AND PIPE FITTINGS, GUTTERS AND GUTTER FITTINGS AND ROOF FITTINGS PART 2 GUTTERS AND GUTTER FITTINGS (Second Revision) 1. Scope -- Requirments of asbestos cement gutters and gutter fittings used in buildings. 2. 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. 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. Half round gutters Nominal size shall be 305, 230 and 150 mm with thickness 9.5 mm. Note-- For detailed dimensions for various items of gutters and their fittings, refer to Tables 2 to 4 and appropriate figures of the standard. 3.1 Tolerances On length On profile ±10 mm ±10 mm On thickness ±1.5 mm 4. Physical Requirements 4.1 When tested for impermeability, the specimen shall not show during 24 h of test any formation of drops of water, except traces fo moisture on the lower surface. b) c) 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 2) : 1994 Specification for asbestos cement building pipes and pipe fittings, gutters and gutter fittings and roof fittings: Part 2 Gutters and gutter fittings (Second Revision). 1.57 SP 21 : 2005 SUMMARY OF IS 1626 : 1984 ASBESTOS CEMENT BUILDING PIPES AND PIPE FITTINGS, GUTTERS AND GUTER FITTINGS AND ROOF FITTINGS PART 3 ROOF FITTINGS (Second Revision) 1. 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. 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) Curved sheets. * Corrugated and semi-corrugated asebestos cement sheets (third revision) 2. Shapes, Dimensions and Tolerances 2.1 Shapes-- The shapes of various fittings shall be as detailed in Table 1 read with appropriate figures as given in the standard. 2.2 Dimensions--Shall be declared by the manufacture 2.3 Tolerances 2.3.1 2.3.2 Length ± 10 mm Thickness + free -1.0 mm a) 3. Physical Requirement 3.1 All the finished products shall be inspected for freedom from visual defects. 3.2 The surface of fittings intended to be exposed to the weather shall be generally of smooth finish and the finish should permit any minor variation of the surface appearance due to the method of manufacture, which does not impair the performance of the fittings. 3.2.1 The fittings shall be clean with straight and regular edges. 3.3 When tested for impermeability, the specimen shall not show during 24 hours of test any formation of drops of water, except traces of moisture on the lower surface. 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). 1.58 SP 21 : 2005 SUMMARY OF IS 2096 : 1992 ASBESTOS CEMENT FLAT SHEETS (First Revision) 1. 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.* 2. Classification-- See Table 1. 3. Dimensional and tolerances 3.1 3.2 3.3 Thickness-- shall be 3, 4, 5, 6, 8, 10, 12 and 15 mm. Length and Width -- See Table 2. Tolerances 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 standard. 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. * Silica asbestos cement flat sheets Class of Sheet Description of Sheet TABLE 1 CLASIFICATION Minimum Bending strength in N/mm2 Loading Parallel to the Fibre of Sheet (3) 13 20 Minimum Density g/cc (1) 1 2 (2) Semi-compressed Fully compressed Loading at Right Angles to the Fibre of Sheet (4) 16 28 (5) 1.2 1.6 TABLE 2 NOMINAL DIMENSIONS OF ASBESTOS CEMENT SHEETS Length Width 1200 600 610 1200 1200 1800 1830 2400 2440 3000 3050 x x x x x x x x x 1220 x x x x x x x x x x x 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 2096:1991.Specifiction for asbestos cement sheets (first revision). 1.59 SP 21 : 2005 SUMMARY OF IS 2098 : 1997 ASBESTOS CEMENT BUILDING BOARDS (First Revision) 1. 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. 2. 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 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 (1) A Length m m (2) Width m m (3) 1220 (1200) Thickness m m (4) 6 2440 (2400) 1830 (1800) 1220 (1200) B 2440 (2400) 1830 (1800) 1220 (1200) C 2440 (2400) 1830 (1800) 1220 (1200) Note -- Values which are not in brackets are preferred sizes . 1220 (1200) 5 1220 (1200) 4 Note -- For methods of tests, refer to IS 5913:1989 Methods of tests for asebstos cement products (first revision). For detialed information, refer to IS 2098:1997 Specification for asbestos cement building boards (first revision). 1.60 SP 21 : 2005 SUMMARY OF IS 6908 : 1991 ASBESTOS CEMENT PIPES AND FITTINGS FOR SEWERAGE AND DRAINAGE (First revision) 1. Scope -- Requirements for asbestos-cement pipes and fittings suitable for use with gravity flow at atmosopheric pressure, intended for sewerage and drainage application. 2. General Appearance 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. 3. Classification-- Classified according to crushing 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. 5.2 Fittings -- Tolerances on the nominal thickness of the fittings shall be as follows: Upper deviation Lower deviation : Free :--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) b) Pipes-- Minimum 33 N/mm. Fittings -- No minimum transverse crushing load is required 6.3 Longitudinal Bending Strength (Optional ) Shall not fracture below the following bending loads 100 mm 125 mm 150 mm 2.8 kN 4.2 kN 6.0 kN 6.4 Acid Resistance Test (Optional) -- The amount of acetic acid neutralied shall not exceed 0.100 g/cm 7. Joints Asbestos cement couplings with rubber sealing rings. b) Cast iron detachable joints with rubber sealing rings and bolts and nuts. 7.1 The assembled joint shall be capable of withstanding an internal hydrostatic pressure of 0.25 MPa a) 1.61 SP 21 : 2005 TABLE 1 CLASSIFICATION OF PIPES Nominal Diameter mm (1) 100 125 150 200 250 300 350 400 450 500 600 700 750 800 850 900 1000 Minimum Ultimate Crushing Load Class 1 (2) 15.0 15.0 15.0 15.0 15.0 17.5 21.5 23.5 26.5 30.0 36.5 41.5 45.0 48.5 51.0 53.5 60.0 Class 2 (3) 15.0 15.0 15.0 17.5 22.5 27.5 31.5 36.5 40.0 45.0 53.5 63.5 67.5 71.5 76.5 81.5 90.0 Class 3 (4) 15.0 15.0 17.5 25.0 30.0 35.0 41.5 48.5 53.5 60.0 71.5 83.5 90.0 96.5 102.5 108.5 120.0 Note-- No crushing load at rupture shall be less than 15 kN/m. Thickness TABLE 2 PERMISSIBLE DEVIATIONS ON SIZES Permissible Deviations On Thickness Excluding Machined Ends On External Diameter at Finished Ends (3) mm On Nominal Length (4) mm +50 - 20 for 100 to 300mm nominal diameter and + 50 - 40 for nominal diameter greater than 300 mm (1) mm Up to and including 10 Over 10, up toand including 20 Over 20, up to and including 30 Over 30, up to and including 60 (2) mm -1.5 -2.0 -2.5 -3.0 ±1.0 for 100 to 700 mm nominal diameter and ± 1.5 for 750 to 1000 mm nominal diameter Over 60, up to andincluding 90 Over 90 -3.5 -4.0 Note-- Nominal length of the pipes shall be 3 m for nominal diameters upto 200 mm and 4 m for greater diameters. 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 6908:1991 Specification for asbestos cement pipes and fittings for sewerage and drainage (first revision). 1.62 SP 21 : 2005 SUMMARY OF IS 8870 : 1978 ASBESTOS CEMENT CABLE CONDUITS AND TROUGHS 1. 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 and on length it shall be ± 6 mm. 2.3 For detailed dimensions for asbestos cement conduits, troughs and their fittings, refer to Table 3 to 7 of the standard. 3. 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. ±3 mm TABLE 1 DIMENSIONS AND PERMISSIBLE VARIATIONS OF ASBESTOS CEMENT CONDUITS AND BEND Nominal Length Permissible Variation Nominal Internal Wall Diameter Diameter Conduits Bends Thickness Thickness Length (1) (2) (3) (4) (5) (6) (7) mm 50 80 100 125 150 mm 50 80 100 125 150 m 2,3,4 2,3,4 2,3,4 2,3,4 2,3,4 m 2 2 2 2 2 mm 9.0 9.5 9.5 10.0 10.0 mm ± 1.5 ± 1.5 ± 1.5 ± 1.5 ± 1.5 mm +50 -20 +50 -20 +50 -20 +50 -20 +50 -20 Note -- Bends shall be in 900 and 1350 angles. 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. 1.63 SP 21 : 2005 SUMMARY OF IS 9627 : 1980 ASBESTOS CEMENT PRESSURE PIPES (LIGHT DUTY) 1. 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 5 10 4. Dimensions and Tolerances 4.1 Nominal diameters and other dimension of pipes-- Shall be given in Table 1. 4.2 Tolerances-- a) Diameter-- ± 0.6 mm b) Thickness-- Nominal Thickness mm Up to and including 10 Over 10 up to and including 15 c) Tolerances mm ­1.5 ­2.0 Length -- 3,4 and 5 m with tolerance of +50 mm ­20 mm 50 mm Dia ­5.5 l mm d) Deviation in straightness-- 80 mm to 200 Dia ­4.5 l mm where l is the length of the pipe in metres 5. Tests 5.1 Hydraulic Pressure Tightness Test-- The pipe shall not indicate any loss or visible sweating on the outside surface of the pipe, when the hydraulic test pressure as given in 3 is maintaianed for 30 seconds. The test time may be reduced to 10 seconds without changing the class provided that the internal pressure is increased by 10 percent. 6. Joints a) Asbestos cement couplings with rubber sealing rings; and b) Cast iron detachable joints with rubber sealing rings and bolts and nuts. 6.1 Cast iron detachable joints shall conform to IS 8794:1988*. 6.2 Rubber rings used in jointing shall comply with the requirements of IS 5382:1985. If the pipes are to be used for conveying drinking water, the rings shall not affect the quality of water. Hydraulic Test Pressure N/mm2 0.5 1.0 3.2 The classification given above is based on the hydraulic test pressure and the hydraulic working pressure shall normally be not more than 50 per cent of the pressure defining the class. 3.2.1 The relationship between the bursting pressure (BP) and the hydraulic test pressure (TP) and the relatioship between bursting pressure (BP) and the normal hydraulic working pressure (WP) shall not be less than the values indicated below Nominal Diameter, mm 50 to 100 125 to 200 BP TP BP WP 2 1.5 4 3.0 Rubber sealing rings for gas mains, water mains and sewers (first revision). * Cast iron detachable joints for use with asbestos cement pressure pipes (first revision). 1.64 SP 21 : 2005 TABLE 1 DIMENSIONS OF ASBESTOS CEMENT PRESSURE PIPES Sl. No. Nominal Diameter (2) m m 50 80 100 125 150 200 Class 5 Thickness External Diameter (4) mm 69.0 99.0 119.0 144.0 169.0 219.0 Class 10 Thickness (5) mm 9.5 9.5 11.0 11.0 11.5 15.0 (1) i) ii) iii) iv) v) vi) (3) m m 9.5 9.5 9.5 9.5 9.5 9.5 External Diameter (6) mm 69.0 99.0 122.0 147.0 173.0 230.0 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 9627:1980 Specification for asbestos cement pressure pipes (light duty). 1.65 SP 21 : 2005 SUMMARY OF IS 13000 : 1990 SILICA ASBESTOS - CEMENT FLAT SHEETS 1. Scope ­ Requirement for materials, classification, dimensions and tests for silica-asbestos-cement flat sheets. 2. Classification ­ Shall be classified according to bending stress and density as given below : Class of sheets 1 2 4.3 Tolerances Bending Stress N/mm2 .Min Density Loading parallel Loading at g/cm3. Min to fibres right angles 13 20 16 28 1.2 1.6 3. General Appearance and Finish -- Shall be free from visible defects that impair its appearance or serviceability. The surface of the sheets shall be of uniform texture and shall have at least one smooth srface. They shall be flat, rectangular and shall have neatly trimmed straight and regular edges and shall be square at the corners. 4. Dimensions and Tolerances 4.1 Thickness shall be 3,4,5,6,8,10,12 and 15 mm 4.2 Nominal lengths and widths of silicaCement flat sheets shall be as follows-- Length Width m m 1200 mm 600 × 610 -- 1 200 × 1 220 -- 1 800 × 1 830 -- 2 400 × 2 440 -- 3 000 × 3 050 -- asbestos-- 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 not vary from the nominal dimensions for length and width by more than ±5 mm. c) Straightness of Edges-- Shall be not more than 2mm/m for the relevant dimension (length or width) d) Squareness of Edges --The tolerance on squareness of the edges shall be not more than 3 mm/m. 5. Tests-- Shall be done for thickness, straightness of edges, squareness of edges, bending stress and density. 1220 m m -- × -- × -- × -- × -- × 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. 1.66 SP 21 : 2005 SUMMARY OF IS 13008 : 1990 SHALLOW CORRUGATED ASBESTOS CEMENT SHEETS 1. Scope -- Covers the requirements for materials, dimensions and tests for shallow corrugated asbestos cement sheets. 2. 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. TABLE 1 DIMENSIONS AND TOLERANCES OF SHALLOW CORRUGATED SHEETS All dimensions in millimetres. 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. Sl No. i) ii) iii) iv) v) Characteristics Depth of corrugation Pitch of corrugation Overall width Nominal thickness Length of sheet Nominal Dimension 20 75 1 015 4.2 1 1 2 2 500 750 000 250 Tolerances ±2.0 ±1.5 ±10 ­ 5 +Free ­ 0.2 ±10 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. 1.67 SP 21 : 2005 SUMMARY OF IS 458 : 2003 PRECAST CONCRETE PIPES (WITH AND WITHOUT REINFORCEMENT) ­ SPECIFICATION (Fourth Revision) 1. Scope -- 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. 2. Classification -- For the purpose of this standard, concrete pipes shall be classifed as per clause 4.1 of the standard 3. Dimensions and Tolerances 3.1 Dimension The internal diameter, barrel wall thickness, length, the minimum reinforcements and strength test requierments for different classes of pipes (see 4.1 of the standard) shall be as specified in Tables 1 to 11of the standard. Dimensions of collar for class NP1 and dimensions and reinforcement of collar for class NP2 shall be as per Tables 1 and 21 of the standard respectively. 3.2 Tolerances The following tolerances shall be permitted : Sl. No. Dimensions i) Overal length ii) Internal diameter of pipes: a) Up to and including 300 mm b) Over 300 mm and up to and including 600 mm c) Over 600 mm iii) Barrel wal thickness: a) Up to and including 30 mm b) Over 30 mm up to and including 50 mm Tolerances : ± 1 percent of standard length : ± 3 mm : ± 5 mm : ± 10 mm : : : +2 m m ­1 +3 m m ­ 1.5 c) Over 50 mm up to and including 65 mm d) Over 65 mm up to and including 80 mm e) Over 80 mm up to and including 95 mm f) Over 95 mm : : : : : + 4m m ­2 +5 m m ­ 2.5 +6 m m ­3 m +7 m ­3.5 Note -- In case of pipes with flexible rubber ring joints, the tolerance on thickness near the ends wiill have to be reduced. Near the rubber ring joints, the tolerance on thickness shall be as given in Tables 13 to 19 in case of pipes manufactured by spinning process and as given in Table 15 and Table 16 in case of pipes manufactured by vibrated casting process. 4. Workmanship and Finish 4.1 Pipes shall be straight and free from cracks except that craze cracks may be permitted. The ends of the pipes shall be square with their longitudinal axis so that when placed in a straight line inthe trench, no opening between ends in contact shall exceed 3 mm in pipes up to 600 mm diameter (inclusive), and 6 mm in pipes larger than 600 mm diameter. 4.2 The outside and inside surfaces of the pipes shall be dense and hard and shall not be coated with cement wash or other preparation unless otherwise agreed to between the purchaser and the manufacturer or the supplier. The inside surface of the pipe shall be smooth. For better bond, inner surface of the collar may be finished rough. 5. Tests 5.1 Every pipe shall be tested, for hydrostatic pressure, three-edge bearing and absorption tests. Note 1 -- For requirements of materials, design, reinforcement, spigots and sockets refer to the standard. Note 2 -- For methods of tests refer to IS 3597 : 1998 Methods of test for concrete pipes (second revision). For detailed information, refer to IS 458 : 2003 Specification for precast concrete pipes (with and without reinforcement) (fourth revision). 1.68 SP 21 : 2005 SUMMARY OF IS 784 : 2001 PRESTRESSED CONCRETE PIPES (INCLUDING SPECIALS) (Second Revision) 1. 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 Nominal Internal Diameter of Pipe Thickness m m 200 250 300 350 400 450 500 600 700 800 900 1 000 1 100 1 200 to protect the steel cylinder and prestressing wires. 2.2 Prestressed Concrete Non Cylinder Pipe­ A suitably compacted concrete core longitudinally prestressed with pre-tensioned high tensile steel wire embedded in the concrete,circumferentially prestressed and coated with cement mortar/ concrete to protect the circumferential prestressing wire to withstand internal pressure and external design loads. 3. Dimensions and Tolerances 3.1 Nominal internal diameter of pipes and minimum core thickness shall be as given below-- Minimum Core Thickness m m 35 35 35 35 35 35 35 40 40 45 55 60 65 70 Nominal Internal Diameter of Pipe m m 1 300 1 400 1 500 1 600 1 700 1 800 1 900 2 000 2 100 2 200 2 300 2 400 2 500 Minimum Core m m 75 75 80 85 90 95 100 105 110 115 120 125 130 3.2 Length -- Effective length shall be 2 to 6 m. However preferred effective length should be 2, 2.5, 4, 5 and 6 m. For pipes upto and including 300dia, the effective length shall not be more than 3 m. 3.3 Tolerance 3.3.1 Length -- ±1 percent of specified length. 1.69 SP 21 : 2005 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 Internal Diameter In areas within 600 mm of an end of the Pipe mm a) b) c) Upto 900 mm Over 900 mm and upto 1600mm Over 1600 mm ±12 ±12 ±6 ±9 4.1 The maximum permissible deviation from the straight on internal surfaces of any pipe throughout its length, shall not exceed 5 mm for every metre length. 4.2 Pipes shall be free from local depressions or bulges greater than 5 mm extending over a length, in any direction, greater than twice the thickness of barrel. 5. Tests 5.1 Hydrostatic Factory Test. 5.2 Permeability Test -- The permeability test when conducted in accordance with the method described in IS 3597 shall meet the requirement of final permeability. The final permeability shall not exceed 0.3 cm3 Note -- It is recommended that initial absorption shall not exceed 2.0 cm3 and the difference in any time readings during initial absorption should not be more than 0.8 cm3. Tolerances Over rest of the pipe mm ±9 ±12 3.3.3 Core thickness -- Shall not be less than the designed thickness by more than 5 percent. 4. Workmanship and finish drop of water level shall not exceed 2 cm3 at the end of 2h and final permeability between fourth and fifth hour shall not exceed 0.3 cm3 5.3 Three-Edge Bearing Test -- Pipes designed for drainage, sewarage and culverts when subjected to three-edge bearing test shall meet the requirements given in Table 2 of the standard. Note -- For requirements regarding materials, design manufacture of special and joints refer to the standard. Note -- For methods of tests and test details, refer to the standard and IS 3597 : 1998 .Methods of test for concrete pipe ( second revision). For detailed information, refer to IS 1784 : 2001 Specification for Prestressed concrete pipes (including specials) (second revision). 1.70 SP 21 : 2005 SUMMARY IS 1916 : 1989 STEEL CYLINDER PIPES WITH CONCRETE LINING AND COATING (First Revision) 1. 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 purchaser. 3. Dimension 3.1 Diameter -- The internal diameter of finished pipes 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, 1 800, 1 900, 2 000, 2 100, 2 200, 2 300, 2 400, 2 500, 2 600, 2 700, 2 800, 2 900, and 3 000 mm Tolerance on internal diameter shall be ± 3 mm for pipes of diameter 300 mm and under, and ± 6 mm or ± 1 1/2 percent of internal diameter, whichever is less, for pipes of diameter exceeding 300 mm. 3.2 Length -- The recommended length is 6 m. The overall length of the pipe shall not vary by more than 1 percent of the agreed length. 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. 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 m m 200 to 500 to 450 900 3.0 5.0 6.0 8.0 10.0 12.0 14.0 16.0 1 000 to 1 100 1 200 to 1 500 1 600 to 1 800 1 900 to 2 200 2 300 to 2 600 2 700 to 3 000 5.2 Each Cylinder shall undergo hydrostatic test at the test pressure given in 2. 6. Lining and Coating 6.1 Lining and Coating thickness -- Minimum thickness shall be as follows: Internal Minimum Diameter of Thickness of Finished Pipe Lining mm 200 to 300 350 to 400 450 to 3 000 mm 15 20 25 Minimum Thickness of Coating mm 25 25 25 Note -- For requirements of material, design and manufacture and methods of tests, refer to the standard. For detailed information, refer to IS 1916 : 1989 Specification for steel cylinder pipes with concrete lining and coating (first revision). 1.71 SP 21 : 2005 SUMMARY OF IS 4350 : 1967 CONCRETE POROUS PIPES FOR UNDER DRAINAGE 1. 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 Diameter Permissible Deviation from Nominal Internal Diameter +3 mm ­1.5 +6 mm ­3 mm +1.5 percent ­0.75 percent 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 least for 1 minute. 3.2 Infiltration Test Nominal Internal Diameter mm 80 to 100 150 to 250 300 to 900 Rate of Infiltration per metre Length of the Pipe l/ minute 60 120 300 Upto and including 300 mm Over 300 mm, upto 400 mm over 400 mm Table 1. DIMENSIONS FOR CONCRETE POROUS PIPES Nominal Internal Effective Minimum Wall Joints Diameter Length Thickness mm m mm (1) 80 100 150 250 300 350 400 450 500 600 700 800 900 (2) 2.0 (3) 25 (4) Butt, rebated or ogee 2.0 or 2.5 or 3.0 2.5 or 3.0 2.5 or 3.0 2.5 or 3.0 2.5 or 3.0 30 35 40 45 50 Butt, rebated or ogee Butt, rebated or ogee Butt, rebated or ogee Butt, rebated or ogee Butt, rebated or ogee 1.72 SP 21 : 2005 Nominal Internal Diameter TABLE 2 COLLAR DIMENSIONS Collar Dimension Minimum Caulking Space m m 13 Minimum Length m m 80 100 150 250 300 350 400 450 500 600 700 800 900 Minimum Thickness m m 25 mm 150 16 30 150 19 19 19 35 45 45 200 200 200 Note -- For detailed requirements on manufacture, finish, methods of tests and typical sketches refer to the standard. For detailed information, refer to IS 4350: 1967 Specification for concrete porous pipe for under drainage. 1.73 SP 21 : 2005 SUMMARY OF IS 7319 : 1974 PERFORATED CONCRETE PIPES 1. 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 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. 2. Classification a) 4.3. Specials -- shall have spigot and socket ends. Circular perforation pipes-- 5 to 8 mm diameter Curves shall be at 900, 450 and 221/20 perforations arranged in rows parallel to the axis of the pipe. Perforations shall be approximately 75 mm 5. Tests centre to centre, along rows. The rows shall be spaced over not more than 165°of the 5.1 Three edge bearing test or sand bearing test. circumference. b) Slotted perforation pipes -- Slots shall be 5.2 Absorption Test -- Total absorption at the end of circumferential in direction, not more than 5 mm 24 h shall not exceed 8 percent of dry weight. nor less than 3mmin width, and of the lengths shown in Table 1. There shall be two rows of slots, spaced 165° 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 m m m m mm Method (1) 80 100 150 200 225 250 300 350 400 450 (2) 25 25 25 25 25 25 30 32 32 35 (3) 4 4 4 4 6 6 6 6 8 8 (4) 9 9 9 9 10 10 10 10 10 10 (5) 25 25 37.5 50 50 50 75 75 75 75 (6) 50 75 75 100 100 100 150 150 150 150 (7) -- 1 560 1 560 1 560 1 670 1 670 1 790 1 880 2 020 2 230 1.74 SP 21 : 2005 TABLE 2 TOLERANCES a) Overall length b) Internal diameter of pipes or socket: 1) 300 mm and under 2) 400 mm 3) over 400 mm c) Barrel wall thickness : 1) up to 25 mm 2) Over 25 up to 35 mm 3) Over 35 up to 50 mm 4) Over 50 mm ± 1 percent of standard length + 3 mm ­ 1.5 mm + 6 mm ­ 3 mm + 1.5 percent ­ 0.75 percent ± 1.5 mm ± 2.0 mm ± 3.0 mm ± (3 mm +1 mm for every 15 mm or part thereof over 50 mm, limited to a maximum of 5mm) d) Deviation from Straight : The deviation from straight shall not exceed 3mm for every metre run. Note -- For methods of tests, refer to IS 456: 2000 Code of practice for plain and reinforced concrete (fourth revision) and IS 3597 : 1998 Methods of test for concrete pipes (second revision). For detailed information, refer to IS 7319 : 1974 Specification for perforated concrete pipes. 1.75 SP 21 : 2005 SUMMARY OF IS 7322 : 1985 SPECIALS FOR STEEL CYLINDER REINFORCED CONCRETE PIPES 1. 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. 2. Classification -- Special shall have the same classification as for steel cylinder reinforced concrete pipes given in 2 of IS 1916:1989*. 3. 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 diameter of Special Finished mm 200 to 500 600 to 900 1 000 to 1 100 1 200 to 1 500 1 600 to 1 800 Note -- For detailed dimensions see Fig. 1 to 5 of standard the 3.2 Tolerances-- The following shall be permitted-- Dimensions Arm length Arm length (specified) Internal diameter 300 mm and under over 300mm Angular deviation Tolerances ±40 mm ±10 mm ± 3 mm ± 6 mm or ±1½ mm (which ever is less) ±1° 4. 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 (second revision) Minimum Thickness of Steel Plate for Shell mm 2.5 5.0 6.0 8.0 10.0 liquid penetrant flaw detection Nominal Internal Diameter mm 200 to 300 350 to 450 500 to 600 700 to 1 100 1 200 to 1 800 Nominal Thickness of Flange mm 15 18 20 25 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 Concrete pipes. 1.76 SP 21 : 2005 SUMMARY OF IS 1834 : 1984 HOT APPLIED SEALING COMPOUNDS FOR JOINTS IN CONCRETE (First Revision) 1. 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. 2. 