Split (2)

train · 1.1k rows

file_name stringlengths 5 111	text stringlengths 316 425k
7834_5.pdf	( First Reprint FEBRUARY 1993 ) UDC 621’643’413’003’2 ( 676’74322 : 678’027’74 : 626’1) IS : 7834( Part 5 ) - 1987 Indian Standard SPECIFICATION FOR INJECTION MOULDED PVC SOCKET FITTINGS WITH SOLVENT CEMENT JOINTS FOR WATER SUPPLIES PART 5 SPECIFIC REQUIREMENTS FOR 45” TEES ( First Revision ) 1. Scope- This standard ( Part 5 ) lays down the requirements for manufacture, dim’ensions, tolerances and marking for 45” tees made of injection moulded PVC for water supplies. 2. Requirements 2.9 General -The general requirements for material, manufacture, methods of test, sampling and inspection shall conform to IS : 7834 ( Part 1 )-1987 ‘Specification for injection moulded PVC sockel fittings with solvent cement joints for water supplies: Part I General requirements ( first revision )‘. 2.2 Manufacture 2.2.1 A typical illustration of 45” tee is shown in Fig. 1. FIG. 1 45” TEE 2.2.2 Laying lengths - The laying lengths Z and Z, and the tolerance thereon shall comply with those given in Table 1 read with Fig, 1. 2.2.3 The inside diameter of the socket and the socket length shall comply with those given in IS : 7834 ( Part 1 I-1987. 3. Marking- Each tee titting shall be marked with the following information: a) Manufacturer’s name or indentification mark, and b) Size of the fitting and the appropriate class (working pressure) to which the pressure rating of the fitting corresponds. Adopted 25 November lW7 0 June 1988, BIS Gr 1 I I BUREAU OF INDIAN STANDARDS MANAK BHAVAN. 9 BAHADUR SkiAH ZAFAR MARG NEW DELHI 110002IS : 7814 ( Part 5 ) - 1987 3.1 Standard Marking - Details available with the Bureau of Indian Standards. TABLE 1 DIMENSIONS FOR LAYING LENGTHS OF 45” TEES ( Clause 2.2.2 and Fig. 1 ) 6120 45” Tees Laying Length mm r-- --A ----- Z Zl mm mm 16 - - 20 27 f 3 6+2 -1 26 33 + 3 7+2 -1 32 42 t j 3+ -2 1 40 61 + ’ 10 + 7 -3 60 63+-36 12 + : 66 79 2 ; 14 _+ f 76 94 t i 17 + 2 -1 QO 112 + l1 20 + 3 - 3 -1 110 137 + l3 24 + : - 4 126 167 + l6 27 + 3 - 4 -1 140 176 + l7 30 + 4 - 6 -1 16O 200 + 2o 35 + 4 - 6 -1 Noto - Higher sizes of fi elbow are not recommended by IS0 alsor EXP LANATORY NOTE The requirements of injection moulded PVC socket fittings are covered in eight parts. The other parts are as follows: Part 1 General requirements Part 2 Specific requirements for 45” elbows Part 9 Specific requirements for 90’ elbows Part 4 Specific requirements for 90” tees Part 6 Specific requirements for sockets Part 7 Specific requirements for unions Part 8 Specific requirements for caps This standard was first published in 1975. Sizes up to 160 mm were covered. Higher sizes for 45” elbow are not recommended by IS0 also. In the present revision, the dimensions for laying lengths for size 125 mm have been added. 2 Reprography Unit,BIS,New Delhi,India
9758.pdf	IS I 9758 - 1981 Indian Standard SPECIFICATION FOR FLUSH VALVES AND FITTINGS FOR WATER CLOSETS AND URINALS Sanitary Appliances and Water Fittings Sectional Committee, BDC 3 Chairman SEIRI V. D. DESAI ‘ Sheetala-Darshan ‘, Flat No. 42,4th Floor, 375 Lady Jamshedji Road, Mahim, Bombay 400016 Mtmbcrr Reprcstmting ADVISES Central Public Health & Environmental Engineering Organization ( Ministry of Workr & Housing ), Calcutta SERI B. B. RAW ( AItcrnate) SHRI M. K. BASU Central Glass & Ceramic Research Institute ( CSIR ), Calcutta SHRI K. D. BISWAS Indian Iron & Steel Co Ltd, Calcutta SHRI D. S. CEABHAL Directorate General of Technical Development, New Delhi SHRI T. RAMASUBRAMANIAN ( Alternate ) SHRI S. P. CHAKRABARTY Central Building Research Institute ( CSIR ), Roorkee SHRI S. K. SHABMA ( Alternate ) CHIEB ENQINEER Public Health Engineering Department, Govern- ment of Kerala, Trivandrum SHRI K. RAMACHANDRAN( Alternate ) CHIEF ENQINEER Tamil Nadu Water Supply & Drainage Board, Madras CHIEB ENGINEER U. P. Jal Nigam, Lucknow SUPERINTENDINGE NQINEER ( Alternate ) CHIEF ENQINEER ( WATER ) Municipal Corporation of Delhi DRAINAQE ENQINEER ( Alternate ) SHRI L. M. CHOUDHARY Public Health Engineering Department, Government of Haryana, Chandigarh SHRI I. CHANDRA ( Alternate ) ( Continued on Pale 2 ) @ Copyright 1981 INDIAN STANDARDS INSTITUTION This publication is protected under the Indian Copyright Act ( XIV of 1957 ) and reproduction in whole or in part by any means except wirh written permission of the publisher shall be deemed to be an infringement of copyright under the said Act.IS : 9758 - 1981 ( Continued from pugs 1 ) Members Representing CITY ENQINEER Bombay Municipal Corporation HYDRAULIC ENGINEER ( Allcrnntc ) SARI H. N. DALLAS Indian Institute of Architects, Bombay DIRECTOR Bombay Potteries & Tiles Ltd, Bombay SRRI A. M. KEMBEAVI ( Altsrnate ) &RI 8. R. N. GUPTA Engineer-in-Chief’s Branch, Army Headquarters, New Delhi SKRI K. V. KRISENAMIJRTHY ( Altcrnats ) SHXI S. R. KSHIRSAQAR National Environmental Engineering Research Institute ( CSIR ), Nagpur SERI R. C. REDDY ( Altcrnate ) SHRI K. LAKSHMINARAYANAN Hindustan Shipyard Ltd, Vishakhapatnam SHRI A. SHARIFF ( Alternate ) SHRI E. K. RAMAOHANDRAN National Test House, Calcutta SHRI S. K. BANERJEE ( Alternafe ) SHRI RANJIT SINGE Railway Board,, New Delhi DR A. V. R. RAO National Buildmgs Organization, New Delhi SHRI J. SENQUPTA ( Alternate ) SHRI P. JAOANATH R-40 E. I. D. - Parry Ltd, Madras SHRI M. MOOSA SULAIMAN ( Alternate ) SHRI R. I(. SoMANY Hindustan Sanitaryware & Industries Ltd, Bahadurgarh SURVEYOR OR WORKS ( NDZ ) Central Public Works Department, New Delhi SURVEYOR OF WORKS I ( NDZ ) ( Alternate ) SHRI T. N. UBovEJA Directorate General of Supplies & Disposals, New Delhi SHRI G. RAMAN, Director General, IS1 ( Ex-ojkio Member ) Director ( Civ Engg ) Secretaries SHRI K. K. SHARHA Deputy Director ( Civ Engg ), IS1 SHRI S. P. MAQGU Assistant Director ( Civ Engg ), IS1 Domestic and Municipal Water Fittings Subcommittee, BDC 3 : 2 Conuensr HYDRAULIC ENOINI~FX Bombay Municipal Corporation SHRI T. K. SANTOKE ( Alternate to Hydraulic Engineer ) SERI Y. R. AQQAIZWAL Goverdhan Das P. A., Calcutta SARI J. R. AQ~ARWAL ( Alternate ) CHIEF ENGINEER Bangalore Water Supply & Sewerage Board, Bangalore CHIEF ENQINEEB Tam$afr;p Water Supply & Drainage Board, CHIEF ENGINEER U. P. Jal Nigam, Lucknow STJ~ERINTENDINQE NGINEER ( Alttrnate ) ( Continued on pag6 9 ) 2IS:9758-1981 Indian Standard SPECIFICATION FOR FLUSH VALVES AND FITTINGS FOR WATER CLOSETS AND URINALS .O. FOREWORD 0.1 This Indian Standard was adopted by the Indian Standards Institution on 27 February 1981, after the draft finalized by the Sanitary Appliances and Water Fittings Sectional Committee had been approved by the Civil Engineering Division Council. 0.2 Flush valves are used for flushing of water closets, squatting pans and urinals by directly connecting to pressure water pipes. When flush valves are operated, they allow a limited quantity of water for flushing and slowly close automatically. They are normally fixed at one metre height from the flooring of washdown water closets and one metre height from foot rests in the case of squatting pans. This standard has been pre- pared with a view to laying down the nominal sizes, materials and performance requirements of flush valves. 0.3 For the purpose of deciding whether a particular requirement of this standard is complied with, the final value, observed or calculated, expressing the result of a test or analysis, shall be rounded off in accordance with IS : 2-1960’. The number of significant places retain- ed in the rounded off value should be the same as that of the specified value in this standard. 1. SCOPE 1.1 This standard covers requirements for flush valves, flush pipes and stop valves for water closet and urinals. 2. TERMINOLOGY 2.0 For the purpose of this standard the following definition shall apply. 2.1 Flush Valves - Flush valves are fittings which are directly connected to pressure water pipes. When they are operated, they allow a limited quantity of water through in order to flush water closets and urinals and slowly close automatically. lZules for rounding off numerical values ( rcviscd ). 3IS : 9758 - 1981 3. MATERIAL 3.1 Materials used for the manufacture of component parts of flush valve shall comply with the requirements given in ,Table 1. TABLE 1 MATERIALS FOR FLUSH VALVE, FLUSH PIPE AND STOP VALVE COMPONENT MATERIAL INDIAN STANDARDS z. (1) (2) (3) (4) i) Body of Aush valve a) Cast brass Grade 3 of IS : 292-1961f b) Die casting brass IS : 1264-19657 ii) Flush pipe a) Steel tubes seamless or Designation ‘ Light Duty ’ welded completely protcc- of IS : 1239 ( Part I )-I97911 ted, inside and outside, either by vitreous cnamell- ing ( stt IS : 3972-1968$ ) or hot dip galvanising ( scs IS : 2629- 19668 ) b) PVC IS : 4985-1981 ‘ Plumbing ‘1 c) High density polyethylene IS : 4984-1978* d) Lead IS : 401 ( Part I )-1977tt iii) Washers Rubber IS : 4346-1966$$ iv) Springs a) Phosphor bronze IS : 7608.1975@ b) Stainless steel IS : 4454 ( Part IV )-19741111 v) Stop valve Cast brass Grade 3 of IS : 292-1961* vi) Spindle of,stop valve, Extruded brass IS : 319-197471 lever or flush valve Specification for brass ingots and castings ( revised ). tBrass ingots for gravity die castings and brass gravity die castings ( including naval brass ) ( revised ). Methods of test for vitreous enamelware. $Recommendcd practice for hot-dip galvanising of iron and steel. 1lSpccification for mild steel tubes, tubulars and other wrought steel fittings: Part I Mild steel tubes (fourth reuision ). TSpccification for unplasticixcd PVC pipes for potable water supplies (Jirsl rcuisioa ). *Specification for high density polyethylene pipes for potable water supplies, sewage and industrial effluents ( rtcond revision ). t@pecification for lead pipes: Part I For other than chemical purposes ( stcsnd rtuision ). $$Spccification for washers for water taps for cold water services. @Specification for phosphor bronze wares ( for general engineering purposes ) . llI/Specitication for steel wires for cold formed springs: Part IV Stainless spring steel wire for ncxxnal corrosion resistance (_/?rst rtvision ). ~~Specification for free-cutting brass bars, rods and sections ( third revision ).IS I 9758 - 1981 4. NOMINAL SIZE 4.1 The nominal sizes of the flush valves shall be 15, 25 and 32 mm. Nominal size shall be the nominal bore of the supply pipe to which the valve is connected. 5. MANUFACTURE AND CONSTRUCTION 5.1 The flush valves of nominal sizes, 15, 25 and 32 mm shall have an outlet of 20, 32 and 40 mm outside diameter respectively and shall have threads conforming to IS : 2643 ( Part I )-1975. 5.2 The outlet of the flush valve shall be provided with a brass coupling nut, so that the flush valve may be connected to flushing pipes. 5.3 The flush valve shall be self-closing and non-concussive in action and shall be provided with a push button or lever for operation. 5.4 The stop valve having its principle of operation similar to that of a fancy stop valve shall be connected to the supply line. It shall be connected to the flush valve by a brass coupling. 5.5 Typical sketch of a flush valve is shown in Fig. 1. COVER-, \ \ .ATE FLOAT ,I INLET LWASHER VALVE BODY OUTLET PIPE FIG. 1 TYPICAL SKETCH OF A FLUSH VALVE Dimensionsf or pipe threads for fastening purposes: Part I Basic profile and dimensions. 5IS t 9758 - 1981 6. PERFORMANCE REQUIREMENTS 6.1 Discharge Capacity - Discharge capacities of flush valves and tolerances of the same shall be as under: 6.2 Discharge Rate - When tested according to the procedure described in IS : 774-1971 flush valves shall discharge at an average rate of 5 litres with a tolerance of plus 0’5 litre in 3 seconds and there shall be no appreciable change in the force of the flush during the period of discharge. 6.3 Working Pressure - It shall be capable of working under pressure of O-15 to 0.5 MPa and shall be capable of discharging the full capacity in a single operation. 7. TESTING 7.1 Hydraulic Pressure Test - The flush valve complete with its component parts shall withstand an internally applied hydraulic pressure of 2 MPa maintained for a period of 2 minutes during which it shall neither leak nor sweat. 7.2 Endurance Test - The endurance test shall consist of subjecting the valve to 5 000 operations. It shall then be checked for satisfactory operation without any leakage, clogging or failure of the spring or work- ing parts. 7.2.1 One sample of flush valve picked at random from every batch of 400 or ,part thereof shall be subjected to endurance test. The endurance test shall be carried out as a type test and shall be conducted whenever there are changes in the design, materials, manufacture and construction ( after having tested the selected random sample for conformity to 3, 5, 6.1 and 7.1 ). 8. FINISH 6.1 The outside of the body shall be polished bright and chromium plated which shall be of quality not less than service grade 3 of IS : 4827- 19687. The plating shall be capable of taking high polish which shall not easily tarnish or scale. For concealed work concealed parts need not be plated. Specification for flushing cisterns for water-closets and urinals ( valveless siphonic type ) ( thtrd rcairion ). tspeclfication for electroplated coatings of nickel and chromium on copper and copper alloys. 6IS t 9758 - 1981 9. SUPPLY CONDITIONS 9.1 The manufacturer shall supply service instructions for maintenance purposes. 10. SAMPLING AND CRITERIA FOR CONFORMITY 10.1 The sampling and criteria for conformity of a lot to the require- ments of this specification shall be as per Appendix A. 11. MARKING 11.1 Each flush valve and its component parts shall be clearly and permanently marked with the following: a) The manufacturer’s name or trade-mark, and b) Nominal size of the flush valve. 11.1.1 Each flush valve may also be marked with the IS1 Certification Mark. NOTE - The use of the IS1 Certification Mark is governed by the provisions of the Indian Standards Institution ( Certification Marks) Act and the Rules and Regu- lations made thereunder. The IS1 Mark on products covered by an Indian Standard conveys the assurance that they have been produced to comply with the requirements of that standard under a well-defined system of inspection, testing and quality control which is devised and supervised by IS1 and operated by the producer. IS1 marked products are also continuously checked by IS1 for conformity to that standard as a further safeguard. Details of conditions under which a licence for the use of the IS1 Certification Mark may be granted to manufacturers or processors, may be obtained from the Indian Standards Institution. APPENDIX A ( Clause 10.1 ) SAMPLING OF FLUSH VALVES FOR WATER CLOSETS AND URINALS A-l. SAMPLING A-l.1 Lot - In any consignment all the flush valves of the same nominal size, manufactured from similar materials under essentially uniform conditions of manufacture shall be grouped together to constitute a lot. A-1.1.1 Samples shall be selected and tested from each lot separately to determine their conformity or otherwise to the requirements of this standard. 7IS : 9758 - 1981 A-l.2 The number of flush valves to be selected from a lot for the sample shall depend upon the size of the lot and shall be in accordance with co1 1 and 2 of Table 2. TABLE 2 SCALE OF SAMPLING AND PERMISSIBLE NUMBER OF DEFECTIVES LOl! SIZE SAMPLESIZE PERMISSIBLEN o. (NO.OB VALVESTOBE OFDEFECTIVES SELECTEDFOR THE SAMPLE) (1) (2) (3) up to 100 5 0 101 ,) 150 8 0 151 ,, 300 13 1 301 ,, 500 20 2 501 ,) 1000 32 3 1 001 and above 50 5 A-1.3 The valves for the sample shall be selected at random from the lot and to ensure the randomness of selection, procedures given in IS : 4905- 1968 may be adopted. A-2. NUMBER OF TESTS A-2.1 All the valves selected in the sample shall be inspected for material ( see 3 ) and construction ( see 5 ) and tested for discharge rate ( see 6.1 ) and. hyd raulic pressure ( see 7.1 ). A-2.1.1 The valves failing to meet any one or more of the requirements tested for in A-2.1 shall be considered as defective. A-3. CRITERIA FOR CONFORMITY A-3.1 A lot shall be considered having satisfied the requirements of this standard only if the number of defectives found in the sample does not exceed the permissible number of defectives given in co1 3 of Table 2. Methods for random sampling.IS:9758-1981 (Continued from page 2 ) Members Representing CRIEP ENQINEER ( WATER ) Delhi Municipal Corporation SRRI S. A. SWAMY ( Alternate ) DIREOTOR Maharashtra Engineering Research Institute, Nasik RESEARCH OFFICER ( Aftcrnafs ) SERI B. R. N. &PTA Engineer-in-Chief’s Branch, Army Headquarters, New Delhi SHRI K. V. KRISHNAMURTHY ( Alfernafc ) SHRI M. K. JAIN Hind Trading & Manufacturing Co, Delhi SERI K. K. JAIN ( Alternate ) SHRI S. R. KSEIRSAQAR National Environmental Engineering Research Institute ( CSIR ), Nagpur SHRI B. V. S. GURUNATHRAO ( Altrrnatc ) SHRI G. A. LUHAR Bombay Metal & Alloys Mfg Co Pvt Ltd. Bombay SHRI K. RAMAOHANDRAN Public Health Engineering Dapartment, Government of Kerala, Trivandrum SXRI RANJIT SINQH Railway Board, New Delhi SHRI K. K. SEHQAL Leader Engineering Works, Jullundur City SERI 0. P. WADHWA ( Alternate ) &RI R. K. SOMANY Hindustan Sanitaryware Industries Ltd, Bahadurgarh SHRI V. S. B~ATT ( A[&naf6 ) SRRI T. N. UBOV~JA Directorate General of Supplies & Disposals, New Delhi 9ltNTERNATIONAL SYSTEM OF UNITS ( SI UNITS ) Base units QUANTITY lJNI2 SYMBOL Length metre m lK881 kilogram kg Time second 1 Electric current ampere A Thermodynamic kelvin K temperature Luminour intensity candela cd Amount of substance mole mol Supplementary Unita QUA?lTITY UNIT SYMBOL Plane angle radian tad Solid angle tteradian lr Dewived Units QUAXTW UNIZ SYMBOL Force newton N 1 N 0 1 kg.m/rra Energy joule J 1 J - 1 N,m Power watt W 1 W - 1 J/I FllU webcr Wb 1 Wb - 1 V.r Flm density terla T 1 T 51 I Wb/m Frequency hertz HS 1 Hz = 1 c/s (a-‘) Electric conductance siemens S 1 SelA/V Blectramotive force volt V 1 V 6 1 W/A PrcIBure, tress plWd Pa 1 Pa - 1 N/m’AMENDMENT NO.1 OCTOBER 1988 TO X:97$8-1981 SPECIFICATION FOR FLUSH VALVES AND FITTINGS FOR WATER CLOSETS AND URINALS 1P:a ge 4, T&h 1, SZ No. (i), co2 430 Substitute 'Grade LCB2 of IS:292-1983' for 'Grade 3 of IS:292- for 1962' and 'IS:1264-198lt' 'IS:126401965t'. c Page 4, Table 1, St No.(v), cot 3 and 4_7- Substitute the following #or the existing matter: 'a) Cast brass Grade LCB2 of IS:292-1983s b) Die casting brass IS:1264-1981" (Page 4, Table 3, foot-notisw ith '* and ‘ig marks) - Substitute the following for the existing foot-notes: Specificati on for leaded brass ingots and castings (second m&&on). .-tSpecificatiofno r brPass gravity die castings ingots and castings (second mVision). @DC 3) Reprography Unit, BIS, N.ewD elhi, IndiaAMENDMENT NO. 2 SEPTEMBER 1990 TO IS 9758 : 1981 SPECIFICATION FOR FLUSH VALVES AND FITTINGS FOR WATER CLOSETS AND URINALS [ pflLce4 , Table 1. Sf NO. ( ii ) ( b ). co1 4 I - Substitute the followh?i for the existing matter: ‘IS 4985 : 1988 ‘Plumbing~’ [ Page 4, Table 1, SZ No. ( ii ) (c) co1 4 ] - Substitute the following for the existing matter: ‘IS 4984 : 1987’ [ Page 4, Table 1, SI No. ( iii ), co1 4 ] - Substitute the following for the existing matter: IS 4346 : 1982$$’ [ Page 4, Table 1, SI No. ( iv ) , co1 4 ] - Substitute the following for the existing matter: ‘IS 7608 : 198759 IS 4454 ( Part 4 ) : 1975M’ ( Page 4, Table 1, foot-notes marked with ‘I’, ‘‘, ‘$$’ and ‘§§’- Subs- titute the following for the existing foot-notes: ‘ljUnplasticized PVC pipes for potable water supply ( second revision ). High density polyethylene pipes for potable water supplies, sewage and industrial effluents ( third revision ). f$Washers for water taps for cold water services (first revision ). §ZPhosphor bronze wires for general engineering purposes (first revlrlorr 1.’ [ Page 6, clause 6.2, line 2 ] - Substitute ‘IS 774 : 1984’ for ‘IS : 774- 1971.. [ Page 6, clause 8.1 lines 2 and 3 ] - Substitute ‘IS 4827 : 1983t’ Jar ‘IS : 4827-19681’. [ Page 6, foot-notes ] - Substitute the following for the existing foot-notes: ‘*Flushing cistern for water closets and urinals (other than plastic cisterns) ( fourrlr revision ). tElectroplated coatings of nickel and chromium on copper and copper alloys (first revision ).’ (CED3) Printed at Printwell Printers, Delhi, India
10299.pdf	ts : 16299- 1982 Indian Standard SPECIFICATION FOR CAST IRON SADDLE PIECES FOR SERVICE CONNECTION FROM ASBESTOS CEMENT PRESSURE PIPES Cast Iron and Malleable Cast Iron Sectional Committee, SMDC 9 Chairman Represen fing Sanr B. G. SABTW Ductron Castings Ltd, Hyderabad MeI7lbCrS SHIU M. S. DALVI ( Alternafe to Shri B. G. Sastry ) SHIU A. M. BISWAS National Test House, Calcutta SHRI K. L. BARUI( Alternate) SHRI S. CHANDRA Indian Register of Shipping, Bombay SHRIH . K. TANEJA( Alternate) CHEMISTA NDM ETALLURGIST Ministry of Railways EASTERNR AILWAYJ, AMALPUR SHRIP . JAISWAL Electrosteel Castings Ltd, Calcutta SHRI S. B. SENGUPTA( Alternate ) SHRZK . S. LAL Indian Iron and Steel Co Ltd, Calcutta SHRI M. K. GHOSH( Alternate ) SHRI P. K. MUKHERJEE New Standard Engineering Co Ltd, Bombay SHRI R. N. MVKHERJEE Steel Authority of India Ltd, Bokaro Steel Plant, Bokaro Steel City SHR~A . K. AWA~TH~( Alkrnak) DR P. S. PATTIHAL Tata Engineering & Locomotive Co Ltd Jamshedpur SHRI U. M. NADGAR ( Alternate ) “D”,“LK~~~R AMAKRISHNAN Ennorc Foundries Ltd, Madras Steel Authority of India Ltd, R & D Centre for Iron and Steel, Ranchi SHR~C , P. RAMAYURTHY Shah Malleable Gastings Ltd, Bombay SHRI T. R. MOHANR AO Directorate General of Technical Development, NCW Delhi SHRI U. SEN ( Alternafe ) SHRI R. N. SAHA Directorate General of Supplies k Disposals ( Inspas* tion Wing’), New Delhi Swrr T, N, UBOVEJA ( Altemafe) ( Continuedo tl page 2 ) *a:: Bp Copyrtghr 1983 ‘. -; ; : MDIAN STANDARDS INS’lTRJ+I#N This publication is protected under the Indian Coivridu Act (XIV of 1957) md reproduction in whole or in part by an means except with writton permission of the Dublirhor shall bo deemed to be an inI r ingem8nt of copy&3ht under tho said Act."I S :10299.1982 ( Continued from pale 1) MImbsrs tzcprrzmtin& SHRI SANJIT SEN Hindustan Machine Tools Ltd, Bangalore SHR~H . S. RAYACEIANDRA (Ahmarc I ) SHRr p. RAMA &%XdAD ( ( &b78at# 11) SHRI: A. SHANTHARAM ( Al&mate III ) SHRXJ . I$. SHARMA Heavy Engineering Corporation Ltd, Ranchi !QIR~ T. N. TANDON ( Altmufe ) SHRI P. J. SHENOY Kesoram Spun Pipes & Foundries, Calcutta SHR~ S. C. NARS.~R~A ( Altemte) SHRI M. P. SlNQH Ministry of Defence ( DGOF ) SHRI R. K. SINHA Fertiliacr Qorporation of India Ltd, Sindri SHRI D. SRINIVASAN Jolr~t Plant Committee, Calcutta SHRr B. P. GHOSH( Alhrnafr ) SEW S. TH~AOHARAJAN Southern Alloy Foundries Pvt Ltd, Madras SHRI A. THANCJAVBLIJ ( Alfrrnalr ) DR S, K. TIWARY National Metallurgical Laboratory ( CSIR ), Jamrhedpur SHRI V. N. UPADHAYA Federation of Engineering Industries of India, New Delhi SHRI R. K. KEJR~WAL( Alfcrnalr ) DR 0. VENRATARAMAN Bharat Heavy Electricals Ltd, Secunderabad SHRI A. K. M~TI-AL ( Alhrnair ) SHRI C. R. RAMA RAO, Director General, IS1 ( Ex-oj’icio Member) Director (Strut & Met ) Secrrlary Snax V. K. JAIN Deputy Director (Metals ), IS1 Panel for Cast Iron Special Steel for Asbestos Cement Pressure Pipes, SMDC 9/P-5 Concrncr 3~~1 U. PATTABHI Hyderabad Asbestos Cement Products, Ltd, Hyderabad Members SHR~ K. H. GANOWAL Hyderabad Asbestos Cement Products, Ltd, Hyderabad SHR~ R. K. GUPW Hyderabad Iron & Steel Works Ltd, Hyderabad SHRI G. D. MUNDHRA Bikaner Engineering Works, Jaipur SHRI A. N. PALCHOWDHURY Khan, Palchaudhury & Co Pvt Ltd, Calcutta SHRI J. N. ROY Indian Irod 8s Steel Co Ltd, Ku!ti &i&tt U. N, SOMANI Shree Digvijay Cement Co Ltd, Ahmadabad ’ / _ ._. _. . .._ , “. _,,. __ j__ I , i ,,’ ,’ 2:. : .‘.I. _ I_, .( : _. .__. .. .-,, . . _ _.^..._ .- .._ _..._.____. _~-.,._ __ .._.__ -.-.F-w.IS : 10299 - 1982 Indian Standard SPECIFICATION FOR CAST IRON SADDLE PIECES FOR SERVICE CONNECTION FROM ASBEST6S CEMENT PRESSURE PIPES 0. FOREWORD 0.1 This Indian Standard was adopted by the Indian Standards Institution on 30 September 1982, after the draft finalized by the Cast Iron & Mallea- ble Cast Iron Sectional Committee had been approved by the Structural and Metals Division Council. 0.2 This standard has been prepared with a view to help both the manufac- turers and users with regard to the various requirements of saddle pieces for service connection from asbestos cement pressure pipes. 0.3 It has been felt desirable to specify only the essential dimensions required for proper functioning and interchangeability. 0.4 Connection to consumers from asbestos cement water mains can easily and quickly be provided by means of a cast iron saddle piece assembly on the pipe. Each assembly consists of two cast iron straps, two rubber gaskets and two bolts and nuts. The top strap with the boss is called saddle and the lower one is called strap. The boss of the saddle is drilled and tapped to the required size. 0.5 For the purpose of deciding whether a particular requirement of this standard is complied with, the final value, observed or calculated, expressing the result of a test or analysis, shall be rounded- off in accordance with IS : 2-1960. The number of significant places retained in the rounded off value should be the same as that of the specified value in this standard, 1. SCOPE 1.1 This standard covers the requirements for cast iron saddle piece for service connection from asbestos cement pressure pipes conforming to IS : 1592-19707. Rules for rounding off numerical values ( rrvircd ) . tSpecifiction for asbestos cement pressure pipes (jirsf rsush’on), 31s : low - 1982 2. SUPPLY OF MATERIAL 2.1 The genera1 requirements relating to the supply of saddle piece shall be as laid down in IS : 1387-1967. 3. MANUFACTURE 3.1 The metal used for the manufacture of saddle and the strap shall be of quality not less than that specified in IS : 210-1978t Grade FG 150. 3.2 Both the cast iron parts of saddle piece, that is saddle and the strap shall be stripped with all precautions necessary to avoid warping or shrinking defects. They shall be free from defects, other than any unavoidable surface imperfections which results from the method of manufacture and which do not affect the use of saddle pieces. By agreement between the purchaser and the manufacturer, minor defects may be rectified. 3.3 The cast iron parts shall be such that they could be cut, drilled or machined. In case of any dispute, the castings may be accepted provided the hardness measured on the external unmachined surface does not exceed 215 HB. 4. MECHANICAL TESTS 4.0 Mechanical tests shall be carried out during manufacture and at the most twice per day of castings. The results obtained are taken to represent all the saddle pieces of all sizes made during the day. 4.1 Tensile Test - Two tensile tests shall be made on bars cast from the same metal in accordance with the method specified in Appendix A. The results of the tests shall show a minimum tensile strength of 150 MPa ( 15 kgf/mm2 ). 4.2 Brine11 Hardness Tests -For checking the Brine11 hardness specified in 3.3, Brine11 hardness tests shall be carried out on the test bars used for the tests in 4 1. The test shall be carried out by applying either a load of 3 000 kg to a ball of 10 mm diameter for 15 seconds, or a load of 750 kg to a ball of 5 mm diameter for 10 seconds. 4.3 Retest - If any test piece representing a lot fails to pass the test in the first instance, two additional tests shall be made on test pieces made from the same metal used from the same lot. Should either of these additional test pieces fail to pass the test, the lot shall be deemed as not complying with the standard. Specification for general requirements for the supply of metalhw~cal material8 (Jirr# wvision). +Specification for grcy iron cadngs ( thirdwvinh). 4IS:1029!3-1982 5. DIMENSIONS 5.1 The dimensions of saddle piece shall be as given in Table 1 read with Fig 1. 5.2 Actual size of tapping required may be specified by the purchaser at the time of enquiry and order. TABLE 1 DIMENSIONS FOR StiDLE PIECES All dimensions in mm, NOMINAL THKJKNESOSF WIDTH OF Bos Boss DIANWER SADDLE OR !hDDLE OR DlAUklaR THICKNESS E? MAu OF PIPB STRAP STRAP @NJ 0) @I (4 01) MUX K8 (1) (21 (3 (41 csa (8) (71 80 11 38 60 13 25 1.7 108 il 42 65 13 2.5 2.0 125 11 45 75 13 25 2.5 150 12 45 75 14 37 3.0 200 12 45 85 14 37 3.9 NOTE- Mars given is for one act of undrilled saddle piccca excluding gabets, bolu and nuts. 6. TOLERANCES 6.1 The tolerances on the various dimensions shall be as follows: Dimensions Tolerances mm Cored holes and other zt2 dimensions Drilled holes f 1.5 7. MASS 7.1 The values for the mass of the C.I. parts shall be calculated by taking the density of the cast iron as 715 kg/dms. 7.2 Tolerances on the mass of saddle piece ( excluding rubber gasket and bolts ) ( see Table 1) shall be - 5 percent. NW - No limit for plus tolerance is spccilicd. 5WIDTH OF STRAP OR SADDLE . ,BOr;B blA-( d.) ‘, .- 3mm RUBBER GASKET D STEEL HEX. BOLT ND NUT (12mm Dir) 1. MS. Bolts and Nuts to IS : 1363 - 1967. . 2. Rubber Gasket to IS: 5382 - 1969. 3. Radius ‘R’ to suit the external dia. of respective cla.wu of pipe. FIG. 1 SADDLE PIECEF OR SERVICCEO NNECTIOFNR OMA SBESTOS CEMENT PRESSUREP IPES 8. COATING 8.0 After inspection, the saddle and the strap shall be coated as specified in 8.1 to 8.5. 8.1 Coating shall not be applied to any part unless its surface is clean, dry aad freo from rust. 63si10299~m2 8.2 Except when otherwise a@%ti zi> .betwe$n ‘the purchaser and the manu- facturer, all cast iron parts shall be coated externally and internally with the same material, the parts! being -preheated prior to total immersion in a bath containing a uniformly heated composition having a tar or other suitable base. 8.2.1A lternatively, .the coating .on the cast iron parts .may_.be.d one by c&d .dipping process,-if tigreed at the time’of enquiry and order; _ 8.3 The coating material shall set rapidly with good adherence and shall notscale~o~.’ _, .-. S$t’ iti’ di instances where the coating material has a tar or similar b&,[‘it shall’.bb’smcoth and tenacious and hard ,enough not to .fiow ‘when ‘exposed to a temperature of 77°C but not so brittle at dteniperature of 0°C as to chip off when scribed lightly,.with a penknife. . 8.5 In case of parts ,( wholly or partially coated ) which are imperfectly coated or where the coating does not set or conform to the quality specified above, the coating shall be removed and the parts re-coated. 9. SAMPLING I 9.1 The requirements for sampling and criteria for conformity shall be as given in Appendix B. .. . :., ., 10. MARKING : 10.1 The saddle.and the’ strap shall have cast, stamped ar indelibly painted on it the following appropriate marks: a) Manufacturer’s name, initials or identihcation mark; b) The nominal’ diameter_; .I I, : -;_ c) Class reference; and d) Last two digits of.the’ year of manufacture;. --- 10.1.1 Any other mark may be painted onas required by the purchaser. 10.1.2 The material may a!so:be~~arked.with.~he IS1 Certification Mark. NOTE - The use of the ISI ~.ertification Mark is govern,ed by the provisiona of the Indian Standards In&u&& ( C%&%ation Marks ) hot-and the Rules and Regulations made thereunder. The IS1 Mark on products covered by an Indian Standard conveys the assurance that they have been produced to comply with the requirementsof that standard under a well-defined system of inspection, testin and quality control which t dtvistd and supervised by ISI and operated by the pro du cer. 131 marked products are also continuously checked by IS1 for conformity to that standard as a further safeguard, Details of conditions under which a licence for the use of the ISI Certification Mark may bt granted to manufacturers or processors, may be obtained from the Indian Standards Institution. V!JAPPEND’IH A ( Clause 4.1 ) MECHANICAL TESTS A-l. TESTS ON BARS FOR CAST IRON SADDLE PIECE PA&l’s CAST IN SAND MOULDS A-l.1 The tensile tests bars are properly moulded free from defects and aIp either unmachined, or machined to give a diameter of about 20 to 25 mm. The ends are selected by the manufacturer to fit the testing machine. Fig. 2 shows one satisfactory design. - All dimensions in millimetroa. FtC3. 2 Tmsm TRSTS PECM?.Nl.s:llm9-ma APPENDIX B ( Clause 9.1 ) SAMPLING OF CAST IRON SADDLE PIECES B-l. LOT B-l.1 In any consignment, all the straps manufactured under similar conditions shall be grouped together to constitute a lot, B-1.1.1 Samples shall be taken and tested from each lot for ascertaining the conformity of the lot. B-2. SCALE OF SAMPLING B-2.1 The number of straps to be sampled shall be according to co1 1 and 2 of Table 2. These fittings shall be taken at random (see IS : 490%1968* ). TABLE 2 SCALE OF SAMLING AND PERMISSIBLE NUMBER OF DEFECTIVES LOT fiUli SAMPLE Srzs hnbf~rsl~w~ No. OF DZFECTW~ 09 (4 (4 (11 (2) (3) up to 500 8 0 501 ,t 1000 13 1 1001 ,) 3 000 20 2 3001 ,, 10000 32 3 10 001 and above 50. 5 B-3. NUMBER OF TESTS AND CRITERIA FOR CONFORMITY B-3.1 The straps selected according to co1 1 and 2 shall be tested for dimensions, tolerances, and coating tests. A strap failing to meet the requirement of any of the tests, shall be called a defective strap. B-3.1.1 If the number of defectives foundin a lot is less than or equal to the corresponding number of permissible number of defectives, the lot shall be considered as conforming to the requirements of the standard otherwise not, *Method for random sampling. 9INDIAN STANDARDS ON CAST IRON AND MALLEABLE CAST IRON IS : 210-1970 Grey iron castings ( sucotzdrsvision) 1230-1978 Cast iron rain-water pipes and fittings (second revision ) 1536-1976 Centrifugally cast (spun) iron pressure pipes for water, gas and sewage ( second revision ) 1537-1976 Vertically cast iron pressure pipes for water, gas and sewage (Jrsr revision) 1538 (Parts I to XX111 )-1976 Cast iron fittings for pressure pipes for water, gas and sewage ( second revision) 1729-1964 Sand cast iron spigot and socket soil, waste and ventilating pipes, fittings and accessories 1865-1974 Iron castings with spheroidal or nodular graphite (second revision) 1879 t Parts I to X l-1975 Malleable cast iron DiDe fittings f first ruvirion J 2107-i977 Whiteh;art malleable iron castings $st rcvi&n j 2108-1977 Blackheart malleable iron castings (Jrst revirion) 2640-1977 Pearlitic malleable iron castings (Jirst revision) 2749-1974 Austenitic iron castings (Jirst revision ) 3005- 1964 Grey cast iron ingot moulds, stools and slag ladles 3355-1974 Grey iron castings for elevated temperatures for non-pressure containing parts (/irst revision ) 3486-1966 Cast iron spigot and socket drain pipes 3516-1966 Cast iron pipe flanges and flanged fittings, Class 9, for petroleum industry 3896-1966 Comparison of Indian and overseas standards, for iron castings 3989-1970 Centrifugally-cast ( spun ) iron spigot and socket soil, waste and ventilating pipes, fittings and accessories (firrt rrvisio)n 4771-1972 _Abr?si?n-resistant iron casti.n g. . (&t.rcvisio_n) . . 5519-1969 Deviations for untoleranced dlmenslons ot grey Iron castmgs 5531 ( Parts I to III)-1977 Cast iron specials for asbestos cement pressure pipes (Jirst revision ) 5787-1970 Spheroidal or nodular graphite iron castings for paper mill dryer rolls 5788-1970 Iron castings with spheroidal or nodular graphite for pressure-containing parts for use at elevated temperatures 5789-1970 Austenitic spheroidal iron castings for pressure-containing parts suitable for low temperature service 6163-1978 Centrifugally cast ( spun ) iron low pressure pipes for water, gas and sewage (Jrst revision ) 6331-1971 Automotive grey iron castings 6418-1971 Cast iron and malleable cast irpn flanges>for general engineering purposes 6629-1972 Cast iron rolls 7181-1974 Horizontally cast iron double flanged pipes for water, gas and sewage 7520-1974 Corrosion-resistant high silicon iron castings 7925- 1976 Low alloy types of abrasion resistant iron castings 8329-1977 Centrifugally cast ( spun) ductile iron pressure pipes for water, gas and sewage 8349-1977 Deviations for untoleranced dimensions of malleable iron castings 8350-1977 Deviations for untoleranced dimensions of spheroidal or nodular graphite iron castings 8794-1978 Cast iron detachable joints for use with asbestos cement pressure pipes 9523- 1980 Ductile iron fittings for pressure pipes for water, gas and sewage
1643.pdf	IS :1643 - 1988 Indian Standard CODE OF PRACTICE FOR FIRE SAFETY OF BUILDINGS (GENERAL): EXPOSURE HAZARD ( First Revision ) First Reprit OCTOBER 1998 UDC 699’81 : 72’011’2 BUREAU OF INDIAN STANDARDS MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG NEW DELHI 110002 GT3 September 1988 --_IS : 1643 - 1988 Indian Standard CODE OFPRACTICEFOR FIRESAFETY OFBUILDINGS(GENERAL): EXPOSUREHAZARD ( First Revision ) 0, FOREWORD 0.1 This IndianS tandard ( First Revision ) was Canada. This revision includes the values in adopted by the Bureau of Indian Standards on K'eSpeCOtf floor area ratio, and open space accord- 2 May 1988, after the draft finalized by the Fire ing to norms adopted by these countries. Safety Sectional Committee had been approved by the Civil Engineering Division CkUnCil. o-3 For the purpose of deciding whether a particular requirement of this standard is 0.2 A series of Indian Standards covering the fire complied with, the final value, observed or cal- safety of buildings in general, principles of fire culated, expressing the result of a test or analysis, grading, details of construction, exit requirements shall be rounded off in accordance with IS : 2- and exposure hazard, have been formulated. This 1960. The number of significant places retained Indian Standard, covering the last aspect, was in the rounded off value should be the same as. first formulated in 1960. In the past 25 years, that of the specified value in this standard. useful data has become available based on studies conducted in countries such as USA, UK and Rules for rounding off numerical values ( revised 1. 1. SCOPE between the buildings and size of the buildinps influence the severity of exposure hazard. 1.1 This standard covers requirements regarding spacing of buildings to provide adequate safety 3. MAXIMUM HEIGHT against exposure hazard. 3.1 Every building should be restricted in its 2. GENERAL height above the ground level and the number of storeys, depending upon its occupancy and the 2.1 The construction and spacing of buildings with due regard to their classification ( see type of construction. The maximum permissible height for any combination of occupancy and IS : 1641-1988* ) are the major factors to be types of construction should necessarily be related considered which otherwise may lead to a serious conflagration intensely built-up areas. Thus to the width of street fronting the building or. floor area ratio ( see 4 ). exposure hazard expressed the danger or risk of spread of fire through the open air in a building on fire to another building situated in the vicinity. 4. FLOOR AREA RATIO 2.2 The precautions taken by keeping proper 4.1 The comparative floor area ratios for diffe- spacing of the building prevent spread of fire by rent occupancies and types of construction are direct contact of flames and hot gases emitted given in Table 1. from the burning building or by radiated heat and flying brands. 4.2 Each portion of a building, which is sepa- rated by one or more continuous fire resisting 2.3 The factors like type of construction ( see walls, having a fire resistance of not less than 4 h, 1s : 1642-1988t ) based on occupancy distance extending from the foundation to 1 m above the roof at all points, may be considered to be a Cede of practice for fire safety of buildings ( general ): separate building for the calculation of maximum General principles of fire grading and classification (first permissible height and floor area, provided open- revision ). +Code of practice for fire safety of buildings ( general ): ings, if any, in the separating wall, are also, Details of construction (first revision 1. protected by fire assemblies of 4 h. 11S:1643- 1988 open space or an open verandah open to such TABLE 1 COMPARATIVE FLOOR AREA RATIOS FOR interior or exterior open space. OCCUPANCIES FACING ONE PUBLIC STREET OF 5.1.1 The open space inside and around a AT LEAST 9 m WIDTH building have essentially to cater for the lighting ( Clause 4,1 ) and ventilation requirements of the rooms abutt- FLOOR AREA RATIO’s ing such o+en spaces, and in the case of build- TYPE OF CONSTRUCTION ings abutting on streets in the front, rear or sides, r--_--h---_-~ the open spaces provided should be sufficient for Type1 Type2 Type3 Type4 the future widening of such streets. Residential UL 2’0 1’4 1-o Educational UL 2-o 1’4 1’0 5.2 Open Spaces Separate for Each Building Institutional UL 1’5 1.0 0’8 of Wing - The open spaces should be separate Assembly UL 1.0 0’7 0’5 or distinct for each buildiag and where a build- Business UL 2.9 2’3 1.6 ing has two or more wings, each wing should Mercantile 8-O 1=8 1.4 1-o have separate or distinct open spaces for the Industrial 7.5 1.9 1’6 1’3 purposes of lighting and ventilation of the Storage ( see Note 4) 6.0 l-5 1.3 1-o wings. Hazardous ( see Note 4 ) 2.8 1-l 0’9 NP However, separation between accessory and UL - Unlimited, main buildings more than 7 m in height should NP - Not permitted. not be less than 1’ 5 m ; for buildings up to 7 m NOTE 1 -The FAR/values given in this table are in height, no such separation shall be required. subject to overall restrictions on the heights of buildings in the case of educational, institutional, assembly, 5.3 Residential Buildings storage and hazardous occupancies is specified in co1 3 of Table 2. 5.3.1 Exterior Open Space NOTE 2 - This table has been prepared, taking into account the combustible content in the different occu- 5.3.1.1 Front open spaces pancies as well as the fire resistance offered by the type of construction. a) Every building fronting a street should have a front space, forming an integral NOTE 3 - This table should be modified by the authority, taking into account the other aspects as part of the site as below: given below: a) Density in terms of dwelling units per hectare; Sf. Front Open Space Width of Street b) Traffic considerations; No. Min Fronting the Plot c) Parking spaces: m d) Local fire fighting facilities; and i) 1% up to 7’5+ e) Water supply, drainage and sanitation require- men ts. ii) 3’0 7.5 to 18 NOTE 4 -The FAR values specified in this table iii) 4’5 18 to 30 may be increased 20 percent for the following services: iv) 6’0 Above 30 a) A basement or cellar; space under a building NOTE - In case a building abuts two or more streets constructed on stilts and used as a king space the value of open spaces is to be based on the average and air-conditioning plant room us eaaars accessory width of streets, of 1.8 m for cases (ii), (iii) and (iv). to the principal use; b) Watchman’s booth, pumphouse, garbage shaft, b) For streets less than 7’5 m in width, the electric cabin or substation and oth,er utility struc- distance of the building ( building line ) tures meant for the services of the building under should be at least 5 m from the centre consideration; line of the street ( see 4.3.5 ). c) Projections and accessory buildings as specifically exempted under the code; and NOTE - This limiting distance has to be determined by the authority for individual road/street widths . 4 Staircase room and lift rooms above the topmost taking into account the traffic flow. storey; architectural features; and chimneys and elevated tanks of dimensions as permissible under 5.3.1.2 Rear open space the code; the area of the lift shaft shall be taken only on one floor. a) Every residential building should have NOTE 5 - In so far as single storey storage and a rear open space, forming an integral hazardous occupancies are concerned, they would be part of the site, of an average width of further governed by volume to plot area ratio ( VPR ) 3 m and at no place measuring less than to be decided by the authority. 1’8 m, except that in the case of a back- to-back-site, the width of the rear open .5. OPEN SPACES space should be 3 m throughout. Subject to the condition of free ventilation, 5.1 General - Every room intended for human habitation should have an interior or exterior For buildings up to a maximum height of 7 m. 2IS : 1643- 1988 .. . I ..^. . . . the open space lett up to halt the width of the plot should also be taken into TABLE 2 SIDE AND REAR OPEN SPACES FOR account for calculating the average width DIFFERENT HEIGHTS OF BUILDINGS of the rear open space. For plots of ( Clause 5.3.3.1 ) depth less than 9 m, for buildings up to 7 m in height, the rear open space may Sr. No. HEIURT OF &DE AND REAP. OPEN BCILDIXW SPACES TOBE LEFT be reduced to 1’5 m. AROUNDBCILDINQ (1) (2) (3) b) Rear open space to extend throughout the m m rear wall - The rear open space should i) 10 3 be co-extensive with the entire face of the ii) 15 5 rear wall. If a building abuts on two or iii) 18 6 more streets, such rear open space should iv) 21 7 be provided throughout the face of the v) 24 8 rear wall. Such rear wall should be the vi) 27 9 wall on the opposite side of the face of vii) 30 10 the building abutting on the wider street, viii) 35 11 unless the authority directs otherwise. ix) 40 12 x) 45 13 5.3.1.3 Side open space xi) 50 14 a> E very semi-detached and detached build- xii) 53 and above 16 ing should have a permanently open air NOTE 1 - For buildings above 24 m in height, there space, forming an integral part of the should be a minimum front open space of 6 m. site as below: NOTE 2 -Where rooms do not derive light and venti- lation from the exterior open space, the width of such 1) For detached buildings, there should exterior open space as given in co1 3 may be reduced by be a minimum side open space of 3 m 1 m subject to a minimum of 3 m and a maximum of 8 m. No further projections shall be permitted. on both the sides. NOTE 3 -If the length or depth of the building NOTE - For detached residential buildings up to exceeds 40 m. add to co1 3 ten percent of length or 7 m in height on plots with a frontage less than 12 m, depth of building minus 4.0 m. one of the side open spaces may be reduced to 1.5 m. 2) For semi-detached buildings, there 5.3.3.2 For tower-like structures, as an alter-. should be a minimum side open space native to 5.3.3.1, open spaces should be as below: of 3 m on one side. a) Up to a height of 24 m, with one set-back, the open spaces at the ground level, should NOTE -For semi-detached buildings up to 7 m in be not less than 6 m; height on plots with a frontage less than 9 m, the side .open space may be reduced to 1’5 m. b) For heights between 24 and 37’5.m with one set-back, the open spaces at the ground 3) For row-type buildings, no side open level should not be less than 9 m; is required. c) For heights above 37’5 m with two ‘set- b) In the case of semi-detached buildings, the backs, the open spaces at the ground level open spaces provided on one side should should not be less than 12 m; and be as in (a) and all habitable rooms d) The deficiency in the open spaces should should abut either on this side open be made good to satisfy 5.3.3.1 through space or front and rear open spaces or an the set-backs at the upper levels ; these interior open space. set-backs should not be accessible from individual rooms/flats at these levels. 5.3.2 The provisions of 5.3.1.2 and 5.3.1.3 are not applicable to parking lock-up garages up to 5.3.4 The front open space would govern the 3 m in height located at a distance of 7’5 m in height of the building. any street line or front boundary of the plot. 5.3.5 Interior Open Spaces 5.3.3 The open spaces mentioned in 5.3.1.1 to 5.3.1.3 should be for residential buildings up a) Znner courtyard - In case the whole of to a height of 10 m. one side of every room excepting bath, WC and store room is not abutting on either the front, rear or side(s) open spaces 5.3.3.1 For buildings of height above 10 m, it should abut on an inner courtyard where the open spaces ( side and rear ) should be as minimum width should be 3 m. given in Table 2. 3IS : 1643 - 1988 Further, the inner courtyard should have more than one building belonging to the same an area, throughout its height of not less owner, the width of such open air space should than the square of one-fifth the height of be the one specified for the tallest building as the highest wall abutting the courtyard. specified in 5.3.3 abutting on such open air Provided that when any room ( excluding space. staircase bay, bathroom and water-closet ) is dependent for its light and ventilation 5.3.6.2 If such interior or exterior open air on an inner courtyard, the dimension space is jointly owned’by more than one person, should be such as is required for each wing its width should also be as specified in 5.3, pro- of the building. vided every such person agrees to allow his portion of such joint open air space to be used Where only water-closet and bathroom for the benefit of every building abutting on such are abutting on the interior courtyard joint open air space and provided he sends such the size of the interior courtyard should be written consent to the authority for record. Such in line with the provision for ventilation common open air space should thenceforth be shaft as given in 5.3.5 (b). treated as a permanently open air space required b) Ventilation shaft - For ventilating spaces for the purposes of the Code. No boundary for water-closets and bathrooms, if not wall between such joint open air space should opening on to front, side, rear and interior be erected or raised to a height of more than open spaces, these should open on to the 2’0 m. ventilation shaft, the size of which should not be less than the values given below: 5.4 Other Occupancies Height of Size of Venti- Minimum Size 54.1 Open spaces for other occupancies should Building lation Shaft of Shaft be as below: ,rn me a) Educational buildings - Except for nursery up to 10 1’2 0; schools, the open spaces around the build- 12 2.8 1.2 ing should be not less than 6 m; 18 4’0 1’5 b) Institutional buildings - The open space 24 5’4 1’8 at front should not be less than 12 m and 30 8’0 2’4 the other open spaces around the building Above 30 9’0 3’0 should be not less than 6 m; NOTE1 -For buildings of height above 30 m, a mechanical ventilation system should be installed c) Assembly building - The open space at besides the provision of minimum ventilation shaft. front should be not less than 1.2 m and other spaces not less than 6 m; NOTE 2 - For fully air-conditioned residential buildings for lodging purposes,. the ventilation shaft need not be insisted upon, pronded the air-condition- NOTE- However,. if assembly buildings are,permitt- ing system works in an uninterrupted manner, also, ed in purely residenttal zones, the open spaces around provided there is an alternative sources of power the building should be not less than 12 m. supply. d) Business, merkantile and storage build- c) Outer courtyard - The minimum width of ings - The open spaces around the the outer courtyard ( as distinguished from building should be not less than 4’5 m. its depth ) should be not less than 2’4 m Where these occur in purely residential zone- If the width of the outer courtyard is less or in a residential with shops line zone the than 2’4 m, it should be treated as a notch open spaces may be relaxed; and the provisions of outer courtyard should not apply. However, if the depth e) Industrial buildings - The open spaces. of the outer courtyard is more than the around the building should be not less width, the provisions of 5.1.2 should apply than 4’5 m for heights up to 16 m, with for the open spaces to be left between the an increase in the open spaces of 0’25 m wings. for every increase of 1 m or fraction there- of in height above 16 m; and 5.3.6 Joint Open Air Space - Every such interior or exterior open air space, unless the NOTE- Special rules for narrow industrial plots in the city, namely, plots less than 15 m in width, and latter is a street, should be maintained for the with appropriate set-backs from certain streets and, benefit of such building exclusively and should be highways, should be applicable. entirely within the owner’s own premises. f) Hazardous occupancies - The open spaces. 5.3.6.1 If such interior or exterior open air around the building should be as specified space is intended to be used for the benefit of for industrial buildings [ see 5.4.1 ( e I I.IS : 1643 - 1988 5.5 Exemption to Open Spaces 5.5.2.2 Porticos in existing developed area - Porticos in bazar areas of existing developed 5.5.1 Projections into Open Spaces - Every areas may be permitted to prqject on road and open space provided either interior or exterior subject to the following limitations: should be kept free from any erection thereon and should be open to the sky, except as below: a) Porticos may be allowed on such roads leaving a minimum clear space of 18 m 4 Cornice, roof or weather shade not more between kerbs; than 0’75 m wide; b) The porticos should not be less than 3 m wide; b) Sunshades over windows/ventilators or other openings not more than 0’75 m c) Nothing should be allowed to be cons- wide; tructed on the portico which should be used as open terrace; cl Canopy at first level, but not to be used as sitout with clearance of 1’5 m between the d) Nothing should be allowed to project plot boundary and the canopy; beyond the line of arcades; and 4 Projected balcony at higher floors of width e) The space under the portico should be not more than 0’9 m; and paved and channelled as required. e) Projecting rooms/balconies [ see 5.5.1(. d > ] 5.5.2.3 Sunshades over windows and ventilk at alternate floors such that rooms of the tors - Projections of sunshades over windows lower two floors get light and air and the or ventilators in existing built-up or congested prqjection being not more than the height areas, when pe<mitted by the authority should of the storey immediately below. fulfil the following conditions: 4 No sunshade should be permitted over the However, these projections into open spaces road or over any drain or over any portion should not reduce the minimum required open outside the boundaries of the site below a spaces. height of 2’8 m from the road level; 5.5.1.1 Accessory building - The following b) Sunshades provided above a height of accessory buildings may be permitted in the open 2’8 m from the ground level should be spaces: permitted to project up to a maximum width of 60 cm, if the road over which they project exceeds 9 m in width; and 4 In an existing building, sanitary block of 2’4 m in height subject to a maximum of C) No sunshade should be permitted on roads 4 m in the rear open space at a distance of less than 9 m in width or on roads having 1’5 m from the rear boundary may be per- no footpaths. mitted, where facilities are not adequate; 5.6 Limitations to Open Space b) Parking lock-up gasages not exceeding 2’4 m in height should be permitted in the side 5.6.1 Safeguard Against. Reduction of Open or rear open spaces at a distance of 7’5 m Space - No construction work on a building, from any road line or the front boundary should be allowed if such work operates to reduce of the plot; and an open air space of any other adjoining building, belonging to the same owner to an extent less c) Suction tank and pump room each up to than what is prescribed at the time of the pro- 2’5 m in area. posed work or to reduce further such open space, if it is already less than that prescribed. 5.5.2 Projection into Street 5.6.2 Additions or extensions to a Building - 5.5.2.1 In existing built-up or congested areas, Additions or extensions to a building should be no projection of any sort whatsoever, except allowed, provided the open spaces for the addi- sunshades ( see 5.5.2.3 ) extending more than tions/extensions satisfy 5.3 after such additions/ 23 cm below a height of 4’3 m, should project extensions are made. over the road or over any drain or over any portion outside the boundaries of the site, pro- 6. HIGH RISE BUILDINGS vided the projection arising out of the vertical part of the rain-water spouts projection at the 6.1 For high rise buildings, the following addi- road level or the water pipe may be permitted tional provisions of means of access to the in accordance with the drainage plan. building should be ensured: 5IS : 1643 - 1988 4 The width of the main street on which the the premises should be provided at the building abuts should not be less than main entrance; the width of such entrance 12 m and one end of this street should should be not less than 4’5 m. If an arch join another street not less than 12 m in or covered gate is constructed, it should width; have a clear head-room of not less than 5 m. b) The road should not end in a dead end; 6.2 Mired Oceupaacy - When any building is 4 The compulsory open spaces around the used for more than one type of occupancy, it building should not be used for parking; should conform to the requirements for the most and hazardous the occupancies. If mixed occupancies are separated by a separating wall of 4 h fire 4 Adequate passageway and clearances rating, the occupancies should be treated required for fire fighting vehicles to- enter Individually. 6Bureau of Indian Standards RIS is a statutory institution established under the B~rcatc of Irtdiorr Stnttdord.r Act, I986 to promote harmonious development of the activities of standardization, marking and quality certification of goods and attending to connected matters in the country. Copyright BIS has the copyright of all its publications. No part of these publications may lx reproduced in any form without the prior permission in writing of BIS. This does nc\t Ijrwlude the l’rcc use. in the course of implementing the standard, of necessary details, such as symbols and sizes, type or grade designations. Enquiries relating to copyright be addressed to the Director (Publications), BIS. Review of Indian Standards Amendments are issued to standards as the need arises on the basis of comments. Standards are also reviewed periodically; a standard along with amendments is reaflirmed when such review indicates that no changes are needed; if the review indicates that changes are needed, it is taken up for revision. Users of Indian Standards should ascertain that they arc in possession of the latest amendments or edition by referring to the latest issue of ‘BIS Handbook’ and ‘Standards: Monthly Additions’. 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13030.pdf	IS 13030 : 1991 ‘ye2 qSfq” WTef Jv=m “RE~AFFIRMED 19%” Indian Standard’ METHODOFTESTFOR LABORATORYDETERMINATIONOF WATERCONTENT,POROSITY,DENSlTYAND RELATED PROPERTIESOFROCK MATERIAL UDC 624.121~43 ” m BIS 1991 BUREAU OF INDIAN STANDARDS MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG NEW DELHI 110002 Muy 1991 Price Group 3Rock Mechanics Sectional Committee, CED 48 . FOREWORD This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized by the Rock Mechanics Sectional Committee had been approved by the Civil Engineering Division Council. The presence of pores in fabric of a rock material decreases its strength and increases its deformability. A small volume fraction of pores can produce an appreciable mechanical effect. Information on the porous nature of rock materials is frequently omitted from petrological descriptions but is required if these descriptions are to be used as a guide to mechanical performance. Sand stones and carbonate rocks in particular occur with a wide range of porosities and hence of mechanical character; igneous rocks that have been weakened by weathering processes also have typically high porosities. Most rocks have similar grain densities and therefore have porosity and dry density values that are highly correlated. A low density rock is usually highly porous. It is often sufficient, therefore, to quote values for porosity alone but a complete description requires .values for both porosity and density. Different methods of determination of density and porobity described in the standard are suitable for different types of rocks and sample, While method using saturation and caliper technique and using satu- ration and buoyancy technique are suitable for regular and irregular shape of sample respectively of those rocks which do not appreciably swell or disintegrate when immersed in water, the method using mercury displacement and grain specific gravity technique is suitable for irregular shape of such rock which are liable to swell or disintegrate when immersed in water. These methods are based on the suggested method of International Society of Rock Mechanics. In reporting the results of a test or analysis made in accordance with this standard, if the final value, observed or calculated, is to be rounded off, it shall be done in accordance with IS 2 : 1960 ‘Rules for rounding off numerical values ( rsvised )‘-IS 18030: 1991 I&& Stan&-& .~’ . ~. METHODOFTESTFOR LABORATORYDETERMINATIONOF WATERCONTENT,POROSITY,DENSITYAND RELATED PROPERTIESOFROCKMATERIAL 1 SCOPE 2.2.6 Porosity n = -> x 100 ( percent ) This standard gives the procedure for the test to evaluate water content, porosity, density and 2.2.7 Void Ratio e = + related properties of rock material. The following 8 test methods have been covered: 2.2.8 Density or Bulk Density or Mass Density a) Determination of the water content of rock (p)LLL”qMw sample; kg/m3 b) Determination of porosity and density using saturation and caliper technique; 2.2.9 Relative Density c) Determination of porosity and density using saturation and buoyancy; and ( mass specific gravity ) G, e c d) Determination of porosity and density using mercury displacement and grain specific 2.2.10 Dry density pa= z;- kg/m3 gravity technique. 2 DEFXNITIONS AND SYMBOLS 2.2.11 Dry Relative Density 2.1 Symbols ( dry specific gravity ) Ge = 2 For the purpose of this standard unless otherwise defined in the text, the following symbols shall 2.2.12 Saturated Density apply: MS + : ‘Pw kg/m3 psst = MS - Mass of grain ( the solid component of the sample ) 2.2.13 Saturated Relative Density - v-8 = Volume of grain Psat M, = Mass of pore water ( saturated specific gravity ) G,, = ~ Pw p, = Volume of pore water 2.2.14 Solid Density or Density P, = Density of water MS V, = Volume of pore air of Rock Material ps = -v- kg/ms 8 2.2 Definitions 2.2.15 Solid Relative density For the purpose of this standard, physical proper- ties pertinent to the methods of test shall be ( solid specific grgvity ) Gs = -$ described as follows. 2.2.1 Bulk Sample Mass M = MS + M, 2.2.16 Unit Weight y = P x g N/m3 2.2.2 Bulk Sample Volume V = Vi + Vv 3. TEST SAMPLE 2.2.3 Pore ( Voids ) Volume V, = VW + V, A representative sample for testing should 2.2.4 Water Content, w generally comprise several rock lumps, each in MW order of magnitude larger than the largest grain = - X 100 (percent ) or pore size. Microfissures of similar size to that MS of a rock will cause erratic results, their presence 2.2.5 Degree of Saturation, Sr should be noted and if possible the lump size increased or reduced to specifically include or = + x 100 ( percent ) P exclude the influence of such fissures.4 DETERMINATION OF THE WATER 4.4.2 The water content should be reported to the CONTENT OF A ROCK SAMPLE nearest O-1 percent stating whether this corres- ponds to in situ water content, in which case 4.1 Object precautions taken to retain water during sampling This method of test covers the procedure of deter- and storage should be specified. mining the mass of water contained in a rock 5 POROSITY AND DENSITY sample as a percentage of the oven dry sample DETERMINATION USING SATURATION mass. AND CALIPER TECHNIQUES 4.2 Apparatus 5.1 Object 4 An oven capable of maintaining a tempera- 5.1.1 This method of test covers the procedure for ture of 105 f 3°C for a period of at least determining the porosity and dry density of rock 24 h. samples in the form of specimen of regular geome- b) A sample container non-corrodible material try. including an airtight lid. 5.1.2 The method is applicable only to nonfriable Cl A desiccator to hold sample container coherent rocks that can be machined and do not during cooling. appreciably swell or disintegrate when they are oven dried or are immersed in water. The method 4 A balance of adequate capacity, capable of is suitable when regularly shaped specimens are weighing to an accuracy of 0.01 percent of required for other test purposes. the sample mass. 5.2 Apparatus 4.3 Procedure 4 An oven capable of maintaining a tempera- 4.3.1 The container with its lid is cleaned and ture of 105 & 3°C for a period of at least dried, and its mass m, is determined. 24 h. b) A desiccator to hold specimen during 4.3.2 A representative sample comprised at least cooling. 10 lumps each having either a mass of at least 50 g or a minimum dimensions of ten times the maxi- C>A measuring instrument such as vernier or mum grain size, whichever is greater, is selected. micrometer caliper, capable of reading For in situ water content determination sampling, specimen dimensions to an accuracy of storage and handling precautions should be such 0.1 mm. that water content remains within 1 percent of 4 Vacuum saturation equipment such that the in situ value. the specimen can be immersed in water under a vacuum of less than 0.8 kPa for a 4.3.3 The sample is placed in the container, the period of‘ at least one hour. lid replaced and the mass ma of the sample plus container determined. e) A sample container of non-corrodible mate- rial, including an airtight lid. 4.3.4 The lid is removed and the sample dried to f 1 A balance of adequate capacity for deter- constant mass at a temperature of 105 f 3°C. mining the mass of a specimen to an 4.3.5 The lid is replaced and the sample allowed accuracy of 0.01 percent of the specimen to cool in the desiccator for 30 minutes. The mass mass. m3 of sample plus container is determined. 5.3 Procedure 4.4 Calculation and Reporting of Results 5.3.1 Select at least three specimens from a representative sample of material. Machine each 4.4.1 The water content shall be calculated from specimen to conform closely to the geometry of a the following formula: right cylinder or prism. The minjmum size of each specimen should either be such that its mass Water content, w is at least 50 g ( for an average density rock a cube with sides of 27 mm will have sufficient Pore water mass AI, = x 100 ( percent ) mass ) or such that its minimum dimension is at Grain mass Ma least ten times the maximum grain size, whichever m3 - m3 is the greater. = -- X 100 ( percent ) ms - ml 5.3.2 Repeat the following procedure for each of the specimen in the sample: m, = Mass in g of the container with its lid at room temperature i) Determine the external dimension and then bulk volume voof each specimen with the m2 = Mass in g of the container with its lid vernier or calipers. Measurement should and the sample at room temperature be accurate to 0.1 mm. An average of three m3 - Mass in g of the container with its lid separate measurement should be obtained and the sample after drying for each dimension. 2IS il3030: 1991 ii) Place the specimen in an oven and dry at b! Report that the bulk volume was obtained 105 f 3°C. For this test method specimens by measurement of dimension by caliper or should be of sufficient coherence not to vernier and the pore volume was obtained require containers, but these should be by water saturation. used if the rock is at all friable or fissible. cl Record any change in the shape and size of The specimen is deemed to be dry when the rock specimen during wetting or the difference between successive deter- drying. minations of mass of the cooled specimen 4 Record the following general information: at intervals of 4 hours does not exceed 0.1 percent of the original mass of the speci- i) Project title. men. ii) Sampling technique and sample identi- iii) Remove the specimen from the oven and fications number. place in a desiccator to cool. iii) Dates of sampling and of testing. iv) Determine the dry mass, &I~, of the speci- iv) Lithological description of the rock men. samples. v) Immerse the specimen in a container of water and place the container with the 6 POROSITY AND DENSITY specimen in a vacuum of less than O-8 kPa DETERMINATION USING SATURATION for a period of one hour with periodic AND BUOYANCY TECHNIQUES agitation to remove trapped air. 6.1 Object vi) Determine the water temperature, t, to the nearest degree centigrade. This method of test covers the procedure for determining the porosity and the dry density of a vii) Remove the specimen from the container rock sample in the form of lumps or aggregate of and surface dry it using a moist cloth. irregular shape-geometry. It may also be applied Care should be taken to remove only surface to a sample in the form of specimens of irregular water and to ensure that no fragments geometry. are lost. viii) Determine the saturation mass, Msat, of the 6.1.1 The method should only be used for rocks specimen. that do not appreciably swell or disintegrate when oven-dried and immersed in water. -5.4 Calculations 6.2 Apparatus a) For each specimen calculate the pore volume, VV, by the following formula: 4 An oven capable of maintaining a tempera- ture of 105 f 3% for a period of at least VV = M”“t-, Ma 24 h. A sample container of non-corrodible where pw = density of water at tempera- material, including an air-tight lid. ture, t. A desiccator to hold sample container b) For each specimen calculate the bulk during cooling. volume, V, from the external dimensions. A vacuum vessel such that the sample can c) For each specimen calculate the dry density, be immersed in water under a vacuum of Fd, by the following formula: less than 0.8 kPa for a period of at least 1 h. Fd = + ( kg/m3 ) e) A balance of adequate capacity, capable of 4 For each specimen calculate the porosity, n, weighing to an accuracy of 0.01 percent of by the following formula: the sample weight. Vv f 1 An immersion bath and a wire basket or n=--- v x 100 ( percent ) perforated container, such that the sample immersed in water can be freely suspended e) Calculate average values of porosity and from the stirrup of the balance to deter- dry density for the sample. mine the saturated-submerged weight. The 5.5 Reporting of Results basket should be suspended from the balance by a fine wire so that only the wire a) Report the individual dry density and intersects the water surface in the immer- porosity values for each specimen in the sion bath. sample, together with the average values of dry density and porosity for the sample. 6.3 Procedure Density values should be given to the nearest 10 kg/m3 and porosity values to a) A representative sample comprising at least the nearest 0.1 percent. 10 lumps of regular or irregular geometry, 3c IS 13030 i 1991 each having either a mass of at least 50 g Determination .A%. .(I) (2) (3) or a minimum dimension of at least 10 times the maximum grain size, whichever 4) Saturated surface dry is the greater, is selected. The sample is mass of the sample washed in water to remove dust. plus container, Mq b) The sample is saturated by water immer- in kg sion in a vacuum of less than 0,s kPa for a 5) Dried mass of the period of at least 1 h, with periodic container with sam- agitation to remove trapped air. ple, Mb in kg c> Determine the temperature, t, of the water 6.5 Calculations in the immersion bath to the nearest degree centigrade. a) Calculate the saturated-submerged mass, 4 Determine the mass, MI, of the basket sub- Msub, of the sample merged in the immersion bath. e> M sub = MB - Ml ( kg ) Transfer the sample under water to the b) Calculate the saturated-surface-dry mass, basket in the immersion bath. Determine Msat, of the sample the saturated-submerged mass, M,, of the basket plus sample to an accuracy of 0.01 &at = M4 - ~43 ( kg > percent of the sample mass. Cl Calculate the dry mass ( Grain Weight ) f 1 Determine the mass, Ma, of a clean, dry MS, of the sample sample container and lid. Ms = Mb - MS ( kg 1 d Remove the sample from the immersion 4 Calculate the bulk-volume, V, of the bath and surface dry the sample with a sample by the following formula: moist cloth, care being taken to remove only surface water and to ensure that no v Msat - Msub > ( m3 1 C rock fragment are lost. Transfer the sample PW to the sample container and replace the Pw = density of water at temperature t lid. Determine the mass, M1, of the satura- ted surface dry sample plus container. 4 Calculate the pore volume, V, of the sample by following formula: h) Remove the lid and place the container with contents and lid in the oven and dry &at - MS V v= ( ms 1 at 105 & 3°C. The sample is deemed to PW > be dry when the difference between succes- f > Calculate porosity, n, of the rock sample sive determination of mass of the cooled by the following formula : sample at interval of 4 hours does not exceed 0.1 percent of the original mass of n = ( V,/V) x 100 (percent) the sample. l&at - MS or = x 100 ( percent ) .i) Replace the lid, remove the container from Meat - Msub > the oven and place the whole in the desic- g) Calculate the dry density, Pa, of the rock cator to cool for 30 minutes. sample by the following formula: k) Determine the dried mass, MS, of the con- tainer with the oven dry sample. Pd = + ( kg/m31 6.4 Observations 6.6 Reporting of Result Sample No. Date 4 Report the porosity and dry density values or the sample to the nearest O-1 percent Temperature of water, t, in Centigrade and 10 kg/m5 respectively. b) Report that the bulk volume was obtained Determination .No. (1) (2) (3) by a buoyancy technique and that the pore volume was obtained by water saturation. 1) Saturated-submerged mass of basket alone, cj Report the following general information: MI in kg i) Project title 2) Saturated-submerged ii) Sampling technique and sample identi- mass of basket + fication numbers specimen, Ma in kg iii) Date of sampling and testing 3) Mass of container and iv) Lithological description of the rock lid, MS in kg samples. 4IS 13030 : 1991 7 POROSITY AND DENSITY b) Repeat the following procedure for each of DETERMINATION USING MERCURY the specimens in the sampie: DISPLACEMENT AND GRAIN SPECIFIC 9 Brush each specimen to remove loose GRAVITY TECHNIQUES material and measure its volume, V, by mercury displacement. 7.1 Object . ii) Carefully remove mercury adhering to 4 This method of test covers the procedure the sample, ensuring that no rock frag- ment are lost. for determining the porosity and the density of a rock sample in the form of lumps or iii) Determine the mass, MI, of a suitable aggregate of irregular geometry. clean, dry, container and its lid. b) This is particularly suitable if the rock iv) Place the specimen in the container, material is liable to swell or disintegrate if replace the lid and determine the mass, immersed in water. The test is also appli- M,, of the container plus specimen at cable to regularly shaped rock specimens or imtral water content. to coherent rock materials but other tech- VI Remove the lid and the specimen is niques are usually found more convenient oven dried to constant mass at a tem- in these cases. perature of 105 f 3°C allowed to cool tbr 30 minutes in a desiccator, The mass, 7.2 Apparatus MS, of container plus oven dry specimen a) An oven capable of maintaining a tempera- is determined. ture of 105 & 3°C for a period of at least cl Crush all the rock specimens and grind to 24 h. It should have forced ventilation a grain size not exceeding 150 mm. A exhausting to outside atmosphere. number of representative sub-samples of b) Specimen containers of non-corrodible about 15 g of the pulverized material are selected and oven-dried. material, including airtight lids. c> 4 Determine the mass, M,, of a clean, dry A desiccator to hold specimen containers volumetric flask plus stopper to an accuracy during cooling. of 0.001 g. d) A balance of adequate capacity, capable of e> Fill the flask with a liquid such as kerosene mass determination to 0.01 percent of that is non-reactive with the rock. sample mass. e) A mercury-displacement volume measuring f) Bring the flask to equilibrium temperature in the constant temperature bath and apparatus capable of measuring specimen adjust the liquid level accurately to the volume to 0.5 percent. 50 ems graduation. Remove the flask from f 1 Grinding equipment to reduce the sample the constant temperature bath, insert the to a pulverized powder less than 150 mm in stopper and clean and dry the outside of grain size. the flask. d A calibrated volumetric flask and stopper Determine the mass, ME, of the flask and ( conveniently 50 ems ). iiquld to an accuracy of 0.01 percent of the 4 A constant temperature water bath. total mass. j) A vacuum apparatus capable of maintain- h) Empty and dry the flask and add the ing a vacuum with a pressure of less than representative 15 g sub-sample of dry pul- 0.8 kPa. verized rock with the aid of a funnel. k) A soft brush of camel hair or of similar j> Determine the mass, MB, of flask, sample softness. and stopper to an accuracy of OOOl g. 7.3 Procedure k) The flask and sub+ample are evacuated for about 20 minutes and sufficient fluid added 4 A representative sample is selected compris- to thoroughly wet the sample. Further ing at least ten rock lumps, the shape and fluid is then added and the flask IS carefully size of lumps suiting the capabilities of the evacuated to remove air. The flask is volume measuring apparatus. The minimum replaced in the constant temperature water size of each lump should preferably be bath and the liquid level adjusted accura- either such that its mass exceeds 50 g or tely to the 50 ems graduation. such that its minimum dimension is at least 4 The stoppered flask with its contents is 10 times the maximum grain size, which- allowed to cool and its mass, G, is deter- ever is the greater. Specimen and swelling mined to 0.01 percent of the total mass. or fissible rock should be sampled and stoned to retain water content to within 1 percent 4 Steps (e) to (m) are repeated for each sub- of its in situ value prior to testing. sample of pulverized material. 5IS 13030 : 1991 7.4 Precautions Sjecimen JVo . 1 2 3 4 It is preferable to use self-indicating silica 11 Mass of water in the gel as the desiccant. sample = MB - MS b) Metallic mercury is a toxic material and ( kg 1 should be handled with considerable care. 12 Moisture content It is principally absorbed via the respira- w--a-MsX tory tract as elemental mercury vapour but 100 - M,-Me there is also some absorption through the ( percent ) gastro-intestinal tract. Spillages are difficult toclean up completely owing to the propen- 7.6 Calculations sity of the substance, if left, to divide into a) Calculate the grain density, ps, of the pul- miniscue globules which can generate verized rock material by the following unacceptably high levels of mercury vapour formula: in the atmosphere of a room. Tests should Ma - M, t be carried out in fume cupboard to avoid kg/ma1 accumulation of vapour, and mercury spil- lages should be liberally sprinkled with powdered sulphur which takes up the metal- where lic mercury to form the less volatile v, = Calibrated volume, in ms of the sulphide. volumetric flask. c) The density of some non-reactive liquids b) For each specimen in the sample calculate may vary appreciably. It is essential that the following: a consistent source of liquid is used for i) Dry density, pa, by the following for- each test and that volumes are adjusted in mula: the constant temperature bath. MS pa = 7 7.5 Observations ii) Porosity, n, by the following formula: Sample NO. Date n-[~~psPd] x 100 ( percent ) SpecimenN o. 1 2 3 c) From the values for the individual speci- mens, calculate the average dry density, 1 Bulk volume of speci- porosity, moisture content and grain density men by mercury for the sample. displacement, V, in MS 7.7 Reporting of Results 2 Mass of dry container 4 Report the individual dry density, porosity plus lid, Ml in kg and moisture content values for each speci- men in the sample together with the 3 Mass of the container average values of dry density, porosity and and sample, + lid, moisture content for the sample. Density M, in kg values shall be given to the nearest 10 4 Mass of the container kg/ms, porosity values to the nearest 0.1 and oven dried sam- percent and moisture content values to the ple, + lid, MB in kg nearest 0 1 percent. 5 Mass of the dry flask b) Report that the bulk volume was obtained ( volumetric ) and using a mercury displacement technique, stopper, Ma in kg and that the porosity was calculated from 6 Mass of volumetric grain volume, measurement using a flask plus liquid stop- pulverization technique. per, Mb in kg c) Record any gross change in the shape or 7 Mass of flask, stopper competence of the rock specimens during and sample, Ma in kg drying. 8 Mass of flask, sample d) Record the following general information: iiquid 4 stopper, MT i) Project title in kg ii) Sampling technique and sample identi- 9 Wet mass of sample fication number = M2 - Ml ( kg ) iii) Dates of sampling and of testing 10 Dry mass of sample iv) Lithological description of the rock A& = MS- MI (kg) sample.. stpndrva Mark The use of the Standard Mark is governed by the provisions of the Bureau of Indian Standards Act, 1986 and the Rules and Regulations made thereunder. The Standard Mark on products covered by an Indian Standard conveys the assurance that they have been produced to comply with the requirements of that standard under a well defined system of inspection, testing and quality control which is devised and supervised by BIS and operated by the producer. Standard marked products are also continuously checked by BIS for conformity to that standard as a further safeguard. Details of conditions under which a licence for the use of the Standard Mark may be granted to manufacturers or producers may be obtained from the Bureau of Indian Standards.Bpream of Indian Standardm . BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote harmonious ,development of the activities of standardization, marking and quality certification of goods and attending to connected matters in the country. . . Cdpyright ’ . BIS has the copyright of all its publications. No part of these publications may be reproduced in any form without the prior permission in writing of BIS. This does not preclude the free use, in the course of implementing the standard, of necessary details, such as symbols and sizes, type or grade designations. Enquiries relating to copyright be addressed to the Director ( Publications ), BIS. Revision of Indian Standards Indian Standards are reviewed periodically and revised, when necessary and amendments, if any, are issued from time to time. Users of Indian Standards should ascertain that they are in possession of the latest amendments or edition. Comments on this Indian Standard may be sent to BIS giving the following reference: Dot 1 No. CED 48 ( 4656 ) Amendments Issued Since Publication Amend No. Date of Issue Text Affected BUREAU OF INDIAN STANDARDS Headquarters : Manak Bhavan, 9 Bahadur Shah Zafar Mar-g, New Delhi 110002 Telegrams : Manaksanstha Telephones : 331 01 31, 331 13 75 ( Common to all Offices ) Regional Offices : Telephone Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg t 331 01 31 NEW DELHI 110002 331 13 75 . -~Eastem : l/14 C. I. T. Scheme VII M, V. I. P. Road, Maniktola 87 86 62 CALCUTTA 700054 -. Northern : SC0 445-446, Sector 35-C, GHANDIGARH 160036 53 38 43 Southern : C. I. T. Campus, IV Gross Road, MADRAS 600113 2 35 02 16 Western : Manakalaya, E9 MIDC, Marol, Andheri ( East ) 6 32 92 95 BOMBAY 400093 Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE. FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR. PATNA. THIRUVANANTHAPURAM. Printeda t New India Printing F’reas.K huria. India
7320.pdf	IS:7320-1974 Indian Standard SPECIFICATION FOR CONCRETE SLUMP TEST APPARATUS Cement and Concrete Sectional Committee, BDC 2 chuimlua Refeesmting Dn H. C. VIEIVESVABAYA Cement Research Institute of India, New Delhi MGIllbUS DR. A. S. BHADURI National Test House, Calcutta Smu E. K. RAXACEANDRAN ( Ahmute ) SERI A. K. CHA’ITERJI Central Building Research Institute ( CSIR), Roorkcc h S. S. REHSI ( Alremare ) DEPUTY CHIEF BNCUNEE~ Public Works Department, Government of Tamil ( BUILDINGS ) Nadu Dn~rrry CHIEF ENQINELB ( IBRI~ATION & DESIGNS ) ( Allem& ) DIREnOR Central Road Research Institute (CSIR), NCW Delhi DR R. K. GHOSH ( A1tmuk ) DIBEC~~R ( CSMRS ) Central Water & Power Commission, New Delhi DEPUTY DIRE~TOB ( CSMRS 1 ( Al~crmtr ) S~BI K. H. GAN~WAL Hydcrabad Asbestos Cement Products Ltd. Hydcrabad SEEI K. C. GHOSAL Alokudyog Services Ltd, New Delhi S~EI A. K. BISWAS (Altemarc) DR R. K. GHOSH Indian Roads Congress, New Delhi Barn HARISH CHANDBA Engineer-in-Chief’s Branch, Army Headquarters SIZEI G. R. MIBCEANDANI ( Altmts ) DE R. R. HA~IAN~ADI Associated Cement Companies Ltd, Bombay SHBI P. J. JANUS ( Af~ertto:r ) Dn ICIBALA LI Engineering Research Laboratories, Hyde&ad JOLT Drn~cros STANDABDS Research, Designs & Standards Organization, (B&S) Lucknow DEPUTY Drturovon ~ANDARDSI (Bat S) (Amats) SEEI S. B. JOSEI S. B. Joshi & Co Ltd, Bombay SHBI M. T. KANSlr Directorate Gcnersl of Supplier 6t Disposals ( CbnZissudo n pagr 2 ) @ G&right 1974 INDIAN STANDARDS INSTITUTION This publication is protected under the lndiun Cb&yrighf Act ( XIV of 1957 ) and reproduction in whole or in part by any means except with written permission of the publisher shall be deemed to bc an infringement of copyright under the said Aet.,IS:7320-1974 ( Continuedfrom page1 ) Members Representing SHI~I S. L. KATHURIA Roads Wing, Ministry of Shipping & Transport SHRI S.R. KULKARNI ht. N. Dasrur & Co ( Private ) Ltd, Calcutta SHRI ht. A._hkiira Concrete Association of India, Bombay SHllI 0. hfCTRAClIEh. Central Public Works Department SUPEKIXTENDINQ EXGINFER, 2s~ CIRCLE ( AIternatc ) Snn~ ERICH A. X.~TADIRPHH Institution of Engineers ( India ), Calcutta SnnrK.K. NAMBIAR In personal capacity ( ‘Ramonalaya’ II First Crescent Park Road, %dhjnagar, Adyar, Madras ) PllCtFG . S. RaMASWABlY S1ru~~~rde5ngmeermg Research Centre ( CSIR ), DR N. S. RFiAL ( ,flternatc ) DR \. V. R. RAO National Building-s Org-a nization, New Delhi SHI~I K. S. SRI~IVASAN ( Aknnafe ) SIII~I G. S. Xl. Rao Geological Survey of India, Nagpur 5~111 T. N. S. RAO Gammon India Ltd, Bombay Sntcx S. R. PINHEIR~ ( Akcrnarr ) SI:CKI.:T~RY Central Board of Irrigation & Power, New Delhi DEPUTY SECKETaRY (I) ( ,‘ihCrtldtc) .%nI R. P. SHARMA Irrigation & Power Research Institute. Amritsar SHRI X~OHINDER SINGIJ (Alternate) StrRI G. B. Sxxarr Hindustan Housing Factory Ltd, New Delhi SHRI C. L. KASL~~~L ( Alternate ) SHI~IJ . S. SINQH~TA Beas Designs Organization, Nangal Township SRHI T. C. GARQ ( dltcrnatc ) SHRlR.K.S,Xfu Indian Bureau of Mines, Nagpur SARI K. A. SIJBRAMANIAX India Cements Ltd. Madras SHRI P. S.RAMACHANDRAN (Alternate) SBKI 1.. SIVAROOP Dalmia Cement ( Bharat ) Ltd, New Delhi SXRI .4. V. RAUANA ( Altemte) SHRI D. AJITHA SIMHA, Director General, IS1 ( Ex-o&o Member ) Director ( Civ Engg ) secretary SHBI Y. R. TANEJA Deputy Director (~Civ Engg ), IS1 Instruments for Cement and Concrete Testing Subcommittee, BDC 2 : 10 Conwner DR IQBALALI Engineering Research Laboratoria, Hyderabad Members PROP B. M. AEUJA lndian Institute of Technology, New D&i LALA G. C. DAS National Test House. Calcutta SHRI T. P. EKAMBARAM Highways Research Station, Madras DR R. K. GHOSH Central Road Research Institute ( CSIR ), New Delhi SERI K. L. SETHI (Alternate ) ( Continued an page 8 ) 2Is : 7320 - 1974 Indian Standard SPECIFICATION FOR CONCRETE SLUMP TEST APPARATUS 0. FOREWORD 0.1 This Indian Standard was adopted by the Indian Standards Institution on 21 February 1974, after the draft finalized by the Cement and Concrete Sectional Committee had been approved by the Civil Engineering Division Council. 0.2 The Indian Standards Institution has already published a series of standards on methods of testing cement and concrete. It has been recognized that reliable and inter comparable test results can be obtained only with standard testing equipment capable of giving the desired level of accuracy. The Sectional Committee has, therefore, decided to bring out a series of specifications covering the requirements of equipment uscdfor testing cement and concrete, to encourage its development and manufacture in the country. 0.3 For the purpose of deciding whether a particular requirement of this standard is complied with, the final value, observed or calculated, expressing the result of a test or analysis, shah be rounded off in accordance with IS : 2-1960. The number of significant places retained in the rounded off value should be the same as that of the specified value in this standard. 1. SCOPE . 1.1 This standard covers the requirements of the apparatus used for determining the slump of fresh concrete as a measure of its consistency. 2. APPARATUS 2.1 The apparatus shall consist of a mould for the test specimen and a tamping rod. 3. MOULD 3.1 Shape and Dimensions -The mould for the test specimen shall be in the form of the frustum of a cone as shown in Fig. 1 or 2 and internal dimensions as given in Table 1. ‘Rules for rounding off numerical values ( reoim).f 3IS t 7320 - 1974 TABLE 1 INTERNAL DIMENSIONS OF MOULD ( Clause 3.1 ) I?;. JIEITAILO DIXENSION TOLEBAXCE( seeN orr: ) mm mm (1) (2) (S) (4) 9 Bottom diameter 200 +s - I.5 ii) Top dieter loo +S - 1.5 iii) Height 300 f 1.5 NOTN- Diimeter and height measured anywhere on the mould shall not differ from the nominal dimension (that is 200, 100 and 300 mm) by more than the spcci6ed tolerance. 3.1.1 Where no tolerance has been specified for a particular dimension, it will mean that reference is being made to the nominal dimension. 3.2 Material -The mould shall be made of galvanized iron sheet or any other suitable metal not readily attacked by cement paste; aluminium shall not be used. The metal shall be at least 1.6 mm thick. 3.3 Construction - The mould may be constructed either with or without a seam. When a seam is provided, the seam shall be essentially as shown in Fig. 2. 3.3.1 The top and bottom ~of the mould shall be open and parallel to each other and at right angles to the axis of the cone. The internal surface of the mould shall be smooth and shall be free from dents and projections, such as protruding rivets. 3.3.2 The mould shall be provided with foot pieces and handles to facilitate lifting it from the moulded concrete test specimen. The shape and dimensions of the foot pieces and handles may be as shown in Fig. 1 and 2. Attachments shall be riveted, welded or brazed to the mould. Any rivet used in the construction of the mould shall be countersunk on the inside of the cone. NOTE -A mould which clamps to a non-absorbent base plate or an apparatus with a suitable guide attachment for measuring ~height of the moulded concrete may also be accepted provided it otherwise conforms to the requirements of the specification. 4. TAMPING ROD 4-l The tamping rod shall be a round straight steel rod, 16 mm diameter and 600 mm long. The tamping end of rod shall be rounded to a hemispherical tip, the diameter of which shall be 16 mm. 4-7 75 t All dimensions in millimctres. Fro. 1 MOULD( SEAMLES) SF OR SLUMP TEST OF CONCRETE 5IS : 7329- 1974 1.6 All dimensionisn milliietres. FIG. 2 A MCWLD ( WITH SEAM ) FOR SLUMPT EST OF CONCRETE 6IS : 7320 - 1974 5. MARKING 5.1 The following information shall be clearly and indelibly marked on the mould and the rod in a way that it does not interfere with the performance of this apparatus: a) Name of manufacturer or his registered trade-mark or both, and b) Date of manufacture. 5.1.1 The apparatus may also be marked with the IS1 Certification Mark. NOTE -The use of the IS1 Certification Mark is governed by the provisions of the Indian Standards Institution ( Certification Marks ) Act and the Rules and Regulations made thereunder. The IS1 Mark on products covered by an Indian Standard conveys the assurance that they have been produced to comply-with the requirements of that stamhrd under a well-defined system of inspection, testing and quality control which is devised and supervised by IS1 and operated by the producer. IS1 marked products are also continuously checked by IS1 for conformity to that standard as a further safc=guard. Details of conditions under which a licence for the use of the IS1 Cert&za- tion Mark may be granted to manufacturers or processors, may be obtained from the Indian Standards Institution. 7Isr7320-1974 ( kirrudfrnn Pw 2 1 Members Rspresearag Smu H. K. Gmr;a All India Instruments Manufacturers 8~ Dealers Association, Bombay SHIU V. K. VASUDFXAN ( Altercmtt ) SHSU P. J. JAOUS Associated Cement Companies Ltd, Bombay SHM D. A. WADIA ( A&rnutr ) SEEI M. R. Joear Ministry of Defcncc, R & D Sm1K.A. SIBASKAR(A~~I&) SHlnv.KArmm Cement Revarch Institute of India, New Delhi Sam M. V. RANQA RAO ( Altmatc ) PBOF G. K. RAMESE Indian Institute of Technology, Bombay Da~R. S. AYYAR ( Alfcrnatc ) Sxm P.V. S~EBARA~ Andhra Scientific Co Ltd. Masulipatam SHRI Y. S. NABAYAFIA ( Altematc ) DB s. s. REHSI Central Building Research Institute (GSIR), Roorkcc SERI J. P. K~nszrxs~ ( Alternate ) SERI H. G. hEllA Asociatcd Instrument Manufacturers ( India ) Pvt Ltd, New Delhi SEBI A. V.-SaasT~u ( Ahmate ) . 8AMF~Df~lENN~OT. 1 PARCH1 984 TO IS:7320-1974 SPECIFICATION FOR COfiCRETE SLUMP TEST APPARTUS Al teratlons __---- (Page 3, claxsc 2.1, line 2) - Substitute 'tamping bar' for 'tamping rod'. (Pop? 4, clause 4, Title) - Substitute 'TAEPIIJC EAR' for 'TAlWING ROD'. (Page 4, ckzuse 4.1) - Substitute the follovinK for the existing matter: 'I~.1 The tamping tir shall be a steel bar 16 mu in diameter, 600 mm lone with a rounded working end'. (Page 7, c&x&e 5.1, line 2) - Substitute 'bar' for 'rod'. - f v-: _ -- , 1 i i - (DC 2) Reprography Unit, ISI, Ilew Delhi, India . .
13830.pdf	IS 13830 : 1993 Indian Standard PESTICIDE -METHODFORDETERMINATION OFRESIDUESINAGRICULTURALANDFOOD COMMODITIES,SOILANDWATER- CAPTAFOL UDC 664 : 543 [ 632’95’028 CAP ] c 0 BIS 1993 B U R E A U O F I N D I A N S T A N D A R D S MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MA-RG NEW DELHI 110002 August 1993 Price Group 2Pesticides Residue Analysis Sectional Committee, FAD 34 . FOREWORD This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized by the Pesticides Residue Analysis Sectional Committee had been approved by the Food and Agriculture Division Council. Captafol [ cis-N ( 1, 1, 2, 2-tetrachloroethyl thio )-Ccyclohexene-I, 2-dicarboximide 1 is used in agriculture for the control of fungal diseases. Assessment of its residues in food commodities is therefore an important step in safeguarding human health. This standard will enable the health authorities and others engaged in the field to follow uniform test procedures for the estimation of captafol residues in food commodities. In the preparation of this standard, due consideration has been given to the maximum limits of dithiocarbamate residues laid under the provisions of Prevention of Food Adulteration Act, 1954 and the Rules framed thereunder. The test method is restricted to the prescribed level of residues. In reporting the result of a test or analysis made in accordance with this standard, if the final value, observed or calculated, is to be rounded off, it shall be done in accordance, with IS 2 : 196@ ‘Rules for rounding off numerical values ( revised )‘.IS 13830 : -1993 Indian Standard .PESTICIDE - DETERMINATION METHODFOR RESIDUESINAGRICULTURALANDFOOD OF COMMODITIES,SOILANDWATER- CAPTAFOL .d SCOPE 6.2 Vacuum Rotary Evaporator 1.1 This standard prescribes the gas chromate- 6.3 Chromatographic column _ 25 cm long J( graphic ( GLC ) method for determination 2 cm i.d. of captafol residues in agriculture and food commodities, soil and water. 6.4 Buchner Funnel 1.2 The method is applicable with a limit of detection in the range of 0’02 p&/g. 6.5 Gas Cbromatograph 1.3 Though no set procedure for thin layer Equipped with an election capture detector and chromatography ( TLC ) is being prescribed, operating under the following suggested para- standardized TLC procedures may be followed, meters. These parameters may be varied if necessary for the purpose of clean up, identi- according to the available facilities, provided fication and confirmation of residues of captafol. standardization is done: Column : Glass, 106cmX 0’4 cm, 2 REFERENCES packed with QF-1 on chromosorb’G ( 60-80 ) The Indian Standards listed below are necessary mesh adjuncts to this standard. IS No. Title Temperatures : Column oven 210°C Injector 240°C 1070 : 1992 Reagent grade water ( third Detector 250°C revision ) 11380 : 1985 Method of sampling for the deter- Carriri; yase( Nitrogen ) : 40 ml/min mination of pesticide residues in agricultural and food commodities Retention time : 2’4 minutes 3 PRINCIPLE 6.5 Microlitre Syringe - 10 ~1 capacity. The captafol residue extracted from the sample dissolved in hexane and estimated gas chromate- 7 REAGENTS graphically in an instrument equipped with electron capture detector. The content of capta- 7.1 Acetonitrile - GLC grade. fol is determined by comparing the response with the response of a known captafol standard 7.2 Acetone - GLC grade. of similar concentration. 7.3 Benzene - GLC~grade. 4 QUALITY OF REAGENTS . . . - Chromatographic Unless specified otherwise, pure chemicals and ~~a~~sll Or Equnalent distilled water ( see IS 1070 : 1992 ) shall be employed in the tests. Use as a 3 : 2 ( m/m ) mixture of 100-200 mesh NOTE - ‘Pure chemicals’ shall mean chemicals and 60-100 mesh. that do not contain impurities which affect the result of analysis. 7.5 Celite Filter Aid or Equivalent 5 SAMPLING 7.6 Hexane The representative samples for the purpose ~of 7.7 Sodium Sulphate - anhydrous estimating residues of captafol in food commo- dities shall be drawn in accordance with 7.8 Aqueous Sodium IChloride Solution - 5 per- IS : 11380 : 1985. cent ( m/v.) 6 APPARATUS 7.9 Captafol Reference Standard - of known 6.1 Waring Blender purity. 1. IS 13830 : 1993 8 EXTRACTION three IO-ml portions of hexane to a loo-ml. separatory funnel followed by three 10 ml rinses 8.1 General with acetonitrile. Shake well for one minute and allow the phases to separate. Drain off the The method of extraction is common for most acetonitrile phase and rinse the hexane phase food commodities and the procedure described with 10 ml of fresh acetonitrile. Collect the in 7.2 can be used for grains, straw, fruits and acetonitrile extracts and evaporate to dryness in vegetables, oils and nuts, as well as meat and a vacuum rotary evaporator. egg. However, for high fat substances, the additional acetonitrile partition clean up is 9.3 Column Clean Up required before estimation. 9.3.1 Preparation of Chromatographic Column 8.2 Grain, Straw, Fruits, Vegetables, Oils, Oilseeds, Nuts, Meat, Egg and Others Place a glass wool plug in the bottom of the column, add 50 ml hexane and 15 g florisil or Transfer 100 g of finely ground chopped sample equivalent. Rinse the sides of the column with into a Waring blender, add 50 g anhydrous hexane and cover the florisil with a 15 g layer of sodium sulphate followed by 400 ml benzene. anhydrous sodium sulphate. Allow the hexane Blend the mixture for 15 minutes. Filter the to drain to the top of the column packing. organic phase through fluted filter paper con- taining a layer of anhydrous sodium sulphate. If emulsions are formed in the mixture, break 9.3.2 Clean Up these by adding 5 g of celite filter aid or equi- valent. Re-extract the residue with fresh 200 ml Transfer the residue after extraction ( see 7.2 ) benzene and filter as before. Combine the or after acetonitrile partition ( see 8.2 ) as the filtrates and evaporate the solvent to dryness in case may be, with three 10 rn! portions of hexane a vacuum evaporator. to the column and allow the sample to drain to the top of the dolumn packing. Wash the 8.3 Soil column with 5!l ml hexane, followed by 50 ml benzene and discard the washings. Fmally elute Transfer 50 g of air dried and sieved soil into a captafol with 250 ml benzene. Evaporate the 500-ml conical flask. Add about 25 g anhydrous elute to dryness in a vacuum evaporator. sodium sulphate followed by 200 ml benzene. Shake the contents on a rotary shaker for about 10 PROCEDURE one hour. Filter the organic phase through Buchner funnel under suction. Wash the Buchner funnel with 20 ml additional benzene. 10.1 Preparation of Standard Solution Collect the filtrates and evaporate off the solvent to dryness in a vacuum rotary evaporator. Prepare solution of captafol reference standard ( see 6.9 ) in hexane with concentration of 0’01 8.4 Water to 10 r-*g/ml. Transfer 500 ml of the water sample into a 1 OOO-ml separatory funnel. Add 100 ml of 10.2 Preparation of Sample Solution aqueous sodium chloride solution followed by 100 ml benzene to the separatory funnel. Shake Dissolve the residue after clean up (see 8.3 ) in the contents well for about 2 minutes and allow 10 ml of hexane. the layer of anhydrous sodium sulphate mounted on a funnel. Repeat the extraction twice with 10.3 Estimation 75 ml portions of benzene. Wash the sodium sulphate layer with 10 ml additional benzene. Inject simultaneously 2’0 ~1 of standard and Collect the benzene extracts and evaporate off to sample solutions into the gas chromatograph. dryness in a vacuum rotary evaporator. No Identify the peaks by the retention time and additional clean up is required for water samples. rmwm the peak areas of standard and sample. 9 CLEAN UP 11 CALCULATION 9.1 General Residue of Caotafol ( ,ug/g ) While the florisil column clean up is recom- r; x v, x v3 x c mended for use on all commodities in case of Al high fat substances like nuts, oilseeds the aceto- A,X V,XM xf nitrile partition step shall proceed the column clean up. 9.2 Acetonitrile Partition ( for High-fat Sub- peak area of the sample; stances ) volume, in ~1, of standard cap- Transfer the residue after extract ( see 7.2 ) with tafol injected;IS 13830:1;93 V3 = total volume, in mI, of the A2 = peak area of the standard; sample solution; Vl = volume, in ~1, of the sample injected; and C = concentration, in rg/g, of the standard solutions; &f = mass, in g, of the sample taken for analysis. f = recovery factor = NOTE - Percent mean recovery is determined by taking untreated control sample to which a known 100 amount of captafol is added and analysed as des- percent mean recovery cribed above. 3. Standard Mark The use of the Standard Mark is governed by the provisions of the Bureau of Indian Standards Act, 1986 and the Rules and Regulations made thereunder. The Standard Mark on products covered by an Indian Standard conveys the assurance that they have been produced to comply with the requirements of that standard under a well defined system of inspection, testing and quality control which is devised and supervised by BIS and operated by the pro- ducer. Standard marked products are also continuously checked by BIS for conformity to that standard as a further safeguard. Details of conditions under which a icence for the use of the Standard Mark may be granted to manufacturers or producers may be obtained from the Bureau of Indian Standards.Bureau of Indian Standards . 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4410_F_5.pdf	IS 4410 ( Part 15/Set 5 ) : 1992 Indian Standard GLOSSARY OF TERMS RELATING TO RIVER VALLEY PROJECTS PART 15 CANAL STRUCTURES Section 5 Cross-Drainage Works First Revision) ( UDC 001’4 : 627’81 : 626’823’8 0 f3IS 1992 BtJREAtr OF INDIAN STANDARDS MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG NEW DELHI 110002 November I992 Price Group 2Glossary of Terms Relating to River Valley Projects Sectional Committee, RVD 2 FOREWORD ‘This Indian Standard ( Part lS/Sec 5 ) was adopted by the Bureau of Indian Standards, after the draft finalized by the Terminology Relating to River Valley Projects Sectional Committee had been approved by the River Valley Division Council. A number of Indian Standards have been published covering various aspects of river valley projects and a large number of similar standards are in the process of formulation. These standards include technical terms, the precise definitions of which are required to avoid ambiguity in their interpreta- tion. To achieve this end, the Bureau is bringing out this glossary of terms relating to river valley projects ( IS 4410 ) which is being published in parts. This part ( Part 15 ) covers the important field of canal structures and in view of the vastness of this subject, it is covered in six different sections. Other sections in the series are as follows: Section 1 General terms Section 2 Transitions Section 3 Flumes Section 4 Regulating works Section 6 Other structures This standard ( Part 15/Set 5 ) was first published in 1977. Due to the information received from various states it was found necessary to revise this standard. The terminology as given in this standard has been finalized by the Cross Drainage Works Sectional Committee.IS 4410 ( Part 15/Set 5 ) : 1992 Indian Standard GLOSSARY OF TERMS RELATING TO RIVER VALLEY PROJECTS PART 15 CANAL STRUCTURES Section 5 Cross-Drainage Works ( First Revision ) 1 SCOPE 2.7.1 Trough Aqueduct This standard ( Part lS/Sec 5 ) covers the defini- It is a form of aqueduct in which the earthen zo;nsof the terms relating to cross-drainage banks of the canal are discontinued through the aqueduct and canal water is carried in a masonry, concrete, timber or steel trough, usually flumed. 2 TERMINOLOGY The sides of the trough are connected on either sides of the work to the earthen banks of the 2.1 Abutment canal by means of suitable transitions, if required. It is a masonry or plain or reinforced concrete structure, constructed at the end of the waterway 2.7.2 Syphon Aqueduct of a canal/carrier channel to protect the banks from erosion, support the infrastructure load and It is a cross drainage work in which the carrier retain the’ backfill while confining the flow to the channel is carried over the drainage channel with desired waterway. the drainage discharge carried under pressure through the structure. The bed of the drainage channel may or may not be depressed below its 2.2 Abutment Pier normal level. A heavy pier designed to withstand the horizontal component of unbalanced inclined thrust from 2.8 Back Water Curve the s::perstructure. The shape of the surface of water in a stream or open conduit along a longitudinal profile from a 2.3 AZiux p:)int upstream of a structure where such water The upstream rise of water level above the normal stirface is raised above its normal level. surface of water caused by an obstruction, resulting in contraction of the normal waterway. 2.9 Clearance It is the vertical height between the design flood 2.4 Affluxed Check High Flood Level level ( incluc!ing afllux ) of the stream, or the full Affluxtd chcik high blood level is the level due to supply level of the canal, and the lowest point of affiux created by the check flood. the superstructure. 2.5 Afflux Band 2.10 Critical Flow Velocity An embankment or dyke designed to prevent out- It is that velocity of flow at which the total energy flanking of the cross drainage structure by the of’ flow is minimum. design flood. 2.11 Critical Velocity 2.6 Apron It is that velocity of the canal flow which is non- Protective layer of stone or other material extend- scouring and non-silting [ see 4.13.3 of IS 4410 ing out from a structure to arrest erosion/scour. (Part V ) : 1968 1. 2.7 Aqueduct 2.12 Culvert A cross drainage work in which the carrier channel is carried over the drainage and the A crO5s drainage work in which the canal dis- bottom of the carrier channel oc the covering over charge is carried over the drainage channel with t!le drainage ope:lin_rs, is above the high flood full section of canal/carrier channel, without level in the drainge channel. iluming the section. 1IS 4410 ( Part lS/Sec 5 ) : 1992 2.12.1 Arch Culvert 2.22 Level Crossing It is a culvert in which arch openings are provided It is a cross drainage work in which bed levels of for the drainage channel water, below the bed the drainage channel and the canal are nearly the level of the canal/carrier channel. same. Drainage is admitted in the canals from one bank and escaped across the other. 2.12.2 Box Culvert 2.22.1 Inlet It is a culvert in which the drainage channel dis- charge is carried in a box or pipe under the bed It is a work consisting of an opening in a canal level of the canal/carrier channel. bank, suitably protected, to admit upland drainage water into the canal. 2.13 Check Flood The check flood discharge is the value, enhanced 2.22.2 Outlet over the design discharge to provide additional safety to the foundation in case of natural It is a cross drainage work consisting of an open- streams. ing in a canal bank suitably provided to discharge excess water collected through the inlet into a 2.14 Cut Off Wall natural stream. It is a cross wall built under the floor of a 2.23 Low Water Level hydraulic structure with the object of increasing creep length of water reducing uplift, attaining The low water level is the level of the water safe exit gradient and thereby reducing seepage surface generally obtained during the dry weather of water. flows. 2.15 Cut Water 2.24 Observed Flood It is the upstream nose of a pier shaped for streamlined entry of flow into the bays. It is the masimum of the recorded floods, at a section of a stream, during a specific period, 2.16 Design Flood which may be a year or even the entire period of record. It is the estimated flood discharge used for design of the waterway, foundation of a particular work 2.25 N-Year Flood or its component works and connotes fixation of the flood magnitude after thorough consideration It is a flood which has probability of being of the flood characteristic, including its frequency, equalled or exceeded once in every N-Years or in a drainage basin. has one chance in N of occurring in any year. 2.17 Design Storm 2.26 Pier It is that estimate of rainfall depth, or amount, and its distribution over a particular drainage It is a masonry or plain or reinforced concrete area which is accepted for determining the design wall built in a drainage channel or canal, to flood. divide the width of the channel or canal in a number of bays and to support vertical loads transmitted by the superstructure. 2.18 Ease Water It is the downstream nose of the pier, shaped to 2.27 Probable Maximum Flood ( PMF ) promote smooth emergence of the waters flowing out of the adjacent bay(s). It is the largest momentary discharge rationally possible from considerations of the most critical 2.19 Fetch combination of severe meteorological and hydrologic conditions in the area. Tt is the distance over which the wind can act on a body of water. It is generally defined as the 2.28 Scour Depth maximum distance from the windward shore to the structure. Scour depth is the depth measured below check high flood level to indicate the limit up to which 2.20 Free Board scour may occur due to water flow. It is the difference in levels between the maximum 2.29 Substructure flow line including afflux, and the top of the embankment, guide bank or trough/box. It is that part of the cross drainage work which lies above the foundation but below the top of 2.21 High Flood Level piers or abutments or below the springing line of It is the design flood level as in 2.16 above. arches. 2IS 4410 ( Part lS/Sec 5 ) : 1992 2.30 Superstructure 2.33 Toe Wall It is that part of the cross drainage work which It is a shallow wall constructed at the junction of lies above the top of piers, abutments or above the toe of embankment or guide bund and the the springing line of arches. bed or floor to provide a footing for the pitching. 2.31 Superpassage 2.34 Uplift It is a cross drainage work, the reverse of a canal aqueduct when the canal is passed under the drainage channel such that the full supply level It is the upward hydraulic pressure exerted on of the canal leaves a sufficient free board from the the base of a structure through the pores of the underside of the drainage trough above it. permeable bed beneath its base. 2.32 Syphon 2.35 Wing Walls It is a structure with a closed conduit, designed These are protective walls joining the abutments to run full and usually under pressure, to trans- of a structure to earth dykes or banks. port the canal water under the drainage channel. It is also referred to as irrigation syphon or canal syphon. 2.36 Transition Wall 2.32.1 FVell Syphon 1 t is a wall positioned between the normal section It is a syphon in which wells are provided at each and flumed section of structure for smooth end of syphon. transition of flow.I 1 I Standard Mark I The use of the Standard Mark is governed by the provisions of the Bureau qf Indian Standards Act, 1986 and the Rules and Regulations made thereunder. The Standard Mark on products covered by an Indian Standard conveys the assurance that they have been produced to comply with the requirements of that standard under a well defined system of inspection, testing and quality control which is devised and supervised by BIS and operated by the producer. Standard marked products are also continuously checked by BIS for conformity to that standard as a further safeguard. Details of conditions under which a licence for the use of the Standard Mark may be granted to manufacturers or producers may be obtained from the Bureau of Indian Standards. I IBureau of Indian Standards BIS is a statutory institution established under the Bureau of fndiun Srandurds Acr, 1986 to promote harmonious development of the activities of standardization. marking and quality certification of goods and attending to connected matters in the country. Copyright BIS has the copyright of all its publications. No. part of these publicatrons may be reproduced in any form without the prior permission in writing of BlS. This does not preclude the free use, in the course of implementing the standard, of necessary details, such as symbols and sizes, type or grade designations. Enquiries relating to copyright be addressed to the Director ( Publications 1, BlS. Revision of Indian Standards Indian Standards are reviewed periodically and revised, when necessary and amendments, if any, are issued from time to time. Users of Indian Standards should ascertain that they are in possession of the latest amendments or edition. Comments on this Indian Standard may be sent to BIS giving the following reference : Dot : No. RVD 2 ( 110 ) Amendments Issued Since Publication Amend No. Date of Issue Text Affected BUREAU OF INDIAN STANDARDS Headquarters: Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi I 10002 Telephones : 331 01 31. 331 13 75 Telegrams : Manaksanstha ( Common to all Offices ) Regional Offices: Telephone f Contra1 : Manak Bhavan, 9 Bahadur Shah Zafar Marg 331 01 31 NEW DELHI 110002 I 331 I3 75 Eastern : l/l4 C. I. T. Scheme VII M. V. I. P. Road, Maniktola 37 84 99, 37 85 61, CALCUTTA 700054 37 86 26, 37 86 62 i Northern : SC0 445-446, Sector 35-C. CHANDIGARH 160036 53 38 43, 53 16 40, 53 23 84 t Southern : C. I. T. Campus, IV Cross Road, MADRAS 600113 235 02 16, 235 04 42, { 235 15 19. 235 23 15 Western : Manakalaya, E9 MIDC, Marol, Andheri ( East 1 632 92 95, 632 78 58, BOMBAY 400093 t 632 78 91, 632 78 92 Branches : AHMADABAD, BANGALORE, BHOPAL, BHUBANESHWAR, COIMBATORE, FARIDABAD, GHAZIABAD, GUWAHATI, HYDERABAD, JAIPUR, KANPUR, LUCKNOW, PATNA, THLRUVANANTHAPURAM. Prtnted at Prtntrade. New Delhi. Indta
8338.pdf	IS : 8338 - 1976 Indian Standard RECOMMENDATIONS RELATING TO PRIMARY ELEMENTS IN THE DESIGN OF SCHOOL LIBRARY BUILDINGS ( First Reprint MARCH 1WO ) UDC 727.82:022:027.8 0 Copyright 1977 BUREAU OF INDIAN STANDARDS MANAK BHAVAN, Y BAIIADUR SHAII ZAFAR MARG NEW DELHI 110002 Gr 2 May 1977IS t 8338 - 1976 Indian Standard RECOMMENDATIONS RELATING TO PRIMARY ELEMENTS IN THE DESIGN OF SCHOOL LIBRARY BUILDINGS Library Buildings, Fittings and Furniture Sectional Committee, BDC 27 Chairman Representing Pnor D. V. R. RAO School of Planning and Architecture, New Delhi Members SHRI 0. P. AHUJA Ahuja Furnishers Pvt Ltd, New Delhi SHRJ S. BALAKR~SHNAN Engineer-in-Chief’s Branch, Army Headquarters, New Delhi SHRI N. M. DAVID ( Alfcrnatc ) SHRI PREM BHALLA National Institute of Designs, -4hmadahad PRRI JYOTISH SEVAE ( Alternate ) &RI R. K. CHHABRA University Grants Commission, New Delhi DR S. C. GOEL ( Alternote ) SHRI R. C. GUPTA National Archives of India, New Delhi ;~HRI R. E. JAMBHEKAR Godrej & Boyce Manufacturing Co Pvt Ltd, Bombay DR Pi A. JOSHI ( Affernate ) SHRI M. M. MISTRY National Buildings Organization, New Delhi CWRI SURYA PRATAP ( Alternate ) S& IVL H. PANDYA Central Building Research Instituk ( CSIR ), Roorkee SHRI R. D. SRIVASTAVA ( &6mat6 ) SHRI R. S. PAWWAR Council of Scientific and Industrial Research, New Delhi SHRI S. PARTHASARTHY Indian National Scientific Documentation Centre ( CSIR ), New Delhi SHRI F. B. PITHABADIAN School of Architecture & Planning, Guindy SHRI R. P. PURI Standard Library Service, New Delhi SHRI H. RERMAN In personal capacity ( Secretary, Delhi Urban Art Commission, V&an Bhovan Annexc, New Delhi ) SHRI V. R. SARDESAI Indian Institute of Architects, Bombay SHRI B. G. SHIRKE Institution of Engineers ( India ), Calcutta SHRI B. T. UNWALLA ( Altorn& ) PROF A. P. SRIVASTAVA University of Delhi SHRI N. DATTA ( Alt6rnaf6 ) ( Cotiinu6d on png6 2 ) @ Co&right 1977 BUREAU OF INDIAN STANDARDS This publication is protected under the M&m Copfight Act ( XIV of 1957 ) and reproduction in whole or in part by yy means exce t with written permission of the ~&her shall be dcemcd to bc an mfringement o P copyright under the said Act.IS: 8338 - 1976 Mt%lb#TS R+rescnting Da K.P. SBXVA~TAVA Archives Department, Government of Uttar Pradesh, Lucknow Sara GEOIUE THOMAS Cement Research Institute of India, New Delhi SHRI T. R. SEXINWASAN ( Allsmat# ) Ssnu D. AJITRA SIMHA, Director General, IS1 ( Ex-&cio Memh ) Director ( Civ Engg ) SHRI SunEsH MALXANI Assistant Director ( Civ Engg ). IS1 Panel for Functional Requirements of Library Buildings, BDC 27 : Pl cmwfnu PROPD . V. R. RAO School of Planning and Architecture, New Delhi MN&S SEBI .R. BHALLA Indian Institute of Architects, Bombay San1 rTL PJA Kurur Jawaharlal Nehru University, New Delhi SEBI R. C. GWTA National Archives of India, New Delhi Psor I’. B. h-fANC+LA Department of Library Science, University of Delhi SEEI M. M. KA3EYAl ( Altrrnorr ) SH~IS. PABTEAISABTRY Indian National Scientific Documentation Centre ( CSIR ), New Delhi SHSI Ii. REHMAN In personal capacity ( Sem~ary, Delhi Urban Ad Commission, Vip Rliavan AnnexcI New Delhi ) pnor A. P. SBSVA~TA~A University of DelhiI6 I 8338 - 1976 Indian Standard RECOMMENDATIONS RELATING TO PRIMARY ELEMENTS IN THE DESIGN OF SCHOOL LIBRARY BUlLDINGS -0. FOREWORD 0.1 This Indian Standard was adopted by the Indian Standards Institution on 22 December 1976, after the draft finalized by the Library Buildings, Fittings an9 Furniture Sectional Committee had been approved by ihe Civil Engineering Division Council. 0.2 Extensive schemes are.,,underway to improve the existing library facilities and also for settmg u of new library buildings in different parts of India. It has been we P1 recognjzed that any further improve_ construction of.new library buildings should take into account ments and the knotiledge and experience gained in India and abroad in the design, layout ahd functioning of library buildings. TO give guidance to, the architects, institutions and others concerned in planning of all types of library buildings IS : 1553-1976* was published. During the course of fOrmu]atiOn Of IS Z1 5S3-197C, the Committee ,noted that very little attention was being paid to the provision of proper library facilitiesin school particular recommendations in this regard, would be of buildings and considerable assistance to the education departments and other authorities concerned. This was considered all the more urgent in view of the large number of elementary and secondary schools coming up in urban and rural areas. This standard prepared accordingly gives recommendations for design and laybut of school library buildings. 9.3 The recommendations ,made in this standard may not, however, meet all the situations..tbat may arrse 1.n.I ndividual cases, and it may become necessary to deviate from the provIsIons of this standard or suitably adapt them to meet such situatloas. 0.4 This standard is one of a series of Indian Standards covering require_ ments of libraries. +Remm&tions relating to primary elementS in the design of library build@ (firs; r&ion ). 3IS i 8338 - 1976 0;5 For the purpose of deciding whether a particular requirement of this standard is complied with, the final value, observed or calculated, expressing the result of a test or analysis, shall be rounded off in accord- ance with IS : 2-1960. The number of significant places retained in the rounded off value should be the same as that of the specified value in this standard. 1. SCOPE 1.1 This standard covers the recommendations relating to primary elements in t~he design of school library buildings. 2. TERMINOLDGY 2.0 For the purpose of~this standard, the following definitions shall apply. 2.1 Aisles -The ‘-streets’ between two rows of book stacks. 2.1.1 Main Aisle - ‘ Main Streets’ of book stacks ( see Fig. 1 ). 2.1.2 Cross Aisle - Secondary aisle branching off main aisle (see Fig. 1 ). 2.1.3 End Aisle- Aisle along the wall of the book stacks. (see Fig. 1 ). 2.1.4 Range Aisle - Aisle between two ranges ( see Fig. 1). 2.2 Compartments -Two sections back to back. 2.3 Deck-The floor at any stack level usually one of the intermediate floors of the mlti-tier stack (see Fig. 2 ). 2.4 Range -A group of sections ( single faced range ) or compartments (double faced range) with shelf supports common to adjacent sections. 2.5 Section - See 2.7. 2.6 Tier-One level in book stack. 2.7 Unit Rack or Book Rack- A rack consisting of three uprights forming four open bays, two on each face; one of which shall be termed as ’ section ‘. 3. BASIC PRINCIPLES OF DESIGN 3.1 The libraries for schools shall be designed on the principles of open access libraries in accordance with IS: 1553-1976t. Rules for rounding off numerical values ( reuised ). tRecommendations relating to primary elements in the design of library buildings (first revision ). 4IS : 6330 - 1976 END AISLE CROSS AISLE ENTRANCE L CARRELLSJ Fro. 1 SKETCH SHOWING ARRANGEMENTSO F VARIOUS COMPONENTS INSIDE STACK REFERENCER OOM 4. TYPES OF SCHOOL LIBRARIES 4.1 The school libraries shall be classified as follows: a) Elementary school libraries, and b) Secondary school libraries. 5. SIZES 5.1 The sizes and other details for the two classes of school libraries shall be as given in 7.1. 6. LOCATION 6.1 A schematic layout of a school library is given in Fig. 3. 5FIO.2 MULTI-hR BooK STACK 6IS< 8338 - 1976 FROM OTHER PARTS FROM OTHER ROOMS 1 - DISCUSSION CATAL OGUE AND READING ROOM AUDIOVISUAL WORKSHOP - - ROOM L Fm. 3 SKETCH SHOWINCJR ELATION BETWEENV ARIOUS PARTS OF SCHOOL LIBRARY 6.2 Location of library with respect to other rooms in the school building shall be such that it is conveniently approachable from the main entrance, and should be centrally located with respect to teaching area. 6.3 The library block should provide calm and quiet atmosphere for the readers. 6.4 The longer axis of library should run east to west with some adjust- ments depending upon the latitude of the place. The entrance should be provided from a verandah or lobby. 7IS t 8338 - 1976 7. ROOMS 7.1 Essential rooms required for the school libraries shall depend on the size and strength of schools. Minimum requirements for planning are given below: 7ype of .No.o f Jvo. of No. of Staf Library Volumes Current Readers not at Periodicals Seats Service f Point is~a_y a) Elementary 5oc-3 coo 1O -20 40-80 l-3 school b) Secondary 5 000-30 000 20-30 40-120 2-4 school NOTE - Main library room may serve both as stack and reference room with arrangements for lending books near to the exit. 7.2 One entry and one exit shall be provided to ensure safety of books. 7.3 A small room for the repair of damaged books shall be provided in the library. 8. SPACE REQUIREMENTS 8.1 Recommended area of various rooms as shown in Fig. 3 shall be as foJlows: Audio visual storage room 45 m2 Workshop 45 ma Discussion room 2 ma per person Library classroom 75 m2 at the rate of 1’25 in2 for 10 students 8.2 Readiog Room-The area for reading room shall be as follows (see ulso Fig. 3 ): a) Area per person ( seated ): 1) Elementary 1 m2, Min 2) Secondary 1.5 m2, Min 8.3 If stack and reading room are combined into one, the area required for shelving to be provided shall be as follows: 4 Book storage: 1) Elementary 30-35x volumes per metre run of shelving 2) Secondary 25-3Oj b) Number of volumes required 5 to 10 volumes per student to be stored 81s ; 8338- 1976 9. LIGHTING 9.0 Lighting on suitable level shall be provided as given in 9.1 to 9.8. 9.1 Natural Lighting - Natural lighting when provided should be free from glare and glazed area should be equal to the minimum of 15 percent to 20 percent of the floor area of the reading room concerned. 9.2 Window height and the width of the room should have a minimum ratio of 0’35. 9.3 If windows are used on -one side of the room, the wall opposite to the glazed wall should not be at a distance more than 8 m. 9.4 The intensity drop across the width of the reading room shall not exceed 2 : 1. 9.5 Bilateral lighting should be provided in case the width of the room exceeds 8 m. 9.6 CHHAJJAS or hoods, when provided, shall be kept to a minimum required to exclude rain or direct sunlight and to minimize glare. 9.7 Glare caused due to sun-lit surfaces in front of windows may be avoided by introducing plant growths of suitable variety and size. 9.8 To avoid undesirable contrast between the sun-lit surfaces and the interior walls and windows sashes, the same should be painted in suitable light colours. IO. ACOUSTICS IO.0 Wherever rooms have to be used for teaching purposes, to distribute the sound uniformly throughout the room, the points given in 10.1 to 10.4 shall be given consideration. I.Q.1 The background noise shall be low enough so as not to interfere with the desired sound of speech. 18.2 The desired sound shall be loud enough to be heard without effort. 18.3 The reverberation time shall be short enough to avoid echo and long enough to provide blending. 18.4 The distribution of sound shall be uniform throughout the room. 11. THERMAL COMFORT 11.1 General - The windows and ventilators shall be so fixed that it is possible to control the movement of air through them. 11.2 Hot and Dry 11.2.1 The rooms or block shall be SO oriented that area of walls and windows exposed to sun is reduced to minimum. 9IS t 8338 - 1976 11.2.2 The outer surfaces ot’the building shall be treated with refiec- tive colours. 11.2.3 Pavings close to the library blocks shall be either avoided or reduced to minimum. 11.3 Hot and Humid 11.3.1 The rooms of library block shall be so oriented as to take maxi- mum ~advantage of prevailing breeze. 11.3.2 The areas exposed to sun shall be shaded to provide protection from afternoon’s sun. 11.3.3 The windows and ventilators on the windward side shall have a smaller area than the windows and ventilators provided on the leeward side. 11.3.4 Hedges or compound walls shall be placed in such a manner so as to help the flow of air in the direction of windows on the windward side. 11.3.5 The levels of windows or ventilators on the windward side and leeward side should be staggered in order to induce movement of air at suitable working levels. 11.4 Cool Dry or Cool and Humid 11.4.1 The rooms of library blocks shall be so oriented as to provide maximum sun-lit area. 11.4.2 Materials which consecve heat and facilitate heating should t)e used in the construction. 12. FURNITURE SIZES 12.1 The recommended heights of furniture to be used by students of secondary and higher secondary classes are as follows: Height of bench or chair = 42.5 cm Height of table = 65 cm Maximum height of periodical = 150 cm gallery 12.2 The recommended heights of furniture for students of primary classes are as follows: Height of bench or chair = 34cm Height of table = ~50 cm 12.3 Other details of dimensions are left to the designers consideration in view of flexibility in design. 10BUREAU OF INDIAN STANDARDS ljeedquartars : Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002 Telephones : 331 01 31 Telegrams : Manaksanstha 331 13 75 (Common to all Offices) Regional Offices : Telephone Central : Marrak Bhavan. 9, Bahadur Shah Zafar Marg. 331 01 31 NEW DELHI 11 QOO2 I Eastern - l/14 C.I.T. Scheme VII M. 333: is3 :: * V.I.P. Road, Maniktola. CALCUTTA 700054 Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036 21843 Southern : C.I.T. Campus, IV Cross Road, MADRAS 600113 41 29 16 Western : Manakalaya, E9 MIDC. Marol. Andheri (East), 6 32 92 95 BOMBAY 400093 8r8nch Offices : ‘Pushpak’, Nurmohamed Shaikh Marg. Khanpur, AHMADABAD 380001 2 63 48 Peenya Industrial Area, 1st Stage, Bangalore-Tumkur Road, 39 49 55 BANGALORE 560058 Gangotri Complex, 5th Floor, Bhadbhada Road, T.T. Nagar. 55 40 21 BHOPAL 462003 Plot No. 82183, Lewis Road, BHUBANESHWAR 751002 53627 Kalai Kathir Building, 6/48-A Avanasi Road, COIMBATORE 641037 2 67 05 Quality Marking Centre, N.H. IV, N.I.T., FARIDABAD 121001 - Savitri Complex, 116 G. T. Road, GHAZIABAD 201001 8-71 19 96 53/5 Ward No. 29, R.G. Barua Road, 5th By-lane. 3 31 77 GUWAHATI 781003 5-8-56C I_. N. Gupta Marg. ( Nampallv Station Road ) 231083 HYDERABAD 500001 R14 Yudhister Marg, C Scheme, JAIPUR 302005 83471 117/418 B Sarvodaya Nagat, KANPUR 208005 21 68 76 Plot No. A-9, House -No. 56l/63. Sindhu Nagar, Kanpur Roaa. 5 55 07 LUCKNOW 226005 Patliputra Industrial Estate, PATNA 800013 6 23 05 District hdustries Centre Complex. Bagh-e-Ali Maidan. SRINAGAR 190011 T. C. No. 14/1421, University P. O., Palayam, 6 21 04 THIRUVANANTHAPURAM 695034 fnspection Offices (With Sale Point) : Pushpanjali. First Floor, 205-A West High Court Road. 52 61 71 Shankar Nagar Square, NAGPUR 440010 Institution of Engineers (India) Building, 1332 Shivaji Nagar. 5 24 35 PUNE 411005 -_ ‘Sales Office Calcutta is at 5 Chowringhee Approach, 27 68 00 P. 0. Princep Street, CALCUTTA t Sales Office is at Novelty Chambers, Grant Road, BOMBAY 89 65 28 $ Sales Office is at Unitv Building, Narasimharaja Square, 22 39 71 BANGALORE Reprography Unit, BIS. New Delhi, India
5817.pdf	IS 6817 : 1992 meits wrii; Indian Standard _PREPARATIONANDUSBOF LTM-E-POZZOLANAM IXTURECONCRETE INBUILDINGSANDROADS-CODE OFPRACTICE ( First Revision ) UDC 69 1545-69.052 Q BIS 1992 BUREAU OF INDIAN STANDARDS MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG NEW DELHI 110002 December 1992 Price Group 3Building Lime and Lime Products Sectional Committee, CED 4 FOREWORD This Indian Standard ( First Revision ) was adopted by the Bureau af Indian Standards after the draft finalized by the Building Lime and Lime Products Sectional committee had been approved by the Civil Engineering Division Council. Lime-pozzolana mixture concrete is found to have many desirable properties advantageous for use in road and building construction. The values of drying shrinkage of lime-pozzolana mixture concrete have been observed to vary from 0.019 to 0.040 percent which comperes favourably with values of 0.024 to 0,038 percent and O-043 to 0.058 percent respectively for plain cement and pozzolana cement concrete of 1 : 5 and 1 : 6 nominal mix proportions. The drying shrinkage values of lean cement concrete of mix proportions 1 : 16 and 1 : 20 are of the order of 0.06 to O-09 percent. From these, it is seen that lime-pozzolana mixture concrete undergoes only negligible volume change after setting and initial shrinkage. Well compacted lime-pozzolana mixture concrete is also found to be less permissible because it is more cohesive and plastic in nature than cement concrete of.equivalent strength. The bond strength between lime-pozzolana mixture concrete and cement concrete is found to be of the order of l-5 to 2.0 MPa when the time interval between laying of two layers in road and other pavement work is not more than one hour. Because of this characteristic, it is found that lime pozzolana mixture concrete can be advantageously employed as a bonded underlay under thin cement concrete surfacing to obtain a com- posite, economical rigid pavement wherein the shear stresses developed at the inter-face of the two layers are taken care of by the bond strength developed between the two layers. This standard was first published in 1970. This revision has been prepared with a view to incorporate the modifications and improvements found necessary in the light of experience gained during the use of this standard. In addition to giving reference to the latest Indian Standards, this revision also incor- porates the details of lime-pozzolana mixture concrete made with quick setting lime-pozzolana mixture according to IS 10772 : 1983 ‘Specification for quick setting lime-pozzolana mixture’. For the purpose of deciding whether a particular requirement of this standard is complied with, the final value, observed or calculated, expressing the result of a test or analysis, shall be rounded off in accordance with IS 2 : 1960 ‘Rules for rounding off numerical values ( revised )‘. The number of sign& cant places retained in the rounded off value should be the same as that of the specified value in this Standard.z398~7.:'1992 Indian Standard PREPARATIONANDUSBOF LIMB-POZZOLANA MIXTURECONCRETE INBUILDINGSANDROADS-CODE OFPRACTICE ( First Revision / 1 SCOPE IS 3 182 : 1986. Aggregate conforming to IS 2686 : 1977 and having the required grading for fine This code covers the preparation and use of aggregate as laid down in IS 383 : I970 may also lime-pozzo~lana mixture concrete, using lime- be used. pozzolana mixture conforming to IS 4098 : 1983 and IS 10772 : 1983 in building, road and runway 4.5 Water construction works, such as levelling course in Water used for both mixing and curing lime- foundation, footing under masonry walls and pozzolana mixture concrete shall be clean and columns, ordinary base concrete under floor, free from injurious amount of deleterious matter. filling haunches over masonry arch, roof finish, Potable water is generally considered satisfac- fabrication of building blocks, paving blocks, tory for mixing and curing lime-pozzolana mix- road bases and bonded underlays. ture concrete. 2 REFERENCES 5 DESIGN CONSIDERATION The Indian Standards listed in Annex A are necessary adjuncts to this standard. 5.1 General Lime-pozzolana mixture concrete may be used 3 TERMINOLOGY in building and road works for the following For the purpose of this standard, the definitions situations: as given in IS 4305 : 1967 and IS 6508 : 1988 a>A s a levelling course for foundation and shall apply. for plain concrete footings for masonry 4 MATERIALS walls and columns; 4.1 Lime-pozzolana Mixture b) Ordinary base concrete under floors; Lime-pozzolana mixture shall conform to C) For filling haunches over masonry arch work; IS 4098 : 1983. d) Roof finish; 4.2 Quick Setting Lime-pozzolana Mixture e) Road and airfield bases and bonded Quick setting lime-pozzola mixture shall conform underlays in composite rigid pavement 10 IS 10772 : 1983. ( see Note ); and 4.3 Coarse Aggregates f) For making solid building and paving blocks including tiles. 4.3.1 Coarse aggregate for use in lime-pozzolana mixture concrete shall be either natural stone NOTE-Such pavement may bc composed of two aggregate conforming to IS 383 : 1970 or broken layers of overlay and underlay bonded together, brick (burnt clay ) aggregate conforming 10 whereas the overlay is of normal paving cement concrete, the underlay may be of lime-pozzolana IS 3068 : 1986 depending upon the situation of concrete or cement concrete or leaner mix. USt’. 5.2 For satisfactory use and proper selection of 4.3.2 Guidance about the type of aggregate to right mix for lime pozzolana mixture concrete he used in lime-pozzolana mixture concrete may detailed information with regard to the follow- be obtained from Table 1. ing will be necessary: 4.4 Fine Aggregate a ) For Use in Foundation -Nature of soil and characteristics of ground at or near Fine aggregate for use in lime-pozzolana~mixtuce the surface, sub-soil water level and load concrete shall conform to IS 383 : 1970 or transmitted to the foundation;Table 1 Recommended Mixes with Lime-Pozzolana Mixture Conforining to IS 4098 : 1983 and IS 10772 : 1983 ti ( Clauses 4.3.2, 5.2.1, 5.3, 5.6, 8.2.1, 8.3.1, 8.4.2, 8.5.1, 8.6.1 and8.7) tJl 00 4 Sl No. Situation . Coarse Mix by Mass Mix by Volume 28 Days Strength, Min . . Gr::‘:eyf Aggregate r---.--_-h-----~ c----e -h----- - #-__---_ti---~ CI Pozzolana Lime- Fine Coarse Lime- Fine Coarse Compressive Mixture Pozzo- Aggre- Aggre- Pozzo- Aggre- Aggre- MPa F’eG?l g lana gate gate lana gate gate Mixture Mixture (1) (2) (31 (41 (5) (6) (7) (8) (91 (10) (11) (12) 1. Levelling course under found- LPA20 Crushed stone 1 4 8 1 2’25 4’5 1 0’2 ______. ations, footings under masonry walls and columns, Brick aggregate 1 3 6 1 1’75 4’0 1 0’2 ordinary base concrete under LP-7 Crushed stone 1 3 6 1 1’75 3’5 1 0’2 floors, filling of haunches over masonry arches and Brick aggregate 1 2’5 5 1 1’5 30 1 0’2 roof finish Type 1 Crushed stone 1 8 16 1 4’5 9 1 0’2 I __ Brick aggregate 1 6’8 12 1 4’0 8 I 0.2 T;jpe 2 Crushed stone 1 5’2 10 1 3’0 6 1 0’2 Brick aggregate 1 4’2 8 1 25 5 1 0’2 ___--- Type 3 Crushed stone 1 3’4 7 1 -2.0 4 1 0’2 -__I Brick aggregate 1 2’5 5 1 1.5. 3 1 0’2 Road bases air-tield bases LP-40 Crushed stone 1 2’33 5 1 1’25 3’0 4 W6 and improved base concrete under floor LP-20 do 1 1’33 3 1 1’25 1’75 4 0’6 TTyyppee 21 ddoo 11 32’’7626 26’’6606 : 21’’05 43 : 8:: Bonded under lays, building LP-40 do 1 2 4 1 1’12 2’25 7 0’9 blocks and paving blocks LP-20 do 1 1 2 1 0’50 1’12 7 0’9 ‘ TO yp pee l 2 d do o : 1 1 23 ’’ 66 40 1 1 ;:; ::: 7 7 ;:; NOTES 1 The aggregate grading for the lime-pozzolana concrete should, in the absence of special mix design procedure generally conform to the grading given in IS 383 : 1970. 2 The volumetric proportionihg is based on the assumption that a 36 kg bag of LP mixture would be 0’042 5 m3 by volume. 3 For water requirement, the compaction factor should be kept 0’85 f 0’02 for all the mixes.IS 5817 : 1992 b) For Use Under Floor Finishes -- Characte- 5.6 Strength Requirement ristics of ground sub-soil water level, type The strength of lime-pozzolana mixture concrete of floor finish provided and load on the will depend on the type of lime-pozzolana m,ix- floor; ture used, water/binder ratio and binderlaggre- C>F or Road Bases and Bonded Underlays, in gate ratio. The minimum compressive and Composite Rigid Pavement - Characteris- flexural strength requirements for different tics of subgrade, wheel load for which the situations of work as applicable to different slab thickness is designed and the flow of buildings and roads, using type of lime-pozzo- traffic data. lana mixture as specified in IS 4098 : 1983 and quack setting lime pozzolana~mixture as specified 5.2.1 Lime-pozzolana mixture concrete in foun- in IS 10772 : 1983 are given in Table 1. dation for building shall beused only where the strength requirements are not likely to exceed 5.7 Durability those specified for different situations of work Properly prepared, compacted and laid lime- as given in Table 1. pozzolana mixture concrete is durable under 5.2.2 When properly prepared and laid, lime- normal exposures. Such concrete possesses pozzolana mixture concrete applied as roof finish considerable resistance to sulphate attack and serves as an efficient water-tight material and can be used in foundations, and in areas where does not usually need any further finishing treat- the soil contains considerable amount of soluble ment thereon. sulphate and sub-soil water table is high. 6 STRENGTH CHARACTERISTICS 5.3 Mix Proportions 6.1 Lime-pozzolana mixture concrete pos>esses Guidance about the mix proportions to be used compressive and flexural strengths comparable in the preparation of lime-pozzolana mixture to those of lean cement concretes. For deter- concrete for different situations of use may be mination of compressive and flexural strength of obtained from Table 1. lime-pozzolana mixture concrete, the methods applicable for lime concrete, given in IS 2541 : 5.4 Workability 1974 may be used. The tests shall be made at Because of very good water retention properties 28 days. of lime-pozzolana mortars, the workability of lime-pozzolana mixture concrete will be found 6.2 Lime-pozzolana mixture concrete has rea- satisfactory with normal conditioning of con- sonably high flexural and ultimate strain-taking crete. The lime-pozzolana mixture concrete capacity. In view of these properties, it cau be mixes generally appear to be dry, but are found used with advantage to lay road bases or bonded workable during compaction. Lime-pozzolana underlays, foundations and, floor concretes, etc. Compared to crushed stone bases, lime-pozzo- mixture concrete with slumps as low as 15 mm lana mixture concrete base course spread the have been found to be satisfactory in practice for a wide range of use. It is desirable to arrive load over a much larger area due to its flexural at suitable mix proportions of lime-pozzolana rigidity in the same manner as a rigid base does, thus reducing the stress on the subgrade and concrete taking into account the details of inducing smaller deflection. requirements of work and facilities for compac- tion available. 6.3 The bond strength between lime-pozzolana mixture concrete and cement concrete is of the 5.5 Rate of Hardening and Setting Time order of I.5 to 2-O MPa, when the time interval The hardening of lime-pozzolana mixture con- between laying the two layers is not more than crete will depend on the lime reactivity of the one hour. pozzolana and in general be slower than that of 7 PREPARATION OF LIME-POZZOLANA cement concrete but will be satisfactory for most MIXTURE CONCRETE of the normal uses to which it is put in building and road works. Higher the lime reactivity of 7.1 Coarse Aggregate the pozzolana the quicker will be the rate of setting and hardening of the lime-pozzolana Aggregate shall be washed clean and saturated surface dry aggregate shall be used in the pre- mixture concrete. In case of structural lime- pozzolana mixture concrete subjected to loads, paration of concrete. such as in foundations, the work of superstruc- 7.2 Mixing ture shall not be started earlier than a period of seven days after concrete has been laid and 7.2.1 For mixing small quantities of lime-pozzo- consolidated. This condition is however not lana mixture concrete, hand mixing or hand- .applicable in case of composite rigid pavement operated small mixture may be adopted, whereas construction. for big jobs mechanical mixer may be employed. 3IS 5817 :1992 7.2.2H and Mixing straw, twigs, dirt and other deleterious matter.~ Alternatively, heavy duty plate, or surface 7.2.2.1 Mixing shall be done ‘on a clean, water- vibrators may be used for uniform and good tight platform of sufficient -size to provide compaction, sample mixing area. The platform shall have tight close joints so that there is no leakage of 8.2.3 Heavy rammers shall be used and ramming water or mortar through them and the mixing shall be continued until a skin of mortar covers tool does not strike the joints while in opera- the surface and completely hides the aggregate ti0fI. ( iron rammers weighing 4.50 to 5.50 kg and not more than 30 000 mm2 in area are generally 7.2.2.2 The coarse aggregate .shall first be stac- found satisfactory ). Square rammers are helpful ked on an even surface on the platform. The for compaction of edges. No water shal1 be required quantity of fine aggregate and the lime added during ramming. Where joints in the same pozzolana mixture shall then be dry mixed by a layer are unavoidable, the end of each layer shovel separately. This mixture shall be evenly shall be sloped at an angle of 30° and made spread over the coarse aggregate and the whole rough to ensure proper bond with new concrete. thoroughly mixed. The required quantity of water The surface of each completed layer shall be shall be applied with a sprinkler over the top watered, roughened and cleaned by wire brush- surface and mixing shall be done by turning it ing or any other suitable means before the next over several times, until all the particles of layer is laid over it. Where vertical joints occur aggregates are covered with mortar and con- in an upper and a lower layer they shall be at crete of uniform appearance and consistency is least 600 mm apart horizontally. obtained. 8.2.4 The mixing and ramming shall go on con- 7.2.3 Machine Mixing tinuously when once started, relief parties being Saturated surface dry coarse aggregate shall first provided to avoid stoppage. This may be achie- be fed into the mixer. The quantities of sand ved by arranging workmen in one or more lines and lime-pozzolana mixture shall then be added across the width of the concrete, with a lateral to the mixer. Part of the water shall thereafter space of not more than 450 mm per man. Suffi- be added and the contents mixed. The remain- cient labour and materials shall be employed to ing quantity of water shall then be finally added make up the concrete foundations, layer by and the contents~mixed well. The total time of layer, simultaneously throughout the whole mixing shall not be less than 2 minutes, and building when this is not practicable, unfinished should be sufIicient to ensure uniform mixing. layers of concrete shall break joints as described in 8.2.3. 8 LAYING 8.2.5 For large areas, where the thickness of the 8.1 General foundation concrete to be laid and compacted is Only that much quantity of concrete shall be 150 mm or more, a needle vibrator shall be used mixed which can be laid in position within two to compact the mass of concrete till wet mortar hours after mixing. The concrete shall preferably just-appears at the top surface of the layer to be placed in position immediately after mixing be compacted. has been completed. Laying and compaction of NOTE - Generally concrete laid in 200 mm thick concrete shall be completed within four hours layers gives thoroughly compacted layer of 150 mm of adding water. thickness. 8.2 Lime-pozzolana Mixture Concrete in Founda- 8.2.6 Curing tions and Under Floors 8.2.6.1 After laying and compaction has been completed, lime-pozzolana mixture concrete 8.2.1 The bed of ground where concrete isto be laid shall be properly wetted and rammed before shall be cured for the first 48 h by covering it with wet hessian and for a further period of concreting is started. Guidance about the mix not less than 10 day by spreading wet sand or proportions to be used may be obtained from gunny bags and watering frequently in moderate Table 1. quantities. 8.2.2 The concrete shall be laid carefully in position ( not thrown from a height ) while quite 8.2.6.2 In case of concrete in foundations, no fresh, in layers not exceeding 150 mm in thick- brickwork or masonry shall be laid on concrete ness when consolidated. Care shall be taken for a period of at least seven days after laying while placing the concrete that segregation of or till such period the engineer-in-charge feels aggregate particles and mortar does not take it necessary. place Each layer shall be thoroughly rammed 8.3 Lime-pozzolana Concrete in Haunches of and consolidated before succeeding layer is Arches placed. During laying and consplidation, con- crete shall be kept free from mixing with leaves, 8.3.1 The concrete of suitable mix proportions, 4IS 5817 : 1992 the guidance of which may be obtained from layers of tiles may be put on the top of the lime- ‘Serial No. 1, Table 1, shall be laid to the requi- pozzolana concrete. The tiles should be jointed red thickness and level in layers not exceeding with an impervious mortar for such a finish, 100 mm in thickness. Compaction and ramming maintenance will be confined to the top most shall be continued till wet mortar just appears finish only. at the top surface if the layer is to be consolida- ted. 8.4.6.2 The protection against water penetration for the roof finish is enhanced by efficient drain- 8.3.2 Czuirlg age of surface water. For this purpose, slope of the terrace with lime-pozzolana concrete and The surface shall be continuously cured for not tiles finish shall not be less than 1 in 60 and the less than a total of 21 days as described in 8.2.6. slope in the case of plain lime-pozzolana con- ,8.4 Lime-pozzolana Mixture Concrete in Roof crete finish shall not be less than 1 in 50. Finish 8.4.6.3 For every 40 m” of roof area, one lOO-mm 8.4.1 Lime-pozzolana mixture concrete apart diameter rainwater pipe shall be provided. from its use as a structural material in several situations in building construction is also used 8.5 Lime-pozzolana Mixture Concrete in Laying for roof finish and serves as an effective water- Road and Airfield Bases and Improved Base Coo- proofing medium. Crete Under Floor 8.4.2 The concrete of suitable mix proportions 8.51 Lime-pozzolaila mixture concrete of suir- as given at Serial No. 1, Table 1, shall be used able mix prop0rtions, the guidance of \vhich in roof finish. may be obtained from Serial No. 2, Table 2, shall be used for laying road bases and improved base 8.4.3 Laying concrete under floor. 8.4.3.1 For sufficient planning, design and laying of the water-tight finish, the basic information, 8.5.2 The formwork of the same height as thz design considerations and preparation of roof thickness of the base or sub-base to be laid shall surface shall be as given in IS 3067 : 1988. be fixed upon the subgrade. The levels of the formwork and subgrade shall be examined so 8.4.3.2 The concrete shall be laid to the required that a uniform required thickness shall be laid thickness and levels not exceeding 100 mm in with tolerance of -& 6 mm. thickness. 8.4.3.3 If the roof is flat, the slope required for 8.5.3 Compaction shall be done in the conven- drainage may be given in lime-pozzolana con- tional manner using either needle and screech crete layer, but the minimum compacted thick- vibrator or 8-10 tonne roller, depending up0n ness ( see 8.4.3.4 ) of the concrete layer shall the condition of the project. nowhere be less than 7.5 cm. 8.5.4 Suitable contraction joints shall be pr;~k’- 8.4.3.4 After the lime-pozzolana mixture con- ded at intervals of 5 to 8 metres. crete is laid, it shall be initially rammed with a rammer weighing not more than 2 kg and the 8.5.5 Curing shall be done in accordance nith finish brought to the required evenness and the procedure given in 8.3.2. slope. Further compaction shall be done by workers who will sit close together, beat the 8.6 Lime-pozzolana Mixture Concrete in Laying surface lightly with wooden THAPPZES ( light Bonded Underlays wooden rammer ) in rythm and move forward 8.6.1 Lime-pozzolana mixture concrete shall be gradually. used for laying composite rigid pavement, using 8.4.4 Curing shall be done in accordance with it as bonded underlay under comparatively thin the procedure given in 8.3.2. cement concrete surfacing ( overlay ). For the lime-pozzolana mixture concrete underlay, guid- -8.4.5 Treatment of Junction Between Roof Finish ance about the mix proportions may be obtained .and Parapets from Serial No. 3, Table 1. The details of treatment of junction between 8.6.2 Weigh-batching of material is preferred roof finish and parapets should follow the in such constructions. However, volume batch- requirements for lime concrete waterproofed ing may be permitted if adequate precaution is finish given in 1S 3036 : 1980. adopted. In case of weigh-batching a swing-type weigh-hatcher with two buckets to weigh the ,8.4.6 Finish materials of lime-pozzolana concrete for the 8.4.6.1 In extreme climates where there is a underlay and of cement concrete for the overlay considerable expansion and contraction, two may be installed at the construction site.IS5817: 1992 8.6.3 Concrete Mixer be achieved. As laying of the underlay up to about 10 m is completed, the manufacture of Two concrete mixers of capacity 0.20 to 0.25 rn3 concrete may be started with the second mixer. shall be run for separate mixing of the lime- The laying of concrete overlay shall then be pozzolana concrete and cement concrete, as the commenced from the starting end, which shall two materials shall be laid simultaneously. be compacted and finally finished by an ordinary 8.6.4 Lime-pozzolana mixture concrete underlay vibrating screed. The process of laying, compac- up to a compacted thickness of 150 mm shall be ting and finishing of underlay and the process of compacted and finished by a screed vibrator overlaying with concrete shall be so synchroni- notched at the ends ( see Note ) whereas for zed that a time lag of not more than one hour thickness of more than 150 mm needle vibrator occurs between the two operations. shall also be used. 8.6.6 All the conventional requirements of NOTE - Notched screed vibrator is the one in which cement concrete road construction in respect the wooden board of the vibrator shall be cut at both of laying, finishing, provision of joints, etc, shall ends in such a way that the bottom of wooden board be followed. is at the level of the finished underlay and that the boards slides freely on the formwork. 8.7 Lime-pozzolana Mixture Concrete in Making 8.6.5 Metlzod of Construction Solid Building and Paving Blocks Lime-pozzolana mixture concrete shall be pre- Lime-pozzolana mixture concrete shall be used pared In one of the mixers and laid up to the for making solid building and paving blocks. required thickness by giving sufficient surcharge Guidance about the mix proportions may be- of this material at the top so that complete obtained from Serial No. (iii), Table 1, IS 3115 : compaction by the notched screed vibrator shall 1978, IS 10049 : 198L and IS 10359 : 1982. ANNEX A ( czause 2 ) LlST OF REFERRED INDIAN STANDARDS IS No. Title IS No, Title 383 : 1970 Specification for coarse and 3115 : 1978 Specification for lime based fine aggregate from natural blocks sources for concrete ( second 3182 : 1986 Specification for broken brick revision ) ( burnt clay ) fine aggregates for 2541 : 1977 Code of practice for prepara- use in lime-mortar ( first tion and use of lime-concrete revision ) (first revision ) 2686 : 1977 Specification for cinder as fine 4098 : 1983 Specification for lime-pozzo- lana mixture (first revision ) aggregates for use in lime- concrete (first revision ) 4305 : 1967 Glossary of terms relating to pozzolana 3036 : 1980 Code of practice for laying lime-concrete for a waterproof- 6508 : 1988 Glossary of terms relating to ed roof finish (jirst revlsion ) building lime-pozzolana ( jrst revision ) 3067 : 1988 Code of practice for general design details and preparatory 10049 : 1981 Code of practice for manufac- work for damp-proofing and iure of lime based blocks water-proofing of building (first revision ) 10359:1982 Code of practice for manufac- ture and use of lime-pozzolana 3068 : 1986 Specification for broken brick concrete blocks for paving ( burnt clay ) coarse aggregates for use in lime-concrete (first 10772 : 4983 Specificat~ion for quick setting revision ) lime-pozzolana mixturehndard Mark The use of the Standard mark is governed by the provisions of the Bureau of Indian Standards Act, 2986 and the Rules and Regulations made thereunder. The Standard Mark on products covered by an Indian Standard conveys the assurance that they have been produced to comply with the requirements~of that standard under a well defined system of mspection, testing and quality control which is devised and supervised by BIS and operated by the producer. Standard marked products are also continuously checked by -BIS for con- formity to that standard as a further safeguard. Details of conditions under which a licence for the use of the Standard Mark may be granted to manufacturers or producers may be obtained from the Bureau of Indian Standards.Boreao of Indian Standardr BlS is a statutory institution established under the Bureau of Indian Stamiards Act, 1986 to promote harmonious development of the activities of standardization, marking and quality certification of goods and attending to connected matters in the country. Copyright BIS has the copyright of all its publications. No part of these publications may be reproduced in any form without the prior permission in writing of BIS. This does not preclude the free use, in the course of implementing the standard, of necessary details, such as symbols and sizes, type or grade designations. Enquiries relating to copyright be addressed to the Director ( Publications ), BIS. Revision of Indian Standards Indian Standards are reviewed periodically and revised, when necessary and amendments, if any, are issued from time to time. Users of Indian Standards should ascertain that they are in possession of the latest amendments or edition. Comments on this Indian Standard may be sent to BIS giving the fo llowing reference: Dot : No CED 4 ( 4464 ) Amendments Issued Since Publication Amend No. Date of lssue Text Affected BUREAU OF INDIAN STANDARDS Headquarters: Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams 3 Manaksanstha Telephones D 331 0131,331 13 75 ( Common to all o&es ) Regional Offices : Telephone Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 331 0131 NEW DELHI 110002 { 331 13 75 Eastern ; 1 14 C. I; T. Scheme VII M, V. I. P. Road, Maniktola 37 84 99, 37 85 61 id ALCUTTA 700054 37 86 26, 37 86 42 1 Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036 53 38 43, 53 16 40 I 53 23 84 Southern ; C. I. T. Campus, IV Cross Road, MADRAS 600113 235 02 16, 235 04 42 t 235 15 19, 235 23 15 Western : Manakalaya, E9 MIDC, Marol, Andheri ( East ) 632 92 95, 632 78 58 BOMBAY 400093 632 78 91, 632 78 92 Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE. FARIDABAD. GHAZIABAD. GUWAHATI. 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11233.pdf	IS : 11233-1985 ; CODE OF PRACTICE FOR DESIGN AND CONSTRUCTION OF RADAR ANTENNA, MICROWAVE AND TV TOWER FOUNDATIONS (First Reprint OCTOBER 199.5 ) UDC 624.15 : 624.97.04 t621.396.671 : 621.396.96 : 006.76 0 Cuy!‘ri,i’lri 1986 BUREAU OF INDIAN STANDARDS MANAIC BHAVAN, 9 BAlIADLJR SHAH ZAFAR MARG NEW DELI11 110002 Gr 4 January 1986 rIS : 11233-1985 CODE OF PRACTICE FOR DESIGN AND CONSTRUCTION OF RADAR ANTENNA, MICROWAVE AND TV TOWER FOUNDATIONS Foundation Engineering Sectional Committee, BDC 43 Chairman Representing MAJ-GEN OMBIR SIN~H Ministry of Defence Members COL K. P. ANAND ( Alternate to Maj-Gen Ombir Singh ) SHRI B. ANJIAH A. P. Engineering Research Laboratories, Hyde- rabad SHRI ARJUN RIJHSINGHANI Cement Corporation of India, New Delhi SHRI 0. S. SRIVASTAVA ( Alternate ) DRR.K.BHANDARI Cent~~or;;~lding Research Institute (CSIR), SHRI CHANDRA PRAKASH ( Alrernate ) SHRI MAHABIR BIDASARIA Ferro-Concrete Consultants Pvt Ltd, Indore SHRI ASHOK BIDASARIA ( Altertlare ) SHRI A. K. CHATTERJEE Gammon India Ltd, Bombay SHRI A. C. KOY ( Alternate ) CHIEF ENGINEER Calcutta Port Trust, Calcutta SHRI S. GUHA ( Alternate ) SHRI R. K. DAS GUPTA Simplex Concrete Piles (I) Pvt Ltd, Calcutta SHRI H. GUHA BISWAS ( Alternnte ) SHRI A. G. DASTIDAR In personal capacity ( 5 Hungerford Court, 121, Hungerford Street. Calcutta ) !WRI V. C. DESHPANDE Pressure Piling Co (I) Pvt Ltd, Bombay DIRECTOR Central Soil & Materials Research Station, New Delhi DEPUTY DIRECTOR ( Alternate ) SHRI A. H. DIVANJ~ Asia Foundations and Construction Private Limited. Born bay SHRI A. N. JANGLE ( Alternate ) SHRI A. GHOSHAL Stup Consultants Limited, Bombay DR GOPAL RANJAN University of Roorkee, Roorkee SHRI N. JAC~ANNATH Steel Authority of India Ltd (Durgapur Steel Plant ). Durgapur SHRI A. K. MITRA ( Alternate ) ( Continued on pace 2 ) @ Copyright 1986 BUREAU OF INDIAN STANDARDS This publication is protected under the Indian Copyright Act (XIV of 1957) and reproduction in whole or in part by any means except with written permission of the publisher shall be deemed to be an infringement of copyright under the said Act.IS : 11233- 1985 ( Continued from page 1 ) Members Representing SHRI~ASHOKK . JAIN G. S. lain & Associates, New Delhi SHRI VIJAYK UMAR JAIN ( Alrrrnatc ) JOINT DIRECTOR ( DESIGN ) National Buildings Organization, New Delhi SHRI SUNIL BERY( Alternate 1 JOINT DIRECTOR RESERCH Ministry of Railways ( RDSO ) ( GE )-I JOINT DIRECTOR RESEARCH ( B&S ) ( Alternate ) DR R. K. KATTI Indian Institute of Technology, Bombay SHRI I. S. KOHLI Public Works Department, Chandigarh Adminis- tration, Chandigarh SHRI S. R. KULKARNI M. N. Dastur & Company Pvt Ltd, Calcutta SHRI S. ROY ( Alternate ) SHRI A. P. MATHUR Central Warehousing Corporation, New Delhi SHRI V. B. MATHUR McKenzies Ltd, Bombay SHRI S. MUKHER.IEE In personal capacity ( E-104 A, Simla House, Nepean Sea Road, Bombay ) SHRI T. K. D. MUNSI Engineers India Limited, New Delhi SHRI M. IYENOAR( Alternate ) SHRI A. V. S. R. MURTY Indian Geotechnical Society, New Delhi SHRI B. K. PANTHAKY _H industan Construction CO Ltd, Bombay SHRI V. M. MAWE ( Alternate ) SHRI M. R. PUNJA Cemindia Company Ltd, Bombay SHRI D. I. KETKAR ( Alternate ) SHRI N. E. V. RA~HAVAN Braithwaita Burn & Jessop Construction Com- pany Ltd, Calcutta DR V. V. S. RAO Nagadi Consultants Private Limited, New Delhi DR A. SAR~XJNAN College of Engineering, Madras SHRI S. BOMMINATHAN( Alternate ) SHRI N. SIVAC%URU Ministry of Shipping & Transport ( Roads Wing ) SHRI M. K. MUKHBRJEB( Alternate ) SUPBRINTBNDINO ENOINFJERINO Central Public Works Department, New Delhi ( DE~%~NS) EXJ3CUTIVBB NCBNEFlR ( D~PIONS V ) ( ALternate ) DR A. V.UWURAJAN Indian Institute of Technology, New Delhi DR R. KANIRAJ ( Alternate ) !&RI 0. RAMAN, Director General, IS1 ( Ex-o&i0 Member ) Director ( Civ Engg ) Secretary SHRI K. M. MATHUR Senior Deputy Director ( Civ Engg ), IS1 ( Continued 011p age 15) 2IS : 11233- 1985 lndian Standard CODE OF PRACTICE FOR DESIGN AND CONSTRUCTION OF RADAR ANTENNA, MICROWAVE AND TV TOWER FOUNDATIONS @FOREWORD 0.1 This Indian Standard was adopted by the Indian Standards Institution on 20 February 1985, after the draft finalized by the Foundation Engi- neering Sectional Committee had been approved by the Civil Engineering Division Council. 0.2 Radar antenna, microwave and TV towers are widely used for the communication system in Defence, Posts and Telegraph Department, Railways and for TV stations. The foundation required for these types of towers have to be designed based on several known and assumed factors. Based on the experience gained so far, this standard on the subject has been formulated so that it will help various organizations to standard- ize the design procedures and assumed factors. 0.3 For the purpose of deciding whether a particular requirement of this standard is complied with, the final value, observed or calculated, expressing the result of a test, shall be rounded off in accordance with IS : 2-1960’. The number of significant places retained in the rounded off value should be the same as that of the specified value in this standard. 1. SCOPE 1.1 This standard provides guidelines for the design and construction of reinforced concrete foundations for self-supporting type radar antenna towers, microwave towers and TV towers. Nom-_Grj]lage, brick and massive footings prestressed concrete are not covered in this Code. ‘Rules for rounding off numerical values ( revised ). 3IS : 11233 - 1985 2. TERMINOLOGY 2.1. For the purpose of this standard, definitions of terms given in IS : 2809-1972’ shall apply. 3. NECESSARY INFORMATION AND DESIGN DATA 3.0 For the design and construction of foundations the information as given in 3.1 to 3.3 would be needed. 3.1 General 3.1.1 The location map showing the layout of the existing towers and structures with the general topography of the area. 3.1.2 The geometrical details of the tower like height and details of antenna and its/their sizes configuration. 3.1.3 The resulting forces acting at the base of the tower like downward loads, uplift forces, the horizontal shears, overturning moments, torsional moments ( if not included ) obtained from the analysis of tower structure. 3.1.4 Maximum total settlement of/and differential settlement between the legs allowed at the foundation level for the tower. ( This information is to be supplied by the tower user. ) 3.1.5 A detailed geotechnical report depicting clearly the sub-soil profile, the physical and strength properties of the various strata, etc., the sub-soil profile to a depth of 10 m or to a depth equal to twice the width of the tower foundation at the founding level or any other information required for the design. Information on the ground water table and its seasonal variations, aggressive characteristics of sub-soil and surround- ings should be available. The soil test report should indicate the bore log with classification of soil, standard penetration test values in full depth, dynamic core penetration test value up to at least 10 m depth below ground level and consolidation test data ( coefficient of compression neces- sarily in clayey and silty soils alongwith results of other tests carried out on soil samples ). A report on water table and its seasonal variations should be included. 3.1.6 Special information like the wind data including cyclones/tornado, etc, depth of frost and penetration, and earthquake data. ‘Glossary of terms and symbols relating to soil engineering (first revision ). 4IS : 11233 - 1985 3.1.7 A review of the performance of tower like structures, if any, in the locality. 3.1.8 In case of rocky subgrades, it should be ensured that rocky strata is of sufficient thickness and not just a sheet rock under laid by compres- sible or poor soil strata. In such cases the data like compressive strength of rock, rock core recovery and deterioration, if any, on submergence or saturation shotrId be invariably made available. 3.2 Design Forces 3.2.1 Total weight of the structure. 3.2.2 Overturning and torsional comments dtie to wind forces. 3.2.3 Horizontal shear forces at tower base level. 3.2.4 Earthquake generated forces ( see IS : 1893-1975* ). 3.2.5 Pulsating forces due to the vibrations caused in the tower by the wind. 3.3 Settlements 3.3.1 For the allowable settlements for these structures, the following guidelines may be considered: a) The allowable total settlement should be restricted as follows: 1) Radar antenna towers-12 mm; 2) Microwave towers with dish type antenna-16 mm; and 3) Towers and towers with yagi type antenna-50 mm. b) The maximum allowable differential settlement should be restricted to 6 mm for radar antenna towers, 20 mm for TV towers and 12 mm for microwave towers. c) In case of foundations resting partially on rock and partially on soil, the allowable differential settlements should be restricted to as per (b) above. There is likelihood of large differential settlements and large variations in estimation of settlements. In such situations, the foundation portion in compressible soil should be taken to a base on which settlement is comparable to that on rocky portion, using even concrete piles of end bearing type. Criteria for earthquake ruirtant design of structures ( t/&d revision ). 5IS:11233 - 1985 d) The possible differential settlement due to eccentric loading should also be evaluated during the analysis. e) While deciding the allowable settlement, the seasonal variation of water table should be duly taken into account. 4. TYPES OF FOUNDATIONS 4.1 The following types of foundations can be considered as alternatives: a) Isolated footings under each leg of the tower; b) A combined raft foundation ( with or without beams ); c) Annular or ring foundation, specially for circular section RCC towers; d) Pile foundations; e) Rock anchors in case of towers resting on rocks; f) Combination of (a) with (d) or (e) above; and g) Shell foundations, specially for circular section RCC towers. 4.1.1 Depending upon the relative magnitude of upward or downward vertical loads, lateral load and overturning moments, footings in soil should be as classified in Table 1 according to their suitability. TABLE 1 LOADING AND FOOTING CLASSIFICATION CLMS OF TLyy TYlT OF TYPE OF FOOTING T-E OF SOIL FOOTINGS STRUCTURE RECOMMENDED REACTION (1) (2) (3) (4) (5) A Heavy uplift with Wide base towers With enlarged Weight of earth light shear or individual ( under-cut ) type on enlarged footing under. base or under- base or pull- each leg reamed out resistance B Heavy over-tur- Poles or columns a) With or without J,ateral resis- ning moments with narrow an enlarged base tance or weight with light shear footings of cone of and vertical loads b) Piles earth on half of the enlargec base and soil pressure on bottom of the base C He;rovayddownward Heavy electrical a) With base Allowable soil equipment pressure on mounted directly b) Under- bottom of on footings reamed or footing shaft group Of piles rcsirtance and point bearing 6IS : 11233 - 1985 5. GENERAL DESIGN CRITERIA 5.0 Design Loads and Fumes - The following loads and forces should be used for design of tower foundations: a) Downward load; b) Uplift load; c) Horizontal thrust ( base shear ); and d) Overturning moments. 5.0.1 Inclined loads should be split into lateral/shear and vertical loads at the top of footings. 5.1 Design Criteria for Various Types of Design Loads 5.1.1 Uplift loads and horizontal thrusts ( stabiiity considerations ). 5.1.1.1 In tall self-supporting type of towers ( M/W and TV ), and often in short towers ( radar antenna ) uplift load becomes an important governing criteria for selection and design of type of foundations due to structure and foundation stability. General consideration and criteria are given in from 5.1.1.12 to 5.1.1.14. 5.1.1.2 The uplift loads are assumed to be counteracted in case of shallow foundations by the weight of the footing plus the weight of an inverted frustum of a pyramid of earth, on the footing pad, with sides inclined at an angle of up to 30” with the vertical. 5.1.1.3 A footing with an under-cut generally develops uplift resistance that is higher than that of an identical footing without an under-cut (see Fig. 1 ) for which reason reduced factors of safety ( see 5.4.1 ) can be adopted. 5.1.1.4 A 30’ cone shall be taken for an average firm cohesive material while a 20” cone shall be taken for non-cohesive materials, such as sand and gravelly soils. Interpolation can be done for in between soil classifications. 5.1.1.5 Alternative footing designs with or without under-cut should be provided where field investigations have not been made to determine feasibility of undercutting. 5.1.1.6 In enlarged footings without an under-cut where individual footing is not provided under each leg and where a combination of uplift loads with lateral loads occurs, the suitability should be checked by the following criteria: a) The resultant of forces acting vertically and laterally should act at a point in its base at a distance of onesixth of its width from the toes; 7IS : 11233- 1985 AlNSl Conventional Assumption-Resistance Against Uplift by Weight of Frustum of Earth Plus Weight of Concrete 1A t: CONSOLIDATED RESISTANCE AGAINST Actual Action Without Under-Cut Resistance Against Uplift by Weight of Backfill Plus Friction on Face of Excavation Lines Plus Weight of Concrete (Approximately Equal to Conventional Assumption) 1B t- EXCAVATION RESlSTANCE AGAINST UPLIFT LINE OF 30’ CON UNDER-CUT INTO UNDISTURBED MATERIAL Actual Action with Under-Cut Resistance Against Uplift by Vertical] ’ Components of Soil Stresses at Failure Along Plane of Rupture Plus Weight of Concrete (Approximately Equal to Double the Conventional Assumption) 1c FIG. 1 SOIL RESISTANCE TO UPLIFT 8Is : 11233- 1985 b) The weight of the footing acting at the centre of the base; and c) Mainly that part of the cone which stands over the heel causes a stabilizing moment. However, for design purposes, this may be taken equal to half the total weight of the cone of earth acting over the base. It should be assumed to act through the tip of the heel. 5.1.1.7 The uplift forces in case of pile foundation should be counter- acted by the uplift resistance of piles and weight of pile caps and the earth- cone above it with factors of safety as in 5.4.1. 5.1.1.8 The horizontal forces, in case of shallow foundations are resisted by passive soil pressure on the edges of the footings and the drag resistance with soil at the base of footing with factors of safety as in 5.4.1. 5.1.1.9 In case of pile foundations the horizontal load capacity of all piles with passive earth pressure of footings ( pile caps ) should be equal to horizontal base shear multiplied by factor of safety as in 5.4.1, 5.1.1.10 A footing on rock, for uplift and horizontal loads, may be considered to develop strength by the dead load of the concrete and the least of (a) strength of all the bars anchored under the footing ( the pull out bond resistance of anchor bars grouted or embedded in concrete in drilled holes ) or (b) the pull out resistance ( frictional resistance of concrete in anchor holes with rock ) of all the rock anchors in the footing area. The factors of safety as in 5.4.1 should be used. 5.1.1.11 In case of good soils where the size of footing designed on downward load considerations is considerably smaller than the size of footing required with uplift criterion, short under-reamed piles of 3’5 m length under the footing be provided to achieve additional uplift resistance, instead of increasing the size of footing. Economy considerations should, however, govern the design. 5.1.1.12 If a basement is provided, active earth pressure on the walls should be considered. The passive resistance of the soil on the basement wall during earthquake and horizontal forces should be neglected while analyzing the stability of the foundation. 5.1.1.13 When shallow foundations are adopted, tension should not be allowed on the edges of the foundation under horizontal forces. In cases of pile foundation, however, uplift resistance of the piles, and in case of rock anchors the pull-out resistance of the anchor should be three times the tension. In all the other cases the dead weight of the footing ( cap in 9IS : 11233 - 1985 cases of piles ) and the earth fill above the footing of pile cap in accordance with 5.1.1.1 should be considered for balancing the tension providing factor of safety as in 5.4.1. 5.1.1.14 All the isolated/individual footings should be inter-connected at ground level or below, by beams inter-connecting columns/stems, to be designed for a maximum differential settlement in addition to the other design considerations. 5.1.2 Downward loads and overturning moments. 5.1.2.1 For downward force, the shallow foundations are to be designed such that the pressure on sub-grade at any point does not exceed the safe bearing capacity. In case of pressure variation caused by moments due to lateral ( horizontal forces ) on tower, permissible increase in bearing pressure should be in accordance with 5.5.3.1. 5.1.2.2 The pile foundations system should be so designed that load shared by a pile does not exceed its safe load carrying capacity in vertical ( downward as well uplift ) as well as horizontal direction. Group action for number of piles more than 2 should be considered. 5.1.2.3 Combination of shallow fovndations and pile foundations should ensure that differential settlement of tower legs is within permis- sible limits as in 3.3.1. 5.2 Criteria for selection of type of foundation and its design. 5.2.1 Amongst other consideration, the safe bearing capacity and settlement characteristics of soil should govern the selection of the type foundation. Amongst various alternatives, cost economics should be the decisive factor. 5.2.2 The raft foundations may become good choice if basements are provided in case of high towers or if the soils are weak with low settlement values. The raft should be sufficiently stiff to withstand the differentia1 settlement and also the flexural vibrations cause due to wind/earthquake. It is generally preferable to go in for beam type raft system. The raft design may be as per IS : 2950 ( Part 1 )-1981. 5.2.3 The isolated footings may become a good choice in case of lattice towers resting on good soils with medium to high bearing capacity and when tower legs are spaced far apart. The design of isolated footings should be as per IS : 1080-1980t. Code of practice for design and construction of raft foundations : Part 1 Design. tCode of practice for design and construction of shell foundations ( other than raft, ring and shell ) ( second revision ). 10IS : 11233- 1985 5.2.4 For KCC towers of circular shape, the ring type or annular or shell type of foundations can be adopted. The design of annular ring type foundation should follow IS : 11089-1984 and that of shell type founda- tion should follow IS : 9456-1980t. 5.2.5 The combination of isolated footings and pile foundations should be used with utmost caution due to greater chances of high and unantici- pated differential settlements between legs. In case the footings under the same tower structure happen to rest such that some of them are in soil and while others on rock, then due consideration should be given for ditt‘e- re’ntial settlement and the structural safety. 5.2.6 Bored piles with enlarged bases usually provide an economical type of footing in many soils where under-reaming is possible. In expansive type of soils such as black cotton soils, they have to be carried down to a depth of 3’5 m below the cut-off level in deep layers of these soils to counteract the effect of upthrust due to swelling pressure introduced in the soil. Normal type of independent spread footing carried down to shallo\\ depth will not be suitable in such soils. 5.2.7 Different types of piles can be used depending upon the location and sub-soil characteristics in case of heavy uplift forces and moments multiple under-reamed piles or anchors may be used. In case of loose to medium sandy soils bored compaction under-reamed piles may be used. 5,2.8 Concrete Piles - In case concrete piles ( other than under reamed 1 the provisions of IS : 2911 ( Part l/Set 1 )-19791, IS : 2911 ( Part l/Set 2 )- 1979$, IS : 2911 ( Part l/Set 3 )-1979X and IS : 2911 ( Part l/Set 4 )-19841 should apply. 5.2.9 The piles in uplift should be designed by the usual considerations of the friction on stem and bearings on the annular projections. A factor of safety of 3 may be applied for safe uplift. 5.2.10 The load carrying capacity of an under-reamed pile may be determined from a load test as given in IS : 2911 ( Part 4 )-1985s. In the ‘Code of practice for design and construction of ring foundations. tCode of practice for design and construction of conical and hyperbolic paraboloidal types of shell foundations. SCode of practice for design and construction of pile foundations : Part 1 Concrete piles, Section 1 Driven cast in-siru concrete piles (firsr revision; ) Section 2 Bored cast in-situ piles (.fir.sr revision ); Section 3 Driven precast concrete piles (first revision); Section 4 Pre-cast bored piles. §Code of practice for design and construction of pile foundations : Part 4 Load test on piles (first revision). 11. IS :11233- 1985 absence of actual tests, the safe loads allowed on piles can be taken from IS : 2911 ( Part 3 )-1980* 5.2.10.1 The safe loads given in IS : 2911 ( Part 3 ) - 1980* for under- reamed piles apply to both, medium compact sandy soils and clayey soils of medium consistency. For dense sandy ( N>30 ) and stiff clayey ( N>8 ) soils the loads may be increased by 25 percent. However, the values of lateral thrust should not be increased unless stability of top soil ( strata to a depth of about three times the stem diameter ) is ascertained. On the other hand a 25 percent reduction should be made in case of loose sandy ( NC 10 ) and soft clayey ( NC4 ) soils. NOTE - For determining the average ‘N’ values ( the standard penetration test values ) a weighted average shall be taken and correction for fineness under water table shall be applied where applicable. 5.2.10.In2 case of piles resting on rock bearing the component should be obtained by multiplying the safe capacity of rock with the bearing area of pile stem plus the bearing provided by the under-ream portion. 5.3 Footing on Rock -- A rock footing, the uplift and horizontal loads, may be considered to develop strength by the dead load of the concrete and the strength of bar anchorage ( the pull-out value of anchor bars grouted in drill holes or the failure strength of rock engaged by bars >. 5.3.1 The depth of embedment of the bars below the bottom of the footing should not be less than the following: D=45 d where D=the minimum depth of embedment in mm; and d =diameter of anchor bar in mm. 5.3.2 The spacing of embedded bars should normally be one-half of the normal depth of embedment as given in 5.3.1. 5.3.3 The size of the bar should be governed by the criterion that com- bined stressed do not exceed the permissible limits. 5.4 Factor of Safety and Permissible Stresses 5.4.1 While calculating the stability of the foundations, the factor of safety 2’0 should be provided at every stage. However, in case of found- ations with an under-cut, the factor of safety of 1’25 may be adopted while ‘Code of practice for design and construction of pile foundations : Part 3 Under- reamed piles (first revision). 12IS : 11233 - 1985 calculating the uplift resistance. A factor of safety of 3 should be provided for safe uplift resistance in case of piles and rock pull out anchors. 5.4.2 If the foundations are resting on saturated non-cohesive strata, no increase in the allowable bearing pressure should be considered for the stability analysis under eccentric loadings. 5;4.3 The permissible stresses in concrete and reinforcement should be as given in IS : 456-1978’. For the other materials, the relevant Indian Standards should be followed. Under earthquake forces, the permissible stress in all the materials can be exceeded up to a limit of 33 percent ( see IS : 1893-1975t). However, the influence of fatigue under vibration gene- rated forces during winds and earthquakes may also be considered suit- ably, while selecting permissible stresses. 5.5 Bearing Capacity and Other Sub-soil Parameters 5.5.1 The safe bearing capacity should be determined in- accordance with provisions in IS : 6403-19813 and permissible total and differential settlements as in 3.3. 5.5.2 Except when towers are constructed on hillocks, the sub-soil saturation effect due to flooding should be considered while recommending safe bearing capacity. 