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. Note-- Sealing compound shall be employed for filling contraction and construction joints as well as a sealing medium above expansion joint filler to a depth not exceeding 40 mm. 3. Grades a) Grade A ( Ordinary ), and b) Grade B (Fuel Resistant) Grade A is suitable for concrete comstructions other than those which are subjected to spillage of kerosine or other petroleum oils. Grade B is suitable for use in construction where resistance to kerosine or other petroleum oils is required. 4. Physical Requirements -- See Table 1. TABLE 1 PHYSICAL REQUIREMENTS OF SEALING COMPOUNDS OF GRADES A AND B Sl No. (1) i) ii) iii) iv) Characteristic (2) Pour point, Max Flow test, percentage, Max Extensibility, Min Penetration, at 250c, 100g, 5s, 1/10 Requirement (3) 180°C 5 6 mm 15 Min 50 Max v) Aviation fuel resistance -- ( for Grade B only) a) Increase in penetration as measured in (iv) After 7 days immersion in aviation fuel b) Change in mass, after 7 days immersion in aviation fuel, percent, 15 Max 1 Max Note -- For methods of tests refer to the standard For detailed information, refer to IS 1834 : 1984 Specification for hot applied sealing compounds for joint in concrete (first revision). 1.77 SP 21 : 2005 SUMMARY OF IS 1838 (PART 1) : 1983 PREFORMED FILLERS FOR EXPANSION JOINT IN CONCRETE PAVEMENT AND STRUCTURES (NON- EXTRUDING AND RESILIENT TYPE) PART 1 BITUMEN IMPREGNATED FIBRE (First Revision) 1. Scope -- Specifies the requirements for bitumen impregnated fibre fillers for expansion joints. The fillers may be used for filling expansion joints in concrete roads, runwaysand buildings. 2. Dimensions and Tolerances 2.1 Dimensions -- The length,width and thickness of the preformed strips shall be as agreed to between the purchaser and the manufacturer. 2.2 Tolerances On length On width On thickness 3. Physical requirements ± 5 mm ± 3 mm ± 5 mm TABLE 1 PHYSICAL REQUIREMENTS OF BITUMEN IMPREGNATED FIBRE FILLERS Sl. No. (1) i) ii) iii) Characteristic (2) Resistance to handling Recovery Compression Requirement (3) Strips shall not be deformed or broken by twisting, bending or other types of ordinary handling when exposed to atmospheric condition. Shall recover at least 70 percent of its thickness before the test. a) Load required to compress the specimen to 50 percent of its original thickness before the test shall be 7 Kgf/cm 2 (0.7 N/mm 2), Min . 53kgf/ cm2 (5.3 N/mm2 ), Max. b) Loss in bitumen 3 percent, Max. Amount of extrusion of the free edge shall not exceed 6.5 mm. 20 percent, Max . 300 kg/m3, , Min. 35 percent, Min. a) Shall show no sign of disintegration or separation of fibres after the test. b) Shall satisfy the requirement of recovery, compression and extrusion after the test. Shall be between 25 to 100 at 250C iv) v) vi) vii) viii) Extrusion Water absorption Density Bitumen content Weathering ix) Penetration of recovered bitumen Note -- For methods of tests, refer to IS 10566 : 1983 Methods of test for preformed fillers for expansion joints in concrete paving and structural construction. For detailed information, refer to IS 1838(Part 1) :1983 Specification for preformed fillers for expansion Joint in concrete pavement and structures (non extruding and resilient type): Part 1 Bitumen impregnated fibre (first revision). 1.78 SP 21 : 2005 SUMMARY OF IS 1838 (PART 2) : 1984 PREFORMED FILLERS FOR EXPANSION JOINT IN CONCRETE PAVEMENT AND STRUCTURES (NON-EXTRUDING AND RESILIENT TYPE) PART 2 CNSL ALDEHYDE RESIN AND COCONUT PITH 1. Scope -- Specifies the materials, manufacture, properties and tests for CNSL aldehyde resin and coconut pith based fillers for expansion joints in concrete roads, runways, bridges and other structures. 2. Properties 2.1 Preformed slabs or strips of expansion joint fillers shall not be deformed or broken by twisting, bending or other handling when exposed to atmospheric conditions. Pieces of the joint filler that have been damaged shall be rejected. 2.2 Recovery-- The specimen shall recover at least 70 percent of its thickness before the test. 2.3 The load required to compress to 50 percent of its thickness before test , shall be 0.7 to 5.3 N/mm2. Note-- For methods of tests, refer to IS 10566 : 1983 Methods of test for preformed fillers for expansion joints in concrete paving and structural construction. The material after compression shall not show a loss of more than 5 percent of its original mass. 2.4 Extrusion -- When tested with three edges restrained and compressed to 50 percent of its thickness before test, the extrusion of the edges of the test specimen shall not exceed 6.5 mm 2.5 Weathering-- When tested, test specimen shall show no disintegration. 3. Dimension -- Shall conform to the order. 4. Tolerances -- Tolerances of ±2.5 mm on thickness, ±5 mm on depth and ±7.5 mm in length shall be permitted. For detailed information, refer to IS 1838(Part 2) :1984 Specification for preformed fillers for expansion joint in concrete pavement and structure (Non extruding and resilient type) Part 2 CNSL aldehyde resin and coconut pith. 1.79 SP 21 : 2005 SUMMARY OF IS 11433 (PART 1) : 1985 ONE-PART GUN-GRADE POLYSULPHIDEBASED JOINT SEALANTS PART 1 GENERAL REQUIREMENTS 1. Scope-- General requirements of one-part gungrade polysulphide-based sealants used in some sealing or glazing applications in buildings and structures. 2. Selection of Material-- The sealant shall cure at ambient temperature and humidity when applied. 3. Curing Conditions-- Standard cure condition shall be 40 ± 20C temperature and 95±5 percent relative humidity. 4. Test Requirements 4.1 Rheological Properties -- The flow of the sealant shall be such that it shall not slump or sag in vertical or horizontal displacement or slip from the channel. 4.2 Recovery -- The cure of the sealant shall be considered satisfactory if it exhibits recovery of not less than 75 percent, and if the tensile force required to extend the specimen is not less than 25 N or greater than 300 N. After the test the sealant shall be cut open with a clean sharp knife; there shall be no substantial transfer of the sealant onto the knife blade. 4.3 Mass loss after heat ageing -- The mass loss, which includes volatile content, shall not exceed 10 percent. The sealant shall exhibit no cracks bubbles or chalking. 4.4 Staining -- There shall be no staining on the test Note -- For Methods of test , refer to IS 11433 (Part 2) : 1986 One-part gun-grade polysuphide- based joint sealants, Part 2 Methods of test mortar. 4.5 Test for Cyclic Adhesion -- Adhesion and cohesion shall be considered satisfactory if after three cycles the total area(lengthx depth) of failure does not exceed 100 mm2 per specimen. 4.6 Test for Adhesion in Peel 4.6.1 Adhesion to aluminium, stainless and cement mortar -- For each of the test surfaces, that is aluminium, stainless steel and cement mortar, the average peel strength shall be no less than 25N and the material shall not fail in adhesion over more than 25 percent of the area of the test surface.For each test surface four strips shall be tested and the average peel strength recorded. If all strips meet the requirements the sealant shall be deemed to comply the test. 4.6.2 Adhesion to glass after sunlamp exposure through glass -- For each of the test strips the average peel strength shall be not less than 25N and the material shall not fail in adhesion over more than 25percent of the area of the test surface. 4.6.3 Adhesion after heat ageing -- The sealant shall be considered satisfactory if the force required to extend the specimen is not less than that required to extend the specimen in 4.2 and not greater than 300N.Adhesion and cohesion shall be considered satisfactory if the total area of failure does not exceed 100m2 per specimen. For detailed information, refer to IS 11433 Part 1: 1985 Specifications for one-part gun-grade polysulphide-based joint sealants: Part 1 General requirements 1.80 SP 21 : 2005 SUMMARY OF IS 12118 (PART 1) : 1987 TWO-PARTS POLYSULPHIDE BASED SEALANTS PART 1 GENERAL REQUIREMENTS 1. 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. 3. Selection of Material -- The salient shall cure at ambient temperature. 4. Test Requirements 4.1 Rheological Properties the original profile in a horizontal position. 4.2 Plastic Deformation-- The sealant shall have a plastic deformation not greater than 25 percent. 4.3 Adhesion and Tensile Modulus -- Adhesion and tensile modulus shall be considered satisfactory, if the total area (length × depth) of failure shall not exceed 100 mm2and the course requrired to produce the extension shall not be less than 25 N and not more than 270 N . In case of the test after cycles of extension , the total area of failure shall not exceed 100 mm2. 4.4 Application of Life --The sealant shall have an application life of not less than 2h. 4.5 Adhesion in Peel -- The average peel strength of four strips of backing material for each of the test surfaces shall be not less than 25N and the material shall not fail in adhesion over more than 25 percent of the test area. 4.6 Loss of Mass After Heat Ageing -- The loss of mass shall not exced 12 percent for pouring grade and 6 percent for gun grade. 4.7 Staining -- The sealant shall produce no staining on the primed or unprimed surface of the test mortar. 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 Note -- For Methods of test , refer to IS 12118(Part 2) :1987 Two-part polysuphide-based sealants, Part 2 Methods of test For detailed information, refer to IS 12118:1987 Specification for two -part polysulphidebased sealants: Part1 General requirements. 1.81 SECTION 2 BUILDING LIMES 2.1 SP 21 : 2005 CONTENTS Title IS IS IS IS IS IS IS 712 : 1984 2686 : 1977 3068 : 1986 3115 : 1992 3182 : 1986 4098 : 1983 4139 : 1989 Building limes (third revision) Cinder as fine aggregate for use in lime concrete (first revision) Broken brick (Burnt clay) coarse aggregates for use in lime concrete ( second revision) Lime based blocks (second revision) Broken brick (Burnt clay) fine aggregate for use in lime mortar (second revision) Lime pozzolana mixture (first revision) Calcum silicate bricks (second revision) Lime pozzolana concrete blocks for paving Quick setting lime pozzolana mixture Pulverized fuel ash-lime bricks (first Revision) Page 2.3 2.6 2.7 2.8 2.9 2.10 2.11 2.12 2.13 2.14 IS 10360 : 1982 IS 10772 : 1983 IS 12894 : 2002 2.2 SP 21 : 2005 SUMMARY OF IS 712 : 1984 BUILDING LIMES (Third Revision) 1. Scope -- Requirements for building limes used for construction purpose. 2. Classification -- Class A -- Class B -- Eminently hydraulic lime used for structural purposes. Semi-hydraulic lime used for masonry mortars, lime concrete and plaster undercoat. Fatlime used for finishing coat in plastering, whitewashing, composite mortars, etc, and with addition of pozzolanic materials for masonry mortar. Class D -- Class E -- Class F -- Magnesium/dolomitic lime used for finishing coat in plastering, white washing, etc. Kankar lime used for masonry mortars. Siliceous dolomitic lime used for undercoat and finishing coat of plaster. Class C -- 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. 3. Chemical Requirements--See Table 1 4. Physical Requirements --See Table 2 SL. No. TABLE 1 CHEMICAL REQUIRMENTS CHARACTERISTICS CLASS A B C D E F Hydrated, QuickHydrated, QuickHydrated,QuickHydrated, Hydrated,QuickHydrated (1) i) (2) (3) 60 (4) 70 (5) 70 (6) 85 (7) 85 (8) 85 (9) 85 (10) 50 (11) 70 (12) 70 ii) iii) iv) v) vi) vii) viii) Calcium and magnesium oxides percent, Min (on ignited basis) Magnesium oxides, percent (on ignited basis) Max Min Silica, alumina and ferric oxide, percent Min (on ignited basis) Unhydrated magnesium oxide, percent, Max (on ignited basis) Insoluble residue in dilute acid and alkali percent Max (on ignited basis) Carbondioxide, percent, Max (on oven dry basis) Free moisture content percent, Max Available lime as CaO, percent, Min.(drybasis) 6 6 ­ 10 ­ 10 6 ­ 10 ­ 10 6 ­ ­ ­ 2 6 ­ ­ ­ 2 ­ 6 ­ 8 2 ­ 6 ­ 8 2 6 ­ 20 ­ 25 ­ 6 10 8 10 ­ 6 10 8 10 20 ­ 15 5 2 ­ 5 ­ ­ 5 2 ­ 5 ­ 75 5 2 75 5 ­ ­ 5 2 ­ 5 2 ­ 5 ­ ­ 5 2 ­ 2.3 SP 21 : 2005 TABLE 2 PHYSICAL REQUIRMENTS SL. No. A B C D E F Hydrated, QuickHydrated, QuickHydrated, QuickHydrated, Hydrated, QuickHydrated Characteristics Class (1) i) ii) (2) Fineness -- a) Residue on 2.36 mm IS Sieve, percent, Max . b) Residue on300 micron IS Sieve, percent, Max . c) Residue on 212 micron IS Sieve, percent, Max Residue on slaking -- a) Residue on 850 micron IS Sieve, percent, Max b) Residue on 300 micron IS Sieve, percent, Max (3) Nil (4) ­ (5) Nil (6) ­ (7) Nil (8) ­ (9) Nil (10) Nil (11) ­ (12) Nil 5 ­ 5 ­ Nil ­ Nil 5 ­ 5 ­ ­ ­ ­- 10 ­ 10 ­ ­ Nil ­ 10 ­ 5 ­ 5 ­ ­ 10 ­ ­ ­ ­ 5 ­ 5 ­ ­ ­ ­ Setting time -- a) Initial set, Min, h b) Final set. max, h iv) Compressive strength, Min, N/mm 2 a) at 14 days b) at 28 days v) Transverse strength at 28 days, N/mm2 , Min vi) Workability bumps, Max vii) Volume yield ml/g Min viii) Soundness, Le Chaterlier expansion, mm, Max ix) Popping & pitting iii) 2 48 ­ ­ ­ ­ ­ ­ ­ ­ ­ ­ ­ ­ 2 48 ­ ­ ­ ­ 1.75 2.8 1.0 1.25 1.75 0.7 1.25 1.75 0.7 ­ ­ ­ ­ ­ ­ ­ ­ ­ ­ ­ ­ 1.0 1.75 0.7 1.25 1.75 0.7 1.25 1.75 0.7 ­ ­ 5 ­ ­ ­ ­ ­ 5 12 1.7 ­ 10 ­ ­ 12 1.4 ­ 10 ­ ­ ­ ­ 10 ­ ­ ­ ­ ­ 10 Free from pop and pits ­ Free from pop and pits ­ Free from pop and ­ Free from pop and ­ ­ Free from pop and pits pits pits 2.4 SP 21 : 2005 5. Packing -- The hydrated lime shall be supplied, in suitable containers, such as jute bags lined with polythene or high density polythene woven bags lined with polythene or craft paper bags, preferably containing 50 kg of lime. Note -- If the hydrated lime can be used within 30 days, use of liner may be dispensed with. Note-- For methods of tests, refer to IS 1514: 1990 Methods of sampling and test for quick lime and hydrated lime ( first revision) and revelant parts of IS 6932: 1973 Methods of test for building limes. The quicklime shall be supplied in containers like metal container or similar suitable containers preferably containing 50 kg of lime. For detailed information, refer to IS 712: 1984 Specification for building limes (third revision). 2.5 SP 21 : 2005 SUMMARY OF IS 2686 : 1977 CINDER AS FINE AGGREGATES FOR USE IN LIME CONCRETE (First Revision) 1. Scope -- Requirements for cinder for use as aggregates in lime concrete. 2. General -- Cinder aggregates shall be well-burnt furnace residue obtained from furnaces using only coal as fuel. It shall be clean and free from clay, dirt, wood ash or other deleterious matter. 3. Classes -- a) Class A ­ for general purposes b) Class B ­ for interior work not exposed to damp conditions, and c) Class C ­ for precast blocks. 4. Grading -- IS Sieve Designation 10­ mm 4.75­ mm 2.36­ mm 1.18­ mm 600­ micron 300­ micron 150­ micron 5. Characteristics 5.1 Sulphate Content -- Shall not exceed 1 percent when expressed as sulphur trioxide. 5.2 Loss on ignition -- Shall not exceed 10 percent for class A, 20 percent for class B and 25 percent for Class C. Note -- For methods of tests, refer to Appendices A and B of the standard. Percentage Passing 100 80 60 40 30 25 16 For detailed information, refer to IS 2686 :1977 Specification for cinder as fine aggregates for use in lime concrete (first revision). 2.6 SP 21 : 2005 SUMMARY OF IS 3068 : 1986 BROKEN BRICK (BURNT CLAY) COARSE AGGREGATE FOR USE IN LIME CONCRETE (Second Revision) 1. Scope -- Requirements for coarse aggregate prepared from broken bricks (burnt clay) for use in lime concrete. 2. Quality -- Shall be prepared from the well/ overburnt bricks conforming to class designation 50 and above of IS 1077:1992.* It shall be free from underburnt clay particles, soluble salt and adherent coating of soil or silt. Brick aggregate should be handled least number of times before being used in concrete. 3. Physical Requirements 3.1 Grading for broken brick coarse aggregate -shall be as fallows -- IS Sieve Designation 75 mm 37.5 mm 19.0 mm 4.75 mm Percent Passing (By Mass) 100 95-100 45- 75 0- 5 3.2 Requirements of broken brick coarse aggregateshall be as follows: Characteristic Bulk density, kg/m3 Aggregate impact value, percent, Max water absorption, percent, Max Water soluble matter, percent, Max Requirement 1 100 - 1 350 50 20 1 *Common burnt clay building bricks (fifth revision) Note -- For methods of tests, refer to Appendices A and B of the standard and IS 2386: 1963 Methods of tests for aggregates for concrete. IS 5640: 1970 Methods of test for determining aggregate impact value of soft coarse aggregates. For detailed information, refer to IS 3068:1986 Specification for broken brick (burnt clay) coarse aggregate for use in lime concrete (second revision). 2.7 SP 21 : 2005 SUMMARY OF IS 3115 : 1992 LIME BASED BLOCKS (Second Revision) 1. Scope -- Covers dimension, quality and strength requirement of lime based blocks (both hollow and solid) used for walls, internal partitions and filler walls. 2. 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. 4.1 Dimensions Actual Sizes Length Width Height 390 mm 90,190, 290 mm 90, 190 mm 4.2 Tolerances-- Length ± 5 mm, Max Width and Height ± 3 mm, Max 4.3 Hallow block shall be made with one or more cavities and wall thickness at any point shall not be less than 40 mm. 5. Physical Requirements 5.1 Block Density -- Shall not be less than 1 000 kg/m3 5.2 Compressive Strength -- Average strength of eight blocks shall be not less than 3.5 MPa. Also compressive strength of any individual block shall not fall below the minimum average value by more than 20 percent. 5.3 Drying Shrinkage-- Shall not exceed 0.1 percent 5.4 Moisture Movement-- Shall not exceed 0.05 percent. 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 for lime based blocks (second revision ). 2.8 SP 21 : 2005 SUMMARY OF IS 3182 : 1986 BROKEN BRICK (BURNT CLAY) FINE AGGREGATE FOR USE IN LIME MORTAR (Second Revision) 1. Scope -- Requirements for broken brick (burnt clay) fine aggregate for use in lime mortar. 2. 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 4.75 mm 2.36 mm 1.18 mm 600 µm 300 µm 150 µm 75 µm Percent Passing(By Mass) 100 90-100 70-100 40-100 5-70 0-15 Nil 4. Requirement of Broken Brick Fine Aggregate Specific gravity Clay and silt, percent, Max Materials finer than 75 µm IS Sieve, percent Max Water soluble matter, percent, Max 2.4 - 2.7 5 15 1 * 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). 2.9 SP 21 : 2005 SUMMARY OF IS 4098 : 1983 LIME POZZOLANA MIXTURE (First Revision) 3. Chemical Requirements -- See Table 1 TABLE 1 CHEMICAL REQUIREMENTS SlNo. Characteristic Requirements Use For masonry mortars up to Grade MM 0.5, and for foundation concrete (1) i) ii) iii) iv) v) 1. Scope -- Requirements of lime pozzolana mixture for use in construction works. 2. Types Type LP7 (2) Free moisture content,percent, Max Free lime, percent, Min Carbon dioxide, percent,Max Sulphate content, percent, Max Magnesium oxide, percent, Max (3) 5 22 5 3 8 LP20 For masonry mortars up to Grade MM 2 and for foundation concrete. LP40 For masonry mortars up to Grade MM 5. 4. Physical Requirements ­ See Table 2. TABLE 2 PHYSICAL REQUIREMENTS . Sl No. (1) i) Characteristic LP40 (2) (3) 15 Requirment Type of Mixture LP20 (4) 15 LP7 (5) ­ Fineness, percent retained on 150- micron IS Sieve ii) Setting time, hours a) Initial, Min b) Final, Max 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 b) At 28 days, Min iv) Water retention ,flow after suction of mortar composed of one part of lime-pozzolana and 3 parts of standard sand by weight, percent of original flow, Min. v) Soundness, autoclave expansion, percent Max. 2 24 2 36 2 48 2 4 65 1 2 65 0.3 0.7 65 1 1 1 5. 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 in bags shall be ± 2.5 percent per bag with an overall tolerance of ± 0.5 percent for wagon load upto 25 tonnes. Note -- For methods of tests, refer to IS 1514 : 1990 Methods of sampling and test for quick lime and hydrated lime (first revision). IS 1727 : 1967 Methods of test for pozzolanic materials (first revision),relevent parts of IS 4031: Methods of physical tests for hydraulic cement, and IS 6932 (Part 2): 1973 Methods of tests for building limes. For detailed information, refer to IS 4098:1983 Specification for lime pozzolana mixture (first revision) 2.10 SP 21 : 2005 SUMMARY OF IS 4139 : 1989 CALCIUM SILICATE BRICKS (Second Revision) 1. Scope-- Requirements regarding classification, general quality, dimensions, compressive strength and drying shrikage of calcium silicate bricks used in building. 2. 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. 3. 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 Designation Average Compressive Strength (N/mm2) Not less than 7.5 10 15 20 less than 10 15 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 Designation 7.5 10 15 20 Drying Shrinkage, Max (Percent of Wet Length) 0.06 0.06 0.04 0.04 7.5 10 15 20 Note -- For method of test, refer to Appendix A of the standard and IS 3495 :1992 Methods of test for burnt clay building bricks (first revision). For detailed information, refer to IS 4139:1989 Specification for calcium silicate bricks (second revision). 2.11 SP 21 : 2005 SUMMARY OF IS 10360 : 1982 LIME-POZZOLANA CONCRETE BLOCKS FOR PAVING (Second Revision) 1. Scope -- Covers dimensions, quality and strength requirements of lime-pozzolana concrete blocks for use in paving. 2. General Requirements --- Shall be sound, free from cracks, broken edges and other defects that would interfere with the proper placing of the unit. 3. 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. 4. Tolerances ­ Length-width + 5.0 mm height + 1.50 mm 5. Physical Requirements 5.1 Compressive Strength ­ 3.5 N/mm2, Min 5.2 Drying Shrinkage ­ Not more than 0.1 percent 5.3 Moisture Movement -- Shall not exceed 0.05 percent. 5.4 Abrasion Resistance -- Of top wearing course surface (1:3 cement, sand mortar) shall have a maximum abrasion loss of 0.4 percent 5.5 Flexural Strength -- Minimum average modulus of rupture shall be 0.5 N/mm2. Note -- For method of tests, refer to IS 2185 (Part 1): 1997 Concrete masonry units Part 1 Hollow and solid concrete blocks IS 2690 (Part 2):1992 Burnt clay flat terracing tiles: Part 2 Handmade (second revision ), and IS 9284:1979 Method of test for abrasion resistance of concrete, For detailed information, refer to IS 10360:1982 Specification for lime pozzolana concrete blocks for paving. 2.12 SP 21 : 2005 SUMMARY OF IS 10772 :1983 QUICK SETTING LIME POZZOLANA MIXTURE 1. Scope -- Covers the requirements for lime pozzolana mixtures which tend to set fast, for use in construction works except reinforced concrete. 2. Classification Type 1 Type 2 Type 3 3. Chemical Requirements--See Table 1. 4. Physical Requirements -- See Table 2. 5. Delivery ­ The mixture shall be packed in bags (jute, multiply paper, HDPE or cloth) with a net massof 50 kg with a tolerance of ± 2.5 percent per bag. TABLE 1 CHEMICAL REQUIREMENTS Sl No (1) i) Characteristics (2) Available lime, percent, Min Requirements (3) 25 2 6 3 2 20 ii) Carbon dioxide, percent, Max iii) Magnesium oxide, percent Max iv) Sulphate content as SO 3 percent, Max v) Free moisture, percent, Max vi) Loss on ignition, percent, Max TABLE 2 PHYSICAL REQUIREMENT Sl.No. ( 1) i) ii) iii) Characteristics Type 1 (2) Fineness, residue by mass on 150-micron IS Sieve, percent Max. Setting time, hours a) Initial, Min b) Final, max Compressive strength a) Average of at least 3 mortar cubes at 7 days, N/mm 2, Min b)Average of at least 3 mortar cubes at 28 days N/mm 2. Min . c)Average of at least 3 mortar cubes at 90 days, N/mm2 , Min Water retention, percent, Min . Soundness, expansion mm , Max . Requirements Type 2 (4) 5 0.5 24 1.0 2.5 4.0 70 10 Type 3 (5) 5 0.5 24 0.4 1.0 1.5 70 10 (3) 5 0.5 24 2.5 6.0 8.0 70 10 iv) v) Note-- Types 1, 2 and 3 may be obtained with the pozzolana having lime reactivity values of 70 50 and 30 kgf/cm2 respectively. Note --For methods of tests, refer to various parts of IS 1514:1990 Methods of sampling and tests for quicklime and hydrated lime (first revision) IS 1727:1967 Method of test for pozzolanic material (first revision). Various parts of IS 4031 Methods of physical tests for hydraulic cement IS 4098:1983 Lime-pozzolana mixture (first revision), and Various parts of IS 6932 Methods of test for building limes. For detailed information, refer to IS 10772 : 1983 Specification for quick setting lime pozzolana mixture. 2.13 SP 21 : 2005 SUMMARY OF IS 12894 : 2002 PULVERIZED FUEL ASH-LIME BRICKS (First Revision) 1. Scope -- Requirements for classification, general quality, dimensions and physical requirements of fly ash-lime bricks used in buildings. Note-- Pulverized fuel ash lime bricks having wet compressive strength less than 30 N/mm2 approximately 300 kg/cm2 are covered in this standard and for higher strength see IS 2180 and IS 1077. 4. Dimensions and Tolerances 4.1 Dimensions 4.1.1 The standard modular sizes of pulverized fuel ash-lime bricks shall be as follows (see Fig. 1A and 1B): Length (L) Width (W) Height (H) mm mm mm 190 90 90 190 90 90 4.1.2 The following non-modular sizes of the bricks may also be used (see Fig. 1A and Fig. 1B) Length (L) Width (W) Height (H) mm mm mm 230 110 70 230 110 30 4.1.2.1 For obtaining proper bond arrangement and modular dimensions for the brickwork, with the nonmodular sizes, the following sizes of the bricks may also be used: Length (L) mm 70 230 4.2 Tolerances Width (W) mm 110 50 Height (H) mm 701/3 length brick 701/2 width brick 2. General Requirements 2.1 Visually the bricks shall be sound, compact and uniform in shape. The bricks shall be free from visible cracks, warpage and organic matter. 