5.5.3 No increase in allowable bearing pressure on soil or on piles shall be considered under wind or earthquake forces. 5.5.3.1 The permissible bearing pressures arrived at as in 5.5.1 may be exceeded at the edge of the footings by 25 percent when variation in intensity of the reaction caused by the transmission of moments to the footing is taken into account. 5.5.4 Rock anchor pull-out tests should be carried out on 75 mm dia and 1 000 mm deep drilled holes, in case of hard rocks, on at least 3 holes, in determining average value of rock anchor strength. 5.5.4.1 For guidance on data on rock anchors used to counteract uplift in tower, refer IS : 10270 - 1982§. ‘Code of practice for plain and reinforced concrete ( third revision ). ICriteria for earthquake resistant design of structures ( third revision ). $Code of practice for determination of bearing capacity of sha!low foundations ( first revision ). $Guidelines for design and construction of prestressed rock an&. 2. 13IS : 11233 - 1985 5.6 The general structural requirements are given in IS : 1905 - 1985. 5.7 Construction 5.7.1 Excavation Drilling and Blasting - These operations shall conform to IS : 3764-1966t and IS : 4081-1967$. 5.7.2 Concreting-Concreting shall be done in accordance with the relevant requirements given in IS : 456-19788. Code of practice for general structural requirements of foundations (third revision). tSafety code for excavation work. $Safzty code for blasting and related drilling operations. &ode of practice for plain and reinforced concrete ( third revision ). 141s : 11233- 19852 ( Contimred from puge 2 ) Miscellaneous Foundation Subcommittee, BDC 43 : 6 Convener Representing SHRI SHITALA SHARAN U. P. State Bridge Construction Corporation, Lucknow Members SHRI S. P. CHAKRABORTI Ministry of Shipping and Transport ( Road8 DIRFXTOR Wing ) Highways and Rural Works Department, Madras DIVISIONAL ENGINEER ( SOILS ) ( Afternut. ) ~HRI A. GHOSH Central Building Research Institute ( CSIR ), Roorkee SHRI M. R. SONEJA( Alternote ) SHRI M. IYEN~AR Engineers India Ltd, New Delhi DR R. K. M. BHANDARI( Afternofe ) JOINT DIRECTOR RESEARCH Ministry of Railways ( RDSO ) ( GE )-II JOINT DIRECTORR ESEARCH ( GE >-I ( AIrernare ) SHRI D. J. KETICAR Cemindia Company Limited, Bombay SHRI R. L. TELAN~ ( Alternote ) SHRI P. G. RAMAKRISHNAN EnginMeeri;: Construction Corporation Ltd. SHRI A. C. DATAR ( Alternate ) SHRIA . K. SARKAR Public Works Department, Government of West Bengal, Calcutta SHR0I . S. SRIVA~~TAVA Cement Corporation of India, New Delhi SHRI S. K. CHATTERJIM ( AIterrtute ) Panel for Design of Foundations of TV and Microwave Towers, BDC 43 : 6/P 1 Convener SHRI V. V. S. RAO Nagadi Consultants Private Ltd, New Delhi Members SIIRI K. K. A~ARWAL Posts and Telegraph Department, New Delhi JOINT DIRECTORR ESEARCH Ministry of Railways ( RDSO ) (GE)-1 DEPUTY DIRECTOR RESB- ARCH (GE)-111 ( AIternute ) DR R. MUTHUKRISHNAN Eleotronics Corporation of India Ltd, Hydcrabad COL J. R. TANBJA Engineer-in-Chief% Branch ( Ministry of Defence ). New Delhi SHRI N. K. 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12966_2.pdf	IS 12966 (Part 2) : 1990 Indian Standard CODE OF PRACTICE FOR GALLERIES AND OTHER OPENINGS IN DAMS PART 2 STRUCTURAL DESIGN UDC 627’8’068 : 624’04 0 BIS 1991 BUREAU OF INDIAN STANDARDS MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG NEW DELHI 110002 . February I99 1 Price Group 4Dams ( Overflow and Non-overflow ) Sectional Committee, RVD 9 FOREWORD This Indian Standard was adopted by the Bureau of Indian Standards on 22 February 1990, after the draft finalized by the Dams ( Overflow and Non-overflow ) Sectional Committee had been approved by the River Valley Division Council. A large number of galleries and other openings are provided in practically all modern high dams. The galleries are required for access, grouting, inspection, drainage and for the operation of gates. Other major openings include sluices, temporary diversion conduits, river outlets and penstock openings. In addition there are openings for stairwells, shafts, air vents; drainage holes etc. To enable the designing of gallery it is necessary to determine the general stress field to which the opening is subjected and subsequently to analyse the local alteration in it due to the particular shape of the opening. In this standard only small openings such as foundation gallery, inspection gallery, adit to gallery etc have been considered. The openings such as sluices, penstocks and other similar openings have been excluded from this standard. For the purpose of deciding whether a particular requirement of this standard is complied with the final value, observed or calculated, expressing the result of a test or analysis, shall be rounded off in accordance with IS 2 : 1960 ‘Rules for rounding of numerical values ( revised )‘. The number of significant places retained in the rounded off value should be the same as that of the specified value in this standard.IS 12966 ( Part 2 ) : 1990 Indian Standard CODEOFPRACTICEFORGALLERIES ANDOTHEROPENINGSINDAMS PART 2 STRUCTURAL DESIGN 1 SCOPE the most significant stresses in the structure under consideration. 1.1 This standard lays down method of determining reinforcement around openings in solid gravity dams 3.4 Diversion Conduit constructed either in concrete or in masonry, and are applicable to openings which can be analysed as two A conduit used for the temporary diversion of water dimensional problems. from the reservoir. 1.2 The design of openings which are large in com- 3.5 Drainage Hole parison with the size of the dam is not considered in this standard. If d is the maximum cross-sectional di- Openings for ensuring proper drainage of the structure. mension of the gallery of the opening, it is considered large when either of the following is complied with : 3.6 Gate Gallery a) d 2 6m,or Gallery, made in a dam, to provide access to and room b) concrete or masonry cover any where around it is for, the mechanical equipment required for the opera- less than d. tion of gates in outlet conduits or powerpenstocks, etc. 2 REFERENCES 3.7 Penstock Opening 2.1 The following Indian Standards are necessary Openings for pipes which convey water from intake to adjunct to this standard: turbine in hydroelectric schemes. IS No. Title 3.8 Plumbline Shaft 456 : 1978 Code of practice for plain and rein- A shaft located in a dam in order to make observations forced concrete ( third revision ) of the deflection of the dam with respect to the base. 457 : 1957 Code of practice for general con- 3.9 Reservoir Empty Condition struction of plain and reinforced concrete for dams and other massive The condition in which no water load is assumed to be structures present on upstream side of the dam. 4410 Glossary of terms relating to river 3.10 Reservoir Full Condition ( Part 8) : 1968 valley projects: Part 8 Dams and dam sections The condition in which the water level is at F.R.L. on 6512: 1984 Criteria for design of solid gravity upstream side of the dam. dams ( first revision ) 3.11 Stair Well 8605 : 1977 Code of practice for construction of masonry in dams A vertical opening provided in the body of the dam to accommodate staircase. 3 TERMINOLOGY 3.12 Total Tension 3.0 For the purpose of this code, the following defini- tions shall apply. Integral of the tensile stress normal to the section from the boundary, of zero tensile stress. 3.1 Air Vent 3.13 Transverse Gallery An opening provided for the entry/escape of air. A gallery in the direction perpendicular to that of 3.2 Boundary Stress longitudinal axis of the dam. The normal stress on a plane perpendicular to a free boundary. 3.14 Uniaxial Stress Field If a thin plate is loaded by forces applied ai the 3.3 Critical Load boundary only in one direction a state of uniaxial stress A loading condition which will produce maximum or field is said to exist.IS 12966 ( Part 2 ) : 1990 4 SYMBOLS 6.2 The analysis has to be conducted in two stages: a) Determination of overall stress field in the centre 4.1 For the purpose of this code and unless otherwise of openings, aud defined in the text, the following letter symbols shall have the meaning indicated against each: b) Detailed determination of the stress distribution around openings and determination of total A, = Cross-sectional area of steel in tension tension therefrom. a = Semi-major axis of elliptic openings 6.3 Overall Stress Field b = Semi-minor axis of elliptic opening The stress field at the center line of the opening is F = Total tensile force across the section determined by one of the following methods. A = Height of rectangular opening 6.3.1 Approximate Analytical Method B = Width of rectangular opening “Gravity Method of Analysis”, which assumes linear r = Radius of circle distribution of vertical stresses on horizontal planes, is r,O = Polar co-ordinates generally used. The method provides a two-dimen- 9,0e = Radial and tangential normal stresses in sional solution and idealizes the dam as composed of polar co-ordinates a number of vertical elements, each of which carries its load to the foundation without any transfer of the load 7, = Shear stress in polar co-ordinates to adjacent vertical elements. The shear stress distribu- CT = Normal stress on vertical plane tion is parabolic and horizontal stress distribution is x cubic. This method is used to determine, for each CT, = Normal stress on horizontal plane loading combination ( see IS 65 12 : 1984 ), the normal 0,“. Q = Normal stress on horizontal plane at the stresses on horizontal and vertical planes. The details upstream/downstream face of the dam (cal- of the method are given in Annex A. culated by stability analysis at the level of consideration ) 6.4 Stress Distribution Around Openings 7 u ZZ Shear stress on xy plane at the upstream Distribution of stress field due to opening is generally face of dam determined by one of the following methods. ‘Iti = Shear stress on xy plane at the downstream face of dam 6.4.1 Theory of Elasticity P, = Pressure (water + silt, if any )at the u/s face Where a closed form analytical solution is available it of dam at the level of consideration may be used for analysis. Pressure (water + silt, if any)at the d/s face Pd = of dam at the level of consideration 6.4.1.1 Circular openings T = Total base width of the dam at the level of For a circular hole of radius ‘rO’ in an infinite plate consideration subjected to uniform uniaxial stress ( p ) in the vertical X = Distance of centre of gallery from toe direction, using polar co-ordinates ( r, 8 ), the stress coefficients are given by : Total horizontal force at the level of con- cp = sideration Total vertical force at the level of con- cw = sidemtion Total moment about c.g. of the Section of CM = the base of dam i.e. middle of the Section ; = $+)-;(l+ F) cos28 assuming the dam base as 1 m wide strip. 5 MATERIALS 5.1 Concrete Plain and reinforced concrete shall conform to where 8 = angle from the crown as shown in Fig. 2. At IS 456 : 1978. Mass concrete shall conform to a distance of ( \/3 - 1) r from the crown the tensile IS 457 : 1957, stress reduces to zero and then charges to compressive. If the distance is approximately assumed as O-5r Oa nd 5.2 Masonry stress distribution taken as linear, total tension at top Stone masonry shall conform to IS 8605 : 1977. and bottom works out to approximately 025 pro for which reinforcement shall be provided in the absence 6 BASIS OF DESIGN of more detailed analysis, 6.1 Openings in structure develop a discontinuity in Along the contour the normal stress coefficient is the stress field and may develop zones of tensile stress given by: and high compressive stress and in general weaken the (33 structure. Reinforcement, has, therefore, to be pro- - = (1 - 2 cos 20) vided in many cases. PIS 12966 ( Part 2 ) : 1990 RESERVOIR WATER LEVEL v _ t-z-- =: = =A_ -----_ == 3 -_--__ _fT--L--- 1 I 1A VERTICAL CROSS SECTION ml Poxz-l+ =YX Y MOMENTS 19 HORIZONTAL CROSS SECTION FIG.1 SIGN CONVENTIOFNO R THE FORCESA CHNGO N THE DAM SECTION 6.4.1.2 Elliptic openings 6.4.2 Stress Coefficients For elliptic opening with major and minor axes 2a and Stress coefficient for rectangular openings of various 2b, in a plate, subjected to uniform uniaxial stress field width and height ratio, for normal stress perpendicular (p) tangential stress coefficient along the contour is to the centre line of opening, due to uniform stress given by: fields parallel to or perpendicular to the line, can be obtained from the curves given in Fig, 3 and 4. sin28 + 2Ksin20 - Kz cos2c) (J, -_= where K = a P sin26 + Kz cos20 b 6.4.3 Photoelastic Method For more complex forms and load conditions photo- For 8 = 0, 5 = 1 and for 8 = ’ elastic method is preferred. Numerous applications of P photoelastic method have been made in the design of various types of openings required in Civil, Mechani- cal and Aeronautical structures. Using photoelastic method extensive work has been done to obtain stress distribution around openings of various shapes such as square, :ectangular with semi-circular roof and rectangular. The data is available for the following cases : 1. Openings in uniform uniaxial compressive stress field. 2. Openings in uniform bi-axial stress field. 3. Square openings close to a free boundary. c 6.4.4 Finite Element Method Finite element method has been used for obta:ning FIG. 2 STRESSEINS C IRCULAORP ENINDGUI ET O elastic-plastic analysis of openings. This method is UNIFORUMN IAXIASLT RESS 3IS 12966 (Part 2) : 1990 particularly useful in investigation of the behaviour of c>C oncrete is assumed to behave as a linear and openings in non-linear range and to study the propaga- elastic material. Tension upto the values permitted . tion of cracks near the openings. in IS 6512 : 1984 may be allowed. Gallery rein- forcement is required if tension exceeds these per- missible values; and 4 Total tensile force is taken by steel reinforcement. 9 PERMISSIBLE STRESSES 9.1 The permissible stresses for reinforcement shall be taken in accordance with the relevant standards. I 10 DESIGN OF REINFORCEMENT 10.1 The following design procedure will apply to both concrete and masonry dams. In case of masonry dams, a portion around an opening which is rein- forced is .constructed in concrete. The thickness of concrete around vertical openings like air vents is generally 300 mm. For other opening, the thickness varies from 750 mm to 1 500 mm. The design proce- dure will be identical with that for a concrete dam; the assumption is that the masonry and concrete behave as one mass. 10.2 The procedure for the design of reinforcement will be as follows: a) Locate the centre of the opening on a cross-section D/A of the dam; NOTE - For design purposes the normal stress on rhe centerline b) Determine prevalent stress field in the dam sec- parallel to the stress field direction may be considered to be indc- pendent of B. For ox 7 0 the tensile area = 0’149 A. (T” is the tion at that location in the absence of the opening normal stress perpendicular to Y-axis. D is the distance from the ( SEC6 .3 ) boundary of the opening along the Y-axis. c) Determine the stress distribution along the plane FIG. 3 CURVE FOR STRESSC OEFFKIEWS FOR F&TAN- considered for design subjected to uniform stress GULAR OPENING DUE ro UNFORM STRESS FIELD field arrived at in (b) above ( see 6.4 ); PERPENDICULAR TO THE LINE UNDER CONSIDERATION d) Compute the total tensile force across the plane 7 LOADING CONDITIONS considered for design ( see 10.3 ); 7.1 Critical Loads e) Compute area of steel reinforcement required ( see 10.4 ); The important loads that are to be considered for the determination of overall stress field are dead load, f) Details of the reinforcement ( see 10.5 ). reservoir and tail-water loads, earthquake forces, uplift pressure, earth and silt pressure, ice-pressure, wind 10.3 Computation of Total Tension pressure and wave pressure. Designs should be based The total tension is determined by integrating the area on the most adverse combination of probable load under tension along a particular section. conditions and include those loads having a reasonable probability of simultaneously occurrence. The gallarics 10.4 Computation of Area of Steel Reinforcement and other openings in gravity dams shall be designed for the load combination listed in IS 65 12 : 1984, Load After obtaining the total tension for section under combination B, C, E, F and G, shall, however, be consideration for the opening, for the critical loading analysed without uplift. condition, the area of steel is calculated by dividing the total tension (F ) by allowable stress (o,,) that is 7.2 Typical planes considered for analysis - For some simplified cases critical loads and sections are indi- cated in Table 1. 8 ASSUMPTIONS IN DESIGN 10.5 Detailing of Reinforcement 8.1 Following assumptions have been made in carry- ing out the design: Typical reinforcement details are shown in Fig. 5. The reinforcement bars must be straight as far as possi- a) The minimum distance of the boundary from the ble and enchored in a zone of compressive stress. The face of opening is two and half the width of the bars will generally be put up horiiontally above the opening; roof of the gallery and vertically on the sides. Diagonal b) The problem is treated as plane stress problem; bars are necessary at the corners. The spacing of bars 4IS 12966 ( Part 2 ) : 1990 , 100 t 04 O-6 O-6 1-O l-2 1-L l-6 l-6 2.0 2-2 2.4 0/A NOTE - am is the normal stress perpen&cular to Y-axis. D is the distance from the boundary of the opening along the Y-axis. FIG. 4 CURVEF ORS TRESCSO EFFICIENFTOS RR ECTANGULAORP ENINGD UE TOU NIFORMST RESSF IELDP ARALLETLO THEL INEU NDERC ONSIDERATION Table 1 Critical Loads and Sections Type of Critical Loading Conditionf or Opening Planes Openings Locateda t Considered for Analysis / \ u/s Third Middle Third d/s Third (1) (2) (3) (4) (5) Longitudinal Reservoir Reservoir empty Reservoir full Vertical section perpen empty or full dicular to the longitu- dinal axis of dam Vertical Reservoir full Reservoir full do Horizontal section through the opening Transverse Reservoir Reservoir empty do Vertical section parallel empty or full to longitudinal axis of dam-.%.A-.-.- -_-_ IS 12966 ( Part 2 ) : 1990 generally should not be less than 15 cm centre to centre between these openings should be more than two times and not greater than 30 cm. The minimum clear cover the width of opening. The average compression on the shall be 15 cm for the reinforcement. The minimum unbroken portions of a horizontal section containing diameter of reinforcement bars shall be 16 mm for these openings is equal to the total force on this main reinforcement and 12 mm for distribution. Other section, divided by the net area. The distribution of this details of reinforcement must follow IS 456 : 1978. stress is unknown. A safe design should result if the average compression does not exceed the allowable 10.6 Relaxation in Design Criteria compressive stress and if reinforcement is provided as for a single opening. Any change in the reinforcement around galleries as computed by the procedure indicated in 10.2 above 11.2.1 If the clear space between two openings is less can be made if indicated otherwise through the stud- than twice the width of openings, the horizontal rein- ies carried out by finite element and/or photoelastic forcement shall be made continuous. Such close spac- methods. ing should be avoided as far as possible. For high dams, with high working compressive stresses the widest 11 SPECIAL CASES practicable spacing of openings should be adopted. 11.1 Opening Close to Surface 11.3 Three-Dimensional Openings, Intersections, In some cases, openings may have to be provided close etc to the face of the dam or near the face of a block. In such cases, the results obtained for normal openings At the intersection of two or more openings, the state discussed above are not applicable. Photoelastic method of stress is three-dimensional and the two dimensional or finite element method should be used to obtain procedure described above is not applicable. For a stress fields in such cases. detailed analysis, three-dimensional investigations should be carried out. However, for gallery intersec-. 11.2 Multiple Openings tion, it should be generally adequate to double the main reinforcement provided at top and bottom on all It is frequently necessary to provide a number of the sides of intersection for a distance equal to the separate outlets through a dam. In a series of such width of the gallery. A typical arrangement at gallery openings in a single horizontal plane, the clear spacing intersection is illustrated in Fig. 6. / aa sk FIG. 5 TYPICALR EINFORCEMEPNLATC EMENPTO SITIOANR OUNDA RECTANGULAGRA LLERY 6 .IS 12966 ( Part 2 ) : 1990 04 FOR REINFORCEMENT DETAIL SEE FIG. X-X D-D LONGITUDINAL REINFORCEMENT OF MAIN A II 14 I II GALLERY r-l r MAIN REINFORCEMENT OF X-GALLERY T B I B 1 L LONGITUDINAL REINFORCE MEN1 OF X-GALLERY L X-GALLERY IIr - LONGITUDINAL GALLERY II I I+ I II Il.1 II L MAIN REINFORCEMENT 9 OF MAIN GALLERY DETAIL X-X NOTE - Doubletb em ain reinforcement at top and bottom of gallery in the zone abed, B is width of gallery. FE. 6 TYPICALF ~EI~ORCEMEPNLTA CEMENPTO SITIOFNO RT JUN~IONF ORF ~EC~ANGULGAARL LERIES 7IS 12966 ( Part 2 ) : 1990 ANNEX A (Clause 6.3.1) APPROXIMATE ANALYTICAL METHOD The overall stress field ox and oY in the dam Section 4 1 along a line passing through the centre of opening for XYU +- T2 'xyd various conditions as stipulated is IS -65 12 : 1984 is calculated as under: 6 a 4 a - -cp_- d, __ _Txyd T2 ay T a y a” T ay i) Normal Stress (3 Y 6 oy = a + bx _a =5 - +- 1 XY T3 'xyd aY where, a = Oy.3 6 3 a +- + - - Oyli- Oyd T3 ay T2 ay xyU T2 ay 'xyd b = T Where, ii) Shear Stress 7xy, 5yx wher‘ s5 y =7 YX = a, + b,x + c,x2 -a T = tan@” + tan+, ay ‘1 = 'Sxyd -$ b, = 3 + + zxyu + 2'xyd ,” = - (P, -P,) > 3 a c1 = 2. q + TsxY+” ltxyd tan@” (ro* - -T > = z = (oyll- P,) tan@ , XYU - a a ‘5 v d = @yd - pd>t ano d ay ‘vd = tan+, ( -oyd - ro) + ’ tan@d$ d- Pd) ay ay iii) Normal Stress ox a (T= = a2 + b,x + czx2 + d,x3 = rc +k, tan$y+k2tan$d + :ZP where, 2 a a2 = aI tan+d +Pd = r, + k3 tanQU+ k, tan@, -- : CP ay % aa, 2 b, = b, tan ed + - ay k, = 4 p,- G2ZW -F3 CM .l ab tan f$, + - ___! = cl C2 2 ay 12 k, =;2ZW-+pd-- CM i ac T3 d2=---r 3 ay aa ab ac k, =-$iN+~2L’W-+, The terms 1 ,$- --A are calculatedBs below: ay ay JY k, = -+I4 -f ZW +;p, . NOTE -- Refer Fig. 1 for reference To be omitted if no tail wataStandard Mark The use of the Standard Mark is governed by the provisions of the Bureau of Indian Standards Act, 1986 and the Rules and Regulations made thereunder. The Standard Mark on products covered by an Indian Standard conveys the assurance that they have been produced to comply with the requirements of that standard under a well defined system of inspection, testing and quality control which is devised and supervised by BIS and operated by the producer. Standard marked products are also continuously checked by BIS for conformity to that standard as a further safeguard. Details of conditions under which a licence for the use of the Standard Mark may be granted to manufacturers or producers may be obtained from the Bureau of Indian Standards.Bureau of Indian Standards BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote harmonious development of the activities of standardization, marking and quality certification of goods and attending to connected matters in the country. Copyright BIS has the copyright of all its publications. No part of these publications may be reproduced in any form without the prior permission in writing of BIS. This does not preclude the free use, in the course of implementing the standard, of necessary details, such as symbols and sizes, type or grade designations. Enquiries relating to copyright be addressed to the Director (Publications ). BIS. Revision of Indian Standards Indian Standards are reviewed periodically and revised, when necessary and amendments, if any, are issued from time to time. Users of Indian Standards should ascertain that they are in possession of the latest amendments or edition. Comments on this Indian Standard may be sent to BIS giving the following reference: Dot : No. RVD 9 ( 2764) Amendments Issued Since Publication Amend No. Date of Issue Text Affected BUREAU OF INDIAN STANDARDS Headquarters: Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telephones : 331 01 31. 331 13 75 Telegrams : Manaksanstha ( Common to all Offices ) Regional Offices: Telephone Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg ( 333311 0113 7351 NEW DELHI 110002 Eastern : l/l4 C. I. T. Scheme VII M, V. I. P. Road, Maniktola 37 86 62 CALCUTTA 700054 Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036 53 38 43 Southern : C. I. T. Campus. IV Cross Road, MADRAS 600113 41 29 16 Western : RiIanakalaya, E9 MIDC, Marol. Andheri ( East ) 6 32 92 95 BOMBAY 400093 Branches : AHMADABAD. BANGALORE. BHOPAL. BHIJBANESHWAR. COIMBATORE. FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR PATNA. SRINAGAR. ,THIRUVANANTHAPURAM. Printed at Printrade, New Delhi, India
1367_18.pdf	IS1367( Part 18):1996 (.Superseding IS 9141 : 1979 ) Indian Standard INDUSTRIAL FASTENERS - THREADED STEEL FASTENERS -- TECHNICAL SUPPLY CONDITIONS PART 18 PACKAGING Third Revision) ( ICS 21.060 0 BIS 1996 BUREAU OF INDIAN STANDARDS MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG NEW DELHI 110002 November 1996 Price Group 2Bolts. Nuts and Fasteners Accessories Sectional Committee. LM 14 FOREWORD This Indian Standard ( Third Revision ) was adopted by the Bureau of Indian Standards, after the draft finalized by the Bolts. Nuts and Fasteners Accessories Sectional Committee had been approved by the Light Mechanical Engineering Division Council. This standard was originally published in 1961 and subsequently revised in 1967 and 1979. In the present revision, following major changes have been made: a) Marking requirements for bolts, screws, studs and nuts have been deleted from this standard since these are already covered in IS 1367 ( Part 3 ) : 1991 ‘Technical supply conditions for threaded steel fasteners : Part 3 Mechanical properties and test methods for bolts. screws and studs with full loadability ( third revision )’ and IS 1367 ( Part 6 ) : 1994 ‘Technical supply conditions for threaded steel fasteners : Part 6 Mechanical properties and test methods for nuts with specified~proof loads (fhird revision)‘, respectively. b) Requirements for mode of delivery that is Packaging have been modified as per 1s 9 14 1 : I 979 ‘Code of practice for the packaging of fasteners ( firsf revision )‘. The packaging function has to fulfil a variety of objectives including the protection of the contents against transport, handling and storage~hazards. Threaded fasteners, like bolts, nuts, screws and studs have some special features which must be protected to keep them fit for use at the ultimate destination. Packaging has to be designed in such a way as to ensure the availability of fasteners in packs to meet the general demand. Packaging has also to take into consideration the variations in quantity which in turn depends on the type of customer and the availability of storage facilities at -his end. Some of the Indian Standards on fasteners to which this standard applies are listed in Annex A. This standard (Part 18) covers technical supply conditions in respect of packaging of threaded steel fasteners. Other parts covering various aspects of the threaded steel fasteners and their respective degree of equivalence with International Standards are as under: IS No. Title IS0 Standard and Degree of Equivalence IS 1367 Technical supply conditions for threaded steel fasteners: - (Partl): 1980 Introduction and general information ( second revision ) IS0 8992 : 1986 (Related Standard) (Part2): 1979 Product grades and tolerances ( second revision ) Technically equivalent to IS0 4759-l : 1978 (Part 3 ) : 1991 Mechanical properties and test methods for bolts, screws Identical to IS0 898-l : 1988 and studs with full loadability ( third revision ) IS0 898-l : 1988 ( Part S ) : 1980 Mechanical properties and test methods for set screws and Technically equivalent similar threaded fasteners not under tensile stresses to IS0 898-S : 1980 ( second revision ) NOTE - Preparation of Part4 of this standard intended to cover ‘Mechanical properties and test methods for bolts, screws and studs with reduced loadability’ will await corresponding International agreement. ( Continued on third cover page )IS 1367 ( Part 18) : 1996 Indian Standard INDUSTRIAL FASTENERS -THREADED STEEL FASTENERS -TECHNICAL SUPPLY CONDITIONS PART 18 PACKAGING Third Revision) ( 1 SCOPE 2771 Fibreboard boxes : Part 1 Corrugated 1.1 This standard sets out a procedure for packaging (Part 1) : 1990 fibreboard boxes ( .~econd revision ) of threaded steel fasteners and for identification marking 6622 : 1972 Greaseproof paper of the packages, 8470: 1977 Dimensions of rigid rectangular NOTE - The requirements of packaging of fasteners, transport packages notwithstanding the provisions given hereunder, shall comply with Standardso f Weight.~andA4easures(P ackaged 3 GENERAL REQUIREMENTS Commodities) Rules. 1977. issued by the Government of 3.1 The fasteners shall be marketed in the packed India. condition only. 2 REFERENCES 3.2 The fasteners without any surface protection shall 2.1 The following Indian Standards contain provisions be covered with a suitable anti-corrosive agent before which through referencein this text, constitute provision being packed. of this standard. At the time of publication, the editions indicated were valid. All standards are subject to 3.3 For identification. the packages shall always carry revision, and parties agreements based on this standard suitable tags. are encouraged to investigate the possibility of applying the most recent editions of the standards indicated 3.4 In a single packing unit, only fasteners of the same below: designation, mechanical properties and quality characteristics shall be packed. IS NO. Title 1367 Technical supply conditions for 3.5 Multiple containers may be used for a number of (Part2 ) : 1979 threaded steel fasteners : Part 2 unit packs provided the separately packed fastener products can be identified easily by means of their labels Product grades and tolerances or tags. (second revision ) 1367 Technical supply conditions for 3.6 Packages shall be made in such a way that they are (Part3): 1991 threaded steel fasteners : Part 3 protected against mechanical damage in transit. IS0 898-l : 1988 Mechanical properties and test 3.7 The external dimensions of the unit package shall methods for bolts, screws and studs conform to IS 8470 : 1977~top emiit economic utilization with full loadability ( third revision ) of space and easy handling in transportation. 1367 Technical supply conditions for (Part6) : 1994 threaded steel fasteners : Part 6 4 TYPES OF PACKAGING IS0 898-2 : 1992 Mechanical properties and test 4.1 Generally, the fasteners are supplied in boxes, crates, methods for nuts with specified cartons or bags. proof loads ( third revision ) 1503 : 1988 Wooden packing cases ( third 4.2 Bags shall be used only for Product Grade C revision ) fasteners [see IS 1367 (Part 2) : 1979 1. 2508 : 1984 LOW density polyethylene films 4.2.1 The number of items in a bag shall be such that ( second revision ) the net mass of the bag does not exceed 50 kg. 1IS 1367 (Part 18) : 1996 4.3 Product grade A and B fasteners [see IS 1367 ( Part 6.1.2 -For packages wifh more than 100 pieces : 2 ) : 1979 ] shall be packed in cartons/boxes in numbers a) For fasteners with d > 12 mm f 1 percent selected from the following values: b) For fasteners with d < 12 mm f 2 percent 10,20, 50, 100,200,500 and, if required~in larger 7 MARKING ON PACKAGE quantities, multiples of 500. 7.1 The packages shall be marked clearly and legibly 4.4 The mass of a single pack shall not exceed the with the following infomration : following: a) The product designation: Type of Packaging Net Mass in kg b) A~pictorial representation of the product, where possible; Paper or plastic bag 3 c) Total number of pieces in package: Plastic box or carton 5 d) Net mass of the package; and Plastic or metal crate or carton 40 e) Name or identification mark of the manufacturer. Wooden crate or box 50 7.1.1 The label or tag shall Le affixed on the package as per the existing trade practices and in such a way that 5 PACKAGING MATEFUAL the package can be identified easily during 5.1 Primary packing shall be done in grease proof transportation and storage. It shall be removable with paper confoming to IS 6622 : 1972 or plastic bags made difftculty only. of LDPE conforming to IS 2508 : 1984. 7.2 Distinctive colour markings shall be used for the 5.2 Boxes, Crates and Cartons packages as under: Shall be made from the following: Property Class Colour of the LaM a) Wooden boxes or crates conforming to IS 1503 : Bolts and Screws 1 Nuts 1988: [see IS 1367 / [see IS 1367 b) Plastic boxes or crates; (Part3): 19911 / (Part6): 19941 c) Fibreboard boxes conforming to IS 2771 Upto6.8 1 Upto Green ( Optional ) (Part 1): 1990;or 8.8 d) Metal crates. 10.9 ’ 1’0 E!2’ 12.9 12 Yellow 5.3 Bags 7.3 BIS Certification Marking Jute or plastic bags shall be used. The package may also be marked with the Standard 6 TOLERANCES ON THE NUMBER OF Mark along with the corresponding lndian Standard PIECES IN A PACKAGE number to which the packaged product conforms. 6.1 The following deviations shall be permitted in 7.3.1 The use of the Standard Mark is governed bv the respect of the nominal number of pieces declared in a provisions of Bureau of Indian Standards Act, 1986 package: and the Rules and Regulations made thereunder. The details of conditions under which the licence for the 6.1.1 For packages containing up to 100 pieces: use of Standard Mark may be granted to manufacturers a) For fasteners with d > 12 mm 0 or producers may be obtained from the Bureau of Indian b) For fasteners with d < 12 mm *1 Standards.IS 1367 ( Part 18 ) : 1996 ANNEX A ( Foreword ) LIST OF INDIAN STANDARDS ON FASTENERS TO WHICH THIS INDIAN STANDARD APPLIES IS No. Title IS No. Title IS 1363 Hexagon head bolts, screws and nuts ( size range M 1.6 to M64 ) ( third (Part 1) : 1992 of product grade C : Part 1 Hexagon revision ) IS0 4046 : 1988 head bolts (size range M5 to M64 ) IS 1364 Hexagon head bolts, screws and nuts ( third revision ) ( Part 5 ) : 1992 of product grade B : Part 5 Hexagon IS 1363 Hexagon head bolts, screws and nuts IS0 4036 : 1979 thin nuts ( unchamfered ) ( size range (Part2) : 1992 of product grade C : Part 2 Hexagon M 1.6 to G 10 ) ( third revision ) IS04018 : 1988 head screws ( size range M5 to M64) 1365: 1978 Slotted countersunk head screws ( fhird revision ) ( third revision ) IS 1363 Hexagon head bolts, screws and nuts 1366 : 1982 Slotted cheese head screws ( second (Part3): 1992 of product grade C : Part 3 Hexagon revision ) IS0 4034 : 1986 nuts ( size range M5 to M64 ) ( third revision) 1862: 1975 Studs ( second revision ) IS 1364 Hexagon head bolts. screws and nuts 3138: 1966 Hesagonal bolts and nuts ( M42 to (Part 1) : 1992 of product grades Aand B : Part I M150) IS0 4014 : 1986 Hexagonheadbolts( SiTErangeMl.6 6760 : 1972 Slotted comitcrsunk head wood to M64 ) ( third revision ) screws IS 1364 Hexagon head bolts, screws and nuts 6761:1994 Fasteners - Countersunk head (Part 2 ) : 1992 of product grades A and B : Part 2 screws with hexagon socket (J&W IS0 4017 : 1988 Hexagon head screws ( size range revision ) M 1.6 to M64 ) ( third revision ) 7169: 1989 Slotted raised countersunk ( oval ) IS 1364 Hexagon head bolts, screws and nuts head tapping screws ( common head ( Part 3 ) : 1992 of product grades A and B : Part 3 type ) ( Jrst revision ) IS0 4032 1986 Hexagon nuts ( size range Ml .6 to 7170 : 1989 Slotted countersunk ( flat ) head tap- M64 ) ( third revision ) ping screws ( common head type) IS 1364 Hexagon head bolts. screws and nuts ( $rst revision ) (Part4): 992 of product grades A and B : Part 4 7173 : 1989 Slotted pan head tapping screws IS0 4035 1986 Hexagon thin nuts ( chamfered ) ( first revision )( Continued from second cover page ) IS No. Title IS0 Standard and Degree of Equivalence ( Part 6 ) : 1994 Mechanical properties and test methods for nuts with speci- Identical to IS0 898-2 : 1992 fied proof loads ( third revision ) IS0 898-2 : 1992 ( Part 7 ) : 1980 Mechanical properties and test methods for nuts without Does not exist specified proof loads ( second revision ) (Part 8 ) : 1992 Mechanical and performance properties for prevailing Technically equivalent torque type steel hexagon nuts ( second revision ) to IS0 2320 : 1983 (Part ~/SK 1) : 1993 Surface discontinuties, Section 1 Bolts, screws and studs Identical to IS0 6157-l : 1988 for general applications ( third revision ) IS0 6157-1 : 1988 (Part 9/Set 2) : 1993 Surface discontinuties, Section 1 Bolts, screws and studs Identical to IS0 6157-3 : 1988 for special applications ( third revision ) IS0 6157-3 : 1988 ( Part 10 ) : 1979 Surface discontinuties on nuts ( second revision ) Technically equivalent to IS0 6157-2 : 1995 (Part 11 ) : 1996 Electroplated coatings ( third revision ) Identical to IS0 4042 : 1989 IS0 4042 : 1989 ( Part 12 ) : 1981 Phosphate coatings on threaded fasteners ( second Does not exist revision ) ( Part 13 ) : 1983 Hot-dip galvanized coatings on threaded fasteners ( second Does not exist revision ) ( Part 14 ) : 1984 Stainless steel threaded fasteners ( second revision ) Technically equivalent to IS0 3506 : 1979 (Part 15 ) : Requirements at subzero and elevated temperatures Does not exist ( second revision ) ( under preparation ) (Part 16 ) : 1979 Designation system and symbols ( second revision ) -Does not exist ( Part 17 ) : 1996 Inspection, sampling and acceptance procedure ( third Identical to IS0 3269 : 1988 revision ) IS0 3269 : 1988 ( Part 19 ) : Axial load fatigue testing of bolts, screws and nuts ( second Identical to IS0 3800 : 1993 revision ) ( under preparation ) IS0 3800 : 1993 ( Part 20 ) : 1996 Part 20 Torsional test and minimum torques for bolts and Identical to IS0 -898-7 : 1992 screws with nominaldiameter 1 mm to 10 mm IS0 898-7 : 1992 IS 9 14 1 : 1979 ‘Code of practice for the packaging of fasteners ( Jrst revision )’ shall be withdrawn consequent to the publication of this standard, since its contents are now covered in this standard. For the purpose of deciding whether a particular requirement of this standard is complied with, the final value, observed or calculated, expressing the result of a test or analysis, shall be rounded off in accordance with IS 2 : 1960 ‘Rules for rounding off numerical values ( revised )‘. The number of significant places retained in the rounded off value should be the same as that of the specified value in this standard.Bureau of Indian Standards BIS is a statutory institution established under the Bureau oflndian StandardsAct. 1986 to promote harmonious development of the activities of standardization, marking and quality certification of goods and attending to connected matters in the country. Copyright BIS has the copyright of all its publications. No part of these publications may be reproducedin any form without the prior permission in writing of BIS. This does not preclude the free use, in the course of implementing the standard, of necessary details, such as symbols and sizes, type or grade designations. Enquiries relating to copyright be addressed to the Director (Publications), BIS. Review of Indian Standards Amendments are issued to standards as the need arises on the basis of comments. Standards are also reviewed periodically; a standard along with amendments is reaffirmed when such review indicatesthat no changes are needed; if the review indicates that changes are needed, it is taken up for revision. Users of Indian Standards should ascertain that they are in possession of the latest amendments or edition by referring to the latest issue of ‘BIS Handbook’ and ‘Standards : Monthly Additions’. This Indian Standard has been developed from Dot : No. LM 14 (0290 ). Amendments Issued Since Publication Amend No. Date of Issue Text Affected BUREAU OF INDIAN STANDARDS Headquarters: Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams: Manaksanstha Telephones : 323 01 31, 323 94 02, 323 83 75 ( Common to all offices ) Regional Offices: Telephone Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 323 76 17 NEW DELHI 110002 323 3841 Eastern : l/14 C. I. T. SchemeVII M, V. I. P. Road, Maniktola 337 84 99, 337 85 61 CALCUTTA 700054 337 86 26, 337 86 62 Northern : SC0 335-336, Sector 34-A, CHANDIGARH 160022 60 38 43 60 20 2.5 1 Southern : C. I. T. Campus, IV Cross Road, MADRAS 600113 235 02 16,235 04 42 235 15 19,235 23 15 I Western : Manakalaya, E9 MIDC, Marol, Andheri (East) 832 92 95,832 78 58 MUMBAI 400093 8327891,8327892 Branches : AHMADABAD. BANGALORE. SHOPAL. BHUBANESHWAR. COIMBATORE. FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR. LUCKNOW. PATNA. ‘THIRUVANANTHAPURAM. Printed at New India Prmtmg Press, Khur~a, Indm
992.pdf	IS:99211964 Indian Standard SPECIFICATION FOR FORKS (TABLE, FISH, PASTRY AND SERVING ), STAINLESS STEEL ( Revised ) -\ Second Reprint MARCH i989 ._’ UDC 672,76:659.14.018.a .. . BUREAU OF INDIAN STANDARDS MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG NEW DELHI 110002 Gr 3 August 1964’IS: 992-1964 Indian Standard SPECIFICATION FQR FORKS (TABLE, FISH, PASTRY AND SERVING), STAINLESS STEEL ( Revised ) Cutlery Sectional Committee, CPDC 6 Chairman Representing COL V. N. PILLAY Chief Inspectorate of General Stores [Ministry of Defence (DGI ) 1, Kanptir Members SERI B. C. THADAN~ ( Altifnats to Co1 V. N. Pillay ) SHEI &TAB RAI In personal capacity ( Rai & Sons Priuate Ltd , New Delhi ) SHIU S. D. AC+BAWAL Krudd Industries Ltd., Howrah SEXI R. L. DEIMAN ( Altemafe) SHBI A. P. GOEL Goel Steel Works, Meerut SEBI JAI CHA,ND Messrs Hakimrai Jaichand, Bombay Saar YOOI RAJ ( Alternate ) SHXI A. R. KAP~~R Directorate of Industries, Government of Uttar Pradesh SERI~~ATI LILAVATI MUNSHI All India Womer’s Central Food Council ( Regd ), Bombay S~HIMATI B. TABA BAI ( Afternate ) SHBI L. C. NI~ULA The Federation of Hotel & Restaurant Associations of India, New Delhi .%a~ RAM PERWAD ( Alternate ) SERI M. S. OBEROI Oberoi Hotels ( India ) Priva te Ltd., Delhi Ssa~ T. R. OBE~OI ( Alternate) SEEI ASHWANI KUMAB PA.WICHA K&ban Chand Bajaj & Co., New Delhi KUMARI T. E. PEILIP Institute of Catering Technology 8s Applied Nutri- tion, Bombay Ssar P. L. SAH~AL office of the Development Commissioner, Small Scale Industries ( Min!stry of Industry ) SENIOR COMMERCIAL OBTICEB Railway Board ( Ministry of Railways ) ( CATEB~N~ ) LT-CDR P. K. SHABMA Indian Navy ( Continuedo n page 2 ) BUREAU OF INDIAN STANDARDS .’ MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARC3 NEW DELHI 110002ls:992-1964 ( Continued from page 1 ) Members Representing SHRI B. K. TEAXOOR Thakoor Metal Industries, Bombay SHRI G. D. THAKOOR The Oriental Metal Pressing Works Private Ltd., Bombay SERI J. E. YORKR ( Afternate ) SH~I A. B. RAO, Director, IS1 ( &-o&o Member) Deputy Director ( Consumer Products ) Secretary SHRI M. G. KRISHNA RAO Extra Assistant Director ( Eng ), IS1 Table Cutlery ( Flat Ware ) Subcommittee, CPDC 6 : 1 Convener SHRI JAI CIXAND Messrs. Hakimrai Jaichand, Bombay Members SHRI YOOI RAJ ( Alternate to Shri Jai Chand ) SHRI ABTAB RAI In personal capacity ( Rai & Sons Private Ltd., .Ntw Delhi ) SERIMATI BABIBEN MOOLJI All go$baVomen’s Central Food Council ( Rega), DAYAL JOINT HONORARY SECRETARY (Alternate ) CATERING SUPERINTENDEN’~ Railway Board ( Ministry of Railways ) SHRI A~~WAXI KVMAR PA~RICEA Krishan Chand Bajaj & Co., New Delhi KUM~RI T. E. PHILIP Institute of Catering Technology & Applied Nutri- tion, Bombay SHRI P. L. SAH~AL Office of the Development Commissioner, Small Scale Industries ( Ministry of Industry ) SHRI G. D. THAKOOR The Oriental Metal Pressing Works Private Ltd., Bombay SHRI J. 3. YO~KE ( Alternate ) 2-—— ls: 992-1964 Indian Standard SPECIFICATION FOR FORKS (TABLE, FISH, PASTRY AND SERVING ), STAINLESS STEEL ~Revised) O. FOREWORD 0.1This revised Indian Standard was adopted by the Indian Standards Institution on 29 Jlme 1964, after the draft finalized by the Cutlery Sec- tional Committee had been approved by the Consumer Products Division Council. 0.2 This standard was first published in 1957 and was one of a series of Indian Standard specifications on table cutlerv. Revision of the series has been taken up o< account of necessity to rnetricize and also to avoid such details as will hinder the improvement of design. Pastry forks have also been included in this revised standard. Other standards in the series are: IS :990-1964 SPOONS,STAINLESSSTEEL (Revised) IS :991-1964 SPOONS,BRASSAND NICKEL SILVER(Revised) IS :993-1964 FORKS ‘(TABLE, FISH,PASTRY AND SERVING),BRASS AND NICKEL SILVER(Revised) IS :994-1964 BUTTER KNIVES AND FISHKNIVES IS :995-1964 TABLE KNIVES,DesSERT KNIVES AND FRUIT KNIVES (Revised) 0.3 Th; standard deals with the requirements for forks ( table, fish, pastry and serving ) made of stainless steel. Designs other than those covered by this standard are also popular with certain organizations to suit aesthetic requirements. In such cases, it is recommended that the forks may be made according to the designs of individual organizations but other provisions of this standard’ shall apply to guide the manufac- ture and purchase. An important aspect of table cutlery is that the different items in a set mch as spoons, forks” and knives should match in shape and appearance. This factor is to be borne in mind by the manu- facturers when supplying cutlery in sets. 3 IS:99!2-1964 0.4 Wherever a reference to any Indian Standard appears in this specifi- cation, it shall be taken as a reference to the latest version of the standard. 0.5 For the purpose of deciding whether a particular requirement of this standard is complied with, the final value, observed or calculated, expressing the result of a test or analysis, shall be rounded off in accord- ance with IS : 2-1960 Rules for Rounding Off Numerical Values ( Revtied ). The number of significant places retained in the rounded off value should be the same as that of the specified value in this standard. 0.6 This standard is intended chiefly to cover the technical provisions Telating to stainless steel forks ( table, fish, pastry and serving ), and it does not include all the necessary provisions of a contract. 1. SCOPE 1.1 This standard covers the requirements for the following types of forks of made stainless steel: a) Table fork, b) Fish fork,, c) Pastry fork, and d) Serving fork. 2. MATERIAL. 2.1 The stainless steel used for the manufacture of forks shall conform to designation 07Crl9Ni9 of Schedule V of IS : 1570-1’961 Schedules for Wrought Steels for General Engineering Purposes. 2.2 The nickel silver used in the manufacture of hollow handles of fish forks shall conform to Grade NS 10 or NS 20 as specified in IS : 2283- 1962 Specification for Nickel Silver Sheet and Strip for General Purposes. 2.3 The plastics material used for the handles of fish forks shall. be free from deleterious substances and shall resist the action of dilute organic acids. It shall not be so”inflammahle as to burst into flames when a lighted match is applied to it. 3. SHAPES AND DIMENSIONS 3.1 The forks shall conform to the shapes and dimensions given in Fig. 1 to 3. 3.1.1 The forks may have shapes and dimensions other than those given in this standard subject to agreement between the manufacturer and the purchaser. The forks shall, however, conform to other provisions laid down in this standard. 4IS:!m-1964 All dimensions in millimetres. Fra.lA TABLE FORK AND SERVING FORK,SOLID HANDLE ra Llabsw Min TABLEFORK 175 45 22 4 18 15 SEIWINIJ FOBK 200 50 25 5 20 18 All dimensions in millimetres. FIG. 1B TABLBIF ORK AND SEWING FOBK, PRESSED HANDLE 5Is:992-1964 13 4 All dimensions in millimetres. Fro. 2A FISH FORK, SOLID HANDLE All dimensions in millimetres. FIU. 2B FISH FOBK, PR~SEJED HANDLE 640---I ” SUITABLY 140-/ SHARPENED All dimensions in millimetres. FIG. 3A PASTRY FORK, SOLID HANDLE AII dimensions in millimetres. FIG. 3B PASTRY FORK, PRESSZD HANDLE 3.2 The forks shall be manufactured in one piece either with solid handle forged with pronged plate or pressed into shape. The fish fork may be manufactured also with hollow handle or with plastics handle. The design of the handles of forks shall be as agreed to between the manufac- turer and the purchaser. When spoons, forks and knives are required to be supplied in sets, the design of the handles and general appearance of the items in a set shall match. 4. MANUFACTURE 4.1 The forks with solid or pressed handles shall be made in one piece. 4.2 The fish forks with hollow handles shall have the prongs forged and the tangs well drawn. The scales shall fit closely to the tang and shalI be finished flush and smooth. The joints shall be silver-sqldered in case of nickel silver hollow handles and welded in case of stainless steel hollow handles. 7IS : 992 - 1964 4.3 Where the plastics handles are cast, they shall be soundly moulded with the tang in position. The tang shall be properly shaped and grooved. The end of the tang shall be at least 15 mm away from free end. Where plastics handles are fitted, the length of the tang shall be at least 65 mm to ensure rigid fixing. 5. WORKMANSHIP AND FINISH 5.1 Workmanship - The forks shall be free from burrs, seams, cracks or other manufacturing defects. All edges shall be well-rounded or cham- fered. The prongs shall be properly curved and evenly tapered to, the point and sharpened. The shank and the prongs shall be in good alignment. 5.2 Finish - The forks with solid or pressed handles or forks with hollow handles of stainless steel or NS 20 grade nickel ,silver, shall be supplied unplated unless otherwise specified by the purchaser. 5.2.1 The forks with NS 10 grade nickel silver hollow handles shall be supplied in any of the following finishes as may be specified by the purchaser: Finish Minimum Thickness a) Nickel 15 microns b) Nickel and Nickel 15 microns, and chromium chromium 0.5 micron c) Silver 40 microns 5.2.2 The plating shall conform to IS : 1668-1958 Specification for Copper, Nickel and Chromium Electroplated Coatings, in the case of nickel and chromium platings, and to IS : 1067-1958 Specification for Commercial Silver Plating in the case of silver plating. 6, DESIGNATION 6.1 The designation of a fork shall indicate : a) name, b) type of handle, and c) number of this standard. Example: A serving fork with solid handle, made of stainless steel shall be designated as: Serving Fork, Solid Handle, IS : 992 8IS:992-1964 7. TESTS 7.1 Sampling-The number of forks to be selected from a lot for ascertaining conformity to this specification shall be as agreed to between the manufacturer and the purchaser. A suitable sampling scheme and criteria for conformity for forks are given in Appendix A. 7.2 Staining Test - The fork, when dipped for 16 hours in each of the following solutions, shall not show any sign of staining after removal from each solution at the end of above period: a) Ten grams of glacial acetic acid ( 99 percent ) dissolved in distilled water to make 100 ml, and b) Five grams of pure sodium chloride dissolved in distilled water to make 100 ml. 7.3 Bending Test - The fork shall be held rigidly from the extreme end of the shank and supported in the middle of the overall length in such a way that it is approximately horizontal. A load of one kilogram in case of pastry fork and load of I.5 kg in easeLof table, fish and serving forks shall then be applied at the extreme end oI’ the prongs for two minutes and then removed. 7.3.1 The permanent deflection shall be i&asured after removal of the .‘i load. It shall not exceed 8 mm. 7.4 Test for Fish .Forks with Hollow Handle- Hollow handles after fitting shall be immersed for 30 seconds in clean air-free water maintained at 80°C. They shall not show any expulsion of air bubbles. 7.5 Tests for Fish Forks with Plastics Handles 7.5.1 Boiling- The fork shall be immersed for one hour in a boiling 5percent soap solution, then rinsed immediately in water at 1.5” to 20°C and immediately reimmersed completely in boiling water for one hour. The fork shall then be rinsed again in water at 15” to 20°C. This procedure shall be repeated four times. During or on completion of the test, the handle shall not show any sign of cracking, chipping or discolouring of the plastics. The .tang shall neither become loose nor shall there be any other damage. 7.5.2 Impact - This test shall be conducted after th’e boiling test. The fork shall be held with the handle facing downwards and dropped from a height of 1.2 m on to a concrete floor or a flat stone five times in succes- sion. The handle shall not show any sign of cracking, breaking or chipping of the plastics and tang shall neither become loose nor shall there be any other damage. 7.5.3 Staining - The plastics handle shall be cut into three pieces and each piece shall be immersed in one of the following solutions, maintained 9IS:992-1964 at room temperature: a) Sodium chloride solution, 10 percent ( w/a ); b) Acetic acid solution, 5 percent ( v/v) ; and c) Sodium carbonate solution, 2 percent ( w/v) . Each piece shall be taken out after 24 hours, rinsed with tap water and wiped with a dry cloth. It shall then be examined and immersed again h the same solution. This process shall be repeated seven times. During and at the end of seven days test there shall be no perceptible change in the appearance of the plastics material. 8. MARKING 8.1 Each fork shall be legibly and indelibly marked on the underside of the handle with the words ‘ Stainless Steel ’ or ‘ SS ’ and manufacturer’s name, initials or ‘trade-mark. 8.1.1 The forks may also be marked with the IS1 Certification Mark. NOTE-The use of the IS1 Certitication Mark is croverned bv the nrovisions of the Indian Standards Institution ( Certification Marks) Azt and the I&s and Regulatio& made thereunder. The IS1 Mark on products covered by an Indian Standard conveys the assurance that they have been- produced to complj with the requirements of that standard under a well-defined system of inspection, testing and quality control which is Gevised and supervised by ISI and operated by the producer. IS1 marked products +xre also continuously checked by IS1 for conformity to that standard as i &rther saEguard. Details of conditions under which a Iicence for the use of the ISI Certification Mark may be granted to manufacturers or processors, may be obtained &om the Indian Standards Institution. 9. PACKING 9.1 The forks shall be wrapped in soft tissue paper or wax paper and packed in cartons. The number of forks to be packed in one carton shall be at the discretion of the manufacturer. The cartons shall bear the type and number of forks packed, the name of the manufacturer and the country of manufacture. . APPENDIX A ( Clause 7.1 ) SAMPLING SCHEME AND CRITERIA FOR CONFORMITY FOR FORKS A-l. SCALE OF SAMPLING A-l.1 Lot - In any consignment, all the forks of the same type of handle, shape and size manufactured from the same material under relatively 10IS:992-1964 similar conditions of manufacture shall be grouped together to constitute a lot. A-l.2 For ascertaining the conformity to the requirements of this specifica- tion the tests shall be conducted separately for each lot. A-I.3 The number of forks to be selected from a lot for ascertaining conformity to the requirements of this specification, shall be according to co1 2 of Table I. The forks in the sample shall be selected at random from the lot. If the forks are packed in cartons, as a first step at least 25 per- cent of the cartons shall be selected at random and then from each selected carton, equal number of forks shall be taken out at random so as to make the required sample size. TABLE I SCALE OF SAMPLING No.0~ FORKSINA FOR CLAUSES 3.1 FOR CLAUSES 5.2, 7.2, 7.3, 7.4 I.OT AND 5.1 AND 7.5 r-_----h_-__-_ ~ r----_---_-_ Sample Size Permissible Sub-sample Permissible Number of De- Size Number of De- fee tive Forks fective Forks (1) (2) (3) (4) (5) up to 50 5 1:: ” 510500 ;“2 501 :: 1 000 50 1001 ,; 3000 80 3 001 10 000 125 10 001 iid above 200 A-2. NUMBER OF TESTS AND CRITERIA FOR CONFORMITY A-2.1 The forks selected at random according to A-l.3 shall be examined for the requirements of 3.1 and 5.1. A fork failing to satisfy any one or more of these requirements shall be regarded as defective. The lot shall be considered as conforming to the requirements of 3.1 and 5.1 if the number of defective forks in the sample does not exceed the number given in co1 3 of Table I. A-2.2 If the lot conforms to the requirements of 3.1 and 5.1, a sub-sample of size given in co1 4 of Table I shall be taken from the forks selected as in A-1.3. Each of the forks in the sub-sample shall be tested for the requirements of 5.2, 7.2, 7.3, 7.4 and 7.5. A fork not satisfying any one or more of the requirements of 5.2, 7.2, 7.3, 7.4 and 7.5 shall be regarded as defective. The lot shall be considered to conform to the requirements of 5.2, 7.2, 7.3, 7.4 and 7.5 if the number of defectives in the sub-sample does not exceed the number given in co1 5 of Table 1. 11BUREAU OF INDMN STANDARDS Headquarters : Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHt 110002 Telephones : 3 31 01 31.3 31 13 75 Telegrams : Manaksanstha ( Common to all Offices ) Regional Offices : Telephone Western ; Manakalaya, E9 MIDC, Marol, Andheri ( East ), 6 32 92 95 BOMBAY 400093 tEastern : 1114 C. I. T. Scheme VII M, V. I. P. Road, 36 24 99 Maniktola, CALCUTTA 700054 Northern : SC0 445-446, Sector 35-C CHANDIGARH 160036 { :::t: Southern : C. I.T . Campus, MADRAS 600113 41 24 42 l 41 25 19 c41 29 16 Branch Offices : Pushpak,’ Nurmohamed Shaikh Marg. Khanpur, 2 63 48 4HMADABAD 380001 { 2 63 49 ‘F’ Block, Unity Bldg, Narasimharaja Sqyare, 22 48 05 BANGALORE 560002 Gangotri Complex, 5th Floor, Bhadbhada Road, T. T. Nagar. 6 27 16 BHOPAL 462003 Plot No. 82/83, Lewis Road, BHUBANESHWAR 751002 5 36 27 5315 Ward NO. 29, R. G. Barua Road, - 5th Byelane. GUWAHATI 781003 5-8-56C L N. Gupta Marg. (Nampally Station Road), 22 10 83 HY D ERABAD 500001 R14 Yudhister Marg. C Scheme, JAlPUR 302005 6 34 71 { 6 98 32 11714188 Sarvodaya Nagar, KANPUR 208005 21 68 76 21 82 92 Patliputra Industrial Estate. PATNA 800013 6 23 05 Hanfex Bldg ( 2nd Floor ), Rly Station Road, 52 27 TRIVANDRUM 695001 Inspecmn Office ( With Sale Point ): Institution of Engineers ( India) Building, 1332 Shivaji Nagar, 5 24 35 PUNE 410005 Sales Office in Bombay is at Novelty Chambers, Grant had. 69 65 26 Bombay 400007 tSales Office in Calcutta is at 5 Chowrioghee Approach. P. 0. Princep 27 66 00 Street, Calcutta 700072 Reprography Unit, BIS, New Delhi, lndia
6441_6.pdf	_ .________~ - __ IS I 6441( Part VI ) - 1973 hidian Standard METHODS OF TESTS FOR AUTOCLAVED CELLULAR CONCRETE PRODUCTS PART VI STRENGTH, DEFORMATlbN AND CRACKING OF FLEXURAL MEMBERS SUBJECT TO BENDING- SHORT DURATION LOADING TEST Cement and Concrete Sectional Committee, BDC 2 Ckairtnm RrpIumting DR H. C. V~svrsvr~A~~ Cement Research Institute of India, New Delhi Members DR A. S. BH~DURI National Test Ho&, Calcutta SXRX E. K. RAYACHANDRAN ( Alternate 1 Ccnt~~orkB~ilding Research Institute (CSIR ), DR S. 5. REHSI ( .-llrrmate ; DIRECTO.P Central Road Research Institute ( CSIR ), New Delhi DR R. K. GHOSX ( Alternate ) DIRECTOR( CSMRS ) Central Water & Power Commission, New Delhi Ds~un DIRECTOR ( CSMRS ) ( Alternate ) SHRlK . H. CANOWIJ. Hyderabad Asbestos Cement Products Ltd, Hyderabrd SHRIK . C. GHO~AL hlokudyog Services Ltd, New Delhi Sxsu A. K. Buw~s ( Ahmote) DR R. K. GHOSH Indian Roads Congress, New Delhi DR R. R. HATTIAN~ADI Associated Cement Companies Ltd, Bombay SWRl P. J. JAOVS ( AI&mate ) TOINT DIRECWR. STANDARDS Research, Designs & Standards Organization, Lucknow * ( :I$% DIRECXORS TAND~UW (B&S)(Al&c) SHRI S’. B. JOSH: S. B. Joshi & Co Ltd, Bombay SXIU hi. T. KASSB Directorate General of Supplies & Disposals SHRI S. L. KATHURIA Roads Wing, Ministry of Transport 8; Shipping SHRI S. R. KULMRSI M. N. Dastur 8; CO ( Private ) Ltd, Calcutta SHRI Al. A. MEHTA Concrete Association of India. Bombay SHRI 0. MuTHhCNE~ Central Public Works Dcparment SUPERINTEXDINOE N o I N B E R, 2r;D &cur ( Altematr ) ( Cbntinucd on page 2 ) @ Copyrigkr 1973 INDIAN STANDARDS INSTITUTION This publication is protected under the Indian Copyright Act ( XIV of 1957 ) and reproduction in whole or in part by ifn~ means except with written permission of the publisher shall be deemed to be an lnfnngement of copyright under the said Act.15:6441(PartvI)-1973 ( C0&wdJfm puge1 ) Mcmbcrs R@I&titlE SHRI ERACH A. NADIRSHAH Institution of Engineers ( India ), Calcutta Sum K. K. NAMXAR In personal capacity ( ’ Ramnnalaya ‘, I1 First Crsscmt Park Road, Gandhinagar, A&ar, Madras ) BRIQ NARESHP RASAD Engineer-in-Chief’s Branch, Army Headquarters COL J. M. TOLANI ( Alkrnak) PROP G. S. &laASWAbfY StructRx--ake~inecring Research Ccntre ( CSIR ), 0 DR N. S. BHAL ( Alkrnak ) DR A. V. R. RAO National BuildineYs Om1a nization. New Delhi SHRI RAV~NDERL AL ( Alkmak ) SHRI G. S. M. RAO Geological Survey of India, Nagpur SHRI T. N. S. RAO Gammon India Ltd, Bombay SHRI S. R. PINIIE~O ( Alternate ) SECRETARY Central Board of Irrigation & Power, New Dclhl SHRI R. P. SHARMA Irrigation and Power Research Institute, Amritsar SHRI MOHINDERS INGH ( Alkrnak ) _ SHRI. G. B. SINGH Hindustan Housing Factory Ltd, New Delhi SHRI c. I_,. tiSLlWAL [ Alkrnak j SHRI J. S. SINGEIOTA ’ ‘Beas Designs Organization, Nangal Township SHRI T. C. GARG ( Alfemate) SWRI R. IL. SXNHA Indian Bureau of Mines, Nagpur SHRI IL A. SU~RAMAN~AM India Cements Ltd. Madras SHRI P. S. RAMAMANDRAN ( Alkmak ) SHRI L. SWAROOP Dalmia Cement ( Bharat ) Ltd, New Delhi Srrnr A. V. RAMANA ( A!temak) Smu D. AJITHA S~MHA, Director General, IS1 (&-o&o Member ) Director ( Civ Engg ) Smtr Y..R. T~NEJA Deputy Director ( Clv Engg ), IS1 precast Concrete Products Subcommittee, BDC 2 : 9 SHRIM . A. MEHTA Concrete Association .of India, Bombay . iucmbcr# SHRI E. T. ANTIA ( Alirmats to Shri M. A. Mehta ) SBRI V. A. ARTHANOOR Neyveli Lignite Corporation Ltd, Neyveli SHRI T. RAMACHANDRAN ( Alkmak ) . SHRI H. B. CHAYTERJEE Hindustan Block Manufacturing Co Ltd, Calcutta SHRI S. K. CHATTERJEE Hindustan Housing Factory Ltd, New Delhi DEPUTY DIRECZTOR, STANDARDS R-L;&oDwQigns and Standards Organiaation, (B&S) ADJUTANTD IRECMR. STANDARDS (M/C ) ( A-‘) bRECTOR( CSMRS ) Central Water & Power Commission, New Delhi Dapurv DIWXOR (CSMRS) ( BItema& ) 2_. IS:6441(PadVI)-1973 lndian Standard METHODS OF TESTS FOR AUTOCLAVED CELLULAR CONCRETE PRODUCTS PART VI STRENGTH, DEFORMATION AND CRACKING OF FLEXURAL MEMBERS SUBJECT TO BENDING- SHORT DURATION LOADING TEST 0. FOREWORD 0.1 This Indian Standard ( Part VI) was adopted by the Indian Standards Institution on 22 March 1973, after the draft finalized by the Cement and Concrete Sectional Committee had been approved by the Civil Engineering Division Council. 0.2 Autoclaved cellular concrete is a class of material, which has . been developed commercially abroad and is in the process of development in this country also. A series of Indian Standards on cellular concrete is being formulated so as to provide guidance in obtaining reliable products in auroclaved celiular concrete. The Sectional Committee has considered it desirable to issue a standard for the methods of test for autoclnvcd cellu- lar concrete products for the guidance of manufacturers and users. 0.3 In the formulation of this standard due weightage has been given to international co-ordination among the standards and practices prevailing in different countries in addition to relating it to the practices in the field in this country. 0.4 For convenience of reference, ‘ Indian Standard methods of test for autoclaved cellular concrete products’ has been grouped into the following nine parts: Part I Determination of unit weight or bulk density and moisture content Part II Determination of drying shrinkage Part III Determination of thermal conductivity Part IV Corrosion protection of steel reinforcement in autoclaved cellular concrete Part V Determination of compressive strength Part VI Strength, deformation and cracking of flexural members jw subject to bending-short duration loading test 3 1.IS:6441(PartVI)-1973 Part VII Strength, deformation and cracking of flexural members subject to bending-sustnined loading test. Part VIII Loading tests fw flextlral members in diagonal tension Part IX Jointing of autoclaved cellular concrete elements 05 In reporting the result of a test or analysis made in accordance with this standard, if the final value, observed or calculated, is to be rounded off, it shall be dane in accordance with IS : 2-1960. 1. SCOPE 1.1 This standard ( Part VI ) covers the method of test for the strength, deformation and cracking ( under short duration load ) af flexural members such as floor or roof slabs of cellular concrete subject to bending. Z TEST SPECIMEN 2.1 Size of the Specimen - The test specimen. shall be the full size member as to be actually used in construction satisfying the requirements of the relevant Indian Standard (or the requirements specified by the manufacturer ) in respect of shape and dimensions. 2.2 Condition of the Test Specimen 2.2.1 Moisture Content -The moisture content of the concrete during the test should be indicated and should be not less than 10 percent,by weight, when determined in accordance with IS : 6441 ( Part I )-1972t. 2.2.2 Te&fierature of Specimen - The temperature of the concrete shall not be materially different from the ambient temperature in which it is being tested and in any case not less than 0°C. 3. TEST ARRANGEMENTS 3.1 The member to be tested shall be simply supported at the ends. The supports shall consist of 25-mm thick horizontal mild steel plates bedded on rigid supports of steel or concrete. The ends of the member shall be fully in contact with the steel plate over the whole width of the member. The bearing width and the span used for the test shall be the same as those indicated by the manufacturer and to be actually used in construction practice ( see Fig. 1 ). Rules for rounding off numerical values ( recirud). th4ethods of tests for autoclaved cellular concrete products : Part I Determb&ou of unit weight or bulk density and moisture content,XSt6441(PaVI )-1973 t $ + -. J; / 4 + ~25mfn ~ b “ , , .’ .. ’’ ..1 ,- -. ., .’. ”?. ., .’ ,. . .’. . .”“ .” ., ., ..’ ., .’. . ,: ’* ; ... .,.. ; ., ,’ ... ._“ F. ’. . .’~ . ,’ .. . .l .. 2 .,,”. .. .m.. m“ ,, ,. ,,, : .’ ,,. ’,. ..:,’ .,..,. ,., ,. . .:.? .,.. ., .. ’ ,. . . / ./. MI?WUM PERMISSIBLE Sil’EB. PLATE EMBEDDED BEARINGWIDTH IhlSTFELOR CUNCRETE RIGID SUPPORT i= effectivespanofunit, t= steel pIatc of thicknessnot lessthan 25 mm and length equal towidth ofthe unit, tE porow fibre board thickness not less than 12mm and length equal towidth oftheunit, and Q= applied load. Fm. 1 MSTZiODFORBENDING TEST OF REINFORCEDCELLIJLAR CONCRETEUNITS ( SHORT DURATION LOADING TEST) 4. LOADING 4.1 The test specimen member shall be subjected tOloads placed at +span points through steel platens not lCSSthan 25 mm U the load extending over the entire widtil of the member. The steel platens shall be bedded on soft fibre board packing, not less than 12 mm thick and of the same plan dimensions as the steel pIatens. The packing shaU be placed between each steel loading platen and the top of the member. The span shall be taken as the distance between the centms of the bearing (seeFig. 1). 4.2 The loads at the two ~ span po.iII.~ shall be equal and evenly distributed over the steel loading platens The wxdth of the steel platen shall not be less than 100 mm and shall be inme=edj where necessaty, in multiples of 50 mm, so that We contact pr=ure under the applied load is not more than 20 p~rcent of the compr=slve stiengds of the concrete. 4.3 The weight of the Ioadlng equipment siall be taken into account in calculating the applied load. 5. MEASU’RE~NTS 5S Loada — The loads shall be measured to an accuracy of not less than + 1l5 percent of the applied load. 5.2 Deflection — The deflection of the member shall be measured at mid-span and th~least count of the dial gauge shall be at least 0.01 mm. 5IS: 6441 ( Part VI) -1973 5.3 Stt-aiss — Strain measurements may be made, where required, prefer- ably at mid-span, cmthe main tension reinforcement and on the extreme compression fibre of the concrete, 5.4 Crack Widths — Crack widths shall be measured with an accuracy of 0“05 mm. 6. TEST PROCEDURE 6.1 Zero for the deflection measurements shatl be taken immediately after the member had been placed in position. 6.2 The loading apparatus shall then be fixed and the load applied in Stages. At the end of this stage the load, including the selfweight of the m~mber and the weight of the Ioading apparatus, shall be equal to the design dead load for the member. 6.2.1 After an interval of about 5 min loading shall be increased gradually until the load equals the combined dead and design live loads for the member. 6.2,2 After a further intcrwd of about 5 min loading shall be increased at-adually until the Ioad equals the combined dead and twice the design five loads. At that load, the deflection shall be noted. 6.2.3 After a further interval of about 5 min loading shail bc increased at a rate of about + of the design live load per minute until failure occurs or the mid-span d~fkction is 1/60 of the span, M$hicheveris earlier. If the member is not tested [o failure: then a hypothetical failure load shall be assumed w be LhatIoad for wh]ch the red-span deflection is 1/60 of the span. 6.2.4 Defection and strain measurements (see5.3 ) shall be recorded at the beginning and where applicable at the end of each of the loading stages; intermediate measurements may also be made if required. 7. REPORT 7.1 The test report shall state: a) moisture content of the specimen; b) temperature of the specimen; and c) measured Ioads, deflcctions~ strains and crack widths for all load conditions.. 6(Coatissdfrom @gt 2) Memlw Rsfmssstting StSaxK. c. GSSOSAL Alokudvog ServicesLtd,NewDelhi SHRI A. K. BISWM(.4Msafe ) %su k’. G. GOKHALE Bombay Chemicals PrivateLknited, Bombay’ SHRIM.K. GUPTA Himalayan Tiles &Marble PvtLtd,Bombay SHRIB. D. JAYARAMAK SXRSB.K.JIXD~L %~~~””~~~~~~dk%$% Institute (CSIR ), Roorkce DRS.S.RESSS(IAhcrrrat)s SHSU L. C. LAI Inpersonal CRacity (BI17U’eSEtnd,Arm’Dtlhi23) S_H--R.I G. C. MATHSJR National Bud1 mm -- Organizaliorr, New Delhi SHR: A. C. GUPTA ( Msnsals ) &IR1 S.~AMROY Engineering Construction Corporation Ltd, Madras SHRI A. ~AXRtSIWA (Aitsrn& ) SHRI K.K.NASSZIAR In personal capaci~{ ’kmenalqa’. 11 First(%atort PerkRoad,Gan hwagar,A&ar, it~adras) Sr+mRADHrtY SHIAU Engineer-in-Chief’s Branoh,ArmyHeadquarters SSSRIB.G. SSSIRKE B.G.Shirke& Co,Poona SHRI R. A. DaSHSi’UKH (Akraate ) SHRSc. N. SRINIVMAN C. R. KRravanaRoad, Madras SStRI C. N. RAOSIAVENDRAN ( Ahcrnafe) SURVEYOR OF WORKS ( I ) Central Public WorksDepartment Dz H. C. VSSVE.WARAYA Cement Research Institute of India. !few Dclbi 7
269.pdf	IS 269 : 1989 Zndian Standard ORDINARYPORTLANDCEMENT,33GRADE- SPECIFICATION ( Fourth Revision ) Second Reprint JULY 1993 UDC 666 942 l @ BIS 1990 BUREAU OF INDIAN STANDARDS MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG NEW DELHI 110002 January 1990 Price Group 4Cement and Concrete Sectional Committee, CED 2 FOREWORD This Indian Standard ( Fourth Revision ) was adopted by the Bureau of Indian Standards on 20 June 1989, after the draft finalized by the Cement and Concrete Sectional Committee had been approved by the Civil Engineering Division Council. This standard was first published in 1951 and subsequently revised in 1958, 1967 and 1976. This fourth revision incorporates the experience gained with the use of this specification and brings the standard in line with the present practices followed in the production and testing of cement. Since the third revision of this standard was published, a large number of amendments have been issued from time to time in order to modify various requirements based on experience gained with the use of the standard and the requirements of the users, and also keeping in view the raw materials and fuels available in the country for the manufacture of cement. The important amendments include increase in insoluble residue from 2 to 4 percent, incorporating 33 MPa as the 28-day compressive strength, making autoclave soundness test compulsory irrespective of magnesia content, incorporating a provision for retest in respect of autoclave soundness test after aeration of. the cement, incorpo- rating a clause on false set and permitting packaging of cement in 25-kg bags. In view of these large number of amendments, the Sectional Committee decided to bring out this fourth revision of the standard incorporating all these amendments so as to make it more convenient for the users. The Sectional Committee also decided that ordinary Portland cement should be designated by its 28-day compressive strength and, therefore, the title of this standard has been-modified in this revision, aftei taking out the provisions relating to low heat Portland cement for covering in a separate standard. Mass of cement packed in bags and the tolerance requirements for the mass of cement packed in bags shall be in accordance with the relevant provisions of the Standards of Weights and Measures ( Packaged Commodities ) Rules, 1977 and B-l.2 ( see Annex B ). Any modification in these rules in respect of tolerance on mass of cement would apply automatically to this standard. This standard contains clause 11.4.1 which gives option to the purchaser and clauses 6.5 and 9.3 which call for agreement between the purchaser and the supplier. In the formulation of this standard, considerable assistance has been rendered by the National Council for Cement and Building Materials, New Delhi as many of the revisions are based on the studies carried out by them. The composition of the technical committee responsible for the formulation of this standard is given in Annex C. For the purpose of deciding whether a particular requirement of this standard is complied with, the final value, observed or calculated, expressing the result of a test or analysis, shall be rounded off in accordance with 1s 2 : 1960 ‘Rules for rounding off numerical values ( revised )‘. The number of significant places retained in the rounded off value should be the same as that of the specified value in this standard.IS 269: 1989 Indian Standard ORDINARYPORTLANDCEMENT,33GRADE- SPECIFICATION ( Fourth Revision ) L SCOPE calcareous and argillaceous and/or other silica, alumina or iron oxide bearing materials, burning 1.1 This standard covers the manufacture and them at a clinkering temperature and grinding the chemical and physical requirements of 33 grade resultant clinker so as to produce a cement capable ordinary Portland cement. of complying with this specification. No material 2 REFERENCES shall be added after burning, other than gypsum ( natural or chemical ) or water or both, and not 2.1 The Indian Standards listed in Annex A are more than one percent of air-entraining agents or necessary adjuncts to this standard. other agents, which have proved not to be harmful. NOTE - Chemical gypsum shall be added provided 3 TERMINOLOGY that the performance requirements of the final 3.1 For the purpose of this standard, the defini- product as specified in this standard are met with. tions given in IS 4845 : 1968 shall apply. 5 CHEMICAL REQUIREMENTS 4 MANUFACTURE 5.1 When tested in accordance with the methods given in IS 4032 : 1985, 33 grade ordinary Port- 4.1 33 grade ordinary Portland cement shaI1 be land cement shall comply with the chemical manufactured by intimately mixing together requirements given in Table I. Table 1 Chemical Requirements for 33 Grade Ordinary Portland Cement SI No. Characteristic Requirement (1) (2) (3) 9 Ratio of percentage of lime to percentages of silica, Not greater than 1.02 and not less than 0’66 alumina and iron oxide, when calculated by the formula CaO - @7 SO, 2.8 SiOa+l2 ALOs+065 FesOa ii) Ratio of percentage of alumina to that of iron oxide Not less than 0.66 iii) Insoluble residue, percent by mass Not more than 4 percent iv) Magnesia, percent by mass Not more than 6 percent v) Total sulphur content calculated as sulphuric anhy- Not more than 2.5 and 3’0 when tri-calcium dride (SO), percent by mass aluminate (see Note 1 ) percent by mass is 5 or less and greater than 5 respectively vi) Total loss on ignition Not more than 5 percent NOTES 1 The tri-calcium aluminate content ( CIA ) is calculated by the formula: CJA=2’65 ( AlrOI ) - I.69 ( FerOs ) Where each symbol in brackets refers to the percentage (by mass of total cement ) of the oxide, excluding any contained in the in’soluble residue referred at Sl No. (iii). 2 Alkali aggregate reactions have been noticed in aggregates in some parts of the country. On large and importan{ ‘obs where the concrete is likely to be exposed to humid atmosphere or wetting action, it is advisable t i at the aggregate be tested for alkali aggregate reaction. In the case of reactive aggregates, the use of cement with alkali content below 0.6 percent expressed as sodium oxide ( Nap0 ), is recommended. Where, however, such cements are not available, use of Portland pozzolana cement or cement pozzolanic admixture is recommended. 3 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 oft>,_ chloride content in cement is given in IS 12423 : 1988 ). .’ 4 The limit of total chloride content iq cement for use in plain and other reinforced concrete structures is being reviewed. Till that time, the limit may be mutually agreed to between the purchaser and the manufacturer. 1IS 269 : 1989 6 PHYSICAL REQUIREMENTS in the manner described in IS 4031 ( Part 6 ): 1988 shall be as follows: 6.1 Fineness a) 72fl hour : not less than 16 MPa, When tested for fineness by Blaine’s air permea- b) 168f2 hours : not less than 22 MPa, and bility method as described in IS 4031 ( Part 2 ) : c) 672&4 hours : not less than 33 Ml%. 1488. the specific sutfdce of cement shall not be lc~ than 225 m’/kg. NOTE--P is the percentage of W~II’T required to produce 3 paste of standard consistency ( gee 11.3 ). 6.2 Soundness 6.5 By agreement between the purchaser and the 6.2.1 When tested by ‘Le Chatelier’ method and manufacturer, transverse strength test of plastic alitoclave teat described in IS 4031 (Part 3 ) : 1988, mortar in accordance with the method described unacrated cement shall not have an expansion of in IS 4031 ( Part 8 ) : 1988 may be speciiied in more than 10 mm and 0’8 percent, respectively. addition to the test specified in 6.4. The per- missible values of the transverse strength shall be 6.2.1.1 ln the event of cements failing to comply mutually agreed to betwet% the purchaser and the with any one or both the requirements specified supplier at the time of placing the order. iI1 6.2.1, further tests in respect of each failure shall be made as described in IS 4031 ( Part 3 ) : 1988 6.6 Notwithstanding the strength requirements from another portion of the same sample after specified in 6.4 and 6.5, the cement shall show a aeration. The aeration shall be done by spreading progressive increase in strength from the strength out the sample to a depth of 75 mm at a relative at 72 hours. humidity of 50 to 80 percent for a total period of 7 d:!\s. The expansion of cements so aerated 7 STORAGE shalf be not more than 5 mm and 0’6 percent when tested by ‘Le Chatelier’ method and autoclave 7.1 The cement shall be stored in such a manner test reipectivei}.. as to permit easy access for proper inspection and identification, and in a suitable we;riher-tight building to protect the cement from dampness and 6.3 Setting Time to minimize warehouse deterioration. Ti~c setting time of the cements, when tested by the Vicat apparatus method described in IS 4931 8 XIANUFACTURER’S CERTIFICATE ( Part 5 ) : 1988 shall conform to the following 8.1 The manufacturer shall satisfy himself that requirements: the cement conforms to the requirements of a) Initial setting time in minutes, not less than this standard and, if requested, shall furnish a 30; and certificate to this ell’ect to the purchaser or his represcntativc, within ten days of despatch of the b) Final setting time in minutes, not more cement. than 600. 8.2 The manufacturer shall furnish a certificate, 6.3.1 If cement exhibits false set, the ratio of final within ten days of despatch of the cement, indi- penetration measured after 5 minutes of comple- tion of mixing period to the initial penetration cnting the total chloride content in percent by mass of cement. measured exactly after 20 seconds of completion of mixing period, expressed as percent, shall be 9 DELIVERY not less than 50. In the event of cement exhibit- ing false set, the initial and final setting time of 9.1 The cement shall be packed in bags [jute cement when tested by the method described in sacking bag conforming to IS 2580 : 1982, double IS 4031 ( Part 5 ) : 1988 after breaking the false hessian bituminized ( CR1 typ$r ), multi-wall paper set, shall conform to 6.3. conforming to IS 11761 : 1986, polyethylene lined ( CR1 type ) jute, light weight jute conforming to 6.4 Compressive Strcngt h IS 12154 :, 1987, woven HDPE conforming to IS 11652 : 1986, woven polypropylene conforming The average compressive strength of at least three to IS 11653 : J 986, jute synthetic union conforming mortar cubes ( area of face 50 cmZ ) composed of to IS 12194 : 1987 or any other approved compo- one part oi cement, three parts of standard sand site bag ] bearing the manufacturer’s name or h-s ( conforming to IS 650 : 1966 ) by mass and registered trade-mark, if any. The words ‘3a ., grade ordinary Portland cement’, and the number’ -J- 3’0 percent ( of combined mass of cement (:I ) of bags ( net mass ) to the tonne OF the nominal plus sand 1 wafer and prepared, stored and tested average net mass of the cement shall be legibly 2IS 269 : 1989 and indelibly marked on each bag. Bags shall be 11 TESTS in good condition at the time of inspection. 11.1 The sample or samples of cement for test 9.1.1 Similar information shall be provided in the shall be taken as described in 10 and shall be tested delivery advices accompanying the shipment of in the manner described in the relevant clauses. packed or bulk cement ( see 9.3 ). 11.2 Temperature for Testing 9.2 The average net mass of cement per bag shall be 50 kg ( see Annex B ). The temperature range within which physical tests may be carried out shall, as far as possible, be 9.2.1 The average net mass of cement per bag 27t2”C. The actual temperature during the test- may also be 25 kg subject to tolerances as given ing shall be recorded. in 9.2.1.1 and packed in suitable bags as agreed to between the purchaser and the manufacturer. 11.3 Consistency of Standard Cement Paste 9.2.1.1 The number of bags in a sample taken for The quantity of water required to produce a paste weighment showing a minus error greater than 2 of standard consistency, to be used for the deter- percent of the specified net mass shall be not more mination of water content of mortar for compres- than 5 percent of the bags in the sample. Also sive strength tests and for the determination of the minus error in none of such bags in the soundness and setting time, shall be obtained by sample shall exceed 4 percent of the specified net the method described in IS 4031 ( Part 4 ) : 1988. mass of cement in the bag. However, the average net mass of cement in a sample shall be equal to 11.4 Independent Testing or more than 25 kg. 11.4.1 If the purchaser or his representative 9.3 Supplies of cement in bulk may be made by requires independent tests, the samples shall be arrangemeilt between the purchaser and the taken before or immediately after delivery at the supplier ( manufacturer or stockist ). option of the purchaser or his representat‘, e: and the tests shall be carried out in accordalIce with NOTE -A single bag or contnincr containing this standard on the written instructions of the I 000 kg and more, net mns$ of rcment shall be con- purchaser or his representative. sidered as the bnlk supgiy of cemwt. Supplies of cement may also be made i!: inlermediate con- tainers, for example, drums of 200 kg, by aprecment 11.4.2 Cost qf Testing between the purchaser and the manufacturer. The manufacturer shall supply, free of charge, the 10 SAMPLING cement required for testing. Unless otherwise specified in the enquiry and order, the cost of the 10.1 A sample or samples for testing may be taken tests shall be borne as follows: by the purchaser or his representative, or by any person appointed to superintend the work fol a) By the manufacturer if the results s?ow purpose of which the cement is required or by that the cement does not comply wit1 the the latter’s representative. requirements of this standard, and b) By the purchaser if the results show that the 10.1.1 The samples shall be taken within three cement complies with the requirement of weeks of the delivery and all the tests shall be this standard. commenced within one week of sampling. 11.4.3 After a representative sample has been 10.1.2 When it is not possible to test the samples drawn, tests on the sample shall be carried out as within one week, the samples shall be packed and expeditiously as possible. stored in air-tight containers till suc11 time that they are tested. 12 REJECTION 10.2 In addition to the requirements of 10.1, the 12.1 Cement may be rejected if it does not comply methods and procedure of sampling shall be in with any of the requirements of this specification. accordance with IS 353.5 : 19S6. 12.2 Cement remaining in bulk storage at the 10.3 Facilities for Sampling and Identification mill, prior to shipment, for more than six months, \I. Tile rnanufacturtrr L)I the supplier shall afTord or cement in bags, in local storage in the hands of ,’ every facility, and shal! pro~de all Ltbour and a vendor for more than 3 months after completion materials for takrn g 2nd packirlg the SiIrnpleS f’ur of tests, may be retested before use and may be testing the cernerlt and for sutxeqtrent icienti!i~:Iti~!lI rciecrcd if it fails to conform to any of the require- of celllent sampled. nlcrits of !his specification.IS 269 : 1984 ANNEX A ( Clause 2.1 ) LIST OF REFERRED INDIAN STANDARDS IS No. Title IS No. IS 650 : 1966 Standard sand for testing af IS 11652 : 1986 High density polyethylene cement (firsr revision ) ( HDPE ) woven sacks for packing cement IS 2580 : 1982 Jute sacking bags for packmg cement ( second revision ) IS 11653 : 1986 Polypropylene ( PP ) woven sacks for packing cement IS 3535 : 1986 Methods of sampling hydraulic cements (first revision ) IS t 1761 : 1986 Multi wall paper sacks for cement, valved-sewn-gussetted IS 4031 Methods of physical tests for type ( Parts 1 to 13) hydraulic cement IS 12154 :‘1987 Light weight jute bags for IS 4032 : 1985 Metbod of chemical analysis packing cement of hydraulic cement (first revision ) IS 12174: 1987 Jute synthetic union bags for IS 4845 : 1968 Definitions and terminology packing cement relating.to hydraulic cement IS 12423-1988 Method for calorimetric 3s 4905 : 1968 Methods for random sampling analysis of hydraulic cement ANNEX B ( Chse 9.2 and Foreword ) TOLERANCE REQUIREMENTS FOR THE MASS OF CEMENT PACKED IN BAGS B-l The average net mass of cement packed in of the bags in the sample. Also the minus error bags at the plant in a sample shall be equal to or in none of such bags in the sample shall exceed more than 50 kg. The number of bags in &sample 4 percent of the specified net mass of cement in shall be as given below: the bag. Batch Size Sample Siie NOTE - The matter given in B-f and B-f.1 are extracts based on the Standards of Weights and IO0 to 150 20 Measures ( Packaged Commodities ) RuEes 1977 tv which reference shall be made for full deta;ls. Any 151 to 280 32 ’ modification made in these Rules and other related 281 to 500 50 Acts and Rules would apply automatically. 