2.2 The bricks shall be solid and with or without frog 10 to 20 mm deep on one of its flat side. The shape and size of the frog shall conform to either Fig. 1A or Fig. 1B of the standard. 3. Classification 3.1 Pulverized fuel ash - lime bricks shall be classified on the basis of average wet compresive strength as given in Table 1. Table 1 Classes of Pulverized Fuel Ash-Lime Bricks Class Desingnation Average Wet Compressive Strength not less than N/mm2 (1) 30 25 20 17.5 15 12.5 10 7.5 5 3.5 (2) 30.0 25.0 20.0 17.5 15.0 12.5 10.0 7.5 5.0 3.5 Kgf/cm2 (Approx) (3) (300) (250) (200) (175) (150) (125) (100) (75) (50) (35) The dimensions of bricks when tested in accordance with 5.2.1 shall be within the following limits per 20 bricks: (a) For Modular size Length 3 720 to 3 880 mm (3 800 ± 80 mm) Width 1 760 to 1 840 mm (1 800 ± 40 mm) Height 1 760 to 1 840 mm (1 800 ± 40 mm) (For 90 mm high bricks) 760 to 840 mm (800 ± 40 mm) (For 40 mm high bricks) (b) For Non-modular Size Length 4 520 to 4 680 mm (4 600 ± 80 mm) Width 2 160 mm to 2 240 (2 200 ± 40 mm) Height 1 360 mm to 1 440 (1 400 ± 40 mm) (Fro 70 mm high bricks) 2.14 SP 21 : 2005 560 to 640 mm (600 ± 40 mm) (For 30 mm high bricks) 5. Physical Characteristics. 5.1 Compressive Strength-- Shall be as per 3. The compressive strength of any individual brick shall not fall below the minimum average compressive strength of corresponding class of bricks by more than 20 percent. 5.2 Drying Strinkage -- Shall not exceed 0.15 percent. 5.3 Efflorescence test -- Shall have rating not more than `moderate' upto class 12.5 and `slight' for higher classes. 5.4 Water Absorption-- Not more than 20 percent by mass upto class 12.5 and 15 percent by mass for higher classes when immersed in cold water for 24 hours. Note -- For methods of tests, refer to various part of IS 3495 :1992 Methods of tests of burnt clay building bricks ( third revision) and IS 4139:1989. Calcium silicate bricks (second revision). For detailed information, refer to IS 12894:2002 Specification for pulverized fuel ash-lime bricks (first revision). 2.15 SECTION 3 STONES 2.1 SP 21 : 2005 CONTENTS Title IS 1127 : 1970 IS 1128 : 1974 IS 1130 : 1969 IS 3316 : 1974 IS 3620 : 1979 IS 3622 : 1977 IS 6250 : 1981 IS 6579 : 1981 IS 9394 : 1979 Dimensions and workmanship of natural building stones for masonry work (first revision) Lime stone (slab and tiles) (first revision) Marble (blocks, slabs and tiles) Structural granite (first revision) Laterite stone block for masonry (first revision) Sand stones (Slabs and tiles) (first revision) Roofing slate tiles (first revision) Coarse aggregate for water bound macadom (first revision) Stone lintels Page 3.3 3.4 3.5 3.6 3.7 3.8 3.9 3.10 3.11 3.12 IS 14223 (Part 1) : 1995 Polished building stones : Part 1 Granite 3.2 SP 21 : 2005 SUMMARY OF IS 1127 : 1970 DIMENSIONS AND WORKMANSHIP OF NATURAL BUILDING STONES FOR MASONRY WORK (First Revision) 1. 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). 2.2 Tolerances a) For stones required in ashlar masonry-- 1) Length and breath ± 5 mm ­ 10 mm 2) Height ± 5 mm b) For stones required for other than ashlar masonry-- 1) Length and breath ± 5 mm ­ 10 mm 2) Height ± 5 mm 3. Workmanship -- Stratified rocks shall be so quarried and dressed that the stones when set in building, are laid along the plane of stratification. S l.No. (1) i) TABLE 1 DIMENSIONS OF Type of Masonry Length m m (2) (3) Stones for ashlar 597 NATURAL BUILDING STONES Breath Height mm mm (4) (5) 297 297 i) iii) Stones for block in course Stones for square rubble iv) v) Stones for random rubble. Stones for sills and lintels. 697 347 347 797 397 397 394 194 194 494 244 244 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 90,140.190,240,290 90,140,190,240,290 May be of any size and shape but not less than 150 mm in any direction. a) 890,990, 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 The dimensions depend on the particulars of the curve 190,290,390, 490,590,690, 790 390,490,590, 690,790 200, 300, 400, 500, 600 100, 200, 30 100,150,200 300, 400, 500 vi) vii) Stones for arches, domes and circular moulded work. Coping stones. viii) Kerb stones. 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). 3.3 SP 21 : 2005 SUMMARY OF IS 1128 : 1974 LIMESTONE (SLAB AND TILES) (First Revision) 1. 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. 2.2 The curvature in any direction shall not exceed 5 mm. 3. Dimensions -- See Table 1. 4. Tolerances in Thickness +5 mm upto 25 mm thickness and ±5 mm for thickness above 25 mm. 5. Physical Properties-- See Table 2. TABLE 1 STANDARD SIZES OF LIMESTONE SLABS AND TILES Length (1) 15 to 60 cm in stages of 5 cm 60 to 100 cm in stages of 10 cm 100 to 150 cm in stages of 10 cm Breadth (2) 15 to 60 cm in stages of 5 cm 30 to 100 cm in stages of 10 cm 30 to 100 cm in stages of 10 cm Thickness (3) 15 to 95 mm in stages of 10mm - do25 to 95 mm in stages of 10 mm TABLE 2 PHYSICAL PROPERTIES OF LIMESTONE SLABS. Sl.No. (1) i) ii) iii) Characteristics (2) Water absorption Transverse strength Durability Requirements (3) 0.15 percent by weight 70 kgf/cm 2 Shall not develop signs of spalling, disintegration of cracks. Note -- For methods of tests, refer to IS 1121(Part 2):1974 Methods of test for determination of strength properties of natural building stones.Part 2 Transverse strength ( first revision), IS 1124:1974 Method of test for determination for water absorption, apparent specific gravity and porosity of natural building stones (first revision) and IS 1126:1974 Method of test for determination of durability of natural building stones (first revision) For detailed information, refer to IS 1128:1974 Specification for limestone (slab and tiles) (first revision). 3.4 SP 21 : 2005 SUMMARY OF IS 1130 : 1969 MARBLE (BLOCKS, SLABS AND TILES) 1. Scope -- Requirements for sizes, physical properties, quality and workmanship of marble (block, slabs and tiles) 2. Classification (a) white, and (b) coloured 3. General Requirements -- The marble, as far as possible, shall be free from foreign inclusions and prominent cracks. 4. Sizes 5. Tolerance -- 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 after 24 hours immersion in cold water. Hardness Max 0.4% by weight Min 3 Min 2.5 4.1 Blocks and slabs, shall be supplied in following sizes: Length Blocks Slabs Width Thickness 30 to 100 mm 20 to 150 mm ii) 30 to 250 cm 30 to 100 cm 70 to 250 cm 30 to 100 cm iii) Specific gravity Note -- All the sizes given are in stages of 10.cm or mm 7. Workmanship -- Edges of the slabs and tiles shall be true. Finishes may be one of the following: a) b) c) Sand and/or abrasive finish, Hone finish, or 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. 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. 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. 3.5 SP 21 : 2005 SUMMARY OF IS 3316 : 1974 STRUCTURAL GRANITE (First Revision) 1. 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. 3.2 Specific Gravity -- Shall not be less than 2.6. 3.3 Water Absorption -- Shall not be more than 0.5 percent. 4. Dimensions 4.1 Slabs -- The slabs shall be rectangular or square and of specified dimensions. The tolerance in length and breadth shall be ± 2 mm and thickness ±1mm. The bottom face may be rough but the top surface shall be fine dressed and joint faces shall be dressed back square with the top surface for at least 50 mm, without hollowness or spalling off. 4.2 Blocks for Masonry -- Dimensions shall be as specified. Tolerance + 5 mm for facing blocks. edges of blocks shall be dressed according to IS 1129 : 1972.* * Recommendations for dressing of natural building stones (first revision). 2. 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). 3.6 SP 21 : 2005 SUMMARY OF IS 3620 : 1979 LATERITE STONE BLOCK FOR MASONRY (First Revision) 1. Scope -- Requirements for dimensions, physical properties and workmanship of rectangular blocks made from laterite stone, used in the construction of walls and partitions. 2. General Requirements -- Shall be exposed for three months before using but not to rains. Shall be without any soft veins, cracks, cavities, flaws and similar imperfections. 3. Dimensions -- Length m m 390 490 590 3.1 Tolerance -- ± 5 mm on all dimensions. 4. Physical Properties -- See Table 1. TA B L E 1 P H Y S I C A L P R O P E RT I E S SI. No. (1) i) ii) Characteristic (2) Water absorption Specific gravity Requirement (3) Not more than 12 percent by mass Not less than 2.5 Not Less than 3.5N/mm2 Breadth m m 190 190 290 Thickness m m 190 190 290 iii) Compressive strength (for saturated dry samples) 5. Workmanship -- Blocks shall be of uniform shape with straight edges at right angles and edges be rough and chisel dressed. 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). 3.7 SP 21 : 2005 SUMMARY OF IS 3622 : 1977 SANDSTONE (SLABS AND TILES) (First Revision) 1. 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 15 to 360 cm in stages of 5 cm 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. Breadth 15 to 90 cm in stages of 5 cm Thickness 15 to 100 mm in stages of 5 mm TABLE 1 PHYSICAL PROPERTIES OF SANDSTONE SLABS SL.No. (1) i) ii) iii) iv) Characteristic (2) Water absorption Transverse strength Resistance to wear Durability Requirement (3) Not more than 2.5 percent by mass Not less than 7 N/mm 2 (70 kgf/cm 2 ) Not greater than 2 mm on the average and 2.5 mm for any individual specimen Shall not develop signs of spalling, disintegration or cracks. Note -- For methods of tests, refer to IS 1121(Part 2):1974 Methods of test for determination of strength properties of natural building 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 durability 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). For detailed information, refer to IS 3622:1977 Specifications for sandstone (slabs and tiles) (first revision). 3.8 SP 21 : 2005 SUMMARY OF IS 6250 : 1981 ROOFING SLATE TILES (First Revision) 1. 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*. 2. 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. 3. Dimensions and Tolerances 3.1 Standard size of slate tiles shall be as follows -- Length mm 600 500 Breadth mm 300 250 Thickness mm 15 Min 15 Min 3.2 A tolerance of ± 5 mm shall be allowed on length and breadth. 4. Physical Properties-- See Table 1. TABLE 1 PHYSICAL PROPERTIES OF SLATE TILES SLNo.. (1) i) Characteristic (2) Water absorption Requirement (3) 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/mm 2 (wet), Min iii) iv) v) Depth of softening Permeability Sulphuric acid immersion (see Note) 0.05 mm, Max No water shall ooze from the bottom. Shall show no sign of delamination along the edge or swelling, softening flaking of the surface and shall not exhibit gaseous evolution during immersion. Shall show no sign of delamination or splitting along the edge nor flaking of the surface. vi) Wetting and drying Note -- This requirement is related to the conditions of atmospheric pollution and the slate tiles be subjected to this requirement only if required by the purchaser. 5. Workmanship -- Unless otherwise specified the slates shall be of uniform thickness and rectangular shape with reasonably full corners and the edges shall be true. The exposed surface shall be finished as specified and in accordance with an approved sample. 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). 3.9 SP 21 : 2005 SUMMARY OF IS 6579 : 1981 COARSE AGGREGATE FOR WATER BOUND MACADAM (First Revision) 1. 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. 3. 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. 4. 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. Grading No. (1) 1 TABLE 1 SIZE AND GRADING OF COARSE AGGREGATES Sieve Designation Percent Passing the Sieve By Mass (2) (3) mm 106 75 63 3 7 .5 19 75 63 53 3 7 .5 19 63 53 3 7 .5 19 1 1 .2 100 55 to 80 25 to 60 0 to 15 0 to 5 100 90 to 100 50 to 80 0 to 15 0 to 5 100 95 to 100 30 to 65 0 to 10 0 to 5 2 3 Note -- For coarse aggregates susceptible to degradation during rolling, the above grading may not hold good. *Common burnt clay building bricks (fifth revision) Note -- For methods of tests refer to relevant parts of IS 2386:1963 Methods of test for aggregates for concrete and IS 5640:1970 Method of test for determining aggregate impact value of soft course aggregates. For detailed information, refer to IS 6579:1981. Specification for coarse aggregate for water bound macadam (first revision). 3.10 SP 21 : 2005 SUMMARY OF IS 9394 : 1979 STONE LINTELS 1. Scope -- Requirement for dimensions, physical properties, and workmanship of lintels made out of natural stone. 2. General Requirements -- The stone for lintels shall be reasonably fine grained, hard and shall have a uniform texture and colour. They shall be free from weathering and decay. The stone shall be without any cracks, vents, fissures, clayholes or other similar source of weakness. The lintel shall be so cut that when set in the building, the stone is laid on its natural bed or with the bed in the same direction as it was when the test for transverse strength was carried out. 3. Physical Properties -- See Table 1. TABLE 1 PHYSICAL PROPERTIES OF THE STONE USED FOR LINTELS Sl.No (1) i) 4.1 Stone Lintels --Shall be of rectangular crosssection. The width shall be equal to the thickness of the wall and the depth shall not be less than 100 mm. The length shall be limited to a maximum clear span of 2.65 m. A tolerance of ±1.5 mm shall be allowed on all dimensions of 1.2 m. or less and ± 3 mm on all dimension more than 1.2 m. 4.2 Throating -- A 16mm × 8 mm throating shall be provided to the soffit of the external lintel. 4.3 Lintel Bearing -- Stone lintels shall be well bonded into the masonry on either side of the opening. The bearing length on either side shall not be less than the depth of the lintel or half the width of the supporting masonry whichever is more. The bearing length shall be increased for exceptionally heavy loads and for long spans. Bed blocks shall be provided if the clear span exceeds 2 m. 5. Workmanship -- The edges of the stone lintels shall be dressed as per IS 1129:1972*. The exposed surface of the lintel shall be finished as specified. Note -- For design details of stone lintels, 5 of the standard may be refered to. *Recommendation for dressing of natural building stones (first revision). Characteristics (2) Requirements (3) 2.6 Min 1.0 Max 11.0 Min Shall not develop spalling or cracks Specific gravity ii) Water absorption, percent iii) Transverse strength, N/mm 2 i v ) Durability 4. Dimensions and Tolerance Note -- For methods of tests, refer to IS 1121(Part 2):1972 Methods of test for determination of strength properties of natural building 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) and IS 1126:1974 Method of test for determination of durability of natural building stones (first revision). For detailed information, refer to IS 9394:1979 Specification for stone lintels. 3.11 SP 21 : 2005 SUMMARY OF IS 14223 (PART 1) : 1995 POLISHED BUILDING STONES PART 1 GRANITE 1. Scope -- Covers physical properties and finish requirements of polished granite used for various purposes. 2. General Requirements -- Granites should be free from all imperfections and injurious minerals that may interfere with the appearances, strength, structural integrity and its amenability to take good polish. Hair line cracks/joints, flowers, moles, knots, white and dark lines due to segregation of light coloured minerals in multi-coloured granites and ferro-magnesium minerals in light coloured granites are considered to be the imperfections. Granities should be free from deletereous minerals such as pyrite, marcasite and minerals such as biotite, chlorite, ilmenite, etc, which interfere with the coulur and appearance on weathering and also affect polishing characteristics. 3. Dimensions --The slabs shall be rectangular or square and of specified dimensions. The tolerance on length and breadth shall be ± 2 mm and on thickness ± 1 mm. The bottom face may be rough but the top surface shall be fine polished and joint faces shall be dressed with the top surface without hollowness and spalling off. 4. Physical Properties -- See Table 1 5. Finish -- The surface of the polished granite shall be mirror finish without any hairline crack. The polish on the surface shall be checked with glassometer instrument and shall not be less than 95 percent. TABLE 1 PHYSICAL PROPERTIES Characteristic Pink Granite Moisture content (percent) Dry density (M/v) Specific gravity (Min) Water absorption Porosity (percent) Comptessive strength (kg/cm 2 ) Tensile strngth ( Min ) Shear strength (kg/cm 2 ) Hardness (mohs) Hardness (schmidt) No. Hardness (shore) No. Ultrasonic pulse velocity Resistance to wear OF GRANITE Requirements Multi-coloured and grey Granites 0.15, Max 0.15, Max 2.58 to 2.63 2.60 to 2.68 2 .75 2 .75 0.50 Max 0.50, Max 1.02 to 2.50 1 to 2 1 000-1 500 1 300-2 200 90 kg/cm 2 90 kg/cm 2 280-425 300-540 6 to 7 6 to 7 80 to 100 85 to 110 50 to 60 46 to 61 5 000 Min 5 000 Min Not greater than 2 m m o n t h e Not greater than 2 mmo n t h e average and 2.5 mm for any indivi - a v e r a g e a n d 2.5 mm for any indivi dual specimen dual specimen . Note -- For methods of test, refer to relevant parts of IS 1121:1974 Methods of test for determination of strength properties of natural building stones, (first revision) IS 1124:1974 Methods of test for dertermination of water absorption, apparent specific gravity and proposity of natural building stones (first revision), IS 1706:1972 Method for determination of resistance to wear by abrasion of natural building stones (first revision), IS 12608:1989 Methods of test for hardness of rock IS 13030:1991 Methods of test for laboratory determination of water content, porosity, density and related properties of rock material, IS 13311 (Part 1):1992 Methods of non-destructive testing of concrete: Part 1 Ultrasonic pulse velocity and IS 13630 (Part 13):1993 Methods of test for ceramic tiles: Part 13 Determination of scratch hardness of surface according to Mohs. For detailed information, refer to IS 14223 (Part 1) : 1995 Specification for polished building stones: Part 1 Granite. 3.12 SECTION 4 CLAY PRODUCTS FOR BUILDINGS 2.1 SP 21 : 2005 CONTENTS Title BRICKS IS 1077 : 1992 IS 2180 : 1988 IS 2222 : 1991 IS 2691 : 1988 IS 3583 : 1988 IS 3952 : 1988 IS 4885 : 1988 IS 5779 : 1986 IS 6165 : 1992 IS 13757 : 1993 Common burnt clay building bricks (fifth revision) Heavy duty burnt clay building bricks (third revision) Burnt clay perforated building bricks (third revision) Burnt clay facing bricks (second revision) Burnt clay paving bricks (second revision) Burnt clay hollow bricks for walls and partitions (second revision) Sewer bricks (first revision) Burnt clay soling bricks (first revision) Dimensions of special shapes of clay bricks (first revision) Burnt clay fly ash building bricks 4.3 4.4 4.5 4.6 4.7 4.8 4.9 4.10 4.11 4.12 Page BURNT CLAY JALLIES IS 7556 : 1988 TILES IS 654 : 1992 Clay roofing tiles, mangalore pattern (third revision) Clay ridge and ceiling tiles (second revision) Clay flooring tiles (second revision) Burnt clay flat terracing tiles: Machine-made (second revision) Hand made (second revision) Burnt clay tiles for use in lining irrigation and drainage works (second revision) Hollow clay tiles for floors and roofs: Filler type (first revision) Structural type (first revision) Clay roofing country tiles ­ half round and flat tiles. 4.17 4.18 4.19 4.20 4.21 4.22 4.14 4.15 4.16 IS 1464 : 1992 IS 1478 : 1992 IS 2690 (Part 1) : 1993 (Part 2) : 1992 IS 3367 : 1993 IS 3951 (Part 1) : 1975 (Part 2) : 1975 IS 13317 : 1992 Burnt clay jallies (first revision) 4.13 4.2 SP 21 : 2005 SUMMARY OF IS 1077 : 1992 COMMON BURNT CLAY BUILDING BRICKS (Fifth Revision) 1. Scope-- Requirements for classification, general quality, dimensions and physical requirements of common burnt clay building bricks used in buildings with compressive strength less than 40 N/mm2 Note-- For burnt clay bricks having higher strength, see IS 2180*. 4. Dimensions 4.1 The standard modular size of common building bricks shall be as follows: Modular 190 × 90 × 90 mm 190 × 90 × 40 mm 2. Classification -- Class Designation 35 30 25 20 17.5 15 12.5 10 7.5 5 3.5 Non-Modular 230 × 110 × 70 mm 230 × 110 × 30 mm Average Compressive Strength not Less Than N/mm2 35.0 30.0 25.0 20.0 17.5 15.0 12.5 10.0 7.5 5.0 3.5 b) c) a) Modular and Non-Modular for proper bond arrangement 70 × 110 × 70 mm ½ length brick. 5. Tolerances -- Dimensions of bricks shall be within the following limits per 20 bricks Modular size mm Length Width 3 800 ± 80 1 800 ± 40 Non-Modular size m m 4 600 ± 80 2 200 ± 40 1 400 ± 40 (For 70 mm high bricks) 600 ± 40 (For 30 mm high bricks) 3. General Quality -- Shall be hand or machinemoulded and shall be free from cracks and flaws and nodules of free lime. 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. Bricks of 40mm hieght as well as those made by extrusion process may not be provided with frogs. The bricks shall have smooth rectangular faces with sharp corners and uniform colour. *IS 2180:1988 Heavy-duty burnt clay building bricks (second revision). Shapes and sizes of the frog shall conform to either Fig.1A or Fig.1B of the standard. Height 1 800 ± 40 (For 90 mm high bricks) 800 ± 40 (For 40 mm high bricks) 6. Physical Requirements 6.1 Compressive Strength -- Minimum average strength shall be as given in 2. 6.2 Water Absorption -- Shall not be more than 20 percent by weight upto class 12.5 and 15 percent for higher classes. 6.3 Efforescence-- Shall not be more than `moderate' upto class 12.5 and `slight' for higher classes. Note -- For methods of tests, refer to relevent parts of IS 3495 : 1992 Methods of tests of burnt clay buildings bricks (third revision). For detailed information, refer to IS 1077:1992 Specification for common burnt clay bricks (fifth revision). 4.3 SP 21 : 2005 SUMMARY OF IS 2180 : 1988 HEAVY DUTY BURNT CLAY BUILDING BRICKS (Third Revision) 1. Scope -- Requirements for classification, general quality, dimensions and physical proterties of heavy duty burnt clay building bricks. 2. Classification -- Shall be classified on the basis of average compressive strength as given below: Class Designation Average Compressive Strength Less than N/mm2 45 4. Dimensions 190 mm × 90 mm × 90 mm, and 190 mm × 90 mm × 40 mm 5. Tolerances-- Tolerance on Individual Bricks mm ±4 ±2 Dimensions mm 190 90,40 Not Less than N/mm2 40 45 40.0 45.0 6. Physical Requirements -- 6.1 Compressive Strength -- As given in 2. 6.2 Water Absorption -- The average water absorption by mass shall not be more than 10 percent after 24 hours immesion in water absorption by mass shall not exceed 15 percent. Note -- If specified by purchaser a 5 hour boiling test may be done and water absorption by mass shall not exceed 15 percent. 3. General Quality -- Shall be manufactured either by pressing or extrusion. When broken, the fractured surface of the brick shall show a uniformly dense structure free from large voids, laminations and lime particles. Two bricks when struck together shall emit a clear metallic ring. The bricks shall have smooth rectangular faces with sharp corners and uniform colour. 6.3 Effloresence -- Rating shall be "Nil" 6.4 Bulk Density -- Not less than 2.5 g/cm3 Note -- Methods for tests, refer to the standard and relevant parts of IS 3495:1992 Method of test for burnt clay building bricks (third revision). For detailed information, refer to IS 2180:1988 Specification for heavy duty burnt clay building bricks (third revision). 4.4 SP 21 : 2005 SUMMARY OF IS 2222 : 1991 BURNT CLAY PERFORATED BUILDING BRICKS (Third Revision) 1. Scope -- Covers the dimensions, quality and physical requirements of perforated burnt clay bricks for use in walls and partitions. 2. General Quality -- Shall be free from cracks, flaws and nodules of free lime. shall have rectangular face with sharp straight edge at right angle and uniform colour and texture. 3. Dimensions -- The standard size of shall be as follows-- Modular Non-modular 4. Tolerances Dimensions m m 70, 90 110,190 230 190 mm × 90 mm × 90 mm 230 mm × 110 mm × 70 mm Tolerances on Individual m m +4 +7 + 10 5. Perforations -- The area of perforation shall be between 30 percent and 45 percent of the total area of the face. In the case of recrangular perforations, the larger dimension shall be parallel to the longer side of the brick and shorter side shall be less than 20 mm. It shall be less than 25 mm diameter in case of circular perforations. area of each perforation shall not exceed 500 mm2. thickness of any shell shall not be less than 15 mm and that of any web not less than 10 mm. 6. Physical Requirement 6.1 Compressive Strength -- Shall have a minimum average compressive strength of 7 N/mm2 on net area. 6.2 Water Absorption -- Shall not be more than 20 percent by weight after immersion for 24 hours in cold water. 