501 to 1 200 80 B-l.2 In case of a wagon/truck toad of 20 to 25 1201 to 3 200 125 tonnes, the overall tolerance on net mass of 3 201 and over 200 cement shall be 0 to $0’5 percent. The bags in a sample shall be selected at random. NOTE -The mass of a jute sacking bag conforming For methods of random sampling, IS 4905 : 1968 to IS 2580 : 1982 to hold 50 kg of cement is 541 g. may be referred to. the mass of a double hessian bituminized (CR1 tme) bag to hold 50 kg of cement is 630 g, the mass of a B-l.1 The number of bags in a sample showing a &ply paper bag to hold 50 kg of cement is approxi- mately 400 g and the mass of a polyethylene lined minus error greater than 2 percent of the specified ( CRI type) jute bag to hold 50 kg of cement is net mass ( 50 kg) shall be not more than 5 percent approximately 480 g. 4IS 269 : I989 ANNEX C COMPOSITION OF THE TECHNICAL COMMITTEE Cement and Concrete Sectional Committee, CED 2 Chairmpn Representing DR H. C. VISVESVARAYA National Council for Cement and Building Materials, New Delhi Members SHRI K. P. BANERJEE Larsen aor Toubro Limited, Bombay SHRI HARISH N. MALANI ( Alternate ) SHRI S. K. BANERJE~ National Test House, Calcutta CHIEFE NGINEBR( BD ) Bhakra Beas Management Board, Nangal Township SHRI J. C. BASUR ( Alternate ) CHIEFE NGINEER( DESIGNS) Central Public Works Department, New Delhi SUPERINTENDINEGN QINEER( S & S ) ( Alternate ) CHIEFE NGINEER( RESEARCH-CUM- Irrigation Department, Government of Punjab DIRECTOR) RESEARCHO FFICER( CONCRETE TECHNOLOGY) (.&ernare ) DIRECTOR A. P. Engineering Research Laboratories, Hyderabad JOINT DIRECTOR( Alternate ) DIRECTOR Central Soil and Materials Research Station, New Delhi CHIEF RESEARCHO FFICER( Alternate ) DIRECXOR( C & MDD-II ) Central Water Commission, New Delhi DEPUTY DIRECTOR( C & MDD-II 1 ( Alternate ) SHRI V. K. GHANEKAR Structural Engineering Research Centre ( CSIR ), Ghaziabdl SHRI S. GOPINATH The India cements Limited, Madras SI-IRIA . K. GUPTA Hyderabad Industries Limited, Hyderabad SHRI J. SIN GUPTA National Buildings Organization, New Delhi SH~I P. J. JAGUS The Associated Cement Companies Ltd. Bombay DR A. K. CHATTERJE(E Alternate ) JOINT DIRECTORS TANDARDS( B & S )/CB-I Research, Designs and Standards Organization ( Ministry of Railways ), Lucknow JOINT DIRECTORS TANDARDS( B & S )/CB-II ( Alternare ) SHRI N. G. JOSHI Indian Hume Pipes Co Limited, Bombay SHRI R. L. KAPOOR Roads Wing ( Ministry of Transport ), Department of Surface Transport, New Delhi SHRI R. K. SAXIZNA( Alternate ) DR A. K. MULLICK kational Counci 1 for Cement and Building Materials, New Delhi SHRI G. K. MAJUMDAR Hospital Services Consultancy Corporation ( India ) Ltd, New Delhi SHRI P. N. MEHTA Geological Survey of India, Calcutta SHRI S. K. MATHUR ( Alternate ) SHRI NIRMAL SINGH Development Commissioner for Cement Industry ( Ministry of Industry ). New Delhi SHRI S. S. MIGLANI ( Alternate ) SHRI S. N. PAL M.N. Dastur and Company Private Limited, Calcutta SHRI BIMAN DASGUPTA( Afternate ) SHRI R. C. PARA’IE Engineer-in-Chief’s Branch, Army Headquarters LT-COL R. K. SINGH ( Alternate ) SHRI H. S. PASRICHA Hindustan Prefab Limited, New Delhi SHRI Y. R. PHULL Indian Roads Congress, New Delhi; and Central Road Research Institute .( CSIK ). New Delhi SHRI S. S. SEEHRA( Alternate ) Central Road Research Institute ( CSIR ), New Delhi DR MOHAN RAI Central Building Research Institute ( CSIR ), Roorkee DR S. S. REHSI( Alternate ) t SHRI A. V. RAMANA Dalmia Cement ( Bharat ) Limited, New Delhi DR K. C. NARANG ( Alternnte ) SHRI G. RAMDAS Directorate General of Supplies and Disposals, New Delhi SHRI T. N. SUBB.4R .&o Gammon India Limited, Bombay SHRI S. A. REDDI ( Altermrle ) 5IS 269 : 1989 Members Representing DR M. RAM.~IAH Structural Engineering Research Centre ( CSYR ), Ma&as DR A. G. MADHAVA RAO ( A/fern&e ) SHRI A. U. RI~HSINGHANJ Cement Corporation of India, New Delhi SHRI C. S. SHARWA( Alternate ) SECRETARY Central Board of Irrigation and Power, New Delhi SHRJK . R. SAXENA( Ahrnate ) SUPERINTENDINGE NGINEER ( DESIGNS ) Public Works Department, Government of Tarnil Nadw EXECUTIVEE NGINEER( SMD DEVISEON) ( Alternate ) h%Rl L. SWAROCP Orissa Cement Limited, New DeFh:hl SHRI I-l. BHATTACFFARYYA ( Alterrtute ) SHRI S. K. GUHA THAKURTA Gannon Dunkerly & Co Ltd, Bombay SHR: S.P. SANKARNARAYANAN ( AIternare ) DR H. C. VJSVESVARAYA The Institution of Engineers ( India ), Carcutla SHRJD . C. CHATURVED(I Abernate ) SHRJG . RAMAN, Director General, BIS ( Ex-oficio Member ) Director 4 Civ Engg) Secretary SHRl N. C. BANDYOPADBYAY Joint Director ( Civ Engg ), BIS Cement, Pozzdana and Cement Additives Subcommittee, CED 2 ; 1 Convener DR H. C. VIFXHVARAYA National Council EODC ement and Building Materials New Del’hi Members Da A. K. MULUCK ( AIlerna#es to Dr H, C. Visvesvaraya ) Da ( Smnl) S. LAXMl SHR~S . K. BANERJEE National Test Houst, Calcutta SHRJN . G. BASAK Directorate General of Technica Development, New DelhS SHRFT . MADHIZ~WAR ( Alternate ) SHRJ SOMNATHB ANERJEE Cement Manufacturers Association, Bombay CAIEPE NGINEER( RESBARCH-CUM- Irrigation Department, Government of Punjab DIRECTOR) RESEARCH OFFECER ( CT ) ( AIfernale ) SHRI N. B. DESAJ Gujarat Engineering Research Institate, Vadodara SHRI J. K. PATEL( Ahemate ) DIRECTOR MAharashtra Engineering Research Institute, Nasll RESEARCHO FFICER( Alternate ) DIRECTOR ( C & MDD II ) Central Water Commission, New Delhi DEPUTYD IRECTOR( C CpM. DD PI ) ( Ahernate ) SHRJ R. K. GARANE Shree Digvijay Cement Co Ltd. Bombay SHR~R . K. VAISHNA~~( Atternnle ) SHRJJ . SEN GUPTA Nattinal Buildings Organization, New Delhi SYR~ P. J. JAGUS The Associated Cement Companies Ltd, Bombay Dn A. K. CHA~ER~EE ( Altertwte ) JOINT DIRECTORS, TANDARDS Research, Designs and Standards Organization, Lucknow (B&S)CB-I JOINTD IRECTORS TANDARDS ( B & S )/CB-II ( Alternate ) SHRJR . L. KA~~OR Roads Wing (Ministry of Transport ) ( Department of Surface Transport ), New Delhi t SHRI R. K. DA~TA ( Altrvnave j PI, SRRXW . N. KAR~E The Hindustan Construction Co Ltd, Bombay SHRI R. KUNJITHAPATTAW Cbttinad Cement Corporation Ltd, Poliyur, Tamil Nadu Sla~z G. K. MAIUMDAR Hospitnl Services Consultancy Corporation ( India ) Ltd, New DelhiIS 269 : 1989 Members Representing SFIRIK . P. MOHIDEEN Central Warehousing Corporation, New Delhi SHRI NIKMALS INGH Development Co&nissioner for Cement Industry ( Ministry of Industry ) SHRI S. S. MIGLANI( Alternate ) SHRI Y. R. PHULL Central Road Research Institute ( CSIR ), New Delhi SHRI S. S. SEEHRA( Alternate ) SHRI A. V. RAMANA Dalmia Cement ( Bharat ) Ltd, New Delhi Drc I(. C. NARAKG( Alternate ) COL V. K. RAO Engineer-in-Chief’s Branch, Army Headquarters SHRI N. S. GAI.ANDE( Alternate ) SHRI S. A. REDDI Gammon India Ltd, Bombay DR S. S. REHSI Central Building Research Institute ( CSIR ), Roorkee Dp IRSHADM ASOOD ( Alternate ) SHARAI . U. RIJHSINGHANI Cement Corporation of India Ltd, New Delhi SHRI M. P. SINGH Federation of Mini Cement Plants, New Delhi SUPERINTENDINGE NGINEER( D) Public Works Department, Government of Tamil Nadu SENIOKD EPUTY CHIEF ENGINEER ( GENERAL) ( Alternate ) SHRI L. SWAROOP Orissa Cement Ltd, New Delhi SHRI H. BHATTACHARYYA( Alternate ) SHRI V. I+ WAD Bhilai Steel Plant,.BhilaiStandard Mark The use of the Standard Mark is governed by the provisions of the Bureau of the Indian Standards, Act, 1986 and the Rules and Regulations made thereunder. The StandLd.Mark on products covered by an Indian Standard conveys the assurance that they have been produced to comply with the requirements of that standard under a well defined system of inspection, testing and quality control which is devised and supervised by BIS and operated by the pro- ducer. Standard marked products are also continuously checked by BIS for conformity to that standard as a further safeguard. Details of conditions under which a licence for the use of the Standard Mark may be granted to manufacturers or producers may be obtained from thepureau of Indian Standards. /Bureau of Indian Standard BIS is a statutory institution established under the Bureau of Indian Standards Acr, 1986 to promote harmonious development of the activities of standardization, marking and quality certification of goods and attending to connected matters in the country. Copyright BIS has the cdpyright of all its publications. No part of these publications may be reproduced in any form without the prior permission in writting of BIS. This does not preclude the free use, in the course of implementing the standard, tif necessary details,. such as symbols and sizes, type or grade designation. Enquiries relating to copyright be addressed to the Director ( Publications ), BIS. Revision of Indian Standards Indian Standards are reviewed periodically and revised, when hecessary and amendments, if any, are issued from time to time. Users g[. Indian Standards should asceitain that they are in possession of the latest amendments or edition. Comments on this Indian Standard may be. sent to BIS giving the following reference: Amendments Issued Since Publication Amend No. Date of Issue Text Affected . BUREAU OF INDIAN STANDARdS Headquarters: Manak Bhairan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telephones : 331 01 31, 331 I3 75 I Telegrams : Manaksanstha ( Common to all’ Offices ) Regional Offices : Telephone Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 3310131 NEW DELHI 110002 331 13 75 Eastern : l/14 C. I. T:Scheme VII M, V. I. P. Road, MadiktoIa I 37 84 99, 37 85 61, CALCUTTA 700054 37 86 26, 37 85 62 53 38 43, 53 16 40, Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036 53 23 84 c 4411 2243 4125,, 4411 2295 1169 , Southern : C. I. T. Campus, IV Cross Road, MADRAS 600113 Western : Manakalay?, E9 MIDC, Marol, Andheri ( East ) 632 92 95, 63 27 &O, y, BOMBAY ,400093 632 78 92 Branches : AHMADABAD, BANGALORE, BHOPAL, BHUBANESHWAR, COIMBATORE, FARIDABAD, GHAZIABAD, GUWAHATI, HYDERABAD, JAIPUR, KANPUR, LUCKNOW, PATNA, THIRUVANANTHAPURAM. Reprography Unit, BIS, New Delhi, Indiaii_--_-.- _-.. --. I_____ -.__ ..--. _. .-- A!MENIMENT NO. 1 JULY 1990 _ TO IS : 269 - 1989 ORDINARY PORTLAND CEMENT, 33 GRADE - SPECIFICATION ( Fourth Revision ) ( Page 3, dame 9.2.1.1 )- Insert the following new cbsa after 9.21.1: ‘9.2.2 When cement is intended for export and if the purchaser SOr equires, packiog of cement may be done in bags other than those given in 9.2 and 9.2.1 with an average net mass of cement per bag as agreed to between the purchaser and the manufacturer. 9.2.2.1 For this pupose the permission of the certifying authority shall be obtained in advance for each export order. 9.2.2.2 The words ‘FOR EXPORT’ and the average net mass of cement per bag shaIl be clearly marked in indelible ink on each bag. 9.223 The packing material shall be as agreed to between the supplier and the purchaser. 9.2.2.4 The tolerance requirements for the mass of cement packed in bags shall be as given in 9.2.1.1 except the average net mass which shall be equal to or more than the quantity in 9.2.2.’ (CED2) Reprography Unit, BIS, New Delhi, IndiaL__ l__l-.. _l.. ..““. ‘__c_Ic_ .” AMENDMENT NO.2 NOVEMBER 1991 TO IS 269: 1989 ORDINARY PoRTLAND -CEMENT, 33 GRADE- SPECIFICATION (Fodh Revision) (Page 4, clauEe B-12 )- Subditut‘ucp to 25 tonnes’f or‘ of 20 to 23 toancs’. Pv ReprognphyUnit,BIS,NcwJMhi,hdiaAMENDMENT NO. 3 JUNE1993 TO IS 269 : 1989 ORDINARY PORTLAND CEMENT, 33 GRADE - SPECIFICATION ( Fourth Revision ) [ Page 3, ckrrtse 9.2.1.1 ( see also Amendmenr No. 1 ) ] - Substitute the following for the existing clauses 9.2.2 to 9.2.2.4: “9.2.2 When cement is intended for export and if the purchaser so requires, packing of cement may be done in bags or in drums with an average net mass of cement per bag or drum as agreed to between the purchaser and the manufacturer. 9.2.2.1 For this purpose the permission of the certifying authority shall be obtained in advance for each export order. 9.2.2.2 The words ‘FOR EXPORT’ a&-the average net mass of cement per bag/drum shall be clearly marked in indelible ink on each bag/dNItL 9.2.2.3 The packing material shail be as agreed to between the manufacturer and the purchaser. 9.2.2.4 The tolerance requirements for the rila’ss of cement packed in bags/drum shall be as given in 9.2.1.1 except the average net mass which shall be equal to or more than the quantity in 9.23.” I (CED2) Reprogrqhy Unit, BE. New Delhi, India ,AMENDMENT NO. 4 NOVEMBER 1998 TO IS 269 : 1989 ORDINARY PORTLAND CEMENT, 33 GRADE - SPECIFICATION (Fourth Rev&on) (Page 3, clause 9.2.1-) Substitute the following for the existing clause: ‘9.2.1 The average net mass of cement per bag may also be 25 kg, 10 kg, 5 kg, 2 kg or 1 kg subject to tolerances as given in 9.2.1.1 and packed in suitable bag as agreed to between the purchaser and the manufacturer.’ (Page 3, clause 9.2.1.1) -Substitute the following for the existing ciause: ‘9.2.1.1 The number of bags in a sample taken for weighment showing a minus error greater than 2 percent of the specified net mass shall not be more than 5 percent of the bags in the sample. Also the minus error in none of such bags in the sample shall exceed 4 percent of the specified net mass of cement in the bag. However, the average mass of the cement in a sample shall be equal to or more than 25 kg, 10 kg, 5 kg, 2 kg or 1 kg, as the case may be.’ (Page 4, &use B-l.2 ) - Subsiitute ‘up to 25 tonnes’ for ‘20 to 25 ionncs’. ReprographyU nit, BIS, New Delhi, IndiaAMENDMENT NO. 5 OCTOBER 1999 TO IS 269:1989 ORDINARY PORTLAND CEMENT, 33 GRADE — SPECIFICATION (Fourth Revision) [Page 1, Table 1,SfNo. (iii), cof 3 ]— Substitute ‘4.o’for ’4’. [Ptzge 1, Table 1,SINO. (iv), CO13 ]– Substitute ‘6.O’~or ’6’. (Page 1, Table 1,No[es 3 and 4 ) — Delete. — ..— (Page 1,clause 5.1) — Insert the following after the clause: ‘5.2 Total chloride content in cement shall not exceed 0.1 percent by mass for cement used in structures other than prestressed concrete. For determination of chloride content incement, IS 12423 may be referred. NOTE — For use inspecial structures like prestressed concrete, where chloride isacritical parameter, the limit of chloride content shall be 0.05 percent and shall be required to he measured ifdesired by the purchaser.’ (CED2) Reprography Unit, BIS, New Delhi, IndiaAMENDMENT NO. 6 MAY 2000 TO IS 269:1989 ORDINARYPORTLANDCEMENT, 33GRADE-SPECIFICATION (F ourth Revision ) Substitute ‘net mass’/or ‘nominal~average net mass’, ‘average net mass’ and ‘average mass’ wherever these appear in the standard. (CED2) Reprography Unit, BIS, New Delhi, India
9282.pdf	&-”4 IS 9282:2002 Indian Standard WIRE ROPES AND STRANDS FOR SUSPENSION BRIDGES — SPECIFICATION (First Revision) ICS 77.140.65:93.040 .-, ,---- b Q BIS 2002 BUREAU OF INDIAN STANDARDS MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG NEW DELHI 110002 .4Ufylsl2002 Price Group 5 I I‘,, ; Wire Ropes and Wire Products Sectional Committee, ME 10 FOREWORD This Indian Standard (First Revision) was adopted by the Bureau of Indian Standards, after the draft finalized by the Wire Ropes and Wire Products Sectional Committee had been approved by the Mechanical Engineering # Division Council. This standard was first published in 1979.This standard wasprepared sincethe absence of such astandard was long felt by designers and engineers for erection of suspension bridges either for pedestrian, vehicular or other . use.Thewire ropes andstrands covered inthestandard aresuitable forstiffened aswellasunstiffened suspension bridges. This standard was prepared in consultation with the leading manufacturers and important users. [nthis first revision, based on the experience gained inthe industry, construction details, modulus of elasticity and certain other requirements have been modified. Requirement of lubrication isalso added. The composition of the Committee responsible for the formulation of this standard is given inAnnex B For the purpose of deciding whether aparticular requirement ofthis standard iscomplied with, the final value, observed or calculated, expressing the result of a test or analysis, shall be rounded off in accordance with IS2: 1960 ‘Rules forrounding offnumerical values (revised)’. Thenumber ofsignificant places retained intbe rounded off value should be the same asthat of the specified value inthis standard.IS 9282:2002 Indian Standard WIRE ROPES AND STRANDS FOR SUSPENSION BRIDGES — SPECIFICATION (First Revision) 1SCOPE 3 TERMINOLOGY This standard covers requirements for wire ropes and For the purpose of this standard, the terms and strands for use in suspension bridges for pedestrian, definitions given in IS 2363 shall apply. vehicular traffic pipe crossing and other applications. 4MATERIAL The following types,constructions, rope/strand grades and size ranges are covered (identified by X mark). 4.1 —All the wires used in the manufacture of ropes — — Type Construction R—ope/Strand Core T —Grade r 1420 1570 Round a) 7x7(6-1) x x Steel 12-32 1 Strand b) 7x19 M(12/6-1) x x Steel 23-48 2 C) 7x37 M(18/12/6-1) x x Steel 38-64 3 Spiral a) 1x7(6-1) x x Steel 6-15 4 Strand b) 1x19 J(12:6-1) x x Steel 12-25 5 C) 1x37 J(18:12:6-1) x x Steel 20-35 6 d) 1x61 J(24:18:12:6-1) x Steel 26-45 7 e) 1x91 J(30:24:18:12:6-1) x Steel 33-56 8 f) 1x91 J(30:24:18:12-6F-6-1) x Steel 33-56 8 g) 1x127 J(36:30:24:18:12 :6-1) x Steel 40-65 9 h) 1x169 J(42:36:30:24:18 :12:6-1) x Steel 40-65 10 Halfand Full Locked — 1370 — 26-80 11 Coil Wire Rope 1470 — 26-80 11 2 REFERENCES and strands shall comply with the requirements laid down in IS 1835. In case of locked coil wire ropes, The following hidian Standards contain provisions, the shapedwires shall conform tothe requirements of which through reference in this text constitute dimension and tensile test only. provision of this standard. At the time of publication, the editions indicated were valid. All standards are 4.2 Requirements of Wire subject to revision, and parties to agreements based on this standard are encouraged to investigate the 4.2.1 Dimensional Limits and Tolerances possibility of applying the most recent editions of the The wire size tolerance shall be in accordance with standards indicated below: IS 1835 as applicable for galvanized wire ‘Type A‘. 1SNo. Title The dimensions ofshaped wires incaseof locked coil 1608:1995 Mechanical testing of metals — wire ropes shall be provided at the discretion of the Tensile testing (second revision) manufacturer. 1835:1976 Round steel wire for ropes (third 4.2.2 Tensile Test revision) 2363:1981 Glossary of terms relating to wire For stranded rope and spiral strand the tensile ropes @rst revision) designation of individual wires shall be chosen as 6594:2001 Technical supplyconditions forsteel recommended in IS 6594. In case of locked coil wire wire ropes (second revision) ropes use of wires of different tensile designations is permitted but the combined tensile strength shall not 1IS 9282:2002 fall below 1370 or 1470 as applicable shown inthe 7DIRECTION OF LAY Table 11. Manufacturer shall provide tensile 7.1Unless otherwise stated,the locked coilwire ropes designation of all wires used in the locked coil wire and spiral strands shall be of right hand lay (z), and ropes. round strandwireropesshallbeofright hand ordinary NOTE —Ingeneraltheshapedwiresshallbeoflowertensile lay (sZ). designation whereastheroundwiresshallbeofhighertensile designation, 7.2 Stranded ropes shallbe ofordinary lay (sZorzS’). 4.2.3 The tensile strength shall be checked in 7.3 Spiral strands and locked coil ropes shall be so accordance with 1S 1608 and shall meet the constructed that the wires in successive layers are requirement of IS 1835. alternatively laid.However, incaseoflocked coilwire ropes, the outer layers may be laid in one direction 4.3 Elongation Test and all the inner layers in the opposite direction. The wire shall have an elongation not less than 4 percent of a gauge length equivalent to 8 LENGTH OF LAY ‘100 x diameter of wire’. 8.1 rhe length of lay for stranded ropes shall not exceed 8times the nominal diameter of the rope. 4.4 Proof Stress 8.2Thelengthoflayforspiralstrandsshallnotexceed When subjected to 0.2 percent proof stress test the 15times the nominal diameter of the strand. wire shall showaforce equivalent toatleast70percent of the breaking force of the wire. 8.3 The length of lay for locked coil wire ropes shall notexceed 15timesthenominal diameter ofthelocked 4.5 Galvanizing coil wire rope. 4.5.1 All wires shall be galvanized. The galvanizing 9LUBRICATION shall be carried ol~teither by the hot dip or electrical process to provide a continuous, uniform coating of Thewire ropes/strands andthe locked coil wire ropes zincofpurity notlessthan98percent. Thezinccoating shall be lubricated or not lubricated as per the shall be of ‘Type A’ according to IS 1835 for round requirement of the purchaser. wires. For shaped wires the mass ofzinc coating shall not be less than 45 g/m2. 10 MINIMUM BREAKING FORCE ,.z-- 4.5.2 Wrap Test The minimum breaking force of wire ropes shall be asgiven inTables 1to 11. The wire shall not show any fracture when wrapped ; ~,,, ~ at arate not exceeding 15turns per minute in aclose 11 ELONGATION OR STRETCH OF WIRE helix for at least 2turns around acylindrical mandrel ROPE 4 times in diameter of the wire to be tested for wires For elongation orstretch ofwire ropes, see Annex A. of tensile strength 1 570 N/mm* and 3 times the diameter ofthewiretobetestedincaseoflowertensile 12 MARKING strength. 12.1 The size, construction, rope grade, lay, core, 5 GENERAL REQUIREMENTS coatingandlengthofwirerope,reel/coil number along with the order number of purchaser and any other 1 General requirements shall be according to IS 6594. markingwhichmaybespecified bythepurchaser shall 6 JOINTS be legibly mentioned on a suitable tag securely I attached, when wire ropes are supplied in coils. In -,I 6.1 In case of stranded and locked coilropes,joint in I casewire ropes are supplied inreels, the infom-ration wires shall beavoided asfaraspossible except where maybestenciled onboth sidesofthereels orstenciled they are necessitated by the length of the rope. The on one side of the reel and a suitable tag giving the joints inthe wires ofthe strand shall be distributed as same information may be attached on the other side widely aspossible and inno caseshall more than one ofthe reel. wire bejoined inany length of 10mof strand incase of a stranded rope and 10m ofrope length incase of 12.2 BIS Certification Marking locked coil wire ropes. 12.2.1 Theproduct may be marked with the Standard 6.2Joints shallbeeitherbrazed orelectrically welded. Mark. Ifjoints arebrazed they shallbeproperly scarfed or if 12.2.2 The use of the Standard Mark is governed by welded properly annealed. Tucked joints shall not be used. 2..2 IS 9282:2002 ,, \ .! y the provisions of Bureau ofIndian Standards Act, 1986 13PACKING \:> and the Rules and Regulations made thereunder. The ==+ The rope shall be suitably protected to avoid damage details ofconditions under which aIicencefortheuse intransit andcorrosion. Ropesofordinary laymay be ! ofStandard Markmaybe granted tothemanufacturers supplied incoils orreels asrequired bythe purchaser. or producers may be obtained from the Bureau of Indian Standards. NOTE—Lang’slayropesandmultistrandrotation-resistantropes shouldpreferablybeSUPPiIedonreelsunlessspecifiedotherwise. ,,, .. l! Table 1Round Strand 7 x 7(6-1) Table 2Round Strand 7 x 19M (12/6-1) Construction Wire Rope Construction Wire Rope .,, (Clauses 1and 10) (Clauses 1and 10) Nominal Approximate Minimum Breakhg Force Nominal Approximate Minimum Breaking Force Diameter Mass CorrespondingtotheRope Diameter Mass Corresponding tothe Gradeof (mm) RopeGradeof (mm) +4% kg/100m +4% –1% –I% kg/100m 1420 [570 1420 1570 (1) (2) (3) (4) (1) (2) (3) (4) kN kN kN kN 23 201 249 276 12 56,6 73 81 24 219 271 300 13 66,4 86 95 25 238 295 326 14 77,0 100 110 26 257 319 352 15 88.4 115 127 27 277 344 380 16 101 130 144 28 298 369 409 17 114 147 163 29 320 396 438 18 127 165 183 30 343 424 469 19 142 184 203 31 366 453 50I 20 157 204 225 32 390 483 534 21 173 225 248 33 414 513 567 22 190 247 273 34 440 545 602 23 208 270 298 35 466 577 638 24 226 293 324 36 493 611 675 25 246 318 352 37 521 645 713 26 266 344 381 38 550 681 752 27 287 371 411 39 579 717 793 28 308 399 442 40 609 754 834 29 331 428 474 41 640 792 876 30 354 459 507 42 671 831 919 31 378 490 541 43 704 871 963 32 403 522 577 44 737 912 1009 NOTES 45 77I 954 1055 1To calculate the aggregatebreaking force multiply the 46 805 997 1103 valuesgivenincolumns3and4by 1.194. 47 841 1041 1151 2 Thevaluesformassesareforguidanceonly. 48 877 1086 I201 NOTES 1To calculate the aggregatebreaking force multiply the valuesgivenincolumns3and4by 1.25. 2 Thevaluesformassesareforguidanceonly. I I 3 I I I I1 A —4.’.” IS 9282:2002 “i ,] Table 3 Round Strand 7 x37 M (18/12/6-1) Table 4 Spiral Strand 1 X7(6-1) \ Construction Wire Rope Construction Wire Rope -- ,, (Clauses 1and 10) (Clauses 1and 10) ? Nominal Approximate MinimumBreakingForce Nominal Approximate Minimum BreakingForce Diameter Mass Correspondingtothe Diameter Mass Corresponding tothe RopeGradeof StrandGradeof (mm) (mm) +4% –1% kg/100m +4% kg/100m i I420 1570 –1?40 1420 1570 ,, (1) (2) (3) (4) (1) – (2) (3) (4) kN kN kN kN 38 550 653 722 6 18.1 28 31 39 579 688 760 7 24.6 38 42 40 609 723 800 8 32.1 49 55 41 640 760 840 9 40.7 63 69 42 671 798 882 10 50.2 77 85 43 704 836 924 11 60.7 94 103 44 737 875 968 12 72.3 111 123 45 771 916 1012 13 84.8 131 144 46 805 957 1058 14 98.4 151 167 47 841 999 1104 15 113 174 192 — 48 877 1042 1152 NOTES 49 914 1086 1200 1To calculate the aggregate breaking force multiply the valoesgivenincolumns3and4by 1.111. 50 952 t’130 1250 2Thevaluesformassesareforgoidanceonly. 51 990 1176 1300 52 1029 I223 1352 53 1069 1270 1404 54 1110 1318 1458 ----- 55 1151 1368 1512 56 1194 1418 1568 57 I237 1469 1624 58 1280 1521 1682 59 1325 1574 1740 60 1370 1628 I800 61 I416 I682 1860 62 1463 1738 1922 63 1511 1794 1984 64 1559 1852 2048 NOTES I Tocalculate theaggregate breakingforcemultiplythe valuesgivenincolumns3and4by 1.302. 2 Thevaluesformassesa reforguidanceonly. i., I f~ 1.IS 9282:2002 Y----4 Table 5 Spiral Strand 1 x 19J Table 6 Spiral Strand 1 x 37 J (12 :611)Construction (18 :12: 6-1) Construction (Clauses 1and 10) (Clauses 1and 10) Nominal Approximate Minimum BreakingForce Nominal Approximate Minimum Breaking Force Diameter Mass Correspondingtothe Diameter Mass Corresponding tothe StrandGradeof StrandGradeof (mm) (mm) +40/o kg/100m +4% kg/100m –1% 1420 I570 –IYO 1420 1570 —— (1) (2) (3) (4) (1) (2) (3) (4) kN kN kN kN 20 196 294 326 12 71 107 119 21 216 325 359 13 84 126 139 22 237 356 394 14 97 146 162 23 259 389 431 15 111 168 186 24 282 424 469 16 127 191 211 25 306 460 509 17 143 216 238 26 330 498 550 18 161 242 267 27 356 537 593 19 179 269 298 28 383 577 638 20 198 298 330 29 411 619 684 21 218 329 364 30 440 663 732 22 240 361 399 31 470 707 782 23 262 395 436 32 501 754 833 24 285 430 475 33 532 802 886 25 310 466 515 34 565 851 941 NOTES 35 599 902 997 1 To calculate the aggregate breaking force multiply the valuesgivenincolumns3and4by1.136. NOTES 2 Thevaluesformassesareforguidanceonly. 1 To calculate the aggregate breaking force multiply the valuesgivenincolumns3and4by 1.136. ,..---- 2 Thevaluesformassesareforguidanceonly. I IIS 9282:2002 Table 7 Spiral Strand 1 x 61J Table 8Sprial Strand 1 x 91J (30:24:18:12:6-1) (24:18:12:6-1) Construction (30:24:18:12-6F-6-1) Construction (Clauses 1and 1O) (Clauses 1and 10) Nominal Approximate Minimum Breaking Nominal Approximate Minimum BreakingForce Diameter Mass ForceCorrespondingto Diameter Mass Correspondingtothe (mm) theStrandGradeof StrandGradeof (mm) +4%0 kg/100m +40/0 kg/100m –lYO 1570 (1) (2) (3) –Iv. 1570 kN (1) (2) (3) 26 327 544 kN 27 352 586 33 525 873 28 379 630 34 557 927 29 406 676 35 59(I 982 30 435 724 36 624 1039 31 464 773 37 659 1098 32 495 823 38 696 1158 33 526 876 39 733 1220 34 558 929 40 771 1283 35 592 985 41 810 1348 36 626 1042 42 850 1415 37 661 1101 43 891 I483 38 697 I 161 44 933 1553 39 735 1223 45 975 1624 40 773 1286 46 1019 I697 41 812 1352 47 1064 1772 42 852 1418 48 1110 1848 43 893 1487 49 1157 1925 44 935 1557 50 1204 2005 45 978 1628 51 1253 2086 NOTES 52 I303 2168 1Tocalculate theaggregate bre&ing forcemultiplytie 53 1353 2253 valuesgivenincolumn3by 1.136. 54 1405 2339 2 Thevalues formwses meforguidmce only. 55 1457 2426 56 1511 2515 NOTES 1Tocalculatetheaggregatebrealdngforcemultiplythe valuesgivenineohsmn3by1.136. 2 Tbevaluesformassesareforguidanceonly.IS 9282:2002 Table 9 Sprial Strand 1x 127J Table 10Sprial Strand 1 x 169 J (36:30:24:18:12:6-1) Construction (42:36:30:24:18:12:6-1) Construction (Clauses 1and 10) (Clauses 1and 10) Nominal Approximate MinimumBreaking Nominal Approximate Minimum Breaking Force Diameter Mass ‘orceCorrespondingto Diameter Mass Corresponding tothe theRopeGradeof (mm) RopeGrade of (mm) +4% kg/100m +4% kg/100m –1% 1570 –170 1570 (1) (2) (3) (1) (2) (3) kN kN 40 771 1283 40 771 1283 41 810 1348 41 810 1348 42 850 I415 42 850 1415 43 891 1483 43 891 1483 44 933 1553 44 933 1553 45 975 1624 45 975 1624 46 1019 1697 46 1019 1697 47 1064 1772 47 1064 1772 48 1110 I848 48 1110 1848 49 1157 1925 49 1157 1925 50 1204 2005 50 1204 2005 51 1253 2086 51 1253 2086 52 1303 2168 52 1303 2168 53 1353 2253 53 1353 2253 54 1405 2339 54 1405 2339 55 1457 2426 55 1457 2426 56 1511 2515 ---. 56 1511 2515 --’ 57 1565 2606 57 1565 2606 58 1620 2698 58 1620 2698 59 1677 2792 59 1677 2792 60 1734 2887 60 1734 2887 61 1792 2984 61 1792 2984 62 1852 3083 62 1852 3083 63 1912 3183 63 1912 3183 64 1973 3285 64 1973 3285 65 2035 3388 65 2035 3388 NOTES NOTES 1Tocalculatethe aggregate breaking force multiply the 1Tocalculatethe aggregatebreakingforcemultiplythe valuesgivenincolumn3 by 1.136. valuesgivenincolumn3 by1.136. 2Thevaluesformassesareforguidanceonly. 2Thevaluesformassesareforguidanceonly. :, ,. I.44. 1S9282:2002 Table 11Half and Full Locked Coil Wire Rope + (C/auses 1and 10) ~ Qominalropedia=d Massfactor(K)= 0.5625 Ropemass (kg/100m)=K& 3reakingforcefactor(K’)=0,5594 Ropegrade(Tensile)= R. (i.e. 1370or1470) vlinimumbreakingforceofrope =(K.&@)/ 1000kN Nominal Approximate MinimumBreakhrgForceoftheLockedCoilWireRope Diameter(d) Mass CorrespondingtotheRopeGrade of (mm) +4”/0 (kg/100m) I370 1470 –IYO (2) (3) (4) (1) kN kN 26 380 518 556 28 441 601 645 30 506 690 740 32 576 785 842 34 650 886 951 36 729 993 I066 38 812 1107 1187 40 900 1226 1316 42 992 1352 1451 43 1040 1417 1520 44 1089 1484 1592 46 1190 1622 1740 48 Y296 1766 1895 50 1406 1916 2056 51 1463 1993 2139 52 1521 2072 2224 53 1580 2153 2310 54 1640 2235 2398 56 1764 2403 2579 58 1892 2578 2766 60 2025 2759 2960 62 2162 2946 3161 64 2304 3139 3368 66 2450 3338 3582 68 2601 3544 3802 70 2756 3755 4029 72 2916 3973 4263 74 3080 4197 4503 7’6 3249 4427 4750 78 3422 4663 5003 80 3600 4905 5263 NOTES 1TocalculatetheaggregatebreakhrgforcemultiplythevahresgivenincAmrns3and4by1.09, 2Thevaluesformassesareforguidanceonly. I 8 I& IS 9282:2002 ANNEX A (Clause 11) ELONGATION OR STRETCH OF WIRE ROPE/STRAND A-1 STRECHES INWIRE ROPE STRANDS Table 12.Neworunusedropeskrands invariably have atotal elongation under load greater than used rope/ There aretwo kinds ofstretches inawire rope/strand. strands ofthe same specification, sincethe larger part of the stretch occurs during the initial period of its A-1.1Permanent Constructional Stretch useful life. Subsequently, the modulus of elasticity This is caused by the lengthening of the ropelstrand would also be smallest for a wire rope/strand during lay and the reduction in rope/strrmd diameter. The thisperiod. Modulusofelasticity foroldandusedrope/ extent of this stretch depends upon the rope /strand strand isapproximately 20percent inexcess ofvalues construction, the length of lay, the type of core and shown inTable 12. some other factors. For stranded operating ropes, this stretch varies from 0.25 percent to 1.0 percent It isfor this reason that pre-stressed ropes/strands are depending upon the operating loads, For locked coil preferred for construction of bridges. Pre-stressing is wire ropes and spiral strands the comparable figure theprocess ofcyclic loading oftherope/strand to 5to of permanent constructional stretch would be from 50percent of the minimum breaking strength till the O.15percent to 0.5 percent. stretch inthe rope/strand atany given load between 5 percent and 50 percent stabilizes. Table 12 indicates A-1.2 Elastic Stretch thecomparative valuesprior topre-stressing and after pre-stressing. This is caused by the action of tensile stress on the metallic area of the rope/strand conforming to their Table 12Modulus of Elasticity of Rope/Strand elastic property. The amount ofelastic stretch maybe determined by the formula given below: SI TypeofWire Construction ModulusofElasticity io. RopefStrand inNlcm2 ~ = PxL As Pre-stressed ‘ AxE, Manufactured where 6.9x 1~ 8.6x 10” ,--- 6.5x I@ 8.IXIOC [ 1, = elastic stretch of rope/strand in cm; F7x37 + 6.1X 1~ 7.6X106 ), ./ ,., P = load or tension on rope/strand in N, II 2 Spiralstrand 1X7 11.0= lCP 13.1x 10” L = initial length of rope/strand under stress 1X19 10.0xI@ 12.8x lo” in cm; 1X37 9.5x1~ 12.8X10” A = metallic area of rope/strand in cmz;and 1x61 9.3xI@ 12.0x 10” E, = modulus of elasticity of rope/strand in 1X91 9.0x lfp 11.7X 10” N/cm2based on its metallic area. 1x127 8.7x l@ 11.3X lo” 3 Fulllocked 10.3x1(Y 13.1x 10” A-2 MODULUS OF ELASTICITY andhalf I I locked coil Commonly used approximate value of modulus of wirerope I I elasticity for various constructions of wire ropes/ strands covered under this specification are given in !, 9m IS 9282:2002 ANNEX B (F’orewor@ COMMITTEE COMPOSITION Wire Ropes and Wire Products Sectional Committee, ME 10 Organization Representative(s) DirectorateGeneralofMinesSafety,Dhanbad StDUD.SAHA(Chahnarr) SmuS.P.BANSAL(Alternate) AerialRopeway&MechanicalHandlingCoPvtLtd,Kolkata StauA.K.KrNRA SHRRJANJANMOKHSRJ(EASlternate) AmarPromotersPvtLtd,SoIan SmrrVSRZNQFRAGARWAL SmrJATINDERAGAR(WAlAteLrnate) BharatCokingCoalLtd,Dhanbad SHMR.K.PRASAD BharatWireRopesLtd,Mumbai SmuD.M.SHAH CentralMiningResearchInstitute,Dhanbad SHSUs.P.CHAUDHARY SrmrR.P.CHAKRABORN (Alternate) DirectorateGeneralofAeronauticalQualityAssurance,NewDelhi S“hRSJ.B.PRASAD %auSANJAYCHAWrA(Alternate) DirectorateGeneralofCivilAviation,NewDelhi SHIUR.C.G~A SsrIU.M.M.KAUSHA(AL1/errrate) EastcmCoalfieldsLtd,Kolkata SrDUH.K.CrMMWORm FortWilliamIndustriesLtd,Hooghly SHRIJ.L.RAmr SraoBAsuomBmwrurm(Alternate) JCTLtd(SteelDivision),Hoshiarpur SrmrS.K.Srmrr SHSUM.L.SHARM(AAlternate) MinistryofDefence(Naval),NewDelhi CDRBRAHMASWAROOP SHSUB..L.KHDWA(LAlternate) MinistryofSurfaceTranspoKNewDelhi SHFUG.P.ftOY SmtrT.K.DUI_T(AAlternate) NationalTestHouse,Ghaziabad SHSUD.S.MAJOMDAR SsrrrrB.N.SARKA(RAlternate) NorthEasternCoalfreldsLtd,Kolkata SHSUA.‘hKSY OilandNaturalGasCommission,DebraDun SrnuR.K.GARG SmuP.K.SODD(Alternate) I ResearchDesigns&StandardsOrganization,Lucknow DEPm DIRECTO(RStandards) 1’ SouthEasternCoaltieldsLtd,Bilaspur SrrRSS.K.MISHRA SmoG.RAMASWAMS(Alternate) I UshaBrecoLtd;Kolkata SHRIAMiTKLJhMRBASO SsrraC.K.KARMAKA(ARlternate) UshaMartinIndustrisLtd,Ranchi SHRIRANAPRATAP .%-auK.K.SENouprA(Alternate) VidarbhaHardwareIndustries,Akola SrmrO.P.DMMA SHRSSANSAKY.D- (Alternate) BISDirectorateGeneral SHIUM.L.CHOPRAD,irector&Head(MED) [RepresentingDirectorGeneral(Ex-o~cio)] Member-Skcretary SHruP.vENKATr3wARRAAo JointDirector(MED),BIS 10But-cau of Indian Standards BISis:] st:ittlto~ institution estiiblislled under tile Bureuuo~Zndian sfandard.s Act, 1986 topromote ham~onious development of the activities of standardization, marking and qualhy certification of goods and attending to con Ilccted matters in the country. 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Amendments IssuedSince Publication i Amend No. Date of Issue Text Affected ( BUREAU OF INDIAN STANDARDS Headquarters: Manak Bhavan, 9Bahadur Shah Zafar Marg, NewDelhi 110002 Telegrams: Manaksanstha Telephones: 3230131, 3233375, 3239402 (Common to all offices) Regional Ot%ces: Telephone Central : Manak Bhavan, 9Bahadur ShahZafar Marg 3237617,3233841 NEW DELHI 110002 Eastern : 1/14C.I.T. Scheme VII M,V.I.P. Road,Kankurgachi 3378499, 3378561 KOLKATA 700054 { 3378626,3379120 Northern : SCO 335-336, Sector 34-A, CHANDIGARH 160022 603843 { 602025 ,Southern : C.I.T. Campus, IV CrossRoad, CHENNAI 600113 2541216, 2541442 {2542519,2541315 Western : Manakalaya, E9MIDC, Marol, Andheri (East) 8329295, 8327858 MUMBAI 400093 {8327891, 8327892 Branches : AHMEDABAD. BANGALORE. BHOPAL.BHUBANESHWAR. COIMBATORE. FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR. LUCKNOW. NAGPUR. NALAGARH. PATNA. PUNE. RAJKOT. THIRUVANANTHAPURAM. VISAKHAPATNAM. Printed at Simco Printing Press, Delhi I ., i ]
3025_46.pdf	IS 3025 (Part 46) : 1994 (Reaffirmed 1999) Edition 2.2 (2003-03) Indian Standard METHODS OF SAMPLING AND TEST (PHYSICAL AND CHEMICAL) FOR WATER AND WASTEWATER PART 46 MAGNESIUM ( First Revision ) (Incorporating Amendment Nos. 1 & 2) UDC 628.1.032:628.3:543.3 [546.46] ©BIS2003 B U R E A U O F I N D I A N S T A N D A R D S MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG NEW DELHI 110002 Price Group 4Environmental Protection Sectional Committee, CHD 012 FOREWORD This Indian Standard (First Revision) was adopted by the Bureau of Indian Standards, after the draft finalized by the Environmental Protection Sectional Committee had been approved by the Chemical Division Council. Magnesium ranks eighth among the elements in order of abundance and is a common constituent of natural water. Magnesium salts are important contributors to the hardness of water which break down when heated, forming scale in boilers. The magnesium concentration may vary from zero to several hundred milligrams. Chemical softening, reverse osmosis, electrodialysis, or ion exchange reduces the magnesium and associated hardness to acceptable levels. The technical committee responsible for formulation of IS 3025 and IS 2488 and its parts, decided to revise all the parts covered under them and publish it in separate parts. This standard supersedes 34 of IS 3025:1964 and 6 of IS 2488 (Part 5):1976. In the preparation of this standard, considerable assistance has been derived from ‘Standard methods for the examination of water and wastewater’ published by the American Public Health Association, Washington, USA, 17th Edition, 1989. The composition of the technical committee responsible for the formulation of this Indian Standard is given in Annex A. This edition 2.2 incorporates Amendment No. 1 (September 2000) and Amendment No. 2 (March2003) . Side bar indicates modification of the text as the result of incorporation of the amendments. In reporting the result of a test or analysis made in accordance with this standard, if the final value, observed or calculated, is to be rounded off, it shall be done in accordance with IS 2:1960 ‘Rules for rounding off numerical values (revised)’.IS 3025 (Part 46) : 1994 Indian Standard METHODS OF SAMPLING AND TEST (PHYSICAL AND CHEMICAL) FOR WATER AND WASTEWATER PART 46 MAGNESIUM ( First Revision ) 1 SCOPE 5.2 Interference This standard prescribes three methods for the The solution should be reasonably free from determination of magnesium: aluminium, calcium, iron, manganese, silica, a)Gravimetric method as magnesium strontium and suspended matter. It should not pyrophosphate; contain more than about 3.5g ammonium chloride. b)Volumetric method using EDTA; and 5.3 Apparatus c)Atomic absorption spectrophotometric method. 5.3.1 Vacuum Pump or Other Source of Vacuum 2 REFERENCES 5.3.2 Filter Flasks The Indian Standards listed below are the 5.3.3Filter Crucibles — medium porosity; necessary adjuncts to this standard: 30ml. IS No. Title 5.4 Reagents 264:1964 Nitric acid (second revision) 5.4.1 Methyl Red Indicator Solution 3025 (Part 1) : Methods of sampling and test Dissolve 100mg of methyl red sodium salt in 1986 (physical and chemical) for distilled water and dilute to 100ml. water and wastewater:Part 1 Sampling (first revision) 5.4.2 Hydrochloric Acid — 1:1, 1:9 and 1:99. 7022 (Part 1) : Glossary of terms relating to 5.4.3 Ammonium Oxalate Solution 1973 water, sewage and industrial effluents, Part 1 Dissolve 10g (NH 4) 2 C 2O 4 + H 2O in 250ml distilled water. Filter, if necessary. 7022 (Part 2) : Glossary of terms relating to 1979 water, sewage and industrial 5.4.4 Ammonium Hydroxide — Concentrated — effluents, Part 2 1:19. 3 TERMINOLOGY 5.4.5 Nitric Acid — Concentrated (see IS 264 : 1964). For the purpose of this standard, definitions given in IS 7022 (Part 1):1973 and IS 7022 5.4.6Diammonium Hydrogen Phosphate (Part 2):1979 shall apply. Solution 4 SAMPLING AND STORAGE Dissolve 30g of diammonium hydrogen phosphate (NH ) HPO in distilled water and The sampling and storage shall be done as 4 2 4 make up to 100ml. prescribed in IS 3025 (Part 1):1986. 5.4.7 Urea 5 GRAVIMETRIC METHOD AS MAGNESIUM PYROPHOSPHATE 5.5 Procedure 5.1 Principle 5.5.1Pre-treatment of Polluted Water and Wastewater Samples Diammonium hydrogen phosphate quantitatively precipitates magnesium in Mix the sample pretreated if so required and ammonical solution as magnesium ammonium transfer a suitable volume (50 to 100ml) to phosphate. The precipitate is ignited and 250ml conical flask or a beaker. Add 5ml weighed as magnesium pyrophosphate. Below concentrated nitric acid and a few boiling chips 1mg/l, atomic absorption spectrophotometric or glass beads. Bring to a slow boil and method is desirable. evaporate on a hot plate to the lowest volume 1IS 3025 (Part 46) : 1994 possible (about 10 to 20ml) before precipitation 5.5.4 Calculation or salting occurs. Add 5ml concentrated nitric acid cover with a watch glass and heat to obtain Magnesium, mg/litre= M ----- ×218.4×103 V a gentle refluxing action. Continue heating and adding concentrated nitric acid as necessary where until digestion is complete as shown by a M= mass in mg of magnesium light-coloured clear solution. Do not let sample pyrophosphate, and dry during digestion. Add 1 to 2ml concentrated nitric acid and warm slightly to V = volume in ml of sample. dissolve any remaining residue. Wash down 5.6 Precision and Accuracy beaker walls and watch glass with water and then filter, if necessary. Transfer filtrate to The method is precise to ±0.5mg or better, and 100ml volumetric flask, with two 5-ml portions the accuracy is comparable if interferences are of water adding these rinsings to the volumetric absent. flask. Cool, dilute to mark and mix thoroughly. 6 VOLUMETRIC METHOD USING EDTA Take portions of this solution for the determination. 6.1 Principle 5.5.2 Removal of Calcium and Other Metals as When water sample containing both calcium Oxalates and magnesium is titrated with EDTA at pH 10, using Eriochrome black-T as indicator, To 200ml of the sample pretreated if so which estimates values of calcium and required containing about 50mg of calcium, magnesium. In a separate titration against add a few drops of methyl red indicator and EDTA at pH 12 to 13 range using murexide or 1:1 hydrochloric acid. Sufficient acid must be Patton and Reeder’s indicator, calcium is present in the solution to prevent the selectively estimated. From these two values precipitation of calcium oxalate when magnesium content may be calculated. Below ammonium oxalate solution is added. Introduce 1mg/l concentration it is desirable to use 50ml of ammonium oxalate solution and 15g atomic absorption spectrophotometric method. of urea. Boil the solution gently until the 6.2 Interference methyl red changes its colour to yellow. Filter the precipitate and wash with small volume of Some metal ions form complexes with EDTA cold water until free from chloride. and interfere in the process of determination of calcium and magnesium by EDTA method by 5.5.3 Determination of Magnesium causing fading or indistinct end points. This To the combined filtrate and washings from interference is reduced by addition of certain 5.5.2 containing not more than 60mg inhibitors to the water samples prior to magnesium add 50ml of concentrated nitric titration with EDTA. acid and evaporate carefully to dryness on a hot 6.3 Apparatus — Hot plate. plate. Do not let reaction become too violent during the later part of the evaporation stay in 6.4 Reagents constant attendance to avoid losses through 6.4.1 Indicator Solutions spattering. Moisten residue with 2 to 3ml of concentrated hydrochloric acid, add 20ml of 6.4.1.1Patton and Reeder and indicator distilled water, warm, filter and wash. To the solution filtrate add 3ml of concentrated hydrochloric This indicator solution permits the direct acid 2 to 3 drops of methyl red solution, and titration of calcium in the presence of 10ml of (NH 4) 2HPO 4 solution. Cool and add magnesium. It produces a sharp colour change concentrated ammonium hydroxide drop by from wine red to pure blue at the end point. It drop, stirring constantly until the colour is prepared by mixing 1g of Patton and Reeder changes to yellow, stir for 5 minutes add again reagent with 100g of sodium chloride/ 5ml of concentrated ammonium hydroxide and potassium chloride. stir vigorously for 10 minutes more. Let it 6.4.1.2Murexide (ammonium purpurate) stand overnight and filter through filter paper. indicator solution Wash with 1:19 ammonium hydroxide. Transfer to an ignited, cooled and weighed This indicator changes from pink to purple at crucible. Dry precipitate thoroughly and burn the end point. An indicator solution can be paper off slowly, allowing circulation of air. prepared by dissolving 150mg of the dye in Heat at about 500°C until residue is white. 100g of absolute ethylene glycol. Water Ignite for 30 minutes at 1100°C to constant solutions of the dye are not stable for longer mass. than a day. A ground mixture of the dye powder 2IS 3025 (Part 46) : 1994 and sodium chloride provides a stable form of 6.4.5Triethanolamine Solution — 10 percent the indicator. It is prepared by mixing 200mg (m/v). of murexide with 100g of solid sodium chloride 6.4.6 Potassium Cyanide Solution — 10 percent and grinding the mixture to 355 to 300 microns. (m/v). The tiration should be performed immediately NOTE — Preserve in a polyethylene bottle. after the addition of the indicator because it is unstable under alkaline conditions. End point 6.4.7Hydroxylamine Hydrochloride Solution — recognition is facilitated by the preparation of 10 percent (m/v). colour comparison blank containing 2.0ml of 6.4.8 Inhibitor and Complexing Agents — For sodium hydroxide solution, 0.2g of solid most waters there is no need to utilize an indicator mixture (or 1 to 2 drops if a solution is inhibitor or complexing agent like, Magnesium used) and sufficient standard EDTA titrant salt of 1, 2- cyclohexane diamine tetra acetic (0.05 to 0.10ml) to produce an unchanging acid (MgCDTA). Occasionally water containing colour. interfering ions other than Ca++ and Mg++ requires adding an appropriate inhibitor or 6.4.1.3Eriochrome black T indicator (EBT complexing agents to give a clear, sharp change Indicator) in colour to the end point. Avoid the use of Dissolve 0.5g of EBT indicator and sodium cyanide inhibitor. approximately 4.5g of hydroxylamine 6.5 Pre-treatment of Polluted Water and hydrochloride in 100ml of rectified spirit Waste-water Samples (ethanol or methanol). As prescribed in 5.5.1. 6.4.2 Standard Zinc Solution — 0.01 M. 6.6 Determination of Calcium Dissolve 0.6538g of pure zinc dust or granules 6.6.1 Sample Preparation of 99.9 percent purity in 20ml of approximately 1:1 hydrochloric acid, warm if necessary. Cool Because of the high pH used in this procedure, and make up to 1 litre exactly in a volumetric the titration should be performed immediately flask. Preserve this solution in a tightly closed after the addition of the alkali and indicator. glass bottle. Use 50ml of sample or a smaller portion diluted to 50ml so that the calcium content is 6.4.3 Buffer Solution about 5 to 10mg. Analyse hard waters with alkalinity higher than 300mg/l CaCO by a)Dissolve 70g of ammonium chloride and 3 taking a smaller aliquot and diluting to 50ml, 570ml of 30 percent ammonia solution or by neutralization of the alkalinity with acid, (relative density 0.88 to 0.90) in water and boiling for one minute and cooling before make up to 1 litre. beginning the titration. b)Sodium hydroxide 1 N — Dissolve 40g of 6.6.2Add 2.0ml of sodium hydroxide solution sodium hydroxide and dilute to 1 litre or a volume sufficient to produce a pH of 12 to with distilled water. 13. Stir. Add 0.1 to 0.2g of the indicator 6.4.4Standard Ethylene Diamine Tetra Acetic murexide-sodium chloride mixture selected (or Acid (EDTA) Solution — 0.001 M. 1 to 2 drops if a solution is used). Alternatively, approximately 1g of the mixture of Patton and Dissolve 3.75g of disodium ethylene diamine Reeder reagent and sodium chloride or tetra-acetate dihydrate in water and make up potassium chloride may be used. Add EDTA to 1 litre in a volumetric flask. Standardize this titrant slowly with continuous stirring to the with standard zinc solution. Pipette out 25ml proper end point. Check the end point by of standard zinc solution in a 250ml conical adding 1 to 2 drops of titrant in excess to make flask. Adjust the pH to approximately 10 with certain that no further colour change occurs. buffer solution. Dilute to about 100ml and add Let the volume used be V . 1 3 to 4 drops of EBT indicator solution. This will 6.6.3 Determination of Magnesium give a red colour. Titrate with 0.01 M of EDTA solution to a clear blue end point free from Take a suitable aliquot of the solution, expected violet tinge. This solution will be slightly to contain approximately 10 to 30mg of calcium stronger than 0.01 M. Dilute the solution to and magnesium in a 500ml conical flask. Add exactly 0.01 M by adding calculated amount of 10ml of hydroxylamine hydrochloride solution, water and recheck the strength by titrating 2ml of potassium cyanide solution and 25ml of 25ml of standard zinc solution by exactly the triethanolamine solution. Dilute to 150 to same manner as given above. This should 200ml and add sufficient quantity of buffer consume exactly 25.0ml of standard EDTA solution to bring the pH to 10.0±0.1. Add 3 to 4 solution. drops of EBT indicator solution and titrate with 3IS 3025 (Part 46) : 1994 0.01 M EDTA solution till the red colour To a 1 litre volumetric flask add 24g of changes to pure blue end point free from violet lanthanum oxide (La O ) atomic absorption 2 3 tinge. It is easier to note the end point by spectrometry grade). Slowly and cautiously add comparing the colour with that of previously 50ml of concentrated hydrochloric acid while titrated solution having a pure blue end point, stirring to dissolve the lanthanum oxide. Make where a slight excess of EDTA solution has up to the mark with water. been added. 7.4.3 Cesium Chloride — 20g/l of Cs. NOTE — If magnesium is not present, it should be added as 1:1 magnesium EDTA complex, in order to Dissolve 25g of cesium chloride in 1 litre of get the proper colour change at the end point. This can 0.1N hydrochloric acid. be done by either adding 1ml of 0.1 magnesium EDTA (1:1) complex before proceeding for titration, or, 7.4.4Standard Magnesium Solution — incorporating small amount of Mg2+ ions in EDTA 1000mg/l solution before its standardization. 6.6.4 Calculation Dry a portion of magnesium oxide (MgO) at 180°C for 1 hour. Weigh 1.66±0.01g and Magnesium (as Mg), dissolve in 1 N hydrochloric acid. Dilute with mg/l percent 0.024 35×1 000×( V –V ) the same acid to 1000ml in a volumetric flask. 2 1 by mass = ------------------------------------------------------------------------------- V Store the solution in a polyethylene bottle. where 7.5 Procedure V = volume in ml of the sample taken for 7.5.1 Preparation of Test Solution the test; Sample containing particulate matter after V = volume in ml of EDTA consumed in 1 acidification shall be filtered to prevent titration for calcium determination in clogging of the nebulizer and burner systems. the same aliquot of solution of sample; To a 100ml volumetric flask, add 10ml of and lanthanum chloride solution (7.4.2) if an V = volume in ml of EDTA solution 2 air-acetylene flame is to be used, or 10ml of consumed in titration. cesium chloride solution (7.4.3) if a nitrous oxide-acetylene flame is to be used. Add 10ml 7 ATOMIC ABSORPTION of the sample and make up to the mark with 0.1 SPECTROPHOTOMETRIC METHOD N hydrochloric acid. 7.1This method is applicable to the analysis of NOTE — If the concentration of the sample is higher, raw and drinking waters and can be used for then appropriately smaller volume of the sample shall waters having a magnesium content up to 5mg be used. per litre. For samples containing higher 7.5.2 Preparation of Blank Solution concentration smaller volume of the sample must be taken for the analysis. In general Prepare a blank test simultaneously using the nitrous oxide-acetylene flame should be used if same reagents in the same quantities and the composition of the sample is complex or following the same procedure, but replacing the unknown. volume of the test sample used in 7.5.1 by equal 7.2 Interferences volume of water. Chemical interferences are common. These can 7.5.3Preparation of Set of Calibration be overcome by the addition of a releasing Standard Solutions agent, that is, lanthanum chloride [if To a series of 100ml volumetric flasks with the air-acetylene (oxidizing) flame is used] or aid of pipettes add 0, 2.5, 5, 10, 15, 20 and cesium chloride (if nitrous oxide-acetylene 25ml of the magnesium standard solution flame is used). (7.4.4), add either 10ml of the lanthanum 7.3Atomic absorption spectrophotometer set chloride solution or 10ml of the cesium chloride up and equipped with an appropriate burner solution as in 7.5.1 and make up to the mark for air-acetylene flame or nitrous with 0.1 N hydrochloric acid. oxide-acetylene flame and a hollow cathode 7.5.4 Preparation of Calibration Curve lamp for magnesium with wavelength of 285.2nm. Aspirate the blank and calibration solutions with aspirating distilled water in between. 7.4 Reagents Note down the absorbance value. Prepare calibration curve by plotting the absorbance 7.4.1 Hydrochloric Acid — 1 N and 0.1 N. readings against concentration of magnesium 7.4.2 Lanthanum Chloride — 20g/l of La. standard solution (7.5.3). 4IS 3025 (Part 46) : 1994 7.5.5Aspirate the test solution (7.5.1) and note V = volume in ml to which the sample has 1 the absorbance value and read the been diluted. concentration of magnesium from the calibration curve against the absorbance value 8 PRECISION obtained. 7.6 Calculation In a single laboratory using distilled water with added calcium concentrations of 9.0 and Magnesium V 36mg/l the standard deviations were 0.3 and (as mg), mg/l= C× -----1-- V 0.6mg/l respectively. Recoveries at both these 0 levels were 99 percent. where In an interlaboratory study with over 30 C = concentration in mg/l of magnesium participating laboratories, Qs four waters with calculated from the calibration curve calcium contents in the range 100 to 300mg/l having taken into account the blank and magnesium contents from 7 to 85mg/l value, were analysed. The coefficients of variation V = volume in ml of the original sample 0 varied from 3.5 to 4.6 percent for calcium and taken for analysis, and from 2.9 to 6.9 magnesium. 5IS 3025 (Part 46) : 1994 ANNEX A (Foreword) COMMITTEE COMPOSITION Environmental Protection Sectional Committee, CHD 012 Chairman Representing PROF D. K. BISWAS Central Pollution Control Board, Delhi Members DR K. R. RANGANATHAN (Alternate to ProfD.K. Biswas) ADVISER (PHE) Ministry of Rural Development ADDL ADVISER (PHE) (Alternate) SHRI S. B. C. AGARWALA Bharat Heavy Electricals Ltd, Hyderabad SHRI S. BALAGURUNATHAN (Alternate I) SHRI A. K. GUPTA (Alternate II) DR A. L. AGGARWAL National Environmental Engineering Research Institute (CSIR), Nagpur DR T. CHAKRABARTI (Alternate) DR A. ALAM Indian Council of Agricultural Research, New Delhi SHRI S. C. AHLUWALIA National Council for Cement & Building Materials, New Delhi SHRI A. D. AGNIHOTRI (Alternate) SHRI R. K. BANERJEE Shriram Institute for Industrial Research, Delhi SHRI P. K. MAIR (Alternate) SHRI B. BASU National Thermal Power Corporation Ltd, New Delhi DR S. MUKHERJEE (Alternate) SHRI V. S. BHATNAGAR Central Scientific Instruments Organization (CSIR), Chandigarh DR M. S. N. SRINIVAS (Alternate) SHRI S. CHAKRAVORTI Directorate General Factory Advice Service & Labour Institutes, DR M. H. FULEKAR (Alternate) Bombay SHRI S. DAS Indian Petrochemicals Corporation Ltd, Vadodara SHRI M. K. PRABHUDESAI (Alternate) DR V. S. GUPTA National Test House, Calcutta SHRI D. N. P. SINGH (Alternate) DR HARISH CHANDRA Industrial Toxicology Research Centre (CSIR), Lucknow SHRI B. K. JAIN The Fertilizer Association of India, New Delhi DR (MS) B. SWAMINATHAN (Alternate) SHRI G. K. GUREJA Thermax Ltd, Pune DR A. K. WAGLE (Alternate) SHRI A. LAHIRI Hindustan Lever Ltd, Bombay SHRI B. B. DAVE (Alternate) DR W. MADHAVAKRISHNA Central Leather Research Institute (CSIR), Madras SHRI S. RAJAMANI (Alternate) SHRI S. K. MAIRA Flakt India Ltd, Calcutta SHRI A. SAHA (Alternate) SHRI R. K. MALHOTRA Indian Oil Corporation Ltd (R & D Centre), Faridabad SHRI S. K. JAIN (Alternate) SHRI A. N. KALE Municipal Corporation of Greater Bombay SHRI V. S. MAHAJAN (Alternate) DR P. K. MATHUR Bhabha Atomic Research Centre (IGCAR), Kalpakkam (TN) DR P. M. MODAK Indian Institute of Technology, Bombay PROF H. VEERAMANI (Alternate) SHRI K. P. NYATI National Productivity Council, New Delhi SHRI L. PANEERSELVAM (Alternate) PROF B. PADMANABHAMURTHY Jawaharlal Nehru University, New Delhi DR T. S. PATEL National Institute of Occupational Health (ICMR), Ahmadabad SHRI C. V. RAIYANI (Alternate) DR V. V. RAO Dharmsi Morarji Chemical Co Ltd, Bombay DR M. ATCHAYYA (Alternate) (Continued on page 7) 6IS 3025 (Part 46) : 1994 (Continued from page 6) Members Representing SHRI P. S. RAMANATHAN Pesticides Association of India, New Delhi SHRI D. N. V. RAO Tata Chemicals Ltd, Bombay SHRI R. J. BUCH (Alternate) DR S. ROUTH National Test House, Calcutta DR J. C. NIJHAWAN (Alternate) SHRI P. R. SAMADDAR Central Mechanical Engg Research Institute (CSIR), Durgapur SHRI P. K. SEN (Alternate) SHRI S. C. SHARMA India Meteorological Department, New Delhi SHRI R. N. GUPTA (Alternate) SHRI M. P. SINGH Directorate General of Technical Development, New Delhi SHRI N. C. TIWARI (Alternate) SHRI M. SUBBA RAO Ministry of Environment & Forests DR T. CHANDINI (Alternate) SHRI R. M. SUNDARAM National Malaria Eradication Programme (DGHS), Delhi SHRI C. KRISHNA RAO (Alternate) SHRI SURENDER KUMAR Indian Chemical Manufacturers Association, New Delhi SHRI R. PARTHASARTHY (Alternate) SUPERINTENDING ENGINEER Panchayat Raj Department, Government of Andhra Pradesh, Hyderabad EXECUTIVE ENGINEER (Alternate) SHRI J. M. TULI Engineers India Ltd, New Delhi SHRI S. N. CHAKRABARTI (Alternate) DR R. K. SINGH, Director General, BIS (Ex-officio Member) Director (Chem) Member Secretary SHRI T. RANGASAMY Joint Director (Chem), BIS Water Environment Subcommittee, CHD 012:01 Convener DR Y. P. KAKAR Ministry of Environment & Forests Members SHRI S. B. C. AGARWALA Bharat Heavy Electricals Ltd, Hyderabad SHRI A. K. GUPTA (Alternate) SHRI A. BASU Thermax Ltd, Pune SHRI A. K. JINDAL (Alternate) SHRI M. S. DHINGRA Shriram Institute for Industrial Research, Delhi SHRI V. G. K. NAIR (Alternate) DR E. K. JAYANARAYANAN Mohan Meakin Ltd, Mohan Nagar SHRI K. K. MITTU (Alternate) SHRI S. ISLAM Central Pulp and Paper Research Institute, Saharanpur SHRI F. LAL KANSAL Punjab Pollution Control Board, Patiala SHRI S. S. SANGHA (Alternate) SHRI D. D. KUMTA Tata Chemicals Ltd, Bombay DR K. C. PATHAK (Alternate) PROF K. J. NATH All India Institute of Hygiene & Public Health, Calcutta PROF A. K. ADHYA (Alternate) DR R. NATH Banaras Hindu University, Varanasi DR S. RATAN (Alternate) DR S. R. PANDE National Environment Engineering Research Institute (CSIR), Nagpur DR M. V. NANOTI (Alternate) DR P. M. PHIRKE National Environment Engineering Research Institute (CSIR), Nagpur DR S. R. JOSHI (Alternate) SHRI S. PRAKASH Delhi Water Supply & Sewage Disposal Undertaking, New Delhi SHRI S. S. RAMRAKHYANI (Alternate) SHRI R. V. RAO Central Water Commission, New Delhi SHRI D. K. KAUSHIK (Alternate) REPRESENTATIVE Ministry of Rural Development REPRESENTATIVE U. P. Jal Nigam, Lucknow DR B. SENGUPTA Central Pollution Control Board, Delhi DR R. C. TRIVEDI (Alternate) SUPERINTENDING ENGINEER Panchayat Raj Department, Government of Andhra Pradesh, Hyderabad EXECUTIVE ENGINEER (Alternate) SHRI S. R. TAMTA Central Ground Water Board, New Delhi SHRI K. RAJAGOPALAN (Alternate) DR P. N. VISWANATHAN Industrial Toxicology Research Centre (CSIR), Lucknow 7Bureau of Indian Standards BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote harmonious development of the activities of standardization, marking and quality certification of goods and attending to connected matters in the country. Copyright BIS has the copyright of all its publications. No part of these publications may be reproduced in any form without the prior permission in writing of BIS. This does not preclude the free use, in the course of implementing the standard, of necessary details, such as symbols and sizes, type or grade designations. Enquiries relating to copyright be addressed to the Director (Publications), BIS. Review of Indian Standards Amendments are issued to standards as the need arises on the basis of comments. 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6408_1.pdf	IS 6466 ( Part 1 ) : 1880 RECOMMENDATIONS FOR MODULAR CO-ORDINATION IN BUILDING 1NDUSTRY:TOLERANCES PART 1 GLOSSARY OF TERMS ( First Revision ) UDC 621’753’1 : 721’013 [ 389’63 ] BUREAU CjF INDIA/% STANDARDS MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG NEW DELHI 110002 Price Group 3 December 1990Planning Bye-Laws and Dimensional Co-ordination Sectional Committee, CED 10 FOREWORD This Indian Standard ( Part 1 ) ( First Revision ) was adopted by the Bureau of Indian Standards on 25 April 1990 after the draft finalized by the Planning Bye-Laws and Dimensional Co-ordination Sectional Committee had been approved by the Civil Engineering Division Council. One of the aims of modular co-ordination is to provide compatibility and inter-changeability of components. In earlier days a practical system of tolerance was derived as clearance fit, prescribing minus tolerance on each component without any allowance to the space in which it is to be placed. The extensive use of prefabricated elements and components in building construction have provoked the concept of tolerances in recent years. The concept of tolerance is indeed a tool td be used for dimensional control of the component which can fit without any problem for size, squareness, bow, plumbness, posit on and appearance. In order to ensure clarity and unambiguous expression in tolerance principles, it is necessary to adopt the internationally agreed glossary of terms. This standard, therefore, has been prepared giving the definitions of these terms which are specially used in relation to principles and applications of tolerances. This standard was originally published as IS 6408 : 1971 ‘Recommendations for modular co-ordination: Application of tolerances in building industry’, In the usage of this standard, a need was felt to cover the terminology in a comprehensive manner in addition to effecting the other technical changes deemed necessary on the basis of the experience gained over the years. As a result the standard is being bifurcated into two parts as follows: Part I Glossary of terms, and Part 2 Principles and applications. This, the first part provides a glossary of terms applicable to principles and applications of tolerances for modular co-ordination in building industry. The definitions of general terms relating to modular co-ordination are covered in IS 4993 : 1983 ‘Glossary of terms relating to modular co-ordination ( second revision )‘. tn the preparation of this standard due weightage has been given to international co-ordination among the standards and practices prevailing in different countries in addition to relating it to the pratices in the field in this country. This has been met by deriving assistance from the following documents: a) Industrialised building ind modular design. Henrik Nissen. Cement and Concrete Association, London 1972 b) The principles of modular co-ordination in building ( revised ) CIB W24. The International Modular Group 1982. c). Modular co-ordination of low cost housing. United Nations Publication. 1972. d) Dimensional co-ordination for building. DC 12. HMSO Publication 1972. e) PC1 Committee report on tolerances for precast and prestressed concrete. PC1 Journal. Vol 30, No. 1, Jan/Feb 1985 f) DS/R 1050-1982 Application of dimensional tolerances in building. Dansk Standardiser- ingsraad. g) IS0 4464-1980 Tolerances for building - Relationship between the different types of deviations and tolerances used for specification. International Organization for Standardi- zation.IS 6408 ( Part 1 ) : 1990 Indian Standard RECOMMENDATIONS FOR MODULAR CO-ORDIN,ATION IN Bt_JILDING INDUSTRY : TOLERANCES PART 1 GLOSSARY OF TERMS First Revision ) ( 1 SCOPE 2.7 Deviation of Form 1.1 This standard ( Part 1 ) defines the terms used The difference between actual form and the corres- in the principles and applications of tolerances ponding basic form. used in the study, planning, design and construc- tion of buildings carried out in accordance with 2.8 Feature Tolerance the principles of modular co-ordination. The location or dimensional tolerance of feature, such as a corbel or a blockout with respect to the 2 TERMINOLOGY ( See Also FIG. 1) overall member dimensions. 2.1 Actual Dimensions 2.9 Grid Reference Lines The measured dimensions of the elements or These represent the co-ordinating planes between components after casting or fabrication. This modular components. dimension may differ from the working dimensions due to construction and material induced varia- 2.10 Joint tion. This is also known as actual measurement. Space between the adjacent component, irrespec- 2.2 Alignment Face tive use of jointing material, for filling up space. The face of precast element which is to be set in 2.11 Joint Reference Plane alignment with the face of adjacent elements or features. The position of the joint represented co-ordinating reference plane. ’ 2.3 Average Joint Width 2.12 Jointing Component Size The difference between the work size and modular size. The dimension which ensures shape, size and position of the linkage components such that all 2.4 Basic Dimension joint widths from maximum to minimum are acceptable when the jointing components are in The dimension shown on the contract drawing or position. called for the specifications. The basic dimension shall apply to size, location and relative location. 2.13 Joint Width This shall also be called the normal or ‘nominal’ dimension. The maximum and minimum limits of joint dimen- sion in width. 2.5 Basic Line 2.14 Linear Deviation An imaginary line with reference to which the actual location of component at site is determin- The difference between an actual line measurement ed. and the corresponding basic size. 2.6 Component Reference Plane 2.15 Maximum Joint Widtb The alignment of component reference point, line The largest size specified to take account of the or plane with the joint reference plane. minimum component size. 1IS 6408 ( Part 1 ) : 1990 COMPONENT K MODULAR SPACE Y I‘ ‘I I 1 MODULAR DIMENSION I -+!I+ 9 MINIMUM GAP I f MAXIMUM SIZE I I I POSITION AL. TOLERANCE , I I MAXIMUM SIZE MINtMUM DEDUCTIOhk+ MAX IMUM SIZE ACTUAL DIMENSION ’ I I I IA Terms Relating to Size and Dimension FIG. 1 TERMSR ELATING TO TOLERANCESI N MODULAR CO-ORDINATION- Contd 2IS 6408 ( Part 1 ) : 1990 JOINT REFERENCE PLANE maximum WIDTH minimum COMPONENT REFERENCE PLANE POSITION OF CO ORDINATING FACE maximum minimum POSITION OF GROOVE SIZE OF JOINTING COMP3NENT maximum minimum 1 B Terms Relating to Joint FIG. 1 TERMS RELATING TO TOLERANCESI N MODULAR CO-ORDINATION - ContdIS 6408 ( Part 1 ) : 1990 Ii-- GRID REFERENCE 1 LINES MODULAR SPACE i;,1 M:p:;AR. MAXIMUM SIZE MINI MUM JOINT I WIDTH (y ) %Lff~%S;%ITION I TOLEhllNCES’lI 1 DEFORMATION MINIMUM SIZE MAXIMUM JOINT WIDTH WORK SIZE (MANUFACTURED SIZE 1 AVERAGE JOINT WIDTH 1 C Terms Relating to Telerances with Respect to Sizes and Dimensions FIG. 1 TERMSR ELATING TO TOLERANCESI N MODULAR CO-ORDINATION 42.16 Minimum Joint Width 2.27 Sum Tokrance ( Total Tolerance ‘) The minimum size specified to take account of the Tolerance applicable to the sum ( total ) dimension maximum size of component. of elements .or components. 2.17 Minimum Gap 2.28 Tolerance The minimum distance between the co-ordinating The definition shall include the following: face of a component and a modular plane, it is equal to half the minimum joint thickness. a) The permitted variation from a basic 2.18 Modular Size dimension or quantity as in the length or width of a member. The basic size of the component which is the same b) The range of variation permitted in main- size as the modular space. taining a basic dimension as in an alignment 2.19 Modular Space tolerance. c) A permitted variation from location or The basic space allocated to a component and alignment. sized in accordance with the rules of modular co- ordination. d) The difference between the permissible limits of size or between the permissible 2.20 Part Tolerance limits of position. Tolerance applicable to part dimension of an element or component. 2.29 Tolerance ‘T’ 2.21 Position of Co-ordinatiug Face Tolerance for deformation, thermal movement, etc. and these are combined algebraically. The space for the co-ordinating face of a com- ponent to Ii6 between the maximum and minimum 2.30 Tolerance ‘P’ gap. Tolerance allocated for size, shape-and position 2.22 Position of Groove and these are combined statistically. The position of the groove in the co-ordinating 2.31 Manufacturing Tolerance face of a component. An allowance for the lack of accuracy ,permittod 2.23 Positional Variation for the production of a component. The distance between the basic line, point orplane and a reference line, point or plane on the com- 2.32 Variation ponent. The difference between the actual and the basic 2.24 Primary Control Surface dimension. Variation may be either negative ( lesser ) or positive ( greater ). A surface on a precast element, the dimensional location of which is specifically set and controlled 2.33 Working Dimension in the erection process. Clearance is generally allowed to vary so that the primary control The planned dimension of the member obtained surface can be set within tolerance. from both its basic dimension and joint or clea- rance dimensions. It is to this planned dimension 2.25 Secondary Control Surface that the product tolerance is applied. A surface on a precast element, the dimensional location of which is dependent on the location Example tolerance of the member primary ‘control surfaces If a nominal 2 400 mm wide component is in addition to the member feature tolerances. designed to have nominal 20 mm joint width on either side, the working dimension for Example component would be 2 380 mm. The elevation of a second storey corbel on a multistoreyed column whose first storey 2.34 Work Size corbel is selected as the primary elevational control surface. The definition shall include: 2.26 Shape of Groove a) A size which is specified for the manufac- The shape and size of groove in the co-ordinating tured component. This shall also be called face of a component. a manufacturing size. 5IS 6408(P art 1 ):l%JO b) The size given with its permissible devia- position for reference “points or lines, within the tions, specified for manufacturing a com- limits of which a point, a line or a surface of a ponent the actual size of which would be component shall be situated. within these deviations under reference NOTE -For each component there shall be a condition. reference position determined by reference points or lines set-out on the site and by the actual form 2.35 construction Tolerance of the component. This position also gives the reference position for each point, line or surface The width of the space on the site, related to of the component. From these positions, the erection tolerance determines the width of the space reference points or lines, within the limits of which within the limits of which a given point, line or a point, a line or a surface of a component shall surface of the component shall be situated. The be situated. positional and oriention tolerances for erection together shall compose the erection tolerance NOTE - Manufacturing tolerance, setting-out tole- rance and erection tolerance together shall comprise 2.39 Dimensional Tolerances the construction tolerance. Construction tolerances are determined by the requirements of the construc- The tolerance width governing the size of a tion for satisfactory performance. dimension in a given direction of the component 2.36 Manufacturing Tolerance concerned; that is length, width, thickness, height, depth or diameter. The width of the space related to the reference form, within the limits of which a point, a line or 2.40 Orientation Tolerance ( Angularity Manu- a surface of a component shall be situated after facture ) manufacture. The tolerance width governing the relative orient- NOTE-Dimensional tolerance, orientation toler- ation of straight lines or planes of a component. ance and form tolerance together shall comprise the manufacturing tolerance. The latter is not related to 2.41 Form Tolerance any reference object on the site. The tolerance width governing the form of a line 2.3% Setting Out Tolerance or a surface C such as of a component ) relative to a reference form. The width of the space on the site within the limits of which a setting-out point or line shall be 2.42 Positional Tolerance situated. The tolerance width governing the position of a NOTE -The positional and orientation tolerance point, a line, a plane or a surface relative to a for setting out together shall compose the setting- reference position. out tolerance. 2.43 Orientation Tolerance ( Erection Settingaut ) 2.38 Erection Tolerance The tolerance width after setting-out or erection, The width of the space on the site, related to the governing the orientation of a straight line or actual form of a component and the actual plane surface relative to a reference orientation.Standard Mark The USCo f the Standard Mark is governed by the provisions of the Bureau of Indian Standards Act, 1986 and the Rules and Regulations made thereunder. The Standard Mark on products covered by an Indian Standard conveys the assurance that they have been produced to comply with the requirements of that standard under a well defined system of inspection, testing and quality control which is devised and supervised by BIS and operated by the producer. Standard marked products are also continuously checked by BIS for conformity to that standard as a further safeguard. Details of conditions under which a licencc for the use of the Standard Mark may be granted to manufacturers or producers may be obtained from the Bureau of Indian Standards.Bureau of Indian Standards BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote harmonious development of the activities of standardization, marking and quality certification of goods and attending to connected matters in the country, Copyright BIS has the copyright of all its publications. No part of these publications may be reproduced in any form without the prior permission in writing of BIS. This does not preclude the free use, in the course of implementing the standard, of necessary details, such as symbols and sizes, type or grade designations. Enquiries relating to copyright be addressed to the Director ( Publications ), BIS. Revision of Indian Standards Indian Standards are reviewed periodically and revised, when necessary and amendments, if any, are issued from time to time. Users of Indian Standards should ascertain that they are in possession of the latest amendments or edition. Comments on this Indian Standard may be sent to BIS giving the following reference: Dot : No. CED 10 ( 4296 1 Amendments Issued Since Publication Amend No. Date of Issue Text Affected BUREAU OF INDIAN STANDARDS Headquarters : Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telephones : 331 01 31, 331 13 75 ..* Telegrams ; Manaksanstha * ( Common to all Ofices ) ‘. Regional Offices : Tzephooc Central : Manak Bhavan, 9 Babadur Shah Zafar Marg 331 01 31 NEW DELHI 110002 I 331 13 75 Eastern : 1114 C. I. T. Scheme VII M, V. I. P. Road, Maniktola 37 86 62 CALCUTTA 700054 Northern : SC0 445446, Sector 35-C, CHANDIGARH 160036 2 1843 Southern : C. I. T. Campus, IV Cross Road, MADRAS 600113 41 29 16 Western : Manakalaya, E9 MIDC, Marol, Andheri ( East ) 6 32 92 95 BOMBAY 400093 Branches : AHMADABAD. BANGALORE,. $&AL .&HWBANESHWAR. COIMBATORE. FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAlPUR. KANPUR. PATNA. THIRUVANANTHAPURAM k&d at Printwell Printers. Delhi. India
2094.pdf	IS2094(Part1) :1996 Edition3.1 (2000-03) IndianStandard HEATERS FOR BITUMEN (TAR) AND EMULSION — SPECIFICATION PART 1BITUMEN HEATERS (SecondRevision) (Incorporating Amendment No. 1) ICS 93.080.30; 75.140 © BIS 2002 B U R E A UO FI N D I A NS T A N D A R D S MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG NEW DELHI 110002 Price Group 2Construction Plant and Machinery Sectional Committee, HMD 18 FOREWORD This Indian Standard (Second Revision) was adopted by the Bureau of Indian Standards, after the draft finalized by the Construction Plant and Machinery Sectional Committee had been approved by the Heavy Mechanical Engineering Division Council. Construction Plant and Machinery Sectional Committee had published the following Indian Standards: IS2093:1974 Specification for distributors for hot tar and bitumen (first revision) IS2094:1996 Heaters for bitumen (tar) and emulsion — Specification (second revision) IS4198:1967 Specification for emulsion spraying machine for roads The above standards are related to the same subject and, therefore, the Sectional Committee while revising IS2093 and IS4198 decided that the revision of these standards be made as Part 2 and Part 3 respectively of IS2094 and the existing IS2094:1996 be treated as Part 1 of IS2094. As per the decision, the standards now covered under IS2094 shall be as under: IS2094(Part1) Heater for bitumen (tar) and emulsion — Specification : Part 1 Bitumen heaters IS2094(Part2) Heaters for bitumen (tar) and emulsion — Specification : Part 2 Bitumen sprayers IS2094(Part3) Heaters for bitumen (tar) and emulsion — Specification : Part 3 Emulsion The increasing application of the tar and bitumen heaters in the construction and maintenance of black-top roads has necessitated formulation of a specification for these heaters and this standard was first published in 1962 and was revised in 1974. The present revision has been taken up to incorporate modifications found necessary as a result of experience gained during the use of these standards and the latest thinking on the subject. Some of the important modifications made in the standard include provision of a ladder, pressure gauge for air tank. The requirement of volume indicator has been made mandatory in this revision. This standard includes a number of requirements which are at the option of the purchaser. For the sake of convenience to the purchaser and the supplier, requirements to be specified by the purchaser while making an enquiry or placing an order for hot tar and bitumen heaters have been listed in AnnexA. This edition 3.1 incorporates Amendment No. 1 (March 2000). Side bar indicates modification of the text as the result of incorporation of the amendment. For the purpose of deciding whether a particular requirement of this standard is complied with, the final value, observed or calculated, expressing the result of a test, shall be rounded off in accordance with IS2:1960 ‘Rules for rounding off numerical values ( revised)’. The number of significant places retained in the rounded off value should be the same as that of the specified value in this standard.IS2094(Part1) :1996 IndianStandard HEATERS FOR BITUMEN (TAR) AND EMULSION — SPECIFICATION PART 1BITUMEN HEATERS (SecondRevision) 1 SCOPE where applicable, have threads to permit standard pipework or hoses to be attached. This standard covers mobile and transportable heaters for tar and bitumen for use in road 5.2All heaters shall be fitted with a draw-off construction and maintenance and lays down cock and a sludge cock. The sludge cock shall be requirements for capacity, construction, safety, at the lowest part of the tank to enable the tank performance and roadworthiness. to be completely drained. 2 TERMINOLOGY 5.3The covers of heaters shall be so arranged For the purpose of this standard, the following as to prevent entry of rain water. definitions shall apply. 5.3.1Each charging hole shall have a lid which, 2.1 Binder when closed, will prevent the entry of rain water. The lid may be hinged or removable, but Tar, bitumen or a cutback, with or without shall be fitted with a device enabling it to be special additives. kept in position when closed. 2.2 Heater 5.4The chimney or flue tube shall be fitted A container for the binder equipped with means with a damper and a cowl to prevent entry of for heating the contents by solid fuel or oil rain water. burners. 5.4.1In case the chimney is likely to infringe 2.3 Mobile Heater statutory height regulations it shall be either A heater, which may be either a trailer or a hinged or made readily detachable, so that it selfpropelled vehicle, capable of travelling with can be lowered for travelling, and a suitable bitumen considerable distances on roads at cradle-rest shall be provided to support it in speeds up to the statutory limit. this position. 2.4 Transportable Heater 5.5Barrel rests shall be provided for the heaters intended to be charged from barrels. A heater which is intended for travelling short distances at low speeds, and is normally carried 5.5.1If specified by the purchaser, suitable to any distant site on another vehicle. means of raising the barrels or drums shall be provided (see also 7.4). The arrangement shall 3 TYPE be so designed that it can be secured in the Heaters shall be of two types, namely, mobile raised position, so that the heater is stable and transportable. under all normal working conditions. 5.6Heaters of 500litres and greater capacity 4 CAPACITY shall be provided with a device for agitating the 4.1Heaters shall be of 50, 100, 300, 500, 1000, binder. Heaters of 100litres and 300litres 1500, 2000, 3000, 5000, 7500 and 10000 capacity may be provided with a device for litres nominal capacities. agitating the binder, if required by the 4.2Actual capacity of the heater shall be at purchaser. least 10percent greater than the nominal 5.7All the heaters shall be effectively lagged, the capacity to allow for frothing, expansion or lagging being protected and kept in position by overfilling. suitable lagging plates, or an equivalent to ensure that it does not deteriorate in use or becomes 5 CONSTRUCTION impregnated with binder. The temperature drop 5.1All materials and components shall comply in a full load of binder, at an initial temperature with the appropriate Indian Standards and shall, of 150°C with the atmospheric temperature 1IS2094(Part1) :1996 between 24 and 30°C, shall not be more than 20°C 8 PERFORMANCE AND after 8hours, when the tank and its contents are ROADWORTHINESS at rest. 8.1All heaters shall pass the following test: 5.8Heaters of 5000 litres and higher capacity When the heater is filled either with the may be fitted with a ladder to give access to the nominal capacity (see 4) of tar having an top of the heater as agreed to between the equiviscous temperature of 34°C or cutback purchaser and manufacturer. bitumen with a flow time of 50seconds at40°C in a standard tar viscometer, the 6 INSTRUMENTS heating arrangement shall be capable of raising temperature of this volume of tar, 6.1All heaters of 500litres and greater under normal operating conditions, capacity shall be fitted with a temperature from30°C to 150°C in not more indicator accurate to within ±3°C to indicate than2.5hours. the temperature of the binder. It shall be so 8.2The heater shall comply with all relevant positioned that it will record even when the Road Traffic Regulations. binder is at minimum level for reheat. 9 MANUFACTURER’S CERTIFICATE 6.2A suitable indicator for the volume of the With every heater, the manufacturer shall contents shall be provided. supply a certificate stating: 6.3The air tank of the fuel burner shall be a)that the heater complies with the provided with a pressure gauge for measuring requirements specified in 8 of this the air pressure. Indication of pressure shall be standard; and visible from a distance of 3m. b)the fuel consumption at the rate of heating required to achieve this result, 7 SAFETY and the type of fuel used. 7.1The distance between any opening used for 10 MARKING charging and the mouth of the chimney or the 10.1Each heater shall have firmly attached to outlet of any flue shall be at least 62.5cm. If it a plate giving the following particulars: the size of the machine or design considerations make this impracticable, effective alternative a)Manufacturer’s name; precautions shall be taken to prevent fire b)Type identification and serial number; resulting from spilling, overflowing, frothing or c)Year of manufacture; fuming of binder. Suitable fire extinguisher d)Nominal capacity; shall be provided on each heater. e)Type of fuel and its working pressure; 7.2The fuel oil tanks, when provided, shall f) Minimum capacity for reheat; and comply with the following: g)Unladen weight. a)They shall be so positioned as to allow at 10.2 BIS Certification Marking least 5cm free air space between the heater and the fuel tanks. Each heater may also be marked with the BISCertification Mark. b)Fuel filling openings shall be so located as 10.2.1The use of the Standard Mark is to minimize the risk of fire resulting from governed by the provisions of Bureau of Indian spilling, or of fuel entering the heater. Standards Act,1986 and the Rules and 7.3On closed heaters, an air vent shall be Regulations made thereunder. The details of provided. conditions under which the licence for the use of the Standard Mark may be granted to 7.4All combustion and lifting devices shall manufacturers or producers may be obtained comply with the relevant safety regulations. from the Bureau of Indian Standards. 2IS2094(Part1) :1996 ANNEX A ( Foreword ) INFORMATION TO BE SUPPLIED WITH AN ENQUIRY OR ORDER A-1Information in regard to the following b)Nominal capacity ( see 4.1); requirements which are at the option of the c)Whether barrel rests and/or a hoist are purchaser shall be supplied to the required (see 5.5); and manufacturer while making an enquiry or placing an order for heaters for tar and d)Whether a device for agitating the binder bitumen: in heaters of 100 and 300litres capacity is a)Whether mobile or transportable ( see 3); required (see 5.6). 3Bureau of Indian Standards BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote harmonious development of the activities of standardization, marking and quality certification of goods and attending to connected matters in the country. Copyright BIS has the copyright of all its publications. No part of these publications may be reproduced in any form without the prior permission in writing of BIS. This does not preclude the free use, in the course of implementing the standard, of necessary details, such as symbols and sizes, type or grade designations. Enquiries relating to copyright be addressed to the Director (Publications), BIS. Review of Indian Standards Amendments are issued to standards as the need arises on the basis of comments. Standards are also reviewed periodically; a standard along with amendments is reaffirmed when such review indicates that no changes are needed; if the review indicates that changes are needed, it is taken up for revision. Users of Indian Standards should ascertain that they are in possession of the latest amendments or edition by referring to the latest issue of ‘BIS Catalogue’ and ‘Standards:Monthly Additions’. This Indian Standard has been developed from Doc:No. HMD 18 (0193) Amendments Issued Since Publication Amend No. Date of Issue Amd. No. 1 March 2000 BUREAUOFINDIANSTANDARDS Headquarters: Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002. Telegrams:Manaksanstha Telephones:323 01 31, 323 33 75, 323 94 02 (Common to all offices) Regional Offices: Telephone Central :Manak Bhavan, 9 Bahadur Shah Zafar Marg (cid:236) 323 76 17 (cid:237) NEW DELHI 110002 (cid:238) 323 38 41 Eastern : 1/14 C. I. T. Scheme VII M, V. I. P. Road, Kankurgachi (cid:236) 3378499, 33785 61 (cid:237) KOLKATA700054 (cid:238) 3378626, 3379120 Northern : SCO 335-336, Sector 34-A, CHANDIGARH 160022 (cid:236) 603843 (cid:237) (cid:238) 602025 Southern : C. I. T. Campus, IV Cross Road, CHENNAI 600113 (cid:236) 2350216, 2350442 (cid:237) (cid:238) 2351519, 2352315 Western :Manakalaya, E9 MIDC, Marol, Andheri (East) (cid:236) 8329295, 8327858 (cid:237) MUMBAI 400093 (cid:238) 8327891, 8327892 Branches : AHMEDABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE. FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR. LUCKNOW. NAGPUR. NALAGARH. PATNA. PUNE. RAJKOT. THIRUVANANTHAPURAM. VISHAKHAPATNAM.
8989.pdf	IS : 8989 - 1978 ( Reaffirmed 1987 ) Indian Standard sku33TY 60~~ FOR ERECTION 0~ CONCRETE FRAMED STRUCTURES ( Second Reprint OCTOBER 1996 ) UDC 624.072.33.012.4 : 614.8 0 Copyright 1979 BUREAU OF INDIAN STANDARDS MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR &lARG NEW DELHI 110002 Gr3 May 1979Es:&U!V-1978 ( R-Birrcd 1967 ) Znd ian Standard SAFETY CODE FOR ERECTION OF CONCRETE FRAMED STRUCTURES Safety in Construction Sectional Committee, BDC 45 Chairman SIIRI D. N. CHOPRA A-9133 Vasant Vihar llJew Delhi I10057 and Institution of ;Znginecn ( India ), Calcutta M&W3 Rqhmlting ~~~lr CHIEP ENGINEER MiniatryofRailways ( Barwae ) Soar M. D. Dae~wur~ Irrigation & Power Department, Government of Mahararhtra, Bombay SHRI P. L. Gm ( Afiernofr ) Dtitacro~, CGPC Central Water Commission DEPUTY Dtu~c~~u, GGPC ( Altrrnak ) ~R~~C~XX.M INF.8 SAI’KTY Directorate General of Mines Safety, Dbanbad JOINT D~uscmt, Mxrms SAFETY Wkr~te 1 SHRI H. N. GUPTA Dircct;tzzr Geocral of Factpry Advice Service and Institute (Mmutry of Labour ik Employment ) SHRI C. VAIDYANATHAN ( AltsrnrIc! SHR~V . G. HEODE National Buildings Organization, New Delhi SHRIJ . P. SH~R~A ( Akmd ) SHII S. S. KAUUL Bureau of Public Enterprises, New Delhi &RI W. N. KARODE Hioduatan Construction Co Ltd, Bombay SHRI R. M. VIDWAN~ ( Ahma~r ! SHRI j. P. KAWIII~~ ‘Central Building Research Inrtitutc ( CSIR ), Roqrkcc Sam R. L. KUMAR The Imtiution of Surveyors India, New Delhi SHM P. N. MBHB~TRA Ministry of Home Affain SERI G. B. Mmso?r ( ~&II& ) h H. c. PAuM8mWAnM Eoginccr-in-Chief’s Branch, Army Headquarters, New Delhi Stm 0. P. BHATIA ( Alkrrocr ) SHII c. B. PATl%L M. N. Dutur & Co ( P) Ltd, Calcutta Smu P. K. SENQIPTA ( Altrrru~r) ( Conliautd bo klr 2 ! Q co@i#hf 1979 BUREAU OF INDIAN STANDARDS Thir publkation ir protcctcd under tbc Inlisr CO@~@ Ad (XIV of 1957 ) and rqxoducticm in whole or in part by any mans accpt wntb written pcrmirion of the publisher shaU be deemed to be an infringement of copyright am&r the asid Aa. ‘BIIO S. N. PUNJ National Projects Construction Corporation, New Delhi SHRI K. N. TANEJA ( Al&nu& ) SH~I K. N. RAMAMURTHY Hindustan Steel Limited, Raucbi SHRXS . R. C. Rao ( Afteraalr ) Sent S. A. RXDDY Gammon India Limited, Bombay R~RI~I~NTAT~VX Builders’ Association of India, Bombay SHRIJ . M. OBEROI ( Alkmais) SHRI K. G. SALVI Hindustan PRE-FAB Limited, New Delhi SHRI KC. AGARWALA (AILmale) SUPERXNTBNDINQ S u R v E Y 0 R o F Central Public Works Department, New Delhi WORKR ( NDZ ) SvnvRvon OF WORKB V ( NDZ ) ( AI~cmatc ) National Bui!diogs Conrtruction Corporation. New Delhi - PROF C.G. SWAMINATHAN Central Road Research Institute ( CSIR ), New Delhi SHRI TILAK RAJ TAKULIA Indian Institute of Architects, Bombay SHR1B.T. UNWALLA Concrete Association of India, Bombay SHRI Y. K. MEHTA ( Alfernale ) SHRI R. S. VERMA Geological Survey of India, Calcutta Smr P. L. NARULA ( Alhrmote ) SHRI D. AJITHA SIYHA, Director General, ISI ( Er-oficio Mtmbn ) Director ( Civ Engg ) SI~RIJ.R. MEETA Deputy Director ( Giv Engg ), IS1 Panel for Safety Code for Erection of Concrete Framed Structure. BDC 45:PlIL Conoenn SHRI R. L. KUMAR The Institution of Surveyors India, New Delhi Members SHRlY. K. LfEiiTA Concrete Association of India, Bombay S"(";VE;", OF WORKS v, SSW Central Public Works Department, New Delhi 2Indian Standard SAFETY CODE FOR ERECTION OF CONCRETE FRAMED STRUCTURES 0. FOREWORD 0.1 This Indian Standard was adopted by the Indian Standards Institution on 16 November 1978, after the draft finalized by the Safety in Construc- tion Sectional Committee had heen approved by the Civil Engineering Division Council. 0.2 Erection of concrete framed structures is an important operation in the construction industry. The work involved is of specialized and hazardous nature, which sometimes leads to accidents. It is necessary, therefore, that certain rules are laid down for various phases of work involved and that these are meticulously followed by each member of the crew working on the job, not only for his own safety but also for the safety of his fellow workers and onlookers. This standard has, therefore, been formulated to lay down safety requirements during erection of concrete framed structures. O-3 In the formulation of this standard due weightage has been given to international coordination among the standards and practices prevailing in different countries in addition to relating it to the practices in the field in this country. 6.4 For the purpose of deciding whether a particular requirement of this standard is complied with, the final value, observed or calculated, express- ing the result of a test or analysis, shall be rounded off in accordance with IS : 2-1960.. The number of significant places retained in the rounded off value should be the same as that of the specified value in this standard. 1. SCOPE 1.1’T his standard lays down the safety requirements for erection of concrete framed structures. 1.2 Safety requirements for erection of structural steel work are covered separately in IS : 72051973t. Rules for rounding off numerical valuer ( rcuirrd). tSafcty code for erection on structural ate-+ work.2. HANDLING OF MATERIALS 2.1 Workmen handling cement bags shall wear goggles and durable close fitting clothes. Workmen handling cement, who are continually exposed to it, shall, in addition to the above be equipped with hand gloves and dust mask. All workmen shall wear adequate clothing to protect them- selves from direct sun-rays and other irritants. 3. HANDLING OF PLANTS 3.1 Mixersi 3.1.1 All gears, chains and rollers of mixers shall be properly guarded. If the mixer has a charging skip the operator shall ensure that the workmen are out of danger before the skip is lowered. Railings shall be provided on the ground to prevent anyone walking under the skip while it is being lowered. 3.1.2 All cables, clamps, hooks, wire roFes, gears and clutches, etc, of the mixer, shall be checked and shall be cleaned, oiled and greased and serviced once a weak. A trial run of the mixer shall be made and defects shall be removed before operating a mixer. 3.1.3 When workmen are cleaning the inside of the rums, the operatini power of the mixer shall be locked in the off position and all fuses shall be removed and a suitable notice hung at the place. 3.2 Cranes 3.2.1 Cranes rails, where used, shall be installed on firm ground and shall be properly secured. In case of tower cranes, it shall be ensured that the level difference between the two rails remains within the limits prescribed by the manufacturer to safeguard against toppling of the crane. 3.2.2 Electrical wiring which can possibly touch the crane or any n)ember being lifted shall be removed, or made dead by removing the controlling fuses and in their absence controlling switches. 3.2.3 All practical steps shall be taken to prevent the cranes being operated in dangerous proximity to a live overhead power line. In particular, no member of the crane shall be permitted to approach within the following distance of overhead power lines: 11 kV and below l-40 m 33 kV and below 3.60 m 132 kV and below 4.70 m 275 kV and below 5.70 m 400 kV and below 6.50 m 43.2.3.1 Ifit becomes necessary to operate the cranes with cle;uances less than those specified in 3.2.3, it shall be ensured that the overhead power lines shall invariably be shut off during the period of operation of cranes. Location of any underground power cables in the area of operation shall also be ascertained and necessary safety precautions shall be taken, 3.24 Cranes shall not be used at a speed which causes the boom to swing. 3.2.5 A crane shall be thoroughly examined at least once in a period of 6 months by a competent person who shall record a certificate of the check. Any defect noticed shall be removed before allowing crane to be used. A crane, including all ropes, clamps and hooks shall be inspected by a responsible person and defective ropes, clamps, hooks, etc, replaced before taken into use every time. 3.2.6 The operator of the crane shall follow the safe reach of the crane as shown by the manufacturers. 3.2.7 Unauthorised persons shall not be allowed to move near and around the crane. No person shall be lifted or transported by the crane on its hook or boom. 3.2.8’ Concrete buckets handled by crane or overhead cableway shall be suspended from deep-throated hooks, preferably equipped with a swivel and safety latch. In the concrete buckets, both bottom drop type and side drop type, closing and locking of the exit door of the bucket shall always be checked by the man incharge of loading concrete in the bucket to avoid accidental opening of the exit door and consequent falling of concrete. 3.2.9 When the bucket or other members being lifted are out of $ght of the crane operator, a signalman shall be posted in clear view of the receiving area and the crane operator. 3.2.10 A standard code of hand signals shall be adopted in controlling the movements of the crane and both the driver and the signaller shall be thoroughly familiar with the signals. 3.2.10.1 The driver of the crane shall respond to signals only from the appointed signaller but shall obey stop signal at any time no matter who gives it. 3.2911 If a travelling gantry crane is operating over casting beds, a warning signal which sounds automatically during travel should be provided to avoid accidents to workmen crossing or standing in the path of the moving loads. 53.3 T&k8 3.3.1 II&n trucksa re being used on ,tbe site, traffic problems shall be taken care of. A reasonably smooth traflic surface shall be provided. If practicable, a loop road shall he provided to permit continuous operation of vehicles and to eliminate their backing. If a continuous loop is not possible, a turnout shall be provided. Backing operations shall‘ be con- trolled by a signalman positioned so as to have a clear view of the area behind the truck and to be clearly visible to the truck driver. Movement of workmen and plant shall be routed to avoid crossing, as much as possible, the truck lanes. 4. FORMWORK 4.1 Formwork shall be designed after taking into consideration spans, setting temperature of concrete, dead load and working load to be supported and safety factor for the materials used for formwork. 4.2 All timber formwork shall be carefully inspected before use and members having cracks and excessive knots shall be discarded. 4.3 As timber centering usually takes an initial set when vertical load is applied, the design of this centering shall make allowance for this factor. 4.4 The vertical supports shall be adequately braced or otherwise secured in position so that these do not fall when the load gets released or the supports are accidentally hit. 4.5 Tubular steel centering shall be used in accordance with the manu- facturer’s instructions. When tubular steel and timber centering is to be used in combination, necessary precautions shall be taken to avoid any unequal settlement under load. 4.6 A thorough inspection of tubular steel centering is necessary before its erection and members showing evidence of excessive rusting, kinks, dents or damaged welds shall be discarded. Buckled or broken members shall be replaced. Care shall also be taken that locking devices are in good working order and that coupling pins are effectively aligned to frames, 4.7 Afta assembling the basic unit, adjustment screws shall be set to their approximate final adjustment and the unit shall be level and plumb so that when additional frames are installed the tower shall be in level and plumb. The centering frames shall be tied together with sufficient braces to make a rigid and solid unit. It shall be ensured that struts and diagonal braces are in proper position and are secured so that frames develop full load carrying capacity. As erection progresses, all connecting devices shall be in place and shall be fastened for full stability of joints and units. 64.9 In case of i;mber posts, vertical joiirts shall be properly designed. The connections shall normally be with bolts and nuts. Use of rusted or spoiled threaded bolts and nuts shall bc avoided. 4.9 Unless the timber centering is supported by a manufacturer’s certificate about the loads it can stand, centering shall be designed by a competent engineer. 4.10 Centering layout shall be made by a qualified engineer and shall be strictly followed. The bearing capacity of the soil shall be kept in view for every centering job. The effect of weather conditions shall also be taken into consideration as dry clay may become very plastic after a rainfall and show marked decrease in its bearing capacity. 4.11 Sills under the supports shall be set on firm soil or other suitable material in a p.attern which assures adequate stability for all props. Care shall be taken not to disturb the soil under the supports. Adequate drainage shall be provided to drain away water coming due to rains, washing of forms or during the curing of the concrete to avoid softening of the supporting soil strata. 4.12 All centering shall be finally inspected to ensure that: a) footings or sills under every post of the centering are sound. b) all lower adjustment screws or wedges are snug against the legs of the panels. c) all upper adjustment screws or heads of jacks are in full contact with the formwork. d) panels are plumb in both directions. e) all cross braces are in place and locking devices are in closed and secure position. f) in case of CHHAJAS and balconies, the props shall be adequate to transfer the load to the supporting point. 4.13 During pouring of the concrete, the centering shall be constantly inspected and strengthened, if required, wedges below the vertical supports tightened and adjustment screws properly adjusted as necessary. Adequate yzp af centering shall be ensured from moving vehicles or swinging . 4.14 Forms shall not be removed earlier than as laid down in the specifica- tions and until it is certain that the concrete has developed sufficient strength to support itself and all loads that will be imposed on it. Only workmen actually engaged in removing the formwork shall be allowed in the area during these operations. Those engaged in removing the form- work shall wear helmets, gloves and heavy soled shoes and approved safety belts if adequate footing is not provided above 2 m level. While cutting 7any tying wires in tension, care shall be taken to prevent back lash which might hit the body. 4.14.1 The particular order in which the supports are to be dismantled should be followed according to the instructions of the site engineer. 5. RAMPS AND GANGWAYS 5.1 Ramps and gangways shall be of- adequate strength and evenly supported. They shall have railings on the open side(s), high enough to protect workmen and shall either have a sufficiently flat slope or shall have cleats Iixcd to the surface to obviate slipping of workmen. Ramps and gangways shall be kept free from grease_, mud, snow or other slipping hazards or other obstructions leading to stroking and accidental fall of the labourer. 5.1.1 Ramps and gangways meant for transporting materials shall have even slu-face and be of sufficient width and provided with skirt boards on open sides. 6. PRESTRESSED CONCRETE 6.1 In pre-stressing operations, operating maintenance and replacement instructions of the supplier of the equipment shall be strictly adhered to. 6.2 AI1 tools and pre-stressing wires shall be kept clean and in good condition. 6.3 Extreme caution shall be exercised in all operations invoh+ig the use of stressing equipment as wires/strands under high tensile stresses become a lethal weapon. 6.4 Dryring the jacking operation of any tensioning element(s)’ the anchor shall Se kegt turned up close to the anchor plate, wherever -possible, to avoid serious damage if a hydraulic line fails. 6.5 Pul!ing-headers, bolts and hydraulic jacks/rams shall be inspected for siqns of deformation and failure of threads on bolts and nuts should be frequently inspected for diminishing cross section. The pumping and fittings shall be checked periodically. Choked units shall he carefully cleaned. 6.6 Care shall be taken that no one stands in line with the tensioning elements and jacking equipment during the tensioning operations and that no one is directly over the jacking equipment when deflecting is being done. Signs and barriers shall be provided to prevent workmen from working behind the jacks when the stressing operation is in progress. 6.7 Necessary shields should be put up immediate& behind the prestress- ing jacks during stressing operations.I8t8989~1978 6.8 Wedges and temporary anchoring devices should be inspected. before use. 6.9 The prestressing jacks shall be periodically examined for wear and tear. 7. ERECTION OF PREFABRICATED MEMBER8 9.1 A spreader beam shall be used wherever possible so that the cable can be as perpendicular to the members being lifted as practical. The angle between the cable and the member to be lifted shall not be less than 60’; except that where the engineer-in-charge first satisfies himself, by actual calculations, that having a flatted angle between the cable and member shall not produce excessive stresses in the member being lifted or in the cable, such flatted angle, up to 30’ minimum, may be allowed. 7.2 No one shall be allowed under the members while these are being lifted, transported or erected. 7.3 The lifting wires shall have been tested for double the load to be handled at least once in six months. The guy line shall he of adequate strength to perform their function of controlling the movement of members being lifted, 7.4 Temporary scaffolding of adequate strength shall be used to support precast and members at predetermined supporting points while lifting and placing them in position and connecting them to other members. 7.5 After erection of the member, it shall be guyed and braced to prevent it from being tipped or dislodged by accidental impact when setting the next member. 7.6 Precast’concrete units shall be haLIdled at specific picking points and with specific devices designated by the designer. Girders and beams shall be braced during transportation and handled in such a way as to keep the members upright. 7.7 Method of assembly and erection, specified by the designer, shall be strictly adhered to at site. Immediately on erecting any unit in position, temporary connections or supports as specified shall be provided before releasing the lifting equipment. The permanent structural connections shall be established at the earliest opportunity. 8. HEATED CONCRETE 8.1 When heaters are being used to heat aggregates and other materials and to maintain proper curing temperatures, the heaters shall be frequently checked for functioning and precautions shall be taken to avoid hazards against using coal, liquid, gas or any other fuel, 99. STRUCTURAL CONNECTIONS 9.1 When reliance is placed on bond between precast and in situ concrete the contact surface of the precast units shall be suitably prepared in accordance with the specifications. 9.2 The packing of joints shall be carried out in accordance with the assembly instructions. 9.3 Levelling devices such as wedges, nuts, etc, which have no load bearing function in the completed structure shall be released or removed as necessary prior to integrating the joints. 9.4 If at any stage of preparation of the joints welding work is involved the precautions inherent in the welding work shall be observed. If it becomes necessary to use electric power for in du work the same should be stepped down to a safe level as far as possible. 10.G ENERAL 10.1 Scaffolding shall be erected wherever it is necessary to enable work- men to work safely [ SCI IS : 3696 ( Part I )- 1966.1. 10.2 Workmen working in any position where there is a falling hazard shall wear safety belts or other adequate protection shall be provided. 10.3 All workmen shall be cautioned to stand clear of moving vehicles an4 swinging cranes and a load being raised or lowered. Safety code for rcrffoldr and ladden: Part I Scaffoldr. 10BUREAU OF INDIAN STANDARDS Headquarters: Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002 Telephones: 323 0131,323 8375,323 9402 Fax : 91 11 3234062,91 11 3239399 Telegrams : Manaksanstha (Common to all Offices) Central Laboratory : Telephone Plot No. 20/9, Site IV, Sahibabad Industrial Area, Sahibabad 201010 0-77 00 32 Regional Offices: Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002 323 76 17 Eastern : l/14 CIT.Scheme VII M, V.I.P. Road, Maniktola, CALCUlTA 700054 337 86 62 Northern : SC0 335-336, Sector 34-A, CHANDIGARH 160022 60 38 43 Southern : C.I.T. Campus, IV Cross Road, MADRAS 600113 235 23 15 twestern : Manakalaya, E9, Behind Marol Telephone Exchange, Andheri (East), 832 92 95 MUMBAI 400093 Branch Offices:: ‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur, AHMEDABAD 380001 550 13 48 SPeenya Industrial Area, 1st Stage, Bangalore-Tumkur Road, 639 49 55 BANGALORE 560050 Gangotri Complex, 5th Floor, Bhadbhada Road, T.T. Nagar, BHOPAL 462003 554021 Plot No. 6263, Unit VI, Ganga Nagar, BHUBANESHWAR 751001 40 36 27 Kalaikathir Buildings, 670 Avinashi Road, COIMBATORE 641037 21 01 41 Plot No. 43, Sector 16 A, Mathura Road, FARIDABAD 121001 0-26 88 01 Saviki Complex, 116 G.T. Road, GHAZIABAD 201001 8-71 1996 5315 Ward No.29, R.G. Barua Road, 5th By-lane, GUWAHATI 781003 541137 5-8-56C, L.N. Gupta Marg, Nampally Station Road, HYDERABAD 500001 201083 E-52, Chitaranjan Marg, C-Scheme, JAIPUR 302001 37 29 25 117/418 B, Sarvodaya Nagar, KANPUR 208005 21 68 76 Seth Bhawan, 2nd Floor, Behind Leela Cinema, Naval Kishore Road, 238923 LUCKNOW 226001 Patliputa Industrial Estate, PATNA 800013 26 23 05 T.C. No:l4/1421, University P. 0. Palayam, THIRUVANANTHAPURAM 695034 621 17 inspection Offices (With Sale Point) : Pushpanjali, 1st Floor, 205-A, West High Court Road, Shankar Nagar Square, 52 51 71 NAGPUR 440010 Institution of Engineers (India) Building 1332 Shivaji Nagar, PUNE 411005 32 36 35 Sales Office is at 5 Chowringhee Approach, P.O. Princep Street, 271085 CALCUTTA 700072 tSales Office is at Novelty Chambers, Grant Road, MUMBAI 400007 309 65 28 *Sales Office is at ‘F’ Block, Unity Building, Narashimaraja Square, 222 39 71 BANGALORE 560002 Printed at Simco Printing Press, Delhi, India
13826_7.pdf	IS 13826 (Part 7) : 1993 (Reaffirmed1998) Edition1.1 (1999-08) Indian Standard BITUMEN BASED FELT — METHODS OF TEST PART 7 DETERMINATION OF BINDER CONTENT (Incorporating Amendment No. 1) UDC 691.165 : 543.8 © BIS 2003 B U R E A U O F I N D I A N S T A N D A R D S MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG NEW DELHI 110002 Price Group 2Water-Proofing and Damp-Proofing Sectional Committee, CED 41 FOREWORD This Indian Standard (Part 7) was adopted by the Bureau of Indian Standards, after the draft finalized by the Water-Proofing and Damp-Proofing Sectional Committee had been approved by the Civil Engineering Division Council. Bitumen felts may be of different types depending upon the raw material used and their construction. IS 1322 : 1993 ‘Specification for bitumen felts for water-proofing and damp-proofing (fourth revision)’ and IS 7193 : I993 ‘Specification for glass fibre base coal tar pitch and bitumen felts (first revision)’, cover bitumen felts of hessian based and glass fibre base respectively. The above standards require, amongst other requirements, detailed testing of each of these products. Various methods of test relating to each product for determination of physical properties have been included in the separate standards. All types of felts have to satisfy some common essential physical requirements for which methods of tests are same. A series of standards covering methods of test have therefore been formulated to cover the determination of various physical requirements of bitumen felt. This standard covers determination of binder content. Other parts of this standard are as follows: Part 1 Breaking strength test Part 2 Pliability test Part 3 Storage sticking test Part 4 Pressure head test Part 5 Heat resistance test Part 6 Water absorption test The Composition of the technical committee responsible for the formulation of this standard is given in Annex A. This edition 1.1 incorporates Amendment No. 1 (August1999). Side bar indicates modification of the text as the result of incorporation of the amendment. For the purpose of deciding whether a particular requirement of this standard is complied with, the final value, observed or calculated, expressing the result of a test, shall be rounded off in accordance with IS 2 : 1960 ‘Rules for rounding off numerical values (revised)’. The number of significant places retained in the rounded off value should be the same as that of the specified value in this standard.IS 13826 (Part 7) : 1993 Indian Standard BITUMEN BASED FELT — METHODS OF TEST PART 7 DETERMINATION OF BINDER CONTENT 1 SCOPE 4 APPARATUS This standard (Part 7) covers method for the 4.1The apparatus (see Fig. 1) shall consist of determination of binder content in bitumen normal Soxhlet capable of holding extraction felts by Soxhlet apparatus. thimble and flask of 500 ml capacity with ground glass joint to fit the Soxhlet. 2 REFERENCES 4.2A suitable electric mentle heater with The Indian Standards listed below are regulator or a gas ring. necessary adjuncts to this standard: 4.3Extraction thimble made of single layer IS No. Title filter paper (which shall not allow any filler 245 : 1988 Trichloroethylene technical material to pass through) of dimension (third revision) generally of 25 mm dia and 80-100 mm long and properly shaped. 1840 : 1961 Benzene, reagent grade 4911 : 1986 Glossary of terms relating to 4.4 Solvent bituminous water-proofing and 4.4.1The solvent shall be benzene (see IS 1840 damp-proofing of buildings : 1961) or trichloroethylene (see IS 245 : 1988). 3 TERMINOLOGY 4.4.2 Size of Sample For the purpose of this standard, the One test piece of 15 cm × 10 cm of the bitumen definitions given in IS 4911 : 1986 shall apply. felt shall be taken for the test. FIG. 1 TYPICAL SOXHLET APPARATUS 1IS 13826 (Part 7) : 1993 4.5 Procedure formula: 4.5.1The thimble shall be dried at 100°C to M –M B = ------1---------------2--×100 110°C, then cooled in a desiccator and weighed. M 1 The bitumen felt sample shall be weighed nearest to 0.1 g and is folded and put in the where thimble. The sample of the felt shall be cut into M =weight of the sample in g, and pieces, if necessary, to be accommodated in the 1 thimble. M =weight of the recovered hessian bass 2 with filler in g. 4.5.2About 400 ml of the solvent shall be taken into the properly cleaned and dried flask and In order to correct for any fine material present the soxhlet shall be fitted over the flask. Care in the solution at the end of the test, the solvent should be taken that the ground glass fittings shall be distilled off, the residue cooled down are perfect and there is no leakage. and weighed and a representative portion of it (between 2 and 3 g) treated with the solvent 4.5.3After fixing the reflex condensor, heat and filtered through a sintered silica filtering shall be applied at the bottom of the flask crucible or filter paper. slowly. The heating should be adjusted to ensure a steady reflux of 60-70 drops per 4.6.2In the case of materials containing high minute falling from the end of the condensor on filler content the whole of the solution at the the middle of the extraction thimble. It is to be end of the test should be filtered or centrifu- observed that at least three cycles of siphoning galled. The binder content B shall be calculated of solvent is taken place in 10 minutes. on the dry sample by the following formula: 4.5.4Refluxing shall be continued until extrac- B = M ------1--- --( --M ------2----– -----M ------3---) -× 100 percent by mass tion is completed. This may be understood M 1 when the solvent siphoned to the flask is clear. where 4.5.5The thimble with extracted hessian and M =mass of sample in g; filter shall be taken out and dried to constant 1 weight at 100°C-110°C. M 2=mass of recovered hessian base in g; and 4.6 Calculation M =mass of filler, if any, reclaimed from the 3 4.6.1The binder content B shall be calculated extracted bitumen solution either by on the dry sample by means of the following centrifuging or by decantation after settlement. 2IS 13826 (Part 7) : 1993 ANNEX A (Foreword) COMMITTEE COMPOSITION Water-Proofing and Damp-Proofing Sectional Committee, CED 41 Chairman PROF M. S. SHETTY No. 4, Sapan Baug, Near Empress Garden, Pune 411001 Members Representing CAPT ASHOK SHASTRY Osnar Chemical Pvt Ltd, Bombay SHRI S. K. BANERJEE (Alternate) SHRI T. CHAUDHURY National Test House (ER), Calcutta SHRI B. MANDAL (Alternate) DIRECTOR (DESIGN) National Building Organization, New Delhi SHRI D. C. GOEL Central Road Research Institute, New Delhi SHRI A. K. GUPTA Engineers India Ltd, New Delhi SHRI D. MOUDGIL (Alternate) SHRI A. K. GUPTA Metro Railway, Calcutta SHRI K. RAJGOPALAN (Alternate) SHRI M. B. JAYAWANT Synthetic Asphalts, Bombay SHRI MOIZ S. KAGDI Polyseal India Engineering Centre, Bombay SHRI SUREN M. THAKKER (Alternate) SHRI M. K. KANCHAN Central Public Works Department, CDO SHRI K. D. NARULA (Alternate) BRIG V. K. KANITKAR Engineer-in-Chief’s Branch, Army Headquarters, New Delhi SHRI C. S. S. RAO (Alternate) SHRI M. H. KHATRI Overseas Water-Proofing Corporation Ltd, Bombay SHRI A. BOSE (Alternate) SHRI Y. P. KAPOOR Fosroc India Ltd, Bangalore SHRI V. NATARAJAN (Alternate) SHRI H. C. MATAI Building Materials & Technology Promotion Council, New Delhi SHRI M. M. MATHAI Cempire Corporation, Madras SHRI R. D. NAYAK Bharat Petroleum Corporation Ltd, Bombay SHRI P. C. SRIVASTAVA (Alternate) COL D. V. PADSALGIKAR (RETD) B. G. Shirke & Co, Pune SHRI R. P. PUNJ Lloyd Bitumen Products Pvt Ltd, Calcutta SHRI A. K. SEN (Alternate) SHRI RAVI WIG MES Builders Association of India, New Delhi SHRI K. K. MADHOK (Alternate) SHRI T. K. ROY STP Ltd, Calcutta SHRI B. B. BANERJEE (Alternate) SHRI SAMIR SURLAKER MC-Bauchemic (India) Ltd, Bombay SHRI JAYANT DEOGAONKAR (Alternate) SHRI R. SARABESWAR Integrated Water-Proofing Ltd, Madras SR DEPUTY CHIEF ENGINEER Public Works Department, Government of Tamil Nadu SUPTDG ENGINEER (MADRAS CIRCLE) (Alternate) SHRI A. SHARIFF FGP Ltd, Bombay SHRI D. KUSHWAHA (Alternate) SHRI J. S. SHARMA Central Building Research Institute, (CSIR), Roorkee SHRI R. S. RAWAT (Alternate) SHRI SRAMAL SENGUPTA Projects and Development India Ltd, Dhanbad SHRI U. R. P. SINHA (Alternate) SHRI Y. R. TANEJA, Director General, BIS (Ex-officio member) Director Incharge (Civ Engg) Secretary SHRI J. K. PRASAD Joint Director (Civil Engg), BIS 3Standard Mark The use of the Standard Mark is governed by the provisions of the Bureau of Indian Standards Act, 1986 and the Rules and Regulations made thereunder. The Standard Mark on products covered by an Indian Standard conveys the assurance that they have been produced to comply with the requirements of that standard under a well defined system of inspection, testing and quality control which is devised and supervised by BIS and operated by the producer. Standard marked products are also continuously checked by BIS for conformity to that standard as a further safeguard. Details of conditions under which a licence for the use of the Standard Mark may be granted to manufacturers or producers may be obtained from the Bureau of Indian Standards.Bureau of Indian Standards BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote harmonious development of the activities of standardization, marking and quality certification of goods and attending to connected matters in the country. Copyright BIS has the copyright of all its publications. No part of these publications may be reproduced in any form without the prior permission in writing of BIS. This does not preclude the free use, in the course of implementing the standard, of necessary details, such as symbols and sizes, type or grade designations. Enquiries relating to copyright be addressed to the Director (Publications), BIS. Review of Indian Standards Amendments are issued to standards as the need arises on the basis of comments. Standards are also reviewed periodically; a standard along with amendments is reaffirmed when such review indicates that no changes are needed; if the review indicates that changes are needed, it is taken up for revision. Users of Indian Standards should ascertain that they are in possession of the latest amendments or edition by referring to the latest issue of ‘BIS Catalogue’ and ‘Standards:Monthly Additions’. This Indian Standard has been developed from Doc:No. CED 41 (5193) Amendments Issued Since Publication Amend No. Date of Issue Amd. No. 1 August 1999 BUREAU OF INDIAN STANDARDS Headquarters: Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002. Telegrams:Manaksanstha Telephones:323 01 31, 323 33 75, 323 94 02 (Common to all offices) Regional Offices: Telephone Central :Manak Bhavan, 9 Bahadur Shah Zafar Marg  323 76 17  NEW DELHI 110002  323 38 41 Eastern : 1/14 C. I. T. Scheme VII M, V. I. P. Road, Kankurgachi  3378499, 33785 61  KOLKATA700054  3378626, 3379120 Northern : SCO 335-336, Sector 34-A, CHANDIGARH 160022 603843  602025 Southern : C. I. T. Campus, IV Cross Road, CHENNAI 600113  2350216, 2350442   2351519, 2352315 Western :Manakalaya, E9 MIDC, Marol, Andheri (East)  8329295, 8327858  MUMBAI 400093  8327891, 8327892 Branches : AHMEDABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE. FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR. LUCKNOW. NAGPUR. NALAGARH. PATNA. PUNE. RAJKOT. THIRUVANANTHAPURAM. VISHAKHAPATNAM.
3548.pdf	I ic IS:3548 - 1988 Indian Standard CODE OF PRACTICE FOR GLAZING IN BUILDINGS ( First Revision ) UDC 698.3 : 006.76 I-- I : ‘._’ . - --\ 1’ 1 \ .,’ @ Copy-t@ 1989 BUREAU OF INDIAN STANDARDS MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG NEW DELHI 110002 Gr 4 A4uy 1989IS 13548 - 1988 Indian Standard CODEOFPRACTICEFOR GLAZINGINBUILDINGS ( First Revision) 0. FOR EWOKD 0.1 This Indian Standard ( First Revision) was country and also the exposure conditions which adopted by the Bureau of Indian Standards on the construction will have to stand. 19 September 1988, after the draft finalized by 0.3 This standard was first published in 1966. the Building Construction Practices Sectional The present revision has been taken up with a Committee had been approved by the Civil Engi- view to updating its contents in line with the neering Division Council. current practices. The important changes include addition of louvered glazing and new items like 0.2 Glazing is an important item in building safety, wired and figured glasses, and polysulphide construction and glass has to be selected to cater based sealants. to several requirements. The fixing of glass is also a specialized operation and, if not satisfac- 0.4 For the purpose of deciding whether a parti- torily done, will lead to the hazards of broken cular requirement of this standard is complied glass. With the wide adoption of glazed windows with, the final value, observed or calculated, in industrial structures and also in multi-storeyed expressing the result of a test or analysis, shall be buildmgs, the importance of glazing and the need rounded off in accordance with IS : 2-1960. The for proper workmanship has considerably increas- number of significant places retained in the ed. This code is intended to provide guidance in rounded off value should be the same as that of the selection of glazing for building construction the specified value in this standard. and also fixing operations, taking into account the types of sheet glass that are available in this Rules for roundingo ff numerical values ( recised ). 1. SCOPE 2.1.4 Bead or Glazing Bead - A strip of wood, metal or other suitable material attached to the 1.1 This standard covers glazing work in build- rebate to retain the glass. ings including techniques used in glazing. 1.2 This standard does not cover fixing of glass- 2.1.5 Bedding Putty - The compound placed lens lights in walls or roofs, glazing in curtain in the rebate of the opening into which the glass is bedded. walls, or fixing of glass facings. I.3 This standard does not cover puttyless or 2.1;6 Block - A small piece of wood, lead or patent glazing. other suitable material used between the edge of the glass ( generally the bottom edge only ) to 2. TERMINOLOGY centralize the glass in the frame ( frequently call- 2.1 For the purpose of this standard, the following ed a setting block ). definitions shall apply, 2.1.7 Clearances - Edge clearance and back 2.1.1 Anchor - A strip of metal bent to an ‘L’ clearance are as shown in Fig, 1A. shape. The longer leg has countersunk holes for screws to fix the anchor to the background, and 2.1.8 Distance Piece - A small piece of wood, lead or other suitable material used to locate the the shorter leg supports the glass without protrud- glass between the bead and the back of the ing beyond the face. rebate, and prevent lateral movement. 2.1.2 Back Clearance - See Clearances and Fig, 1A. 2.1.9 Expansion Tape - See Insulating Strip. 2.1.3 Back Putty - The portion of putty re- 2.1.10 Fixirlg Compound - A material used in maining between the glass and the depth of the fixing glass, applied by hand, knife or trowel, or rebate after the glass has been pushed into posi- as a pre-formed strip and capable of adhering to tion ( see Fig. 18). a wide variety of surfaces. 1--- IS: 3548 - 1988 2.1.13.2 Extcmal glazing - Glazing, either /POSITION OF GLASS side of which is exposed outside the building ( contrast with outside glazing ). 2.1.13.3 Louvered glazing ( horizontal ) - A glazing with strips of glasses placed angular and SIGljT SIZE one above the other at a distance sloping outside. 2.1.13.4 Louvered glazing ( vertical ) - A glazing with strips of glasses spaced vertically side by side at an angle. 2.1.13.5 Multiple glazing - A form of glaz- ing based on the same principle as double glazing, CLEARsINCE but incorporating three or more panes of .glass. IA Glazing Rebate 2.1~14 Glazing Compound - A material used in glazing, applied by hand, gun, knife or trowel, to provide a bedding for the glass and weather-tight GLAS-, c joint between glass and surround. 2.1.15 Inside Glazing - External glazing in FRONT which the glass is inserted from inside the build- PUTTY ing. 2.1.16 Outside Glazing - External glazing in which the glass is inserted from outs!de the build- PUTTY ing. i BEDDING PUTTY 2.1.16.1 Outside face - Keeping of the rough surface of textured or other glass outside while 16 Glazing with Compound IC Glazing into Groove fixing the glass. FIG. 1 TYPICAL ILLUSTRATIONS SHOWING 2.1.17 Internal Glazing - Glazing, neither side GLAZING DETAILS of which is exposed outside the building (contrast with inside glazing ). 2.1.11 Frame - See Surround. 2.1.18 Insulating Strip - A strip of resilient material used to insulate the edge of the glass 2.1.12 Front Put0 - The compound forming against rigid contact with non-resilient material a triangular fillet between the surface of the glass ( sometimes called expansion tape ) . and the front edge of the rebate. 2.1.19 Pane - A piece of glass cut to size and 2.1.13 Glazing - The securing of glass in pre- shape ready for glazing ( often called a square ). pared openings, such as windows, door panels, screens and partitions. 2.1.19.1 Louvered pane - A strip glass cut to the size of louver with smoothened edges ready 2.1.13.1 Double glazing - A form of glazing for fixing. which incorporates, instead of a single pane of glass, two panes sepsrated by substantially sta- 2.1.20 Peg - A small metal component used tionary air, for the purpose of sound or thermal in glazing to hold the glass in a metal frame insulation or both. It may consist of: ( sometimes called spring ). a> two separate window frames, each single- 2.1.21 Pointing Compound - A plastic non- glazed fixed in the same wall opening; setting compound having a workable consistency b) one window frame carrying two sashes so that it may be handled and filled into joints coupled together, each separately glazed; readily. c) one window frame carrying two separate 2.1.22 Rebate - The part of a surround; the glasses, usually glazed on site; cross-section of which forms an angle into which 4 one window frame single-glazed, with a the edge of the glass is received. second glass attached by clips or other 2.1.23 Saddle Bar - A metal stiffening bar , means; and across the face of the glass and secured to the e) one window frame carrying a factory-made surround, to which a leaded light is tied. hermetically-sealed double glazing unit. 2.1.24 Sash - See Surround. NOTE - Patent glazing systems dwigned for dzuble glazing are covered in IS : 10439-1983. 2.1.25 Sealer -A liquid compound of brushing consistency applied to a surface to prevent the Code of practice for patent glazing. absorption of soils from the glazing or fixing 2IS:3548 -1988 compounds, or to prevent attack by alkalis on e) In all cases where patterned glass, decorat- these oils. ed glass, leaded lights or copper lights are required to align, this should be specified 2.1.26 Setting Block - See Block. and a dimensional sketch provided, if 2.1.27 Sizes necessary; a) Daylight size . . . ( sight size ) f 1 In cases where wired glass is required to b) Full size .__ ( tight size ) align one way between adjacent panes within the limits of manufacture, this c) Glass size . . . ( glazing size ) should be specified; and 2.1.27.1 Sight size ( daylight size ) - The g) When ordering bent glass, the following actual size of the opening which admits light additional items should be provided: ( see Fig. IA ). 1) Ben.! one way only to curve or series of curves 2.1.27.2 Tight site (full size, rebate size ) - - A rigid template cut to the exact The actual size of the rebate opening ( see Fig. curve and marked to indicate whether 1A ) ( contrast with glazing size ). it represents the concave ( hollow ) or 2.1.27.3 Glazing size ( glass size ) - The convex ( round ) side of the glass; actual size of a piece of glass cut for glazing 2) Bent one way of the pane only, the curve ( see Fig. 1A ). being arc of a circle - A drawing show- 2.1.28 Spring - A small headless nail or trian- ing straight edge, girth and radius of gular piece of metal used, in addition to putty, curve may be acceptable to the vendor for securing panes of glass in surrounds ( see also in place of a template, provided it is marked to indicate whether it represents Peg )* the concave ( hollow ) or the convex 2.1.29 Spring Clip - A small metal component ( round ) side of the glass; and used, in addition to putty, for securing panes of glass in metal frames. 3) Bent both ways of the pane, whether the curves are simple curves or not - A rigid 2.1.30 Square - See Pane. body mould shaped to the exact contour 2.1.31 Surround - Any frame, sash, casement of the pane and marked to indicate or other building component into which glass is which side of the glass it represents. glazed. 4. MATERIALS 3. NECESSARY INFORMATION 3.1 The following necessary information for et%- 4.1 Glass used for glazing in buildings should ent planning and distribution of the work shall be conform to following Indian Standards: furnished by the general building contractor: a) Sheet glass - IS : 2835-1977* a) Type of glass to be used with details, such b) Safety glass - IS : 2553-19717 as colour, pattern and ornamentation; and c) Wired and figured - IS : 5437-1969x b) Details of the techniques to be employed glass in the work and other materials to be used. 4.2 Glazing compound for glazing should conform to following Indian Standards: 3.2 The following information shall be given to the supplier when glass is ordered: a) Putty - IS : 419-19678 a) Type, quality thickness and substance of b) Polysulphide based - IS : 11433 glass; sealants ( Part 1 )-198511 b) In specifying sizes, the first dimension given IS : 12118 should be the height. Mode of measure- (Part l )-19877 ments taken, that is, tight size, glass pane, NOTE1 - Compounds for Glaring in Concrete, Stone, size, etc, shall be mentioned. In case of Brick or Asbestos cement - These types of compound nor- extra allowance required for coloured glass, mally need to be sealed to prevent absorption of oil tight size with allowance required shall be from the glazing compound, unless the compound has indicated; been specially formulated; resistance to alkali is gene- rally important. A non-setting compound may be used, c) In specifying sizes of preparing templates provided it is painted. for shaped glasses, the face side should be specified; Flat transparent sheet glass ( second revision ). tSafety glass ( second revision ). d) In specifying sizes for bevelled plates, $Wired and figured glass. decorated plates, factorymade double glaz- §Putty for use on window frames (Jr&t ravisiGn ). ing units, leaded lights, copper lights or l/Specification for one part gun-grade polysulphide- based joint sealants: Part 1 General requirements. louvre ventilators, both tight and sight BSpecification for two parts polysulphide based sealant: sizes should be given; Part I General requirements. 3IS:3548 -1988 NOTE 2 - Non-setting Compounds - These are needed fact shall be found; correction for relevant for use with colour and heat-absorbing glasses which height of the building and also for shield- will become hot in sunshine and which are, therefore, effect of obstructions sorrounding the liable to expand and contract much more than ordi- nary glass. The fact that non-setting compounds are buildings should be made in accordance easily finger marked make it undesirable to use them with the principles laid down in IS : 875- without beads, except in relatively inaccessible situa- 1961. tions. If, in order to prolong its life, or for other reasons, the compound is required to take paint, refe- cl The glass factor for the particular use rence should be made to the manufacturer of the should be found by dividing the area of the compound. glass pane expressed in ma by the peri- 5. DESIGN meter in running metres. For rectangular area, for instance, this 5.1 Selection of Thickness of Glass-For AXB vertical windows secured on four edges, the would be , where A and B minimum thickness of glass shall be found &S 2(A+B) follows: are the dimensions of the sides in metres. 4 The minimum thickness of glass corres- 4 The maximum wind load average over a ponding to various wind loads shall be one-minute period or preferably 3-second found from Fig. 2, knowing the design period should be ascertained ( see Note ). pressure and glass factor. b) Allowance should be made for both inward and outward pressure and the maximum Code of practice for structural safety of buildings: pressure as a result of combination of this Loading standards ( revised ). LEtdGTH OF SHORTER SlOE(mm) !OOO 50@ 1000 1500 2000 2500 3000 750 3500° 250 750 500 250 PLATE SHEET WiND THICKNESS PRESSURE (mm) ( N/m21 Weight of glass in kg/m* approximately equal to 2.6 times the thickness in millimetres. Nomogram for determining thickness ofwindow panes for various wind pressures. ( Modulus of rupture of sheet glass taken as 38 N/mm* and of plate glass as 19 N/mm2 after making allowance for variability of strength )_ FIG. 2 NOMOSRAM FOR DETERMINING THICKNESS OF GLASS PLATE AND SHEET FOR WINDOW PANES 413 : 3548 - 1988 NOTE - Wind load data collected over a long insulation, it should be remembered that frame period will be available from the Meteorological members of high thermal conductivity may Department and from this the maximum wind provide direct paths for heat leakage between the velocity and pressure corresponding to specific duration may be found. Unless very severe condi- inside and outside air and thus appreciably impair tions of exposure warrant special considerations for the insulating value of the installation as a whole. design, the wind pressure data recommended in The values of different light transmittence and IS : 875-1964* ( which correspond to measure- heat/light ratio is given in Table 1. ment taken over a period of about 5 minutes ) may be used in normal circumstances. 5.2 Durability - Though, under ordinary con- dition, glass has excellent durability, all glasses TABLE 1 DIFFUSE LIGHT TRANSMITTANCE AND are subject to deterioration by action of water HEAT/LIGHT RATIO OF GLAZING MATERIALS and prolonged attack by alkaline solutions may damage glass. If glass is allowed to remain dirty for a long period, the dirt film will tend to hold MATERRIAL THICKNESS DIFFUSE mm LIQET TRANS- IIz3:; water and in this way, a process of surface attack MITTANt:E RATIO may begin, Clear glass 3’0 0’85 0’86 5.3 Fire Resistance - In regard to fire resist- Double glazing 3’0 each 0’72 0.74* ance requirements for glazing, reference may be ( clear glass ) made to IS : 1642-1960-t. Heat absorbing 3.2-3.5 0’62 0’24 5.4 Thermal Expansion and Contraction - glass For heat absorbing glass and clear glass with Figured glass 3.2 0’78 0.83 painted surface especially where the colour is black and when ordinary glass is used under dark Wire-cast glass 6’0 0’67 0’71 background, the following special protections are necessary to provide for thermal expansion and Double glazing reduces heat/light ratio. Further, the heat insulation of double glazing also improves due to air contraction, and temperature of the glass may be gap causing reduction of the overall heat transmission liable to large variations on exposure to sunshine: coefficient. 4 Where the longer dimension is less than 750 mm, a glazing allowance of not less than 3 mm shall be given. Where the 5.6 Sound Insulation - For sound insulation, longer dimensions exceeds 750 mm, not reference may be made to IS : 1950-1962. For less than 5 mm clearance all round shall be effective sound insulation, spacing of the order of given; 100 mm and above be adopted in case of double b) The minimum cover necessary for safe or multiple glazing. Thicker glass also provides glazing, except where toughened glass is insulation. Further improvements may be effected used, shall not exceed 10 mm as otherwise by lining the surrounds between the glasses with there is risk of cracking owing to the a sound absorbing material. shielded edge remaining colder than the exposed area; and 5.7 Rebates and Grooves - These should be c) Glazing compound should be non-setting rigid and true. Rebates for normal glazing shall compound and all absorbent rebates and be at least 8 mm deep, for small panes rebate may grooves should be treated with a sealer and be 6 mm deep. For large windows, such as shop not merely primed. windows, the frame rebates at the tops and sides 5.5 Light Transmission and Heat Insula- should be at least 10 mm and at the bottom tion - For improved heat and sound insulation, 12 mm. Rebates for double or multiple giazed double or multiple glazing may be used. The heat sealed units shall be 16 mm deep generally, unless insulation depends upon spacing and scarcely at otherwise advised by the manufacturers of the all on the thickness of the glass used. For vertical particular units. Rebates for flat glass without glazing, the insulating value increases up to a beads should be wide enough to accommodate the .spacing of about 10 mm, beyond which there is back putty, the glass and the front putty stripped little further change. However, the spacing of as at an angle. A wider rebate is needed for bent little as 3 mm will provide an insulating value of glass than for flat glass. For glazing with beads, 50 percent of this maximum. For inclined or rebates should be wide enough to accommodate horizontal glazing, there may be some advantages glass and beads and to allow a minimum clea- in using a spacing greater than 20 mm where this rance of 1.5 mm at both the back and front of the is practicable. However, while designing for heat glass. Rebate and grooves shall be clean and unobstructed before glazing. Code of practice for structural safety of buildings: Loading standards ( revised ). TCode of practice for fire safety of buildings ( general ): Code of practice for sound insulation of non-industrial Materials and details of construction. buildmgs.IS : 3548 - 1988 6. GLAZING 6.5 Glazing with Beads - This method should be used for window and door panes where the 6.1 Size for Glass - The size of glass for glaz- combined height and width exceed the maximum ing shall allow a clearance between the edge of shown in Fig. 1 for glazing in unpainted hard- glass and surround as specified below: wood frames and framed shopfronts for double For wood or metal surrounds 2.5 mm and multiple glazing units as defined in 6.9 (d), and wherever a non-setting compound is used in For stone concrete or brick 3-O mm a position where it is liable to be disturbed. The clearance may be increased, provided the 6.6 Glazing with Compound into Rebates - depth of the rebate or groove is sufficient to Sufficient compound should be applied to the provide not less than 1.5 mm cover to the glass. rebate so that, when the glass has been pressed 6.2 Location of Glass in Frame - The glass into the rebate, a bed of compound ( known as shall rest upon two blocks to locate the pane back putty ) not less than 1.5 mm thick will properly within the surround. In the case of small remain between the glass and the rebate; there panes, use of blocks may not be necessary. When should also be surplus of compound squeezed out giazing in side-hung windows or doors, the glass above the rebate which should be stripped at an shall be located by blocks so that it bears on the angle ( see Fig. 1B ) not undercut, to prevent bottom of the surround at a point near the hinge, water accumulating. The glass should be secured but is not brought into contact with the surround by springs or spring clips spaced not more than and does not suffer undue stress. 450 mm apart measured around the perimeter of the pane, and afterwards fronted with compound 6.2.1 When glazing in horizontal centre-hung to form a triangular fillet stopping l-5 mm short sashes, which may be turned through about 180”, of the sight line so that the edge of the com- additional blocks shall be placed between the top pound may be sealed against the glass by paint- edge of the glass and the surround to prevent ing, without encroaching over the sight line. movement of the glass when the sash is inverted, Where the panes are more than 90 mm high, the 6.7 Glazing with Compound into Grooves - glass shall be located at the two pivoting points The glass should be pressed into glazing com- by blocks of suitably resilient material, such as pounds previously placed in the groove. The chloroprene. spaces between the glass and the sides of the 6.3 Preparation of Rebates and Grooves in groove should be filled with compound, which Wood - Rebates or grooves should be primed should then be stripped at an angle ( see Fig. 1C ) to prevent excessive absorption of oil from the not undercut. putty. If a shellac varnish or gloss paint is used 6.8 Glazing with Beads Alongwith Com- for this purpose, the wood may be completely pound - Sufficient compound should be applied sealed and setting of the putty unduly delayed. to the rebate so that when the glass has been 6.3.1 Absorbent hardwood frames that are not pressed into the rebate, a bed of compound to be painted should either be primed with a ( known as back putty ) not less thad 1.5 mm medium composed of equal parts of exterior thick will remain between the glass and the varnish and white spirit, and glazed with linseed rebate. There should also be a surplus of com- oil putty or be completely sealed with a coat of pound squeezed out above the rebate which unthinned exterior quality varnish and glazed should be stripped at an angle not undercut, to with metal casement putty ( which will need to prevent water accumulating. Beads should be be painted ), or with a nun-setting compound. bedded with compound against the glass and Where hardwoods such as teak which are comple- wood beads should also be bedded against the tely non-absorbent are recommended metal rebate. casement putty should be used, If the wooden 6.8.1 Care should be taken to ensure that no frame has been treated with a preservative, voids are left between the glass and the bead. For according to the instructions of the manufacturer outside glazing, hollow beads are undesirable of the glazing compound, preparation of rebates unless they can be completely filled. and grooves should be made. 6.3.2 In the case of stone, concrete, brick or 6.8.2 With non-setting compound and where other similar materials, the rebates of grooves there is a risk of glazing compound being dislod- should be sealed with an alkali-resisting sealer and ged by pressure, front and back-distance pieces allowed to dry before glazing. The compound (to maintain face clearances ) should be used. shall be metal-casement putty. Distance pieces should be completely embedded in the compound. 6.4 Glazing with Compound - This method is suitable for window and door panes where the 6.8.3 Beads should be secured to wooden combined height and width do not exceed the frames with either panel pins or screws and to, maximum shown in Fig. 1 for appropriate metal frames in the way provided for in the frame. exposure grading. In securing to wooden frames, an adequate 6^_--- IS:3548- 1988 number of fixing for the beads should be used so one inside-glazed and the other outside- as to prevent flexing or movement of the beads. glazed, or in single, wide rebates with spacing beads. The former methods has 6.8.4 The external glazing should be as far as the advantage that either pane can be possible fixed from outside with beads as stated replaced without disturbing the other. in 6.8. However, carefully such glazing is done, 6.8.5 Where it is not possible to fix the class it may be necessary to open the cavity at from outside, especially in a multistoreyed frequent intervals for the purpose of clean- building, it may be fixed from inside with sealing ing. compound as shown in Fig. 3. 4 One Window Frame of Sash Single-glazed Pro- vided with Clip to Permit the Attachment of a Second Glass - This system involves no serious cleaning problems since the clipped- on panes can be quickly detached. Their main use is on existing windows which cannot otherwise be modified. 4 Double or Multiple Factory-made Hermetically Sealed Units - Problems of cleaning of INSIDE OUTSIDE inner surfaces does not arise. Adequate rebate shall be provided in accordance with /- BEAD* manufacturer’s instruction. 6.10 Double Glazing Other than Factory- made Sealed Units - To minimize entry of warm moist air from the interior of the building or penetration of rain from outside into the cavity, the glazing should be done in a careful and tho- ’ SEALING COMPOUND rough manner. Where opening sashes are provi- SECTION AA ded, it is essential that they should fit closely. A CLE AR ANC small breathing hole or tube should be provided , ,,.JIDE /I from the bottom of the cavity to the outside to ensure that such breathing vents are kept clear of paint or other obstructions, 6.10.1 Where separate panes are glazed in one sash, it is preferable to use preformed strip of compound for the back putty in glazing the second pane, in order to provide full back putty with a neat finish. Usually it is better to glaze the *Can be fixed prior to or after placing the glass pane as outer pane first. per site conditions. FIG. 3 INSIDE GLAZING 6.11 Factory-made Double or Multiple Seal- ed Units - When ordering factory-made double 6.8.6 Figured glasses are used to avoid direct or multiple sealed units, the following points may sunrays and to get diffused light. This can be be taken into account: achieved advantageously by placing rough surface of the glass facing outside. As the surface of glass a) Both tight size and sight size ( not glazing from inside is smooth, it will facilitate in pasting size ) should be specified; of colour plastic film on inside surface, whenever required. In that case, it will be difficult to clean b) Sealed units should be checked in the open- the rough surface of glass which is outside but it ing for edge clearance consistent with the can be cleaned by a water jet. manufacturer’s recommendations. It is essential to follow any recommendations 6.9 Double and Multiple Glazing - The pro- given by the manufacturer concerning the blems connected with the application- of double correct edge to be glazed at the bottom. and multiple glazing are briefly as follows: Units should be positioned in the com- 4 Two Separate Wzndow Frames, Each Single- pound approximately one quarter of the glazed - These are preferable for sound total length from each end. The width of insulation. To avoid problems of dirt and the blocks should be not less than the moisture in the air space, means of access thickness of the sealed units and their to the cavity should be provided. thickness should be such as to position the b) One Window Frame Carrying Two Sashes units centrally in the opening. This thick- Coupled Together, Each Separately Glazed - ness of glazing compound between the glass The glazing may be in separate rebates, and the back of the rebate, and between 7IS:3548-1988 the glass and the bead should be about 1 6.13 Maintenance mm; 6.13.1 Cleaning - Glass should be cleaned regu- cl Special techniques of glazing are required larly. Failure to do this will result in considerable to protect the seal and reference should be reduction of daylight indoors, and may also result made to the manufacturer of the glazing in discolouration and deterioration of the surface. units; Warm water with soap or a mild domestic deter- 4 A non-setting glazing compound having gent, followed by a clean water rinse is generally good adhesion to glass and frame should be adequate for routine cleaning. For transparent used. All absorbent rebates and beads glasses, cloth or wash leather should be used; for should be treated with a sealer ( priming glasses with a broken or textured surface, a stiff is not sufficient ); plastic or bristle brush will be found effective. e) Glazing with beads should always be used. Where the above methods fail to remove obsti- Hollow beads are not recommended; and nate dirt from transparent glass, polishing with whiting in water or methylate spirits may be f 1 Where there is a risk of the glazing being found to be successful. Corrosive cleaning liquids dislodged by pressure, front and back are also sometimes employed, but should be distance pieces should be used to maintain handled with great care and should be sluiced face clearance. away with excess of clean water as soon as 6.12 Louvered Glazing - This type of fixed possible after use to avoid damage to glazing or glass louvers are recommended for toilets, stores, fixing compounds, window frames or any other etc, where permanent ventilation is required. materials near to the glass. Organic solvents are also useful for special purposes, for example, 6.12.1 Louvered Glazing ( Horizontal ) - Glass petrol or benzene for removing tar, turpentine strips with rounded edges are inserted from inside for paint that has not dried hard and paraffin for in the grooves placed one above the other. The grease, The solvents should, however, be carefully grooves shall be angular preferably at 45” on the cleaned off the glass afterwards and, in some frame. The grooves shall overlap over each other instances, the fire risk may need to be guarded by at, least 20 mm as shown in Fig. 4. against during use. Plaster or mortar splashed on the glass may be removed with a thin razor blade preferably before the material has set hard. Dried FRAME paint may be removed similarly. In using the razor blade, excessive force should not be used. 6.13.1.1 If a trial shows that none of the above methods is likely to be quickly successful, GROOVE it may be more economical to replace the glass. 6.13.1.2 Where the cleaning of embossed, sand blasted or decorated glasses has been neglec- 20 mm ted, ordinary window cleaning methods may not be expected to be successful and treatment by a specialist is required. 6.13.2 Raplacement - If wired glass is broken and allowed to remain exposed to weather con- ditions, moisture will penetrate to the wire which will rust. This will result in failure of the wire, which may allow the glass to fall. It is, therefore, essential that any breakage be made waterproof at once with a material such as a bituminous OUTSIDE paint and replacement undertaken with new glass as soon as is practical. 6.13.3 Maintenance of Glazing - Glazing com- NOTE - The depth of groove may be thrice the thickness of glass and width of the groove may be 1 to pound shall be regularly painted except where 1.5 mm more than the maximum thickness of glass. special materials are used. The building main- FIG. 4 FIXED GLAZED LOUVEREDW INDOW tenance shall ensure that the metal work surro- unding the frame do not corrode resulting in 6.12.2 Louvered Gla&g ( Vertical ) - Glass strips closing of gaps between the frame and glass or are placed angularly and vertically, and inserted warping of timber with consequent breakage of as described in 6.12.1. glass.
13232.pdf	IS 13232 : 1992 mT?fts mm Indian Standard INSTALLATION, MAINTENANCE AND OBSERVATIONS OF ELECTRICAL STRAIN MEASURING DEVICES IN CONCRETE DAMS - CODE OF PRACTICE UDC 627’8’012.4 : 620’172’21’05 @ BIS 1992 BUREAU OF INDIAN STANDARDS . MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG NEW DELHI 110002 January 1992 :Price Group 4 _ _-Hydraulic Structures Instrumentation Sectional Committee, RVD 16 FOREWORD This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized by the Hydraulic Structures Instrumentation Sectional Committee had been approved by the River Valley Division Council. The device developed for recordirg stress directly, is not capable of recording tensile stresses. Besides, it is very expersive and requires much more care for installation than that required for strain measurirg instruments. For this reason measurement of strain in the dam is considered important. Strain measuring device, when embedded in the concrete dam determines actual accumulated length changes at the point of instrument location due to changes in volume of mass concrete, namely, those resulting from applied loads and due to several other causes such as creep, temperature change, moisture change and chemical action of concrete. It is recessary to sort out those parts of changes in length which are not attributed directly to stress developments in the mass concrete. These parts are due to : ( a ) volume changes due to charges in moisture content, ( b ) thermal expansion, and ( c > autogenous growth. For large mass of concrete, it has been observed that moisture change is inconsequential and in most cases may be neglected in the stress-strain computations. The effect of temperature on the volume change of concrete through thermal expansion shall also be considered. To compute this effect, a laboratory determination of the coefficient of thermal expansion of the concrete of the dam containing the embedded instruments is made. The volume change due to autogenous growth characteristics vary depending on the type of cement used and the materials used in making the concrete. The growth may produce an increase or a decrease in volume during the process of hydration. With a view to determining strain due to all causes other than stree, a ‘no-stress’ strain meter exposed to the same conditions as those of the surrounding concrete close to the strain meter is installed. For the purpose of deciding whether a particular requirement of this standard, is complied with, the final value, observed or calculated, expressing the result of a test or analysis, shall be rounded off in accordance with IS 2 : 1960 ‘Rules for rounding off numerical values ( revised )‘. The number of significant places retained in the rounded off value should be the same as that of the specified value in this standard.IS 13232: 1992 Indian Standard INSTALLATION,MAINTENANCEAND OBSERVATIONSOFELECTRICALSTRAIN MEASURINGDEVICESINCONCRETEDAMS- CODEOF PRACTICE 1 SCOPE 3.1.1 Description of Normal Gauge Unbended Resistance Type Strainmeter This standard covers the details of installation, maintenance and observation of electrical type The strainmeter is in the form of a long cylinder strain measuring device suitable for embedment with flanges on each end to anchor the ends of in concrete dams. the meter to the surrounding concrete. Its construction details are shown in Fig. 1. White 2 REFERENCES cotton cloth is wound around the cylindrical The Indian Standards listed in Annex A are portion which is corrugated in order to allow necessary adjuncts to this standard. deformation. The cotton cloth is taped so that when the instrument is embedded in 3 STRAIN MEASURING INSTRUMENTS concrete the strainmeter allows only its flange ends to make a contact or bond 3.1 For measuring strain in the body of the with the surrounding concrete. Within a flexible concrete normal guage length strainmeter is brass cover is a steel framework on which are used, However, with a view to average out supported procelian spools around which are discontinuities and hetrogeneity inherent in a wound, under sufficient initial tension, two masonry dam, long guage strainmeter is used equal coils of fine steel music wire having for measuring strain in a masonry dam. resistance RA and RB. When the ends of the meter are pulled apart by expansion, the outer Unbended Resistance Type or expansion coil elongates and increases in tension and resistance. At the same time inner These instruments utilize the principle of or contraction coil decreases in tension and change in electrical resistance of a elastic resistance as it shortens. Changes in the ratio wire due to change in tension which is of the resistance of the outer ( expansion ) caused by strains in the surrounding coil to the inner ( contraction ) coils used as concrete. a sensitive measure of length change in the strainmeter. The change in ratio of 0’01 Vibrating Wire Type percent normally indicates a change in length of These instruments work on the principle about 4 millionth of centimetre per centimetre. that the frequency of the vibrating wire Resistance ratio change are not affected by depends on the tension in the wire caused simultaneous changes due to temperature of the due to the strain in the surrounding wires since temperature change affects both coils concrete. by an equal amount. SENSING ELEMENT (MUSIC PIANO WIRE) I. 200 TO 250 mm A-Expansion coil B-Contraction coil FIG. 1 STRAINMETERC ONSTRUCTION Dimensions of ‘No stress’ strain- meter metal container 1IS 13232 : 1992 Temperature can be measured by determining flanges of the transducer in such a manner that the series resistance of the two coils. This is the natural frequency of vibration of the wire is not materially effected by changes in resistance a function of the change in the distance between of the coil due to length change because these the flanges. The flanges, when embedded in changes are substantially equal and opposite. a concrete structure, will follow the strain in the concrete; consequently, the square of the The range of strainmeters, while ample for gauge wire frequency will be proportional to measuring the deformations usually found in the strain in the concrete. A single gauge may concrete, is definitely limited and strainmeters be used or several guages may be combined to usually brer k if a crack develops across them. form a variety of rosette configurations. The usual allowable range of movement either way from the neutral point at which they are 3.1.3 Gauge length varies according to the use. installed, is of the order of 0’001 cm/cm of Standard gauge have an overall length of 200-250 strainmeter length. mm. The range of strainmeters, while ample for measuring the deformations usually found Every strainmeter is supplied with calibration in concrete, is definitely limited and strainmeters data sheet showing total resistance of both coils, usually break if a crack develops across them. individual resistance of expansion and coctrac- The usual allowable range of movement either tion coils mezsured at 0°C and temperature way from the neutral point at which they are constant for every change of 1 ohm in the total installed, is of the order of 0’001 cm/cm of resistance of both the coils. strainmeter length. Normal readout equipment The entire length change represents the actual which gives an accuracy of & 2 X low6 strain is length change provided there is no change in suitzble. temperature. If there is a temperature change 4 NUMBER, LOCATION AND LAYOUT the indicated length change must be corrected for thermal expansion or contraction of the 4.1 The number, location and layout depends on meter frame in accordance with the instruction the type of information required. In general, of manufacturer. The meters are usually information sought relates to the following: furnished with about 7.5 cm of rubber covered 3 conductor colour coded cable attached. One a) Distribution of stresses at a point in a of the conductor ( green in colour ) is made massive structure, common to both coil, the white conductor connects to the other end of expansion coil and b) Stresses near the surfaces which are affec- black conductor to the other end of contraction ted by temperature variation, and coil from so called neutral ( or initial ) position c) Stresses in special foundation features. of meter about 2/3 and the range in expansion about l/3 of the total. The readings are taken 4.2 Measurement of Stresses from the Strains by a suitable readout arrangement which is at a Point in a Massive Structure basically wheatstone bridge. 4.2.1 To determine the stress at a particular 3.1.2 Description of Vibrating Wire Type point in a massive structure several choices of Strainmeter the layout for strainmeter groups are available depending upon the overall behaviour of the This type of strainmeter is also in the form of a structure: long cylinder with flanges in each end to anchor the ends of the meter to the surrounding a) A group of five strainmeters oriented as concrete. The construction details of this type shown in the Fig. 3 with one ‘no stress’ of meter are shown in Fig. 2. The prestressed strainmeter may be used for the locations vibrating wire is stretched between the two end where the behaviour of the structure is MAGNET SYSTEM VNBRATING WIRE L FLANGE , FLANGE J FIG. 2 STRAIN GUAGE, VIBRATING WIRE 2IS 13232: 1992 STRAINMETER SPI THIS LINE IS PARALLEL TO DAM AXIS STRAlNMETER SPIDER All dimensions in millimetres. FIG. 3 TYPICAL LAYOUT FOR A GROUP OF FIVE STRAINMETERS likely to be predominantly two-dimensio- Meter No. 5 - Also in vertical plane per- nal in nature. This type of behaviour may pendicular to the axis, be visualised for concrete/masonry dam perpendicular to No. 4 blocks resting on nearly horizontal foun- ( hour hand at 1’30 ). dations and having no large sized openings Meter No. 6 - Vertical plane parallel to in the near vicinity of the location of the axis, similar to 1’30 strainmeter group. This arrangement is o’clock when looking r&able for majority of the dams in the downstream. country where contraction joints between Meter No. 7 - Vertical plane parallel to the blocks are not grouted and the the axis and perpendicular overall layout specifies stipulation as to No. 6 ( hour hand at above. 4-30 ). ,b) In case of locations where the behaviour Meter No. 8 - Horizontal plane, similar of the structure is likely to be pre- to 1’30 o’clock if 12’00 dominantly three-dimensional in nature, is upstream. six components of strains in different directions are required to be measured to Meter No. 9 - Also in horizontal plane, determine the state of strain/stress at a perpendicular to No. 8 point. For this purpose a group of nine and at 4’30 o’clock if strainmeters is recommended. The arrange- 12‘00 is upstream. ment of individual strainmeters in such a In addition a ‘no stress’ strainmeter should be group is given as below : installed by the side of the group of 9 strain- meters described above. Meter No. 1 - Horizontal, parallel to the axis of dam. 4.2.2 The strainmeter groups are generally loca- Meter No. 2 - Horizontal but perpendi- ted at an equal spacing along a horizontal line cular to the axis. across the section of the dam as shown in Fig. 4. The lowest strainmeter group near the founda- Meter No. 3 - Vertical tion of the dam should be located sufficiently Meter No. 4 - Vertical plane perpendi- away from the foundation grade so that the cular to the axis. Similar local disturbances in the stress fully produced to hour hand of clock at by the irregularities in the foundation grade 4130 o’clock when looking may be avoided. It is recommended that the towards right abutment. lowest level of installation for the strainmeter 3IS 13232:1992 EL 1150.00 .GROUP OF STRAINMETERS ‘NO-STRESS’ STRAINkTERS EL 1015.00 SURFACE STRAINMETERY EL 1000.00 LEGENO a GROUP OF STRAINMETERS 1 SURFACE STRAINMETERS lJI NO-STRESS STRAINMETERS FIG. 4 TYPICAL LAYOUT OF STRAINMETERSI N CONCRETE/MASONRYD AM groups should be kept at about 1’5 m away 5.3 Embedding Procedure for Strainmeters from the dam foundation interface. Similarly, the installations which are designed to measure 5.3.1 Separate Single Strainmeter overall stress field in the dam have to be kept at a minimum distance of 1’5 m, away from the Single strainmeters are usually embedded near boundaries of large sized openings which may the top of a lift. The following is the embedd- be present in the section of the dam. As far as ing procedure : possible, the individual strainmeter groups should be located in the section in a single a) Dig into the area 1 m X 1 m for the depth vertical plane. up to 0’7 m. Discard all aggregates over 7 cm size. Backfill sufficiently and provide The provisions made for the layout of strain- a bed for the instrument. meters in IS 7436 ( Part 2 ) : 1976, should be kept in view. b) Drill the hole with the help of electric laboratory vibrator and insert the strain- 4.2.3 Outermost strainmeter groups should be meter in the hole or lay flat for horizontal placed at a minimum distance of one metre meter in correct direction. from the surface with a view to avoid influence c> of local effects on the surface. Vibrate around deeply embedded meters or hand puddle around shallow meters. 5 METHODS OF INSTALLATION 4 Check angles, directions, and depth. 5.1 The strainmeters although rugged in e) Continue backfilling by hand with the construction, need enough care in the field while same concrete as mass concrete, used in these are placed in concrete with a view to ensur- construction, after discarding aggregate ing accurate measurements. above size, and hand puddle. 5.2P rior to the embedment of strainmeters, f) A flag is put on the embedment location each instrument should be thoroughly checked. for easy identification. . In case of unbounded resistance type strain- meters, meter resistance, lead resistance and 5.3.2 Groups of Separate Strainmeters resistance ratios must be checked and values recorded in the proforma given in Annex B. All the steps, except Step (b) described in 5.3.1 These observations should also be repeated after above remain same. As a substitute for Step shifting the additional length of cells and (b), the following procedure shall be adopted: recorded in the proforma. ‘Use an electric laboratory vibrator to make In case of vibrating wire type strainmeters, zero a hole for vertical and diagonalgmeters and frequency shall be checked and recorded. These insert meters in a hole or lay flat for hori- readings should be repeated after splicing. zontal meters in correct direction’. 4IS 13232 : 1992 5.3.3 Embedding Procedure for Larger Groups 200 mm deep is dug around each pipe and after of Strainmeter Mounted on Spider the concrete has stiffened slightly, the bracket screws are removed and the pipes pulled out For a larger group of strainmeter up to a maxi- and meters placed in holes. The space between mum of 9, more elaborate preparation must be meter case and sides and bottom of hole is made to ensure correct installation in the limited filled with mortar and carefully tamped to time available before the mass concrete attains ensure complete contact with the instrument. initial set. With a view to simplify and save A barrier shall be erected to protect the area time, strainmeters are mounted on the spider. when the concrete gets hardened. Spider consists of a hub which has number of rods attached. The rods are screwed into the 5.3.5 Embedding Procedure for Strainmeters drilled holes in the hub ard are threaded at one Near Foundation Profile end to fit into the tapped hole in the end of the strainmeter. It facilitates embedment of a group Strainmeter groups may be embedded in the of strainmeters at a location for eventual 2- desired location. Embedding procedure as des- or 3-dimensional stress analysis. The method cribed in para 5.3.1 and 5.3.2 shall be followed described below may be followed. as applicable. A hole is drilled in a completed lift of concrete 5.4 ‘No-Stress’ Strainmeter or formed at the time of concrete placement into which an anchor rod is installed by grout- With a view to determining the corrections to be ing. This anchor rod will have a threaded applied on account of autogenous growth and protion protruding above the concrete into thermal expansion of mass concrete, ‘no-stress’ which the spider having a threaded hole is strainmeters are installed by the side of both screwed on. The strainmeters are attached to normal and long gauge group of strainmeters. the legs of spider and the cables are taken to These are embedded in metal containers. the contraction joint between blocks through a groove already formed in the previous lift Metal containers maintain continuity of the and then covered with mortar. The above works prism concrete in which ‘no-stress’ strainmeter are carried out a day prior to the placing of is embedded with the mass concrete, while next lift of concrete. The strainmeter group is ensuring same temperature and humidity which temporarily covered with a box which will be is considered as positive necessity. removed when the area around the group is ready for concreting. The group is covered with 5.4.1 Embedding Procedure of ‘No-Stress’ the same mass concrete but with aggregates Strainmeter Using Metal Container above 2.54 cm removed and the concrete is carefully vibrated using a small pneumatic The dimensions of the container are furnished vibrator. in Fig. 5. Embedding procedure is as follows: The above process helps to keep the strain- a>T he bimetallic container, made of steel meters in proper alignment and gives better and I copper, is anchored against the protection to the cables. previous concrete by stay wires not to be lifted up during concreting. 5.3.4 Embedding Procedure for Group of Surface Strainmeters b) Place mass concrete around up to 250 mm from the top of container. The positioning of the meters at the required distances from the face in a vertical plane and 4 Fill mass concrete of same consitutents at the proper slope is achieved by providing and grade in the container up to half of its special pipe brackets bolted or fastened to depth. Insert a strainmeter in the con- the top of the forms. Each bracket with a length tainer checking the right position and of 38 mm pipe sealed at the bottom end, is direction and then fill the remaining half held at the proper distance from face and kept with concrete. parallel to the form surface. When the concrete is placed, each pipe forms a hole slightly lar- d) Place mass concrete to the required ger than meter diameter. A shallow hole about height. METAL C0NTAINE.R S TAY STRAINMETER TINFOIL .ANCHOR FIG. 5 ‘NO-STRESS’S TRAINMETERIN STALLATIOND ETAILS 5JS 13232 :1992 6 CABLES AND CONDUITS 8.3 Reading Schedule The following reading schedule shall be adopted: 6.1 The splicing and protection of cables shall satisfy the requirements as laid down in IS 10334 : 1982 for unbounded resistance type a) During Installation strainmeters. i) One reading prior to embedment. 6.2 Provision of additional 10% or 1’5 metres ii) One reading when meter is about half ( whichever is more ) for the estimated length embedded. of cable shall be made. iii) One reading when the meter is fully embedded. 6.3 Strainmeters and ‘No-Stress’ strainmeters iv) One reading when the cable is being shall be properly designated for clear identifica- laid out. tion. After splicing a copper band with the instrument identification number stamped or v) One reading when cable is taken to punched on it, it is crimped to the cable about terminal board. 1 m from the meter end and a similar band b) During Construction Period of Dam crimped 0’3 m from the free end of the cable. Further toward off possibility of copper band Time after Frequency of being stripped off during placement operation, Installation Reading a second marker consisting of identification Zero day Two readings per day, number marked on white tape and covered with spaced at least 6 h linen and friction tape should be placed around 1st to 14th day, Once a day the cable near the reading end. 3rd to 6th week, Twice a week 7th week to com- Once a week 6.4 Provisionscontained in 4.3.1 of IS 6524 : 1972 pletion of dam shall also apply to the strainmeter installation. c) During commissioning and subsequently 7 TERMINAL BOARDS for every 1’5 to 3’0 m change in the reservoir levels. 7.1 All the cables shall be terminated in a suita- 8.4 Forms of Record ble terminal board. Observations shall be recorded on a suitably 8 OBSERVATIONS designed printed field reading form. These forms should be got printed sufficiently in 8.1 Observations of the resistance ratio and advance and kept ready. Duplicate copy of the resistance of the strainmeter are made by observations should be prepared simultaneously. connecting the meter conductors, until these are The original should be sent to the Design Office soldered to the terminal contacts on terminal or to the office entrusted with the analysis of boards, to the binding posts of the standard. data and duplicate retained in the field record Wheatstone bridge in the order specified by the office for future reference. manufacturer. Subsequent to their terminations on the terminals boards in galleries, observa- 9 SOURCES OF ERRORS tions of meters are made by’ connecting the a) Presence of moisture inside terminal panel required cluster of contacts to the test set with in case of unbounded strain gauge type. the help of female plug which has socket at one end and individual conductors equipped with b) Loose circuit connections of the test set. metallic like terminals for connection to the test c) Faulty cable leads. set binding posts at the other end. Care should be taken to connect the cable leads in the order d) Imperfect cable splice. specified by the manufacturer to ensure correct e) Presence of deposit on cluster of contacts. measurements. f) Low voltage of batteries. 8.2 Note the zero frequency of the gauge before 10 COLLECTION OF COMPLEMENTARY installation. The variation, if any, for the zero DATA frequency recorded in the calibration data pro- vided with the gauge could be due to difference The following properties of the dam concrete in the temperature from the clibration tempera- shall be defined: ture. a) Modulus of elasticity at various ages. b) Poisson’s ratio. During and after the installation of the strain c) Creep properties at various ages. guage in concrete, regular readings shall be d) Coefficient of thermal expansion. taken and recorded. A reading is taken after . e) Autogenous growth. the concrete is set and it shall be recorded as initial reading. f) Thermal diffusivity. 6IS 13232 : 1992 11 METHOD OF ANALYSIS constants in case of vibrating wire type strain- meters, since in this case the calibration 11.1 Computation of Length Change and Strain constants are not affected due to temperature changes. 11.1.1 Correction to Calibration Constant for Unbounded Resistance rype Strainmeters 11.1.3 A single reading of the strainmeter has Sample data sheet on which tempratures, length no meaning but the difference between the two changes and strains of field readings are com- readings indicate the length change occurring puted is shown in Annex C. from the time of first reading to the time of second reading. Calibration constant supplied by the manufac- turer shall be corrected by the following formula: 11.2 Computation of Elastic Strains from Length Yc ( 0’89 > Changes of Strainmeter C’=C-l- K where Since the main purpose is to evaluate stresses it is necessary to subtract this portion of length C’ = the new calibration constant, change which is due to causes other than stress. c = the original calibration constant, With a view to estimating the elastic strains, Yc = the resistance of a pair of conductor generally following corrections are carried out cables, and in addition to corrections for meter expansion: R = the meter resistance at 0°F. a) Correction due to thermal expansion of Therefore, when the strainmeter is embedded in the concrete. concrete which expands freely due to a tem- perature rise, the strainmeter is likely to indicate b) Correction due to autogenous growth. a contraction. Thus, certain definite cor- c) Dilatation correction. rections ( addition for increase in temperature and ( vice Lersa ) as may be prescribed by the d) Poisson’s ratio correction. manufacturer for change of every centigrade in temperature must be applied to the indicated In limited installations, correction for thermal length change shown in co1 9 of the com- expansion of concrete may only be made. putation sheet Annex C. However, in important structure, all the above corrections may be made with a view to increas- 11.1.2 Correction to Calibration Constant for ing the reliability of results. For limited Vibrating Wire Type Strainmeter installations procedure for computation of strain No corrections need be applied to calibration as given in Annex C shall be followed. ANNEX A ( Clause 2 ) LIST OF REFERRED INDIAN STANDARDS IS No. Title IS No. Title 6524 : 1972 Code of practice for installa- connecting resistance type tion and observation of measuring devices in concrete instruments for temperature and masonry dams measurement inside dams : Resistance type thermometers 10434 Guidelines for installation, ( Part 1 ) : 1982 maintenance and observation 10334 : 1982 Code of practice for selec- of deformation measuring tion, splicing installation and devices in concrete and providing protection to the masonry dams : Part I Resis- open ends of cables used for tances type jointmetersIS 13232 : 1992 ANNEX B ( Clause 5.2 ) PRE-EMBEDMENT TESTS B-l RESISTANCE TYPE STRAINMETERS c) Green-black Project Instruments d) White Air temperature Manufacturer’s No. B-l.4 Resistance of Instrument After Cable Wet bulb temperature Project No. Splicing Location a) White-black B-l.1 Resistance Before Cable Splicing b) White-green a) White-black c) Green b) White-green d) Resistance of one pair 4 Green-black d) Resistance of one pair B-l.5 Ratio Instrument with Cable B-l.2 Ratio Instrument Only a) Direct ratio ( white-green-black ) b) Reverse ratio ( black-green-white ) a) Direct ratio ( white-green-black ) Date of test : b) Reverse ratio ( black-green-white ) Date of embedment : B-l.3 Individual Conductor Resistance Name and signature of a) Length observer b) Black NOTES : ANNEX C ( Clauses 11.1.1 and 11.2 ) STRAINMETER DATA SHEET Manufacturer’s No . . . . . . . . . . . . . , . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . * . . . . . . . . . . Strainmeter No. Location . . . . . . . . . . ..Blo&.. . . . . . ..Chainage... . . . . . . . . . Sta... . . . . . . . . . . . . . . . . ..El. . . . . . . . . . . . . . . ,.. . . . . . . Calibrations Meter resistance of 0°F . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ohms Change in temperature per ohm change in resistant . . . . ..a . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . - . . . “F Useful range . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ratio in percent Original calibration constant . . . . . . . . . . ..millionths per 0’01 percent ratio change Calibration constant corrected for leads . . . . . . . ..millionths per percent 0’01 ratio change Resistance of leads at 70°F . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ohms ( pair ) Temperature correction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . millionths per . . . . . . . . . “F Contraction Expansion 1 2 3 4 5 6 7 8 9 10 11 Date Time Observed Change Indica- Resis- Change Indicated Correc- .4ctual Rem- Resistance in ted Tern- tance, ’ Unit tion Length arks Resis- perature Ratio, REio, Length for Change tance “F Per- Per- Change, Meter Million- cent cent Millio- Expan- ths nths sion, Million- ths 8Gtandrrd Mark I The use of the Standard Mark is governed by the provisions of the Bureau of Indian Standards Act, 1986 and the Rules and Regulations made thereunder. The Standard Mark on products covered by an Indian Standard conveys the assurance that they have been produced to comply with the requirements of that standard under a well defined system of inspection, testing and quality control which is devised and supervised by BIS and operated by the pro- ducer . Standard marked products are also continuously checked by BIS for conformity to that standard as a further safeguard. Details of conditions under which a licence for the use of the Standard Mark may be granted to manufacturers or producers may be obtained from the Bureau of Indian Standards.Boreao of Indiaa: Standards BIS is a statutory institution establlsheo under the Bureau ojIn&un Slur&r& Acr, 1986 to promoto harmonious development of the activities of standardization, marking and quality certification of goods and attending to connected matters in the country, Copyright BIS has the copyright of all its publications. No part of these publications may be reproduced in any form without the prior permission in writing of BIS. This does not preclude the free use, in the course of implementing the standard, of necessary details, such as symbols and siaes, type or grade designations. Enquiries relating to copyright be addressed to the Director ( Publication ), BIS. Revision of Indian Standards Indian Standards are reviewed periodically and revised, when necessary and amendment& If any, are issued from time to time. Users of Indian Standards should ascertain that they are in possession of the latest amendments or edition. Comments on this Indian Standard may be sent to BIS giving the following reference : Dot : No. RVD 16 ( 2856 ) Amendments Issued Since Publication Amend No. Date of Issue. Text Affected BUREAU OF INDIAN STANDARDS Headquarters : Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telephones : 331 01 31, 331 13 75 Telegrams D Manaksanstha ( Common to all Offices ) Regional Offices : Telephone Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 331 01 31 NEW DELHI 110002 331 13 75 Eastern : l/14 C.I.T. Scheme VII M, V.I.P. Road, Maniktola CALCUTTA 700054 37 86 62 Northern : SC0 445-446, Sector 35-c‘. CHANDIGARH 160036 53 38 43 Southern : C.I.T. Campus, IV 00s Road, MADRAS 600113 23502 16 Western : Manakalaya, E9 MIDC, iMaro1, Andheri ( East ) BOMBAY 400093 6 32 92 95 Branches : AHMADABAD. BA YGALORE. BHOPAL. BHUBANESHWAR. CO I MBATORE. FAR1 DABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIP’JK. KANPUR. PATNA. THIRUVANANTHAPURAM. Printed at Swatantra Bharat Ptwa, Delhi. India
13143.pdf	1s 1.3143: i9m Indian Standard JOINTSIN CONCRETELININGOFCANALS - SEALING COMPOUND -SPECIFICATION UDC 691’58 : 626’134 0 BIS 1991 BUREAU OF INDIAN STANDARDS \MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG NEW DELHI 110002 August 1991 Price Group 1Irrigation Canals and Canal Linings Sectional Committee, RVD 13 FOREWORD This Izdian Standard was adopted by the Bureau of Indian Standards, after the draft finalized by the Irrigation Canals elld Canal Linings Sectional Committee had been approved by the River Valley Divisioli Council. Joirts, where provided il-, corcretc linirgs on car-a’s are required to be carefully filled and sealed ._ . _. __ _. _ _ . with suitnblc se? I!ng compocnd. It should dcvclop an effecllve ;zdSleslve bo; d to the w:tlls of the joint to whici: it is zpylied so that it remains sticking to the li;:i;*g during the widezing of the joi, t due IC‘ COI tr,‘ction in the lining oz both sides of the joint. Sealing joi,:t used should be sufficiently :iefor-mable to zccomodate the amount 2nd rate of movement occurins between the sections of the Iii-Ii-g 0.2 each side of joint and should resist any tendency to creep down thz slope. In zdditicn to the requirements mentior.ed above it should be durable al:d should provide wnter- proof seul at ~11 times u!;der maximum hydraulic head to which the sealed joint is likely to be subjected. JS 1834 : 1984 ‘Specification for hot applied serling compounds for jci?ts in concrete’ is used for ro?ds, rcnw;ys, bridges ar:d other structures. However, se,cling compourds COI forming to physi- cr,l requireme!,ts lsid down in IS 1834 : 1984 does not perform satisfactorily in joi!!ts in c:in;ll linil-gs because tl’e conditions enconi;tered in canals are different. Hence, in view of the above, this standarc has been prepared. These specifications were eflrlicr covered in IS 5256 : I968 ‘Code of practice for sealir g joints in cor‘crete lining on canals’. While revisii:g IS 5256 : 1968, its coverage has been restricted to Code of Practice and the specification part has been covered scparctely in this standard, so that, this item could be covered under BIS Certification Scheme. For the purpose of decidirg whether a particular requirement of this standard is complied with, the final value, observed or calculated, expressing the result o!‘ a test or analysis, shzll be rounded off in accordance with IS 2 : 1960 ‘Rules for rounding off numerical values ( revised )‘. The number of significant places retained in the rounded off value shou!d be the same as that of the specified value in this standard.IS 13143 : 1991 Indian Standard JOINTS IN CONCRETE LINING OF CANALS - SEALING COMPOUND - SPECIFICATION 1 SCOPE 3 PHYSICAL REQUIREMENTS 1.1 .This standard specifies requirements for 3.1 The physical requirements of the sealing s ealing compound for joints in concrete lining compound shall conform to those given in canals. Table 1. 1.2 This standard does not, however, cover sealing compounds intended for use in sealing 3.2 Tests shall be carried out as described in the joints in concrete roads, runways, bridges and appropriate standard specified in Table 1. shelter structures for which IS 1834 : 1984 may be referred. Table 1 Physical Requirements of Sealing Compound 2 REFERENCES SI. Characteristic Requirement Method of 2.1 The Indian Standards listed below are No. Test necessary adjuncts to this standard. (1) (2) (3) (4) i) Softening point, Min 85°C IS 1205 : 1978 IS No. Title ii) Penetration at 25”C, 15 (Min) IS 1203 : 1978 1203 : 1978 Methods of testing tar and lOOg, 5 s, l/l0 30 ( MUX ) bituminous materials; Deter- iii) Flash point, Min 200°C IS 1209 : 1978 mination of penetration (first iv) Pour point, Max 170°C IS1834 :1984 revision ) v) Increase in softening 5°C IS 1205 : 1978 point after heating to 1205 : 1978 Methods of testing tar and 20°C above the maxi- bituminous materials; Deter- mum pour point for mination of softening point three hours, Max ( jirst revision ) vi) Extensibility at O”C, 6mm Appendix C of no9 : 1978 Methods of testing tar and Min IS 1834 : 1984 bituminous materials; Deter- vii) Water content, percent 0.5 IS 1211 : 1978 by weight, Max mination of flash points and fire point (first revision ) 1211 : 1978 Methods of testing tar and 4 MARKING bituminous materials: Deter- mination of water content 4.1 Each container of sealing compound shall ( Dean and Stark method ) be marked with the indication of the source of ( first revision ) manufacture. 1834 : 1984 Specification for hot applied sealing compounds for joints in 4.1.1 The product may also be marked with concrete (first revision ) Standard Mark.I Standard Mark I The use of the Standard Mark is governed by the provisions of the Bureau of Indian Standards Act, 2986 and the Rules and Regulations made thereunder. The Standard Mark on products covered by an lndian Standard conveys the assurance that they have been produced to comply with the requirements of that standard under a well defined system of inspection, testing and quality control which is devised and supervised by BIS and operated by the pro- ducer. Standard marked products are also continuously checked by BIS for conformity to that standard as a-further safeguard. Details of conditions under which a licence for the use of the Standard Mark may be granted to manufacturers or producers may be obtained from the Bureau of Indian Standards.Bureau ef India0 Standards BIS is a statutory institution established under the Bureau of Indian Stundurdc Act, 1986 -to prom& harmonious development of the activities of standardization, marking and quality certification of’ goods and attending to connected matters in the country. Copyright BIS has the copyright of all its publications. No part of these publications may be reproduced in any form without the prior permission in writing of BIS. This does not preclude the free use, in the course of implementing the standard, of necessary details, such as symbols and sizes, type OF grade designations. Enquiries relating to copyright be addressed to the Director ( Publication ), BIS. Revision of Indian Standards Indian Standards are reviewed periodically and revised, when necessary and amendments, if any, are issued from time to time. Users of Indian Standards should ascertain that they are In possession of the latest amendments or edition. Comments on this Indian Standard may be sent to BIS giving the following reference : Dot : No. RVD 13 ( 33) Amendments Issued Since Publication Amend No. Date of Issue Text Affected BUREAU OF INDIAN STANDARDS Headquarters : Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telephones : 331 01 31, 331 13 75 Telegrams : Manaksanstha ( Common to-all O&es ) Regional Offices : Telephono Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 331 01 31 NEW DELHI 110002 331 13 75 Eastern : l/14 C.I.T. Scheme VII M, V.I.P. Road, Maniktola CALCUTTA 700054 37 86 62 Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036 53 38 43 Southern : C.I.T. Campus, IV Cross Road, MADRAS 600113 2350216 Western : Manakalaya, E9 MIDC, Marol, Andheri ( East ) BOMBAY 400093 6 32 92 95 Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE. FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR. PATNA. THIRUVANANTHAPURAM. Printed at Swatantra Bharat Press, I?elhl. India