6.3 Efflorescence -- Rating not more than "slight" 6.4 Warpage -- Average shall not exceed 3 percent. Note -- For the method of tests, refer to relevant parts of IS 3495:1992 Methods of test of burnt clay building bricks (third revision). For detailed information, refer to IS 2222:1991 Specification for burnt clay perforated building bricks (third revision). 4.5 SP 21 : 2005 SUMMARY OF IS 2691 : 1988 BURNT CLAY FACING BRICKS (Second Revision) 1. Scope -- Specifies the dimensions, quality and strength of burnt clay facing bricks used in buildings and other structures. 2. 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. 3. Dimensions -- The standard sizes shall be 190 mm × 90 mm × 90 mm and 190 mm × 90 mm × 40 mm. 4. Tolerances Dimension m m 190 90,40 Tolerances m m +3 +2 5. Physical Requirements 5.1 Average Compressive Strength shall not be less than 10N/mm2 5.2 Water absorption after 24 hours immersion shall not exceed 15 percent. 5.3 Efflorescence shall be "Nil". 5.4 Warpage shall not exceed 2.5 mm. 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). 4.6 SP 21 : 2005 SUMMARY OF IS 3583 : 1988 BURNT CLAY PAVING BRICKS (Second Revision) 1. Scope -- Covers dimensions, quality and strength, and methods of sampling and test for burnt clay paving bricks for use in construction of pavements. 2. 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 mm 190 90,40 Total Tolerance for 20 Bricks m m ± 80 ± 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 paving bricks (second revision). 4.7 SP 21 : 2005 SUMMARY OF IS 3952 : 1988 BURNT CLAY HOLLOW BRICKS FOR WALLS AND PARTITIONS (Second Revision) 1. 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 Thickness of any shell and web shall not be less than 11 mm and 8 mm respectively. 5. Tolerances Dimensions Min 290 190 140 90 5680 3720 2740 1760 Overall Measurements of 20 Bricks (mm) Max 5920 3880 2860 1840 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. 5.1 In addition, the size of any individual brick in the sample shall not exceed the corresponding modular size as given below : Dimension of Bricks mm 290 190 140 90 Modular Size mm 300 200 150 100 3. Types a) Type A -- b) Type B -- Bricks with both faces keyed for plastering or rendering. Bricks with both faces smooth and suitable for use without plastering or rendering on either side, and Bricks with one face keyed and one face smooth. 6. Crushing Strength -- Minimum average value shall be 3.5 N/mm2. The strength of any individual brick shall not fall below the average value by more than 20 percent. 7. Water Absorption -- Shall not be more than 20 percent by mass. 8. Efflorescence-- Shall have a rating not more than `slight'. c) Type C -- 4. Dimensions Length mm 190 290 290 Width m m 190 90 140 Height m m 90 90 90 Note -- For methods of tests, refer to Appendices A and B of the standard, and relevant parts of IS 3495 : 1992 Method of test for burnt clay building bricks (third revision). For detailed information, refer to IS 3952:1988 Specification for burnt clay hollow bricks for walls and partitions (second revision). 4.8 SP 21 : 2005 SUMMARY OF IS 4885 : 1988 SEWER BRICKS (First Revision) 1. 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 2.3. Tolerance for warpage of face or edges from plane surface and straight line shall be 2.5 mm. 3. 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 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 m m 190 90, 40 ± 80 ± 40 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" Note -- For method of the tests refer to the relevant parts of IS 3495:1992 Method of test for burnt clay building bricks (third revision). For detailed information, refer to IS 4885:1988 Specification for Sewer bricks (first revision). 4.9 SP 21 : 2005 SUMMARY OF IS 5779 : 1986 BURNT CLAY SOLING BRICKS (First Revision) 1. Scope -- Requirements for dimensions, general quality and physical properties for burnt clay bricks for use in soling of roads. 2. 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 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'. 4. Tolerances -- Overall dimensions of 20 bricks, shall be as follows : Length Width Height for 90 mm high for 40 mm high 380 ± 8 cm 180 ± 4 cm 180 ± 4 cm 80 ± 4 cm 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). 4.10 SP 21 : 2005 SUMMARY OF IS 6165 : 1992 DIMENSIONS FOR SPECIAL SHAPES OF CLAY BRICKS (First Revision) 1. 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. * Common burnt clay building bricks (fifth revision). Heavy duty burnt clay building bricks (third revision). 2. Dimensions 2.1 Size of modular and non-modular bricks shall be : Length Width Height m m Modular Size Non-Modular Size 190 230 mm 90 110 mm 90 70 2.2 Sizes of special shapes of clay bricks shall be as follows : Shape e) Plinth bricks -- Major Overall Dimensions mm Shape a) Closers -- i) ii) iii) i) ii) i) Snapheader closer King closer Queen closer Half round coping Saddle back coping Major Overall Dimensions mm 90 × 90 × 90 190 × 90 × 90 190 × 40 × 90 290 × 90 290 × 90 ×145 b) Copings -- c) Bullnose Bricks -- Single bullnose or bullnose header ii) Double bullnose iii) Bullnose stretcher iv) Bullnose mitre v) Bullnose double vi) Bullnose on end i) Plinth stop ii) Plinth stretcher iii) Plinth internal return iv) Plinth header v) Plinth internal return vi) Plinth external return 190 × 90 × 90 f) Culvert bricks -- i) ii) Culvert 10 cm Culvert 20 cm Chimney or well header chimney or well stretcher 190 × 90 × 90 g) Chimney or well type bricks-- i) ii) d) Corner bricks -- i) ii) iii) iv) v) Squint 300 Birdsmouth 300 Header splay Single cant or plinth header Double cant 190 × 90 × 90 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) 4.11 SP 21 : 2005 SUMMARY OF IS 13757 : 1993 BURNT CLAY FLY ASH BUILDING BRICKS 1. S c o p e -- 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** 4. Dimensions Modular Non-Modular : 190 mm × 90 mm × 90 mm 190 mm × 90 mm × 40 mm : 230 mm × 110 mm × 70 mm 230 mm × 110 mm × 30 mm 2. Classification Class Designation 30 25 20 17.5 15 12.5 10 7.5 5 3.5 Modular and non-modular for proper bond arrangment Average Compressive Strength not less than N/mm2 30.0 25 20.0 17.5 15.0 12.5 10.0 7.5 5.0 3.5 70 mm × 110 mm × 70 mm 230 mm × 50 mm × 70 mm 1/3 length brick 1/2 length brick 5. Tolerances -- Dimensions of bricks shall be within the following limits per 20 bricks. Modular size a) Length b) Width c) Height 3 800 ± 80 1 800 ± 40 1 800 ± 40 Non-modular size 4 600 ± 80 2 200 ± 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) 3. 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. 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. * Heavy duty burnt clay building bricks (third revision). ** Common burnt day building bricks (fifth revision). 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. 4.12 SP 21 : 2005 SUMMARY OF IS 7556 : 1988 BURNT CLAY JALLIES (First Revision) 1. Scope -- Covers dimensions, quality and strength requirement of burnt clay jallies having perforations of ornamental designs. Note -- Burnt clay jallies are suitable for providing a screen on Verandah, Construction of parapet or boundary walls, etc. 2.3. The thickness of any shell shall not be less than 10 mm and that of the web not less than 8 mm. The total void area of the jallies shall not eceed 40 percent. 2.4. Keys of bonding with mortar shall be 10 mm wide and 3 mm deep. 3. General Quality -- Jallies shall be free from web or shell cracks, flaws or nodules of free lime. Shall be uniform in colour and texture. In the case of wire-cut jallies, the cut faces shall be at right angles and parallel to each other and the edges of shell and webs shall be trimmed to a smooth finish. The jallies shall not exhibit excessive warpage when placed between two parallel straight-edges. The maximum warpage permissible shall be 3 percent in any direction. 4. Physical Requirements 2. Dimensions and tolerances 2.1. Dimensions (in mm) 190 × 190 × 100 190 × 140 × 100 140 × 140 × 100 140 × 90 × 50 190 × 190 × 50 190 × 140 × 50 140 × 140 × 50 90 × 90 × 50 2.2 Tolerances Dimensions 190 mm 140 mm 100 mm 90 mm 50 mm ± 40 mm ± 80 mm Total Tolerance for 20 Jallies 4.1. Average breaking load shall not be less than 12 N per mm width : 4.2. Average water absorption shall not be more than 15 percent 4.3. Efflorescence rating shall be not more than "slight". Note -- For methods of tests, refer to Appendices A to C of the standard. For detailed information, refer to IS 7556:1988 Specification for Burnt clay allies (first revision) 4.13 SP 21 : 2005 SUMMARY OF IS 654 : 1992 CLAY ROOFING TILES, MANGALORE PATTERN (Third Revision) 1. Scope -- Covers the machine-pressed clay interlocking roofing tiles of the `Mangalore Pattern.' 2. Classification -- Class AA and Class A with characteristics given in Table 1. TABLE 1 CLASSIFICATION OF ROOFING TILES Sl.no. Characteristic Class AA i) Water absorption percent, Max 18 ii) Breaking load, kN, Min a)Average 1.0 (for 410 × 235 mm) 1.10 (for 420 × 250 mm and 425 × 260 mm) b) Individual 0.90 (for 410 × 235 mm) 1.00 (for 420 × 250 mm and 425 × 260 mm) Requirement Class A 20 0.80(for 410 × 235 mm) 0.90 (for 420 × 250 mm and 425 × 260 mm) 0.68 (for 410 × 235 mm) 0.78 (for 420 × 250 mm and 425 × 260 mm) 3. General Quality. 3.1. Shall be free from irregularities, such as twists, bends, cracks and laminations. The roofing tile shall be free from impurities like particles of stone, lime or other foreign materials. When struck, the tile shall give a characteristic ringing soud and when broken the fracture shall be clean and sharp at the edges. The Class AA tile shall be of uniform colour. 3.2. Shape -- Placed on either face on a plane surface, gap at corners shall not exceed 6 mm. 3.3. Lugs -- At least 2 batten lugs and 2 eave lugs of thickness not less than 15 mm at bottom and 10 mm at top shall be provided. Projection shall be 7 to 12 mm for batten lugs and not less than 10 mm for eave lugs. 3.4. Tie-down hole -- 1.6 to 2 mm diameter. 4. Dimensions Overall Length mm 410 42 0 425 4.1. For measurement of variations in length/width of tiles the difference between-- a) The overall length/width of three tiles and b) The length/width of a tile is calculated and this value shall be within the limits mentioned below-- For Tile Sizes mm 410 × 235 420 × 250 425 × 260 Value for Length mm 630 to 650 670 to 690 690 to 710 Value for Width mm 410 to 430 420 to 440 430 to 450 Note -- For tolerances, refer 6.2 of the standard. Overall Width mm 235 250 260 5. Weight -- Average of 6 tiles shall not be less than 2 kg and not more than 3 kg 6. Strength Requirement 6.1. Water Absorption -- See Table 1. 6.2. Permealibility -- Water shall not drip at the bottom when tested as per Annex B of the stanard. 6.3. Breaking load test -- Shall conform to Table 1 as per annex C of the standard. Minimum overlap shall be 60 mm length wise and 25 mm widthwise Note-- For typical details of Manglaore tile see Fig 1of the when tested standard. Note -- For the methods of tests, refer to Appendices A to B of the standard. For detailed information, refer to IS 654:1992 Specification for clay roofing tiles, Mangalore pattern (third revision). 4.14 SP 21 : 2005 SUMMARY OF IS 1464 : 1992 CLAY RIDGE AND CEILING TILES (Second Revision) 1. Scope -- Covers machine pressed clay ridge and ceiling tiles. It does not cover tiles of irregular sizes, shapes and colour and those made to meet special requirements. 3. Shape ­ Common patterns of ridge and ceiling tiles are shown in Fig. 1 and 2 of the standard. Gap at corners of celing tiles, when placed on a plane surface in normal position, shall be not more than 6 mm. Ceiling tiles are of two types, namely double lug and single lug. 4. General Quality -- shall be uniform in shape and shall be free from irregularities, such as twists, bends, cracks and laminations. shall be free from impurities like particles of stone, lime or other foreign materials. When struck, the tile shall give a ringing sound and when broken, the fracture shall be clen, dense and sharp at the edges. 5. Dimensions of Ridge Tiles a) b) Length -- 375, 400 and 435 mm. The tolerance shall be ± 5 mm. Width and Height -- Shall have a base of 265 mm and height of 100 mm with a tolerance of ± 5 mm. 2. Classification­ Class AA and class A with characteristics given in Table 1. c) d) Thickness -- shall be not less than 10 mm throughtout excluding ornamentation, etc. Rib -- The rib at the rear end of the tile shall be of such a height and shape as to prevent effectively the tendency of the front face of the tile interlocked to slide over it. 6. Dimension of Ceiling Tiles -- The length of the double lug ceiling tile at the bottom shall be such that when a tile is placed between two battens the space between the face of the batten and that of end of tile shall be between 3 and 6 mm. The length of the single lug ceiling tile at the bottom shall be 30 mm less than the face to face spacing of battens. The length of the lug shall not be more than 20 mm. Thickness of the tile or lug shall be not less than 10 mm. TABLE 1 CLASSIFICATION OF RIDGE AND CEILLING TILES Sl No. Characteristic Class AA (1) i) Requirement for Class A (4) 20 (2) Water absorption percent (for ridge and ceilling tiles), Max (3) 18 ii) Breaking strength (for ridge tiles only) kN, Min 0.015 0 (1.5 kg) 0.012 5 (1.25 kg) 0.011 0 (1.10 kg) 0.009 5 (0.95 kg) Note -- For methods of tests, refer to Appendices A and B of the standard. For detailed information, refer to IS 1464:1992 Specification for clay ridge and ceiling tiles (second revision). 4.15 SP 21 : 2005 SUMMARY OF IS 1478 : 1992 CLAY FLOORING TILES (Second Revision) 1. Scope -- Requirements for dimensions, quality and strength for clay flooring tiles. 2. Classification -- Class 1, class 2, and class 3 with characteristics given in Table 1. TABLE 1 CLASSIFICATION OF FLOORING TILES SI.No. Characteristic Requirements for Class 1 Class 2 Class 3 i) ii) Water absorption percent, Max Flexural strength, kg/cm width, Min a) b) iii) Average Individual 6 5 3.5 3.0 2.5 2.0 10 19 24 3. 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. i) ii) iii) iv) v) Dimensions 150 × 150 × 15 mm 150 × 150 × 20 mm 200 × 200 × 20 mm 200 × 200 × 25 mm 250 × 250 × 30 mm Depth of the grooves or frogging on the underside shall not exceed 3 mm. 5. Tolerances a) b) 25 60 75 80 20 50 65 70 15 40 50 60 Impact maximum height in mm of drop of steel ball: a) b) c) d) 15 mm thick 20 mm thick 25 mm thick 30 mm thick Length and breadth -- Average + 5 mm, individual + 2 mm. Thickness -- Average + 2 mm, individual + 1 mm. 6. Warpage -- Shall not exceed 2 percent along edges and 1.5 percent along diagonals. Note -- For methods of tests, refer to Appendices A to C of the standard. For details information, refer to IS 1478:1992 Specifications for clay flooring tiles (second revision). 4.16 SP 21 : 2005 SUMMARY OF IS 2690 (PART 1) : 1993 BURNT CLAY­FLAT TERRACING TILES PART 1 MACHINE-MADE (Second Revision) 1. Scope -- Requirements for machine-made burnt clay flat terracing tiles. 2. General Quality -- Shall be uniform in shape and sizes and shall be free from irregularities, such as twists, bends, cracks and particles of stones. 3. Dimensions and Toleranes 3.4 Tolerances -- ± 2 percent on all dimensions in case of machine pressed tiles and ± 3 percent in case of machine exturded tiles. 4. Warpage -- Shall not exceed 1 percent in any direction. 5. Water Absorption -- Average of 6 tiles shall not exceed 15 percent. 6. Flexural Strength -- Shall not be less than 2N/mm2. 3.1 Length -- 250 to 150 mm in stages of 25 mm. 3.2 Width -- 200 to 100 mm in stages of 25 mm. 3.3 Thickness --20 and 15 mm. Note -- For methods of tests, refer to Appendices A and B of the standard. For detailed information, refer to IS 2690 (Part 1):1993 Specification for burnt clay flat terracing tiles: Part 1 Machine-made (second revision). 4.17 SP 21 : 2005 SUMMARY OF IS 2690 (PART 2) : 1992 BURNT CLAY FLAT TERRACING TILES PART 2 HAND ­ MADE (Second Revision) 1. Scope -- Requirements for hand-made burnt clay flat terracing tiles. 2. General Quality-- Shall be uniform in shape and sizes and shall be free from irregularities, such as twists, bends, cracks and particles of stones. 3. Dimensions and Tolerances 3.4 Tolerances -- Shall be ± 3 percent for all dimensions. 4. Warpage-- Shall not exceed 2 percent of the dimension in any direction. 5. Water Absorption -- Shall not exceed 20 percent by weight. 6. Flexural Strength -- Shall not be less that 1.5 N/mm2. 3.1 Length -- 250 to 150 mm in stages of 25 mm. 3.2 Width -- 200 to 75 mm in stages of 25 mm. 3.3 Thickness-- 25 to 50 mm in stages of 5 mm. Note -- For methods of test, refer to Annex B of the standard, and relevant parts of IS 3495 Methods of tests of burnt clay building bricks (third revision). For detailed information, refer to IS 2690 (Part 2):1992 Specification for burnt clay flat terracing tiles: Part 2 Hand-made (second revision). 4.18 SP 21 : 2005 SUMMARY OF IS 3367 : 1993 BURNT CLAY TILES FOR USE IN LINING IRRIGATION AND DRAINAGE WORKS (Second Revision) 1. Scope -- Covers machine-pressed, wire-cut, or hand-made rectangular burnt clay tiles used for lining irrigation canals and for drainage channels (other than sewage works). 2. General -- Shall be uniform in size, shape and free from irregulatities, such as cracks and laminations. Shall be free from impurities like particles of stone, lime and other foreign materials. 3. Dimensions and Tolerances. 3.1 Dimensions -- 300 mm × 150 mm × 50 mm. 3.2 Tolerances -- ± 10 mm in length, ± 5 mm in width, and ± 1.5 mm in thickness. 4. 5. Classification -- Class 105 and Class 75. Physical Properties See Table 1. Requirements Class 105 Class 75 (3) (4) 10.5 15.0 1.5 3.0 7.5 20.0 1.2 3.0 Sl. No. (1) i) ii) iii) iv) TABLE 1 PHYSICAL PROPERTIES Characteristic (2) Compressive strength, N/mn2 Min Water absorption percent, Max Transverse strength N/mm 2, Min Warp, mm, Max Note -- For methods of test, refer to Appendices A and B of the standard and relevant parts of IS 3495 Methods of tests of burnt clay building bricks (third revision). For detailed information refer to IS 3367:1993 Specification for burnt clay tiles for use in lining irigation and drainage works (second revision). 4.19 SP 21 : 2005 SUMMARY OF IS 3951 (PART 1) : 1975 HOLLOW CLAY TILES FOR FLOORS AND ROOFS PART 1 FILLER TYPE (First Revision) 1. Scope -- Requirements for dimensions, quality and strength requirements of hollow clay filler tiles having perforations parallel to their length and intended for use in floors and roofs. 2. General Requirements -- Shall be free from cracks, flaws and nodules of free lime. Shall be of uniform colour and shall have plane rectangular faces with parallel sides and straight right angled edges. 2.1 Winding or Bowing -- Shall be not more than 5 mm per 30 cm length or width. 2.2 Concavity or Convexity -- Shall be not more than 5 mm per 30 cm run at any point on either diagonal. 2.3 Angles between Sides and Joining Edges -- Shall be not more than 5 mm per 30 cm run. Note -- Tests for trueness of shape are illustrated in Fig 1 to 3 on the standard. 3. Dimensions and Tolerances 3.1 Dimensions Length mm 340, 390, 440, 490 540, 590, 640, 690 740 Width mm 350, 300 250, 200 Height mm 80, 90 100, 110 3.2 Tolerances -- ± 5 percent 3.3 Thickness -- Shall be not less than 11 mm for shell and not less than 8 mm for web. 4. Breaking Strength -- Shall be not less than 10 kgf/cm2 length. 5. Water Absorption -- Shall not more than 20 percent. Note 1 -- Typical shapes of hollow clay filter tiles are shown in Fig. 4 of the standard. Note 2 -- For methods of tests, refer to Appendices A and B of the standard. For detailed information, refer to IS 3951 (Part 1):1975 Specification for hollow clay tiles for floors and roofs:Part 1 Filler type (first revision). 4.20 SP 21 : 2005 SUMMARY OF IS 3951 (PART 2) : 1975 HOLLOW CLAY TILES FOR FLOORS AND ROOFS PART 2 STRUCTURAL TYPE (First Revision) 1. Scope --Requirements for quality, dimensions, bulk density, water absorption and strength requirements of structural hollow clay tiles suitable for floor/roof. 2. General Requirements-- Shall be free from cracks, flaws or inclusion of any deleterious materials. 2.1 Shall have at least one plane of symmetry in cross section. 2.2 Shall have serrations (not deeper than 3 mm and not wider than 6 mm) on all faces designed to be concreted or mortared or plastered. 2.3 Winding or Bowing -- Shall not be more than5 mm per 30 cm length or width. 2.4 Concavity or Convexity -- Shall not be more than 5 mm per 30 cm run at any point in either diagonal. 2.5 Angle between Sides and Joining Edges-- Shall not be more than 5 mm per 30 cm run Note -- Tests for trueness of shape are illustrated in Fig 1. to 3. of the standard. Note 1--Typical shapes of structure clay units for flooring and roofing are shown in Fig. 4 of the standard Note 2 -- For methods of tests refer to 5.1.1 Appendices A and B of the standard. 3. Dimensions and Tolerances 3.1 Dimensions Length-- 290 and 390 mm Width -- 90 to 190 mm in stages of 50 mm Height -- 125 to 200 mm in stages of 25 mm 3.2 Thickness --Shall be not less than 12 mm for shell and not less than 10 mm for web. 3.3 Tolerances -- ± 5 percent on length and width. + 5 percent on height. Note -- Hollow tiles may be either with small perforations or large holes or a combination of the two. 4. Bulk Density -- Shall be not below 0.9g/cm3 and not more than 1.2g/cm3. 5. Compressive strength -- Average not less than 200 kgf/cm2. Individual not less than 150 kgf/cm2. 6. Water Absorption -- Shall not exceed 10 percent by weight. For detailed information, refer to IS 3951 (Part 2) : 1975 Specification for hollow clay tiles for floors and roofs: Part 2 Structural type (first revision). 4.21 SP 21 : 2005 SUMMARY OF IS 13317 : 1992 CLAY ROOFING COUNTRY TILES, HALF ROUND AND FLAT TILES 1. Specification -- Covers the specifications of hand made half round and flat country tiles. 2. Classification -- Class AA and Class A with characteristics given in Table 1. TABLE 1 CLASSIFICATION OF CLAY COUNTRY ROOFING TILES Sl No. Characteristic Half Round Tiles Requirement Flat Tiles Class AA (1) i) Class A (4) 24 Class AA (5) 19 0.35 (35 kg) 0.30 (30 kg) Class A (6) 24 0.25 (25 kg) 0.20 (20 kg) (2) Water absorption percent, Max a) Average b) Individual (3) 19 0.40 (40 kg) 0.35 (35 kg) ii) Breaking load, kN, Min 0.30 (30 kg) 0.25 (25 kg) 3. Shape, Dimension and Tolerances ­ For dimensions see Table 2 TABLE 2 DIMENSIONS OF TILES Dimensions mm Overall length Overall width Wide end Narrow end 85 95 145 160 Overall height Wide end 50 60 20 25 Narrow end 40 45 20 25 Half Round Tiles Size I Size II 250 250 200 250 105 120 175 200 Flat Tile Size I SIze II When the half round or flat country tile is placed on a plane surface, the gap at the corners shall be not more than 8 mm. The cross-section of the half round and flat country tiles shall be such as to give the tile structural rigidity. The overall minimum overlap in both the type of tiles shall be 60 mm length length wise. There is no overlap width wise in these tiles. The tolerances in length and width shall be below ± 5 percent. 4. General Quality -- Shall be free from irregularities, such as twists, bend, cracks and lamination. Shall be free from impurities like particles of stone, lime or other foreign materials. Class AA tile shall be of uniform colour. 5. Weight -- Average of 6 tiles when dried to constant weight at 110°ºC. Half round tile 5 to 8 N, Max Flat tile 7 to 10 N, Max Note 1 -- For typical details of country roofing tiles see Fig. 1 of the standard. Note 2 -- For methods of tests, refer to Appendices A and B of the standard. For detailed information, refer to IS 13317:1992 Specification for clay roofing country tiles, half round and flat tiles. 4.22 SECTION 5 GYPSUM BUILDING MATERIALS 2.1 SP 21 : 2005 CONTENTS Title IS 2095 (Part I) : 1996 (Part 3) : 1996 IS 2547 (Part I) : 1976 (Part 2) : 1976 IS IS 2849 : 1983 8272 : 1984 Gypsum plaster boards Plain gypsum plaster boards (second revision) Reinforced gypsum plaster boards (second revision) Gypsum building plaster Excluding premixed light weight plaster (first revision) Premixed light weight plaster (first revision) Non load bearing gypsum partition blocks (Solid and hollow types) Gypsum plaster for use in the manufacture of fibrous plaster boards (first revision) 5.7 5.9 5.10 5.11 5.3 5.5 Page 5.2 SP 21 : 2005 SUMMARY OF IS 2095 (PART 1) : 1996 GYPSUM PLASTER BOARDS PART 1 PLAIN GYPSUM PLASTER BOARDS (Second Revision) 1. 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. 