3025_37.pdf	UDC 628’1/3 : 543’3 [ 646’19 ] ( First Reprint DECEMBER 1992) IS : 3025( Part 37 ) - 1988 Indian Standard METHODS OF SAMPLING AND TEST (PHYSICAL AND CHEMICAL) FOR WATER AND WASTEWATER PART 37 ARSENIC ( First Revision ) 1. scope- Prescribes three methods for determination of arsenic. In the atomic absorption spectrometric method, arsenic is converted int6 its hydride and the atomized to gas phase atoms. Th’ silver diethyl dithiocarbamate method .is applicable when interferences are absent. Mercuric bromid stain method requires care and experience. The choice depends upon the accuracy required. 1.1 The silver diethyl dithiocarbamate ,method shall be the refree method. 2. Atomic Absorption Method !.l Scope and Application -Arsenic is converted into its volatile hydride by sodium borohydrid ‘eagent in acid solution. The hydride is purged continuously by argon or nitrogen into an appropriat atomizer of an atomic absorption spectrometer and converted to gas phase atoms. The sodiur aorohydride reducing agent, by rapid generation of elemental hydrides in an appropriate reaction ccl ninimizes dilution of hydrides by the carrier gas and provides rapid, sensitive determination. !.2 Interferences -fnterferences are minimized because arsenic hydride is removed from solution :ontaining most potential interfering substances. Slight response variations occur when acid matrlce sre varied. Treating the samples and standard in the same manner control this variations. Lov :oncentrations of noble metals, copper, lead, nickel at or greater than 1 mg/l and hydride formini : , elements like bismuth, antimony, tin and telurium at concentrations between 0’1 and 1 mg/l ma1 : uppress the response of arsenic. a -. 4 !.3 Apparatus , :. 2.3.1 Atomic absorption spectrometer - Equipped with gas flow meters for argon ( or nitrogen ) ant i ” lydrogen, arsenic electrodeless discharge lamps with power supply background correction at measure, f nent wavelengths and appropriate stripchart recorder. ; i 2.3.2 Atomizer - Use one of the following: a) Boiling-type burner head for argon (.or nitrogen ) air entrained-hydrogen flame. b) Cylindrical quartz cell, 10 to 20 cm long electrically heated by external nlchrome wire tc 800-900°C. c) Cylindrical quartz cell with internal fuel rich hydrogen-oxygen flame. The sensitivity 01 quartz cells deteriorates over several months of use. It may be restored by treatment with 4( percent hydrofluoric acid, 2.3..3 Reaction ceil for producing arsenic hydride - Any commercially available system if it utilizes quid sodium,borohydride reagent, accepts samples digested in accordance with 2.5.3 to 2.5.5; accepts to 6 N hydrochloric acidj and is efficiently and precisely stirred by the purging gas and/or a magnetic tirrer. 2.3.3.1 Eye dropper of syringe -Capable of delivering 0’5 to 3’0 ml sodium borohydride reagent, Exact and reproducible addition is required so that production of hydrogen gas. does not vary significantly between determinations. 2.4 Reagents 2.4.1 Sodium borohydride reagent - Dissolve 8 g sodium borohydride in 200 ml of 0’1 N sodium hydroxide solution. Prepare fresh daily. 2.4.2 Sodium iodide pre-reductanf solution - Dissolve 50 g of sodium iodide in 500 ml water. Prepare fresh daily. Adopted 29 February 1983 Q November 1988, BIS Or 3 I BUREAU OF INDIAN STANDAR’DS UANAK BHAVAN. 9 BAHADUR SHAH ZAFAR MARG NEW DELHI 119999IS : 3025 ( Part 37 ) - 1988 2.4.3 Sulphuric acid - 18 N. 24.3.1 Sulphuric acid - 2’5 N, 2.4.4 Potassium persulphate - 5 percent solution. Dissolve 25 g of potassrum persulphate in water and dilute to 500 ml. Store in glass and referigerate. Prepare weekly. 2.4.5 Nitric acid - Concentrated. 2.4.6 Perchloric acid - Concentrated, 2.4.7 Hydrochloric acid- Concentrated. 2.4.6 Argon (or nitrogen ) -Commercial grade. 2.4.9 Arsenic (//I) solutions 2.4.9.1S tock arsenic (111) solution - Dissolve 1’320 g arsenic trioxide in water containing 4 g of sodium hydroxide. Dilute to 1 litre. 1 ml = 1’00 mg arsenic ( Ill ). 2.4.9.2 Intermediate arsenic ( 111) solution - Dilute 10 ml arsenic stock solution to 1 000 ml with water containing 5 ml concentrated hydrochloric acid 1’00 ml = 10’0 rcg arsenic ( Ill ). 2,4.9.3 Standard arsenic (III) solution -Dilute i0 ml of intermediate arsenic ( III) solution to 1000 ml with water containing the same concentration of acid used for sample preparation, 1QO ml = 0’100 Fg arsenic (Ill ). Prepare diluted solutions daily. 2.4.19 Arsenic ( V ) solutions 2.4.10.1 Stock arsenic ( V) solution - Dissolve 1’534 g arsenic pentaoxide in distilled water containing 4 g of sodium hydroxide. Dilute to 1 litre. 1’00 ml L= 1’00 mg arsenic 1 V ). 2.4.10.2 tnfermediate arsenic ( V ) solution - see 2.4.9.2. 1 ml = 10.0. pg arsenic (V). 2.4.10.3 Sfandard arsenic ( V) solution - see 2.4.9.3. 1 ml = 0’100 Fg arsenic (V). 2.4.11 Organic arsenic solutions 2.4.1i.l Stock organic arsenic solution - Dissolve 1’842 g dimethyl arsenic acid (cacod) lit acid ) in water containing 4 g of sodium hydroxide. Dilute to 1 litre. 1 ml = 1’00 mg arsenic. 2.4.11.2 intermediate organic arsenic solution -Prepare as given in 2.4.Q.2. 1 ml = 10’0 Fg arsenic. 2.4.11.3 Standard organic arsenic solution - Prepare as’ given in 2.4.9.3. 1.00 ml - 0’100 pg arsenic. 2.5 Procedure 2.5.1 Setting up of apparatus - Set up es given in Fig. 1 or according to manufacturer’s instructions. Connect inlet of reaction cell with auxilary purging gas by flow meter. If a drying cell between the reaction cell and atomizer is necessary, use only anhydrous calcium chloride but not calcium sulphate. Before using the hydride generation/analysis, system, optimize operating parameters. Aspirate aqueous solutions of arsenic directly into the flame to facilitate atomizer alignment. Align quartz automizers for maximum, absorbance. Establish purging gas flow, concentration and rate of addition of sodium borohydride reagent solution volume and rate of the stirring for optimum instrument response. If quartz atomizer is used, optimize cell temperature. The recommended wavelength is 193’7 nm for arsenic. 2.5.2 Calibration - Transfer 0’00, 1’00, 2’00, 5’00, 10’00, 15’00 and 20’00 ml standard SOlUtiOnS of arsenic ( III ) to 100 ml volumetric flasks and make up to mark with water containing same acid concentration used for sample preservation. This yields standard solutions of 0, 1, 2, 5, 10 and 20 tJ.g arsenic. 2.5.3 Preparation of samples and standards for total recoverable arsenic - Add 50 ml sample or arsenic ( III ) standard to 200 ml beaker. Add 7 ml of 18 N sulphuric acid and 5 ml concentrated nitric acid. Add a small boiling chip of glass beads. Evaporate to dulphur trioxide fumes. Maintain oxidizing conditions at all times by adding small amounts of nitric acid. Maintain an excess of nitric acid until all organic matter is destroyed. Complete digestion usually as indicated by a light coloured solution. Cool slightly, add 25 ml water and 1 ‘ml concentrated perchloric acid; and evaporate t0 fumes of sulphur trioxide to expel oxides of nitrogen. After final evaporation of sulphur trioxide fume, dilute to 50 ml. 2IS : 3025 ( Part 37 ) -1988 AUX ILLARY NITRObEN BURNER DROPPE WOROGEN NITROGEN 300ml BEAKER FIG. 1 REACTION CELL FOR PRODUCING ARSENIC HYDRIDE 2.5.4 Preparation of samples and standards for total arsenic - Add 50 ml sample or standard to 2oo ml beaker. Add 1 ml of 2’50 N sulphuric acid and 5 ml of 5 percent potassium persulphate. Boil gently on a preheated hot plate for about 30 minutes or until the final volume is reduced to 10 ml. Do not let sample go to dryness. After manual digestion, dilute to 50 ml. 2.5.5 Determination - To 50 ml digested standard or sample in a 200 ml beaker, add 5 ml concentra- ted hydrochloric acid and mix. Add 5 ml of sodium iodide pre-reductant solution, mix and wait at least 30 minutes. Attach one beaker at a time to the rubber stopper containing the gas dispersion tube for the purging of gas, sodium borohydride reagent inlet and the outlet to the atomizer. Turn on strip chart recorder and wait until the base line is established by the purging gas and all is expelled from reaction cell. Add 0’5 ml of sodium borohydride reagent. After the instrument absorbance has reached e maximum and returned to the base line, remove beaker, rinse dispersion tube with water and proceed to next sample or standard. Periodically compare arsenic ( Ill ) and arsenic ( V ) curves for response consistency. Check for presence of chemical interferences that supress instrument response for arsenic by treating a digested sample with 10 pg/l arsenic (III ) or arsenic ( V ) as appropriate, Average recoveries should be not less than 90 percent. 2.6 Calculation - Construct a standard curve by plotting peak heights of standards versus concentration of standards. Measure peak heights of samples and read concentrations from the curve. If sample was diluted before digestion, apply an appropriate factor. 3. Silver Diethyl Dithiocarbamate Method 3.1 Scope and Application - Inorganic arsenic is reduced to amine by zinc in acid solution in an arsine generator. The arsine is then passed through scrubber containing glass wool impregnated with lead acetate solution and into an absorber tube containing silver diethyl dithiocarbamate dissolved in pyridine or chloroform. In the absorber, arsine reacts ‘with silver salt forming a soluble red complex suitable for spectrophotometric measurement. 3.2 interference - Certain metals like chromium, cobalt, copper, mercury nickel, potassium and silver interfere in the generation of arsine. The concentration of these metals normally present in water and wastewaters do not interfere significantly. Antimony salt interferes with colour developments. 3.2.1 The minimum detectable quantity is 1 pg of arsenic, 3.3 Apparatus 3.3.1 Arsine generator and absorption tube - See Fig. 2. 3.3.2 Spectrophotomefer - For use’ at 535 nm with 1 cm cells, 3IS : 3025 ( Part 37 ) - 1888 SILVER OIETHYL OITHIOCARBAMATE REAGENT LEAD ACETATE 12Sml SPECIMEN JAR FIG, 2 ARSINE GENERATOR AND ABSORBER ASSEMBLY 3.4 Reagents 3.4.1 Hydrochloric acid - concentrated. 3.4.2 Potassium iodide solution - Dissolve 15 Q Of Potassium iodide in 100 ml distilled water, Store in a brown bottle. 3.4.3 Stannous chloride solution - Dissolve 40 Q arsenic free stannous chloride ( SnCis.2HrO) in 100 ml concentrated hydrochloric acid. 3.4.4 Lead acetate solution - Dissolve 10 Q of lead acetate [ Pb ( C,H30s ) s.3HsD ) ] in 100 ml distilled water. 3.4.5 Silver diethyl dithiocarbamate reagent - Dissolve 410 mg of 1 ephedrine in 200 ml chloroform, add 325 mg of silver diethyi dithiocarbamate and adjust volume to 250 ml with additional chloroform. Filter and store in brown bottle. Ait8rnatiV8iY dissolve 1 g of silver diethyi dithiocarbamate in 200 ml of pytidine. Store in brown bottle. 3.4.6 Zinc - 20 to 30 mesh, arsenic free. 3.4.7 Stock arsenic solution - Dissolve 1’320 g arsenic trioxide in 10 ml distilled water containing 4 g of radium hydroxide and dilute to 1 000 mi with distilled water. 1’00 ml = 1’00 mg arsenic. 3.4.7.1 Intermediate arsenic solution - Dilute 5 ml of stock solution to 500 ml with distilled water. lgO ml - 1.00 pg arsenic. 3.4.7.2 Standard arsenic solution - Dilute 10’00 mi intermediate solution to 100 ml with distilled water. 11-)0 ml = 190 1*g arsenic. 3.5 Procedur e 3.5.1 Pipette 35.0 ml of sample into a clean generator bottle. Add successively with thorough mixing after each addition, 5 ml COnC8ntrat8d hydrochloric acid, 2 ml potassium iodide solution and 8 drops Of stannous chloride. Allow 15 minutes for reduction of arsenic to the trivalent state,IS : 3025 ( Part 37 ) - 1988 3.5.2 Preparation of scrubber and absorber - Impregnate glass wool in the scrubber with lead acetate solution. Do not make too wet because water will be carried over into the reagent solution. Pipette 4’00 ml of silver diethyl dithiocarbamate reagent into absorber tubes, 3.5.3 Arsine generation and measurement -Add 3 g of zinc to generator and connect scrubber- absorber assembly immediately. Make sure that all connections are fitted tightly, Allow 30 minutes for complete evaluation of arsine. Warm the generator slightly to ensure that all arsine is released. Pour solution from absorber directly into I cm cell and measure absorbance at 535 nm, using reagent blank as reference, 3.5.4 Treat portions of standard solutions containing 0, 1, 2, 5, 10 pg arsenic as above. Plot absorbance versus concentration of arsenic in the standard. 3.6 Calculation M Arsenic, mg/l = v where M = mass in pg of arsenic in 4’00 ml of final solution, and V 51 volume in ml of sample. 4. Mercuric Bromide Stain Method 4.1 Scope and Application - After sample concentration, arsenic is liberated as arsine by zinc in acid solution in ,arsine generator. The generated arsine is passed through a column containing a roll of cotton moistened with lead acetate solution. The generated arsine produces a yellow-brown stain on test paper strips impregnated with mercuric bromide. The length of the stain is roughly proportional to the amount of arsine present. This method requires care and experience and is suitable only for qualitative or semi-quantitative determinations, 4.1.1 interferences - Antimony ( > 0’10 mg ) interferes. 4.1.1.1 Minimum detectable quality - 1 pg of arsenic. 4.2 Apparatus 4.2.1 Arsine generator -See Fig. 3. 4.3 Reagents 4.3.1 Sulphuric acid- 1 : 1. 4.3.2 Nitric acid - Concentrated. 4.3.3 Roll cotton -Cut a roll of dentist’s cotton into 25 mm lengths. 4.3.4 Lead acetate solution - Prepare as prescribed in 3.4.4. 4.3.5 Mercuric bromide paper - Use commercially available arsenic papers. Cut uniformly into strips about 12 cm long and 2’5 mm wide, Soak strips for at least 1 h in filtered solution prepared by dissolving 3 to 6 g of mercuric bromide in 400 ml of 95 percent ethyl or isopropyl alcohol; dry by waving in air. Store in dry, dark place. For best results, prepare papers just before use. 4.3.6 Potassium iodide solution - Prepare as given in 3.4.2. 4.3.7 Stannous chloride reagent - Prepare as given in 3.4.3. 4.3.8 Zinc - 20 to 30 mesh, arsenic free. 4.3.9 Standard arsenic solution - Prepare as given in 3.4.7.2. 4.4 Procedure 4.4.1 Place suitable sample containing 2 to 30 pg of arsenic in a flask or beaker. add 7 ml of 1 : 1 sulphuric acid and 5 ml concentrated nitric acid, Evaporate to sulphur trioxide fumes. Cool, add about 25 ml distilled water, and again evaporate to sulphur trioxide fumes to expel oxides of nitrogen. Maintain an excess of nitric acid until the organic matter is destroyed. Cool, add about 25 ml of water and transfer to generator. 5IS : 3025 ( Part 37 ) - 1988 REACTION TUBE WITH MERCURIC ;;pONRDE TEST COTTON WET FIG. 3 GENERATOR USED WITH MERCURIC BROMIDE STAIN METHOD Dip one end of the 2.5 cm length of cotton into lead acetate solution and introduce into glass columns. Then put the dried narrow glass tube in place and insert mercuric bromide test paper. Make sure paper strip is straight. To the 25 ml sample concentrate in generator, add 7 ml of 1 : 1 sulphuric acid and cool. Add 5 ml of potassium iodide solution, 4 drops of stannous chloride reagent and 2 to 5 g of zinc, immediately connect reaction tube to generator. Immerse the apparatus to within 2’5 cm of the top of the narrow tube in a water bath kept at 20 to 25°C and allow the evolution to proceed for 1) hours. Remove strip and compute average lengths of stsins on both the sides. Using a calibration curve, the prepara- tion of which is given in 4.4.1.1, estimate the amount of arsenic. 4.4.1.1 Prepare a blank and standards at 3 pg intervals in the range of 9 to 30 pg arsenic with 14 ml of 1 : 1 sulphuric acid and bring total volume to 25 ml. Place in generator and treat as prescribed for sample concentrate in 4.4.1. Remove strip and compute average lengths in mm of stains on both 61deS. Plot length in millimetres against micrograms arsenic and use as a standard curve. EXPLANATORY NOTE Arsenic may occur in water as a result of mineral dissolution, industrial discharges or application of insecticides. Severe poisoning can arise from ingestion of as little as 100 mg of arsenic. The arsenic concentration on most potable waters seldom exceeds 0’01 mg/l. This standard supersedes 40 of IS ; 3025-1964 ‘ Methods of sampling and test ( physical and chemical ) for water used in industry ’ and 7 of IS ‘: 2488 ( Part 2 )1968 ’ Methods of sampling and test for industrial effluents, Part 2 ‘. In the preparation of this standard, considerable assistance has been derived from Standard Methods for the Examination Of Water and Wastewater; published by the American Public Health Association, Washington, U.S.A. 16th edition, 1985. 6 Reprography Unit, BIS, New Delhi, India
13829.pdf	IS 13829 : 3 993 Indian Standard PESTICIDE - METHOD FOR DETERMINATION OF RESIDUES IN AGRICULTURAL AND FOOD COMMODITIES, SOIL AND WATER - ATRAZINE AND SIMAZINE UDC 664 : 543 [ 632’95’028 ATR ] + @ BIS 1993 BUREAU OF INDIAN STANDARDS MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARC NEW DELHI 110002 October 1993 Price Group 2Pesticides Residue Analysis Sectional Committee, FAD 34 . FOREWORD This Indian Standard was adopted by the Bureau of Indian Standards after the draft finalized by the Pesticides Residue Analysis Sectional Committee had been approved by the Food and Agriculture Division Council. Both, atrazine ( 2-chloro-4-ethylamino-6-isopropylamino-5-triazine ) and simazine ( 2-chloro-4, 6-bis-ethylamino-s-triazine ) are used as herbicides in agriculture for the control of weeds. Assessment of their residues in food commodities is therefore an important step in safeguarding human health and establishment of regulatory policy. This standard will enable the health authorities and others engaged in the field to follow uniform test procedures for the estimation of residues of atrazine and simazine in various commodities. In the preparation of this standard, due consideration has been given to the maximum limits of atrazine and simazine residues laid under the provisions of Prevention of Food Adulteration Act, 1954 and the Rules framed thereunder. The test method is restricted to the prescribed level of residues. In reporting the results of a test or analysis made in accordance with this standard, if the final value, observed or calculated, is to be rounded off, it shall be done in accordance w$h IS 2 : 1960 ‘Rules. for rounding off numerical values ( revised )‘.IS 13829 : 1993 Indian Standard PESTICIDE-METHODFORDETERMINATION OFRESIDUESINAGRICULTURAEANDFOOD COMMODITIES,SOILANDWATER- ATRAZINEAND SIMAZINE 1 SCOPE 5.3 Chromatographic Column, 25 cm long X 2 cm i.d. 1.1 This standard describes gas chromato- graphic ( GLC ) and high performance liquid 5.4 Rotary Vacuum Evaporator chromatographic ( HPLC ) methods for determi- nation of atrazine and simazine residues in food 5.5 Air Blower commodities. 5.6 Water Bath 1.2 The limit of determination of both the compounds is 0’05 pg/g by the PHLC method, 5.7 Gas Chromatograph whereas it is 0’01 pg/g by the GLC method. Equipped with a nitrogen specific detector and 1.3 Though no set procedure for thin layer operating under the following suggested psra- chromatography ( TLC ) is being prescribed, meters. These parameters may be varied standardized ( TLC ) procedures may be according to the available facilitiq, provided followed, if necessary, for the purpose of clean standardization is done: up, identification and confirmation of residues Column : Glass, 100 cm length, 4 mm of atrazine and simazine. internal diameter packed with 5 percent OV-101 on Gaschrom 2 REFERENCES Q ( 60-80 ) mesh Temperatures : Column oven : 170°C The Indian Standards listed below are necessary Injector : 200°C adjuncts to this standard: Detector : 210°C IS No. Title Carrier gas ( nitrogen ) flow : 30mI/min rate 1070 : 1992 Reagent grade water ( third revision ) Retention time : Simazine : 3 minutes approximately 11380: 1985 Method of sampling for the Atrazine : 3’5 minutes determination of pesticide approximately residues in agricultural and food commodities 5.8 Microlitre Syringe - 10 ~1 capacity. 3. QUALITY OF REAGENTS 5.9 High Performance Liquid Chromatograph Unless specified otherwise, pure chemicals and Equipped with a variable wave length ultra- distilled water ( see IS 1070 : 1992 ) shall be violet detector, operating under the following employed in the tests. suggested parameters. These parameters may be varied according to the available facilities NOTE - ‘Pure chemicals’ shall mean chemicals provided standardization is: that do not contain impurities which affect the result of analysis. Column : Zorbax ODS or Partisil ODS 25 ~cm length and 4 SAMPLING 4’6 mm internal diameter The representative samples for the purpose of Mobile phase : Methanol estimating residues of atrazine and simazine in Flow rate .* 1 ml/min the commodities shall be drawn in accordance with IS 11380 : 1985. Wave length : 230 nm Absorbance range : 0’02 5 APPARATUS Retention time : Simazine : 6 minutes approximately 5.1 Waring Blender Atrazine : 8 minutes .5.2 Laboratory Shaker ( Rotary Action ) approximately 1. IS 13829 : 1993 6 REAGENTS Blend the mixture for 5 minutes and continue further extraction as described in 7.1. 6.1 Chloroform - PIPLC grade 7.3 Fatty Crops, such as Oilseeds and Nuts 6.2 Petroleum Ether - boiling range 40-60°C. Follow the extraction procedure described 6.3 Ethyl Ether - 5 percent ( v/v ) in carbon in 7.1. Evaporate chloroform completely on the tetrachloride. water bath with the help of stream of air and dissolve the residue in 50 ml petroleum ether. 6.4 Carbon Tetrachloride - HPLC grade. Transfer the solution to a 250-ml separatory funnel and wash the beaker twice with 20 ml 6.5 Acetonitrile - HPLC grade. portions of petroleum ether trasferring the washings into the separatory funnel. Extract the 6.6 Methanol - HPLC grade. petroleum ether solution in the separatory funnel thrice with 25-ml portions of acetonitrile. 6.7 Sodium Acetate Buffer Solution Pool the acetonitrile extract, and transfer to a second 250-ml separatory funnel and wash with Mix equal volumes of 2 N acetic acid and 1 N 50”ml petroleum ether. Discard the petroleum sodiumhydroxide solution. ether layer. Transfer the acetonitrile solution quantitatively, directly to Ihe round bottom 6.8 Reactivated Basic Alumina flask of the rotary vacuum evaporator and completely evaporate off the acentonitrile under Mix 90 g basic alumina with 10 ml water slightly reduced pressure and with a water bath thoroughly and allow to stand overnight. at 50°C. 6.9 Acetic Acid - 2 N. 7.4 Meat and Egg + ydroxide Solution - 1 N. Transfer a suitabl’e quantity ( 100-200 g > of 6.11 Sodium Sulpbate - Anhydrous. the sample into a warinrr blender along with an equal qiantity of anhidrous sodiumYsclphate 6.12 Ethyl Acetate - AR grade. and blend the contents for 5 minutes. Add 100 ml of chloroform, and homogenize for further 5 minutes. Continue the extraction as 6.13 Reference Standard Atrazine - of known per the procedure described in 7.1 and then purity. continue as in 7.3. 6.14 Reference Standard Simazine - of known purity. 7.5 Milk 7 EXTRACTION Transfer 200 ml of the milk sample into a 600-ml beaker, and ZOO-ml methanol and mix 7.1 Grain, Straw, Hay ( Low Moisture ) and thoroughly by stirring with a glass rod. Intro- Soil duce, with stirring, 20-ml sodium acetate buffer solution. Mix well and keep in the ice bath for Transfer a suitable quantity ( loo-209 g ) Gcely 30 minutes. Filter the mixture through a fluted ground sample into a Waring blender, add filter paper and rinse the filter with a jet of water. 100-ml chloroform and homogenize for Collect the filtrate and water washings in a 5 minutes. Trtinsfer the contents quantitatively 600-ml beaker. Transfer the filtrate to a 1 OOO-ml to a stoppered 1 000-mlc onical flask, add 400-ml separatory funnel and extract thrice with 60-ml chloroform aLd shake the slurry vigorously on a portions of chloroform. Emulsions can be rotary-action laboratory shaker for one hour. avoided by the addition of a 2-ml -saturated Filter the extract by decanting, through a layer solution of sodium chloride. Pool the chloro- of anhydrous sodium sulphate mounted on a form extracts in a 250-ml beaker and evaporate Whatman No. 1 or equivalent filter paper and a to dryness on a water bath with the help of a funnel. Note the exact volume of the filtrate stream of air. obtained. Evaporate an aliquot of the extract, equivalent to 50 g of the crop sample, carefully 7.6 Water to dryness on a water bath in a 250-ml beaker, with the help of a gentle stream of air. Transfer 500 ml of the water sample into a 7.2 Fruit and Vegetables 1 OOO-ml separatory funnel and extract the aqueous layer thrice with 60-ml portions of Transfer a suitable quantity ( 100 g ) of the chloroform. Pool the chloroform extracts in a finely chopped fruit or vegetable sample into a 250-ml beaker and evaporate the contents to Waring blender along with about 100 g anhydrous dryness on a water bath with the help of a sodium sulphate and 100 ml of chloroform. stream of air. 2IS 13829 : 1993 8 CLEAN UP As = peak area of the standard; V, = volume, in yl, of the sample Add 25 g reactivated basic alumina to the injected; and chromatographic column, tap gently to eliminate channeling and to achieve uniform packing. M = mass, in g, of the sample taken Dissolve the extracted sample residue ( see 7 ) in for analysis. lo-ml carbon tetrachloride, transfer on to the NOTE - percent mean recovery is determined by column and allow to penetrate into the alumina. taking untreated control sample to which a known Wash the beaker with 10 ml of carbon tetra- amount of atrazine or simazine is added and chloride and transfer to the column analyzed as described above. allowing to penetrate as before. This operation shall be further repeated with another 5 ml of 10 HIGH PERFORMANCE LIQUID tetrachloride. When the solvent has just CHROMATOGRAPHIC ( HPLC > METHOD penetrated into the column, add SO ml of carbon tetlachloride and allow to pass through the 10.1 Principle alumina layer. When the last drop of the carbon tetrachloride has drained down, place a clean The residues of atrazine or simazine extracted 250-ml beaker as receiver, and add 100 ml of 5 from the sample after clean up is dissolved in percent ethyl ether in carbon tetrachloride methanol and estimated by HPLC equipped with collecting the complete eluatc in the beaker. ultra-violet detector. The content of atrazine Evaporate the contents of the beaker to dryness or simazine is determined by comparing the on a water bath with a stream of air. response with the response of a known standard of similar concentration. 9 GAS CHROMATOGRAPHIC METHOD 10.2 Procedure 9.1 Principle Dissolve the residue after clean u$ ( see 8 > in The residue of atrazine or simazine extracted 2-ml methanol and inject. 5 ~1 of this solution from the sample after clean up is dissolved in into the I-IPLC instrument. Identify the peak ethyl acetate and estimated gas chromatographi- for atrazine or simazine and measure the peak tally in an instrument equipped with a nitrogen area. specific detector. The content of atrazine or simazine in the sample is determined by 10.3 Calculation comparing the response with the response of a known standard of similar concentration. Residue of atrazine or simazine ( pg/g > 9.2 Prscedare AI x AZ Dissolve the residue after clean up ( see 8 ) in where 2-ml ethyl acetate and inject 2 mlof this solution into the gas chromatograph. Identify the peak A1 = peak area of the sample; for atrazine or simazine by the retention time v, = volume, in ,ul, of standard and measure $he peak area. atrazine or simazine injected; 9.3 Calculation v, = total volume, in ml, of the sample solution; Residue of atrazine es Al x V, x V, x c C= concentration, in pg/g, of the or simazine xf standard solutions; A2 x V, x M where f= recovery factor A, = peak area of the sample; 100 = percent mean recovery; V, = volume, in ~1, of standard atrazine or simazine injected; AZ = peak area of the standard; v, = total volume, in ml, of the v, = volume, in ~1, of the sample sample solutions; injected; and c = concentration, in tLg/g of the M= mass, in g, of the sample taken standard solution; for analysis. f = recovery factor NOTE - Percent mean recovery is determined by 100 taking untreated control sample to which a known amount of atrazine or simazine is added and = percent mean recovery ’ analyzed as described above.-Standard Mark The use of the Standard Mark is governed by the provisions of the Bureau of Indian Standards Act, 1986 and the Rules and Regulations made thereunder. 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2065.pdf	IS :2065-1983 Indian Standard CODE OF PRACTICE FOR WATER SUPPLY IN BUILDINGS ( Second Revision ) First Reprint NOVEMBER 1990 UDC 696’11 : 006’76 . 0 Copyright 1985 BUREAU OF INDIAN STANDARDS MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARC3 NEW DELHI 110002 Gr 9 February 19851s:2065-1989 Indian Standard CODE OF PRACTICE FOR WATER SUPPLY IN BUILDINGS ( Second Revision ) Water Supply and Sanitation Sectional Committee, BDC 24 SH~I J. D’Cnnz Water Supply and Sewage Disposal Undertaking, New Delhi CHI~EN~NEER (CIVIL I ) (Alternateto Shri J. D’Cruz ) bVISER ( PHE) Ministry of Works and Housing DasTJTY ADVISER ( PHE ) ( Altwok ) SEBI N. S. BHAI~AVAN Public Health Engineering Department I Government of Kerala ),. Trivandrum SUPERRPTENDINQE NQ~N~ZR ( Alternuts ) SEBI I. CHANDRA Haryana PWD, Public Health Branch ( Government of Haryana ), Chandigarh SHRI K. K. GA~HI ( Alternate ) CEIEP ENOIX~EEB( CONSTRUCTION) Uttar Pradesh Jal Nigam, Lucknow SUPERINTENDINGE NGINEER ( Aftmat ) SHBI R. C. P. CHAUDEARY Engineers India Ltd, New Delhi SHRI H. V. RAO ( Alternutc ) SHRI S. K. DAS~UPTA Calcutta Metropolitan Development Authority, Calcutta SHRI S. R. MUKHEBJEE (Alternate ) PBOY J. M. DAVE Institution of Engineers ( India ), Calcutta SHRI S. G. DEOLALI~AR In peraonal capacity (Flat No. 403, Savitri Cinema Commacial Com@x, Greater Kailash II, N6W alhi ) SHRI B. R. N. GUPTA Ministry of Defence, EngineerioChief’s Branch, New Delhi SHRI K. V. KRISHNAB~IJRTHY( Alternate) HYDRAULIC ENGINEER Municipal Corporation of Greater Bombay, Bombay CHIEF ENQINEER ( SE~E~AQE PBOJEOTS) ( Altsrnatr ) ( Continuedo n# age2 ) Oofiyright 1985 BUREAU OF INDIAN STANDARDS Thll publication is protected under the Zidian Cofgright Act ( XIV of 1957 ) and reproduction in whole or in part by any means except with written permissionof the publisher shall be deemed to be an infringement of copyright tinder the said Act.18:206!i-1985 ( Continu6dJIam plrgs 1) Mumbun Rujwusunting Sass R. A. KHANXA Public Health ineering Department, Government of M2 hya Pradesh, Shop01 SHRI D. K. MIT~A ( Akmate I) Smr I. S. BAW~CJA( Al&n& II ) SHBI P. KRISHNAN Central Public Works Department, New Delhi SdkVEYOR OF WOEXS-1 ( NDZ 1 I Alkfnnk ‘) SHEI M. Y. MADAN ’ ?he Hindhrtan Construction Co Ltd, Bombay SH~I C. E. S. RAO ( Altmmtr ) SH~I S. L. Mm Public Works Derurrtment, Public Health Branch.- I Governmehtbf Punjab, Patiala S-1 R. NATAEAZU Hindustan Dorr-Oliver Ltd, Bombay SH~I B. M. RAHUL ( AItunatr ) SEBI K. J. NATE All IIzxyczxttFtitute of Hyiiene and Public Health, SHBI D. Gum ( .hrnak ) SICB~ A. PO~ABALAX Tamzayr;u Water Supply & Drainage Board, Psot V. RAYAN National Environmental Engineering Research Institute ( CSIR ), Nagpur S-I S. R. KSHIIUAOAR ( Afturnotu ) Smr RAXJIT SIXOH Ministry of Railways Da A. V. R. RAO National Buildings Organization, New Delhi Saar 0. P. RATRA ( AlraMtu ) S~R~~TABY Indian Water Works Association, Bombay SECRETARY GENERAL Institution of Public Health Engineers India, Calcutta SHRI R. N. BANERJEE ( Akfttzfu ) SEMI L. R. SEHQAL L. R. Sehgal & Co, New Delhi S-1 S. K. SEARYA Cent~~o~e~ding Research Institute ( CSIR ), SHRI B. N. TEYAQARAJA Bangalore Water Supply and Sewerage Board, Bangalore SHBI H. S. PIJTTAKEXPANNA ( Ahnat ) SHRI V. VARADARAJAN Madras Metropolitan Water Supply and Sewerage Board, Madras SHBI S. DAIVAYANI ( &mats ) S~ar G. RAY-, Director General, IS1 ( &oficio hfumb6r ) Director ( Civ Engg ) SHRI A. K. AVASTHY tluwant PtecSor ( civ EBgg ), ISI 2Indian Standard CODE OF PRACTICE FOR WATER SUPPLY IN BUILDINGS Second Revision) ( 0. FOREWORD 0.1 This Indian Standard ( Second Revision ) was adopted by the Indian Standards Institution on 30 November 1983, after the draft finalized by the Water Supply and Sanitation Sectional Committee had been approved by the Civil Engineering Division Council. 0.2 This standard, first published in 1963 ‘and subsequently revised in 1952, made an attempt to provide the minimum standards for the design, layout and workmanship governing water supply in buildings and helped in bring- ing about desired uniformity in the bye-laws and regulations framed by different water supply authorities in the country. The need for following the regulations are imperative as they are intended for the prevention of waste, misuse, undue consumption and contamination of drinking water, the conservation of which has become an urgent necessity in view of its increasing demand. 0.2.1 The salient changes made in the revision are for estimating the demand load for water supply system, for which the minimum water supply requirements for residential purposes has been changed to 200 liters per head per day and the discharge curve are now based on Hazen and William formula. 0.2.2 A separate Indian Standard laying down guidelines for registra- tion of plumbers is under preparation. 0.9 For the purpose of deciding whether a ,particular requirement of this standard is complied with the final value, observed or calculated, expressing the result of a test or analysis, shall be rounded off iA accordance with IS : 2-1960. The rmmber of significant places retained in the rounded off value should be the same as that of the specified value in this standard. - Rulea for roundingo ff numerical saba ( s&d ). 31. SCOPE 1.1 This code deals with water supply in buildings, and covers general requirements and regulations for water supply, plumbing connected to public water supply, licensing of plumbers, design of water supply systems, principles of conveyance and distribution of water within the premises, storage, water fittings and appliances, and inspection and maintenance. 1.2 Many administrative authorities controlling water supply have their own set of bye-laws, rules and regulations for supply of water to suit local conditions. These should be strictly conformed to before operations are commenced for laying of pipelines or plumbing systems which are to be connected to public water supply. 1.3 This code does not cover aspects of water supply for fire fighting purposes. 2. TERMINOLOGY 2iO For the purpose of this code, the following definitions shah apply. 2.1 Addition to a Building - Addition to the cubic contents or to the Aoor area of a building. 2.2 Air Gap - The distance between the lowest point of a water inlet or feed pipe to an appliance and the spill-over ‘level ( or the overflowing level ) of the appliance. 2.3 Anchors - See2 .53. 2.4 Appliance - A receptacle or apparatus in which water is heated, treated or measured, or in which it is utilized before passing to waste. 2.5 Approved - Accepted or acceptable under an applicable specification stated or cited in this code or accepted as suitable for the proposed use under the bye-laws or regulations of the Authority. 2.6 Area of a Floor or Floor Area of a Building - The area of a horizontal section taken at the plinth or floor level of any storey of a buil- ding inclusive of all projecting and overhanging parts of the external walls and of such portions of the partition walls as belong to the building. 2.7 Available Head - The head of water available at the point of consideration due to main’s pressure or overhead tank or any other source of pressure. 2.8 Authority Having Jurisdiction - l%c authority which has been created by a statute and which for the purpose of administering the code may authorise a committee or an official to act on its behalf; hereinafter called the * Authority ’18 i 2065- 1983 2.9 Backdow - The flow of water or other liquids, mixtures or substances into the distributing pipes of a potable supply of water system from any source or sources other than its intended source ( see 2.11 ). 2.10 Backftow Prevention Device - Any approved measure or fitting or combination of fittings specifically designed to prevent backflow or backsiphonage in a water service. 2.11 Back Siphonage - The flowing back of used contaminated or polluted water from a plumbing fixture or vessel into a water supply pipe due to a reduced pressure in such pipe ( see 2.9 ). 2.12 Branch - Any part of the piping system other than a main. 2.13 Building - Any pertinent or temporary structure built for the xllpp~& shelter or enclosure for persons, animals, chattels or properly of any kind, and includes a house, outhouse, stable, shed, hut and every other such structure, whether of masonry, bricks, wood, mud, metal or any other material but does not include a watchman’s booth, a mandap or other similar kinds of temporary structures erected on ceremonial occa- sions. 2.14 Capacity - The volume of a storage .&tern measured up to the maximum water line. 2.15 Code - The word, where used, alone shall mean these regulations, subsequent amendments thereto, or any emergency rule or regulation which the Authority may lawfully adopt. 2.16 Combined Area of the Floors - Sum total of the area of two pr more. number of floors. 2.17 Communkation Pipe - That part of a service pipe which vests in the water undertakers. It starts at the water main and terminates at a point which differs according to the circumstances of the case. 2.18 Consent - Consent obtained or given in writing, 2.19 Consumer - Any person who uses or is supplied water or on whose application such water is supplied by the Authority. 2.20 Consumer’s Pipe - The portion of service pipe used for supply of water and which is not the property of the Authority ( sac Fig. 1 ). 2.21 Cross Connection - A connection between two normally indepen- dent pipelines which permits flow from either pipeline into the other. 2.22 Diameter - Unless specifically stated, the nominal (internal j diameter of the pipe. 5AB AND FG ~~~MMUNICA~IOPNIP ES BCOE = SUPPLY PIPE PO =DISTRIBUTING PIPE GH. C(l.HJ, JM; JM,WN. KM. PO ~~~- cCONSUMER’S PlpES NOTE - The illustration H not intended to indicate recommended poritim of underground storage tank ( where provided ), piper, etc, and thir will d-d w local IlltuatlozlS. Fm. 1 TYPICAL SKETCHF OR IDENTIFICATIOONF DWFERENTT YPES OF WATER SUPPLY.P IPBS 6IS:!ZOS!B-1983 2.23 Direct Tap - A tap which is connected to a supply pipe and subject to pres-s ure from the water main. -Z24 Domestic Pmposes - All purposes incidental to the occupation of a dwelling. 2.25 Downtake Tap - A tap connected to a system of piping not subject to water pressure from the water main. 2.26 Dwelling - A building used or constructed or adapted for use wholly or principally for human habitation. It may include garages, other out- houses appurtenant thereto. 2.27 Effective Opening - The minimum cross-sectional area at the point of water supply, measured or expressed in terms of (a) diameter of a circle, (b) if the opening is not circular, the diameter of a circle of equi- valent cross-sectional area. 2.MI Existing Work - A plumbing system or any part thereof which has been installed prior to the date on which the code comes into effect and is made applicable by the Authority. 2.23 Factory - A place to which the provisions of the Indian Factories Act of 1948 and amendments thereto from time to time apply. 2.30 Feed Cistern - A storage vessel used for supplying cold water to a hot water apparatus, cylinder or tanks. 2.31 Fitting - Coupling, Range, branch, bend tees, elbows, unions, waste with plug, P or S trap with vent, stop ferrule, stop valve, bib tap, pillar tap, globe tap, ball valve, cistern storage tank, baths water-closets, boiler gyser, pumping set, with motor and accessories, meter, hydrant valve and any other article used in connection with water supply and santitation. 2.32 Float Operated Valve - Ball valves or ball taps and equilibrium by valves operated by means of a float. 2.33 Flushing Cistern - A cistern provided with a device for rapidly discharging the contained water and used in connection with a sanitary appliance for the purpose of cleansing the appliance and carrying away its contents into a drain. NOTE - The nominal siie of a cistern is the quantity of water discharged per flush. 2.34 General Washing Place - A washing place provided with necessary sanitary arrangement and common to more than one tenement. 2.35 Horizontal Pipe - Any pipe or fitting which makes an angle of more than 45” with the vertical. 7 LIs:!2065-1983 2.36 Insanitary - Contraiy to sanitary principles or injurious to health. 2.37 Licensed Plumber - A person licensed under the provisions of this code. 2.38 O&et - A pipe fitting used to connect two pipes whose axis are parallel but not in iine. 2.39 Period of Supply - The period of the day or night during which water supply is made available to the consumer. 2.40 Pipe Work - Any installation of piping with its fitting. 2.41 Plinth - The portion of a structure between the surface of the surrounding ground and surface of the floor,, immediately above the ground. 2.42 Plumbing - (a) The pipes, fixtures and other apparatus inside a building for bringing in the water supply and removing the liquid and water borne wastes; (b) The installation of the foregoing pipes, fixtures and other apparatus. 2.43 Plumbing System - The plumbing system shall include the water supply and distribution pipes; plumbing fittings and traps; soil, waste, vent pipes and anti-siphonage pipes; building drains and building sewers inclu- ding their respective connections, devices and appurtenances within the property lines of the premises, and water-treating or water-using equipment. 2.44 Potable Water - Water which is satisfactory for drinking, culinary and domestic purposes and meets the requirements of the Authority. 2.45 Premises - Premises shall include passages, buildings and lands of any tenure, whether open or enclosed, whether built on or not, and whether public or private in respect of which a water rate or charge is pa&Mr to the Authority or for which an application is made for supply . 2.46 Public Building - A building used or intended to be used either ordinarily or occasionally as a church, chapal, temple, mosque or any place of public worship, DHARAMSHALA, college, school, theatre, cinema, public concert room, public hall, public bath, hospital, hotel, restaurent, lecture room or any other place of public assembly. 2.47 Residual Head - The head available at any particular point in the distr‘ibution system. 2.48 Service Pipe - Pipe that runs between the distribution main in the street and the riser in the case of a multistoreyed building or the water in the case of an individual house and is subjected to water pressure from such main.2.49 Stopcock - A cock fitting in a pipeline for controlling the flow &f ’ water. 2.50 Stop Tap - Stop tap includes stop bock, stop valve or any other devices for stopping the flow of water in a line or system of pipe at will. 2.51 Storage Cirtem, - A cistern for storing water. 2.52 Supply Pipe - So much of any service pipe as is not a communica- tion pipe. 2.53 Supports - Supports, hangers and anchors or devices for suppor- ting and securing pipe and fittings to walls, ceilings, floors or structural members. 2.54 Tenement - A room(s) in the occupation of or meant for the occupation of one tenant. 2.55 Vertical Pipe - Any pipe which is installed in a vertical position or which makes an angle of not more than 45’ with the vertical. 2.56 Warning Pipe - An overflow pipe so fixed that its outlet, whether inside or outside a building, is in a conspicuous position where the discharge of any water therefrom can be readily seen. 2.57 Washout Valve - A device located at the bottom of the tank for the purpose of draining a tank for cleaning, maintenance, etc. 2.58 Water Line - A line marked inside a cistern to indicate the highesf water level at which the supply valve should be adjusted to shut off. 2.59 Water Main ( Street Main ) - A pipe laid by the water under- takers for the purpose of giving a general supply of water as distinct from a supply to individual consumers and includes any apparatus used in connection with such a pipe. 2.60 Water Outlet - A water outlet, as used in connection with the water distributing system, is the discharge opening for the water (a) to a fitting, (b) to atmospheric pressure ( except into an open tank which is part of the water su.pply ), and (c) to any water-operated device or equipment requiring water to operate. 2.61 Water Stapply System - Water supply system of a building or premises consists of the water service pipe, the water-distribution pipes, and the necessary connecting pipes, fittings, control valves, and all appurte- nances in or adjacent to the building or premises, 2.62 Waterworks - Waterworks for public water supply ‘include a lake, river, spring, well, pump with or without motor and accessories, reservoir, cistern, tank, duct whether covered or open, sluice, water main, pipeculvert, engine and any machinery, land, building or a thing used for storage, treatment and supply of water. 3. LICENSING PLUMBERS 3.1 For grant of license to plumbers, ‘ Indian Standard Guidelines for Registration of Plumbers ( under prefiaration' ) ’ may be followed. 4. APPLICATION FOR OBTAINlNG SUPPLY FROM WATER- WORKS 4.1 Application Forms - Every consumer requiring a new supply of water or any extension or alteration to the .existing supply, shall apply in writing in the prescribed form given in Appendix A to the Authority. 4.2 Bulk Supply - In the case of large housing colonies or where new services are so situated that it Will be necessary for the Authority to lay new mains or extend an existing main, full information about the proposed housing scheme shall be furnished as early as possible to the Authority. The Authority shall also be given information regarding the phased require- ments of water supply with full justifications. Such information shall include site plans showing the layout of roads, footpaths, buildings and boundaries, and indicating thereon the finished line and level of the roads or footpaths and water supply lines and appurtenances. 4,3 Completion Certificate - On completion of the plumbing work for the water supply system, the licensed plumber shall give a completion certificate in the prescribed form ( see Appendix B ) to the Authority for getting the water connection from the mains. 5. DESIGN OF DISTRIBUTION hkEMS 5.1 General - Proper design of the water distributing systems in a buil- ding is necessary in order that the various fittings may function properly, and there is an adequate supply to meet the needs of the occupants of the bnilding, both with regard to their domestic as well as flushing ( of sani- tary appliances ) requirements. NOTE- ln general, a daily per capita water consumption of at least 200 litres may be used for most of the large towna and cities in India as design figure to meet domestic and flushing needs, However, for lower income group ( LIG ) and econo- mically weaker section of the society the value of water supply may he reduce-d to. 185 litres per capita per day. 5.1.1 There shall be at IeaSt a residual head of 0.018 N/mms at the consumer tap. Norm-The residualh ead shall be taken at the higheatlfarthest outlet in the building. 105.2 Esdnutte of Demand Load - m system in a building is not exactly determinable. fittings varies not only for diKerent classes of buildings class of buildings depending upon the habits of the flow that will be satisfactory for any part of depend upon the consumer, his standard of living, his professional needs, the size of the family and other, ancilliary requirements, such as gardening. 5.2.1 The water supply requireme&.s for’ residences and. for buildings other than residences have been specified in IS : 1172-1983. Whereas in the case of buildings other than residences, the number of persons normally required to occupy the same is usually known; in the case of residences, the number of persons occupying the premises varies largely from place to place. In many large cities, there is over-crowding in residential buildings. The requirements stipulated in this code are based upon an average family of 5 and a consumption of 1000 litres per one dwelling unit. Thus if a building contains ten dwelling units, the rquire- ment of water has been taken as 10 000 litres per day. 5.3 Rate of Flow - One of the important items that needs to be deter- mined before the sizes of pipes and fittings for any part of the water piping system may be decided upon, is the rate of flow in the service pipe which, in turn,.depends upon the mimber of hours for which the supply. is avai- lable at sMciently high pre ure. If the number of hours for which the supply is available is less, t$ epe will be large number of fittings in use simultaneously and the rate df flow will be correspondingly large. % 5.3.1 “me data rquired for determining the size of the communication and service pipe are (a) the maximum rate of discharge required, (b) the length of the pipe, (c) the head loss by friction in that length, and (d) the. roughness of the jnterior surf& of the pipe. In determining the head loss by friction, allowance shall be made for the elevation of the intake works in relation to the available pressure in the water main and of_ the losses in fittings, such as bends, stoptaps meters f see IS : 2951 _ ( Part 2 )-1965t]and any obstnxtions to the flow of water. As the pipe- line tends to accumidate internal jncrustation in course of time, normally a~ average value for w co-eEcient 6 C ’ is assumed. 5.4 Di+harge compu-&m 5.4.1 Several formulae, diagrams and tables of calculated values are available for the measurement of flow through pipes. However, almost all studies based on the Reynolds number of flow, pipe roughness and flow Code of basii re-quirementr for water supply, drainage and sanitation ( ftird PWiSiiWI). tRecommend&tion for estimation of Row of Iiuids in closed conduits : Part 2 Head loa in valves and &tin. 11pattern ( like turbulent, transient, laminar ) yields accurate and mutually consistent results over a very large range of the flow compared to emperi- cal formulae which have limitations regarding their range of applicability. Although non-dimensional parameters are used, these rational formulae based on Raynolds number need information on viscosity and the calcula- tions are more involved. To obviate the involved calculations, a universal pipe friction diagram as prescribed in IS : 2951 ( Part 1 )-1965 and IS : 2951 ( Part 2 )-1965t may be followed. 5.4.2 Temperature of water and consequently its viscosity at a place is an extremely variable factor, depending upon season and time. Further, commercially available standard sizes of pipes are only to be used against the size arrived at by actual design. Therefore, several emperical formulae are used, even though they give less accurate results. The Hazen and William formula and the charts based on the same may be used without any risk of inaccuracy in view of the fact that the pipes normally to be used for water supply are of smaller sizes.. Nomogram of Hazen and William’s equation has been provided in Appendix C. 6. MATERIALS, FITTINGS AND APPLIANCES 6.1 Standards for Materials, Fittings and Appliances- All materials used in the construction of any of the works or any of the appliances described in this code shall conform to the relevant Indian Standards where available in so far as these standards are applicable. Where no such standards exist, the materials shall be of the quality and workmanship acceptable to the Authority, and shall be open to inspection at the manu- facturer’s works before despatch. 6.2 Materials for Pipes - Pipes may be of any of the following materials: a) Cast iron, vertically cast or centrifugally ( spun ) cast ( see IS : 1.536-1976$ and IS : 1537-1976s; b) Steel ( lined or coated with bitumen or bituminous composition and out-coated with cement concrete or mortar, where necessary ) ( see IS : 1916-196311a nd IS : 3589196611); c) Reinforced concrete ( se6 IS : 458-1971** ); Recommendationf or estimation of flow of liauids in closed conduits: Part 1 Head loss in straight pipes due to frictional resirtance. tRecommendation for estimation of flow of liquids in closed conduits: Part 2 Head loss in valves and fittings. $Specification for centrifugally cast ( spun ) iron pressure pipes for water, gas and sewage ( s.scoad rarisim ). &Specification for vertically cast iron pressure pipes water, for gas and sewage ( firzt rahioi ) . I llSpecilication for steel cylinder reinforced concrete pipes. T(Specificatioa for electrically welded steel pipes for water, gas and sewage ( 200 to 2000 mm nominal diameter ). Specification for concrete pipes (with and without reinforcement ) ( second r&.&s ). 124 Prestressed concrete ( see IS : 784-1978 ); e) Mild steel tubes or tubulars ( galvanized ) [ see IS : 1239 ( Part 1 )- 19797 1; f 1 Copper ( see IS : 1545-19823 ); lit>B rass ( see IS : 407-19815 ); h) Wrought iron; 3 Asbestos cement (see IS : 1626196011 and IS : 1592-198Oj ); W Lead [ see IS : 404 ( Part 1 )-1977** 1; m> Polyethylene ( see IS : 3076-1968fi ) and ( IS : 4984-1978# ); and 4 Unplasticized PVC pipes ( ses.IS : 4985-1981@ ). 6.2.1 In choosing the material for piping and fittings, account shall be taken of the character of the water to be conveyed through it, the nature of the ground in which the piping is to be laid and the relative cost as compared with its useful life. The material shall be resistant to corrosion, both inside and outside or shall be suitably protected against corrosion. 6.2.2 Lead piping shall not be used to convey domestic water supply as most of the waters in India are plumb0 solvent and are liable to cause lead poisoning. Lead piping may, however, be used for flushing and overflow pipes. It is liable to corrosion on contact with fresh cement mortar or concrete and shall be protected by wrapping with a protective material which will also permit movement due to expansion and contraction. 6.2.3 Copper piping may be used particularly in hot water installations provided water is not capable of dissolving an undue amount of copper. 6.2.4 Asbestos cement pipes may be used; however, adequate safeguards should be taken while laying backfilling ( see IS : 6530-1972 ]]I]) . - - Specification for prestressed concrete pipes ( including fittings ) (iirJf r&&n ). tSpecification for mild steel tubes, tubulara and other wrought steel fittings: Part 1 Mild steel tubes (fourth rcuision ). iSpecification for solid-drawn copper alloy tubes for condensersa nd heat exchangers ( $oah rerision ). SSpecification for brass tubes for general purposes ( flrird revision), (\Specification for asbestos cement building pipes, gutters and fitting-s (sp.-i got and socket types ). TSpecification for asbestos cement pressure pipes ( second revision ). Specification for lead pipes: Part 1 For other than chemical purposes (suond revision ) . especification for low density polyethylene pipea for potable water supplies (&t rmisibn ) . StSpecification for high density polyethylene pipes for potable water supplies, sewage and industrial effluents ( second r&ion ). @Specification for unplasticized PVC pipes for potable! water supplies (JW rroision ). j\&ode of practice for laying of asbestos cement pressure pipes. 136.2.5 Mild steel tubes used in plumbing system shall be of medium class conforming to IS : 1239 ( Part 1 )-1979. 6.2.6 Polythene pipes and PVC pipes should not be laid on hot surfaces or in too close a proximity of hot water pipes. Care should also be taken to avoid locations where they are likely to be exposed to atmospheres charged with coal gas [ see IS : 7634 ( Part 2 )-1975t and IS : 7634 ( Part 3 )-1975f 1. 7. CONVEYANCE AND DISTRIBUTION OF WATER WITHIN THE PREImSES 7.1 B&c Principles - Some of the details of plumbing which are consi- dered necessary for properly designed, acceptably installed and adequa- tely maintained plumbing systems are given in 7.2 to 7.12. Though the details of construction may vary, the basic sanitary and safety principles are the same, and they merit serious study. Furthermore, in the event of any unforeseen situation not covered by specific provisions in this code, the principles enumerated may serve as useful guides. 7.2 Wholesome water supply provided for drinking and culinary purposes shall not be liable to contamination from any less satisfactory water. There shall, therefore, be no cross-connection whatsoever between a pipe or fitting for conveying or containing wholesome water and a pipe or fitting for containing impure water or water IiabIe to contamination or of uncer- tain u&y or water which has been used for any purpose.. The provision of re f ux or non-return valves or closed and sealed stop valves shall not be construed as a permissible substitute for complete absence of cross- connection. 7.3 The,design of the pipe work shall be such that there is no possibility~ of backflow towards the source of supply from any cistern or appliance whether by siphonage or otherwise. Reflux or non-return valves shall not’ be relied upon to prevent such backflow. 7.4 Where a supply of wholesome water is required as an alternative or stand-by to a supply of less satisfactory water or is required to be mixed with the latter, it shall.be delivered only into a cistern, and by a pipe of fitting discharging into the air gap at a height above the top edge of the cistern equal to twice its nominal bore, and in no case less than I50 mm. It is necessary to maintain a definite air gap in all appliances or taps used in water-closets. Specification for mild steel tubes, tubulars and other wrought stdel fittings: Part 1 Mild ateel tubes ( fanth miripn 1.. t&de of practice for~+tl~ pipe work for potable yater supplies: Part 2 Laying an Jomtmg polyethylene ( PE pipes. Part 3 Laying and jointing of unplasticiaed P 3 C pipes. 14l8:2065- 1983 7.5 All pipe work shall be so designed, laid or fixed, and maintained as to be and to remain completely watertight, thereby avoiding waste of water, damage to property and the risk of contamination of the water conveyed. 7.6 No piping shall be laid or fixed so as to pass into, through or adjoin- ing any sewer, scour outlet or drain or any manhole connected therewith nor through any ash pit or manure pit or any material of such nature that would be likely to cause undue deterioration of the pipe, except as permitted in 7.7. 7.6.1 Where lines have to be laid in close proximity to electric cables or in corrosive soils, adequate precautions should be taken to avoid elec- trical accidents and corrosion. 7.7 Where the laying of any pipe through corrosive soil or pervious mate- rial is unavoidable, the piping shall be properly protected from contact with such soil or material by being carried through an exterior cast iron tube or by some other suitable means as approved by the Authority. Any existing piping or fitting laid or fixed, which does not comply with the above requirements, shall be removed immediately by the consumer and relaid by him in conformity with the above requirements and to the satisfaction of the Authority. 7.8 In designing and planning the layout of the pipe work, due attention shall be given to the maximum rate of discharge, required economy in labour and materials, protection against damage and corrosion, protection from frost, if required, and to avoidance of airlocks, noise transmission and unsightly arrangement. 7.9 To reduce frictional losses, piping shall be as smooth as possible inside. Methods of jointing shall be such as to avoid internal roughness and projection at the joints, whether of the jointing materials or otherwise. 7.10 Change in diametef and in direction shall preferably be gradual rather than abrupt to avoid undue loss of head. No bend or curve in piping shall be made which is likely to materially diminish or alter the cross-section. 7.11 Underground piping shall be laid at such a depth that it is unlikely to be damaged by frost or traffic loads and vibrations. It shall not be laid in ground liable to subsidence, but where such ground cannot be avoided, speci’al precautions shall be taken to avoid damage to the piping. Where piping has to be laid across recently disturbed ground, the ground shall be thoroughly consolidated so as to provide a continuous and even support. 7.12 No boiler for generating steam or closed boilers of any description or any machinery shall be supplied direct from a service or supply pipe. Every such boiler or inachinery shall be supplied from a feed cistern. 15a GENERAL mQummmms FOR PIPE WORK 8.1 Gene4 - The following general principles shall apply in the layout and planning of the pipe work, al.1 Any pipe going underground should have adequate cover. 8.1.2 Every communication ipe shall have inserted in it, in an acces- sible position, a stop cock o F the prescribed kind, having an area of waterway at least equal to the internal sectional area of the communication pipe. It should be fixed with a cover or guard box so as to be accessible to the Authority. 8.1.3 Where the service pipe is of diameter less than 50 mm, the stop valves shall be of the screw-down type and shall have loose washer plates to ac:t as non-return valves ( SM IS : 781-1977 ). Other stop valves in the service line may be of the gate type ( see IS : 778.198Ot ), 8.1.4 In flats and tenements supplied by a common service pipe, a stop tap &all be fixed to control the branch to each separately occupied part. In e buildings a sufficient number of stop valves shall be fixed on bran? J! pipes, and to control roups of ball valves and draw off taps, so as to minimize interruption o P the supply during repairs. All such stop valves shall be fixed in accessible ‘positions and properly protected from being tampered with; they may be of the gate type to minimize loss of head b,’ friction. 8.13 Water for drinking or for culinary purposes shall not, as far as possible, pass through any cistern, and, therefore, direct taps supplying water for these purposes shall be on branch pipes connected directly to the service pipe. 8.1.8 Pumps shall not be allowed on the service pipe as they cause a drop of pressure on the suction side thereby affecting the supply to the adjoining properties. In cases where pumping is required a pro erly protected storage tank of adequate capacity shall be provided to fee B the pump. 8.1.7 Service pipes thall be so designed and constructed as to avoid air- locks, so that all piping and fittings above ground can be completely emptied of wafer to facilitate repairs. There shall be draining taps or draw-off taps ( not underground ) at the lowest points, from which the piping shall rise continuously to draw-off taps, ball valves, cisterns, or vents ( where provided ) at thG high points. Specificationf or cast copper alloy screw-down bib tapn and #top valver for water rervicer ( s6cond rmin’on ). tSpecification for copper alloy gate, globe and check valve8 for water works purposes ( third revision) .lS:2065.1983 8.l.8 Service pipes shall be designed so as to reduce the production and tr:lnsmission of noise as much as possible. Appliances which create noise shall be installed as far distant as possible from the living rooms of the house and shall be housed in sound-proof cabins. The planning of the building shall allow for such arrangements. High velocity of water in piping and fittings shall be avoided. Piping shall be confined as far as possible, to rooms where appliances are fixed; it shall have easy bends, and where quietness is particularly desired, holder bats or clamps shall be insulated from the piping by suitable pads. 8.1.9 The rising pipe to the storage cistern, if any, or any feed cistern shall be taken as directly as possible to the cistern and shall be fixed away from windows or ventilators. 8.1.10 Piping shall be so located that it is not unduly exposed to accidental damage, and shall be fixed in such positions as to facilitate cleaning and avoid accumulations of dirt. 8.1.11 All pipe work shall be planned so that the piping is accessible for inspection, replacement and repair. To avoid its being unsightly, it is usually possible to arrange it in or adjacent to cupboards, recesses, etc, provided there is sufficient space to work on the piping with the usual tools. Piping shall not be buried in walls or solid Jloors. Where unavoidable piping may be buried for short distances provided that adequate protection is given against damage and that no joints are buried. If piping is laid in ducts or chases, there shall be enough space to facilitate repairs and shall be so constructed as to prevent the entry of vermin. To facilitate removal of pipe casing, floor boards covering piping shall be fixed with screws or bolts. 8.1.12 When it is necessary for a pipe to pass through a wall or floor, a sleeve shall be fixed therein for reception of the pipe and to allow freedom for kxpansion and contraction and other movement. Piping laid in timber floors shall, where possible, be parallel with the joists. 8.1.13 In buildings where it is desirable to have some means of identi- fying the use of the various pipes, they shall be painted in accordance with Appendix D ( see also IS : 2379-1963 ). 8.2 Prohibited Connections - A service pipe shall not be connected into any distribution pipe; such connection may permit the backflow of water from a cistern into the SeXViCe pipe, in certain circumstances, with consequent danger of contamination and depletion of storage capacity. It might also result in pipes and fittings being subjected to a pressure higher than that for which they are designed, and in flooding from overflowing cisterns. - Colour code for the identification af pipelines.8.2.1 No pipe for conveyance or in connection with water supplied by the Authority shall communicate with any other receptacle used or capable of being used for the conveyance other than water supplied by the Authority. 8.2.2 Where storage tanks are provided no person shall connect or be permitted to connect any service pipe with any distributing pipe. 8.2.3 No service pipe shall be connected to any water-closet .or urinal. All such supplies shall be from flushing cisterns which shall be supplied from storage tank ( see 12.3 ). 8.2.4 No service or supply pipe shall be connected directly to any hot- water system or to any apparatus used for heating other than through a feed cistern thereof. This shall also apply to every gas producer, gas engine, compressor, oil engine, cooling jacket or other apparatus in or by which water supplied by the Authority may be heated. 9. LAYING OF MAINS AND PIPES ON SITE 9.1 Excktion and killing - The bottoms of the trench excavations shall be carefully prepared so that the barrels .of the pipes, when laid, are well bedded for their whole length on a firm surface and are true to line and gradient. The width of the excavation shall be sufficient to allow the pipes to be properly laid and jointed, joints holes being made where necessary. 9.1.1 In the refilling of the trenches, the pipes shall be surrounded with fine selected material, well rammed so as to resist subsequent movement of the pipes. No stones shallbe in contact with the pipes, and when the excavation is in rock, the bottom shall be cut deep enough to permit the pipes to be bedded on alayer of fine selected material, or ( especially where there is a steep gradient ) on a layer of concrete. 9.2 Preparing Pipes for Laying Underground - The pipes shall be carefully cleared of all foreign matter before being laid. They shall be thoroughly brushed out internally with a well-fitting hard brush, and after laying the open end shall be temporarily plugged to prevent ingress of water, soil, etc, precaution shall be taken to prevent floatation of the plugged pipes, should the trench become flooded. 9.2.1 Any coating, sheathing or wrapping of the pipes shall be exa- mined for damage and repaired, where necessary, and shall also be made continuous over the joints. 9.2.2 Concrete Pipes and Cast Iron Pipes - Pipes should be laid in accordance with the requirements given in IS : 783-1959 and IS : 3114- 1965?, respectively. Code of practice for laying of concrete pipes. t&de of practice for laying of cast iron pipes. 1893 ‘Laying Underground Mains - Where the trench is on a slope, pipe laying shall proceed in an c uphill ’ direction to facilitate joint making. 9.3.1 Except in the case of small pipes under low pressure, thrust blocks of concrete shall be formed at all bends to transmit the hydraulic thrust on to undisturbed ground and to spread it over a sufficient area. Whw the hydraulic thrust is in an upward direction, anchor-blocks of sufficient weight shall be provided to which the pipes shall be secured with steel straps. The displacing forces in the mains due to end and radial thrust on bends are given in Appendix E. ,9.4 Surface Bores - Iron surface boxes shall be provided to give access, to valves ( see IS : 3950-1979 ) and hydrants, and shall be supported on concrete or brickwork which shall not be allowed to rest on the pi s,&d transmit traffic loads to them, allowance being made for set 05e”m ent, Vertical iron guard pipes may be provided to enclose the spindles of sluice valves. It is not generally necessary entirely to enclose the valves and hydrants in brick or concrete chambers, but if the latter are provided they shall be of sufficient dimensions to permit repairs being carried out to the fittings. 9.4.1 If the surface box, mounted on a guard pipe, is fixed over the underground stop valve merely to give access for operating the latter, the limited space provided by this arrangement will not permit the repacking of the stop valves gland or other repairs to be carried out with excavation. The guard pipe may be supported on bricks, and should not rest on the supply pipe. 9.5 Meters - If the service pipe is to be metered, the meter may be provided and fixed by the Authority. Private meter of approved type may be permitted to be used subject to such conditions as the Authority may prescribe. Meters of domestic type shall conform to the requirements of IS : 779-1978t. Meters of bulk type shall conform to the requirements of . IS : 2373-19811. The meter shall be installed in accordance with IS : 2401- 19734. The meter shall be fitted beyond the stopcock with unions to facilitate the necessary periodic changing of the meter. If fitted in an exposed position outside the building, the meter shall be housed in water meter boxes conforming to IS : 2104-198111. Specificationf or surfaceb oxesf or sluice valves (f;rs: rwision). tSpecificationf or water meten ( domestict ype ) ( ftr r&&n ). $Specificationf or water meters ( bulk type ) ( ihirB noidar ). &ode of practice for selection, installation and maintenance of domestic water meters (first rwision ) . IlSpecification for water meter boxes ( domestic type ) (PIJt ru&n )., 19IS:2065-1983 9.6 Laeg Service Pipes - Service pipes of less than 50 mm bore may be connected to mains by means of right-angled screw-down ferrule of non- ferrous metal conforming to IS : 2692-1978, but the ferrule itself shall not be more than 25 mm bore. Ferrule of 20 mmbore and above shall not be used in‘mains of less than 100 mm bore. The main is drilled and tapped and the ferrule screwed in. In case of large-sized trunk mains, this may be done by a tapping under pressure machine, which will obviate any interference with the use of the main. 9.6.1 Service pipes of 50 mm bore and upward shall be connected to special T-branches which have to be inserted into the line of the main. Special branch pipes shall also be used for service pipes of less than 50 mm bore where the bore of the main is not greater than thrice that of the service pipe. 9.6.2 In the process of installing or repairing any part of a plumbing installation, the finished.&ors, walls, ceilings, tile-work or any other part .of the building or premises, which shall be changed or replaced, shall be left in a safe structural condition in accordance with. the requirements of the relevant codes and any building bye-laws approved by the Authority. All exterior openings provided for the passage of pipe shall be properly sealed. 9.6.3 Precautions against contamination of the mains shall be taken when making a connection, and where any risk exists, the main shall be subsequently disinfected ( see 13.1 and 13.2 ). The underground water service pipe and the building sewer or drain shall be kept at a sufficient distance apart to the satisfaction of the Authority so as to prevent conta- mination of water. Water service pipes or any underground water pipes shall not be run or laid in the same trench as the building sewer or drai- . nage pipe. Where this is unavoidable, the following conditions shall be fulfilled : 4 The bottom of the water service pipe, at all points, shall be at least 30 cm above the top of the sewer line at its highest point. b) The water service pipe shall be placed on a solid shelf excavated at one side of the common trench. Cl The number_ of ‘joints in the service pipe shall be kept to a minimum. 4 The materials and joints of sewer and water service pipe shall be installed in such a manner and shall possess the necessary strength and durability SO as to prevent the escape of solids, liquids, and gases therefrom due totemperature changes, settlement, vibrations and superimposed loads. Specilieation for ferrules for water services ( firerf e&ion ). 2b9.6.4 The service pipe shall. pass i’nt& or beneath the building at a depth below the external ground level of not less than O-75 m ( provided the foundation is deeper than 0.75 m ) and at its poi.nt of entry through the structure should be accommodated in a sleeve which should have previously been solidly built in. The space between the pipe and the sleeve shall be filled with bituminous or other suitable material for a minimum length of 15 cm at both ends. 9.6.5 Care shall be taken to ensure that before the pipeline is charged all piping and fittings are clean internally, and free from particles of sand or soil, metal fittings, chips, etc, which besides causing obstructio& may: lead to failure by corrosion. 9.7 Securing and Supporting of Pipes - Lead piping of not more than 25 mm bore, in vertical runs, may be secured direct to brick walls ( other than external walls ) by iron pipe clamps driven into the wall joints, or may be secured to wooden battens or other wood work by iron or brass clips with ears for screw fixing, the clamps or clips or holder bats being at not more than 90 cm intervals. Damage to the piping by the ~clamps~ shall be prevented by the insertion of small lead pads. 9.7.1 Copper piping shall be secured by copper or copper-alloy clips direct to wood work, or by similar bracket-clips built-in to walls or screwed to plugs. 9.7.2 Wrought iron and steel piping shall be secured in a manner similar to that used for copper piping, except that the clips shall be of iron or steel. 9.7.3 Plastic pipes should be secured and suppored in accordance with the recommendations given in IS : 7634 ( Part 2 )-1975 and IS : 7634 ( Part 3 )-19757. 9.8 Pipes Laid Througb Ducts, Chases, Notches or Holes - Ducts or chases in walls for piping shall be provided during the building of the walls. If they are cut in existing walls, they shall be finished sufficiently smooth and large enough for fixing the piping. In the case of lead pipes, the joints may be wiped outside the duct, and the pipes eased back into the duct after jointing. 9.8.1 Wherever possible back-boards shall be provided rn chases for fixing the piping; otherwise lead piping shall be protected from contact with lime or cement by building paper or felt. Where covers are provided to chases, they shall be fixed with screws for easy removal. Code of practice for plastics pipe work for potable water supplies; Part 2 Laying and jointing polyethylene ( PE ) pipes. Part 3 Laying and jointing of unplasticizedP VC Pipes’. 21 .r . .,’,992 Piping laid in notches or holes shall not be subjected to external ure, and shall be free to expand and contract without noise due to lfrimctiso’ n on the wood. 9.9 L8 ging for Pipe - Where lagged piping outside buildings is attache a to walls, it shall be entirely covered alround with waterproof insu- lating material and shall not be in direct contact with the wall. Where it passes through a wall, whether into a building or not, the lagging shall be continued along the pipe throughout the thickness of the wall, and where it emerges-from the ground, the lagging shall be continued into the ground until the depth of O-75 m is reached. 9.9.1 Lagged piping connected to cisterns, enclosed by insulating casing shall pass at right angles through the casing and be lagged independently of the casing if the piping is sandwiched between the cistern and the casing, it will, probably, not be sufficiently insulated.. 9.9.2 The minimum thickness of insulating material for lagging hot- water piping inside buildings shall be 12 mm in the case of glass in fibre form, compressed felt, and felted slag or mineral wool and 20 mm in the case of asbestos, 85 percent magnesia, compressed backed cork and granu- lated cork ( raw or baked ). 9.9.3 All lagging exposed to moist conditions shall be waterproof or covered with a waterproof wrapping. 9.10 Spacing of Fixings for Internal Piping - Fixing on internal pipes shall be spaced at regular intervals as given in Appendix F. 10. JOINTING OF PIPES 10.1 Cast &on Piper - The spigot and socket joints of cast -iron pipes are usually caulked with lead. The’common form of joint is made by first caulking in sp/un yam, then fillin the space left in the joint by running in molten lead, taking care that no b oss enters the joint, and then thoroughly caulking the lead. The spun yarn shah be clean and sterile and the lead shall conform to IS : 782-19788. The lead need not extend into the joint further than the back of the groove formed in the socket. 10.1.1 The spun yarn is used to centre the spigot in the socket, to prevent the flow of molten lead into the bore of the ‘pe, to reduce the amount of lead required to complete the joint an $ to make the joint watertight. Spun yarn may become infected with bacteria, which may contaminate the water and, therefore, shall be effectively sterilized before use by being exposed to the vapours of 40 rcent formaldehyde in an air- . tight chamber for not less than 3 hours. i&ete matively, proprietary brands ,Specificationfo r esulkiag lead ( U&dp sirirn ). 22IS;206S-19S$ of sterilized spun yarn may be’used. Threaded lead or lead wire or strip may be used instead of spun yarn, thus producing a solid lead joint. -Lead covered yarn may also be used which does not have the disadvan- tages of pkln yarn. Cold lead may be caulked into the joint space first followed by spun yarn, and the joint then completed with ccddor molten lead. 10.1.L1 Rubber ring joints may also be suitable wherever there is a provision for them in the spigot made by the manufacturer. 10J.2 Caulking may be done with neumatic tools or with a hand hammer weighing not less than 2 kg. Ghen working with lead wool, it is very important to use caulking tools of appropriate thickness to fill the joint space, and to thoroughly consolidate the material horn the back to the front of the socket. Lead runjoints shall be preferably finished 3 mm behind the socket face. Nom - Attention is ISOdrawn to IS :M14-1965* forJointing of caat iron pipes, quantityoflead anchpun iron fordtt%rentskes ofpipes, etc. 10.M Cast iron pipes may-also be jointed by means of flanges of cast iron and steel pipes with flanges.welded-on. XL1.4 Flanged joints shall be made with jointing rings of good quality, smooth, hard, compressed fibre board (not lessthan 1”5mm thick ) and of such width as to fitinside the circle of bolts. The rings shall be smeared thkdy with graphite paste. Alternatively, the jointing rings may be of rubber or rubber insetion or gutta-percha, or may be corrugated non-corrosive alloy together with a suitable jointing paste. The nuts shail be carefully tightened, in opposite pairs, until the joint ring is only just sufficiently compressed between the flanges to ensure watertightness of the joint under the desired water pressure. 10.1.5 Several proprietary flexible joints are avaihtble for jointing cast iron pipes and these may be used with the specific approval of the Autho- rity. However, they shall be used strictIy in accordance with the manufacturer’s instructions. 10.1.6 For joints in small diameter wrought iron or steel piping and cast iron piping, copper-alloy screwed unions or ferrules shall be used and for large diameters, the joints shall be made by flanged ,connecting pieces. 10.2 Welded Steel Pipes — Plain-ended steel piping may be jointed by welding except where the piping isprovided with a Iining which wotdd be damaged by heat ( seeIS : 5822-197~ ). 10.3 Wrought Irsm sutdSteel Screwed Pipes - Screwed wrought iron or steel piping is jointed with screwed and socketed joirm, using screwing WOdeofpractice forlaying ofcast iron pipes. -e ofpracticeforiqhg ofweIdddsteel pipesforwter supply. 23fS ; b6!! - 1983 fittings of wrought iron, steel’ or malleable cast iron. Care shall be taken to remove any burr from the ends of pipes after screwing. A jointing compound, which may be one of the many proprietary makes, may be used according to the maker’s instructions together with a grummet of a few strands of fine yarn, but compounds containing red lead shall not be used because of the danger of contamination of the water. Any threads exposed after jointing shall be painted, or in the case of underground piping, thickly coated with bituminous or other suitable composition to prevent corrosion. 10.3.1 Screwed wrought iron or steel piping may also be jointed with screwed flanges of wrought iron, steel or cast iron. 10.4 Asbestos Cement Pipes - Asbestos cement pipes are jointed with flexible joints supplied by the pipe makers. lo._5 Copper, Pipes - Screwed copper piping shall be jointed with scretied copper-alloy fittings. The screw threads of the pipe shall be cleaned out and the joint made by screwing the fittings on after first treating the threads with raw linseed oil or other suitable jointing compound. Alternatively, the screw threads of the pipe and the fittings may be tinned, and the joint heated to the melting point of the solder when being screwed. 10.5.1 Plain copper piping shall be jointed with compression ( manipu- lative or non-manipulative ) or with capillary joints, in each case using copper-alloy fittings, or by welding. Only manipulative compression joints, that is, joints in which the pipe ends are flanged, belled or swaged, are suitable for use with fully annealed copper piping. 10.5.2 In the case of the captllary joint, the pipe end and the interior of the socket of the fitting shall be cleaned- with steel wool, fluxed, and fitted together, and the joint then heated to just above the melting point of the solder, which is either provided in the fitting or is touched into the joint with a solder stick, and which then flows by capillarity to fill the joint space. If the pipe is of fully annealed copper, its ends shall be made truly round before jointing. 10.5.3 It is important that the correct size of fittings is used to suit the nominal size of the pipe. 10.5.4 Copper piping may be autogenous welded or bronze welded, the latter giving the stronger joint. The piping may be jointed directly or by the use of weldable copper or copper alloy fittings.. The welding may be done by an oxy-acetylene blow pipe, using filler rod of copper or bronze and a suitable flux. Bronze rod shall be genuine bronze which is not likely to fall by dezinciiication. Copper piping may be welded to cast brass fittings by this method. Copper to be welded shall be ‘ deoxidized copper ’ and. - not ( to gh.pitch..copper ‘. Welding shall be .done by skilled craftsman u only._ 10.5 _. 5 . Clapper piPing of small diameter shall b_e _j ointed to. cast. iron, Wrought iron, or steel pIping by the use of copper-alloy screwed unions or ferrules. For screwed copper piping of diameter, larger than about 40 mm, a Ranged joint shall be used, the copper pipe shall’ have a copper alloy flange screwed, brazed or welded on, and this shall be jointed to the iron or steel flange by alloy bolts or nuts. 10.6 Lead Piped- Lead and lead alloy piping shall be jointed with wiped solder joints or by other suitable methods. 166.1 Lead and lead alloy piping shall be jointed to cast iron, wrought iron, steel or copper piping by the use of copper alloy screwed unions or ferrules. I\ 10.7 Concrete Pipca - Concrete pipes shall be jointed in accordance, with the recommendations given in IS : 783-1959. 10.8 Polyethylene and Unplasticized BVC Pipes - These pipes shall be jointed in accordance with the Fecommendations given in IS : 7634 ( Part 2 )-1975t and IS : 7634 ( Part 3 )-1975t, respectively. 11. STORAGE OF WATER 11.1 Purposes for Providing Storage - In a building, provision is required to be made for storage of water for one or more of the following reasons : a) To provide against interruptions of the supply caused by repairs to mains, etc; b) To reduce the maximum rate of demand on the mains; c) To tide over periods of intermittent supply; and d) To maintain a storage for the fire fighting requirement of the building. 11.2 Materialr for Construction of Storage Tanks - They shall be constructed of iron, wrought iron or mild steel plates or sheets and shall be made watertight without the use of putty. The materials used shall be of suEciPnt strength and thickness. Reinforced cement concrete tank or tanks made of any other suitable building material may be allowed as storage tanks. 11.2.1 Tanks made of galvanized steel sheets may be of welded, riveted’ or pressed construction. The pressed-steel tanks are normally 120 cm Code of practice dr laying of concrete piper. Code of practice for plastics pipe work for potable water mpplir Part 2 Laying and jointing polyethylene ( PE ) pipes. Part 3 Laying and jointing of unplasticized PVC pipes.square the thickness of sheet varying according to the depth of the tank. Tanks with-cxfernal flanges are ‘most con6enient except where space is limited or where it is required to erect them direct on to a flat roof or floor. Where special sizes of tanks are necessary, these are provided for by the use of the special making-up plates allowing considerable variation in size. If of iron or steel, the metal shall be galvanized or coated inter- nally with bituminous composition or other suitable material of a kind. which does not impart a taste or odour to the water, especially if this has been chlorinated, and externally with a good quality anti-corrosive weather-resisting paint. Lead lined tanksshall not be used. Rectangular t r;;,sed steel tanks shall conform to the requirements given in IS : 804- . 11.3 Storage Tanks and Ball Valves - Every storage tank shall be of the prescribed kind and shall at all times be made and at all times be maintained watertight and shall be properly covered with a closed fitting dust, light and mosquito-proof lid fitted with a lock and key and shall be provided with a sound and suitable ball valve conforming to IS : 1703- 1977? securely fixed to the tank and set in such a position that the body of the ball valve cannot become submerged when the cistern is full up to the water line. Every valve shall be so adjusted as to limit the level-of the water in the cistern to 25 mm below the lip of the warning or overflow pipe. A stop valve conforming. to IS : 781-1977$ shall be provided as near the tank as practicable on every outlet pipe from a storage tank, excepting on the warning pipe. 11.4 Warning Pipes of Storage Tanks - Every tank shall be provided with an efficient mosquito-proof warning pipe. The outlet of the warning pipe shall be in such a position outside the building as will allow the discharge of water from such warning pipe being readily seen. The position of the warning pipe shall not be changed except with the permission of the Authority. The outlet of the warning pipe shall be not less than 60 cm above any drain, sink or gully over which the’ same may be fixed. No overflow pipe shall be allowed to be connected directly to any drain or sewer, nor .shall it discharge on to any street. All warning pipe unions shall be not less than 20 mm in bore so fixed that the bottom of the pipe will be 25 mm above the top water level. In every storage vessel, the water line shall be set below the overflowing level of the warning pipe,. or of the overflow pipe if there is no warning pipe, at a distance of not less than 25 mm or of not, less than the internal diameter of the pipe, whichever is greater. Specificationf or ractangularp resseda teelt anks( first r&ion ). tspecification for ball valves ( horizontal ulunzer type I includingf foatsf or water ? - .-’ ruppli purposes ( second r&ion ). ’ $Spec&ation for cast copper alloy screw-down bib taps and atop valver for water ae wicea ( second revision ) . 2611.5 Provision of Stop Valves - Storage tanks shall be provided with a stop valve or stop tap at every outlet other ‘than overflow pipes, so that there shall be no necessity to empty the vessel to enable repairs to be carried out to the downtake pipes, fittings, etc. Such valves or taps shall preferably be full-way gate valves so as not to impose any undue obstruc- tion of the flow of the water. A stop valves shall be provided on the.inlet connection also to facilitate stopping of %ow temporarily in the event of itiproper functioning of ball valve or for cleaning of. storage tank. 11.6 ,Position of Storage of Tanks - Every storage tank used or %xed in connection with the water supplied by the Authority shall be easily accessible and placed in such position as to admit of thorough inspection and cleaning, and if placed within the house or building, it shall have a clear space of not less than 60 cm between the top of the cistern and ceiling, rafter or roof. If the capacity of tank is bigger than 500 litres, a greater clear space shall be provided. 11.6.1 In cases where overhead storage tanks are supported on roof slab of the building, careful inspection and calculation shall be carried out to ascertain whether the structure of the building is of sufficient strength to take the increased load. The tanks shall be preferably supported on beareis so as to distribute the load. The tieight of the tank; and its contents of water shall be calculated and taken into account in the design of bearers and supports. Where bearers are used as supports, the height shall not be less than 200 mm clear space. 11.7 Grouping of Storage Tanks - If the storage required is more than 5 QOO1 , it is advantageous to arrange it in a series OS tanks or in compart- ments so inter-connected that each, can be isolated for cleaning and inspection,without interfering with the supply of water. This can conve- niently be done by the use of a header pipe to which each tank/compart- ment is connected and from which the distributing pipes branch off, each branch into and out of the header pipe being provided with a stop valve. Each- tank/compartment shall have its own float-operated valve and over- %ow pipe, and a draining valve to facilitate cleaning out. It is often convenient, even in smsill installations, to provide two tanks coupled together in this way. In large storage tanks, the outlet shall be at the end opposite the inlet, to avoid stagnation of the water. In high rise buildings, storage tanks may be placed in different tiers to ensure more equitable pressure distribution of water. 11.8 Proivision of Outlets - The outlet pipe shall be %xed 50 to 75 inm above the bottom of the tank and provided preferably with copper gauge miners. The wash-out or draining pipe shall be made flush at the bottom of the tank at its lowest point. The %OOF of the tank shall be erected so as to give a slight fall to the wash-out pipe for cleaning purposes. 2711.9 Underground Storage Tanks - When buried or underground storage tanks are used for the storage and reception of water for domestic purposes, the following requirements shall be complied with: a) The tank shall project at least 30 cm above the highest flood level. Where this is not possible the manhole cover shall be raised 30 cm above the highest flood level of the locality or ground level whichever is higher. b) The design of the tank shall be such as to provide for the draining of the tank when necessary and water shall not be allowed to collect round about the tank. c) The tank shall be perfectly watertight, d) The inner surface of the tank shall be rendered smooth as far as possible. e) The top of the tank shall’be so levelled as to prevent accumulation of water thereon. ,f) The .tank. shall’have a complete cement concrete cover leaving a manhole opening provided with a properly fitting mosquito-proof hinged cast iron cover fitted with a leakproof cast iron frame. Where tank is of a large size, adequate number of manholes shall be provided. g) No gap shall be allowed to remain round the suction pipe and arrangement shall be provided for proper discharge, of spill water from the electric pump by connecting the pump cabin to the water drain, or by providing a small hole which will enable the water to flow out. h) The overflow pipes or vent shafts, if provided, shall have a wiregauge cover of 1.5 mm mesh properly screwed tightly to the opening. 11.10 Jointing of Pipes to Storage Tanks - For jointing steel pipe to a storage tank, the end of the pipe shall be threaded, passed through a hole in the tank and secured by backnuts both inside and outside. The pipe end shall be flush with the face of the inside backnut to obvrate corro- sion of the pipe threads. For joining copper pipe to steel or copper tank a connector of non-ferrous metal shall be used having a shoulder to bear on the outside of the tank and secured by a backnut inside. 11.11 Storage Capacities - The quantity of water to be stored shall be calculated taking into account the following factors: a) Hours of supply at ‘sufficiently high pressure to fill up the over- head storage tanks; b) Frequency of replenishment of overhead tanks, during the 24 hours; 281s:2oti!J~lsm of c) Rate and regularity supply; and d) Consequences of exhausting storage particularly in case of public buildings like hospitals. If the water supply is intermittent and the hours of supply are irregular, it is desirable to have a minimum storage of half-a-day’s supply for overhead tanks. 11.11.1 The particulars of water supply requirements of residential buildings and of buildings other than residences are given under 3.1 and 3.2 of IS : 1172-1983. It has been stipulated that, where there is full- flushing system a minimum of 200 litres per head per day shall be assured out of which about 45 litres per head per day may be taken as flushing requirements and the remaining 155 litres for other domestic purposes. 11.11.2 When a single supply is provided it is not necessary for health reasons to have separate storage for flushing and sanitary purposes. In such cases when only one storage tank has been provided, tapping of water may be done at two different levels so that a part of the water will be exclusively available for flushing purposes. 11.12 Pamping of Water 11.12.1 In case of multi-storey buildings where the height of the fitting or storage tank is such as will not permit of their being fed with the avail- able pressures in the water main, pumping is necessary. The house service pumps are usually of the centrifugal type driven by electric motors, where electric power is available. 11.12.2 In cases where pumping is necessary, storage tank shall be provided either at the ground level or partially buried underground, in which case it shall conform to the requirements given under 11.9 for underground storage tanks. The storage tank should have a minimum capacity of 50 percent of the overhead storage tank. The advantage of the storage tank is that it can be fed continuously during low pressure hours and, therefore, the pump can be worked at any time of the day and the overhead storage ‘may be replenished continuously. The pump also works at a steady head and there is no chance of overloading. 12. WATER PITMNGS AND APPLIANCES 12.1 Bath, Lavatory and Mixing Taps - Bath, lavatory and mixing taps shall generally comply with the requirements specified for bib taps in. Code of basic requirements for water rupply, drainage and sanitation ( third rechn ). 29 L ‘_ k. rs&m.l!b?3 IS : 781-1977. Combination taps, mixing valves ( see IS : t701-196Oj ) or blenders, for mixing hot and cold water and discharging the mixture through a single outlet shall be fed with both hot water and cold water under pressure only from cisternsat the same level or from the same cistern; the cold water should not be s&lied directly from a seroice pipe as other- &e, there is danger of scalding if the pressure in the service pipe unexpee tedly fails. To ensure satisfactory results from such fittings, it is also desirable that the feed pipe does not also feed other fittings. 12;2 Position Where Self-closing Taps are Permissible - Self-closing taps and other special fittings of makes approved by the Authority may be permitted to be used on direct pipes and distributing pipes from tanks. Self-closing taps shall be of non-concussion type and shall comply with IS : 171L1970$. 12.3 Water-Closet Flushing Cistern - All water closets and urinals shall be supplied with water from proper flushing cistern or from other equally efficient and suitable waste preventing apparatus. Flushing cisterns having 10 litres discharge capacity and discharging at an average rate of 5 l/s are considered suitable for wash-down water closets and squatting pans IS : 2556 ( Part 2 )-19818 and IS : 2556 ( Part 3 )-198111. 