2. Types-- Gypsum plaster boards are classified according to their use-- a) b) 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 edges are paper covered and profiled to suit the application. Gypsum wallboards The paper covered edges of gypsum wall boards are Gypsum Board with reduced water square, tapered, bevelled or rounded. The paper covered Absorption Rate, edges of gypsum baseboard are square or rounded. The c) Gypsum wallboard with improved core ends of gypsum plaster board are square-cut. Cohesion at high temperatures 5. Requirements d) Gypsum plaster baseboard, and 5.1 Dimensions -- See Table 1. e) Gypsum plaster baseboard with improved core *Gypsum plaster boards : Part 1Plain gypsum plaster boards cohesion at high temperatures (second revision) + Specification for by product gypsum for use in plaster block 3. Material -- Gypsum plaster shall conform to and board. IS 2547 (Part 1) : 1976*. By product gypsum conforming + to IS 12679:1987 shall be used for the preparation of plaster. TABLE 1 DIMENSIONS OF GYPSUM PLASTER BOARDS Type of Width Length Thickness Board m m m m mm (1) (2) (3) (4) Wallboard Baseboard 600, 900 and 1 200 400 and 900 1 800 to 3 600 in steps of 100 mm 1 200, 1 500 and 1 800 9.5, 12.5, 15, 19, 23 and 25 9.5 and 12.5 5.2 Tolerance -- Shall be as given below-- Type Tolerance in mm Width Gypsum Wallboard Gypsum Baseboard-- a) Non-Perforated 0 -8 b) Perforated 0 -8 0 -6 0 -16 ± 0.6 ± 0.6 0 -5 TABLE 2 BREAKING LOAD OF GYPSUM PLASTER BOARDS. Type of Board Thickness Breaking Load, Min Transverse Longitudinal Direction Direction mm (1) Plaster board (2) 9.5 12.5 15.0 19.0 23.0 Base board 25.0 9.5 12.5 N (3) 140 180 220 250 300 380 125 165 N (4) 360 500 650 750 850 1,000 180 235 Length Thickness 0 -6 ± 0.6 5 . 3 Breaking Load (Transverse Strength) -- See Table 2. 5.3 SP 21 : 2005 5.4 Water Absorption -- Shall be subject to mutual agreement between purchaser and manufacturer. 5.5 Mass of Plaster -- minimum quantity of mass of plaster per sq. m of board of 12 mm thickness shall not be less than 9.4 kg. 5.6 Taper Profile -- Taper width shall be 50 to 65 mm, and depth 0.8 to 2.0 mm. 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: PART 2 Gypsum products (first revision). For detailed information, refer to IS 2095 (Part 1) : 1996 Specification for gypsum plaster boards: Part 1 Plain gypsum plaster boards (second revision). 5.4 SP 21 : 2005 SUMMARY OF IS 2095 (PART 3) : 1996 GYPSUM PLASTER BOARDS PART 3 REINFORCED GYPSUM PLASTER BOARDS (Second Revision) 1. 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. 2. Materials -- See 2 of the standard 3. 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 4.4 Density 4.5 Tolerances a) Length -- See Table 1. 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 -- When tested by Charpy test, shall have a value as per Table 2. 6.4 Jolting test -- None of the sample should show crack or chipping off from the surface before 80 cycles of jolting. + 0 mm -6 b) Width + 0 mm -5 c) Thickness ± 1.0 mm TABLE 1. DIMENSIONS AND OTHER PROPERTIES OF FIBROUS PLASTER BOARD AND GRG BOARD Board Thickness Length Width Mass of Plaster (T) (L) (W) per m2 of Board, kg m m m m m m Min (1) (2) (3) (4) (5) Fibrous Gypsum Plaster Board GRG Board 4,6 8,10 12 2000 and 3 0 00 12 1200 1500 1800 400 600 900 1200 1000 1200 4-10 6-15 8-20 10-25 12-30 10 GYPSUM Density kg/m3 Min (6) 834 2500 5.5 SP 21 : 2005 6.5 Free Moisture -- Shall not exceed 2 percent. 6.6 Surface hardness-- Impression by a steel ball of 10 mm kept on the board for 5 minutes, shall not exceed 8 mm in diameter. 6.7 Water Absorption-- Shall not exceed 15 percent in 24 hours. 6.8 Swelling-- Fro GRG when tested as per IS 2380 (Part 17) the value shall not exceed 0.5 percent in 24 hours. 6.9 Fibre content -- Shall be determined as per IS 2542 (Part 1) TABLE 2 FLEXURAL AND IMPACT STRENGTH OF GRG BOARDS. Average Flexural Strength Mpa Minimum Flexural Strength on Either Side Mpa N/mm2 15 Average Impact Strength N/mm2 Minimum Impact Strength on Either Side N/mm2 18 17 14 Note -- For methods of tests, refer to Appendices A and B on the standard, relevant parts of IS 2380 Methods of test for wood particle boards and boards from other lignocellulosic matarials, IS 2542 (Part 2): Methods of tests for gupsum plaster, concrete and products: Part 2 gypsum products. For detailed information, refer to IS 2095 (Part 3) : 1996 Specification for gypsum plaster boards: Part 3 Reinforced gypsum plaster boards (second revision). 5.6 SP 21 : 2005 SUMMARY OF IS 2547 (PART 1) : 1976 GYPSUM BUILDING PLASTERS PART 1 EXCLUDING PREMIXED LIGHTWEIGHT PLASTERS (First Revision) 1. 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 Type I Under coat -- 1) Browning plaster, 2) Metal lathing plaster Type II Final coat plaster -- 1) Finish plaster, 2) Board finish plaster, 3) Anhydrous gypsum plasters are for finishing only, and 4) Keene's plaster is for finishing only. 3. Chemical Requirements - See Table 1 TABLE 1 CHEMICAL COMPOSITION Requirement Sl. Particulars No. (1) i) (ii) (2) SO3, percent by mass, Min Plaster of Paris Retarded Hemihydrate Gypsum Plaster (4) 35 2/3 of SO3content Anhydrous Keene'sPlaster Gypsum Plaster (5) 40 2/3 of SO3 content (6) 47 2/3 of SO 3content (3) 35 CaO, percent by mass, Min 2/3 of SO3 content iii) iv) v) Soluble magnesium salts, expressed as percentage of MgO, Max Soluble sodium salts, expresed as percentage of Na2 O, Max Loss on ignition, percent by mass 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 Not greater than 9 and less than 4 ­ Not greater than 9 and less than 4 3* 3.0 Max 2.0 Max vi) Free lime, Min percent -- -- * Applicable to metal lathing plaster 5.7 SP 21 : 2005 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. TABLE 2 PHYSICAL REQUIREMENT Requirements S.LNo. Particulars Plaster of Paris Type A (short) time setting (3) ­ 45-120 20-40 5 Anhydrous Gypsum Plaster Keene's Plaster (1) (2) Setting time minutes: a)Plaster sand mixture b)Neat plaster ii) Transverse strength kg/cm2,Min iii) Soundness i) Type B (long time setting (4) ­ 120-900 60-180 4* (5) ­ ­ 20-360 ­ (6) ­ ­ 20-360 ­ iv) Mechanical resistance of set neat plaster Set plaster pats shall not show any sign of disintegration, popping or pitting ­ v) vi) Residue on 90 mm sieve percenage, Max Expansion on setting percentage, Max 5.0 Set plaster pats shall not show any sign of disintegration, popping or pitting Diameter of the indentation shall not be less than 3 mm and not more than 4.5 mm 5.0* (1.0) 0.20 at 24 h Set plaster pats shall not show any sign of disintegration, popping or pitting Diameter of the indentation shall not be more than 4 mm Set plaster pats shall not show any sign of disintegration, popping or pitting Diameter of the indentation shall not be more than 3.5 mm 2.0 2.0 ­­ ­ 0.5 at 96 h * Applicable to undercoat plasters only. Applicable to final coat plasters. Applicable to board finish plasters only. 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 . 5.8 SP 21 : 2005 SUMMARY OF IS 2547 (PART 2) : 1976 GYPSUM BUILDING PLASTER PART 2 PREMIXED LIGHTWEIGHT PLASTERS (First Revision) 1. 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. 3. Physical and Chemical Requirements -- See Table 1. TABLE -1 PROPERTIES OF DIFFERENT TYPES OF PLASTERS. SL.No. Particulars UnderCoat Plasters (TypeA) Browning Plaster (1) I) Final Coat Plasters (Type B) Finish Plaster (6) 0.25 (2) (3) 0.25 Metal Lathing Plaster (4) 0.25 Bonding Plaster (5) No upper limit Sum of soluble sodium and magnesium salt contents, expressed as percentages of sodium oxide (Na2O), and magnesium oxide (MgO) by mass, Max ii) Dry bulk density, Max, kg/m3 iii) Dry set density, Max, kg/m3 iv) Compressive strength, Min, N/mm2 v) Free lime content, by percent, mass, Min, vi) Mechanical resistance 640 850 0.93 ­ ­ 770 1 040 1.0 2½ ­ 770 1 040 1.0 ­ ­ ­ ­ ­ ­ Diameter of the indentation shall not be less than 4 mm and not more than 5.5 mm. Note--For methods of tests, refer to Appendices A and B of the standard and relevant parts of IS 2542 Methods of test for Gypsum plaster, Concrete and Products. For detailed information, refer to IS 2547 (Part 2): 1976 Specification for gypsum building plasters: Part 2 Premixed lightweight plasters . 5.9 SP 21 : 2005 SUMMARY OF IS 2849 : 1983 NON-LOAD BEARING GYPSUM PARTITION BLOCKS (SOLID AND HOLLOW TYPES) (First Revision) 1. 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. 2. 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 Height and Breadth ± 3.0 mm ± 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. 4. Compressive Strength -- Shall be not less than 2.0 N/mm2 based on gross area. 5. Non-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, Cause the temperature readings of the specimen thermocouple to rise by more than 500C above the initial furnace temperature, or Flame for more than 10 seconds. b) c) 6. Visual Inspection -- Shall be sound, free from cracks, broken edges and other imperfections. Length Height Breadth Hollow Blocks Side and Edge thickness, Min Circular Holes Elliptical or Rectangular Holes t ­ 20 ­ 20 30 20 L 700 Max in multiples of 100 H 700 Max in multiples of 100 B 60 75 80 100 125 150 t ­ 15 ­ 20 25 15 Note -- 1. All dimensions in millimeters -- 2. Dimensions other than length, height and breadth for guidance only Note -- For the Methods of tests, refer to IS 2542 (Part 2)-1981 Methods of test for Gypsum plaster, concrete and productsPart 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). 5.10 SP 21 : 2005 SUMMARY OF IS 8272 : 1984 GYPSUM PLASTER FOR USE IN THE MANUFACTURE OF FIBROUS PLASTER BOARDS (First Revision) 1. 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. 3. Properties 3.1 Fineness -- Residue retained on 600 micron sieve shall not be more than 1 percent by mass. 3.2 Compressive Strength -- Compressive strength o f t h e p l a s t e r, s h a l l n o t b e l e s s t h a n 7.6 N/mm2. 3.3 Initial Setting Time --Shall be between 20 and 35 minutes. 2. Chemical Composition -- The plaster shall consist essentially of calcium sulphate hemihydrate H O) . And shall contain not less than 42 percent ( CaSO 1 2 sulphur trioxide (SO3) 4 2 * 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). 5.11 SECTION 6 TIMBER 2.1 SP 21 : 2005 CONTENTS Title TIMBER CLASSIFICATION IS 399 : 1963 Classification of commercial timber and their zonal distribution(revised) Indian timber for door and window shutters and frames--Classification GRADING 6.7 6.8 6.10 6.11 6.13 6.14 6.15 6.17 6.18 6.20 6.21 6.22 6.24 6.25 6.3 6.5 Page IS : 12896 : 1990 CONVERSION AND IS IS IS IS IS IS IS IS IS IS IS IS IS IS 190 : 1991 876 : 1992 1326 : 1992 1331 : 1971 2372 : 2004 3337 : 1978 3629 : 1986 3731: 1985 4891 : 1988 4895 : 1985 5246 : 2000 6056 : 1970 7308 : 1999 10394 : 1982 Coniferous sawn timber (baulks and scantling) (fourth revision) Wood poles for overhead power and telecommunication lines (third revision) Non-coniferous sawn timber (baulks and scantling) (second revision) Cut sizes of timber (second revision) Timber for cooling towers (Second revision) Ballies for general purposes (first revision) Structural timber in buildings (first revision) Teak squares (first revision) Preferred cut sizes of sturctral timber (first revision) Teak logs (first revision) Coniferous logs (first revision) Jointed wood poles for over head power and telecommunication lines Non-coniferous logs (first revision) Wooden sleepers for railway track 6.2 SP 21 : 2005 SUMMARY OF IS 399 : 1963 CLASSIFICATION OF COMMERCIAL TIMBERS AND THEIR ZONAL DISTRIBUTION (Revised) 1. 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. 2. Uses--The uses are classified under the following categories: a) Constructional purposes, including building construction, houseposts, beams, rafters, cart building, bridges, piles, poles and railway sleepers; b) Furniture and cabinet making; c) Light packing cases; d) Heavy packing cases (for machinery and similar stores); e) Agricultural implements and tool handles; f) Turnery atricles and toys; and g) Veneers and plywood 3. Zones-- The territories comprising India, and Bhutan have been divided into five zones as indicated on the Map (See page 85 of the standard), which comprise roughly the following areas: I North Zone Jammu and Kashmir, Punjab, Himachal Pradesh, Delhi, Uttar Pradesh and Rajasthan Assam,Manipur,Tripura, WestBengal, Bihar, Orissa, Sikkim, Bhutan, Andamans, Arunachal and Meghalaya and Nagaland Madhya Pradesh, Vidharbha areas of Maharashtra State and the North East part of Andhra Pradesh (Godavari delta area) Maharashtra State (except Vidharbha areas), Gujarat and North West part of Karnataka Tamil Nadu, Andhra Pradesh (except the Godavari delta area), Kerala and Karnataka (Except North West part) 4. Classification -- Tables I, II, III, IV, and V of the standard list respectively important timbers commercially available in the five zones described under 3 and classified according to their uses given under 2. Against each species of timber, the availability in that zone, average weight and the range of weight of air-seasoned timber in kg/m3 and lb/ft3, durability, treatability, refractoriness to air seasoning and strength coefficient are given 4.1 Availability -- The availability of timbers is categorized under three classes indicated below: X-- Most common, 1 415 m 3 (1 000 tonnes) and more per year Y-- Common, 355 m3 (250 tonnes) to 1 415 m3 (1 000 tonnes) per year Z-- Less common, below 355 m3 (250 tonnes) per year 4.2 Weight -- The figure for average weight and range of weight per cubic metre (or ft3) at 12 percent moisture content for all the timbers have been given. The range of weights is given below the average weight in parentheses. 4.3 Durability -- The timbers are classified for durability according to the average life of these test specimens as follows: High ­ Timbers having average life of 120 months and over Timbers having average life of less than 120 months but of 60 months or over Timbers having averge life of less than 60 months. Moderate ­ Low ­ II East Zone III Centre Zone 4.4 Treatability -- The classification is based to represent approximately the degree of resistance offered by the heartwood of a species to the penetration of the preservative fluid under working pressure of 10.5 kgf/cm2. The treatability of timbers has been classified as follows-- a) Heartwood easily treatable b) Heartwood treatable, but complete penetration of preservative not always obtained c) Heartwood only partially treatable d) Heartwood refractory to treatment e) Heartwood very refractory to treatment penetration IV West Zone V South Zone 6.3 SP 21 : 2005 of preservative being practically nil from side or end 4.5 Refractoriness to Air Seasoning-- The timbers are classified, as stated below, under three categories, depending upon their behaviour with respect to cracking and splitting during normal air-seasoning practice suitable for the species concerned: High refractoriness (indicated `High' in the tables) Moderate refractoriness (indicated "moderate' in the tables), and Low refractoriness (indicated `Low' in the Tables). 4.6 Comparative Strength Coefficients -- The figure for comparative strength coefficients for various uses for all the timbers have been arrived at by suitably grouping the various important mechanical properties that come into play for any particular use and giving due weightage to the relative importance of these properties. Note1 -- For classification of timbers according to their uses for various zone, refer to Table I to V of the standard. Note 2 -- For key for field indentification of commercial timber ( soft woods and hard woods) based on their general properties, refers to IS 4970 :1973. key for indentification of commercial timbers ( first revision) their zonal distibution (revised) For detailed information, refer to IS 399: 1963 Specification for classification of commercial timbers and their zonal distribution (revised). 6.4 SP 21 : 2005 SUMMARY OF IS 12896 : 1990 INDIAN TIMBERS FOR DOOR AND WINDOW SHUTTERS AND FRAMES ­ CLASSIFICATION 1. 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. 2. 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, for hgih class polished door shutters, it shall have excellent appearance and figure and shall have good gloss after polishing. The timber species shall be classified into the following four groups based on strength coefficient, weight (expressed as a percentage of teak), durability and treatability, appearance, figure and polish adaptability, keeping also in view their seasoning behaviour, retention of shape and workability. 3.1.1 Super Group-- Strength ­ More than or equal to 80 coefficient Weight ­ Between 75-115 Durability ­ I or II In addition, these shall be excellent in figure appearance, smooth finishing and polishing. Species of this group are given in Annex A of the standard. 3.1.2 Group I -- Strength coefficient : More than or equal to 80 Weight ­ Between 75-115 Durability ­ I or II In addition,these shall be good to very good in figure appearace and finishing. Species of this group are given in Annex B of the standard 3.1.3 Group II -- Strength coefficient : More than or equal to 70 Weight ­ 70-125 Durability ­ I, II or III (with treatbility (a), (b) or (c) see 5) Species of this groups are given in Annex C of the standard. Species which are comparable to Group II species in respect of strength, weight, seasoning, working and finishing characters but fall short only in treatability, that is, belong to durability III, with treatability (d) or (e) or whose durability/treatability data are not available shall be grouped in to Group II(A). These species are also given in Annex C of the standardd. Doors made out of the timbers of Group II(A) will require special preservative treatment after fabrication. 3.1.4 Group III -- Strength : More than or equal to 60 coefficient Weight : 65-125 Durability : Any class or not know Species of this group are given in Annex D of the standard. Doors made out of the species in this group that have durability/treatability Class III (d or e) or whose durability/treatability is not known will require special preservative treatment after fabrication. 3.2 Frames -- Timber species suitable for the manufacture of door and window frames shall be classified into following three groups depending upon strentgth coefficient, durability and treatability. 6.5 SP 21 : 2005 3.2.1 Group I -- Strength coefficient : 80 or more Durability : I Species of this group are given in Annex E of the standard. 3.2.2 Group II -- Strength coefficient : 70 or more Durability : I, II [with treatability (a), (b), or (c) or III with treatability (a), or (b)] 3.2.3 Group III-- Strength coefficient --65 or more Durability-- I, II (with any treatability class) or III [with treatability (a), (b) or (c)] Species of this group are given in Annex G of the standard. 4. 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. 4.2. 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. 5. Durability and Preservative Treatment­ Timbers are classified for durability accoring to the average life of the test specimens as follows: Class I II Average Life (Months) 120 and over 60 and over but less than 120 III Less than 60 The treatability of heartwood of different species shall be classified into 5 grades [(a) to (e)], each grade being defined as indicated below: a) Heartwood easily treatable; b) Heartwood treatable but complete penetration not always obtained, in case where the least dimension is more than 6 cm; c) Heartwood only partially treatable; d) Heartwood refractory to treatment; and e) Heartwood very refractory to treatment penetration of preservative being practically nil even from the ends. Sapwood of even durability Class I species and heartwood and sapwood of durability Class II and III species shall be pressure treated with suitable preservatives conforming to IS 401: 1982* except in the following conditions. Shutters manufactured from species belonging to Super Group in Annex A of the standard having durability Class II shall be pressure/ vacuum treated after complete fabrication only with PCP/ solvent system. Shutters manufactured from species belonging to Group II(A) and Group III in Annex C of the standard having durability/tretability III(d) or (e) or whose durability/treatability is not mentioned, shall be pressure/vacuum treated with PCP/solvent system only after complete fabrication to ensure minimum penetration of 2 mm in the finished products. For frames, timber of the species of Group III belonging to durability/ treatabilty Class III (c) in Annex F of the standard shall be treated to refusal under pressure when proper retentions as in IS 401 : 1982* for ground contact condition are not achievable. * Preservation of timber (third revision) * 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. 6.6 SP 21 : 2005 SUMMARY OF IS 190 : 1991 CONIFEROUS SAWN TIMBER (BAULKS AND SCANTLINGS) (Fourth Revision) 1. Scope-- Covers the requirements of coniferous sawn timber (baulks and scantling) 2. Species Trade Name Chir Cypress Deodar Fir Kail Khasi pine Red fir Spruce metres correct to three places of decimals. 5. 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. 6. 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 . 8. 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. Botanical Name Pinus roxburghi Cupressus torulosa Cedrus deodara Abies spp (Other than Abies densa) Pinus Wallichaiana Pinus insularis Abies densa Picea simthiana Abbreviated symbol CHR CYP DEO FIR KAL KPI RFI 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 × 150 mm, 250 mm × 125 mm, 300 mm × 150 mm 200 mm × 125 mm 200 mm × 200 mm 250 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 be computed in cubic 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). 6.7 SP 21 : 2005 SUMMARY OF IS 876 : 1992 WOOD POLES FOR OVER HEAD POWER AND TELECOMMUNICATION LINES (Third Revision) 1. 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. 2. 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. Strong timber having a modulus of rupture in bending of 65 to 85 N/mm2, represented by teak. 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. Class 5 Class 6 Class 7 Ultimate breaking load not less than 5 500 N and not more than 7 000 N. Ultimate breaking load not less than 4 000 N and not more than 7 000 N. Ultimate breaking load not less than 3 000 N and not more than 4 000 N. 4. General Requirement-- After the poles are felled, their butts shall be sawn square. The bark shall be completely removed and all the branch shall be dressed down flush with the stem. The tops shall be levelled in the shape of an inverted `V' for length equal to top diameter or 100 mm which ever is less. 5. Preliminary Treatment-- Shall be given as soon as possible, a prophylactic treatment to prevent insect attack and fungal damage. 6. Preservative Treatment -- Shall be treated with a preservative so as to impregnate completely the sapwood and as much of heartwood of non-durable species as possible. 7. Defects 7.1 Defects Totally Prohibited -- Dcay, Hallows in the top, cross breaks and large holes. 7.2 Defects permitted to a limited extent-splits, checks, hollow heart, rot, ring shake, grain, insect damage, knots, scars, shape and strightness and short crook (see 10.3 of the standard). Group B - Group C - 3. 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 -- Class 2 -- Class 3 -- Class 4 -- Ultimate breaking load not less than 13500 N. Ultimate breaking load not less than 11000 N and not more than 13500 N. Ultimate breaking load not less than 8 500 N and not more than 11 000 N. Ultimate breaking load not less than 7 000 N and not more than8 500 N. 6.8 Table 2 Classes of Wood Pole Minimum Circumference at Ground Line Position Indicated in Col 2 Class 2, Group C Class 3, Group Class 4, Group Class 5, Group Class 6, Group Class 7, Group Full length Ground Line of Pole Position from Butt End Class 1, Group B C A B C A B C A B C A B C A B C A B { { { { { { { mm mm mm (6) 550 580 650 600 630 700 630 660 730 660 700 760 680 720 780 730 760 850 780 810 900 430 460 510 410 430 480 710 750 830 670 360 670 700 780 630 660 700 380 620 650 720 580 610 680 720 780 420 600 630 700 560 590 660 570 600 670 540 560 630 490 520 570 520 540 600 640 560 620 580 610 660 620 650 710 300 320 350 550 570 640 510 530 600 470 500 550 460 480 500 520 560 600 290 500 530 600 480 500 550 440 460 510 430 450 480 500 530 550 590 630 310 (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) mm mm mm mm mm mm mm mm mm mm mm mm mm mm mm (18) (19) (20) (21) (22) (23) 500 400 410 450 530 420 440 490 560 440 460 510 590 460 480 530 610 480 500 530 650 510 540 590 690 540 570 630 340 260 280 300 A m (4) (5) m mm mm mm (1) (2) (3) 6.0 1.2 600 630 700 7.0 1.2 630 670 740 6.9 7.5 & 8.0 1.5 660 700 780 9.0 1.5 700 740 820 10.0 1.8 730 760 840 12.0 1.8 780 820 920 14.0 2.0 830 870 960 Minimum circumference500520 570 at Top for All Heights in mm SP 21 : 2005 For detailed information, refer to IS 876: 1992 Specification for wood poles for overhead power and Telecommunication lines (Third Revision). SP 21 : 2005 SUMMARY OF IS 1326 : 1992 NON-CONIFEROUS SAWN TIMBER (BAULKS AND SCANTLING) (Second Revision) 1. Scope-- Covers the requirements of nonconiferous sawn timber in the form of baulks and scantling. 2. Species-- Refer to Annex A and Annex B of the standard for the species of timber covered. 