12.4 ‘vaier-Closet Flush Valves - No person shall fix, fit or use upon any premises any flush valves, or similar apparatus through which water supplied by @e Authority is intended to pass unless previous permission of the Authority is obtained. ‘, Such flush’ valves or flushing apparatus shall be of the self-closing type and shall be allowed on watersclosets only. The design of the flushing valve or flushing apparatus of similar type shall be such that no single flush shall exceed 15 1. All flush valves shall be fitted with regulating stop cock or valve in addition to the regulating screw on the top of the valve which shall be sealed by an authorized officer. Every flush valve shall be provided with a suitable and approved type of stop cock on the upstream.side of the flush valve. X2.5 UrinaI Flushing Cistern - Every urinal flushing cistern, in which water supplied by the Authority is used, shall have an efficient waste preventing apparatus so constructed as to prevent discharge of more than 5 litres of water to each, stall, basin or compartment at each flush ( see IS .: 2326-19708 ). %pecification for cast copper alloy screw-down bib taps and‘ stop valves for water services( suond w&ion ) . tSpeciticationf or mixing v&es for ablutionary and’domestic purposes. Specification for aelf closing taps (fira: red&e ). L pedkatioo for vitreous sanitary appliances ( v&our china): Part 2 Specific requirements of wash-down water-closets ( :A)I r&ion ). !lSpecification for vitreous saoitary appliances (vitreous china): Part 3 Specific requirements of squatting pa& ( thN r&n ). $Specification for automatic flushii cisterns for urinals (Jrsf rnidrn ).12.6 Use of Automatic Flashing Cistetis b Flushing ‘apparatus capable of discharging automatically ( -SWI S : 2326;1970* ) may be allowed to be fitted on water-&sets, 12.7 Use of Ball Valves - Ball valves shall be of one of the classes, namely high pressure or low pressure and shall conform to the require- ments specified in IS : 1703-1977t. 12.8 Silendng Pipe+ of Ball Valves - A silencing pipe may be fitted to a ball valve when 4 ermitted by the- Authority and in such cases anti- siphonage holes shall be provided in the pipe or in the body of valves and these holes shall be above the overflow level. 13. CLEANING AND DISINFECTION OF THE SUPPLY SYSTEM 13.4 All water mains, communication pipes, service and distribution pipes used for water for domestic purposes should be thoroughly and efficiently disinfected before being taken into use and also after every major repair The method of disinfection shall be subject to the approval of the Autho- rity. They shall also be periodically cleaned at intervals,depending upon the quality of water and the treatment it receives before use. It is, however, desirable that the communication pipes and the storage cisterns are thoroughly. cleaned at least once every year in order to remove any suspended impurities that may have settled in the pipes or the tanks. 13.2 Disinfection of Storage Tanks and Downtake Distribution Pipes - Storage tanks and downtake distribution pipes shall be disinfected as follows: The storage tanks and pipes shall first be filled with water and thoroughly flushed out. The storage tanks shall then be filled with Water again and disinfecting chemical containing chlorine added gradually while the tanks are being filled, to ensure thorough mixing. SUacient chemical shall be used to give the water a dose of 50 parts of chlorine to- one million parts of water. If ordinary bleachin powder is used, the propor- tion will be 150 g of powder to 1000 $ of water. The powder shall be mixed with water to a creamy consistency before being added to the water in the storage tank. If a pro rietary brand of chemical is used, the proportions shall be as specified by tR e makers. When the storage tank is full, the supply shall be stopped and all the taps on the distributing pipes opened successively, working progressively away from the storage tank. Each tap shall be closed when the vater discharge. begins to smell of chlorine. The storage tank shall then be topped up with water from the supply pipe and .witb more disinf’ixting chemical in the recommended . +Specithtion for automatic flushingc i8te~ far unriu& (@St r&ion ). paeifieation for b8ll v&x ( horizontal. plv + ) UIC~ hats for water su~plypurpcWs(rr#llrairirn)s 31proportions. The storage tank and pipe shall then remain charged at least for three hours. Finally the tank and pipes ahall be thoroughly flushed out before any water is used for domestic purposes. 14. INSPECTION ANO TESTING 14.1 Testing of Mains Before Conmmdng Work - AU pipes, flttings and appliances shall be inspected, before delivery at the site to see whether they bear, where appropriate, the certification mark of the Indian Stan- dards Institution or the mark of the testing station of the Authority. All pipes and fittings shall be inspected and tested by the manufacturers at their factory and shall comply with the requirements of this Code. They shall be tested hydraulically under a pressure equal to twice the maximum permissible working pressure or under such ,greater pressure as may be specified. The pipes and fittings shall be inspected on site before laying and shall be sounded to disclose cracks. Any defective item shall be clearly marked as rejected and forthwith removed from the site. 14.2 Testing of Mains After Laying -- After laying and jointing, the main shall be slowly and carefully charged with water, so that all air is expelled from the main by providing a 25-mm inlet with a stopcock allowed to stand full of water for a few days if time permits, and then tested under- pressure. The test pressure shall be O-5 N/mm* or the maximum working pressure plus 50 percent, whichever is the greater. The pressure shall be applied by means of a manually operated test pump, or in the case of long mains or mains of large diameter, by a power-driven test pump, provided that ,the pump is not left unattended. In either case due precaution shall be taken to ensure that the required test pressure is not exceeded. Pressure gauges shall be accurate and shall preferably have been recalibrated before the test. The test pump having been stopped, the test pressure shall maintain itself without measureable loss for at least half an hour. The mains, shall be tested in sections as the work of laying proceeds; it is an advantage to have the joints exposed for inspection during the testing. The open end of the main may be temporarily closed for testing under moderate pressure by fitting a watertight expanding plug of which several types are available. The end of the main and the plug shall be secured by struts or otherwise, to resist the end thrust of the water pressure in the mains. 14.2.1 If the section of the main tested terminates with a sluice valve, the wedge of the valve shall not be used to retain the water. Instead the valve shall be temporarily fitted with a blank flange, or iq the case of. a socketed valve, with a plug, and the wedge placed in the open position while testing. End support shall be given as m 14.2. 14.3 T&ting of Service Pipes a&l Fitting - When the service line is complete, it shall be slowly and carefully cha 4, cd with water, allowing all 32IS t 2965 - 19113 air to escape and avoiding all shock or water hammer. The service shah then be inspected under working conditions of pressure and flow. When all draw-off taps are closed, the service pipe shall be absolutely watertight. All piping, fittings and appliances shall be checked over for satisfactory support, and protection from damage, corrosion and frost. Because of the possibility of damage in transit, cisterns shall be re-tested for water tightness on arrival on the site, before fixing. 15. MAINTENANCE 15.1 Storage tanks shall be regularly inspected and shall be cleaned out if necessary. Tanks showing signs of corrosion shall be emptied, thoroughly wire-brushed to remove loose material ( but not scrapped ), cleaned-and coated with anti-corrosive paint of inert composition not liable to impart taste or odour or otherwise contaminate the water. Before cleaning the cistern, the outlet shah be plugged to prevent debris entering the pipe. The tank shall be examined for corrosion and water tightness after cleaning. 15.2 Record drawings showing pipe layout and valve positions shall be kept up to date and inspection undertaken to ensure that any maintenance work has not introduced cross-connections or any other undesirable feature. 15.3 Any temporary attachment fixed to a tap or outlet shall never be left in such a position that back-siphonage of polluted water into the’ supply system may occur. 15.4 All valves shall be periodically operated to maintain free movement of the working parts. 15.5 All taps and ball valves shall be inspected for water tightness; glands shall be made PO&~: washers shall be reolaced and machanism of spring operated taps &d iall valves shall be reiaired where required. 15.6 All overflow pipes shall be examined and kept free from obstructions. 33APPENDIX A ( Ch.w 4.1 ) APPLICATION FORM FOR TRMPORARY/PRRRiANRNT SUPPLY OF WATER/FOR ADDITIONS AND/OR ALTERATIONS TO THE SUPPLY OF WATER I/WC . . . . . . . . . ,.. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . hereby make application to the* , . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . for the temporary/permanent supply of water/for the following additions and/or alterations to the water supply requirements and water fittings at the premises, . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . WardNo . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Street No. . . . . . . . . . . . . . . . . . . . . . Road/Street l known as . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . for the purpose described below and agree to pay such charges as the Authority may from time to time be entitled to make and to conform to all their bye-laws and regulations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . licenced phunber, has been instructed by me/us to carry out the plumbing work. Description of the premises . . . . . . . . . . . . ,. . . . . . . . . . . . . . . . . . . . . . . . . . Address .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . “a. . . . . . . . . . . . . . . . . . . . . . . . . . . . . Purpose for which water is required . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . The connection/connections taken by me/us for temporary use shall not be used by me/us for permanent supply unless such a permission is granted to me/us in writing by the Authority. I/we hereby undertake to give the . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . due notice of any additions or alterations to the above mentioned supply which I/we may desire to make. ’ MY/ our requirements of water supply are as under: a) I/we request that one connection be granted for the whole of the premises. %m&t here the name of the Authority. 34b) I/we request that separate connections may be granted for each floor and I/we undertake to pay the, cost of the separate connec- tions. 4 My/our probable requirements for trade purposes are . . . . . . . . . . . . . . . litres per day, and for domestic purposes are . I. . . . . . , . . . . . . . . . . . . . . . . . . litres per day. 4 Our existing supply is . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . litres per day. Our additional requirements of supply is . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . litres per day. 4 The details as regards proposed additions and aIterations in fittings are as follows : . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . - ,.. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ‘i . . . . . * . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Signature of the licensed plumber Signature(s) of the applicant(s) Name and’address of the licensed Name and address E of the appli- plumber ................................. cant(s) ._. .................................... ........................................... **-. ........................ . ................ Date .............................. Date .............................. NOTE l- Please strike out whichever is not applicable. NoTF.~- The application should be signed by the owner of the premises or his constituted attorney and shall be countersigned by the licensed plumber. 35APPENDIX B ( qaw 4.3 ) FORM FOR LICENSED PLUMBER’S COMPLETION CERTIFICATE Certified that I/we have completed the plumbing work of water con- nection No . .._... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . for the premises as detailed below. This may be mspected and connection given: Ward No. Road/Street Locality Block No. House No. Existing water connection No. ( if any ) Owned by Owner’s address Applicant’s name Son of Address Situation Size of main on street Where main is situated Size of service pipe Size of ferrule No. of taps No. of closets No. of other ‘fittings and appliances Road cutting and repairing fee Paid ( Receipt enclosed ) Dated . . . . . . . . . . . . . . . . . . . L. . . . . . . . . . Signature of licensed plumber,,,,,, Name and address of the licensed plumber . . . . . . . . . . . . . . . . . . . . . ..I.. “.,. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 36 : c_The Authorities report : Certified that the communication and distribution pipes and all water fittings have been laid, applied and executed in accordance with the provisions of bye-laws and satisfactory arrangements have been made for drainaing off waste water. Connection will be made on . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Date . . . . . . . . . ..; . . . . . . .* ,i... . . The Authority APPENDIX C ( Clause 5.4.2) NOMOGRAM OF HAZEN AND WILLIAMS EQUATION ( &e Fig. 2 ) C-l. Examples of the nomogram are given below: Example 1 Find the total friction loss in 25 mm 4 G.I. pipe discharging 0.25 l/s in total length of 300 m. Procedure Q = 0.25 l/s Pipe 4 = 25 mm Frictional loss from nomogram = 30 m/l 000 m 30 x 300_9m Total friction loss in 300 m length - 1000 Examptc 2 Find suitable diameter pipe to carry 15 l/s from service line to over- head tank, Total length of service main - 200 m. Residual pressure available at the take off point on supply line is 15 m. 3704 - 03 @2 03 04 - e4 -100 v) o i? - t 0 - 70 s - - 05 r-60 h ’ i -50 8 2- - 0.6 -40 0 c 3- % -&7 4- r 30 a 5y g - O-6 r200 ow O- - 0.9 ,20 c lo- I” l -1.0 -150 g z - P t - & - G - ; -10 0 _ 6 -- ’ 8 d -PS > _ L -6 v) . z ,-- 5 - 2.0 w -4 i hi !_ 50 z 200- 3 - _ s -3 L -40 2 sbo- 0 2’ soo- - 3mo LL -2 5 -30 E 1000 = 9 - 4.0 0 -20 -1 15 t -05 -0-L - 0.3 - .025 lJu+ 2 NOMOORAOMF H ~zm h WILLU~ EQPATION( C - 100 ) f 38 LLProcedure Available head = 15 m Deduct residual head - 2 m Deduct 10 percent for losses in bends and specials = I.3 m Friction head available for loss in pipe of 200 m 1 \:;2; 1.3 . Friction head available-for loss, in pipe of 1 0OO.m.. 11.7 x 1000 = e: 58.5 m/l 000 m 200 From the nomogram for a discharge of 15 1/ s and friction loss. of 58.5 m/l 000 m dia of nearest commerical size of pipe is 100 mm dia. APPENDIX D ( Clause 8.1.13) IDENTIFICATION OF PIPES, CONDUITS AND DUCTS IN A BUILDING D-l. IDENTIFICATION BY COLOUR D-J.1 To indicate the class of its contents, each pipe shall be marked with the appropriate primary identification colour as per details given below: Contents Identification Colour Water Sea green Steam Silver grey Air Sky blue Drainage and other wastes Black Gases Canary yellow Oils Light brown Acids and alkalis Dark violet Fire installations Fire red D-l.2 The colour marking shall be applied to the entire length of pipe or as a band of colour near valves, junctions, walls, etc. The minimum width of colour band shall be 25 mm. 39D-l.3 Where, in the-usual course of manufacture or to satisfy the require- ments of any other Indian Standards, the pipes are painted to a required colour, the identification colour shall be applied after the pipe is fixed in position. The final colour marking shall not be conflicting with the provision given in D-1.1. D-l.4 Charts showing the colours for primary identification should be displayed at those points where they are likely to be needed for reference. APPENDIX E ( Clause9 .3.1 ) END THRUST AND RADIAL THRUST ON BENDS IN MAINS ( Calculated for a pressure of l-0 N/mms ) Diameter End Radial Thrust on Bends of the Following Angles of Maih Thrust c---- --_-h-,__----__ 90” 45O 22) 11)” mm t t t t t 50 0.196 O-278 O-150 o-077 O-036 80 o-503 0.711 0.385 O-196 o-09 1 100 0.785 1.111 O-601 0.306 0.142 150 1.767 2.499 l-353 O-690 0.321 225 3.976 5.623 3.043 l-551 o-721 300 7.067 9.994 5.409 2.757 1.282 NOTE - For pressureso ther than I.0 N/mms, multiplyb y the prez.auraen d divide by 10. I 40APPENDIX F ( Clause9 .10 ) SPACING OF FIXING FOR INTERNAL PIPING Kindo f Piping Sizs of Pipe Internal for vI e? rl tt ie cm al a Rlf u~ n s Horizontal Runs mm m m AU sizes 2 3 Lead ;: : 22.5 25 2 2.5 32 2.5 3 Copper, light gauge i 40 2.5 50 25 s 65 3 3.5 80 3. 3.5 I 1100 3 3-5 2-5 3 ;: 3 i 25 3 I 32 Copper, heavy gauge; 3.5 wrought iron and mild 40 3.5 steel 50 5 1 65 5 I 80 5 1 100 ( 50 2 2 Cast iron 80 2.5 2.5 2.5 2.5 100 41( C&mud&m pagr 2 ) Water Supply and Plumbing Subcommittee, BDC 24 : 1 COnwn8r Rafiwnting SERI K. D. MULEKAR Municipal Corporation of Greater Bombay, Bombay hkmbars cm ENQINIMB ( bw8laAQl8 ) ( &tmmZtU t0 Shri K. D. Mulekar ) SEEI J. D’Csnz Municipal Corporation of Greater Bombay, Bombay SH~I S. A. SWAXY ( Altanute ) SHSI S. G. D~OLALIKAZ~ In personal capacity (Flat X0. 403, So&i CinaM Commercial Complex, Greater Rkilash II, .NNW Delhi 1 SHBI Dlpvm~~ SINQ= In perso& ca acity ( 16, Maya Mahal, 17th Roud, $ar, Bornf ay ) SEBI K. GOVI~DA MUON TamiaNac Water Supply and Drainage Board, SHBI T. G. SSIN~P~AN (A&mats ) Smzr W. GOVIXDAN NAIL Public Health Engineering Department, Government of Kerala, Trivandrum SEBI N. S. BEAI~AVAX ( Altmute ) SHRI B. R. N. %fPTA Ministry of Defence, Engineer-in-Chief’s Branch, New Delhi Sm1K.V. KIUBHNAWJBTHY( A/;bna;) SH~I S. T. KHAR~ Health Engineering Department, Government of Maharashtra, Bombay SEBI A. S. KULEA~NI Municipal Corporation of ‘Greater Bombay ( Bombay Fire Brigade ), Bombay SEBI V. B. NIKAX ( Alkvnatr ) DE R. P. MATFIU~ University of Roorkee, Roorkee SH~I P. K. NA~AXKAX Maharashtra Engineering Research Institute, Na.sik - SEBIJ . N. K~BDICI ( dltumutr ) SEBI 0. P. RAT~A National Buildinga Organization, New Delhi SEBI S. K. SEAIOCA Central Building Resea&h Institute ( CSIR ), Roorkee S~sr A. K. SETH National Environmental Engineering Research Institute ( CSIR ), Nagpur SEBI A. K. BISWA~ ( AStmatr ) SEBI R.S. SUNDABAY Delhi Fire Service, New Delhi SHBI S. S. L. SE-~. ( Altffnatr ) SEW R. A. KE~A S-1 D. K. MITBA ( Ahmutr I ) Sss81 I. S. BAWNA (dltrrMlr II ) 427’ . BUREAU OF INDIAN STANDARDS Headquarters; Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002 Telephones : 331 01 31, 331 13 75 Telegrams : Manaksanstha ( Common to all offices) Regional Ofnces: Telephones Central : -Manak Bhavan, 9 Bahadur Shah Zafar Marg, [ 3333111 30715 3 1 NEW DELHI-110002 Eastern : 1 /I4 C.I.T. Scheme VII M, V. I. P. Road, 36 24 99 Maniktola, CALCUTTA 700054 Northern : SC0 445-446, Sector 35-C, 21843 CHANDlGARH 160036 [ 31641 41 2442 Southern : C. I. T. Campus, MADRAS 600113 41 25 19 41 2916 twestern : Manakalaya, E9 MIDC, Marol, Andheri (East), 6 32 92 95 BOMBAY 400093 Branch Offices: ‘Pushpak’ Nurmohamed Shaikh Marg, Khanpur, A,H MEDABAD 380001 [ 226 6334 84 9 Peenya Industrial Area, 1 st Stage, Bangalore Tumkur Road BANGALORE 560058 II 3388 4499 5556 Gangotri Complex, 5th Floor, Bhadbhada Road, T. T. Nagar, 66716 BHOPAL 462003 Plot No. 82/83, Lewis Road, BHUBANESHWAR 751002 5 36 27 5315, Ward No. 29, R. G. Barua Road, 5th Byelane, 3 31 77 GUWAHATI 781003 58-56C L. N. Gupta Marg ( Nampally Station Road ), 23 1083 HYDERABAD 500001 63471 RI 4 Yudhister Marg, C Scheme, JAI PUR 302005 [ 6 98 32 21 68 76 117/418 B Sarvodaya Nagar, KANPUR 208005 [ 21 8292 Patliputra Industrial Estate, PATNA 800013 6 2305 t T.C. No. 14/1421, University P.O., Palayam 6 21 04 : TRIVANDRUM 695038 1 62117 ; Inspection Office (With Sale Point) : Pushpanjali, 1st Floor, 205-A West High Court Road, 251 71 Shankar Nagar Square,, NAGPUR 440010 Institution of Engir@ers ( India ) Building, 1332 Shivaji Nagar, 52435 PUNE 411005 Sales Office in Calcutta is at 5 Chowringhee Approach, P-0. Princep 27 68 00 Street, Calcutta 700072 fSales Office in Bombay is at Novelty Chambers, Grant Road, 89 65 28 Bombay 400007 *Sales Ofice in Bangalore is at Unity Building, Narasimharaja Square 22 36 71 Bangalore 560002 Prlntrd at Slmco Printing Press. Delhi, India
1361.pdf	IS:1361 - 1978 (Reaffirmed2001) Edition 2.2 (1986-03) Indian Standard SPECIFICATION FOR STEEL WINDOWS FOR INDUSTRIAL BUILDINGS ( First Revision ) (Incorporating Amendment Nos. 1 & 2) UDC 69.028.2.014.2:725.4 © BIS 2003 B U R E A U O F I N D I A N S T A N D A R D S MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG NEW DELHI 110002 Price Group 5IS:1361 - 1978 Indian Standard SPECIFICATION FOR STEEL WINDOWS FOR INDUSTRIAL BUILDINGS ( First Revision ) Doors, Windows and Shutters Sectional Committee, BDC 11 Chairman SHRI T. S. NARAYANA RAO 93 ‘ARUNA’ East Road, Basavangudi, Bangalore Members Representing SHRI H. S. ANAND Anand Industries Ltd, New Delhi SHRI P. N. ANAND (Alternate) SHRI J. S. BEDI Hopes’ Metal Windows (India) Ltd, Calcutta SHRI A. K. SOBTI (Alternate) DEPUTY DIRECTOR STANDARDS Ministry of Railways (Railway Board) (ARCHITECTURE), RDSO SHRI L. N. DOKANIA Federation of Indian Plywood and Panel Industry, New Delhi EXECUTIVE DIRECTOR (Alternate) SHRI P. G. GANDHI Swastik Rolling Shutters and Engg Works, Bombay SHRI C. A. SHAH (Alternate) HOUSING BOARD ENGINEER Tamil Nadu Housing Board, Madras EXECUTIVE ENGINEER, CENT- RAL DIVISION (Alternate) SHRI H. N. KHAMBATA Godrej & Boyce Mfg Co Ltd, Bombay DR JOSEPH GEORGE Indian Plywood Industries Research Institute, Bangalore DR H. N. JAGADEESH (Alternate) SHRI M. T. KANSE Directorate General of Supplies and Disposals, NewDelhi SHRI M. K. LAKHANI Maharashtra Housing Board, Bombay SHRI K. S. LAULY Indian Plywood Manufacturing Co Ltd, Bombay SHRI P. V. MEHTA Directorate General of Technical Development, NewDelhi SHRI P. N. MEHROTRA Ministry of Home Affairs SHRI R. D. MENON Diana Rolling Shutters (Madras), Madras (Continued on page 2) © BIS 2003 BUREAU OF INDIAN STANDARDS This publication is protected under the Indian Copyright Act (XIV of 1957) and reproduction in whole or in part by any means except with written permission of the publisher shall be deemed to be an infringement of copyright under the said Act.IS:1361 - 1978 (Continued from page 1) Members Representing SHRI M. M. MISTRY National Buildings Organization, New Delhi SHRI H. K. JAGWANI (Alternate) SHRI J. S. PARMAR Mysore Commercial Union Ltd, Bangalore SHRI K. PURKAYASTHA Indian Aluminium Co Ltd, Calcutta SHRI R. K. MEHTA (Alternate) SHRI V. P. RAORI Indian Institute of Architects, Bombay REPRESENTATIVE Karnataka Housing Board, Bangalore SHRI K. G. SALVI Hindustan Housing Factory Ltd, New Delhi SHRI K. C. AGARWALA (Alternate) SHRI K. SANKARAKRISHNAN Kutty Flush Doors & Furniture Co Ltd, Madras SHRI C. S. DORAIRAJA (Alternate) SHRI A. C. SEKHAR Forest Research Institute & Colleges, Dehra Dun SHRI A. S. GULATI (Alternate) SENIOR ARCHITECT, B (I) Central Public Works Department, New Delhi SHRI M. S. SIALI Engineer-in-Chief’s Branch, Army Headquarters, New Delhi SHRI M. V. SATHE (Alternate) SHRI P. K. SINGHLA Builders’ Association of India, Bombay SHRI T. C. SOLANKI Indian Metal Window Association, Bombay SHRI M. P. SHAH (Alternate) SHRI P. N. SRIVASTAVA The Institution of Engineers (India), Calcutta SHRI G. R. SUNDERAM Man Industrial Corporation Ltd, Jaipur SHRI K. R. ANANTHASWAMY (Alternate) SHRI B. K. TIAGI Central Buildings Research Institute (CSIR), Roorkee SHRI T. N. GUPTA (Alternate) SHRI H. THOMSON Sitapur Plywood Manufacturers Ltd, Sitapur SHRI G. W. M. WHITTLE (Alternate) SHRI T. N. TIKKU Albion Plywood Co Ltd, Calcutta SHRI D. AJITHA SIMHA, Director General, ISI (Ex-officio Member) Director (Civ Engg) Secretary SHRI J. R. MEHTA Deputy Director (Civ Engg), ISI 2IS:1361 - 1978 Indian Standard SPECIFICATION FOR STEEL WINDOWS FOR INDUSTRIAL BUILDINGS ( First Revision ) 0. F O R E W O R D 0.1This Indian Standard (First Revision) was adopted by the Indian Standards Institution on 20 February 1978, after the draft finalized by the Doors, Windows and Shutters Sectional Committee had been approved by the Civil Engineering Division Council. 0.2Indian Standards Institution has already issued IS:1038-1975* which covers steel doors, windows and ventilators for use in domestic buildings, such as residences, offices and schools. The range of sizes included in IS:1038-1975, however, does not meet all the needs of industrial buildings, like factories and warehouses, where larger single units are generally required to be used. Although, it is possible to couple two or more units in the domestic range to form larger units, yet the increased weight and cost and the resulting type of openings make it necessary to evolve a separate range to cover specifically the requirements of windows for industrial buildings. This standard has been prepared with this object in view and, as in the case of IS:1038-1975, the sizes of units have been derived on the basis of a 10-cm module and tolerances have been specified in accordance with IS:1233-1969†. 0.3This standard was first published in 1959. In this revision reference to rolled steel sections used for fabrication of doors, windows and ventilators has been omitted and separately included in IS:7452-1974‡. With regard to the clearance on all the four sides for the purpose of fitting the doors windows or ventilators into modular openings, in view of the difficulties experienced with the adoption of specified clearance the provisions have been modified to 10mm alround. Accordingly, the manufacturing sizes of these components have been suitably modified. Consequential changes have also been incorporated in the sizes of glass panes. Specification for steel doors, windows and ventilators (second revision). †Recommendations for modular co-ordination of dimensions in the building industry (first revision). ‡Specification for hot rolled steel sections for doors, windows and ventilators. 3IS:1361 - 1978 0.3.1Another important modification incorporated in this revision relates to the process of welding permitted for corner joints. In this context, provisions have been made to permit any method of welding provided the joints conform to certain requirements as given in this standard. 0.4In the formulation of this standard due weightage has been given to international coordination among the standards and practices prevailing in different countries in addition to relating it to the practices in the field in this country. 0.5This edition 2.2 incorporates Amendment No. 1 (July 1983) and Amendment No. 2 (March1986). Side bar indicates modification of the text as the result of incorporation of the amendments. 0.6For the purpose of deciding whether a particular requirement of this standard is complied with, the final value, observed or calculated expressing the result of a test or analysis, shall be rounded off in accordance with IS:2-1960. The number of significant places retained in the rounded off value should be the same as that of the specified value in this standard. 1. SCOPE 1.1This standard deals with steel windows suitable for use in industrial buildings and designed to suit openings based on a module of 10cm. 2. TERMINOLOGY 2.0For the purpose of this standard, the following definitions shall apply. 2.1Sash — A complete industrial window unit, whether of the fixed or opening type. 2.2Composite Window — A window comprising of two or more sashes joined together with one or more coupling members. 2.3Ventilator — The opening part of a sash. It consists of an inner frame and an outer frame. 2.4Centre-Hung Ventilator — A ventilator horizontally pivoted at the centre of each side, with the top half opening inwards and the bottom half opening outwards. 2.5Bottom-Hung Ventilator — A ventilator hinged at the bottom, and opening inwards. 2.6Top-Hung Ventilator — A ventilator hinged at the top, and opening outwards. Rules for rounding off numerical values (revised). 4IS:1361 - 1978 3. HANDING 3.1Handing and direction of closing of sashes shall be designated in accordance with IS:4043-1969. 4. DESIGNATION 4.1In designating the different sizes and types of industrial windows, the following notation shall be adopted: IN× Width of window × Type of × Height of window expressed in window expressed in number number of modules of modules The letters IN indicate an industrial window; and the type of window is indicated by the following letter symbols: F = Fixed sash, C = Centre-hung sash, B = Bottom-hung sash, and T = Top-hung sash, Examples: 1)IN 10 C 15 indicates ‘Industrial window for opening 10 module wide (100cm) by 15 module high (150cm)’ with centre-hung ventilator. 2)IN 16 F 10 indicates ‘Industrial window for opening 16 module wide (160cm) by 10 module high (100cm)’ with fixed glass panes. 4.2Composite Windows — For composite windows, the notations illustrated below shall be adopted: a)IN 10 C 10/IN 10 C 10/IN 10 C 10: This indicates three industrial windows of type IN 10 C 10, placed next to one another and coupled. IN 10 C 10/IN 10 C 10 b) --------------------------------------------------------------- : This indicates the combination of four IN 10 C 15/IN 10 C 15 windows, two of the type IN 10 C 10 on top and two of the type IN10 C 15 at the bottom, all the four of them coupled both horizontally and vertically. 5. STANDARD SIZES AND TOLERANCES 5.1 Sizes 5.1.1 The type and sizes of industrial sashes shall be as given in Fig. 1. Recommendations for symbolic designation of direction of closing and faces of doors, windows and shutters. 5IS:1361 - 1978 FIG. 1 INDUSTRIAL SASHES 6IS:1361 - 1978 5.1.2The dimensions shown in Fig. 1 are overall heights and widths to the outside of frames of steel sashes. These sizes are derived after allowing 10mm clearance on all the four sides for the purpose of fitting the sashes into modular openings. 5.1.3The ventilators shall be of one size and designed to fit into the outer frame of IN 10 C 10 and with 1.2mm clearance. 5.2Tolerances — The manufacturing tolerances of the industrial windows shall be such that the overall dimensions as shown in Fig. 1 shall not vary by more than 3mm. 6. MATERIAL 6.1Rolled steel sections for the fabrication of industrial sashes shall conform to IS:7452-1974. Steel used in the manufacture of these sections shall conform to IS:1977-1969†. 6.2Cord-eyes, pulleys, brackets and catch plates for spring catches may be of malleable iron or mild steel. 6.3Pivots and spring catches shall be of non-ferrous metal. Coupling members for forming composite windows shall be fabricated either from mild steel sheets or mild steel flats conforming to IS:226-1975‡ or shall be of extruded aluminium alloy section (see Fig. 2). The thickness of the sheet/flat shall be 3.15mm. 6.4Glass panes shall conform to IS:2835-1977 Specification for flat transport sheet glass (second revision) or IS:5437-1969 Specification for wired and figured glass as may be required. All glass panes shall have properly squared corners and straight edges. 6.5 Screws 6.5.1Screw threads of machine screws used in the manufacture of industrial sashes shall conform to the requirements of IS:4218 (Parts I to VI)-1967§. 6.5.2Wood screws used in the fixing of sashes shall conform to IS:451-1972\|\|. 6.6All bolts, nuts, screws, washers, peg stays and other mild steel fittings shall be suitably corrosion treated. Specification for hot-rolled steel sections for doors, windows and ventilators. †Specification for structural steel (ordinary quality) (first revision). ‡Specification for structural steel (standard quality) (fifth revision). §Specification for ISO metric screw threads: Part I Basic and design profiles Part II Pitch diameter combinations Part III Basic dimensions for design profiles Part IV Tolerancing system Part V Tolerances Part VI Limits of sizes for commercial bolts and nuts (diameter range 1 to 39mm). \|\|Specification for technical supply condition for wood screws (second revision). 7IS:1361 - 1978 FIG. 2 COUPLING DETAILS — HORIZONTAL AND VERTICAL 8IS:1361 - 1978 7. CONSTRUCTION 7.1 Sashes shall be square and flat. 7.2 Sashes shall be constructed of sections which have been cut to the required length and mitred. The corners of fixed and opening frames shall be welded to form a solid fused welded joint conforming to the requirements given in 7.2.1. All frames shall be square and flat. The process of welding adopted may be flash butt welding or any other suitable method which gives the desired requirement. 7.2.1 Requirements of Welded Joints 7.2.1.1Visual inspection test — When two opposite corners of the frame are cut, paint removed and inspected, the joint shall conform to the following: a)Welds should have been made all along the place of meeting the members; b)Welds should have been properly ground; and c)Complete cross section of the corner shall be checked up to see that the joint is completely solid and there are no cavities visible. 7.2.1.2Micro and macro examinations — From the two opposite corners obtained for visual test as in 7.2.1.1, the flanges of the sections shall be cut with the help of a saw. The cut surfaces of the remaining portions shall be polished, etched and examined. The polished and etched faces of the weld and the base metal shall be free from cracks and reasonably free from under cutting, overlaps, gross porosity and entrapped slag. 7.2.1.3Fillet weld test — The fillet weld in the remaining portion of the joint obtained in 7.2.1.2, shall be fractured by hammering. The fractured surfaces shall be free from slag inclusions, porosity, crack, penetration defects and fusion defects. 7.3Tee sections for glazing shall be tenoned and riveted into the frames and where they intersect, the vertical tie shall be broached and the horizontal tee threaded through it, and the intersection closed by hydraulic pressure. 7.4Ventilators, consisting of an inner opening frame and an outer fixed frame, shall be made as separate units which shall be bedded in mastic and screwed into the sash frames or tees with steel screws. The bars forming the vertical members of the inner and outer frames of centre-hung ventilators shall be reversed at the point of pivot; the top bars of inner and outer frames of top-hung ventilators, and the bottom bars of inner and outer frames of bottom-hung ventilators shall also be reversed (see Fig. 3). 9IS:1361 - 1978 FIG. 3 SECTIONAL DETAILS THROUGH SASHES 10IS:1361 - 1978 8. HOLES FOR FIXING, COUPLING AND GLAZING 8.1Holes for fixing and coupling sashes shall be provided in the web of the outside frame sections (and of the outer ventilator frame sections where these occur at the perimeter of the sash) as shown in Fig. 4. These holes shall be of 8mm diameter, countersunk and shall be located 14mm from the outside face of the frame section in position as shown in Fig. 5. 8.2Holes for glazing clips shall also be provided, one hole being located in the web of the section or tee, on each side of each pane. 9. FITTINGS AND FIXING MATERIALS 9.1Centre-hung ventilators shall be mounted on a pair of brass cup pivots, each pivot consisting of an inner and an outer cup, permitting the swinging of the ventilator through an angle of at least 85°, and so balanced that the ventilator shall be capable of remaining open in any desired position under normal conditions. 9.2Centre-hung ventilators shall be provided with a pulley (consisting of a brass pulley-wheel in a mild steel or malleable iron bracket) in the centre of the bottom section of the ventilator, and attached with brass or steel screws (see Fig. 5). They shall also be provided with a mild steel or malleable iron cord-eye riveted or welded to the bottom inner frame section of the ventilator in a position corresponding to that of the pulley (see Fig. 5). 9.3Centre-hung and bottom-hung ventilators shall have a bronze (gunmetal) spring catch in the centre of the top section of the ventilator, suitable for operation by hand or pole [and by cord, in the case of centre-hung ventilators (see Fig. 5)]. This spring catch which shall be screwed to the frame with brass screws, shall close into a mild steel or malleable iron catch plate riveted or welded to the outside of the outer ventilator frame section. 9.4Bottom-hung and top-hung ventilators shall be hung on strong hinges made of steel or malleable iron or of non-ferrous metal. 9.5Bottom-hung ventilators shall be provided with a pair of sherardized steel or malleable iron folding side arms to limit the opening of the ventilator (see Fig. 6). When the ventilator is closed, these side arms shall be invisible. 11IS:1361 - 1978 FIG. 4 FIXING HOLE CENTRES AND TYPES OF GLASS PANES 12IS:1361 - 1978 FIG. 5 SPRING CATCH, PULLEY AND CORD-EYE 9.6Top-hung ventilators shall be provided with a 30cm peg stay of steel or of non-ferrous metal, mounted on a jaw bracket of mild steel or malleable iron, welded or riveted to the bottom inner ventilator section and locking into a locking bracket of similar material welded or riveted 13IS:1361 - 1978 to the bottom inner or outer ventilator section, and with a sherardized steel or non-ferrous metal peg welded or riveted to the bottom outer ventilator section (see Fig. 7). FIG. 6 FOLDING SIDE ARMS FOR BOTTOM-HUNG VENTILATORS 9.6.1Alternatively, top-hung ventilators may be provided with a 30cm bronze cam opener screwed to the ventilator with brass screws (seeFig. 8). 14IS:1361 - 1978 FIG. 7 A TYPICAL PEG STAY FOR SIDE-HUNG SHUTTERS AND TOP HUNG VENTILATORS FIG. 8 CAM OPENER 15IS:1361 - 1978 9.6.2Both peg stay and cam opener shall be capable of holding the ventilator open in three different positions. 9.7All sashes shall be provided with fixing fittings for the fixing holes shown in Fig. 4. These may be slotted reversible steel lugs (holdfasts) (see Fig. 9) complete with countersunk steel nuts and bolts for fixing to brickwork; wood screws for fixing to wood, plugged concrete or stone; or steel screws, or mild steel fixing clips with steel nuts and bolts (see Fig. 10) for fixing to steel. Lugs shall be manufactured from 3.15mm thick mild steel sheet. FIG. 9 SLOTTED FIXING LUG FOR BRICKWORK 16IS:1361 - 1978 FIG. 10 FIXING CLIP FOR STEEL WORK 9.8For coupling sashes with members specified to form composite windows, countersunk steel bolts and cone-nuts, of suitable length and in the quantities specified for fixing, shall be provided. NOTE — Where ventilation occur, lug screws and coupling screws may be of round head type. 9.9Two spring glazing clips per pane shall be provided for putty glazing. These shall be made of spring steel to the design shown in Fig.11. 9.10Sashes may also be prepared for bead glazing made from either 9.5×95mm aluminium channel of 1mm thickness or 9.5×95mm pressed steel channel of 0.375 to 0.45mm thick galvanized sheet. Self-tapping screws shall be used for fixing bead or as an alternative bead fixing may be done with concealed screws. Back putty or ‘U’ shaped rubber channel shall be provided for glazing. No spring glazing clip shall be required for bead glazing. 10. COMPOSITE WINDOWS 10.1Composite windows shall be despatched unassembled, but complete with necessary coupling components. In composite windows each coupling member will increase the overall height or width by 25mm maximum which includes manufacturing tolerances. 17IS:1361 - 1978 11. GLASS 11.1The sizes of glass panes for windows shall be as given in Table 1. Allowance for clearance has already been made while arriving at the sizes of glass panes given in the table. The number and sizes of glass panes for each type of window shall be as shown in Fig. 4. 11.1.1Sashes shall be inside glazed and prepared for putty glazing unless otherwise specified. FIG. 11 SPRING STEEL GLAZING CLIP 18IS:1361 - 1978 TABL.E 1 GLASS PANE SIZES (Clause 11.1) PANE WIDTH HEIGHT DESIGNATION (1) (2) (3) mm mm a 269 425 b 304 425 c 292 460 d 304 460 e 304 492 f 292 492 12. FINISH 12.1All sashes and coupling members shall be either galvanized or painted. All steel surfaces shall be thoroughly cleaned free of rust, scale, or dirt by pickling or phosphating and immediately painted with two coats of red oxide conforming to IS:102-1962 before despatch, or alternatively galvanized by the hot dip, zinc spray or electrogalvanizing process. 12.2Material finished by hot-dip galvanizing shall be despatched unpainted. Zinc sprayed and electrogalvanized material shall be given one coat of red oxide paint. 12.3The thickness of zinc coating by hot-dip galvanizing or metal spray shall be uniform and not less than 0.5kg/m2. 13. MARKING 13.1All industrial sashes shall carry an identification of the manufacturer or trade-mark, if any. 13.1.1 The unit may also be marked with the ISI Certification Mark. NOTE — The use of the ISI Certification mark is governed by the provisions of the Indian Standards Institution (Certification Marks) Act and the Rules and Regulations made thereunder. The ISI Mark on products covered by an Indian Standard conveys the assurance that they have been produced to comply with the requirements of that standard under a well-defined system of inspection, testing and quality control which is devised and supervised by ISI and operated by the producer. ISI marked products are also continuously checked by ISI for conformity to that standard as a further safeguard. Details of conditions under which a licence for the use of the ISI Certification Mark may be granted to manufacturers or processors, may be obtained from the Indian Standards Institution. *Specification for ready mixed paint, brushing, red lead, nonsetting, priming (revised). 19IS:1361 - 1978 14. PACKING 14.1Industrial windows shall be despatched with the opening parts suitably secured to preserve alignment when fixing and glazing. 14.2Fixing lugs, coupling fittings and all hardware shall be despatched separately. 14.3 Composite windows shall be despatched uncoupled. 20Bureau of Indian Standards BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote harmonious development of the activities of standardization, marking and quality certification of goods and attending to connected matters in the country. Copyright BIS has the copyright of all its publications. No part of these publications may be reproduced in any form without the prior permission in writing of BIS. This does not preclude the free use, in the course of implementing the standard, of necessary details, such as symbols and sizes, type or grade designations. Enquiries relating to copyright be addressed to the Director (Publications), BIS. Review of Indian Standards Amendments are issued to standards as the need arises on the basis of comments. Standards are also reviewed periodically; a standard along with amendments is reaffirmed when such review indicates that no changes are needed; if the review indicates that changes are needed, it is taken up for revision. Users of Indian Standards should ascertain that they are in possession of the latest amendments or edition by referring to the latest issue of ‘BIS Catalogue’ and ‘Standards:Monthly Additions’. This Indian Standard has been developed by Technical Committee:BDC 11 Amendments Issued Since Publication Amend No. Date of Issue Amd. No. 1 July 1983 Amd. No. 2 March 1986 BUREAU OF INDIAN STANDARDS Headquarters: Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002. Telegrams:Manaksanstha Telephones:323 01 31, 323 33 75, 323 94 02 (Common to all offices) Regional Offices: Telephone Central :Manak Bhavan, 9 Bahadur Shah Zafar Marg 323 76 17  NEW DELHI 110002 323 38 41 Eastern : 1/14 C. I. T. Scheme VII M, V. I. P. Road, Kankurgachi 3378499, 33785 61  KOLKATA700054 3378626, 3379120 Northern : SCO 335-336, Sector 34-A, CHANDIGARH 160022  603843   602025 Southern : C. I. T. Campus, IV Cross Road, CHENNAI 600113 2350216, 2350442  2351519, 2352315 Western :Manakalaya, E9 MIDC, Marol, Andheri (East) 8329295, 8327858  MUMBAI 400093 8327891, 8327892 Branches :AHMEDABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE. FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR. LUCKNOW. NAGPUR. NALAGARH. PATNA. PUNE. RAJKOT. THIRUVANANTHAPURAM. VISHAKHAPATNAM
ISO4033.pdf	IS/IS0 4033:1979 Indian Standard INDUSTRIAL FASTENERS -THREADED STEEL FASTENERS - HEXAGON NUTS OF STYLE 2 - PRODUCT GRADE A AND B - SPECIFICATION ICS 21.060.20 @ BIS 1996 BUREAU OF INDIAN STANDARDS MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG NEW DELHI 110002 August 1996 PriceGroup 2Bolts, Nuts and Fasteners Accessories Sectional Committee, LM 14 NATIONAL FOREWORD This Indian Standard which is identical with IS0 4033 : 1979 ‘Hexagon nuts style 2 - Product grades A and B’, issued by the International Organization for Standardization (ISO) was adopted by the Bureau of Indian Standards on the recommendation of Bolts, Nuts and Fasteners Accessories Sectional Committee, and approval of Light Mechanical Engineering Division Council. IS0 Standards for requirements of electroplating and acceptance criteria referred to in clause 4 as under preparation have now been published and accordingly, the table under clause 4 should read as follows: Material Steel Tolerance 6H Thread International IS0 261, IS0 965 Standards Classes 9-l 2 Mechanical properties International IS0 898-2 Standard Product grades A for products with d 5 Ml 6 B for products with d > Ml6 Tolerances International IS0 4759-i Standard As processed Requirements for electro lating 17 are covered in IS0 4042 If different electroplating requirements are desired or if requirements are needed for other Finish finishes, they should be negotiated between customer and supplier Acceptability For acceptance procedure see IS0 326g2’ The manufacturing of fasteners having width across flat dimensions of 15 mm and 17 mm, 19 mm and 22 mm for sizes Ml 0, Ml 2 and Ml4 respectively as mentioned in Table 1 of the Annex have already been phased out. Therefore the width across flat dimensions for above sizes shall be valid only as per clause 3. ‘) IS0 standard shown as under preparation in the original IS0 text has since been printed in 1989. 2, IS.0 standard shown as under preparation in the original IS0 text has since been printed in 1988. (Continued on third Cover)IS/IS0 4033 : 1979 Indian Standard INDUSTRIAL FASTENERS -THREADED STEEL FASTENERS - HEXAGON NUTS OF STYLE 2 - PRODUCT GRADE A AND B - SPECIFICATION 0 INTRODUCTION nuts, style 2, with metric dimensions and thread diameters from 5 up to and including 36 mm, with product grade A This fnternational Standard is part of the complete IS0 for sizes G Ml 6 and product grade B for sizes > M 16. product standards series on hexagon drive fasteners. The series comprises : NOTE - For hexagonn uts style 1, see IS0 4032. a) Hexagon head bolts (IS0 4014, IS0 4015 IS0 4016) b) Hexagon head screws (IS0 4017 and IS0 4018) c) Hexagon nuts (IS0 4032, IS0 4033, IS0 4034, IS0 4035 and IS0 4036) 2 REFERENCES d) Hexagon flanged bolts IS0 261, IS0 ganeral purpose metric screw threads - e) Hexagon flanged screws General plan. (in preparation) f) Hexagon flanged nuts IS0 898, Mechanical properties of fasteners. g) Structural bolting IS0 965, IS0 general purpose metric screw &reads - Tolerances. IS0 475911, Tolerances for fasteners - Part 1 : Bolts, 1 SCOPE AND FIELD OF APPLICATION screws and nuts with thread diameters > 1.6 Q 150 mm This International Standard gives specifications for hexagon and product grades A, B and C. 1IS/IS0 4033 : 1979 3 DIMENSIONS ‘S to 30” krmiuible alternative m’ -her-facad ?77- form Dimensions in millimetres Thrad sizad M5 M6 M6 Ml0 Ml2 (Ml41 P 1) 46 1 1.25 1.5 1.75 2 C max. 95 Q5 0.6 Q-6 0.6 0.6 min. 5 6 8 10 12 14 d, max. 5.75 6.75 8.75 10.8 13 15.1 %I min. 1 68 I 8.9 I 11.6 FTC I 16.6 I 19.6 m min. 15.7 19 22.6 27.3 33.1 m’ min. 12,s 15.2 18.1 21.8 26.5 mfix. 24 30 36 46 55 S min. 23.67 29.16 35 45 5308 1) P = pitch of the thread. Sizes in brackets should be avoided if wnible. 2rs/tso 4033 : 1979 4 SPECIFICATIONS AND REFERENCE STANDARDS Matem Steel Tolerance 6H Thrad International Standards IS0 261, IS0 965 Cl- 9-12 MadlmicalpmpWtk International Standard IS0 99Bl2 A for products with d < M 16 Product grade B for products with d > M 16 T- International Standard IS0 476911 as processed Requiremants for electroplating are covered in IS0 . . .‘). Finish If different electroplating requirements are desired or if requirements are needed for other finishes, tiey should be negotiated between customer and supplier. Acceptability For acceptance procedure see IS0 . . .’ 1. 1) In preparation. 5 DESIGNATION Example for the designation of a hexagon nut with metric thread d = Ml 2 and property class 9 : Hexagon nut IS0 4033 Ml2-9IS/IS0 4033 : 1979 ANNEX This annex is included for explanatory and informative the compressive stress on the bolted members) and the purposes only and is not to be considered as part of this tensile stress area of the screw thread (which governs International Standard. the clamping force which can be developed by tightening the fastener.)t This international Standard incorporates some changes, primarily in width across flats, from the previous metric Table 1 lists the ratios for the sizes selected by lSO/TC 2 to practice in a number of countries. These changes were made be IS0 standard (bold type) and in addition four sizes to achieve international agreement and to improve product (light type) which currently are being produced and used design and utilization of material. in substantial quantities in many countries of the world. At its meeting in May 1977, ISO/TC 2 studied several The four sizes (widthsacross flats of 15, 17, 19 and 22 mm) technical reports analvsing design considerations influencing will be phased out of production and use. During a determination of the best series of widths across flats for transitional period, to assist designers and manufacturers, hexagon bolts, screws and nuts. A primary technical and in particular to give needed information for mainten- objective was to achieve a logical ratio between underhead ance and repair requirements, the dimensions of the four bearing surface area (which determines the magnitude of sizes are given in table 2. TABLE 1 TABLE 2 Nominal thmad width acroMfla8 diamator Thmad at- area mm mm 5 a 198 6 10 1.44 1 I 8 13 1,23 15 0.90 10 16 1.30 17 1,73 18 0.91 1) P = pitch of the thread. 12 19 1.16 I 21 0,96 14 22 1.24 I 16 I 20 30 0.95 24 ‘36 0.86 30 46 1.02 ! ! I 36 I 55 I 194 I * Calculation based on clearance holes IS0 273 (revised), medium series, t The calculation technique is presented in TC 2/WG 4 N 43 and the ratios computed for all of the various width across flats/product size combinations examined by ISOlTC 2 ere given in document TC 2 N 699. 4(Continued from second Cover) In the adopted standard, certain terminology and conventions are- not identical with those used in Indian Standards; attention is particularly drawn to the following: a) Wherever the words ‘International Standard’ appear, referring to this standard, they should be read as ‘Indian Standard’; and b) Comma (J has been used as a decimal marker while inlndian Standards the current practice is to use a point (.) as the decimal marker. In this adopted standard, reference appears to certain International Standards for which Indian Standards also exist. The corresponding Indian Standards which are to be substituted in their place are listed below along with their degree-of equivalence for the editions indicated: International Corresponding Indian Standard Degree of Standard Equivalence IS0 261 : 1973 IS 4218 (Part 2) : 1976 IS0 metric screw threads: Technically Part 2 Diameter pitch combinations (first revision) Equivalent IS0 898-2 : 1992 IS 1367(Part 6) : 1994 Technical supply conditions Identical for threaded steel fasteners: Part 6 Mechanical properties and test methods for nuts with specified proof loads (second revision) IS0 965” IS0 General purpose metric screw threads - Tolerances IS0 965-l : 1980 IS 4218 (Part 4) : 1976 IS0 metric screw threads: Technically Part 4 Tolerancing system (first revision) Equivalent IS0 965-2 : 1980 IS 4218 (Part 6) : 1978 IS0 metric screw threads: Technically Part 6 Limits of sizes for commercial bolts and nuts Equivalent (diameter range 1 to 52 mm) (first revision) IS0 965-3 : 1980 IS 4218 (Pan 5) : 1979 IS0 metric screw threads: Technically Pan 5 Tolerances (first revision) Equivalent IS0 3269 : 1988 IS 1367 (Part 17) : 1996 Industrial fasteners - Identical Threaded steel fasteners -Technical supply con- ditions: Part 17 Inspection, sampling and accep- tance criteria (third revision) IS0 4042 : 1989 IS 1367 (Part 11) : 1996 Fasteners - Technical Identical supply conditions for threaded steel fasteners: Part 11 Electroplating coatings (third revision) IS0 4759-l : 1978 IS 1367 (Part 2) : 1979 Technical supply conditions Technically for threaded steel fasteners: Part 2 Product grades Equivalent and tolerances (second revision) BIS CERTIFICATION MARKING The product may also be marked with the Standard Mark. The use of Standard Mark is governed by the provisions of Bureau of lndian Standards Act, 1986 and the Rules and Regulations made thereunder. The details of conditions under which the licence for the use of Standard Mark may be granted to manufacturers or producers may be obtained from the Bureau of Indian Standards. For the purpose of deciding whether a particular requirement of this standard is complied with, the final value, observed or calculated, expressing the result of a test or analysis, shall be rounded off in accordance with IS 2 : 1960 ‘Rules for rounding off numerical values (revised)‘. The number of significant places retained in the rounded off value should be the same as that of the specified value in this standard. ALTERATION In clause 5, the designation of hexagon nut may be read as ‘Hexagon Nut IS/IS0 4033 M 12-9’ in place of ‘Hexagon Nut IS0 4033 M 12-9’. ‘) IS0 965 has since been revised into various parts. However, only relevant parts have been shown in the reference.Bureau of Indian Standards BIS is a statutory institution established under the Bureau of Indim Stmdm-ds Act, 1986 to promote harmonious development of the activities of standardization, marking and quality certification of goods and attending to connected matters in the country. Copyright BIS has the copyright of all its publications. No part of these publications may be reproduced in any form without the prior permission in writing of BIS. This does not preclude the free use, in the course of implementing the standard, of necessary details, such as symbols and sizes, type or grade designations. Enquiries relating to copyright be addressed to the Director (Publications), BIS. Review of Indian Standards Amendments are issued to standards as the need arises on the basis of comments. Standards are also reviewed periodically; a standard along with amendments is reaffirmed when such review indicates that no changes are needed, if the review indicates that changes are needed, it is taken up for revision. Users of Indian Standards should ascertain that they are in possession of the latest amendments or edition by referring to the latest issue of ‘BIS Handbook’ and ‘Standards Monthly Additions’. This Indian Standard has been developed from Dot : No. LM 14 ( 0176 ). Amendments Issued Since Publication Amend No. Date of Issue Text Affected BUREAU OF INDIAN STANDARDS Headquarters: Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams : Manaksanstha Telephones : 323 0131,323 83 75,323 94 02 (Common to all offices) Regional Offices : Telephone Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 323 76 17 NEW DELHI 110002 323 38 41 Eastern : l/14 C. I.T. Scheme VII M, V. I. P. Road, Maniktola 337 84 99,337 85 61 CALCUTTA 700054 337 86 26,337 9120 Northern : SC0 335-336, Sector 34-A CHANDIGARH 160022 603843 60 20 25 1 Southern : C. I. T. Campus, IV Cross Road, MADRAS 600113 235 02 16,235 04 42 235 15 19,235 23 15 1 Western : Manakalaya, E9 MIDC, Marol, Andheri (East) 832 92 95,832 78 58 MUMBAI 400093 1 832 78 91,832 78 92 Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE. FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR. LUCKNOW. PATNA. THIRUVANANTHAPURAM. Printeda t De-eK ay Printers, New Delhi. India
2117.pdf	IS 2117 :1991 qTWa SrrTdtS Indian Standard GUIDEFORMANUFACTUREOFHAND-MADE COMMONBURNTXLAYBUILDINGBRICKS ( Third Revision / UDC 691,421 @ BIS 1991 BUREAU OF IN-DIA-N STANDARDS MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG NEW DELHI 110002 May 1991 Price Group 7Clay Products for Buildings Sectional Committee, CED 30 FOREWORD This Indian Standard ( Third Revision ) was adopted by the Bureau of Indian Standards, after the draft finalized by the Clay Pcoducts for Buildings Sectional Committee had been approved by the Civil Engineering Division Council. Different practices for the manufacture of hand-made common bricks are adopted in different regions of the country. It will be advantageous to give the existing knowledge and experience so far gained in the form of guide in order to specify the minimum requirements for various manufacturing operations. In brick industry all operations, such as preparation of clay, moulding, drying and firing are carried out in the open. The kiln most commonly used is the bull’s trench. The design and construction of such a kiln of optimum capacity has been covered in IS 4805 : 1978. This standard has been prepared to furnish general guidance in the selection of raw materials and the processes of manufacture of hand-moulded bricks ( from clay-alluvial and black cotton ). Bricks may be made from a mixture of plastic clays and fly ash from thermal power stations. However, as the composition of these material varies over a wide range it is necessary to determine a suitable batch composition after laboratory tests. Two materials may be mixed wet either manually or in a machine. The processes of moulding, drying and firing are similar to those described in this standard. This standard was first published in 1963 and revised in 1967 and 1975. This revision has been prepared to include such of’ the data which have been established since it was last revised, like manufacturing bricks with various additives like fly ash, sandy loam, rice husk ash, basalt stone dust and details of firing process besides making other contents up to date.lS 2117 : 1991 Indian Standard GUIDEFORMANUFACTUREOFHAND-MADE COMMON BURNT-CLAY BUILDINGBRICKS (T hird Revision J 1 SCOPE Clay 20 to 30 percent by mass Silt 20 to 35 percent by mass The standard covers the selection of site, raw materials, method of moulding and burning ~of Sand 35 to 50 percent by mass hand-made common burnt-clay building bricks. 5.1.2 The total content of clay -and silt may pre- 2 REFERENCES ferably be not less than 50 percent by mass. The Indian Standard listed in Annex A are neces- NOTE - The limits for particle size grading specified sary adjuncts to this standard. above are not applicable to black cotton soil and lateri- tic soils. 3 TERMNOLOGY 5.1.2.1 The total lime ( CaO ) and magnesia For the purpose of this standard, definitions given ( MgO ) (see IS 1727 : 1967 ) in the case of in IS 2248 : 1981 shall apply. alluvial soil will be not more than one percent and in other cases shall not preferably be 4 SELECTION OF SITE FOR THE MANU- more than 15 percent. The lime shall be in finely FACTURE OF HAND-MADE COMMON divided form. The total water soluble material BURNT-CLAY BUILDlNG BRICKS shall not be more than one percent by mass [ see 4.1 The site should be selected after giving due IS 2720 (Part 21 ) : 1977 1. consideration to the suitability of soil and the location of water-table. NOTE - The data for the chemical and mineralogical composition of the soil as raw material for the manu- NOTE - It is a good practice to select a site where the facture of building bricks are not yet conclusively water-table during burning season remains at least established. about 2 metres below kiln floor. 5.1.2.2 The chemical analysis of the soil shall be 4.2 The site should be located in conformity with made in accordance with IS 1727 : 1967 and the prevailing town planning regulations or other IS 2720 ( Part 21 ) : 1977. bye-laws of similar nature, particularly in view of the smoke of the kiln which may prove a 5.1.3 The plastic properties of the clay shall be nuisance. determined by finding the plasticity index by the method given in IS 2720 ( Part 5 ) : 1985. Tht 4.3 The availability of suitable clay conforming to range of plasticity index shall be 15 to 25. the requirements laid down in 5, within an econo- mical distance, will be an important factor 5.1.3.1 For quick field observations and intermit- influencing the location of the kiln; greater consi- tent checks, sample tests as given in Annex B may deration shall, however, be given to the distance be found useful. of the distribution centre of the finished bricks rather than only to availability of the raw mate- 5.2 Additives rials from the source, as otherwise it may prove more costly to arrange the distribution and des- Certain additives such as fly ash, sandy loam. patch of finished bricks. rice husk ash, basalt stone dust, etc are ofterA required not only to modify the shaping, drying 4.4 The nearness to a rail head or transport and firing behaviour of clay mass but helps in facilities through road or water shall be important the conservation of agricultural land and utilisa- considerations in the final selection of a kiln. tion of waste materials available in large quanti- ties. These additives should, however, have a 5 SELECTION OF RAW MATERIALS desirable level of physical and chemical charater- 5.1 Selection of Clay istics so as to modify the behaviour of clay mass within the optimum range without any adverse 5.1.1 The clay or mixture of clays selected should effect on the performance and durability of bricks. preferably conform to the following mechanical Some of the basic physico-chemical requirements composition: of conventional additives are as under: 1IS 2117 : 1991 5.2.1 Fly Ash 5.2.4 Basalt Stone Dust 5.2.1.1 Fly ash is a waste material available in Basalt stone occurs underneath the black cotton large quantities from thermal power plants and soil and its dust is a waste material available in can be mixed to the brick earths as alluvial, red, large quantities from stone crushers. The finer black, marine clays, etc used for brick making. fraction from basalt stone crushing units can suir- The Indian fly ash contains amorphous glassy ’ ably be mixed with soil mass to modify the material, mullite, haematite, magnetite, etc and shaping, drying and firing behaviour of bricks. shows a chemical composition similar to brick The dust recommended for use as an additive with earths. These silicates also help towards strength brick earth should be fine ( passing 1 mm screen j development in clay bodies on firing, when mixed free from coarse materials or mica flakes and in optimum proportion depending on the physico- should be of non-calcitic or dolomitic origin. chemical and plastic properties of soils to be used 6 PREPARATION OF CLAY ( ALLUVIAL ) for brick making. The proportion of fly ash mixed CLAY ADMIXTURES as an additive to the brick earth should be opti- mum to reduce drying shrinkage, check drying 6.0 The soil used for making building bricks losses and to develop strength on firing w:thout should be processed so as to be free from gravel, bloating or black coring in fired product. The coarse sand ( practical size more than 2 mm ) crystallites present in the fly ash should comply lime and kanker particles, vegetable matter, etc. with the resultant high temperature phases in the 6.1 Requisite predetermined proportions of addi- finished product. tives such as fly ash, sandy loam, rice husk ash, stone dust, etc as indicated above should be spread 5.2.1.2 The desirable characteristics of fly ash over the plain ground surface on volume bas:s. which could be used as an additive to the soil The soil mass is then manually excavated, mass are given in Table 1. puddled, watered and left over for weathering and subsequent processing. Table 1 Desirable Characteristics of Fly Ash for Use as an Admixture with 6.2 Weathering Brick Earths The soil should be left in heaps and exposed to weather as long as possible and for eat least one Sl No. Characteristics Desired Level month in cases where such weathering is consi- dered necessary for the soil. This is done to (1) (2) (3) develop a homogeneity in the mass of soils, parti- i) Texture Fine, 2 000 to 3 000 ems/g cularly if they are from different sources, and ii) Coarse material 0’5 percent also to eliminate the impurities which get oxidized. (+lmm),Mex Soluble salts in the clay would also be washed off by rain to some extent ~by this, which otherwise, iii) Unburnt carbon per- 15 percent cent by mass, Max may cause scumming at the time of burning the bricks in the kiln. The soil should be turned over iv) Water soluble per- 0’ 1 percent at least twice and it should be ensured that the cent by mass, Max entire soil is wet throughout the period of weathering. 5.2.2 Sandy Loam NOTE - In order to keep the soil wet, water may be sprayed as often’as necessary. Addition of sandy loam is often found effective in controlling the drying behaviour of highly plastic 6.3 Tampering soil mass containing expanding group of clay 6.3.1 Addition of water to the soil at the dumps minerals. Sandy loam should preferably have is necessary for the easy mixing and workability, mechanical composition as under: but the addition of water should be controlled in Clay ( 2 micron 8- 10 percent such a way that it may not create problem in Silt Z-20 micron 30-50 percent moulding and drying. Excessive moisture content may affect the size and shape of the finished brick. Sand P 20 micron 40-60 percent The tempering of the clay should preferably be The material should, however, meet the other carried out by storing the soil in a cool place in requirements as specified under 5.0. layers of about 30 cm thick for not less than 36 hours. This will produce homogeneity in the 5.2.3 Rice Husk Ash mass of clay for subsequent processing. The ash should preferably having unburnt carbon 6.3.2 After weathering, the required quantity of content in the range of 3-5 percent ( determined water should be mixed with the soils so as to as LO1 ) and free from extraneous material can obtain the right consistency for moulding. Addi- be used with plastic black and red soils showing tions of sand and other materials, if necessary, excessive shrinkages. may also be made at this stage to modify the 2IS 2117 : I991 composition of the soil. The quantity of water 8 MOULDING may range from l/4 to l/3 by mass of the soil, sandy soils requiring less water and clayey soils 8.1 Design and Construction of the Brick more water. Nature and degree of wetness of the Mould soil at the stage of water addition shall also be duly considered in this respect and the observa- 8.1.1 The mould should be constructed prefera- tions made in preliminary test ( see 5.1.3.1 ) may bly of metal. Seasoned wood with or without be useful for the judgement. The moistened soil sheet metal lining may also be used ( see Fig. 1 ). may be kneaded with spades or other manual or The thickness of the sides of the mould shall be mechanical equipment into a plastic mass. not less than 3 mmif of metal, and not less than 10 mm if of wood. 6.3.3 After addition of water and kneading, the soil may be pugged in a pug-mill of suitable size 8.1.2 The inner faces of the mould shall be corresponding to the quantity of production of smooth. All angles between adjacent intetiior faces bricks. The pug-mill may be mechanically opera- of the mould as assembled should be 90’ f 0.5”. ted or may be a simple animal driven type. Salient features of the simple design of a pug-mill 8.1.3 The base of the mould should have a pro- are given in Annex C. The plastic mass as given jection corresponding to the frog of the brick a?. in 6.3.1 will be conveyed and fed into the pug. shown in Fig. 1. mill, and the tempered soil issuing from the pug. 8.1.4 The size of the mould may incorporate due mill will be collected for moulding operations. allowance for the total linear shrinkage of the 6.4 Mixing moulded brick on drying and burning as showrl in Fig. 1, so as to obtain the specified size for the Two or more soils may have to be mixed so as to finished product. Gang moulds suitable for conform to the requirements of clay as laid down moulding a number of bricks at a time may also in 5.1.1. The mixing may be done in a vat, before be employed. tempering or in the pug-mill described in Annex C. NOTE - Values of the allowance for shrinkage n L, n B, A H, A D, A X, A Y, etc as percentage of tht 7 PREPARATiON OF CLAY TBLACK) corresponding dimensions of the finished brick and frog, COTTON AND ALLIED will depend not only upon the nature of raw material but also on auantitv of water added in the mouldinr 7.0 In the areas where black cotton soils occur, and buildmgoperations. iSormalIy total linear shrinkagts a more elaborate method* of processing as given allowance ( inclusive of firing shrinkage ) will vat-v in 7.1 shall be followed. between 8 and 15 percent. Foriarge scale production it is recommended that before finalizing the mould size, 7.1 The clay, which may be black or a mixture experimental lots of bricks will be actually burnt in thr, -of black and yellow, is first washed free of the kiln and a statistical analysis made for the size of bricks lime kanker in the ‘ GHOL ’ tanks. The slurry is produced and the mould size will be adjusted accord- then run off to the settling tanks. After 3-4 days, ingly. when the clay has settled down, the supernatant 8;2 Moulding Procedure water is bucketed off. Opening material like powdered grog of fine coal ash ( passing 200 mm- 8.2.1 Hand-made bricks may be either ground. IS Sieve), which opens up the texture of clay moulded or table-moulded. A level, firm surface mass, is then added in predetermined proportions. of ground, will be used in the former case. Typica! This is usually 30 to 40 percent of the mass of specification for accessories for table moulding are clay. A solution of 0.5 percent sodium chloride given in Annex D. may also be added at this stage to prevent lime 8.2.2 Before moulding, the inside of the mould bursting, The clay is then thoroughly mixed with will be cleaned and then sprinkled with sand or the opening material added and allowed to dry ash. If slop moulding is adopted the mould should further for a period of 3-4 days till the mix be dipped in water and cleaned. The mould will attains the correct moulding consistency. then be set firnily on the level surface. 7.~1 Preflaration of Grog 8.2.3 A quantity of clay slightly more than the Grog is prepared by lightly calcining lumps of volume ot‘ the mould, should be taken, rolled in black cotton soil (about 10 to 15 cm dia) in a sand, if found necessary, then shaped suitably clamp at about 700 to 750°C. Coal ash, fire wood, into a single lump and dashed firmly into the brambles, etc, may be used as fuel. The fuel mould with a force ( that is to be judged by the and clay lumps are arranged in alternate layers moulder by experience ) SO that the clay comple- in the clamp. After calcination, the clay is pulveri- tely occupies the mould ~without air pockets and zed in a machine, such as a disintegrator, a with the minimum surplus for removal. hammer mill or a pan-mill, to a fineness of less than 2.0 mm. 8.2.4 The surplus clay should be scraped off with -----:---- * A detaIled layout of the processing plant may be obtain- a sharp straight edge or a stretched wire and the ed from Central Building Research Institute, Roorkee. top surface levelled. 3IS 2117 : 1991 ,,-0430mm THICK , MS 'MEET LINING /e---X+AX -----w Y+AY--j---P- SECTION AA SECTION BB FIG. 1 DETAILS OF MOULD 8.3 The whole assembly of mould should then be 8.4.4 The surplus clay is removed off with a sharp lifted, given a slight jerk, and inverted to release straight edge or a stretched wire and top surface the moulded brick on a pallet board in rhe case levelled. of table moulding or on dry level surface of the ground in the case of ground moulding. The 8.4.5 The shaped brick is thenejected by pressing ground may be advantageously sprinkled with down the pedal when the loose bottom steel plate sand before releasing the brick over it, so that the alongwith the shaped brick is lifted out of the brick does not stick to the ground. mould. A wood plank of similar size as that of a brick is placed over the shaped brick and is 8.4 Operation of Brick Moulding Table manually lifted along with the loose base plate. 8.4.6 The pedal is then released and the base 8.4.1 Alternatively, an improved hand moulding plate drops to its original position. table for shaping building bricks may be used. Details of the same are given in Annex E. 8.4.7 The moulded brick is then turned on the side, over the wooden pallet. Both the plates 8.4.2 For moulding bricks, clay is mixed with loosely adhering to the brick surface are gently water and kneaded in the same manner as detailed removed. The base plate is returned to the mould under 6.0 and 7.0. The consistency of rhe clay box for subsequent shaping of other bricks from should be plastic and preferably be kept margi- the brick moulding table. nally stiff. 8.4.8 Another wooden pallet is then placed on 8.4.3 At the moulding table a quantity of clay is -the top face of the brick which is then carried rolled into clots slightly larger in volume than away to the drying ground where it is placed on the~mould. The clot is then rolled over fine sand edge to dry. and thrown with little force into the mould so that the clay completely occupies the mould without 9 DRYlNG air pockets and with minimum surplus for removal. 9.1 The moulded brick should be allowed to dry to an approximate moisture content of 5 to 7 NOTE - Before throwing the clot into the mould. the percent. The recommended method of drying is inside of the mould should he cleaned and then sprink- shown in Fig. 2. led with sand or ash. However, in case of highly sticky or plastic soil mix, the inner side of the mould may be 9.1.1 It may be noted that all the channels in the wiped off with wet or oily rag for easy demoulding. longitudinal and transverse directions are cross This may be done whenever necessary, and preferably, after shaping 4 or 5 bricks from the mould. ventilated. 3IS 2117 t 1991 COURSES 1,3,5,7, ETC COURSES 2 , 4 9 6 * 8 9 ETC FIG. 2 METHOD OF DRYING OF BRICKS 9.2 As far as possible the moulded bricks should 11.2 The moulded bricks should be set in a be protected effectively against rain and dampness uniform pattern in the kiln with trace holes, fuel till they are stacked inside the kiln. shafts, flues, etc, in accordance with the design of kiln. While arranging the bricks a minimum i0 HANDLING AND TRANSPORT OF space of 10 mm shall be given between adjacent MOULDED BRICKS bricks in the header and stretcher courses. 10.1 During conveyance to the kiln, the moulded bricks should be loaded or unloaded one by one. 11.2.1 In the fuel shaft, bricks, should be suitably arranged to project in such a manner so as to 11 SETTING BRICKS IN THE KILN form a series of ledges on which the fuel could 11.1 Pattern of setting of bricks in bull’s trench rest and burn, with only a small portion falling kilns is shown in Fig. 3A. The details of brick direct to the floor of the kiln. setting based on 24 brick length* is shown in Fig. 3B. The pattern of setting shown in this figure is 11.3 The top two courses of KACHCHA bricks in for coal firing. The pattern shall be slightly diffe- the kiln, should be set as close as possible with rent for wood firing. little or no spacing between them so as to form a complete roof covering for the kiln-setting. Holes Detailed drawings for other brick lengths are available of size not less than 100 x 100 mm shall be left at Central Building Research Institute, Roorkee. in the roof for feed of fuel into the fuel shafts. 5IS 2117 : 1991 11.4 The top of the setting excluding portions are provided on this space ( see Fig. 5 ), the actual occupied by feed holes should be covered with a number depending on the width of the trench. fine ash about 200 mm thick. The feed holes 12.2 Initially log wood ( 100 to 150 mm dia and should be tightly closed with cast iron pot and 1.5 to 2 m long ) soaked in kerosene oil is fed caps. through the top feed holes over the temporary wall and are ignited by introducing lighted rags 11.5 After every second chamber a gap of about through the air holes at the bottom. Feeding of 120 mm should be left for inserting the sheet iron fire woodris continued at 20-30 min intervals, the cross dampers along the entire width of the holes being kept closed by metallic caps between chamber. the feeds. The red hot charcoal that collects on 11.6 The wicket opening to chambers should be the floor must be pushed forward through the sealed by temporary cavity walls. The cavity trace holes in the setting by long iron packers ( about 50 mm width ) may be filled with fine kiln ( about 3 m long ). The chimneys should be ob- ash and the outside of the walls -may be plastered served for formation of dense black smoke which over with a thick layer of mud. should not persist for more than ~3 to 4 min after each feed. Observation should also be made of 12 INLTIATiON OF FIRE the condition of the fire and the movement of 12.1 Firing may be started after nearly three- flames and hot gases through the brick setting to fourth of the trench has been loaded. The get an idea of the draught If draught appears to chimneys may be positioned about 5.5 to 6 0 m be slack, the chimneysmay be heated up by light- away from the first row of feed holes. When start- ing small fires at the chimney bases ( externally ). ing the fire, a temporary cross wall, one-brick 12.3 After about 10 to 12 hours of firing the kiln thick, is constructed at a distance of 250 mm from floor and the bricks in the first row of columns the first row of brick columns, A number of air should be heated to red heat ( that is 750 to holes ( 100 x 100 mm ) ( see Fig. 4 ) are left at 800°C ) and feeding of black coal in the first row the foot of this wall. The top opening between of feed holes in the main setting started. Within this wall and the main setting is closed up bv 5 to 6 hours after this a good bottom heat in the projecting bricks from either side and the usual furance beyond the first row of feed holes should cover of ash is laid on. A number of feed-holes be obtained. Feeding in all the feed holes in the Ii- FEED HOLES LKILN WALL 3A General Arrangements -FIG. 3 PATTERNO F SETTING OF BRICKS IN KILN - Contd 6IS 2117 : 1991 rFEE0 tiCtEST r ASH LAYER bdmml I-- 2ee-l 49d+- ENLARGED SECTION AA ENLARGED SECTION BB 36 Details of Brick Setting Based on 23 Brick Length All dimensionsin millimetres. FIG. 3 PATTERN OF SETTING OF BRICKS IN KILN FEED HOLES A DP OF SETTING FIG. 4 LAYOUT OF AIR HOLES IN BRICK KILN 73S 2117 : 1991 temporary wall as well as the first row of columns The schedule of firing may, however, vary accord-- should be continued till sufficient bottom heat is ing to the requirements of a kiln firing a particular built up. clay using a particular type of coal. It will also 12.4 When a sufficiently strong draught has been vary if coal ash or fly ash containing a certain built up, the chimney may be advanced by 5 to amount of unburnt carbon, is admixed with the 6 m and the position of the cross damper readjus- clay. ted. Thus within 24 to 30 h the kiln should be 13.1.1 Bituminous slack coal Grade I should brought up to full firing order. Firing in the feed preferably be used for firing brick. holes of the temporary wall should be continued till the fire has advanced by at least 10 to 12 m and 13.1.2 When advancing the fire, a fresh row the bricks in the first row have been fully burnt. should be opened only when the temperature at The temporary wall can be pulled down only the base of the setting or on the kiln floor has after the fire has gone round the curved part of reached at least 750°C. This is indicated by the the trench and the bricks in the first row have appearance of a dull red glow. Initially small cooled down sufficiently to permit unloading to quantities of coal, say, 260 to 500 g should be fed start. at a time in each feed hole; the amount of feed 13 CONTROL OF BURNING should be raised gradually to 1 to 2 kg/feed-hole as the temperature rises. After each feed the 13.1 Schedule of Firing feed-hole caps should be tightly replaced to pre- In a large capacity kiln, there are normally 30 vent in-leakage of cold air. While feeding fuel,. chambers ( see IS 4805 : 1978 ). When the kiln loose ash from the top covering should not be has been brought up to the regular firing order, allowed to drop into the feed hole. the schedule of firing that should generally be maintained is indicated below: 13.2 The temperature at which bricks are to be Loading 1 chamber fired may range from 900 to 1 000°C depending 3, Unloading upon the type of clay. The temperature may be ; ,, Firing observed by means of suitable temperature 3, Preheat measuring devices, and the fuel feed and draught Cooling 2: ” adjusted for control. ,, Empty 4 NOTE-Either a pyrometer or pyrometric cones. 30 whichever is suitable may be used for the measurement of temperature. CROSS DAMPER FEED HOLES CHIMNEY A TRENCH WIDTH FIG. 5 PLAN SHOWING DETAILS OF FEED HOLES A-NDT EMPORARY WALL FOR INITIATING FIRE 81s 2117 : 1991 13.2.1 The rate of fire travel should generally be 13.5 Cooling not less than 5 m/24 h. Operation of dampers, Cooling of the brick in the kiln should be gra- setting of bricks and emptying of bricks will keep dual. Normally about 15 to -20 chambers are pace with the advancing fire cycle. ma.intained in the cooling zone. 13.3 There are five distinct stages in the firing 14 UNLOADING OF BRICKS FROM THE cycle, such as (a) smoking, (b) pre-heating, (c) KILN, SORTING AND STACKING firing, (d) soaking, and (e) cooling, to which 14.1 The bricks should be unloaded from the the bricks in the kiln should be subjected to. kiln and conveyed to the sorting area with mini- The proper and efficient control of these stages mum breakage. greatly depend upon the technique and experience 14.1.1 In the case of bricks made from clays of the burner. containing lime kanker, the bricks in stack should be thoroughly soaked in water (docked) 13.4 Under normal conditions, the pair of to prevent lime bursting. chimneys are maintained at a distance of 10 to 14.2 The bricks should be sorted out into the 15 m from the first row under fire, and are various classes. shifted once every 12 hours. However, if any combustible matter has been mixed with the clay 14.3 Bricks, which remain underburnt may be then the chimneys should be maintained at a stacked along the walls of freshly loaded~cham- ,distance of 20 m or so. bers. 14.4 For proper inspection of the quality and 13.4.1 The draught of the kiln should be obser- count of bricks, they may be arranged m stacks on ved by suitable draught gauges at the base of dry surface, the stacks being two-brick thick up chimney and should be adjusted by operating to ten-course high and up to hundred-brick long the temperature as specified by the designer of and the distance between two adjacent stacks .-the kiln. being not less than 0 8 m. ANNEX A (Clause 2.1 ) LIST OF REFERRED INDIAN STANDARDS IS No. Title JS flo. Title 1727 : 1967 Methods of test for pozzolanic 2720 Methods of test for soils: materials ( jirst revision ) (Part 5) : 1985 Determination of liquid and plastic limits ( second revision ) (Part 21) : 1977 Determination of total soluble solids ( jrst revision ) ‘2218 : 1981 Glossary of terms relating to clay products for building (jrst revision) 4805 : 1978 Guide for construction of brick kiln ( jht revision ) ANN-EX I& ( Clause 5.1.3.1 ) FIELD TESTS FOR SOIL FOR BRICKS MANUFACTURE B-l TESTING SOIL FOR DRYING B-l.3 Keep the ball in the sun for drying. SHRINKAGE When dried, examine the ball for loss of shape and surface cracks, if any. B-l.1 The soil should be ground to a fine power and mixed with sufficient water, added in B-l.4 Conclusions small quantities, The mix should then be kneat- ed into a plastic mass of the required B-1.4.1 If the ball has deformed on drying consistency. and crumbles easily when pressed lightly, it may be inferred that sand content is excessive. B-1.2 Take a handful of the soil prepared as in B-l.1 and -form into a ball of about 80 mm B-1.4.2 If the ball is hard but shows cracks on -diameter. the surface, then the sand content is insufficient. 9B-l.5 If the soil is not found suitable as inferred B-2.2 Bricks of standard size should be actually in B-1.4, the test should be repeated after modi- moulded from the soil as prepared in B-2.1 and fying the composition of the soil, such as by examined for sharpness of edges and corners in mixing different proportions of two soils or by green condition. addition of sand, etc, for checking the suitability. B-2 TESTING SOIL MOULDING B-2.3 If edges and corners are not sharp, the CHARACTERISTCS test should be repeated varying the quantity of water added, so that finally _a satisfactory result B-2.1 A quantity of soil as adjusted for composi- is obtained. tion should be taken and water should be added in just enough quantities and the mix kneaded well so as to attain a plastic consistency at which B-2.4 The moulded bricks should be left to dry it is possible to roll threads of about 3 mm out four days in the sun and examined for shrinkage of the soil. cracks. ANNEX C ( CZauses6 .3.3 and 6 4 ) SALIENT FEATURES OF A SIMPLE TYPE OF ANIMAL DRIVEN PUG-MILL C-l SALIENT FEATURES being worked. The knives at the top and bottom are such that they exert in addition to cutting a C-l.1 The pug-mill ( see Fig. 6 ) consists of a downward force on the clay during rotation. conical tub made of strong timber or iron, typical Cross knives may also be fitted to the middle dimensions being 1 to 1.8 m high, and 1 to I 2 m horizontal knives for cutting through and break- ~diameter at top. The tub is fitted in the centre ing all clay lumps. There is a square or rectan- with a revolving upright, iron shaft carrying gular opening at the bottom as shown in Fig. 6, horizontal knives, the shape and inclination of through which the pugged clay will be forced which may be as required for the type of soil out. f!l rSHAFT L OPENING FIG. 6 DETAILSO F PUG-MILL 10IS 2117 : 1991 ANNEX D ( Clause 8.2.1 ) TYPICAL SPECIFICATIONS FOR ACCESSORIES FOR MOULDING TABLE D-l MOULDING TABLE The stock board is provided with four pins one at each corner of the bottom side, which when D-l.1 The moulding table is 1.2 to 1.8 m long fitted into corresponding holes on the moulding and O-6 to 1-O m wide, and made of wood or table hold the board tightly in position during iron ( see Fig. 7 ). moulding. The stock board also has a projection D-1.2 It is smoothly finished at top and suppor- at the top so as to form the frog of the brick ted horizontaliy at a height of 1 to 1.2 m. The being moulded ( see Fig. 8 ). table also has holes to accommodate accurately, D-3 PALLET BOARDS the bottom pins of the stock board ( see D-2 ). D-3.1 These are rectangular pieces of wood of D-2 STOCK BOARD size 30 cm x 15 cm and 10 mm thick with D-2.1 A wooden board has iron lining around smooth surface on one side. The pallet boards the upper edge and with such dimensions as to are used conveying for the moulded bricks in the fit accurately but loosely the interior of the mould drying yard ( see Fig. 7 ). rWATER CONTAINER MOULDER’S SAND-, / -STOCK-BOARD PALLETTES IN PRO POSiT!ON FOR USE PUGGED CLAY CLOT MOULDER’S PLACE CLOT MOULDER’S SAND MOULDER’S PLACE i TAKING-OFF PLACE FIG. 7 DETAILS OF MOULDING TABLE /-PROJECTION FOR FROG FIG. 8 DBTA~LSO F STOCKB OARD 11IS 2117 : 1991 +NNEX E ( Clause 8.4.1) IMPROVED BRICK MOULDING TABLE E-l DESIGN AND CONSTRUCTION OF E-2 The inner faces of the mould shall be BRICK MOULDING TABLE smooth. All angles between adjacent interior faces of the mould as assembled should be 90”’ E-l.1 Various parts of the moulding table are f 0.5”. ~shown in Fig. 9. The brick moulding table essentially consists of a wooden table to which a E-2.1 The frog shall be fixed to the base plate metallic mould is fixed. The mould is provided immediately above which a false bottom plate with a movable mild steel bottom plate attached with its centre cut out to accommodate the frog to a vertical ejector system. The vertical shaft is is loosely fitted. actuated by a foot lever mechanism. Two guide rollers are provided for the smooth vertical E-2.2 The size of the mould may incorporate due movement of the shaft. On releasing the pedal, allowance for the total linear shrinkage of the the base plate drops down ~to rest on four corner moulded bricks on drying and burning so as to blocks, the position of which is also adjustable. obtain the specified size of the finished brick. ,CLAY MASS MOULDING TABLE %$-VERTICAL SHAFT I ROLLERS DETAILS AT A-A FIG. 9 IMPROVEDB RICK MOULDING TABLE ( ASSEMBLYD RAWING) - Contd 12IS 2117 : 1991 WOODEN SCREW SECTIONAL ELEVATION SECTION AT A-A Sl No. Legend Material Sl No. Legend Material 1 1 Table Wood 6 Foot Lever MS. 2 I Brick Mould M.S. 7 Frog Wood 3 ~ Ejector M.S. 8 Flange M.S. Angle Iron \ 4 ~ Ejector Top Plate M.S. 9 Ejector Support M.S. 5 ’ Lever Guide M.S. ’ 10 Loose Plate M.S. 5A Angle Iron MS. 11 Roller M.S. 2 Nos. - .411 dimensions in millimetrs. FIG 9 IMPROVED BRICK MOULDING TABLE 13Standard Mark The use of the Standard Mark is governed by the provisions of the Bureau of Indian Standards Act, 1986 and the Rules and Regulations made thereunder. The Standard Mark on products covered by an Indian Standard conveys the assurance that they have been produced to comply with the requirements of that standard under a well defined system of inspection, testing and quality control which is devised and supervised by BIS and operated by the producer. Standard marked products are also continuously checked by BIS for conformity to that standard as a further safeguard, Details of conditions under which a licence for the use of the Standard Mark may be granted to manufacturers or producers may be obtained from the Bureau of Indian Standards.Btweau _of Indian Standard* BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote harmonious development of the activities of standardization, marking and quality certification of goods and attending to connected matters in the country. Copyright BIS has the copyright of all its publications. No part of these publications may be reproduced in any form without the prior permission in writing of BIS. This does not preclude the free use, in the course of implementing thestandard, of necessary details, such as symbols and sizes, type or grade designations. Enquiries relating to copyright be addressed to the Director ( Publications ), BIS. Revision of Indian Standards Indian Standards are reviewed periodically and revised, when necessary and amendments, if any, are issued from time to time. Users of Indian Standards should ascertain that they are in possession of the latest amendments or edition. Comments on this Indian Standard may be sent to BIS giving the following reference: Dot : No. CED 30 (4759) Amendments Issued Since Publication Amend No. Date of Issue Text Affected BUREAU OF INDIAN STANDARDS -Headquarters : Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams : Manaksanstha Telephones : 331 01 31, 331 13 75 ( Common to all Offices ) Regional Offices : Telephone Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 331 01 31 NEW DELHI 110002 331 13 75 Eastern : l/14 C. I. T. Scheme VII M, V. I. P. Road, Maniktola 87 86 62 CALCUTTA 700054 Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036 53 -38 43 Southern : C. I. T. Campus, IV Cross Road, MADRAS 600113 2 35 02 16 Western : Manakalava. E9 MIDC. Marol. Andhcri ( East ) 6 32 92 95 BOMBAY’400093 ’ ’ Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE. FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR. PATNA. THIRUVANANTHAPURAM. Printed at New India Prlntlng Prees, Kharja, ladis . . :
ISO 10011-3.pdf	1s0 INTERNATIONAL STANDARD 10011”3 “ First edition 1991-05-01 Corrected and reprinted 1993-05-01 Guidelines for auditing quality systems — Part 3: Management of audit programmes Lignes directrices pour /’audit des systdmes qualit6 — Partie 3: Gestion des programmed d’audit Reference number ISO 10011-3:1991(E) -..ISO 1OO11-3:1991(E) Contents Page 1 Scope ...........................c.................................................................. 1 2 Normative references ..................................................................... 1 3 Definitions ....................................................................................... 1 4 Managing an audit programme ................................................. 1 5 Code of ethics ........................................................................... 3 a @ 1s0 1991 All rights reserved. No part of this publication may be reproduced or utilized in any form or by any means, electronic or mechanical, including photocopying and microfilm, without per- mission in writing from the publisher. International Organization for Standardization Case Postale 56 lCH-1211 Gen&e 20l Switzerland Printed in Switzerland I iiISO 1oo11-3:199I(E) Foreword ISO (the International Organization for Standardization) is a worldwide federation of national standards bodies (ISO member bodies). The work of preparing International Standards is normally carried out through ISO technical committees. Each member body interested in a subject for which a technical committee has been established has the right to be represented on that committee. International organizations, governmental and non-governmental, in liaison with ISO, also take part in the work. ISO collaborates closely with the International Electrotechnical Commission (lEC) on all matters of electrotechnical standardization. Draft International Standards adopted by the technical committees are circulated to the member bodies for voting. Publication as an International Standard requires approval by at least 75 ‘Yoof the member bodies casting a vote. International Standard ISO 10011-3 was prepared by Technical Committee lSO/TC 176, Qua/ity management and qua/ity assurance. ISO 10011 consists of the following parts, under the general title Guide- lines for auditing qualitys ystems: — Part 1: Auditing — Part 2: Qualification criteria for quality systems auditors — Part 3: Management of audit programmedISO 10011-3:1991(E) Introduction Any organization which has an ongoing need to carry out audits of quality systems should establish a capability to provide overall management of the entire process. This part of ISO 10011 describes the activities that should be addressed by such an organization.INTERNATIONAL STANDARD ISO 10011-3:1991(E) Guidelines for auditing quality systems — Part 3: Management of audit programmed 1 Scope sibility to plan and carry out a programmed series of quality systems audits. This part of ISO 10011 gives basic guidelines for managing quality systems audit programmed. 4 Managing an audit programme It is applicable to the establishment and maintenance of an audit programme management function when performing quality systems audits in accordance with 4.1 Organization the recommendations given in ISO 10011-1. Any organization which has an ongoing need to carry out audits of quality systems should establish a capa- 2 Normative references bility to provide overall management of the entire process. This function should be independent of di- The following standards contain provisions which, rect responsibility for implementing the quality sys- through reference in this text, constitute provisions tems being audited. of this part of ISO 10011. At the time of publication, the editions indicated were valid. All standards are subject to revision, and parties to agreements based 4.2 Standards on this part of ISO 10011 are encouraged to investi- gate the possibility of applying the most recent edi- Audit programme management should determine the tions of the standards indicated below. Members of quality system standards they may be expected to IEC and ISO maintain registers of currently valid audit against and develop capabilities to enable them International Standards. to audit effectively against such standards. ISO 8402:1986, Qua/ity — Vocabulary. 4.3 Qualification of staff ISO 10011-1:1990, GukYe/ines for auditing qua/ity systems — Part 1:Auditing. 4.3.1 Audit programme management ISO 10011-2:1991, Guidelines for auditing qua/ity Management of the audit programme should be car- systems — Part 2: Qualification criteria for quality ried out by those who have practical knowledge of systems auditors. quality audit procedures and practices. 3 Definitions 4.3.2 Auditors For the purposes of this part of ISO 10011, the defi- Audit programme management should employ audi- nitions given in ISO 8402 and ISO 10011-1 and the tors who comply with the recommendations given in following definition apply. ISO 10011-2. Such auditors should be approved by an evaluation panel, acceptable to audit programme 3.1 audit programme management: Organization, management, which complies with the recommen- or function within an organization, given the respon- dations given in ISO 10011-2. 1ISO 10011-3:1991(E) 4.4 Suitability of team members — auditor training workshops; Audit programme management should consider the — auditor performance comparisons; following factors when selecting auditors and lead auditors for particular assignments in order to ensure — reviews of audit reports; that the skills brought to each assignment are appro- priate: — performance appraisals; — the type of quality system standard against which — rotation of auditors between audit teams, the audit is to be conducted (for example, manu- facturing, computer software or service stan- 4.5.3 Training dards); Audit programme management should regularly as- — the type of service or product and its associated sess the training needs of auditors and take appropri- regulato~ requirements (for example, health care, ate action to maintain and improve audit skills. food, insurance, computers, instrumentation, nu- clear devices); 4.6 Operational factors — the need for professional qualifications or technical expertise in a particular discipline; 4.6.1 General — the size and composition of the audit team; Audit programme management should consider the following factors and, where necessary, establish — the need for skill in managing the team; procedures to ensure that their staff can operate in a consistent manner and are adequately supported. — the ability to make effective use of the skills of the various audit team members; 4.6.2 Commitment of resources — the personal skills needed to deal with a particular Procedures should be established to ensure that ad- auditee; equate resources are available to accomplish audit programme objectives. — the required language skills; 4.6.3 Audit programme planning and scheduling — the absence of any real or perceived conflict of interest; Procedures should be established for planning and scheduling the programme of audits. — other relevant factors. 4.6.4 Audit reporting 4.5 Monitoring and maintenance of auditor performance Audit report formats should be formalized to the ex- tent practicable, 4.5.1 Performance evaluations 4.6.5 Corrective action follow-up Audit programme management should continually evaluate the performance of their auditors, either Procedures should be established to control correc- through observation of audits or other means. Such tive action follow-up, if audit programme management information should be used to improve auditor se- are requested to do so. lection and performance and to identify unsuitable performance. 4.6.6 Confidentiality Audit programme management should make this in- Audit programme management should establish pro- formation available to evaluation panels, where re- cedures to safeguard the confidentiality of any audit quired. or auditor information that they may hold. 4.5.2 Consistency of auditors 4.7 Joint audits Audits conducted by different auditors should arrive at similar conclusions when the same operation is There may be instances when several auditing organ- audited under the same conditions. Audit programme izations cooperate to audit jointly a quality system. management should establish methods to measure Where this is the case, agreement should be reached and compare auditor performance to achieve consist- on the specific responsibilities of each organization, ency among auditors. Such methods should include: particularly in regard to lead auditor authority, inter- 2ISO 10011-3:1991(E) faces with the auditee, methods of operation and gramme through feedback and recommendations distribution of audit results before the audit com- from all parties concerned, mences, 5 Code of ethics 4.8 Audit programme improvement Audit programme, management should consider the Audit programme management should establish a need to include a code of ethics into the operation and method of continuously improving the audit pro- management of the audit programmed. 3ISO 1oo11-3:I99I(E) UDC 658.56 Descriptors quality assurance, quality assurance programme, quality audit, management, Price based on 3 pages . .