3. Dimensions and Measurements 3.1 The sawn timber is generally available in the following lengths and cross sections: 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 ×150 mm, 250 mm × 125 mm, 300 mm × 150 mm. 200 mm × 125 mm 200 mm × 200 mm 250 mm × 150 mm, and of 13 mm from the surface, excluding 300 mm from each end. Timber shall be either sawn or axe-hewn. Any axe-hewn timber shall be reasonably even. All pieces shall have fairly straight and parallel sides and rectangular cross sections. 4.2 Grading -- The non-coniferous sawn timber shall be of three grades, that is, special grade, Grade 1 and Grade 2, depending upon prohibited and permissible defects. 5. Prohibited and Permissible Defects 5.1 Prohibited Defects -- The sawn timber of all the three grades shall be free from spiral or twisted grain, warp, anykind of decay or live insect attack. Special grade sawn timber shall be free from centre heart, wane, cup shakes, borer holes (dead infestation), sapstain (blue stain) and knots also. Grade 1 shall be free from cup shakes also. 5.2 Permissible Defects --Refer to Table 1 of the standard 6. Treatment -- Prophylactic treatment is optional. 7. End Coatings -- To prevent and to minimize end cracking splitting, etc, the ends of each baulk and scantling, up to a distance of 150 mm, or at least 25 mm more than the length of larger split (whichever is more) shall be adequately coated with any of the materials mentioned in IS 1141 : 1993*. * Code of practice for seasoning of timber (second revision). 3.2 Length -- The length shall be measured from end to end in metres correct to 0.01 m. Any end portion of sawn timber that has become rounded or damaged shall be excluded from length measurement. Width and Thickness -- The width and thickness shall be measured at the narrowest place in millimetre correct to 10 mm. Volume -- The volume shall be computed in cubic metres correct to three places of decimal by the product of length, width and thickness on the basis of accepted sizes. 4. Requirements and Grading 4.1 Requirements -- Timber shall be air-seasoned to a moisture content not exceeing 20 percent within a depth Note -- For method of measurement of defects in timber refer to IS 3364 (Part 2) : 1976 Method of measurement and evaluation of defects in timber. Part 2 Converted timber ( first revision). For detailed informtion, refer to IS 1326 : 1992 Non-coniferous sawn timber (baulks and scantlings) (Second Revision). 6.10 SP 21 : 2005 SUMMRY OF IS 1331 : 1971 CUT SIZES OF TIMBERS (Second Revision) 1. Scope -- Covers specification of converted timber normally stocked in timber depot both for structural and non-structural purposes. It refers to cut sizes of timber as stocked and does not take into considertion any reductiion or allowance relating to subsequent use. 2. Dimensions and Tolerances 2.1 Cut sizes of timber shall be grouped in terms of width and thickness or sectional area into four groups, namely, (a) batten, (b) plank, (c) scantling, and (d) baulk. The nominal sizes of width and thickness of cut sizes of timber shall be as given in Table 1. The sizes of cut timber specified in Table 1 are at a moisture content of 20 percent. A method for adjustment of dimensions at different moisture contents is given in Appendix A of the standard. 2.2 Length -- The preferred length of cut sizes of timber shall be 50 cm and upwards in steps of 10 cm. 2.3 The measurement of length, with and thickness of cut sizes of timber shall be made on mid line of the surface on which it is measured. 2.4 Tolerence -- Permissible tolerances on cut sizes of timber shall be as follows: a) For width and thickness 1) Up to and including 100 mm ±03 mm 2) Above 100 mm ±36 mm b) For length ±025 mm 3. Grading of Cut Sizes of Timber -- Cut size of timber shall be graded after seasoning at a moisture content not less than 12 percent. 3.1 Grading for Structural Use -- Based on permissible and prohibited defects the cut sizes of timber for structural use a) Grade1 -- The estimated effect in reduction of the basic strength of timber is not more than 12.5 percent. Grade 2 -- The estimated effect in reductiion of the basic strength of timber is not more than 25 percent. Grade 3 -- The estimated effect in reduction of the basic strength of timber is not more than 37.5 percent. b) c) Thickness 1.0 1.5 2 2.5 3 4 5 6 8 10 12 14 16 18 20 4.0 x x x x x ­ ­ ­ ­ ­ ­ ­ ­ ­ TABLE 1 SIZES OF CUT TIMBER FOR STOCKING PURPOSES All measurements in centimetres . Width 5.0 6.0 x x x x x x x x x x x x ­ ­ ­ ­ ­ ­ ­ ­ ­ ­ ­ ­ ­ ­ ­ ­ x = preferred 8.0 x x x x x x x x ­ ­ ­ ­ ­ ­ size of 10.0 12.0 x x x x x x x x x x x x x x x x x x ­ x ­ ­ ­ ­ ­ ­ ­ ­ the width ­ 14.0 x x x x x x x x x ­ ­ ­ ­ ­ 16.0 x x x x x x x x x x x ­ ­ ­ 18.0 x x x x x x x x x x x x ­ ­ ­ 20.0 x x x x x x x x x x x x ­ ­ 22.0 x x x x x x x x x x x ­ ­ ­ 24.0 x x x x x x x x x x x ­ ­ ­ ­ 26.0 x x x x x x x x x x ­ ­ ­ ­ 28.0 x x x x x x x x x x ­ ­ ­ ­ 30.0 x x x x x x x x x x ­ 6.11 SP 21 : 2005 3.2 Grading for Non-Structural Use -- Based on permissible and prohibited defects cut sizes of timber for non-structural use shall be of two grades, namely, Grade 1 and Grade 2. 4. Defects 4.1 Structural Use Defects Prohibited -- Loose grains, splits, compressive wood in coniferous timber, heart wood rot, sap rot, warp, worm holes made by power post beetles and pitch pockets shall not be permitted. Permissible Defects ­ Defects to teh extent specified in Table 2 of the standard shall be permissible 4.2 Non-Structural Use Defect Prohibited ­ Heart wood rot, sap rot, brashness, shankes, insect attack shall not be permitted. Permissible Defect ­ Defects to the extent specified in Table 3 of the standrd shall be permissible. For detailed information, refer to IS 1331 : 1971 Specification for cut sizes of timbers (second revision). 6.12 SP 21 : 2005 SUMMARY OF IS 2372 : 2004 TIMBER FOR COOLING TOWERS (First Revision) 1. Scope -- Covers the species, grades, requirements and treatments for timber used in the construction of cooling towers. 2. Species of Timber -- The species of timber suitable for cooling towers shall be as given in Table 1. Table 1 Timbers for Cooling Towers Botanical Name 1. 2. 3. 4. 5. 6. 7. 8. 9. Abies pindrow Cedrus deodara picea smithiana Pinus kesiya pinus roxburghii Pinus wallichiana Tectona grandis Pseudotsuga taxifolia Pinus radiata Table 2 Nominal and Dressed Dimensions Nominal rough thickness or width, in mm ­ 25 32 38 50 75 over 100 Minimum rough sawn thickness or width, in mm­ 23 30 35 47.5 72.5 off 5 Dressed thickness or width,in mm­ 21 27 32 45 70 off 10 5. Treatment 5.1 Following treatments are recommended-- a) The structural members and the shell members are to be treated to a net retention of 12 kg/m3 of timber with copper-chrome arsenic (CCA) or acid-copper-chrome (ACC) or 16 kg/m3 of copper-chrome boron (CCB) or 128 kg/m3 of of cresote/fuel oil mixture. Fill is to be treated under pressure with a minimum average retention of 16 kg/m3 of timber with copper-chrome-arsenic (CCA) or acid-copper-chrome (ACC) or with 20 kg/m3 or copper-chrome boron (CCB) or with 160 kg/m3 of creosote/ fuel oil mixture Trade Name Fir Deodar Spruce Khasi pine Chir Kail Teak Douglas fir Radiata pine b) 3. Grading of Timber 3.1 Colling tower timbers shall be of three grades, namely, select grade, Grade I and Grade II depending on the defects permitted. 3.2 Prohibited Defects (for All Grades) -- Timber with loose grain, reaction wood, heartwood, rot warp, worm holes which are likely to affect strength, pitch pockets, centreheart (pith), shakes twisted grain and wane. 3.3 Permissible Defects -- The defects to the extent specified in Table 2 of the standard for different grades of timber shall be permissible. 4. Dimensions and Tolerances 4.1 Nominal sizes, rough and finished dimensions for various thicknesses are given in Table 2. 4.2 A ± 5 mm tolerance in length shall normally be permisible. In other dimensions, no minus tolerances shall be permitted but a maximum plus tolerance of 2 mm shall be permitted. 5.2 Penetration of Preservtives The depth of penetration of the preservtive shall be as given in Table 3. Table 3 Depth of Penetration of Preservative in Different Species of Timber Timber Species Abies pindrow Cedrus deodara Picea smithiana Pinus kesiya Pnus roxburghii Pinus wallichiana Tectona grandia Douglas fir Radiata pine Depth Minimum Sapwood 100% 100% 100% 100% 100% 100% 100% 100% 100% Heartwood 5* m m 10 mm 5* m m 20 m m 20 m m 10 m m Needs no treatment 5* m m 20 m m * For structural members incision of about 15 mm should be made on all surfaces (except end) to achieve the required absorption. For detailed information, refer to IS 2372:2004 Specification for timber for cooling towers (Second revision). 6.13 SP 21 : 2005 SUMMARY OF IS 3337 : 1978 BALLIES FOR GENERAL PURPOSES (First Revision) 1. Scope -- Covers the requirements of BALLIES used for geneal purposes. 2. Specie of Timber -- The species of timber suitable for BALLIES are given in Appendix A of the standard. 3. Manafacture -- Bark shall be completely removed and all the branches and excrescences shall be dressed down flush with the surface. The top and bottom ends shall be cut square. 4. Dimensions-- BALLIES shall conform to the dimensions given below; unless otherwise ordered. Class of Ballies 1 Over 2 Over 3 Over 6.2 End Cracks 6.3 Spiral or Twisted Grain 6.4 Curvature 6.5 Short Crooks 6.6 Pin Hole (Dead Infestation)--For extent of defects permitted, refer to 7 of the standard. 7. Measurements 7.1 Length -- Shall not be more than 7.5 cm shorter or more than 15 cm longer than the `ordered' length. 7.2 Diameter -- The top and butt end diameters shall be measured at the extreme ends. 8. Preservation -- Whenever required shall be preserved by dipping, brushing or spraying with any one of the following composiions: a) b) c) d) e) Creosote -- fuel oil mixture 50:50, 6 percent solution of copper-arsenic composition, 6 percent solution of acid-cupric-chromate composition, 8 percent solution of copper- chrome-boric composition, and 1.0 percent solution of sodium pentachlorophenate. Diameter at Diameter at the Top the Butt End cm cm 8.5 upto 12.5 6.5 upto 8.5 5 upto 6.5 Over 15 upto 20 Over 11.5 upto 15 Over 7.5 upto 11.5 Length m 3 to 9 3 to 9 3 to 9 5. Requirements --BALLIES shall be air-dried to a moisture content not exceeding 20 percent within a depth of 12 mm from the surface when measured at one third length of the Ballies from its butt end. Shall be reasonably straight, and shall be free from cuts across the grain, live insect attack, any kind of decay (rot), pronounced spiral or twisted grain, hollow heart and dead knots exceeding 5 cm in diameter. 6. Permissible Defects 6.1 Surface Cracks For detailed information, refer to IS 3337: 1978 Specifications for ballies for general purposes. 6.14 SP 21 : 2005 SUMMARY OF IS 3629 : 1986 STRUCTURAL TIMBER IN BUILDINGS (First Revision) 1. 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: 1993* 3. Suitability and Grouping 3.0 Suitability for a given purpose depends on -- a) Durability and treatability of species . b) Strength charcterestics of the species, and c) Grading in respect of freedom from defects. 3.1 Suitability in Respect of Durability and Treatability for Permanent Structures. 3.1.1 First choice -- The species shall be of any one of the following categories -- a) Untreated heartwood of high durability as listed in Table 1. Heartwood of these species of timber , if containing more than 15 percent sapwood, needs treatment for protection. b) Treated heartwood of moderate and low durability and Class `a' and Class `b' treatability as listed in Table 1. c) Heartwood of moderate durability and Class `c' treatability after pressure impregnaion) TABLE 1 GROUPING OF TIMBERS FOR STUCTURAL USE Species for Permanent Structures First Choice Group A-- Ping Group B -- Babul, Haldu, Karani Hollong, Myrobalan (Harda), Black chuglam, Group C -- Haldu, Kadam, Indian Chestnut (West Bengal) Toon, Chickrassy, Dillenia, Kanju, Mango,aam, Kaim, Bonsum, Chir, Kail, Oak (Nefa) Arjun, Whitehollock,and White bombive * Permissible moisture content for timber used for different Species for Temporaary Structure or Semi Structural Use Red Kutch (Lal Khair), Bruguira, (Mangrove) Chooi Padri (MADRAS) Safed Khair, Mundani, Aglaia, Yon, Jungli, Nimbo,Jutili, Amari, Dhup, Kasood, Casuarina, Poon, Chestnut, Satin-Wood, Paii, Tali, Ebony, Gurjar, Eucalyptus,Pipli, Ash, Lendi Machilus, Sianohor (kayea)Karol, Bola Assam, red bombeve, Oak (Meghalaya), Hoom, Narikel, Jamen, White chuglam and Bhendi. Hiwar, Blackwood, Black wattle Mapie, Bael, Horse chentnut, Gokul, Kardhai, Supari, Birch uriam (Biship-wood) , Tad (Palm), Muntenga, Poone, Dhuna, Coconut, Dillenia Ebony Lampathi, Rudrakshi, Mysore-gum Gardenia, Palang, Walnut, Eucalyptus. Jarul, Jhingan, Banati, Subabul, Machilus, Champ, Raini, Neem, Domsal, Mulberry, Tooli, Pohu, Khasipine, Klaskar, Singhi Debdaru, Arupati, Hathipaila, Thitmin, Vedankonnai, Chilauni, Makai, Padriwood, , Yew Imli and vellapine Second Choice Dhaman (Madras) Maniawaga Dhaman (West Bengal,Gurjan, Oak (West Bengal) Kusum (Bihar),Behera 6.15 SP 21 : 2005 as listed in Table 1. d) Sapwood of all classes of ability after through treatement with preservatives. Note -- All such species which can be adequately treated to desired retention of preservative may be used. 4.2 For other grades permissible stresses given in IS 883 : 1994 shall be multiplied by a) For select grade timber b) For Grade II timber 1.16 0.84 3.1.2 Second choice -- The species shall be heartwood of moderate durability and Class `d' treatability. Small thicknesses up to 60 mm when treated under presure impregnation, shall be used for components under cover and out of contact with ground. Such timbers are listed in col 3 of Table 1. 3.1.3 Suitability in Repect of Durability and Treatability for Temporary Structures and for SemiStructural Uses -- Heartwood of low durability and Class `e' tretability or the species whose durability and/ or treatability is yet to be established may be used where life of the structure is not primary consideration.Such timbers are listed in col 4 of Table 1. 3.2 Grouping -- Groups A B C 5. Dimensions and Tolerances 5.1 Sawn Timber -- The cut sizes of timber for Structural purposes and the tolerance shall be those as given in IS 4891: 1988 except where net dimensions are specifically mentioned Permissible tolerances in measurements shall be as follows -- a) b) c) For measurements up to and including 100 mm in width or thickness For measurements above 100mm in width or thickness For measurements of all sizes in length ­ + ­ + ­ + 0 mm 3 mm 3 mm 6 mm 0 mm 10 mm 6. Defects Limit (Ft) N/mm2 18.0 12.0 8.5 2 Modulus of Elasticity (E) N/mm Above Above Above 12, 600 9, 800 and upto12, 600 5, 600 and upto 9, 800 4. Permissible Stresses ­ See Table 2 4.1 TABLE 2 FACTORS OF SAFETY TO BE APPLIED TO BASIC STRESS TO OBTAIN SAFE PERMISSIBLE STRESS. 6.1 Prohibited Defects a) Timber with loose grain, splits, compression wood in coniferous structural timber, heart wood rot and sap rot and crookedness. b) Worm holes made by powder post beetles and pitch pockets. 6.2 Permissible Defects Wanes are permitted provided they are not combined with knots and the reduction in strength on account of the wanes is not more than the reduction with themaximum allowable knots. Wanes may also be permitted provided there is no objection to its use as bearing area nailing edge and affects general appearances b) Worm holes other than those due to powder post beetles located and grounded to reduce the strength of timber shall be evaluated in the same way as knots; and c) All other defect which donot affect any of the mechanical properties of timber shall be permitted. + # a) Sl No. Types of Stress Grade 1 (Standard Location) Inside Outside Wet (1) i) ii) iii) iv) v) vi) (2) (3) (4) 6 7 7 10 4.5 2.25 (5) 7.5 8.5 7 10 5.5 2.75 Extreme fibre in beams for broard leaved species. Min 5 Extreme fibre stress for beams in conifers 6 Shear along grain 7 Horizontal shear in beams 1 0 Compressive stress 4 parallel to grain Compressive stress perpendicular to grain 1.75 Design of structural timber in building (fourth revision). Preferred cut sizes of structural timber (first revision). For detailed information, refer to IS 3629 : 1981Specification for structural timber in buildings (first revision). 6.16 SP 21 : 2005 SUMMARY OF IS 3731 : 1985 TEAK SQUARES (First Revision) 1. Scope -- Covers the requirements of various grades of teak squares based on defects. 2. Grades 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 -- where L L/5 × Permissible defect value according to grade. -- length of squares in m.The value derived shallnot exceed twice the number of units of defects permitted for each grade. 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. 4. Dimension and Their Measurements-- 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 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 Defects and Their Grade 1 -- 3. 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 Note --For methods of measurement and evaluation of defects in timber, refer to IS 3364 (Part 2) : 1976 Methods of and evaluation of defects in timber Part 2 Converted timber (first revision). measurement For detailed information refer to IS 3731 : 1985 Specification for teak squares (first revision). 6.17 SP 21 : 2005 SUMMARY OF IS 4891 : 1988 PREFERRED CUT SIZES OF STRUCTURAL TIMBER (First revision) 1. Scope -- Covers preferred cut sizes of timber for use in the following units: a) b) c) d) e) Roof trusses, Roof purlins, rafters, floor beams, etc; Partitions framing, covering; Centering; and Door / window/ventilators sizes shall be the same as for partition framing covered in Table 3. 3. Tolerances a) (i) For measurement up to 100 mm (ii) Measurement above 100 mm b) Length for all sizes ­ 3 to + 6 mm 0 to +10 mm 0 to +3mm 2. Preferred Sizes -- Preferred cut sizes shall be as covered in Tables 1 to 4. For centering the preferred TABLE 1 PREFERRED CUT SIZES OF STRUCTURAL TIMBERS FOR ROOF TRUSSES (Span from 3 to 20 meters) Thickness in mm 20 25 30 35 40 50 60 80 40 40 40 -- -- -- 50 50 50 -- -- -- 60 60 60 60 60 60 Width in mm 80 80 80 80 80 80 100 100 100 100 100 100 --120 120 120 120 120 --140 140 140 140 140 --160 160 160 160 160 160 160 -- -- -- 80 100 120 140 -- -- -- --100 120 140 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, 2.5 and 3 m. TABLE 2 PREFERRED CUT SIZES OF STRUCTURAL TIMBER FOR ROOF PURLINS, RAFTERS, FLOOR BEAMS, ETC Thickness in mm Width in mm 50 80 100 120 60 80 100 120 80 -- 100 120 100 -- -- -- -- Note-- Preferred length of timber: 1.5, 2, 2.5 and 3 m. 140 140 140 140 -- 160 160 160 -- -- -- 180 -- -- -- 200 6.18 SP 21 : 2005 TABLE 3 PREFERRED CUT SIZES OF STRUCTURAL TIMBER FOR PARTITION FRAMING AND COVERING Thickness in mm Width in mm 10 15 20 25 30 40 50 60 80 Note -- Preferred length of timber 40 50 60 40 50 60 40 50 60 40 50 60 40 50 60 40 -- 60 -- 50 -- -- -- 60 -- -- -- : 0.5, 1, 1.5, 2, 2.5 and 3 m. 80 80 80 80 80 80 80 80 80 --100 100 100 100 100 100 100 100 -- -- 120 120 120 120 120 120 120 -- -- 160 160 160 160 160 160 160 -- -- 200 200 200 200 200 200 200 -- -- -- 240 240 240 240 240 240 TABLE 4 PREFERRED CUT SIZE OF TIMBER FOR DOOR/ WINDOW VENTILATOR COMPONENTS Thickness in mm 15 -- 20 -- 25 25 30 -- 35 -- 40 -- 50 -- 60 -- -- -- -- 30 -- -- -- -- -- -- -- -- 35 -- -- -- -- -- -- -- -- 40 -- -- -- 50 50 50 50 50 -- -- -- 60 60 60 60 60 -- -- Width in mm -- 80 80 80 80 80 80 -- -- 100 100 100 100 100 100 100 -- -- -- -- -- -- 120 120 -- -- -- -- -- -- -- 140 160 -- -- -- 160 160 -- -- 180 -- -- -- -- -- -- -- 200 -- -- -- -- -- -- -- 220 -- -- -- -- -- -- -- 240 -- -- -- 240 240 -- -- Note-- Preferred timber lengths (wall opening module of 100 mm) for frames-- 590, 790, 890, 990, 1 190, 1 290,1 990 and 2090 mm. Preferred timber length for shutters-- 460, 500, 700, 800, 900, 1 100, 1 200, 1 905 and 2 005 mm Tolerances in door/window/ventilatorscomponents shall be permissible as under -- a) Frames ±3 mm b) Shutters 1) Doors i) Width ±3 mm ii) Thickness ±1 mm No tolerance for panels 2) Window/ventilators, etc Width 40 mm and less ±1 mm Above 40 mm ±3 mm Cut sizes of timber as stocked and specified in tables are normall at moisture content of 20 percent. But at the time of fabrication and erection, the timber members are required to possess 12 to 20 percent of moisture content of the oven-dry weight. Thus a lateral shrinkage effect in the stocked sizes of timber will take place and, therefore, the ultimate shrinkage to which the timber will be subjected to has got to be compensated at the time of converting the timber at 20 percent moisture content for stocking purposes. For detailed information, refer to IS 4891 : 1988 Specification for preferred cut sizes of structural timber (first revision). 6.19 SP 21 : 2005 SUMMARY OF IS 4895 : 1985 TEAK LOGS (First Revision) 1. 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. 2. 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 3.2 3.3 3.4 3.5 3.6 Curvature Shakes Flutes Knots Check and Splits Twist 4. Grades-- The logs of 2.5 m length shall be graded as below depending on cumulative value of the permissible defects: 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. Grade 1 -- L ×P 2.5 5. Dimensions -- The minimum dimensions of the logs shall be the following Length -- 2.5 m Mid ­ girth -- 1 m 3.7 Holes--For extent of defects permitted refer to 4 of the standard. 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) 6.20 SP 21 : 2005 SUMMARY OF IS 5246 : 2000 CONIFEROUS LOGS (First revision) 1. 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 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 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. 3. Species --The logs shall be of the species of timber listed below-- Trade Name Fr Deodar Cypress Spruce Kail Khasi Pine Chir Grade 1-- 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 7. 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. * Botanical Name Abies pindrow Royale Cedrus deodara D.Don Cupressus torulasa D.Don Picea Smithiana Boiss Pinus excelsa Wall Pinus Khasya Royle Pinus Roxburg Sargent Abbreviation FIR DEO CYP SPR KAL KPI CHR 4. Dimensions Minimum length Minimum mean mid-girth 2.5 m 1 m Code of practice for seasoning of timber (second revision). 5. Requirements -- The logs shall be free from hollow centre above 15percent of the basal area of the For detailed Information, refer to IS 5246 : 2000 Specification for coniferous logs first revision 6.21 SP 21 : 2005 SUMMARY OF IS 6056 : 1970 JOINTED WOOD POLES FOR OVERHEAD POWER TELECOMMUNICATION LINES 1. 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. 2. Species of Timber -- Three groups, based on the modulus of rupture of small clear specimens tested in the green condition, that is more than 25 percent moisture content.(see Appendix A of the standard). Very strong timbers having a modulus of rupture in bending of 850 kg/cm2 and above, represented by sal. Group B Strong timbers having a modulus of rupture in bending of 630 to 850 kg/cm2, represented by teak. Group C Moderately strong timbers having a modulus of rupture in bending 450 to 630 kg/cm2, represented by chir. 3. Classification and Dimensions Overall Groundline Height Position of Full From Butt Length End of Class 1 of Wood lower Group Poles Componen t A B C (1) (2) (3) (4) (5) m m cm cm cm 6 1.2 6 2 6 5 7 2 7 1.2 6 5 6 9 7 6 7.5 and 81.5 6 8 7 1 8 0 9 1.5 7 2 7 6 8 4 10 1.8 7 3 7 8 8 6 12 1.8 7 8 84 9 4 14 2.0 8 3 8 9 9 8 Minimum circumference at top of upper 50 52 57 component for at heights in cm 3.1 Classification Ultimate breaking load not less than 1 350 kg. Class 2 Ultimate breaking load not less than 1 100 kg and not more than 1 350 kg. Class 3 Ultimate breaking load not less than 850 kg and not more than 1100 kg. Class 4 Ultimate breaking load not less than 700 kg and not more 850 kg. Class 5 Ultimate breaking load not less than 550 kg and not more than 700 kg. Class 6 Ultimate breaking load not less than 400 kg and not more than 550 kg. Class 7 Ultimate breaking load not less than 300 kg and notmore than 400 kg. The above loads are assumed to be applied at a distance 60 cm from the top of the jointed pole. 3.2 Dimensions -- See Table 1 Class 1 Group A TABLE 1 DIMENSION OF THE JOINTED WOOD POLES TABLE 1 DIMENSION Minimum Circumference at Ground LinePosition Indicated in Col. 2 for the Lower Componts Class 2 Group A (6) cm 60 63 66 70 73 78 83 B (7) cm 63 67 70 74 76 82 87 C (8) cm 70 74 78 82 84 92 96 Class 3 Group A (9) cm 55 60 63 66 68 73 78 B (10) cm 58 63 66 70 72 76 81 C (11) cm 65 70 73 76 78 85 90 Class 4 Group A B C (12) (13) (14) cm cm cm 50 53 60 55 57 64 57 60 67 60 63 70 62 65 72 67 70 78 71 75 83 Class 5 Group A B C A (15) (16) (17) (18) cm cm cm cm 48 50 55 46 51 53 60 48 54 56 63 51 56 59 66 53 58 61 68 55 63 66 72 58 67 70 78 61 Class 6 Group B (19) cm 48 50 53 56 58 61 64 Class7 Group C A B C (20) (21) (22) (23) cm cm cm cm 50 44 46 48 52 46 48 50 55 48 50 52 59 50 53 56 61 52 55 58 63 53 56 59 67 56 59 62 } 43 46 51 41 43 48 36 38 42 30 32 35 29 31 34 26 28 30 Note -- The circumferences for different species at the joints of the components are covered under 8.1.1 and 8.1.2, of the standard and the length of the components are covered under individual types of joints. For poles of intermediate length in Table 1, the circumferences given for the next larger pole shall be used 6.22 SP 21 : 2005 4. Preparation of Components of Jointed Poles-- The bark of the components shall be completely removed and all the branches shall be dressed down flush with the stem. The tops of the upper components shall be bevelled in the shape of an inverted `V' for a length equal to top diameter or 10 cm whichever is less. 5. Preliminary Treatment-- A prophylactic treatmen shall be given. 6. Preservative Treatment -- Shall be treated with a preservative so as to impregnate completely the sapwood and as much of heartwood of non-durable species as possible. 7. General Requirements -- As far as possible the upper and lower sectiions shall be of the same species or at least species of the same group. Jointing sections belonging to species of different groups is not recommened. The sections being jointed shall have approximately same girth at the joint. 8. Defects 8.1 Defects Totally Prohibited a) Sap rot, b) Hollows in the top, c) Cross breaks, d) Large holes, and e) Short crooks 8.2 Deffects Permitted to a Limited Extent--Dead streaks, Decay, Spilt or checksHallow heart , Rot,Ring shake, grain, insect damage, knots, sears, Shape and straightness . For extent of defects permitted refer to 10 of the standard. 9. Types of Jointed Poles a) b) c) d) e) f) Wire bound lap jointed poles Z-Type lap jointed poles V-Type lap jointed poles Angle iron butt jointed poles Half -- Sleeve Half - lap jointed poles Half -- Sleeve Tongue and Groove jointed poles Note -- For details refer to 11 of the standard For detailed information, refer to IS 6056 : 1970 Specification for jointed wood poles for overhead power telecommunication lines. 6.23 SP 21 : 2005 SUMMARY OF IS 7308 : 1999 NON-CONIFEROUS LOGS (First Revision) 1. Scope -- Covers the requirements of three grades of non-coniferous logs, for conversion into sawn timber. 2. Grades -- No single log of length 2.5 m shall contain more than 3 units of defects Grade II-- No single log of length 2.5 m shall contain more than 6 units of defects. Grade III-- No single log of length 2.5 m shall contain more than 9 units of defects. For logs other than 2.5 m in length, the limits given in above shall be derived by the following equation-- Permissible number of defect in logs other than 2.5 m in length = L/2.5×P Where L = length of log in m, and P = permissible defect value for 2.5 m length 3. Species -- The logs shall be of the species of timber given in Appendix A of the standard. 4. Dimensions -- The minimum dimensions of logs shall be the following : Length 2.5 m Grade I -- 5 . Requirements -- The logs shall not be knobbly. They shall be free from brashness, hollow centre, shatter, spiral grain, any kind of decay (rot), live insect attack and any other defects which may reduce the uefulness of logs for conversion into sawn timber.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. 6. Permissible Defects 6.1 6.2 6.3 6.4 6.5 6.6 6.7 6.8 6.9 Bend Taper End Splits (Including Heart or Star Shakes) Surface Cracks Cup shakes (Including Ring Shakes) Knots Wounds Flutes Buttress 6.10 Twist 6.11 Hollow heart--For extent of defects permitted, refer to 8 othe standard. 7. End Coating -- Shall be adequately coated up to a distance of at least 15 cm with any of the materials mentioned in IS 1141 : 1993*. * Mean mid-girth 1 m Code of Practice for preservation of timber (third revision) For detailed information, refer to IS 7308 : 1999 Specification for non-coniferous logs (first revision). 6.24 SP 21 : 2005 SUMMARY OF IS 10394 : 1982 WOODEN SLEEPERS FOR RAILWAY TRACK 1. Scope -- Covers the requirements of wooden sleepers and wooden specials used for broad gauge ,metre and narrow gauge railway tracks. 2. Timber Species -- See Appendix A of the standard for recommended species and their composite sleeper Index (CSI). 3. Dimensions and Tolerances 3.1 Track Sleepers -- See Table 1 3.2 Special Sleepers for Bridges and Crossings -- See Table 2 4. Preservative Treatment -- Sleepers containing sap wood and those without an asterisk mark in Appendix A shall be given preservative treatment. 5. Grading -- Class I and Class II, depending on permissible defects. A sleeper shall be classified as of the Class II even if it is of that class in terms of only one defect and is of the Class I in terms of all other defects. Likewise, a sleeper shall be rejected if the permissible range in any one of the defects is exceeded. Special sleepers shall be of Class I only. 6. Permissible Defects -- Refer Table 4 of the standard. Gauge TABLE 1 DIMENSIONS FOR STANDARD TRACK SLEEPERS Length Tolerance Cross Sectional Tolerance in Cross (cm) in Length, % Dimensions (cm) Section, % 275 180 150 +10, -2.5 do do Broad gauge (BG) Metre gauge (MG) Narrow gauge (NG) Gauge BG } 25 × 13 20 × 11.5 18 × 11.5 +10, ­5 do do } } TABLE 2 DIMENSIONS FOR SPECIAL SLEEPERS Cross-Section Length Tolerance in (cm) Cross-section % (cm) 25 × 15 +5 275, 305, 335 and onwards ­ 2.5 varying by 30 cm } Tolerance in Length, % +5 ­1.25 do do do do do do do do MG 28 × 15 25 × 18 20 × 13 25 × 13 20 × 15 18 × 13 20 × 13 25 × 13 do do do do do do do do NG do do 185, 215, 245 and onwards varying by 30 cm do do do do do For detailed information, refer to IS 10394 : 1982 Specification for wooden sleeper for railway track 6.25 SECTION 7 BITUMEN AND TAR PRODUCTS 2.1 SP 21 : 2005 CONTENTS Title IS IS IS IS IS IS IS 73 : 1992 212 : 1983 215 : 1995 216 : 1961 218 : 1983 454 : 1994 702 : 1988 Paving bitumen (second revision) Crude coal tar for general use (second revision) Road tar (third revision) Coal tar pitch (revised) Creosote oil for use as wood preservatives (second revision) Cutback bitumen from waxy crude (second revision) Industrial bitumen (second revision) Bitumen emulsion for roads and allied application (anionic type) (first revision) Bitumen emulsion for roads (cationic type) (second revision) Coal tar based coating materials and suitable primers for protecting iron or steel pipe lines. Page 7.3 7.5 7.6 7.8 7.9 7.10 7.11 7.12 7.14 7.15 IS 3117 : 2004 IS 8887 : 2004 IS 9912 : 1981 7.2 SP 21 : 2005 SUMMARY OF IS 73 : 1992 PAVING BITUMEN (Second Revision) 1. Scope -- Covers physical and chemical requirements of paving bitumens for use in roadways, runways and allied constructions. 2. Types and Gades a) Type 1-- Paving bitumen from non-waxy crude; and b) Type 2 --Paving bitumen from waxy crude. 2.1 Paving Bitumen Type 1-- Shall be classified into six grades according to their penetration and each grade shall be given a designation as given in Table 1 with letter `S' denoting the type and a numeral representing the mean of the limits of the penetration specified for the grade. 2.2 Paving bitumen Type 2-- Shall be classified into four grades according to their penetration and each grade shall be given a designation as given in Table 2 with letter `A' denoting the type and a numeral representing the mean of the limit of the penetation specified for the grade. 3. Requirements -- The material shall be homogeneous and shall not foam when heated to 175°C. For a given lot under each type the softening point for samples taken from different parts of the lot shall not vary by more than 8°C from maximum to minimum and shall not fall outside the range of the test range of the test limits specified in Tables 1 and 2. Sl (1) i) TABLE 1 REQUIREMENTS FOR PAVING BITUMEN TYPE 1 Characteristics Requirements for Grades (2) Specific gravity at 27 °C, Min S35 (3) 0.99 0.2 175 50 to 65 30 to 40 35 50 4.5 ­4 1 55 35 75 4.5 ­4 1 55 S45 (4) 0.99 0.2 175 45 to 60 40 to 50 S55 (5) 0.99 0.2 175 45 to 60 50 to 60 35 75 4.5 ­6 1 52 S65 (6) 0.99 0.2 175 40 to 55 60 to 70 35 75 4.5 ­6 1 52 S90 (7) 0.99 0.2 175 35 to 50 80 to 100 35 75 4.5 ­8 1 47 S200 (8) 0.99 0.2 175 30 to 45 175 to 225 35 -4.5 ­ 10 2 42 ii) Water, percent by mass, Max iii) Flash point, cleveland open cup, °C, Min iv) Softening point °C v) Penetration at 25oC 100g, 5Second.,1/10 mm vi) Penetration ratio*, Min vii) Ductility at27 ° C, cm, Min viii)Paraffin wax content, percent by mass, Max ix) Frass breaking point, °C, Min x) Loss on heating, in thin film oven test, percent by mass, Max xi) Retained penetration after thin film oven test, 25 °C 100g, 5 second, 1/10mm percent of original, Min xii) Matter soluble in trichloroethylene percent by mass, Min xiii)Viscosity at a) 60°C, Poises b) 135°C, CSt, Min 99 99 99 1 500±300 180 99 1 000±200 150 99 500±100 110 99 250±50 20 2 500±500 2 000±400 220 210 * Penetration ratio= 7.3 Penetrationat 4 0 C,200g ,60s x100 Penetrationat 25 0 C,100g ,5s SP 21 : 2005 TABLE 2 REQUIREMENTS FOR PAVING BITUMEN TYPE 2 Characteristics Requirements for Grades (2) A35 (3) 0.99 0.2 175 55 to 70 30 to 40 25 10 10 ­4 1 57 A55 (4) 0.99 0.2 175 45 to 60 50 to 60 25 15 10 ­6 1 57 A65 (5) 0.99 0.2 175 45 to 60 60 to 70 25 15 10 ­8 1 47 A90 (6) 0.98 0.2 175 35 to 50 80 to 100 25 15 10 ­10 1 42 Sl No. (1) i) Specific gravity at 27°C, Min ii) Water, percent by mass, Max iii) Flash point, Cleveland open cup, °C, Min iv) Softening point °C v) Penetration at 25°C, 100g,5 sec., 1/10mm vi) Penetration ratio* , Min vii) Ductility at 27°C, cm, Min viii)Paraffin wax content, percent by mass, Max ix) Frass breaking point,°C, Min x) Loss on heating in thin film oven test, percent by mass, Max xi) Retained penetration after thin film oven test,25°C 100 g, 5 second, 1/10 mn percent of original, Min xii) Matter soluble in trichloroethylene percent by mass, Min xiii)Viscosity at a) 60°C, Poises b) 135 °C, cost, Min 99 99 99 99 1 000 ±300 250 400 ±300 100 300 ±100 70 200 ±50 50 * Penetration ratio = Penetration 4 0 C,200g,60s ×100 Penetration at 25 0 C, 100g, 5s Note--For methods of tests, refer to. IS 1202 : 1978 Methods of testing tar and bituminous material: Determination of specific gravity (first revision). IS 1203 : 1978 Determination of penetration (first revision ). IS 1205 : 1978 Determination of softening point (first revision). IS 1206 (Part 2):1978 Determination of viscosity, Part 2 Absolute viscosity (first revision). IS 1206 (Part 3):1978 Determination of viscosity Part 3 Kinematric viscosity (first revision ). IS 1208 : 1978 Determination of ductility (first revision). IS 1211 : 1978 Determination of water content (dean and Stark method) (first revision). IS 1212 : 1978 Determination of loss on heating (first revision). IS 1216 : 1978 Determination of solubility in carbon disulphide trichloroethylene (first revision) IS 1448 (Part 69):1969 Methods of tests for petroleum and its products Part 69: Flash and fire point by Cleveland (open) cup IS 9381:1979 Methods of testing tar and bituminous materials: Determination of FRAASS breaking point of bitumen. IS 9382 : 1979 Determination of effect of heat and air by thin film oven tests. IS 10512:1983 Methods for determination of wax content in bitumen. For detailed information, refer to IS 73:1992. Specification for paving bitumen (second revision). 7.4 SP 21 : 2005 SUMMARY OF IS 212 : 1983 CRUDE COAL TAR FOR GENERAL USE (Second Revision) 1. Scope -- Covers the requirements of crude coal tar used for general purposes, such as treatment of wooden poles and sleepers, toilet walls, fishing nets, etc. 2. Composition Shall be obtained as a by product of destructive distillation of coal. 3. Requirements See Table 1 TABLE 1 REQUIREMENTS OF CRUDE COAL TAR Sl. No. Characteristics (1) (2) i) ii) iii) iv) Specific gravity 27°C/27°C Water Content percent/ weight Viscosity BRTA 4mm at 30°Cs, Distillation fractions percent w/w Up to 200° C 200 to 230°C 230 to 270°C 270 to 300°C 300 to 350°C Mineral matter (Ash) Matter insoluble in benzene percent by weight -- 2 6 4 12 0 5 4 10 12 7 17 1 25 Min (3) 1.09 -- 30 Max (4) 1.24 4 100 v) vi) Note -- For methods of tests refer to IS 1202 : 1978 Methods of testing tar and bituminous materials: Determination of specific gravity (first revision) IS 1206 (Part 3):1978 Determination of viscosity Part 3 Kinematic viscosity (first revision) IS 1211 : 1978 Determination of water content (Dean and Stark method) (first revision). IS 1213 : 1978 Distillation test (first revision). IS 1214 : 1978 Determination matter insoluble in benzene (first revision) IS 1217 :1978 Determination of mineral matter (ASH) (first revision) For detailed information, refer to IS 212:1983 Specification for crude coal tar for general use (second revision). 7.5 SP 21 : 2005 SUMMARY OF IS 215 : 1995 ROAD TAR (Third Revision) 1. 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 : 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 temperature (HT) and low temperature (LT) coal tars in coke ovens or retorts. RT-1-- For surface dressing under cold weather conditions and use on hill TABLE 1 REQUIREMENTS FOR TYPE A ROAD TARS Sl. No. Characteristics Limits for Grades (1) i) ii) (2) Specific gravity at 27/27°C Viscosity by standard tar viscometer (10 mm cup) -- a) Temperature of test, °C b) Viscosity in seconds Equiviscous temperature (EVT)°C Softening point (R&B), °C Distillation fractions, percent by weight (g per 100g) Distilling -- a) Light oil below 200°C b) Middle oil 200°C-270°C c) Heavy oil 270°C-300 °C d) Anthracene oil 300°C-350°C e) Pitch residue converted to 76°C (R &B) Softening point (R&B) of the pitch percent by weight, Max a) at 300°C, Max b) at 360°C, Max Water content, percent by weight, Max Phenols, percent by weight, Max Naphthalene, percent by weight, Max Raw anthracene, percent by weight, Max Matter insoluble in toluene, percent by weight, Max RT-1 (3) 1.16-1.26 35 30­55 32­36 15­19 RT-2 (4) 1.16-1.26 40 30­55 37­41 20­24 RT-3 (5) 1.18-1.28 45 35­60 43­46 26­29 RT-4 (6) 1.18-1.28 55 40­60 53­57 26­40 RT-5 (7) 1.18-1.28 65 40­60 63­68 45­50 iii) iv) v) 0.5 5­12 4­10 15­25 45­60 residue -- 48 90 0.5 2.0 4.0 3.5 22 0.5 2­9 4­8 16­26 50­65 0.5 1­6 3­6 17­27 55­70 0.5 0.5­4 2­7 18­29 60­75 0.5 0­4 1­5 18­29 65­80 vi) vii) viii) ix) x) xi) 50 90 0.5 2.0 3.5 4.0 22 52 90 0.5 2.0 3.0 4.0 24 54 90 0.5 2.0 2.5 4.0 24 56 90 0.5 2.0 2.0 4.0 24 7.6 SP 21 : 2005 TABLE 2 REQUIREMENTS FOR TYPE B ROAD TARS Characteristics Limits of Grades RT-1 (3) 1.10-1.28 Sl.No. (1) i) (2) Specific gravity at 27/27oC RT-2 (4) 1.10-1.28 RT-3 (5) 1.12-1.28 RT-4 (6) 1.12-1.28 RT-5 (7) 1.14-1.28 ii) Viscosity by standard tar viscometer (10 mm cup): a) Temperature of test, °C b) Viscosity in seconds iii) Equiviscous temperature (EVT)°C iv) Softening point (R&B), °C v) Distillation fractions, percent by weight (g per 100g) Distilling : a) Light oil below 170°C b) Middle oil 170oC-270°C c) Heavy oil 270 C-300 C o ° 35 30-55 32-36 - 40 30-55 37-41 - 45 35-60 43-46 - 55 35-70 53-57 - 65 35-70 63-67 45-50 0.5 5-12 4-10 50-70 0.5 2-9 4-8 18-28 61-71 0.5 1-6 3-6 18-28 64-74 0.5 0-4 2-7 19-30 67-77 0.5 0-4 1-5 19-30 70-80 d) Anthracene oil above 300°C 17-27 e) Pitch residue converted to 76°C (R&B) vi) Softening point (R&B) of the pitch residue, °C a) at 300°C, Max b) at 360°C, Max vii) Water content, percent by weight, Max viii) Phenols, percent by weight, Max ix) Naphthalene, percent by weight, Max x) Raw anthracene, percent by weight, Max xi) Matter insoluble in toluene, percent by weight, Max 40 80 0.5 2.0 4.0 3.5 22 40 80 0.5 2.0 3.5 4.0 22 40 80 0.5 2.0 3.0 4.0 24 40 80 0.5 2.0 2.5 4.0 24 40 80 0.5 2.0 2.0 4.0 24 s Note -- For methods of tests, refer to IS 1202 : 1978 Methods of testing tar and bituminous material : Determination of specific gravity (first revision). IS 1205 : 1978 Determination of Softening point (first revision). IS 1206(Part 1) : 1978 Determination of viscosity: Part 1 Industrial viscosity (first revision). IS 1207 : 1978 Determination of equiriscous temperature (EVT) (first revision). IS 1211: 1978 Determination of water content (Deam and Stark method) (first revision). IS 1215 : 1978 Determination of matter insoluble in toluene (first revision). IS 1218 : 1978 Determination of phenols (first revision). IS 1219 : 1978 Determination of naphthalene (first revision). For detailed information, refer to IS 215 : 1995 Specification for road tar (third revision). 7.7 SP 21 : 2005 SUMMARY OF IS 216 : 1961 COAL TAR PITCH (Revised) 1. 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. 3. Requirements 3.1 Composition -- The material shall be: a) either the residue of the direct distillation of crude tar produced by the high temperature carbonization of coal in coke ovens or retorts, or b) obtained by fluxing back such pitch residues with high boiling coal tar distillates to give products of the desired softening point. 3.2 The material shall also comply with the requirements, according to grade, given in Table1. 2. Grades -- Shall be classified into the following four grades: a) b) c) d) Soft pitch, Soft medium pitch, Hard medium pitch, Hard pitch. TABLE 1 EQUIREMENTS FOR COAL TAR PITCH Sl. Characteristics No. Soft Pitch (1) i) ii) iii) iv) v) Requirements for Grades Soft Medium Pitch (4) 1.22 to 1.32 58 to 68°C 4 8 28 0.5 (2) Specific gravity at 27°C Softening point Distillate : Percent by weight below 270°C, Max Percent by weight below 300°C, Max Matter insoluble in toluene (free carbon), percent by weight, Max Ash, percent by weight, Max (3) 1.20 to 1.30 45 to 55°C 4 8 25 0.5 Hard Medium Hard Pitch Pitch (5) (6) 1.22 to 1.32 70 to 80°C 3 4 30 0.75 1.28 to 1.38 82 to 92°C No Test No Test 35 0.8 Note -- For methods (first revision) IS 1205:1978 IS 1213:1978 IS 1215:1978 IS 1217:1978 of tests, refer to IS 1202:1978 methods of testing tar bituminous material: Determination of specific gravity Determination of softening point ( first revision). Distillation test (first revision). Determination of matter insoluble in toulene (first revision). Determination of mineral matter (first revision ). For detailed information, refer to 216 : 1961 Specifications for Coal tar pitch (Revised). 7.8 SP 21 : 2005 SUMMARY OF IS 218 : 1983 CREOSOTE OIL FOR USE AS WOOD PRESERVATIVES 1. Scope­ Covers materials commercially known as coal tar creosote (or creosote oil) primarily used for preservation of wood. 2. Types a) Type I -- Obtained from tar produced by the high temperature carbonization of coal, and b) Type II-- Obtained from tar produced by the medium or low temperature carbonization of coal. 3. Requirements 3.1 Description -- It shall be homogeneous liquid and shall consist essentially of distillate of coal tar 3.2 Liquidity -- It shall liquefy completely on being warmed to 38°C, with stirring and shall remain liquid on cooling down to 32°C, and on standing at that temperature for 2 hours. 3.3 The materials shall also comply with the requirements prescribed in Table.1 Sl No. (1) i) ii) iii iv) v) (Second Revision) 4. Precautions 4.1 Safety -- All persons handling the creosote should be fully aware of the hazards involved in handling. Skin should be protected from coming in direct contact with the liquid. Eyes should be protected by using safety goggles, while handling the material. 4.2 First-Aid Treatment. 4.2.1 Skin -- The affected area may be washed immediately with industrial methylated spirit, followed by a wash with soap and water. 4.2.2 Eye -- Immediate treatment is vital. Eye/ eyes may be washed thoroughly with running cold water. Alternatively, if quick application is possible, use copious quantities of buffered phosphate solution prepared by mixing 700 g anhydrous potassium di- hydrogen phosphate (KH2PO4 12 H2O) in 850 ml distilled water. The solution can be stored for 3 months only. For use it should be diluted with three times of water. TABLE 1 REQUIREMENTS FOR CREOSOTE Characteristics Min (2) (3) Specific gravity 38/ 38°C 1.03 Water content percent v/v -- Matter insoluble in toluene percent w/w -- Alkali soluble tar acids percent v/v -- Distillation fractions percent v/v distilling up to -- a) 210°C -- b) 235°C -- c) 315°C -- d) 355°C -- e) Residue soft and nonsticky f) Specific gravity of distillation 1.025 fraction 235 0Cto 315 0C at 38/38 0C g) Alkali soluble tar acids,in fraction -- 235 0C to 315 0C percent v/v Type I Max (4) -- 2.0 0.5 -- -- 5 30 75 -- -- -- Type II Min (5) 0.95 -- -- 15 -- -- 5 40 75 0.935 15 Max (6) -- 2.0 0.5 -- -- 5 20 60 -- -- -- Note -- for methods of tests, refer to IS 1202:1978 Methods of testing tar and bituminous materials, determination of specific gravity (first revision). IS 1211:1978 Determination of water content (Dean and Stark method) (first revision). IS 1213:1978 Distallation test (first revision ). IS 1215:1978 Determination of matter insoluble in toulene (first revision). For detailed information, refer to IS 218 : 1983 Specifications for creosote oil for use as wood preservatives (second revision). 7.9 SP 21 : 2005 SUMMARY OF IS 454 : 1994 CUTBACK BITUMEN FROM WAXY CRUDE (Second Revision) 1. Scope -- Covers the physical and chemical requirements of cutbacks bitumen from waxy crude of indigenous origin. 2. Grades a) Light grade -- For use as primer. b) c) Medium grade -- For surface dressing and resurfacing operations, and Heavy grade -- construction. For pre-mix type of Note -- The source and grade shall be stated by the manufacturer. 3. Requirements-- See Table 1 TABLE 1 REQUIREMENTS FOR CUTBACK BITUMEN FROM WAXY CRUDE Sl.No. Characteristics Requirement for Grades Light Min Max (4) 140 -- -- -- -- -- -- 2400 -- -- 70 0.2 Medium Min (5) 800 55 30 30 30 75 75 100 10 99 50 -- Heavy Min (7) 3000 55 -- -- -- 50 80 100 10 99 25 -- Max (6) 1600 -- -- -- -- -- -- 2400 -- -- 100 0.2 Max (8) 6000 -- -- -- -- -- -- 2400 -- -- 50 0.2 (1) i) ii) iii) (2) Kinematic viscosity, 60 0C cst Flash point, Pensky Martens closed type,0°C Distillate volume, percent of total distillate up to 3600C a) Up to 190° C b) Up to 225° C c) Up to 260° C d) Up to 315° C Residue from distillation up to 360°C, percent by volume (by difference) Tests on residue from distillation upto 360°C a) Viscosity at 60° C, poises b) Ductility at 27° C c) Matter soluble in Trichloroethylene percent by mass d) Penetration 25° C /100g/5Sec Water content percent by mass (3) 70 38 10 50 70 85 55 600 12 99 35 -- iv) v) vi) Note-- For methods of tests, refer to IS 1203 : 1978 Determination of penetration (first revision). IS 1206 (Part1):1978 Determination of viscosity Part 1 Industrial viscosity (first revision ). IS 1208 : 1978 Determination of ductility (first revision). IS 1209 : 1978 Determination of flash point and fire point (first revision). IS 1211 : 1978 Determination of water content (Dean and Stark method) (first revision ). IS 1213 : 1978 Distillation test (first revision). IS 1203 : 1978 Determination of solubility in carbon disulphide trichloroethylene (first revision). For detailed information, refer to IS 454 : 1991 Specifications for cutback bitumen from waxy crude (second revision). 7.10 SP 21 : 2005 SUMMARY OF IS 702 : 1988 INDUSTRIAL BITUMEN (Second Revision) 1. Scope -- Covers the physical and chemical requirements of industrial bitumen for use in buildings and other indusrtrial purposes. 2. Grades ­ a) 85/25 b) 85/40 c) 90/15 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. No. (1) i) ii) iii) iv) v) Characteristics (2) 85/25 (3) 85/40 (4) 1.00 to 1.05 225 80 to 90 35 to 45 0.30 Requirements for Grades 90/15 (5) 115/15 (6) 135/10 (7) 155/6 (8) vi) vii) Specific gravity at 27°C 1.00 to 1.05 Flash point, cleveland open cup, °C 225 Softening point, °C 80 to 90 Penetration at 25°C, 20 to 30 100g, 5 sec, 1/10mm a) Loss on heating, percent by mass, Max 0.30 b) Penetration of the residue at 25°C, 100g, 5s, percent of original Min 60 Ductility at 27°C, cm, Min 3 Matter soluble in trichloro-ethylene, percent by mass, Min 99 1.01 to 1.06 1.02 to 1.07 225 85 to 100 10 to 20 0.30 225 110 to 120 8 to 20 0.30 1.02 to 1.07 1.02 to 1.07 225 225 130 to 140 150 to 160 7 to 12 2 to 10 0.30 0.30 60 3 99 60 2 99 60 2 99 60 1 99 60 0 99 Note-- For methods of tests, refer to IS 1202:1978 Methods of testing tar and bituminous materials, determination of specific gravity (first revision). IS 1203:1978 Determination of penetration (first revision) IS 1205:1978 Determination of softening point (first revision) IS 1208:1978 Determination of ductility (first revision) IS 1212:1978 Determination of loss on heating (first revision) IS 1216:1978 Determination of solubility in carbon disulphide trichloroethylene (first revision) IS 1448 (Part 69):1969 Methods of tests for petroleum and its products, Part 69 Flash and fire point by clevland (open) cup. For detailed information, refer to IS 702 : 1988 Specifications for industrial bitumen (second revision). 7.11 SP 21 : 2005 SUMMARY OF IS 3117 : 2004 BITUMEN EMULSION FOR ROADS AND ALLIED APPLICATIONS (ANIONIC TYPE) (First Revision ) 1. Scope -- Physical and chemical requirements of grades of bitumen emulsion (anionic type) for roads and allied applcations. 2. Materials 3. Types 3.1 a) Rapid Setting ­ Type RS b) Medium Setting ­ Type MS c) Slow Setting ­ Type SS 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 with the addition of a quantity of fluxing agent not exceeding five percent by weight of bitumen shall be permitted. Unless otherwise agreed to between the manufacturer and the purchaser, the fluxing agents shall comply with the following requirements: a) Intial boiling point not less than 140°C; and b) Distillate at 350°C not less than 90 percent by volume. 2.2 Emulsifying Agent -- The emulsifying agent, in the proportion in which it is present in the bitumen deposited by the emulsion, shall not have any deleterious effect upon the properties of that bitumen. 3.2 Applications a) Type RS -- A quick setting, emulsified bitumen used for penetration and surface treatments; b) Type MS -- A medium setting emulsified bitumen used for plant mixes with coarse aggregate, substantially all of which is retained on 2.80-mm IS Sieve with practically no material passing a 75- micron IS Sieve c) Type SS -- A slow setting emulsified bitumen used for fine aggregate mixes in which a substantial quantity of aggregate passes a 2.80-mm IS Sieve and a portion may passing a 75 micron IS Sieve. Note -- These types are to be used only down to a emperature of 5°C. Below 5° C the utility of the bitumen emulsion is likely to be impaired because of freezing as such they shorted be preferally be stored above 4 0C. 4. Requirements 4.1 Bitumen emulsion shall be homogeneous. Within 90 days after manufacture it shall show no undispersed bitumen after thorough mixing. 4.2 Physical and chemical requirements shall be as given in Table 1. Note -Can shall be exercised to the that materials used in the manufacture of butiurn shall not have any time effects on the plant or animl life. 7.12 SP 21 : 2005 TABLE 1 REQUIREMENTS OF BITUMEN EMULSION Sl. No. (1) i) ii) iii) iv) v) vi) vii) viii) Characteristic (2) Viscosity by Sabybolt Furol viscometer, in second at 25ºC Bitumen content, percent by mass, Min Settlement, 5 days, percent, Max Demulsibility, 35 ml of 0.02 N calcium chloride, percent Min Miscibility1 in water, coagulation in 2 h Modified miscibility with water difference of bitumen content, Max Cement mixing test, percent, Max Coating ability and water resistance a) Coating dry aggregate b) Coating after spraying c) Coating wet aggregate d) Coating after spraying Sieve test, percent, Max Particle charge Rapid Setting (3) 20-100 65 3 60 _ _ _ _ _ _ _ 0.10 Negative Medium Setting (4) 20-100 65 3 _ Nil _ _ Good Fair Fair Fair 0.10 Negativ Stow Setting (5) 20-100 57 3 _ _ 4.5 2.0 _ _ _ _ 0.5 Negative Method of Test, Ref to Annex (6) A B C D E F G H J K ix) x) 1 If the sample of emulsified bitumen being tested fails to conform to the requirement, the sample shall be tested for 5-day settlement and for miscibility and if the numerical difference between the average percentage of residue in the 5-day settlement test is less than 3, and if the miscibility test shows no appreciable coagulation in 2h, then the emulsified bitumen shall be considered conforming to this standard. Note -- The emulsified bitumen shall not show an a preciable separation of bituminous base from the water of the emulsion and shall coat the aggragate thoroughly. Note -- For methods of tests, refer to IS 1211:1978 Methods for testing tar and bitumen: Determination of water content (Dean and Stark method) (first revision) and Appendices A to J of the stand. For detailed information, refer to IS 3117 : 2004 Specifications for Bitumen emulsion for roads and allied application. (Anionic type) 7.13 SP 21 : 2005 SUMMARY OF IS 8887 : 2004 BITUMEN EMULSION FOR ROADS (CATIONIC TYPE) (Second Revision) 1. Scope -- Covers the physical and chemical requirements of bitumen emulsions (cationic type) for roads. 2. Grades a) Rapid setting - 1 b) Rapid setting -2 Grade Rs - 1 Rs -2 c) Medium setting MS d) Show setting - 1 SS - 1 e) Show setting - 2 SS - 2 Requirement 3.1 Shall be homogeneous. Within one year after manufacture date it shall show no undispersed bitumen after thorough mixing. TABLE 1 PHYSICAL AND CHEMICAL REQUIREMENTS OF BITUMEN EMULSION (CATIONIC TYPE) Sl No. Characteristic RS-1 1 9 i) ii) Resideue on 600 micron IS Sieve, percent by mass, Max Viscosity by saybolt furol viscometer, seconds: 1) At 25 o C 2) At 50 o C Coagulation of emulsion at low temperature 1 Storage stability after 24 h, percent, Max Particle charge Coating ability and water resistance: 1) 2) 3) 4) vii) viii) ix) Coating, Coating, Coating, Coating, dry aggregate after spraying wet aggregate after spraying ­ ­ ­ ­ ­ No Coagulation 60 80-150 50 98 ­ ­ ­ ­ ­ No Coagulation 67 80-150 50 98 Good Fair Fair Fair ­ No Coagulation 65 60-150 50 98 ­ ­ ­ ­ 2 ­ 50 60-350 50 98 ­ ­ ­ ­ 2 No Coagulation 60 60-120 50 98 ­ ­ ­ ­ ­ ­ ­ ­ 1203 1208 1216 G H J ­ ­ ­ F 0.05 0.05 0.05 0.05 0.05 ­ 3117 ­ 20­100 Nil 2 Positive ­ 100­300 Nil 1 Positive ­ 50­300 Nil 1 Positive 20­100 ­ Nil 2 Weak Positive 31­150 ­ Nil 2 Positive ­ ­ ­ ­ C D E B 2 RS-2 3 Grade of Emulsion MS 4 SS-1 5 SS-2 6 Method of Test IS No. 7 Ref. to Annex of this Standard 8 iii) iv) v) vi) Stability to mixing with cement (percentage coagulation), Max Miscibility with water Test on residue: 1) Residue by evaporation percent, Min 1) Penetration 25 0C/100 g/ 5sec 3) Ductility 270 C/cm, Min 4) Solubility : In Irichloreothylene, Percent by mass, Min x) xi) 1) Distillation in percent, by volue at: 1) 190 0C 2) 225 0C 3) 260 0C 4) 315 0C Water content, percent by mass, Max ­ ­ ­ ­ ­ ­ ­ ­ ­ ­ ­ ­ ­ ­ ­ 20-55 30-75 40-90 60-100 20 ­ ­ ­ ­ ­ ­ ­ ­ ­ ­ ­ ­ ­ ­ ­ This requirement shall be applicable only under situations where the ambient temeprature is below 15 0C For detailed information, refer to IS 8887 : 2004. Specifications for Bitumen emulsion for roads (Cationic type) (first revision). 7.14 SP 21 : 2005 SUMMARY OF IS 9912 : 1981 COAL TAR BASED COATING MATERIALS AND SUTABLE PRIMERS FOR PROTECTING IRON OR STEEL PIPE LINES 1. 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). 2. Hot Applied Coating Material -- The material shall be produced by digestion of bituminous coal or its selected fractions suitable for this purpose together with an approved inert filler (like talc, etc) sized to ensure that not less than 100 percent passes through 45-micron IS Sieve. 3. Primers TABLE 1 REQUIREMENTS OF HOT APPLIED COATING MATERIAL Sl No. Characteristics Type I Min (1) i) ii) 3.1 The primers shall be of two types, namely, Type A and Type B. 3.2 Type A primer shall be composed of processed coal tar pitch suitably blended with selected grades of solvents, to a fluid that may be applied cold by brushing, spraying or any other method. The primer shall also comply with the requirement given in Table 2. 3.3 Type B primer shall consist of chlorinated rubber and synthetic plasticiser together with solvents needed to give a consistency suitable for application by brush or spray. Type B primer shall comply with the requirements of Table 3. Requirements Type II Max (4) 115 10 25 1.6 35 1.5 mm Not applicable Min (5) 105 12 20 1.4 25 -- Max (6) 115 20 50 1.6 35 1.5 mm None (2) Softening point (R&B)°C Penetration (see Note): at 25°C/100 g/5 seccond at 45°C/50g/5 second Specific gravity at 270C Ash, percent Sag test at 70°C Cracking at 20°C Impact test Disbonded area, Max : Direct Indirect Peel-initial/delayed at 30°C, Max at 40°C, Max at 50°C, Max at 60°C, Max at 70°C, Max (3) 105 5 10 1.4 25 -- iii) iv) v) vi) vii) 70 cm 2 20 cm2 3 3 3 3 3 mm mm mm mm mm 50 cm2 10 cm2 3 3 3 3 3 mm mm mm mm mm viii) Note -- Coal dispersion pitches have a tendency to form a hard thin skin while hot, and penetration values tend to show a wide variation, on the prior preparation of the sample, which is not easy to control, and dependent on the point chosen on the surface for the test. The behaviour and performance of these coal dispersion pitches are functions of the property of the body of the material and not of any surface skin. To overcome this, fill the cup up to the brim and after cooling down, pour a little excess of material slowly and carefully to form a convex surface. The excess material is to be cut with a hot knife after cooling for 15 min at room temperature. 7.15 SP 21 : 2005 TABLE 2 REQUIREMENTS OFTYPE A PRIMER Sl Characterics No. i) ii) iii) iv) Viscosity at 25oC Flash point Volatile matter at 145°C-150°C Drying time TABLE 3 REQUIREMENTS OF TYPE B PRIMER Sl Characteristics No. i) ii) iii) iv) Viscosity at 25°C Flash point Volatile matter at 100-110°C Drying time Requirements 20 to 40 Second 35°C (Min) 40 to 60 percent by weight Conditions of Appendix C shall apply Requirements 20 to 40 Second 35°C (Min) 60 to 80 percent by weight Conditions of Appendix C shall apply Note -- For methods of tests, refer to Appendices of the standard and the following: IS 82:1973 Methods of sampling and test for thinners and solvent for paints (first revision). IS 1202:1978 Methods of testing tar and bituminous materials, Determination of specific gravity (first revision). IS 1203:1978 Determination of penetration (first revision). IS 1205:1978 Determination of softening point (first revision ). IS 1206 (Part 1):1978 Determination of Viscosity : Part 1 Industrial viscosity ( first revision). IS 1207:1978 Determination of equiviscous temperature (first revision). For detailed informatiom refer to IS 9912 : 1981 Specifications for coal tar based coating materials and suitable primers for protecting iron or steel pipe lines. 7.16 SECTION 8 FLOOR, WALL, ROOF COVERINGS AND FINISHES 2.1 SP 21 : 2005 CONTENTS Title GENERAL IS IS IS IS 1237:1980 1542:1992 2116:1980 4457:1982 Cement concrete flooring tiles (first revision) Sand for plaster (second revision) Sand for masonry mortars (first revision) Ceramic unglazed vitreous acid resisting tile (first revision). Chemical resistant mortars : Silican type. Resin type. Sulphur type Acid Resistant bricks Dust pressed ceramic tiles with water absorption E>10 percent Group (B III) 8.9 8.10 8.11 8.12 8.13 8.4 8.6 8.7 8.8 Page IS 4832 (Part 1) :1969 (Part 2) :1969 (Part 3) :1968 IS 4860:1968 IS 13753:1993 IS 13754:1993 IS 13755:1993 IS 13756:1993 IS 14862 :2000 IS 14871-2000 Dust pressed ceramic tiles with water absorption of 610% GROUP B III 1. Scope -- Specifies sizes, dimensional tolerances, mechanical, physical and chemical requirements, surface quality requirements and marking of ceramic tiles. 1.1 It is applicable only to dust-pressed ceramic glazed tiles first quality, with a water absorption (E>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. 1.2 There is a small production of dust-pressed ceramic unglazed tiles with a water absorption greater than 10% that is not covered by this standard. 2. Description -- The surface of tiles and components 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 size and nominal size is not more than ± 2 mm. For spacer lug tiles, work size shall apply for each nominal size within the limits mentioned above. 3.3 The thickness including the profile on the visual face and on the rear side shall be specified by the manufacturer. Note-- For details of shapes, refer to Fig 1 and 2 of the standard. 4. 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. 8.13 SP 21 : 2005 TABLE 1 REQUIREMENTS Characteristics A) Dimensions and Surface Quality i) Length and Width e The deviation in % of the average size for each tile (2 or 4 sides) from the work size Tiles with spacer lugs f The deviation in % of the average size for each tile (2 or 4 sides) from the average size of the 10 test specimens (20 or 40 sides) Tiles with spacer lugs ii) Thickness The deviation in mm of the average thickness of each tile from the work size thickness <250 cm 2 >250 to 500 cm2 >500 to 1000 cm 2 >1000 cm2 iii) Straightness of sides 2 (facial sides) The maximum deviation from straightnes in % related to the corresponding work size iv) Rectangularity 2) The maximum deviation from rectangularity, in % related to the corresponding work sizes Tiles with spacers lugs v) Surface flatness The maximum deviation from flatness in % for tiles with spacer lugs values are in mm (in brackets ) a) Centre curvature, related to diagonal calculated from the work size b) Edge curvature, related to the corresponding work size c) Warpage, related to diagonal calculated from the work sizes vi) Surface Quality B) Physical Properties i) Water absorption % by weight ii) Modulus of rupture in N/mm2 iii) Scratch hardness of surface (Moh's) iv) Resistance to surface abrasion of tiles intended for floors v) Co-efficient of linear thermal expansion from ambient temperature to 100oC vi) Thermalshock resistance vii) Crazing resistance3) C) Chemicals Properties i) Resistance to staining ii) Resistance to household chemicals and swimming . poolswater cleaners except to cleansing agents containing hydrofuoric acid and its compounds ii) Resistance to acids and alkali (with the exception of hydrofluoric acid and its compounds) 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. Requirements Test According to IS 13630 Part 1 1 12 cm: ± 0.75)1) 1> 12 cm: ± 0.5 +0.6/-0.3 1 12cm: ± 0.5 1) 1>12cm:± 0.3 ± 0.25 Part 1 ± 0.5 ± 0.6 + 0.7 ± 0.8 Part 1 ± 0.3 Part 1 + 0.5 + 0.3 Part 1 + 0.5/--0.3(+0.8/-0.1mm) +0.5/-0.3 (+0.8/-.1mm) ± 0.5( ± 0.5mm) Min 95% of tiles shall be free from Part 1 visible defects that would impair the appearance of major area of tiles Average 10-20%. When the Part 2 value exceeds 20% this shall be indicated by the manufacturer Average 15 7.5 mm thickness Part 6 Average 12 7.5 mm thickness Min 3 (walls), Min 5 (floors) Part 13 Abrasion class shall be specified by the manufacturer Part 11 Max 9X10-6 K-1 Required Required Min Class 2 Min Class B Required, if agreed according to the Chemical resistance class indicated bythe manufacturer Part 8 Part 4 Part 5 Part 9 Part 8 Part 8 Note -- For methods of tests, refer to various parts of IS 13630 Methods of tests for Ceramic tiles For detailed information, refer to IS 13753:1993Specification for Dust-pressed ceramic tiles with water absorption of E>10% (Group ­ B111 ) 8.14 SP 21 : 2005 SUMMARY OF IS 13754 : 1993 DUST ­ PRESSED CERAMIC TILES WITH WATER ABSORPTION OF 6% < E 10% (GROUP B II B ) 1. 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% 410 ± 0.6 ± 05 ±5 ± 0.5 8.15 SP 21 : 2005 Characteristics Surface S of the Product (cm2) S 90 90 < S 190 190 < S 410 s > 410 Test According to IS 13630 (A) Dimensions and surface Quality i) Lenght and width e The deviation in % of the average size of each tile (2 or 4 sides) from the work size (W) f The deviation in % of the average size of each tile (2 or 4 sides) from the average size of the 10 test specimens (20 or 40 sides) ii) Thickness The deviation in % of the average thickness of each tile from the work size thickness iii) Straightness of sides1 (facial sides) The maximum deviation from straightness in % related to the corresponding work sizes iv) Rectangularity 1) The maximum deviation from rectangularity in % related to the corresponding work sizes v) Surface flatness The maximum deviation from flatness in: a) centre curvature, related to diagonal calculated from the work sizes b) Edge curvature, related to the corresponding work size c) Warpage, related to diagonal calculated from the work sizes vi) Surface quality2) Part 1 ± 1.2 ± 1.0 ± 0.75 ± 0.6 ±0.75 ±0.5 ±0.5 ±0.5 Part 1 ±10 ±10 ±5 ±5 Part 1 ± 0.75 ± 0.5 ±0.5 ±0.5 Part 1 Part 1 ± 1.0 ±1.0 ± 1.0 ± 0.5 ±0.5 ± 0.5 ±0.5 ±0.5 ± 0.5 ±0.5 ±0.5 ± 0.5 Min 95% of tiles shall be free from visible defects that would Part 1 impair the appearance of a major area of tiles Part 2 Part 6 B Physical Properties i) Water absorption % by weight Average 6 410 Length and width-- The deviation in % of the average size of each tile (2 of 4 sides) from the work size The deviation in % of the average size of each tile(2or4 sides) from the averge size ofthe 10 test specimens (20 or 40 sides) ii) Thickness-- The deviation in % of the average thickness of each tile from the work size thickness iii) Straightness of sides1) (facial sides)-- The maximum diviation from straightness in % related to the corresponding work size. iv) Rectangularity1)-- The maximum deviation from rectangularity in % related to the corresponding work size ±1.2 ± 0.75 ± 10 ± 0.75 ±1.0 ± 1.0 ±0.5 ± 10 ±0.5 ±0.6 ±0.75 ± 0.5 ±5 ± 0.5 ± 0.6 ±0.6 ±05 ±5 ± 0.5 ±0.6 8.18 SP 21 : 2005 Characteristics Surface S of the Product (cm2) S 90 (A) Dimensions and surface Quality i) Lenght and width e The deviation in % of the average size of each tile (2 or 4 sides) from the work size (W) f The deviation in % of the average size of each tile (2 or 4 sides) from the average size of the 10 test specimens (20 or 40 sides) ii) Thickness The deviation in % of the average thickness of each tile from the work size thickness iii) Straightness of sides1 (facial sides) The maximum deviation from straightness in % related to the corresponding work sizes iv) Rectangularity 1) The maximum deviation from rectangularity in % related to the corresponding work sizes v) Surface flatness The maximum deviation from flatness in: a) centre curvature, related to diagonal calculated from the work sizes b) Edge curvature, related to the corresponding work size c) Warpage, related to diagonal calculated from the work sizes vi) Surface quality2) 90 < S 190 190 < S 410 Test According to IS 13630 s > 410 Part 1 ± 1.2 ± 1.0 ± 0.75 ± 0.6 ±0.75 ±0.5 ±0.5 ±0.5 Part 1 ±10 ±10 ±5 ±5 Part 1 ± 0.75 ± 0.5 ±0.5 ±0.5 Part 1 Part 1 ± 1.0 ±1.0 ± 1.0 ± 0.5 ±0.5 ± 0.5 ±0.5 ±0.5 ± 0.5 ±0.5 ±0.5 ± 0.5 Min 95% of tiles shall be free from visible defects that would Part 1 impair the appearance of a major area of tiles Part 2 Part 6 B Physical Properties i) Water absorption % by weight Average 3 410 ± 1.2 ± 0.75 ± 10 ± 0.75 ± 1.0 ± 0.5 ± 10 ± 0.5 ± 0.75 ± 0.5 ±5 ± 0.5 ±0.6 ±05 ±5 ± 0.5 i) Length and width-- The deviation in % of the average size of each tile (2 of 4 sides) from the work size The deviation in % of the average sizeof tile ( 2 or 4 sides) from the average sizeof the10 test specimens ( 20 or 40 sides) ii) Thickness-- The deviation in % of the average thickness of each tile from the work size thickness iii) Straightness of sides1) (facial sides)-- The maximum diviation from straightness in % related to the corresponding work size. iv) Rectangularity1) -- The maximum deviation from rectangularity in % related to the corresponding work size v) Surface flatness The maximum deviation from flatness,in-- a) Centre curvature, related to diagonal calculated from the work size ± 1.0 ±0.5 ± 0.5 ± 0.5 8.21 SP 21 : 2005 Characteristics Surface S of the Product (cm2) S 90 (A) Dimensions and surface Quality i) Lenght and width e The deviation in % of the average size of each tile (2 or 4 sides) from the work size (W) f The deviation in % of the average size of each tile (2 or 4 sides) from the average size of the 10 test specimens (20 or 40 sides) ii) Thickness The deviation in % of the average thickness of each tile from the work size thickness iii) Straightness of sides1 (facial sides) The maximum deviation from straightness in % related to the corresponding work sizes iv) Rectangularity 1) The maximum deviation from rectangularity in % related to the corresponding work sizes v) Surface flatness The maximum deviation from flatness in: a) centre curvature, related to diagonal calculated from the work sizes b) Edge curvature, related to the corresponding work size c) Warpage, related to diagonal calculated from the work sizes vi) Surface quality2) B Physical Properties i) Water absorption % by weight ii) Modulus of rupture in N/mm2 iii) Scratch hardness of surface (Mohs' scale) a) Glazed tiles b) Unglazed tiles iv) Abrasion resistance: a) Resistance to deep abrasion of unglazed tiles, removed volume in mm3 b) Resistance of abrasion of glazed tiles Class I-IV v) co-efficient of linear thermal expansion from ambient temperature to 1000ºC (K­1) vi) Thermal shock resistance vii) Crazing resistance3) glazed tiles viii) Frost resistance ix) Moisture expansion unglazed tiles mm/m 90 < S 190 190 < S 410 Test According to IS 13630 s > 410 Part 1 ± 1.2 ± 1.0 ± 0.75 ± 0.6 ±0.75 ±0.5 ±0.5 ±0.5 Part 1 ±10 ±10 ±5 ±5 Part 1 ± 0.75 ± 0.5 ±0.5 ±0.5 Part 1 ±1.0 ±0.6 ±0.6 ±0.6 Part 1 ± 1.0 ±1.0 ± 1.0 ± 0.5 ±0.5 ± 0.5 ±0.5 ±0.5 ± 0.5 ±0.5 ±0.5 ± 0.5 Min 95% of tiles shall be free from visible defects that would Part 1 impair the appearance of a major area of tiles Average 3 Individual Max 3.3 Min 27 Min 5 Min 6 Max 205 According to the abrasion class indicated by The manufacturer Max 9 × 10­6 Required Required Required Part 12 Part 11 Part 4 Part 5 Part 9 Part 10 Part 3 Part 2 Part 6 8.22 SP 21 : 2005 C) Chemical Properties i) Resistance to staining of glazed Min Class2 tiles Class 1 - 3 ii) REsistance to household chemicals and swimming pool water cleansers, except to cleansing agents containing hydrofluoric acid and its compounds a) Glazed tiles Class AA-D Min Class B b) Unglazed tiles Required iii) Resistance to acids and alkalis (with the exception of hydrofluoric acid its comounds) a) Glazed tiles Class AA-D Required if agreed according to the chemical ersistance class indicated by the manufacturer b) Unglazed tiles Required 4) Part 8 Part 8 Part 7 Part 8 part 7 i) ii) iii) iv) Not applicable for tiles having cured shapes Because of firing slight vartiations from the standard colour are unavoidable. This does not apply to intentional irregularities of colour variation of the face of dust-pressed tiles of low water absorption(which can be unglazed,glazed, or partly glazed)or to the colour variation over a tile areas which is characteristic for this type of tile and desirable.Spots or coloured dots which are introduced for decorative purposes are not considered a defect. Certain decorative effects may have a tendency to craze. The shall be identified by the manufacturer in which case the crazing test is not applicable. If the hue becomes slightly different this is not considered to be chemical attack. Note -- For methods of tests, refer to IS 13630 methods of test for ceramic tiles . For detailed information refer to IS 13756:1993 Specification for Dust-pressed ceramic tiles with water absorption E<3% (Group-- BI) 8.23 SP 21 : 2005 SUMMARY OF IS 14862 : 2000 FIBRE CEMENT FLAT SHEETS 1. Scope 1.1 This standard covers the characteristics and establishes methods of control and test as well as acceptance conditions for fibre cement flat sheets. It covers sheets intended for external applications, such as cladding facades, curtain walls, soffits, etc, and sheets intended for internal use, such as partitions, floors, ceiling, etc, with a wide range of properties appropriate to the type of application. These sheets may have either a smooth or textured surface. 1.2 This standard does not apply to the following products, most of which are covered under seperate standard: a) b) c) d) Asbestos cement flat sheets; Asbestos cement building boards; Gypsum plaster board; Boards of cement reinforced with fibrous wood particles; e) Fibre cement slates and siding shinges; f) Silica- asbestos-cement flat sheets; and g) Non- combustible fibre-reinforced boards of calcium silicate or cement for insulation and fire protection. 2. Classification 2.1 Flat sheets covered by his standard shall be of two types, namely, Type A and Type B. a) Type A -- Type A sheets are intended for external applications where they may be subjected to the direct action of sun, rain and /or snow. They may be supplied coated or uncoated. Type A sheets shall comply with the requirements of the type characteristics given in 6. . b) Type B-- Type B sheets are not subjected to the type tests and are intended for internal applications and external applications where they will not be subjected to the direct action of sun, rain and/or snow. Note -- If sheets of type B are used in external applications where they are directly exposed to the weather but are protected (for example, coating or impregnation). the weather resistance of the product is determined by the quality of the protection and methods for control and test are outside the scope of this standard. 2.2 The sheets are further classified into five categories according to their modulus of rapture as given in Table1. 2.3 The manufacturer shall declare the type and category of his product in his literature. 3. Acceptance Characteristics 3.1 Dimensional and Geometrical Characteristics 3.1.1 Nominal length and width ­ Flat fibre cement sheets shall be available in nominal lengths up to 3000 mm and nominal widths up to 1220 mm.Sheets of greater nominal lengths and widths may be supplied as agreed between the manufacturer and the supplier. Note-- The nominal dimensions(width and length) may be creased by 20 to 30 mm (over size sheets) for application where the sheet is required to be cut by the user. 3.1.2 Thickness -- Flat fibre cement sheets shall normally be available in thickness from 3 to 9 mm. 3.1.3 Tolerances on dimensions --Tolerances on nominal dimensions shall be as follows-- a) On length and width (indicated by d) d d 1000 mm: ± 5 mm 1600 mm: ± 8 mm 1000 mm