9459.pdf	IS : 9459 - 1980 ( Reaffirmed 1992 ) Indian Standard SPECIFICATION FOR APPARATUS FOR USE IN MEASUREMENT OF LENGTH CHANGE OF HARDENED CEMENT PASTE, MORTAR AND CONCRETE ( Second Reprint JUNE 1998 ) UDC 666.97.015.7 : 620.192.52.05 @Copyright 1980 BUREAU OF INDIAN STANDARDS MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG NEW DELHI 110002 Gr 2 July 1980c IS : 9459 - 1980 Indian Standard SPECTFICATION FOR APPARATUS FOR USE IN MEASUREMENT OF LENGTH CHANGE OF HARDENED CEMENT PASTE, MORTAR AND CONCRETE Cement and Concrete Sectional Committee, BDC 2 Chairman Representing DIG H. C. VISVESVARAY.~ Cement Research Institute of India, New Delhi Members ADDITIONAL DIRECTOR, STAND- Research, Designs & Standards Organization ARDS ( R & s ) ( Ministry of Railways ) DILPUTY DIRECTOR. STAND- ARDS ( B & s ) ( ,‘iiter,,afr 1 Sam K. C. A~GARWAL Hindustan Prefab Ltd, New Delhi SHRI C. L. KASLIWA~, ( Alternate ) SHRI S. K. RANERJEE: National Test House, Calcutta SHHI Ii. P. BANERJEF: Larsen & Toubro Ltd, Bombay SRHI HARISH N. MALANI ( Alternate ) SHRT R. N. BANSAL Bras besigns Organization, Nangal Township SH~II T. C. GARQ ( Altern& ) CBIEF ENGINEER ( DESIGNS ) Central Public Works Department, New Delhi EXECUTIVE E N o I N E E R ( DESIQNS I III ( Alternate ) CEIEF ENGINEER ( PHOJECTS ) Irrigation Departmcnt,~Gcvernmcnt of Punjab DIRECTOR, IPRI ( Alternate) DIRIWTOR ( CSMRS ) Central Water Commission, New Delhi DEPUTY DIRECTOR ( CSMRS ) ( Alternate ) lh R. K. GHOSH Cent;ralhyoad Research Institute ( CSIR ), New SHRI Y. R. PHULL ( Alfernaie I j SHR I M. DINAKA~AN ( Allcrnole II ) DR R. K. GHOSH Indian Roads Congress, New Delhi SRRI B. R. GOVIND Engineer-in-Chief’s Branch, Army Headquarters SHRI P. C. JAIN ( Aftsrnotc ) SHRI A. K. GUPTA Hyderabad Asbestos Cement Products Ltd, Hydcrabad DR R. R. HATTIANOADI The Associated Cement Companies Ltd, Bombay S~RI P. J. JAWS ( AIfcrnatr) ( Continued on page 2 ) , @ Copyrighr 1980 BUREAU OF INDIAN STANDARDS This publication is protected urder the Indian CopyrigL: Act ( XIV of 1957 ) and reproduction in whole or in part by any means except with written permission of the publisher shall be deemed to be an infringement of copyright under the said Act.IS 8 9459 - 1980 ( Continued from page 1 ) Members R@wenting DR IQSAL ALI Engineering Research Laboratories, Hydcrabad SARI S. R. KULKARNI M. N. Dastur & Co ( Pvt ) Ltd, Calcutta SHRI S. K. Larry The Institution of Engineers ( India ), Calcutta SRRI 8. T. UNWALLA ( AlfefMfs ) DB MOEAN RAI Central Building Research Institute ( CSIR ), Roorkee DR S. S. REHSI ( Altrrnare ) SHRI K. K. NAMBIAR In personal capacity ( ‘Ramanalqya’ II First Crescent Park Road, pndbinapr, Adyar, Madras ) DR M. RAMA:AH Stru;~;ct~e.ugmcermg Research Centre ( CSTR ), DR N. S. BAAL ( Altsrnatc ) SHRI G. RAMDAS Directorate General of Supplier & Disposals, New Delhi DR A. V. R. RAO National Buildings Organization, New Delhi SHFCI J. SEN GUPT~ ( Alternate) SERI R. V. CHALAP~THI RAO Geological Survey of India, Calcutta SHRI S. ROY ( Alfernate ) SHRI T. N. S. RAO Gammon India Ltd, Bombay SHRI S. R. PINHEIRO ( Alternate 1 SHRI ARJUN RIJHSINGHANI Cement Corporation of IndiaLtd, New D ‘hi SHRI K. VITHAL RAO ( Alters& ) SECRETARY Central Board of Irrigation and Power, N* N Delhi DEPUTY SECRETARY ( I ) ( Alternate ) SHRI N. Stv~~uRu Roads Wing, Ministry of Shipping arid Trai port SHRI R. L. KAPOOR ( Altomate ) SHRI K. A. SUI~AMANIAW The India Cements Ltd, Madras SERI P. S. RAMACEANDRAN ( Alternate ) SUPERINTENUING E N o I N E x R Public Works Department, Government of ‘. ‘amil ( DESIGNS ) Nadu EXECUTIVE E N Q I N E E R ( SM & R DIVISION ) ( Altrrnafc ) SHXI L. SWAROOP Dalmia Cement ( Bharat ) Ltd, New Delhi SHRI A. V. RAMANA ( Alternate ) SHRI B. T. UNWALLA The Concrete Association of India, Bombay SHRI Y. K. MEHTA ( Alternate ) SHRI D. AJITFIA SIMHA, Director General, ISI ( Ex-o&o Member ) Director ( Civ Engg ) Secretary SHRI M. N. NEELAEANDHAN Assistant Director ( Civ Engg ), ISI Instruments for Cement and Concrete Testing Subcommittee, BDC 2: 10 Convener DR IQBAL ALI Engineering Rrsearch Laboratories, Hyderabad Members PROE B. M. AHUJA Indian Institute of Technology, New Delhi SERI T. P. EKAMBARAM Highways Research Station, Madras ( Continued on page 8 ) 21S:9459 - 1980 Indian Standard SPECIFICATION FOR APPARATUS FOR USE IN MEASUREMENT OF LENGTH CHANGE OF HARDENED CEMENT PASTE, MORTAR AN-D CONCRETE 0. FOREWORU 0.1 This Indian Standard was adopted by the Indian Standards Institution on 8 February 1980, after the draft finalized by the Cement and Concrete Sectional Committee had been approved by the Civil Engineering Division Council. 0.2 The Indian Standards Institution has already published a series of standards on methods of testing cement and concrete. It has been recognized that reproducible and repeatable test results can be obtained only with standard testing equipment capable of giving the desired ievel of accuracy. The Sectional Committee has, therefore, decided to bring out a series of specifications covering the requirements of equipments used for testing cement and concrete, to encourage their development and manufacture in the country. 0.3 Accordingly, this standard has been prepared to cover requirements of the apparatus for use in measurement of length change of hardened cement paste, mortar and concrete. This apparatus may be used for determining the initial drying shrinkage, drying shrinkage and moisture movement of concrete ( ste IS : 119%1959 ), alkali reactivity of aggregate [ see IS : 2386 ( Part VII )-1963t ] and drying shrinkage of Portland pozzolana cement ( see IS : 4031-1968: ). 0.4 In the formulation of this standard, due weightage has been given to international co-ordination among the standards and practices prevailing in different countries in addition to relating it to the practices in the field in this country. Methods of sampling and analysis of concrete. tMethods of test for aggregate for concrete: Part VII Alkali aggregate reactivity. fMrthods of physical tests for hydraulic cement. 3”IS t 9459 - 1980 0.5 For the purpose of deciding whether a particular requirement of this standard is complied with, the final value, observed or calculated, expressing the result of a test or analysis, shall be rounded off in accordance with IS : 2-1960. The number of significant places retained in the rounded off value should be the same as that of the specified value in this standard. 1. SCOPE 1.1 This standard lays down the requirements of apparatus ( known as length comparator ) to measure length change in hardened cement paste, mortar and concrete, using a suitable micrometer. 2. APPARATUS 2.1 The apparatus shall consist of an adjustable length comparator using a screw or dial micrometer, together with a suitable reference bar. 3. CONSTRUCTION AND DIMENSIONS 3.1 The construction of the length comparator shall be as given in Fig. 1 or Fig. 2. The type of apparatus shown in Fig. 2 is recommended for testing heavy specimens, since the pressure caused by the weight of the specimen, which would otherwise fall on the lower reference ball, iscarried by the slotted shelf. The apparatus shall preferably be adjustable for specimens of different lengths. Nominal dimensions of the apparatus of the type shown in Fig. 1 are indicated in the figure. The end of the frame to seat the lower end of the reference bar shall be provided with a cylindrical or conical recess. The surfaces in contact with the specimen reference points shall be heat-treated, hardened and polished. 3.1.1 The measuring instrument in the length comparator shall be a high grade micrometer having a range of at least 10 mm and graduated to read in O-002 mm units, accurate within 0’002 mm in any 0.020 mm range or a suitable dial gauge. This gauge shall be rigidly mounted in a measuring frame and shall have a conical spindle which can be located upon a 6 mm diameter ball or other reference point cemented in the specimen. 3.2 The reference bar against which the readings of the gauge are tested, shall be of sta-inless steel having a co-efficient of thermal expansion not greater than 2 millionth per deg C. The reference bar may have an overall diameter of 20 mm and of 300 2 is mm or 150 t Ls mm length which Rules for rounding off numerical values ( revised ).IS : 9459 1980 ever is appropriate. The length of the reference bar shall be standard- ized ai a particular temperature and provided with calibration charts for reading length at different temperatures. Each end of the bar shall be machined to 6 mm diameter spherical ends or 6 mm dia balls may be swaged or otherwise fixed to the end. The ends shall be heat-treated, hardened and then polished. The central IOO~mm of the length of the bar shall be covered by insulating material, such-as 6 mm thick rubber tube, to facilitate handling and to minimize the effect of temperature during handling. The bar shall be provided with a positioning mark near one end. rr 285 -I ,-OIAL GAUGE Alld imensions in millimetres. Fro. 1 LENGTH COMPARATOR 5I8 : 9459 - 1980 q-SHELF SUPPORT SECTION XX I P FIG. 2 TYPICAL SET UP FOR DRYING SHRINKAGE AND MCJISTURE MOVEMENT TEST ON HEAVY SPECIMEX 3.3 Except where the tolerances are specifically indicated against the specified dimensions, all dimensions shall be taken as nominal dimensions with tolerances normally applicable in general engineering practice. 4. MATERIAL 4.1 Materials of construction of different component parts of the apparatus shall be as given in Table 1. 6IS I 9459 - 1980 TABLE 1 MATERIALS FOR LENGTH COMPARATOR ( Clause 4.1 ) SL PART M.~TE~UAL SPECIAL REQUIREMENTS, IF ANY No. i) Base Channel mild steel ( IS : 226-1975* ) ii) Pillars Mild steel Threaded for adjustment ( 1s : 226-1975* ) iii) Bracket Mild steel - ( IS : 226-1975* ) iv) Reference bar Stainless steel Ends heat-treated, hardened and then polished v) Rubber tube Rubber - NOTE - All non-working mild steel parts of the apparatus shall be provided suit- able anticorrosive treatment such as painting, nitriding and phosphating conforming to relevant Indian Standards. Specification for structural steel ( standard quality ) (J;fi/z revision ). 5. MARKING 5.1 The apparatus shall be marked with the following information: a) Name of the manufacturer or his trade-mark, and b) Date of manfacture. 5.1.1 The product may also be marked with StandardMark. 5.2 The use of the Standard Mark is governed by the provisions of Bureau of In&n Standards Act, 1986 and the Rules and Regulations made thereunder. The details of conditions under which the licence for the use of Standard Mark may be granted to manfucaturers or producers may be obtained from the Bureau of Indian Standards. 7IS I 9459 - 1980 ( Continued from page 2 ) Members Representing Da R. K. GHOST Central Road Research Institute ( CSIR ), New Delhi SHRI K. L. SETHI ( Altematc ) SHRI H. K. GUHA All India Instruments Manufacturers and Dealers Association, Bombay SRRI V. K. VASUDEVAN ( Alfcrnots ) SHRI P. J. Jnous The Associated Cement Companies Ltd, Bombay SHRI I). A. WADIA ( Altwnatr ) SEBI M. R. Josnr Rcsrarch & Development Organization ( Ministry of Dcfencc ), Pune SHRI Y. P. PATHAK ( Alternote ) SHRI E. K. RAMACHANDRAN National Test House, Calcutta P~OF C. K. RAMESH Indian Institute of T&hnolol;y, Bombay DR R. S. AYYAR ( Alternate ) SHRI M. V. RANGA RAO Cement Research Institute of India, New Delhi DR K. C. NARANG ( Altcmafe ) Da S. S. REHSI Central Building Research Institute ( CSIR ), Roorkcc SARI J. P. KAUSHISH ( Aftcrn~tr ) Sass M. M. D. SETH PublFradys;ks Department, Government OF Uttar SHRI J. P. BHATNAGAR ( Alfcrnafe ) SERI H. c. VERMA Associated Instrument Manufacturers ( India ) Private-Ltd, New Delhi SERI A. V. S~ASTRI ( Altsmatr ) 8BUREAU OF INDIAN STANDARDS Manak Bhavan, 9 Bahadur Shah Zafar fvtarg, NEW DELHI 11Oti Telephones: 323 0131. 323 3375, 323 9402 Fax : 91 113234062, 91 113239399, 91 113239362 Telegrams : Manaksanstha (Common to all Offices) Central Laboratory: Telephone 21ot No. 20/9, Site IV, Sahibabad Industrial Area, SAHIBABAD 201010 6-77 00 32 Regional OMces: Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002 323 76 17 ‘Eastern : l/l4 CIT Scheme VII M, V.I.P. Road, Maniktola, CALCUTTA700054 337 66 62 Northern : SC0 335-336, Sector 34-A, CHANOIGARH 160022 60 36 43 Southern 1C ;.l.T. Campus, IV Cross Road, CHENNAI 600113 235 23 15 twestern : Manakalaya, E9 Behind Mar01 Telephone Exchange, Andheri (East), 632 92 95 MUMBAI 400093 Branch Otkes: ‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur, AHMEDABAD 360001 550 13 46 SPeenya Industrial Area, 1st Stage, Bangalore - Tumkur Road, 639 49 55 ~BANGALORE 566056 Gangotri Complex, 5th Floor, Bhadbhada Road, T. T. Nagar, BHOPAL 462003 55 40 21 Plot No. 62-63, Unit VI. Ganga Nagar, BHUBANESHWAR 751001 40 36 27 Kalaikathir Buildings, 670 Avinashi Road, COIMBATORE 641037 21 01 41 Plot No. 43, Sector 16 A, Mathura Road, FARIDABAD 121001 6-26 66 01 Savitri Complex, 116 G. T. Road, GHAZIABAD 201001 6-71 19 96 5315 Ward No. 29, R. G. Barua Road, 5th By-lane, GUWAHATI 761003 54 11 37 5-6-56C L. N. Gupta Marg, Nampally Station Road, HYDERABAD 500001 20 10 63 E-52, Chitaranjan Marg, C-Scheme, JAIPUR 302001 37 29 25 117/416 8, Sarvodaya Nagar, KANPUR 206005 21 66 76 Seth Bhawan, 2nd Floor, Behind Leela Cinema, Naval Kishore Road, 23 69 23 LUCKNOW 226001 Patliputra Industrial Estate, PATNA 600013 26 23 05 T. C. No. 1411421, University P. 0. Palayam, 621 17 THIRUVANANTHAPURAM 695034 NIT Building, Second Floor, Gokulpat Market, NAGPUR 440010 52 51 71 Institution of Engineers ( India ) Building, 1332 Shiiaji Nagar, PUNE 411005 32 36 35 ‘Sales Office is at 5 Chowringhes Approach, P. 0. Princep Street, CALCUTTA 700072 ,27 10 65 tSales Office is at Novelty Chambers, Grant Road, MUMBAI 400007 309 65 26 Sales Office is at ‘F’ Block, Unity Building, Narashimaraja Square, 222 39 71 BANGALORE 560002 Printed at New India PrintingP ress, Khurja, IndiaAMENDMENT NO. 1 NOVEMBER 1984 TO IS I 9459 - 1980 SPECIFICATION FOR APPARATUS FOR USE IN MEASUREMENT OF LENGTH CHANGE OF HARDENED CEMENT PASTE, MORTAR AND CONCRETE Alterdons j Page 4, clause 3.1, J;fth sentem ) - Substitute the following for the existing matter: ‘ The end of the yoke opposite to the micrometer end of the reference bar shall be provided with an anvil having a cylindrical or conical recess.’ ( Page 4, clause 3.1.1, line 5 ) - Substitute c yoke ‘for ‘ frame ‘. ( Page 4, clause 3.2, line 4 ) - Substitute ‘ 12 mm ‘for ‘ 20 mm ‘. ( Page 5, Fig. 1 ) - Substitute ‘ YOKE ‘for ‘ PILLAR ‘. ( Page 6, Fig. 2 ) - Substitute the figure given on page 2 for the existing figure. [ Page 7, Tuble 1, co1 3, Sl Jvo. (i) ] -Substitute ‘ ISLC 150 or ISMC 150 conforming to IS : 226.1975+’ for the existing matter.SPECIMEN SECTION XX \ w-70 - LMICROMEIER SCREW GAUGE VIEW Y All dimensions in millimetres. Fra.2 TYPICAL SET UP FOR~RYINO XIIRINKAGE AND MOISTURE BAWEMENTTESTONHEAVYSPECIMEN 2AMENDMENT NO. 2 APRIL 1993 TO IS 9459 : 1980 SPECIFICATION FOR APPARATUS FOR USE IN MEASUREMENT OF LENGTH CHANGE OF HARDENED CEMENT PASTE, MORTAR AND CONCRETE ( Puge 6, clause 33) -Substitute the following for the existing clause: ‘3.3 Except where the tolerances ate specifically indicated against the specified dimensions, all dimensions shall be taken as nominal dimensions with tolerances as laid down in IS 2102 ( Part 1) : 1980*.’ ( Page 6,jbor-nofe) - Insert the following foot-note at the cud: “General tolerances for dimensions and form and position: Part 1 General tolrranc~s for linear and angular dimensions ( rccrmd revision ).“ (Page 7, Table 1) : i) Substitute ‘Yoke’/or ‘Pillars’ in co1 2 of Sl No. (ii). ii) Delete ‘conforming to relevant Indian Standards’ from the NOTE. (CED2) Prmted atN ew India Prmttng Press, Khqa, India
1038.pdf	IS : 1038 - 1983 ( Reaffiiled 19% ) Indian Standard SPECIFICATION FOR STEEL DOORS, WINDOWS AND VENTILATORS ( Third Revision Filth Reprint JULY 1998 UDC 69’028’1/‘3’014’2 0 Copyright 1983 BUREAU OF INDIAN STANDARDS MANAK BHAVAN. 9 BAHADUR SHAH ZAFAR MARG NEW DELHI 110002 Gr 9 Augw 1983IS:1038-1983 Indian Standard SPECIFICATION FOR STEEL DOORS, WINDOWS AND VENTILATORS ( Third Revision ) Doors, Windows and Shutters Sectional Committee, BDC 11 Chairman SHRI T. S. NARAYA~A RAV 93 ‘ Aruna ‘,. East Road. Basavangudj, Bangalore Members Repraentiq SHXI I-I. S. ANAND Anand Industries Limited, New Delhi SHIU P. N. ANTSY i .41lernale ) SHRI S. N. BASU Directorate Ccneral of Supplies & Disposals, New Delhi SHRI SI~ARAY SINC+H ( Alterna/c ) SIIRI J. S. BEDI Hopes Manufacturing Cc Fvt Ltd, Calcutta SHRI G. L. DE ( .4&rnate ) DIREWOR Indian Plywood Industries Rrseart,!l Ixt;tu:e, Bangalore DR H. N. JAGADEI.:SH ( .4llernnfc ) SI~I P. 2. GANDHI Swastik Rolling Shutters and Et?gi!-,c?rir,g i\‘~!bs: Bombay SHRI B. P. GANDHI ( Ailernale i S~IRI A. S. GULATI Forest Research Institute & Coilegrs ( Timher Mechanics Branch !. Dehra D;m SHRI B. K.JHIJH~RI~ Multiwyn Industrial c:orporatian, Calctitta Srrnr A. K. JHAVERI Ahmedabad Stcelcraft and Ro!:ing ;tlills : Pvt ) Ltd, Ahmadebad BUREAU UF INDIAN STANDARDS This publication is protected under the Indian Copyri.ent rlct ( XIV of 1957 ) and reproduction in whole or in part by any means except with written permission of the publisher shall be deemed to be an infringement of copyright under the said Act.( Continuad fro.n @,g~ 1 ) Members Representing SHRI J, V. MEHTA Engineer-in-Chief’r.Branch, Army Headquarters MAJ B. K. TANEJA ( Alternatr) Saar G. R. MEN~N Ministry of Home Affairs ( Fire Services ) SHRI G. M. Menon Icdian Aluminium Co Ltd, Calcutta SHRI K. SU~YANARAYANAN ( Alternate ) SERI R. D. MENON Diana Shutters Pvt Ltd. Madras SHRI S. ANANTHABUBBAYONEY ( Altrinatc ) SHRI M. M. MISTRY National Buildings Organization, New Delhi SARI B. D. DHAWAN ( Alternate ) Saar MOBAN SINUE Eastern Commercial and Industrial Enterprises ( P ) Ltd, Bangalore SHRI S. S. GANDHI ( Afternate ) SHRI J. S. PARMAR Mysore Plywoods Ltd, Bangalore SHRI K. SANKARAKRIBHNAK Kutty Flush Doors and Furniture Co Ltd Madras SHRI R. S. RAQKAVAN ( Alternate ) SERI P. K. SIN~HLA Builders Associatian of India, Bombay SHRI T. C. SOLalvKI Indian Metal Windows Association, Bombay SHRI M. P. SHAH ( Alternate ) SUPEWINTENDINO SUhVEY OR OE Central Public Works Department, New Delhi WORKS. ( FOOD ) SURFEYOR OF WORKS ( FOOD ) ( Alternate) SERI G. R. SUNDERAX Man Industrial Corporation Ltd, Jaipur SHRI H. G. TODI ( Alternate ) SRRI H. THOMSON Sitapur Plywood Manufacturers’ Ltd, Sitapur SHRI G. RAYAN, Director General, BlS ( Ex-o&cio Member ) Director ( Civ Engg ) Sewstory SHRI C. K. BEBARTA Senior Deputy Director ( Civ Engg ), BIS 2IS : 2038 - 1983 Indian Standard SPECIFICATION FOR STEEL DOORS, WINDOWS AND VENTILATORS ( Third Revision ) 0. FOREWORD 0.1 This Indian Standard ( Third R evision ) was adopted by the Indian Standards Institution on 28 February 1983, after the draft finalized by the Doors, Windows and Shutters Sectional Committee had been approved by the Civil Engineering Division Council. 0.2 This standard was first pubIished in 1957 and was revised in 1968. In the first revision the sizes of steel doors, windows and ventilators were reviewed to bring them in line with the preferred modular sizes of openings based on 10 cm module whi%:h is applicable for all types of doors and windows whether of timber or metal. Such variety reduction through :.doption of these preferred modular sizes had become particularly sigmfi- cant in view of the development of prefabricated construction and factory production of doors and windows and also for achieving substantial economics in the construction of building. 0.3 In the second revision, reference to rolled steel sections used for fabrication of doors, windows and ventilators had been omitted and included separately ( see IS : 7452-1982* ). With regard to the clearance on all the four sides for the purpose of fitting the doors, windows or ventila- tors into modular openings and in view of the difficulties experienced with the adoption of 3 mm clearance specified in 1968 version, the provisions had been modified to 10 mm alround. Another important modification in- corporated was relating to the process of welding permitted for corner joints. Earlier, only flash butt welding was permitted for jointing of corners of frames. In the second revision, provision had been -made to permit any other method of welding provided the joint conforms to the re- quirements as given in the standard. 0.4 In third revision the doors, windows and ventilators having no openable shutters have been included under the term side-light, fixed-light --- Specification for hot rolled steel sections for doors, windows and ventilators ( Jr5t rez~ision ). 3IS : 1038 - 1988 or sub-light_ Modifications have also been made in regard to sizes of glass panes and the number of glazing clips based on the assumptions that : _ a) Height of all 12 and I5 modular shutters shah be identical, b) Width of all 10 and 15 modular shutters shall be identical, C) Width of all 12 and 18 modular shutters shall be identical, 4 Horizontal glazing bars in 12 and 15 modular constr,Lon windows and fixed lights shall line up with each other, e) In 15 module high windows, the vertical sub-dividing bars ( F4B ) shall be continuous through the sub-light portion, f-1 Sub-dividing bar of ventilators and fixed-lights shall line up with the corresponding sub-dividing bar of respective modular windows and fixed-light, 9) Glass sizes shall be identical in 20 and 21 modular construction and the variation in height shall be adjusted in the kicking panel, h) Outer frame of side-light for the doors shall be manufactured from F7D profiles, and j) Sub-dividing bar shall be T2 in 15 module height. 0.5 Fixing and glazing of steel doors, windows and ventilators have been covered separately in IS : 1081-1960 and reference should be made to this standard while fixing the components. 0.6 This standard contains clauses 5.2.2 and 8.1 which call for the agree- ment between the purchaser and the manufacturer, and clause 4.4 and Appendix A which require the purchaser to supply certain information while placing order. 8.7 In the formulation of this standard, due weightage has been given to international co-ordination among the standards and practices prevailing in different countries in addition to relating it to the practices in the field in this country. 8.8 For the purpose of deciding whether a particular requirement of this standard is complied with, the final value, observed or calculated, express- ing the reult of a test or analysis, shall be rounded off in accordance with IS : 2-1960t. The number of significant places retained in the rounded off value should be the same as that of the specified value in this standard. Code of practice for fixing and glazing of metal ( steel and aluminium ) doors, windows and ventilators. tRules for rounding off numerical values ( revised ). 4IS:1038- 1983 1. SCOPE 1.1 This standard lays down the requirements regarding meterial, fabrica- tion and finish of steel doors, windows, ventilators and fixed-lights manufactured from rolled steel sections to specified sizes and designs. 1.2 This standard does not cover steel doors, windows, ventilators and fixed-lights for use in industrial buildings. 2. TERMINOLOGY 2.1 For the purpose of this standard, the components of doors, windows, ventilators and fixed-lights shall be as defined in 2.1.1 to 2.1.2.2 and as illustrated in Fig. 1. 2.1.1 Sub-Dividing Bars - These are vertical bars in a fixed-light or window or ventilator. 2.1.2 Fixed-Light - Doors, windows and ventilators where there is no openable shutter. 2.1.2.1 Sub-Light - A fixed-light above openable door or window. 2.1.2.2 Side-Light - A fixed-light of door height to couple with door. 3. SYMBOLIC DESIGNATION 3.1 The direction of closing and faces of doors, windows and shutters shall be designated in accordance with IS : 4043-1969. 4. STANDARD SIZES, TOLERANCES AND DESIGNATIONS 4.1 Sizes - Types and overall sizes of steel doors, windows, ventilators and fixed lights shall be as given in Fig. 2. 4.1.1 The dimensions shown in Fig. 2 are overall heights and widths to the outside of frames of steel doors, windows, ventilators and fixed-lights. These sizes are derived after allowing 10 mm clearance on all the four sides for the purpose of fitting doors, windows, ventilators or fixed-lights into modular openings (see Fig. 3 ). Recommendations for symbolic designation of direction of closing and facts of doors, windows and shutters. 5HEAD OF FRAME SILL1 L BOTTOM RAIL GLASS PANE OVERALL WIDlH OVERALL WIDTH OF WINDOW ENLARGED SECTION XX FIG. 1 TERMINOLOGY FOR STEELDOORS, kvINIX)WS AND SUB-LIGHT 6IS : 1038- NJ3 t-998-l 6HS21 8HS2, 12HS 21 r 199 L 6NS20 ENS20 1ONS 20 12NS 20 r 208 L 6NS21 ENS21 lONS21 12NS 21 2A Doors (As viewed frgm inside )IS : 1038- 1983 5HS9 6HS9 10HS9 12HS9 ISHS9 18HS9 5HS12 6HS12 lOHS12 12HSl2 15HSl2 18HS12 -I--- 140 1 5HS15 6HS15 lOHS15 12HS15 15HS15 18HS15 5NS9 6NSS lONS9 12NS9 15NS9 18 NS9 5NS12 6NS12 lONS12 12NS12 15NS12 18NSl2 5NS15 6NSi5 lONS15 12 NS15 15NS15 18NS15 28 Windows 8t5HT6 t8H16 SHC 6 6HC6 tOHC6 t2HC6 15HC6 18HC6 1_mammmm 5NT6 6N16 lONT6 t2NT6 t5NT6 t8NT6 5NC6 6NC6 1ONC 6 12NC6 15NC6 t8NC6 k4e-l l--m--l 5HT9 6HT9 5NT9 6NT9 2C VentilatorsI$ : 1038 - 1983 b--a+ 6HF2l 6NF21 6HF20 6NF 20 176 Id 16HF 6 I I I I %6 6!d mlO NF6 f1f2i NF 6 m1 5NF 6 18NF6 IZEEI SHFQ 6HFQ 1OHF 9 12HF 9 15HFQ 18HF 9 El3 5HF12 6tlFl2 lOHFl2 12HFlZ 15HF 12 16HF 12 ZEEzEl RI (cid:144)I 5HF15 6HFlS mlOHF15 r12HF]l5 15Hf 15 16 HF I5 0 UII g-j ml 5NFQ 6NFQ 10NFQ 12NFQ 15NF 9 16NFQ UII IBNFI? 5NFl5 6NFl5 10 NF15 (2 NF 15 15 NF 15 18 NF 15 2D Fixed-Lights All dimensions in cc.ntimc,trrs. FIG. 2 TYPE AND OVERALL SIZES OF STEEL DOORS,WINDOWS, VENFIXLATORS AND FIXED-LIGHTS 10IS : 2038 - 1983 +____-- SIZE OF OPENING- OVERALL SIZE OF DOOR WINDOW, VENTILATOP OR FIXED-LIGHT kINFINISHED WALL FIGS.3 SIZE OF STEEL DOORS, WINDOWS, VENTILATORS OR FIXED-LIGHTS IN RELATION TO SIZE OF OPENING 4.2 Tolerances - The sizes indicated in Fig. 2, for door, window and ventilator or fixed-light frames shall not vary by more than f 1.5 mm. 4.3 Designation -- Doors, windows, ventilators and fixed-lights shall be designated by symbols denoting their width, type and height in succession in the following manner : a) Width - It shall be indicated by the number of modules in the width of opening. b) KyPe - It shall be indicated by the following letters of alphabet: C = Centre hung shutter, F = Fixed glass panes, H = With horizontal glazing bars, N = Without horizontal glazing bars, S = Side hung shutters, and T = Top hung shutters. c) Height -- It shall be indicated by the number of modules in the height of opening. Example: A window of a width of 10 modules and height 12 modules having horizontal glazing bars and side hung shutters is designated by lOHS12. 11IS:1038 - 1983 4.3.1 Composite doors, windovvs, ventilators or fixed-lights shall be designated in the following manner: a> A 12 module wide and 21 module high horizontally glazed side hung door coupled on its two sides with two side hung hori- zontally glazed windows, 6 module wide and 12 module high is designated by 6HS12/12HS21/6HS12. b) Two 10 module wide and 12 module high horizontally glazed side hung windows coupled side by side with two fixed-lights at top, each 10 module wide and 6 module high, is designated by lOHF6/lOHF6 10HS12/10HS12’ 4.4 The purchaser shall supply the information as given in Appendix A while placing order for steel- doors, windows, ventilators and fixed-lights. 5. MATERIALS 5.1 Rolled Steel Sections 5.1.1 Rolled steel sections for the fabrication of steel doors, windows, ventilators and fixed-lights shall conform to IS: 7452-1982. Steel used in the manufacture of these sections shall conform to IS : 7452-1982. 5.2 Coupling Sections for Non-modular Openings 5.2.1 Coupling section X& shall be used as mullions for coupling the units side by side and coupling section Kl,B to couple independent units one above the other. These sections are covered in IS: 7452-1982. 5.2.2 Coupling sections manufactured from galvanized steel plate of minimum 1.6 mm thickness conforming to the dimensions shown in Fig. 4 may alsO be used for coupling if agreed to between the purchaser and the manufacturer. 5.2.3 Tubular section shall be rued for coupling at varying angles to form bay composites, right angle composites, etc. ( see IS: 1081-196Ot). 5.3 Glass Panes - Glass panes shall be at least 3 mm thick and. shall conform to IS : 2835-1977$. All glass panes shall have properly squared corners and straight edges. The sizes of glass panes for doors, windows, ventilators and fixed-lights shall be as given in Table 1. NOTE - The sizes of glass are only indicative and approximate and may vary depending on the tolerances in the doors, windows, ventilators and fixed-lights. Specification for hot rolled steel sections for doors, windows and ventilators (first revision ). tCode of practice for fixing and glazing of metal ( steel and aluminium doors, windows and ventilators ). 4Specification for flat transparent steel glass ( secondr evision) . 12IS :1038 - 1983 FABRICATED WEATHER BAR MASS PER METRE 14 kg r _._._.J / MULLION -t LWEATHER BAR I! TRANSOME 11 All dimensions in millimetres. Fro.4 DETAILOFWEATHER BAR WITH STEELP LATE 13IS: 1038 - 1983 TABLE 1 GLASS SIZES ( CLEARANCE ALLOWED ) ( Chse 5.3 ) DESIGNATION QUANTITY GLASS SIZES No. OF GLAZING (WIDTH x HEIC+UT ) CLIPS AGAINST EACH PANE (1) (2) (3) (4) DOORS ( .wcF ig. 2 A ) Side Hang Type - Horizontal Glazing Bars mm - 6HS20 1 466,x 249 4 4Ciff x 283 - - 1 362 x 283 - 8HS20 : 666666 xx 224893 - I 362 x 283 - lOHS20 2 407 x 240 - 9 407 x 283 - 1 303 x 283 - 12HS20 2 507 x 249 - 9 507 x 283 - 1 403 x 233 6HS21 1 466 x 249 4 466 x 283 1 362 x 283 8H.V 1 : 666666 xx 228439 1 362 x 283 lOHS21 9” 440077 xx 228439 - - 1 303 x 283 - 12HS21 Z 550077 xx 228439 - I 403 x 283 - 6NS20 1 466 x 833 4 362 x 283 : 466 x 575 _; 8NS20 1 666 x 833 4 : 656662 xx 527853 2 1om20 1 407 x 283 - 1 303 x 283 7 x 833 -i 7 x 575 2IS: 1038 - 1983 -_ TABLE 1 GLASS SIZES ( CLEARANCE ALLOWED ) - Contd DESIQNATION QUANTITY GLASS SIZES NO. OF GLAZING ( WIDTH x HEIGHT ) CLIPS AGAINST EACH PANE (1) (2) (3) (4) mm - IZNSZO f 540073 xx 228833 2 507 x 833 2 2 507 x 575 2 6NS2 I 1 466 x 833 4 : 436662 xx 258735 1 8NS21 1 666 x 833 4 1 562 x 283 2 1 666 x 575 IONS21 1 407 x 283 - : 340037 xx ‘823833 4 2 407 x 575 2 12NS21 1 507 x 283 - 403 x 283 507 x 833 507 x 575 2” WINDOWS ( see Fig-. 2B ) Side Hung Type - Horizontal Glazing Bars 5HS9 : 440077 xx 225783 - 6HS9 - : 550077 xx 227538 lOHS9 : 442255 xx 225783 - 12HS9 2 525 x 273 4 525 x 258 15HS9 : 442255 Xx 225783 - - 18HS9 - z 457255 xx 227733 - : 552755 xx 225783 - ( Continued) 15____“_ ~. IS : 1038- 1983 TABLE 1 GLASS SIZES ( CLEARANCE ALLOWED ) - Conrd DESIGNATION QUANTITY GLASS SIZES No. OF GLAZING (WIDTH x HEIQHT) GLIPS.4~AINST EACH PANE (1) (2) (3) (4) mm 5HS12 22 407 x 277 - 407 x 263 6HSl2 2 507 x 277 - 2 507 x 263 - lOHSl2 4 425 x 277 - 4 425 x 263 - 12HSl2 4 525 x 277 - 525 x 263 15HSl2 4 425 x 277 - : 447255 xx 227673 18HS12 4 525 x 277 - z 552755 xx 226737 - 5HSl5 i 407 x 277 - 407 x 263 - 1 435 x 275 - 6HS15 2’ 507 x 277 - 507 x 263 - 1 535 x 275 lOHSl5 4 425 x 277 - : 445245 xx 226735 -- 12HS15 4 527 x 277 - : 552574 xx 226735 -- . 15HSl5 44 425 x 277 - 425 x 263 - : 445745 xx 227757 -- 1 475 x 275 - 18HSl5 4 527 x 277 - 4 552574 xx 226735 - 4 575 x 277 - 1 575 x 275 - ( Continued )fS:1038-1983 TABLE 1 GLASS SIZES ( CLEARANCE ALLOWED ) - Ccwtd hSlQiiATION QUANTITY GLASS SIZES No. OF CLAZIN0 ( WIDTH x HEIGHT ) CLIPS AGAINST EACII PANE (1) (2) (3) (4) mm Side Hung Type - No Glazing Bars 5NS9 407 x 807 4 6NS9 507 x 807 4 lONS9 425 x 807 4 12NS9 525 x 807 4 15NS9 425 x 807 4 475 x 835 4 18NS9 525 x 807 4 575 x 807 4 5NS12 1 407 x 1 107 6 6NS12 I 507 x i 107 6 10NS12 2 425 x 1 107 6 12NS12 2 525 x 1 107 6 15NS12 1 425 x 1 107 1 475 x 1 135 t 18NS.12 2 525 x I 107 6 1 575 x 1 135 6 5NS15 407 x 1 107 6 : 435 x 275 - 6NS15 1 507 x 1 107 6 1 535 x 275 lONS15 425 x 1 107 6 2’ 454 x 275 - 12NS15 525 x 1 107 6 : 554 x 275 - 15NS15 2 425 x 1 107 475 x 1 135 9 : 454 x 275 1 475 x 275 18NS15 525 x 1 107 6 : 515 x 1 135 6 2 554 x 275 1 575 x 275 ( Continued ) 17IS : 1038 - 1983 -a TABLE 1 GLASS SIZES ( CLEARANCE ALLOWED ) -- Co.rtd DESIGNATION QUANTITY CLASS SIZES No.w GLAZING ( WIDTII x HEIGHT ) CLIPS AGAINST EACH PANE (1) (2) (3) (4) mm VENTILATORS ( seeF ig. 2C ) Top Hung Type - Horizontal Glazing Bars - 5HT6 2 407 x 249 - 6ETT6 2 507 x 249 - lOHT6 4 449 x 249 - 12HT6 4 549 x 249 - 15HT6 4 463 x 263 - 2 430 x 249 - 18HT6 2” 553603 xx 224693 - - 5HT9 2 407 x 259 - 1 435 x 273 - 6HT9 2 507 x 259 .- 1 535 x 273 Centre Hung Type - Horizontal Glazing Bars ._. 5HC6 2 360 x 226 - 6HC6 2 460 x 226 10HC6 4 426 x 226 -. - 12HC6 4 526 x 226 - 15HC6 2” 442604 xx 222663 18HC6 2” 552604 xx 222663 - - Top Hung Type - No Horizontal Glazfng Bars 5NT6 1 407 x 507 6NT6 1 507 x 507 10NT6 2 449 x 507 12NT6 2 549 x 507 15NT6 2 463 x 535 1 430 x 507 18NT6 2 563 x 535 2’ 1 530 x 507 5NT9 I 407 x 526 2 1 435 x 273 - 6NT9 2 : 553057 xx 522763 - ( Continued)1s : 1038 - 1983 TABLE 1 GLASS SIZES ( CLEARANCE ALLOWED ) - Conrd QUANTITY GLASS SIZES No. OF GLAZINO ( WIDTH x HIGIOIIT) CLIPS AGAINST EACH,P ANE (1) (2) (3) (4) mm Centre Hung Type - No Horizontal Glazing Bars 5NC6 1 360 x 460 6NC6 1 460 x 460 lONC6 2 426 x 460 12NC6 2 526 x 460 15NC6 2 464 x 536 1 420 x 463 18NC6 : 552604 xx 556336 FIXED-LIGHTS ( seeF ig. 2D ) Door Height - Horizontal Glazing Barn 6HF20 6 535 x 283 - 6HF2 1 6 535 x 283 - Door Height - No Glazing Bars 6NF20 : 553355 xx 826873 4 1 535 x 575 1 GNP21 1 535 x 867 4 1 535 x 283 1 535 x 575 1 Window Height - Horizontal Glazing Bars 5HF9 3 435 x 273 - 6HF9 3 535 x 273 - lOHF9 6 463 x 273 - 12HF9 6 563 x 273 15HF9 f 449613 xx 227733 - 18HF9 3” 559613 xx 227733 -- 5HF12 4 435 x 277 6HF12 4 535 x 277 - ( Continued ) 19IS : 1038 - 1983 TABLE 1 GLASS SIZES ( CLEARANCE ALLOWED ) - (;b,r/d DXSICJNATION QUANTITY GLASS SIZES No. OP GLAZING ( W~orrr x HPIC~~IT) GLII'S .kAIN,YT EACH PANIC (1) (2) (3) (4) mm 10HF12 8 463 x 277 - 12HF12 8 563 x 277 - 15HFl2 8 463 x 277 - 4 491 x 277 - 18HF12 8 563 x 277 - 4 591 x 277 - 5HFl5 4 435 x 277 - 1 435 x 291 - 6HFl5 4 535 x 277 - 1 535 x 291 - IOHFl5 a 463 x 277 - 2 463 x 291 - 12HFl5 - 2” 556633 xx 227971 - 15HF15 8 463 x 277 - 4 491 x 277 - 2 463 x 291 - 1 491 x 291 - IOHFl5 8 563 x 277 - - ; 556931 xx 227971 - 1 591 x 291 - Window Heisht - No Glaziqj Bars 5NF9 1 435 x 835 4 6NF9 1 535 x 835 4 lONF9 2 463 x 835 4 12NF9 2 563 x 835 4 15NY9 2 463 x 835 4 1 491 x 835 4 18NF9 2 563 x 835 1 591 x 835 5 5NE12 1 435 x 1 135 6 6NFl2 1 535 x 1 135 6 10NF12 2 463 x 1 135 6 12NPl2 2 563 x I 135 6 ( Continued) \. 20IS: 1038- 1983 _- TABLE 1 GLASS SIZES (CLEARANCE ALLOWED ) - Conld QUANTITY GLASS SIZES NO.OF GLAZ1h.G ( WIDTH x HEIGHT) CLIPS AGAINST EACH PANE (1) (2) (3) (4) mm 15NF12 2 463 x 1 135 1 491 x 1 135 18NF12 2 563 x 1 135 1 591 x 1 135 5NF15 435 x 1 135 : 435 x 291 6NFl5 1 535 x 1 1J5 6 1 535 x 291 - lONF15 463 x 1 135 6 i 463 x 291 - 12NF15 2 563 x 1 135 6 2 563 x 291 15NF15 2 463 x 1 135 i 491 x 1 135 s” 2 463 x 291 1 491 x 291 18NF15 2 563 x 1 135 6 1 591 x 1 133 6 2 563 x 291 - 1 591 x 291 - - Ventilators Height Horizontal Glazing Bars 5HF6 435 x 263 - 6HF6 2 535 x 263 - lOHF6 4 463 x 263 - I’2HF6 4 563 x 263 -. 15HF6 2” 463 x 263 491 x 263 - 18HF6 4 563 x 263 2 591 x 263 - Ventilator Height - No Horizontal Glazing Bars 5NF6 1 435 x 535 2 6NF6 1 53j x 535 2 lONF6 2 463 x 535 2 12NF6 2 563 x 535 2 15NF6 2 463 x 535 2 1 491 x 535 2 18NFF 2 563 x 535 1 591 x 535 ; 21&S: 1038 - 1983 5.4 Screws - Screw threads of machine screws used in the manufacture of steel doors, windows, ventilators and fixed-lights shall conlorrn to the requirements of IS: 4218 ( Part I )-1976, IS: 4218 ( Part II )-1976t, IS: 4218 ( Part III )-1976$, IS: 4218 ( Part IV )-1976$, IS: 4218 (Part V )- 196711 and IS: 4218 ( Part VI )-19787. 5.4.1 Fixing lugs shall have a standard slot of 8 mm wide for mild steel screw of 6 mm dia and 12 mm long with square nuts as indicated in Fig. 3. 6. FABRICATION 6.1 Frames - Both the fixed and opening frames shall be constructed of sections which have been cut to length and mitred. The corners of fixed and opening frames shall be welded to form a solid fused welded joint conforming to the requirements given in 6.1.1. All frames shall be square and flat. The process of welding adopted may be flash butt welding or any other suitable method which gives the desired requirements. 6.1.1 Requirements of Welded _Toints 6.1.1.1 Visual inspection test - When two opposite corners of the frames are cut, paint removed and inspected, the joint shall conform to the following: a) Welds should have been made all along the place of meeting the members, b) Welds should have been properly ground, and c) Complete cross section of the corner shall be checked up to see that the joint is completely solid and there are no visible cavities. 6.1.1.2 Micro and macro examinations - From the two opposite corners obtained for visual test as in 6.1.1.1, the flanges of the sections shall be cut with the help of a saw. The cut surfaces of the remaining portions shall be polished, etched and examined. The polished and etched faces of the weld and the base metal shall be free from cracks and reasonably free from under cutting, overlaps, gross porosity and entrapped slag. ISO metric screw threads: Part I Basic and design profiles (Jrsl revision ). tIS0 metric screw threads: Part II Diameter pitch combinations (Jirst revision) . SISO metric Screw threads Part III Basic diamensions for design profiles ( jirsf reuision ). gIS0 metric screw threads: Part IV Tolerancing system (first revision ). llIS0 metric screw threads: Part V Tolerances (Jirsl revision) . TISO metric screw threads: Part VI Limits of sizes for commercial bolts and nuts ( diameter range 1 to 52 mm ) (Jirst revision) . 226.1.1.3F illet weld test - The fillet weld in the ren:aining portion of the joint obtained in 6.1.1.2, shall be fractured by hammering. The fractured surfaces shall be free from slag inclusions, porosity, crack, penetration defects apd fusion defects. 6.1.2 Tee sections for glazing shall be tennoned and riveted into the frames and where they intersect, the vertical tie shall be broached and the horizontal tee threaded through it, and the intersection closed by hydraulic pressure. 6.1.3 Casements shall be fitted to their frames so as to provide continuous contact for weathering on the inside and outside and shall ‘be secured in closed position by the fittings which shall have been properly checked and adjusted. 6.1.4 Window and doors may have holes in webs of the bars other than those required during manufacture and fixing. 6.1.5 The location of the parts of the doors, windows, ventilators and fixed-lights for which details of fabrication are described in 6.1.6 are indica- ted in Fig. 5. 6.1.6 Details of construction of doors, windows, ventilators and fixed- lights shall be indicated in Fig. 6 to 12. 6.2 Side Hung Shutter - For fixing steel hinges, slots shall be cut in the fixed frame and the hinges inserted inside and welded to the frame at the back. The hinges shall be normally of the projecting type, with’wall thickness of not less than 3.15 mm and width not less than 65 mm and not more than 75 mm ( see Fig. 13 ) . The hinge piri and washer shall be sf galvanized steel or aluminium alloy 51 S-WP of suitahle thickness. For fixing hinges to inside frame, the method described for fixing to outside frame may be adopted but the weld shall be cleaned or holes made in the inside frame and hinge riveted. 6.2.1 Friction hinges may be provided for side hung shutter windows, in which case peg stay as mentioned in 6.2.3 may not be required. The working principle of the friction hinge is illustrated in Fig. 14. 6.2.2 The handle for side hung shutters shall be of pressed brass, cast brass, aluminium or steel protected against rusting and shall be mounted on a steel handle plate. The handle plate shall be welded, screwed or riveted to the opening frame in such a manner that it could be fixed before the shutter is glazed and may not be easily removed after glazing. 23LS:1038- 1983 -FOR LIE TAIL SEE FIG. 8 r FOR DETAll SEE FIG 9 cc;= TYPE - TYPE 6 I-IT 9 BHT6 FOR DETAIL SEE FIG.10 FOR DETAIL SEE FIG.7 TYPE 15 HS 12 TYPE I2 HS 12 FOR SEE r FOR DETAIL SEE FIG 11 12 TYPE 6HSl5 TYPE 12H S21 Fro. 5 LOCATION OF PARTS OF STEEL DOORS, WINDOWS, VENTILATORS AND SUB-LIGHTS FOR WHICH DETAILS ARE SHOWN 24IS:1038 - 1983 FIG. 6 MULLION WITH FIXED GLASS ON ONE SIDE AND SIDE HUNG SHUTTER ON OTHER SIDE FIG.7 MULLION WITH SIDE HUNG SHUTTER ON BOTH SIDES FIG. 8 COUPLINCJ WINDOWS SIDE BY SIDE FIG. 9 DETAIL THROUGH BOTTOM OF TOP HUNG VENTILATOR 25-PUTTY MASTI c CEMENT FIG. 10 TRANSOME COUPLING BAR FITTED WITH FIXED-LICH-I ON TOP OF WINDOWS 1 mm THICK PUSH FIT WEATHER BAR\ F&B\ n F7D FIG. 1 I WEATHER BAR OVER EXTERNAL OPENING SHUTTER WITH FIXED LIGHT ABOVE 26,?A YORIZONTAI SECTION OF DOOR FIU. 12 DETAILS OF DOUBLE SHUTTER DOOR FIG. 13 TYPICAL PROJECTING TYPE HINGE FOR SIDE HUNG SHUTTER 27IS:1038 -1983 LOCKING WASHER GRIPS SlDE OF HINGE AND PRE NUT FROM WORKING LOO STAINLESS SltELlGALYANlSED STEEL/HIGH CARBON STEEL WASHERS IN PAIRS BACK ‘0 BACK WITH SERRATED SURFACE FIG. 14 ILLUSTRATION SHOWING WORKING PRINCIPLES OF FRICTION HINGES 6.2.2.1 The handle shall have a two-point nose which shall engage with a brass or aluminium striking plate on the fixed frame in a slightly open position as well as in a fast position ( see Fig. 15 ). The height of the handles in each type of side hung shutter shall be fixed in positions as indicated in Fig. 16. Alternatively, handle with only one-point nose may be used, if agreed to between the purchaser and the manufacturer. FIXING SCREW SHAKE-PROOF WASHER WEDGE- SHAPED STRIKING PLATE I%. 15 A TYPICAL HANDLE FOR &DE HUNG SHUTTER 6.2.2.2 The height of the handle plate in each type of standard window having horizontal glazing bar shall be at the centre of the second pane from the bottom of the window. This dimension shall remain same for the standard windows having no glazing bars also.IS:1038 - 1981 I- E 0 QD C I- 7 1 14-5 cm 12 MODULE HIGH WINDOWS FIQ. 16 POSITION OF HANDLE PLATES IN RELATIONT O HBI~HTS OF ‘HS’ TYPE OF WINDOWS 6.2.2.3 The boss of the handle shall incorporate a friction device to prevent the handle from drooping under its own weight and the assembly shall be so designed that the rotation of the handle may not cause it to unscrew from the pin. The strike plate shall be so designed and fixed in such a position in relation to the handle that with the latter bearing against its stop, there shall be adequate tight fit between the casement and the outer frame. 6.2.3 In cases where non-friction type hinges are provided, the windows shall be fitted with peg stays which shall be either of pressed brass, cast brass or steel protected against rusting and shall be 300 mm long with steel peg and locking bracket. The peg stay shall have three holes to open the side hung casements in three different angles ( see Fig. 17 ). The peg stay shall be of minimum 2 mm thickness in case of brass or aluminium and l-25 in case of mild steel. All dimensions in millimetres. FIG. 17 A TYPICAL PEG STAY FOR SIDEH UNG SHUTTERSA ND TOP HUNG VENTILATORS 29IS:1038-1983 Side hung casements fitted with friction hinges shall not be provided with a peg stay. 6.2.4 Alternatively, and if specifically required by the purchaser, side hung and top hung shutters may be fitted with an internal removable fly- proof screen ( see 1.40 x 0.710 mm MS wire cloth of IS : 1568-1970 ) in a 1.25 mm thick sheet steel frame applied to the outer frame of the shutter by brass or aluminium turn buckles at the jambs ( see Fig. 18 ) and brass or aluminium studs at the still to allow the screen being readily removed. The windows with removable fly-proof screen shall be fitted with a through- the-screen lever operator at the still to permit the operation of the shutter through an anglr of 90’ without having to remove the fly-proof screen. The lever shall permit keeping the shutter open in minimum three different positions. FIG. 18 DETAIL THROUGH JAMB SHOWNC TURN BUCKLE Top hung windows fitted with removable fly-proof screen shall be fitted with a through-the-screen operator to enable operating and keeping the shutter open in minimum three different positions. 6.3 Top Hung Ventilator - The steel butt hinges for top hung ventila- tors shall be riveted to the fixed frame or welded to it at the back after cutting a slot in it. Hinges to the opening frame shall be riveted or welded and cleaned off. 6.3.1 Top hung casements shall be provided with a peg stay with three Loles ( see Fig. 17 ) which when closed shall be held tightly by the locking bracket. The locking bracket shall either be fitted to the fixed frame br to the window. 6.4 Centre Hung Windows and Ventilators -. Ccntre hung window ( see Fig. 19 ) shall be hung w two pairs of brass or aluminium cup pivots riveted to the inner and outer frames of the windows to permit the window to swing to an angle of apprbximately 85”. The opening portion of the window shall be so balanced that it remains open at any desired angle under normal weather conditions. Specification for wire cloth for general purposes ( jirsl revision ). 30IS:lO38-2383 BELOW PIVOT ABOVE PIVOT Fro. 19 DETAILSO F,HORIZONTALC ENTREH UNT WINDOWSA ND VENTILATORS 6.4.1 A brass or aluminium spring catch shall be fitted in the centre of the top bar of the centre hung window for the operation of the window. This spring catch shall be secured to the frame with MS Screws and shah close into a mild steel or malleable iron catch plate riveted, screwed or welded to the outside of the outer window frame bar ( see Fig. 20 ). rSLO1 IN FE : PLATE --j 17 CATCH All dimensionsi n millimetres. FIG. 20 SPRINGC ATCHF ORO PENIW CENTREH UNO WINDOWS AND VENTILATORS 6.4.2 A. brass or aluminium or malleable iron cord pulley wheel in galvanized mild steel or malleable iron bracket sha!l be fitted at the sill of the centre hung window with mild steel screws or alternatively, welded to the bottom inner frame of the window in a position corresponding to that of the pulley ( see Fig. 21 ). 6.5 Door - Details of construction of the door shall be as indicated in Fig. 12. 6.5.1 The kick panels shall be in double tray construction, and shall be of l-25 mm thick mild steel sheets. The kick panels shall be welded or screwed to the frame and the glazing bar ( see detail ‘ A ’ in Fig. 12 ). 31IS : 1030 - 1983 r4c”/ DRILL FOR RIVETS -w/c AND TAP All dimensions in millimetrer. FIN. 21 CORD EYE AND PULLEY ARRANGEMENFTO B CLOSINGC ENTRE HUNG WINDOWSA ND VENTILATORS 6.5.2 Hinges - Steel hinges for doors shall be of the same type as for the windows but of larger size. The hinges shall be of 50 mm projecting type ( see Fig. 22 ). Non-projecting type of hinges ( see Fig. 23 ) and self- aligned type door hings ( see Fig. 24 ) may also be used. The hinge pins a4d washers shall be of galvanized steel or aluminium alloy of suitable thickness. PROJECTINQ tUN@S (WELDED OR RIVRT~) TO ALLOW DOOR TO FOl.0 MCK AWNS1 THE WALL Fro. 22 TYPICAL PROJECTINGT YPE HINGE FORD OORS FIG. 23 TYPICAL NON-PROJECTINTGY PE HINGE FORD OORS 324%=F3.5 l 2.8 l o ~HlNt3E LEAF @IL FOR SHUTTCR 4 3-S + 24 ASSEMBLED HINGE . @HINGE LEAF FOR FRAME All dimensions in millimetrea. FIO. 24 MILD STEEL ALIGNED TYPE HINQE FOR DOORSIS:1038-1983 6.5.3 The handle for doors may be of the design indicated in-Fig. 25. 4=J c OUTSloE VIEW INSlOE VIEW FIG. 25 TYPICAL DOOR HANDLE 6.5.4 A morticc lock with not less than 4 levers or pins shall be provided for the door. It shall be openable with its key both from the outside as well as from the inside but in addition a bolt shall be provided on the inside so that when the door is locked from the ins& and bolted, it cannot be opened from the outside with its key. 6.5.5 In the case of double doors, the first closing leaf shall be at the left hand leaf looking at the door from the push aide. The first closing shutter shall have a concealed brass extruded aluminium or steel bolt at top and bottom ( see Fig. 26 ). The bolt shall be so constructed as not to work loose or droop by its own weight. 6.5.6 Single and double shutter door may be provided with a three-way bolting device ( see Fig. 27 ). Where this device is provided in the case of double shutter doors, concealed brass or steel bolts may not be provided. 6.6 Composite Units - Composite units are to be assembled at site, using coupling sections as illustrated in Fig. 28 ( see also Fig. 8, 10 and 12 ). 6.7 Weather Bar--Where fixed light occurs over external opening shutter, a push fit weather bar as shown in Fig. 11 shall be provided. 34..IS:1038-1983 UPPER LOCKING 51 RIP ‘A’ RIVE TED TO PLATE 7 LOCKING STRIP 7 STR’P 1 E ARS LEVER SLOT FOR LEVER f 70mm 1 GUIDE PIN RIVETED 10 THE SECTION AT THE BACK- 25 mm LONG SLOT IN TtJE LOCKING STRIP 1 -1OOmm P LOWER LOCKING f STRIP/ TEE SIR %TRlR ‘B’RIVETED TO LObKING STRIP UIm FIG. 27 TYPICAL THREE-WAY BOLTING DEVICE FOR DOORS 36IS : 1038 - 1983 DE LIGHT- FIG. 28 COUPLING DOOR TO WINDOW OR SIDE-LIWU 1. POSITION OF HOLES, FIXING SCREWS AND LUGS 7.1 Outer frames shall be provided with fixing holes centrally in the web of the section in positions indicated in Fig. 29. Additional holes are provided in certain types of doors and windows for manufacturing purposes but only the holes indicated in Fig. 29 are for the use for fixing. Fixing lugs and fixing screws are to be supplied for the positions shown in Fig. 29. 7.2 The fixing screws and lugs shall be as given in Table 2. 8. FINISH 8.1 All the steel surfaces shall be thoroughly cleaned free of rust, mill- scale, dirt, oil, etc, either by mechanical means, for example, stand or shot blasting or by chemical means, for example, pickling and then finished either with painting only ( see 8.1.1 ) or phosphating and painting ( see 8.1.2 ); or by hot dip galvanizing ( see 8.1.3 ) as may be agreed to between the purchaser and the manufacturer. 8.1.1 Painting Only-After pretreatment of the surfaces two of paint shall be applied on the units by any of the following methods: a) By brushing, using ready mixed paints ( see IS : 102-1962 ); b) By spraying with suitable primers in accordance with the require- ments laid down in Appendix D of IS : 1477 ( Part II )-1971t; or c) By dipping the complete unit in bath of suitable primer paint, such as red oxide zinc chrome primer ( see IS : 2074-1979$ ) and then air drying. Specification for ready mixed paint, brushing, red lead, non-setting priming ( wised ) . tCode of practice for painting of ferrous metals in buildings: Part II Painting (Jirst reuision ) . $Specification for ready mixed paint, air drying, red oxide-zinc chrome, priming ( jirst revision ) . 37-A I--- E r-’ 200 p-j 200 ‘--j 200 J- _I 200 --I- I 1 -& 200 t t 500 500 L c 300 r D L -I- 200 1 2L L,, A= 980,118O B = 580, 880 c = 1180, 1480 D = 1980,208O E = 580, 780,980, 1180 P= 1480, 1780 All dimensions in millimetres. FIG. 29 CHART SHOWING APPROXIMATE POSITION OF FIXING HOLES AND NUMBER OF FIXING Ltias 38IS:1038 -1983 TABLE 2 FIXING SCREWS AND LUGS ( Clause7 .2 ) SL No. PLACE OB FIXINQ .%ZEOF THE SCREW OR LUO (1) (3) i) To wooden frames rebated on 35 mm No. 10 galvanized wood screws con- the outside forming to IS : 451-1972 ( see Fig. 30 ) ii) To plugs in concrete work or do &rcFdework rebated on the iii) To plugs in concrete work or 65 mm No. 10 galvanized wood screws brick work rebated on the conforming to IS : 451-1972* outside (that is, plain or square jambs ) iv) Direc’ to brick work or masonry Slotted steel adjustable lugs ( natural ( that is, plain or square finish ) not less than 70 x 14 x 3.15 mm jambs ) contersunk galvanized machine GC:PWS andnuts 12~6mm (seeFig.31) v) To steel work Fixing clips and 8 mm galvanized bolts and hexagonal nuts ( see Fig. 32 ) Technical supply conditions for wood screws ( second rnrision ). Fro. 30 FIXING SCREWS FOR WOODENF RAMESO R PLUOSI N CONCRETE 8.1.2 Phosphating and Painting - After pretreatment of the surfaces, the units shall be dipped in phosphating solution in accordance with the requirements laid down in IS : 1477 ( Part I )-1977. This shall be allowed by one coat of paint whrch shall be air-or stove-dried after applying. 8.1.3 Hot Dipfled Galvanizing - After pretreatment of the surface the units shall be dipped in a bath of molten zinc in accordance with the requirements laid down in IS : 1477 ( Part I )-1977. The thickness of coating shall be uniform and not less than 0.5 kg/m’. Code of practice for painting of ferrous metals in buildings: Part I Pretreatment ( first reoisia ) . 39IS : 1038- 1983 9. GLAZING 9.1 Glazing shall be provided on the outside of the frames. 9.1.1 Glazing clips ( see Fig. 33 ) for putty @azing shall he provided as standard fitlings. The quantity of glazing chps rcquircd for each glass pane of doors, windows, ctc, shall be as given in Table 1. The method of fixing glazing clips shall be as given in 9.1.1.1. 9.1.1.1 The portion ‘ A ’ of the glazing clip shall be fitted into the slot in the window frame leaving the clip restmg on the glass. The portion ‘ B ’ shall then be pressed along the glass towards the frame until it springs into position in the clearance between the edge of the glass and the steel frame. NOTE 1 - Glazing clips usually not prrvidcd for normal size glass panes, where large size glass panes are required to be used or where the casement of the window is located in heavily exposed situation, holes for glazing clips will have to bc drilled during fabrication. Nom 2 -Where the glass pane size does not exceed GO0 x 300 mm, glazing clips not considered necessary ( for inside glazed windows for special use only two spring glazing clips per pane should be provided ). In case of doors, windows and ventilators without horizontal glazing bars, thr glazing clips may be spaced according to the slots in the vartical mernbcrs, provided the spacing does not exceed 300 mm. The qllality of glazing clips required for each for standard size window shall be as given in Table 1. FIG. PICTORIAL VIE:V WITH IMAGE 01;S PRING GLAZING CLIP AND ITS MLTHOD OF FIXING 41IS: 1038 - 19s3 9.1.2 Windows ma\’ also be prcparcd for brad glazing made from either !),5 x !!,.5 mm, aluminium channel of 1 mm thickness or 9.5 x 9.5 mm prcsscd steel channel of minimum 0.45 mm thick galvanized sheet. Self- tapping screws shall be used for fixing bead or alternatevely bead fixing can IX done with concealed screws. Back putty or ‘ V ’ shaped rubber channel wall be provided for glazing. No spring glazing clip shall be required for bead glazing. lo. SAMPLING AND CRITERIA FOR CONFORMITY 10.1 The sampling and criteria for conformity for steel doors, windows, ventilators and fixed-lights shall be as given in Appendix B. II. MARKING 11.1 All doors, windows, ventilators and fixed-lights shall carry an identi- fication of the manufacturer or trade-mark, if any and the process of welding adopted 11.1.1 Each unit ‘may also be marked with the IS1 Standard Mark. NOTE - The use of the Standard Mark is governed by the provisions of the Bureau of Indian Standards Act, 1956 and the Rules and Regulations made there- under. The Standard Mark on products covered by an Indian Standard conveys the assurance that they have been produced to comply with the requirements of that standard under a well defined system of inspection, testing and quality control which is devised and supervised by BIS and operated by the producer. Standard marked products are also continuously checked by BIS for conformity to that standard as a further safeguard. Details of conditions under which a licence for the use of the Standard Mark may be granted to manufacturers or producers may be obtained from the Bureau of Indian Standards. 12. SUPPLY 12.1 All doors, windows and ventilators shall be despatched with the opening parts suitably secured to preserve alignment when fixing and glazing. 12.2 Fixing lugs, couplings, fittings and all hardware shall be despatched separately. 12.3 Composite windows shall be despatched uncoupled. 42IS : 1038 - 1983 APPENDIX A ( czause 4.4 ) INFORMATION TO BE SUPPLIED BY THE PURCHASER WHILE PLACING THE ORDER A-l. The purchaser shall furnish information to the manufacturer or the supplier in regard to the following points: a) Type and size of door, window or composite unit quoting the designation as given in 4.3; b) Whether the units are to be fixed in brick masonry, stone masonry, concrete or steel; c) Type of hinges required, for example, whether projecting, non- projecting or friction type; d) Details of fittings required including couplings, weather bars, etc; e) Whether the mullions and transoms are to be cut to suit masonry or steel work; f ) Whether removable fly-proof screens are required; g) Whether the shutters are required to be opened from inside or outside; h) Type of finish to be provided conforming to the requirements laid down in 8; j ) Whether wood or metal bead is to be provided in place of putty glazing; and k) Any other relevant information. APPENDIX B ( C1au.w 10.1 ) SCALE OF SAMPLING AND CRITERIA FOR CONFORMITY FOR STEEL DOORS, WINDOWS, VENTILATORS AND FIXED-LIGHTS B-l. SAMPLING B-1.1 Lot - In any consignment all the doors/windows/ventilators/fixed- lights of similar raw-materials under relevantly uniform conditions of manufacture shall be grouped together to constitute a lot. B-1.1.1 Sample shall be selected and inspected for each lot separately for ascertaining its conformity or otherwise to the requirements of the specification. 43IS :1038 - 1983 B-1.2 The number of doors/willtlows/vclltilators/fixrd-lights to constitute the sample, to be sclectcd from a lot shall depend upon the size of the lot and shall be in accordance with co1 1 and 2 of Table 3. TABLE 3 SCALE OF SAMPLING LOT SIZE (No. OF SAMPLE SIZE (No. PEHMISSIBLE SUB-SAMPLE PEIGUISSIBLIG No. DOOBS/WIN~OWS/ OF Doors/ No. OF SIZE OF DEFEC TIVES VENTIL ATonS/ WINDO\~::/VENTI- DEFECTIVES IN THESUB- FIXED-LIOHTS IN LATORS/FIXED- SAMPLE THELOT) LIQHTS TO BE SELECThU IN THE SAMPLE) (1) (2) (3) (4) (5) up to 50 5 0 2 0 51 to 150 8 0 3 0 151 to 300 13 1 5 0 301 to 500 20 2 8 0 501 to 1000 32 3 13 1 1001 to3000 50 5 20 2 B-l.3 The doors/windows/ventilators/fixed-lights for the sample sliall be selected at random from the lot. In order to ensure the randomness of selection of the sample procedures given in IS : 4905-1968* may be followed. B-2. CRITERIA FOR CONFORMITY B-2.1 The doors/windows/ventilators/fixed-lights selected in the sample under B-l.2 and B-l.3 shall be inspected for dimensions ( 4.1.1 ), tolerances ( 4.2 ), materials ( 5 ), fabrication ( 6 ) [ except ( 6.1.1 ) 1, positioning of holes, fixing screws and lugs ( 7), finishing ( 8 ) and glazing ( 9 ). Any door/window,ventilator/fixed-light not satisfying any one or more of the requirements inspected for shall be classified as defective. A lot shall be considered having satisfied the requirements of the standard with regard to these characteristics if the number of defectives in the sample is less’than or equal to the corresponding number given in co1 3 of Table 3. B-2.2 The lot having satisfied the requirements listed in B-2.1 sliall be inspected for requirements of welded joints. For this furpose a sub-sample of the size given in co1 4 of Table 3 shall be Lclected from the doors/ windows/ventilators/fixed-lights which have been found nondefective under B-2.1. The doors/windows/ventilators/fixed-lights in the sub-sample shall be tested according to 6.1.1.1, 6.1.1.2 and 6.1.1.3. A lot shall be considered having satisfied~ the requirements of welded joints if the numt~er of doors windows/ventilators/fixed-lights tested above fr-c m the sub-sample does not exceed the corresponding numbrr given in co1 5 of l’able 3. Methods for rantlonl salnpling. 44BUREAU OF INDIAN STANDARDS Headquarters: Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002 Telephones: 323 0131,323 3375,323 9402 Fax : 91 11 3234062,91 11 3239399,91 11 3239382 Telegrams : Manaksanstha (Common to all Offices) Central Laboratory: Telel;hone Plot No. 20/9, Site IV, Sahibabad Industrial Area, Sahibabad 201010 8-77 00 32 Regional Offices: Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002 3237617 Eastern : 1114 CIT Scheme VII M, V.I.P. Road, Maniktola, CALCUTTA 700054 337 86 62 Northern : SC0 335336, Sector 34-A, CHANDIGARH 160022 60 38 43 Southern : C.I.T. Campus, IV Cross Road, CHENNAI 600113 23523 15 TWestern : Manakalaya, E9, Behind Marol Telephone Exchange, Andheri (East), 832 92 95 MUMBAI 400093 Branch Offices: ‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur, AHMEDABAD 380001 550 1348 $ Peenya industrial Area, 1s t Stage, Bangalore-Tumkur Road 839 49 55 BANGALORE 560058 Gangotri Complex, 5th Floor, Bhadbhada Road, T.T. Nagar, BHOPAL 462003 55 40 21 Plot No. 62-63, Unit VI, Ganga Nagar, BHUBANESHWAR 751001 40 36 27 Kalaikathir Buildings, 670 Avinashi Road, COIMBATORE 641037 21 01 41 Plot No. 43, Sector 16 A, Mathura Road, FARIDABAD 121001 8-20 88 01 Savitri Complex, 116 G.T. Road, GHAZIABAD 201001 8-71 19 96 53/5 Ward No. 29, R.G. Barua Road, 5th By-lane, GUWAHATI 781003 54 11 37 5-&56C, L.N. Gupta Marg, Nampally Station Road, HYDERABAD 500001 20 10 83 E-52, Chitaranjan Marg, C-Scheme, JAIPUR 302001 37 29 25 1171418 B, Sarvodaya Nagar, KANPUR 208005 21 68 76 Seth Bhawan, 2nd Floor, Behind Leela Cinema, Naval Kishore Road, 23 89 23 LUCKNOW 226001 NIT Building, Second Floor, Gokulpat Market, NAGPUR 440010 52 51 71 Patliputra Industrial Estate, PATNA 800013 -- 26 23 05 Institution of Engineers (India) Building 1332 Shivaji Nagar, PUNE 411005 32 36 35 T.C. No. 14/1421, University PO. Palayam, THIRUVANANTHAPURAM 695034 621 17 Sales Office is at 5 Chowringhee Approach, PO. Princep Street, 27 10 85 CALCUTTA 700072 TSales Office is at Novelty Chambers, Grant Road, MUMBAI 400007 309 6.5 28 Sales Office is at ‘F’ Block, Unity Building, Narashimaraia Square, 222 39 71 BANGALORE 560002 Printed at Simco Printing Press. Delhi, IndiaAMENDMENT NO. 1 JULY 1990 TO IS : 1038 - 1983 SPECIFICATION FOR STEEL DOORS, WINDOWS AND VENTILATORS ( Third Revision ) ( Page 3, &use 0.2, line I ) - Substitute ‘revised in 1968 and 1975 for ‘revised in 1968’. [ Page4, clause 0.4 (j) ] - Substitute the following for the existing clause: ‘Sub-dividing bar shall be T2 and glazing bar shall be T6 in 15 module or more height for tied lights only.’ ( Page 4, clause 0.6 ) - Insert the following at the end: ‘The committee reviewed the size requirements of the standard and to bring in line with the amber doors and windows, decided to permit non- modular sizes in addition to modular sizes specified at present. The relaxa- tion will be for a period of two years from the publication of this amendment and it is intended that the manufacturing and consumer organizations can gradually switch over within this period to the modular sizes which are the preferred sizes. The size aspect will be reviewed there- after.’ ( Page 5, clause 4.1 ) - Insert the following at the end: ‘Sizes other than modular sizes, as agreed to between the manufacturer and the purchaser, may also be permitted.’ ( Page 12, clause 5&l, lines 1 and 2 ) - Substitute ‘Kll B’ for ‘KllB’ and ‘KI 2B’ as transom’ for ‘K12B’. ( Page 22, clause 6.1 lasf sentence ) - Substitute the following for the existing last sentence: ‘The process of welding adopted may be flash butt welding or metal arc welding or any other suitable method. The weld shall fulfil the require- ments given in 6.1.1, 6.1.1.1, 6.1.1.2 and 6.1.1.3.’ ( Page 22, clause 6.1.1.2 ) - Substitute the following for the existing clause: ‘Micro and Macro examinations - From the two opposite comers obtained for visual test as in 6.1.1.1, the flanges of the sections shall be cut with the help of a saw. The cut surfaces of the remaining portions shall be polished, 1etched and examined at the weld. The specimen shall be prepared accord- ing to Appendix A of IS : 3600 ( Part I ) 1973 Method of testing fusion welded joints and weld metal in steel : Part 1 Geperal tests. Micro-Examination - This examination should be carried out at a magni- fication of not less than 100 to check the proper fusion all along the thickness of the section. This examination shall also reveal the absence of cracks, gross porocity and entrapped slag. Macro-Examination - This examination should be carried out with hand lense of magnification of 5 and should reveal weld penetration along the whole thickness of the section and absence of undercutting, overlaps and cavities.’ ( Page 24, Fig. 5 ) - Substitute ‘TYPE z EF z ’ and ‘TYPE 6 NT 9’ for 6HF6 ‘TYPE m’ and ‘TYPE 6 HT 9’ respectively, ( Page 28, clause 6.2.2.1 ) - Substitute the following for the existing clause: ‘The handle shall have a two point nose which shall engage with a brass or aluminium alloy striking plate on the fixed frame in a slightly open position as well as in a fast position ( see Fig. 15 ). The pin of 4 mm dia shown in the figure shall be considered as optional. The height of the handles in each type of side hung shutter shall be fixed in a positions as indicated in Fig. 16 with tolerance of f 10 mm. Alternatively, handle with only one-point nose may be used, if agreed to between the purchaser and the manufacturer. ( Page 37, clause 7.1, first sentence ) - Substitute the following for the &sting sentence: ‘Outer frames shall be provided with fixing holes centrally in the web of the section as indicated in Fig. 19. The position of the fixing lugs shown should be followed, with minor variation where necessary.’ ( Page 37, clause 8.1.1, line. 1 ) - Substitute ‘two coats of paint’ for ‘two of paint’. ( Page 39, clause 8.1.2, line 4 ) - Substitute, ‘followed’@ ‘allowed’. (CED 11) L Printed at Simco Printing Press, Delhi, IndiaAMENDMENT NO. 2 JULY 1995 IS 1038 : 1983 Sl’E&;CATION FOR STEEL DOORS, WINDOWS AND VENTILATORS ( Third Revision } (Page 3, clause 0.3, fine 3 ) - Substitute ‘IS 7452 : 1990’ for ‘IS : 7452-1982’. ( Page 3,foot-note ) - Substitute the following for the existing foot-note: ‘Specification for hot rolled steel sections for doors, windows and ventilators ( rewnd revision ).’ [ Page 4, clause 0.4(e) ] - Insert the word ‘openable’ between the words ‘high’ and ‘windows’. ( Page 4, clause 0.6) - Add the fo!lowing matter at the end of the clause: ‘The typical diagrams given in the standard are for guidance only but the dimensions, if given in such typical diagrams, shall be adhered to.’ [ Page 12, clause 4.3.1(b), second line ] - Insert the words ‘hori- zontally glazed’ between the words ‘two’ and ‘tied-lights’. ( Page 12, clause 5.1.1 ) - Substitute ‘IS 7452 : 1990’ for ‘IS : 7452- 1982’. [ Page k2, clause 5.2.1 ( see also Amendment No. 1 ) ] - Substi- tute the following for the existing clause: ‘5.2.1 Coupling section KllB shall be used as mullions for coupling the units side by side and coupling section K12B as transom to couple independent units one above the other. The sections are covered in IS 7452 : 1990. The coupling bar KllB may be used in case lower window is of fixed type.’ ( Page 12, clause 5.2.2 ) - Delete. ( Page 12, clause 5.2.3 ) - Renumber the existing clause as ‘5.2.2’. ( Page 12, clause 5.3 ) - Substitute ‘IS 2835 : 1987’for ‘1s : 2835- 1977’. ( Page 12, foot-notes with I’ and ‘1’ marks ) - Substitute the following for the existing foot-notes: ‘Specification for hot rolled steel sections for doors, windows and ventilators ( second revision ). SSpecification for flat transparent sheet glass ( third revision I.' ( Page 13, Fig. 4 ) - Delete. ( Pages 14 ro 21, Table 1) - Substitute the following for the existing table: Price Group 1 1TABLE 1 GLASS SPZEB ( CLEARANCE ALLOWED 1 I Clause 5.3 1 DESIQXVATIOI QUAXTITY GLASS SIZES No. or GLAZILVS ( WIDTH x Hmeae ) CLIPS A~AIPST EACH PAXE (1) (2) (3) (4) DOORS ( see Fig. 2A 1 Side Hong Type - Horizontal Glazing Bars mm 6HS20 I 466 x 249 2 4 466 x 283 2 1 362 x 283 2 8HS20 I 666 x 249 2 4 666 x 283 2 1 362 x 283 2 lOHS20 2 407 x 240 2 9 407 x 283 2 I 303 x 283 2 12HS20 2 507 x 249 2 9 507 x 283 2 1 403 x 283 2 6HS21 1 466 x 249 2 4 466 x 283 2 1 362 x 283 2 8HS21 1 666 x 249 2 4 666 x 283 2 1 362 x 283 2 IOHS 2 407 x 249 2 9 407 x 283 2 1 303 x 283 2 I2HS21 2 507 x 249 2 9 507 x 283 2 1 403 x 285 2 6NS20 I 466 x 833 4 1 362 x 283 2 1 466 x 575 2 8NS20 1 666 x 833 4 1 562 x 283 2 1 666 x 575 2 ( Conrflawd 1 2TABLE 1 GLASS SIZES ( CLEARANCE ALLoVj%D ) - Conrd DICSICJIVATIOE QUAISTITY GLASS Sum No. or GLAZIX~ ( WIDTH x HEIGHT ) CLIPS AOAINST EACH PANX (1) (2) (3) (4) mm lONS20 1 407 X 283 2 1 303 x 283 2 2 407 x 833 4 2 407 x 575 2 12NS20 1 507 x 283 2 1 403 x 283 2 2 507 x 833 4 2 507 x 575 2 6Ns21 1 466 x a33 4 1 362 x 283 2 1 466 X 575 2 8NS21 1 666 x 833 4 1 562 X 283 2 I 666 x 575 2 lONS21 1 407 X 283 2 1 303 x 283 2 2 407 x 833 4 2 407 x 575 2 12NStl 1 507 x 283 2 1 403 x 283 2 2 507 x 833 4 2 507 X 575 2 WINDOWS ( see Fig. 2B ) Side Haag Type - Horlzontrl Gladng Barr 5HS9 1 407 x 273 2 2 407 x 258 2 6HS9 1 507 X 273 2 2 507 X 258 2 IOHS 2 425 x 273 2 4 425 X 258 2 12HS9 2 525 x 273 2 4 525 X 258 2 15HS9 2 425 X 273 2 4 425 X 258 2 ( Continued 1 3TABLE 1 C,LASS SIZES ( CLEARANCE ALLOWED I- Conrd QUANTITY GLASS Srms No. or GLAZING ( WIDTE X HElOnT ) (;LIPSA RAIWST EACHPANE (1) (2) (3) (4) mm 18HS9 3 475 X 273 2 525 X 273 4 525 x 258 3 575 x 273 5HS12 2 407 x 277 2 407 x 263 6HS12 2 SO7 x 277 2 2 507 X 263 2 lOHS12 4 425 x 277 2 4 425 X 263 2 12HSI2 4 525 x 277 2 4 525 x 263 2 ISHSl2 4 425 x 277 2 4 425 x 263 2 4 475 X 277 2 18HS12 4 525 x 277 2 4 525 X 263 2 4 575 x 277 2 5HS15 2 407 x 277 2 2 407 X 263 2 1 435 X 275 2 6HS15 2 507 x 277 2 2 507 x 263 2 1 535 x 275 2 IOHSl5 4 425 X 277 2. 4 425 X 263 2 2 454 x 27s 2 lZHSl5 4 527 x 277 2 4 527 X 263 2 2 554 X 275 t 2 Is-IS15 4 425 x 277 2 4 425 x 263 2 2 454 x 275 2 4 475 X 277 2 1 475 x 275 2 ( Continued )TABLE 1 GLASS 8IZe8 ( CLEARANCE ALu)WED ) - Conhi DSSIONATION QUAN%W GLASS SlZEP No. or GLAZIXO ( WIDTFI x HEI~ET 1 CLIMB AGAISIXT EAOH PAl@B (1) (2) (3) (4) mm 18Hs15 4 527 x 277 4 527 x 263 2 554 x 275 4 575 x 277 1 575 x 275 Side Haag TYPO- No Glatiog brr 5NS9 1 407 x 807 4 6NS9 1 507 e 807 4 lONS9 2 425 x 807 4 12NS9 2 525 x 807 4 15NS9 2 425 x 807 4 1 475 x 835 4 18NS9 2 525 x 807 4 1 575 X 807 4 SNS12 1 407 x 1 107 6 6NS12 1 507 x 1 107 6 IONS12 2 425 X 1 107 6 12NS12 2 5,‘s ?i 1 107 6 15NS12 2 425 x i 107 6 1 475 x I 135 B 18NSl2 2 525 x 1 107 6 1 575 x 1 135 6 5NS15 1 407 x 1 107 6 1 435 x 275 2 6NS15 1 507 x 1 107 6 1 535 x 275 2 lONS15 2 425 x 1 107 6 2 454 x 275 2 12NS15 2 525 x 1 107 6 2 554 x 275 5TABLE I GLASS SIZES (CLEARANCE ALLOWED ) - Conk? DEIIIQAATIOH QUANTITY GLASS SIZES No. OF GLAZINQ ( WIDTIZ x HEIGHT ) CLIPS AOAINST EACH PANE (1) (2) (3) mm lSNSl5 2 425 x 1 107 1 475 x 1 135 2 454 x 275 1 475 x 275 18NSl5 2 525 X 1 107 1 575 x 1 135 2 554 x 275 1 575 x 275 VENTILATORS ( see Fig. 2C 1 Top Hoog Type - Horizoota~ Glazing kk3rS 5HT6 2 407 x 249 2 6HT6 2 507 x 249 2 I OHT6 4 449 x 249 2 12HT6 4 549 x 249 2 15HT6 4 463 x 263 2 2 430 x 249 2 18HT6 4 563 X 263 2 2 530 x 249 2 5HT9 2 407 x 259 2 1 435 x 273 2 6HT9 2 507 x 259 2 1 535 x 273 2 Centrc Huog Type - Horizontal Glaring Barr 5HC6 2 360 x 226 2 6HC6 2 460 x 226 2 lOHC6 4 426 x 226 2 12HC6 4 526 X 226 2 15HC6 4 464 x 263 2 2 420 x 226 2 18HC6 4 564 x 263 2 2 520 x 226 2 ( Contirared ) 6TABLE 1 GLASS SIZES ( CLEARANCE ALLOWED ) - Contd I)Z,81(INATlON QUANTITY GLASS QIEES No. or GLAZINO ( WIDTH x Hm~aa ) CLIPS AOAINST EACH PANE (1) (2) (3) (4) mm Top Hug Type - No Horizwtd Cl axinBga n 5NT6 1 407 x 507 2 6NT6 1 507 x 507 2 ION-l-6 2 449 x 507 2 12NT6 2 549 x 507 2 15NT6 2 463 x 535 2 1 43,0 x 507 2 lSNT6 2 563 x 535 2 1 530 x 507 2 5NT9 1 407 x 526 2 I 435 x 273 2 6NT9 1 507 x 526 2 1 535 x 273 2 Centrc Hang Type - No Horimtal Glazing Bars 5NC6 1 360 x 460 2 6NC6 I 460 x 460 2 lONC6 2 426 x 460 2 12NC6 2 526 x 460 2 15NC6 2 464 x 536 2 1 420 x 463 2 J8 1yC6 2 564 x 536 2 1 520 x 563 2 FIXED-LIGHTS ( see Pig. 2D ) Door Height - Horizootel Glazing Ban 6HF20 6 535 x 283 2 6HF21 6 535 x 283 2 Door Heigbt - No Clazibg Bar6 6NF20 1 535 x 867 4 1 535 x 283 2 1 535 x 575 2 6NF21 1 535 x 867 4 1 535 x 283 2 1 535 x 575 2 ( Contfnurd 1 7TABLE 1 GLASS SIZES ( CLEAXANCE ALLOWED I-- Contd (1) (2) 13) (4) mm Window Heigbt - Horizontal Glariog Bars 5HF9 2 6HF9 2 lOHF9 2 12HF9 2 15HFY i 2 lSKF9 2 2 ?L 2 2 2 2 2 ! SF12 2 2 6HFi 5 4 535 % 2”; 1 535 A 29, IOHFIS 8 ?(; x 277 2 463 x 291 12HFlL a 563 y 2;i 2 .m Y 291 15HFl5 a 463 X 217 4 c 491 x 277 L 463 x 291 1 491 x 291 38HFlS a 563 x 277 L 4 591 x 277 2 2 563 X 291 2 1 591 x 291 2 ( Continued ) 8TABLE 1 GLASS SIZES ( CLEARANCE ALLOWED 1 - Contd QUANTITY GLAEXIS IZES NQ. OF GLAZING ( WIDTEI x HEIOHT j CLIPS AOAINST EACH PANE (1) (2) (3) (4) mm Window Height - No Claciag Ban 5NF9 1 435 x 835 6NF9 1 535 x 835 lONF9 2 463 x 835 IZNF9 2 563 x 835 ISNF9 2 463 x 835 1 491 x 835 18NF9 2 563 x 835 I 591 x 835 SNFI? 1 435 x 1 135 61gFI2 1 535 x 1 135 lONFl2 2 463 x 1 135 12NFl2 2 563 x 1 135 15NFl: 2 463 x 1 135 1’ 491 x 1 135 18NFI2 2 563 >’ 1 135 6 1 591 x 1 135 6 SNFIS 1 435 x 1 135 6 1 435 x 291 2 6NFl5 1 535 x 1,135 6 1 535 x 291 2 lONFl5 2 463 x I 135 6 2 463 x 291 2 12NF25 2 563 x 1 135 6 2 563 x 291 2 lSNFl5 2 463 X 1 135 1 491 x 1 135 2 463 x 291 1 491 x 291 18NFl5 2 563 x 1 135 6 1 591 x 1 135 6 2 563 x 291 2 1 591 x 291 2 ( CortirUKd 1TABLE I GLASG txzm ( CLEARANCE ALLOWED ) - chcfd No. or GLASIRC Ck&B~ (1) (2) (3) (4) mm Veatihter Hefgbt - Herimatal GInzIng Batr 5HF6 2 435 x 263 6HF6 2 535 i: 263 1O HF6 4 463 x 263 12HF6 4 563 x 263 lSHF6 4 463 x 263 2 491 x 263 I8HF6 4 563 x 263 2 591 x 263 Ventilrtor Hsigbt - No Horizontal Glazing &rs 5NF6 1 435 x 535 6NF6 1 536 x 535 lONF6 2 463 x 535 12NF6 2 563 x 535 lSNF6 2 463 x 535 1 491 x 535 18NF6 2 563 X 535 1 591 x 535 [ Page 22, clause 6.1, last sentence ( see also Amendment No. 1 ) ]- Substitute the following for the existing sentence: &The process of welding adopted shall be flash butt welding or can be any other process as agreed to between the supplier and the purchaser which shall fulfil the requirements given in 6.1.1.’ ( Page 23, clause 6.1.2 ) -- Substitute ‘tee’ for ‘tie’ in the.second line and add the following matter at the end of the clause: ‘All subdividing and glazing bars shall be tennoned and rivetted into the frames.’ ( Page 23, clause 6.2, secondpara, line 2 ) - Substitute ‘shall’ for ‘may’. ( Page 23, clause 6.2.1 ) - Add the following clause after 6.2.1: ‘6.2.1.1 Non-projecting type of hinges - Non-projecting type of hinges ( see Fig. 14A ) may also be used if agreed to between the purchaser and the supplier. The flap shall be of mild steel sheet of thickness not less than 3 mm. The hinge pin of diameter not less than 6 mm and washers shall be of electrogalvanized steel or alumiaium alloy.’ 10Q,Gnvn min. WITH WASHE -INNER FRAME OUTER FRAME- BY 3mm FOR RIVETING AND DETAIL OF SECURING PIN t HINGE FLAP -4 C-THICKNESS OF OUTER FRAME DETAIL AT A NOTES 1 The dimensions with ‘’ mark are to be so adjusted as to ensure close fitting of shutter. 2 Hinge box to be welded from inside all through the contact length. 3 Hinge flap should take complete round of pin. All dimensions in millimetres. FIG. 14A TYPICAL NON-PROJECTING STEEL HINGE ( Bottom Hinge, Side Hung Shutter ) II( Page 27, Fig. 13 ) -Substitute ~RIVETTED HINGE PIN’ for ‘HINGE PIN’. [ Page 28, clause 6.2.2.1 ( see also Amendment No. I ) ] - Substi- tute the following for the existing clause: ‘6.2.2.1 The handle shall have a two-point nose which shall engage with a brass or aluminium striking plate on the fixed frame in a slightly open position as well as in a fast position ( see Fig. 15 ). Alternatively handle with one point nose may be used, if agreed to between the pur- chaser and the supplier. The thickness of the handle shall not be less than 3-O mm for mild steel and brass, and 3.5 mm for aluminium. The he.ight of the handles in each type of side hung shutter shall be fixed in posItion as indicated in Fig. 16 or as specified by the purchaser.’ ( Page 28, Fig. 15 ): a) Delete the matter ‘4 4 mm PIN’ and corresponding details for the pin from the drawing. b) Substitute ‘IO mm min OVAL OR SQUARE HOLE’ for ‘11 mm ROUND OR SQUARE HOLE’. ( Page 29, Fig. 16 ) -- Substitute ‘45 & 10 cm’for ‘44.5 cm’. ( Page 29, clause 6.2.3, line 7 ) --Substitute ‘1.6 mm min’for ‘1.25’. [ Page 37, clause 7.1 ( see also Amendment No. 1 ) ] - Substitute ‘Fig. 29’for ‘Fig. 19.’ ( Page 41, &use 9.1.1.1) - Add the following matter at the end of the clause: sGlazing clips shall be used for all sizes of glass panes.’ ( Page 41, Notes 1 and 2 under clause 9.1.1.1 ) - Substitute the following for the existing notes: NOTE I - The holes for glazing clips shall be made during fabrication. NOTE 2- In case of doors, windows and ventilators without horizonal glazing bars, the glazing clips may be spaced according to the slots in the vertical member provided the spacing does not exceed 300 mm. The quantity of glazing clips required for each standard size window shall be as given in Table 1.’ (CEDII) Printed at Simco Printing Press, Delhi, India 12
2192.pdf	IS 2192 : 1998 ( SupersedingI S 6327: 1971) Indian Standard SOILWORKINGEQUIPMENT-ANIMALDRAWN MOULDBOARDPLOUGH,FIXEDTYPE- SPECIFICATION ( Second Revision ) ICS 65.060.20 0 BIS 1998 BUREAU OF INDIAN STANDARDS MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG NEW DELHI 110002 March 1998 Price Group 3Farm Implements and Machinery Sectional Committee, FAD 59 FOREWORD This Indian Standard ( Second Revision ) was adopted by the Bureau of Indian Standards after the draft finalized by the Farm Implements and Machinery Sectional Committee had been approved by the Food and Agriculture Division Council. Mouldboard plough is a primary tillage implement used for mechanical manipulation of soil. The mouldboard ploughs drawn by animals are being manufactured and used in large numbers in the country. Earlier this standard was published in two parts; Part 1 covering the requirements of turnwrest type and Part 2 fixed type mouldboard plough. As presently turnwrest type mouldboard plough are not being manufactured and used within the country, it was decided to withdraw the provision relating to this type of plough and publish the standard covering the requirements of fixed type only. In this revision the requirement of shares has been included which was earlier covered in separate standard IS 6327 : 1971 ‘Animal drawn mouldboard plough shares’. The figures given in the standard are meant to serve only as illustrations and should not be considered as suggestive of any standard design. For the purpose of deciding whether a particular requirement of this standard is complied with the final value, observed or calculated, expressing the result of a test or analysis, shall be rounded off in accordance with IS 2 : 1960 ‘Rules for rounding off numerical values ( revised )‘. The number of significant places retained in the rounded off value should be the same as that of the specified value in this standard.IS 2192 : 1998 Indian Standard SOIL WORKING EQUIPMENT - ANIMAL DRAWN MOULDBOARD PLOUGH, FIXED TYPE - SPECIFICATION (Second Revision ) 1 SCOPE 4 MATERIAL This standard prescribes material, dimensions and 4.1 The shares shall be manufactured by chilled other requirements of fixed type animal drawn cast iron or steel conforming to Grade C75 mouldboard plough. of Schedule II of IS 1570. 2 REFERENCES 4.2 The material of construction for components other than the share shall be cast iron preferably The Indian Standards listed in Annex A contain conforming to Grade 200 of IS 210 or mild steel provisions which, through reference in this text, preferably conforming to IS 2062. Well seasoned constitute provision of this standard. At the time hardwood (see IS 399) may also be used for beam, of publication, the editions indicated were valid. handle and handle grip. All standards are subject to revision and parties to agreements based on this standard are encour- 4.3 The material of construction of various compo- aged to investigate the possibility of applying the nents shall be declared by the manufacturer. most recent editions of the standards indicated there. 5 HARDNESS 3 TEFUWNOLOGY 5.1 The chilled cast iron shares shall have a Brine11 3.0 For the purpose of this standard, the definition hardness of 360 to 400 HB when tested in accor- given in IS 9818 (Part 2) shall apply (see also Fig. dance with IS 1500 and depth of chilling shall be not 1, 2, 3 and 4) less than 1.5 mm. HANDLE FIG.1 NOMENCLATUROEF M AIN PAKE OFM OULDBOARPDL OUGHF, IXEDT YPE ( LONGB EAM )IS 2192 : 1998 Table 1 Dimensions of Plougb Share (Clause 6.2) W A B C D E” a B mm mm mm mm mm mm 15 + 0.5, * 0.5 f 0.5 f 0.5 I 100 37.5 20 12.0 up to 16 15”-20” 115”-120” 125 50 20 12.0 ui p to 20 15-20” 125”-130” 37.52’ 502’ 117550 I 225 5 25 12.0 95 up to 25 15”-20” 130”-135” 225000 I ‘) Dimension E to be declared by the manufacturer up to the prescribed limits. *) Applicable only when shares have two holes. 5.2 The cutting edge of steel share shall be hard- Fig.4) shall be as given in Table 1. ened and tempered to give a Brine11 hardness of 350 6.3 The horizontal and vertical suctions (see Fig. 3) to 450 HB when tested in accordance with IS 1500. shall be in the range of 3 mm to 12 mm. These shall 5.3 Cast iron components, other than share, shall be declared by the manufacturer. The suctions shall have the hardness in range of 160 to 220 HB ( see not differ by f 1 mm of the declared value. IS 1500 ). 6.4 When the plough is set at its working position, 6 DIMENSIONS the throat clearance (see Fig. 3) shall be at least twice the size of the plough (see 6.1). The throat 6.1 The size of plough (see Fig. 3) shall be 100, 125, clearance should, as far as possible, be adjustable. 150, 175,200,225 and 250 mm. 6.5 The plough shall be provided with one or two 6.1.1 The tolerance on all the sizes shall be f 5 mm. handles. If two handles are provided, the distance between handle grips shall be between 550 mm and 6.2 The essential dimension of plough share (see 650 mm. DAWGt4lRSO D COMPLETE WH REGuLAwG ~~AR,IwG AND SHACKLE 7 CAZGE ,W LANOSIDE WHEEL FIG. 2 NOMENCLATUROEF MAIN PAWS OFM OULDBOARDP LOUGH,F IXEDT YPE ( SHOKTB EAM ) 2THE PLOUGH PLAN ELEVATION 1 FIG.3 MEASUREMEONFST I ZES, UCTIOANN D CLEARANCEO F THE MOULDBOARDP LOUGH, FIXED TYPE 6.6 When the plough is set at its working position, than 150 mm in diameter and its face width not less the vertical distance between ground and the centre than 50 mm. of grip shall be between 900 mm and 1 100 mm. The 6.9 The gap between the cleavage edges of the distance should preferably be adjustable. share and the mouldboard shall be not more than NOTE - Based on anthropometry survey conducted 2mm. by CIAE, Bhopal. It is recommended to provide vertical distance between ground and the handle between 650 7 REQUIREMENTS and 950 mm and the dia of handle from 32 mm to 36 mm. 7.1 The cutting edge of the share shall be bevelled 6.7 The handle grip shall be circular or oval in cross to a distance not more than 10 mm. The thickness section. The diameter or minor axis shall be between of the cutting edge should be between 0.5 mm to 25 mm and 35 mm. The length of the grip shall be 2 mm and should be uniform as far as possible. not less than 125 mm. 7.2 The thickness of sheet used in the manufacture 6.8 The gauge wheel, if provided, shall be not less of share should be 5, 6 or 8 mm. The tolerance for 3IS 2192 : 1998 CLEAVAGE EDGE CUTTING EWE FIG. 4 h~uc;~I SHAKE nominal thickness of sheet shall be f 10 percent. (point of share, wing and heel of the landside) should touch the ground and the plough shall be well bal- 7.3 Two holes shall be punched in shares of size anced. 200 mm to 250 mm and one hole shall be punched in shares of size 100 mm. Shares of size 125 mm to 8 WORKMANSHIP AND FINISH 175 mm may have either one or two holes as 8.1 Plough specified by the purchaser. 8.1.1 The components should be free from pits, 7.4 The countersunk bolts of 10 mm size shall be burrs and other visual defects. The castings shall be used for fixing the share with frog. As far as possible free from blow holes. Welded joints shall not be the bolt size should be M 10 as specified in IS 2609. porous and brittle. 7.5 The shares shall be supplied with bolts in 8.1.2 The surface of parts of the plough shall be holes. evenly dressed and shall have a protective coating which will prevent surface deterioration in transit 7.6 All the components should preferably be and storage. detachable. 7.7 The head of the fasteners, coming in contact 8.2 Share with soil, shall be flush with the working surface. As far as possible bolt of 10 mm size should be 8.2.1 The shares shall be free from flaws, scratches, used for all fastening to facilitate the use of mini- cracks and other defects. All fins, burrs. flashes and sharp edges other than the cutting edge mum number of tools. shall be removed. 7.8 If desired by the purchaser, the plough shall be provided either with left or right hand soil turning 8.2.2 In case of steel shares, the welding of gumrel arrangement. shall be satisfactory in all respects. The welding shall not be porous or brittle. 7.9 The gauge wheel, if provided, shall roll smoothly on its axis. The height of the wheels should be 8.2.3 A coating of protective paint or grease on soil adjustable. facing surface of the share shall be provided. The bottom surface not in direct contact with soil shall 7.10 When the plough is set at its working position have an anti rust paint coating. and is placed on a plane surface, its bearing pointsIS 2192 : 1998 9 MARKING AND PACKING 9.2.1 The use of the Standard mark is governed by the provisions of Bureau of Indian Standards Act, 9.1 Marking 1986 and the Rules and Regulations made there- Each plough and share shall be marked on non- under. The details of conditions under which the wearing surface with the following particulars: license for the use of Standard Mark may be granted to manufacturers or producers may be obtained a) Manufacturer name and recognized trade- from the Bureau of Indian Standards. mark; 9.3 Packing b) Size of the plough; The plough and share shall be packed as agreed to c) Batch or code number; and between the purchaser and the supplier. The pack- ing shall ensure safety of the parts in transit. d) Year of manufacture. 10 SAMPLING FOR LOT ACCEPTANCE 9.2 BIS Certification Marking 10.1 Unless otherwise agreed to between the purchaser and the supplier, the sampling of the plough The plough may also be marked with the Standard for lot acceptance shall be done in accordance Mark. with 3 of IS 7201 (Part 1). ANNEX A ( Cfause 2 ) LIST OF REFERRED INDIAN STANDARDS IS No. Title IS No. Title 210: 1993 Grey iron casting ( fourth 2609 : 1972 Coach bolts ($rst revision ) revision ) 399 : 1963 Classification of commercial 720 1 Method of sampling for agricul- timbers and their zonal distribution ( Part 1) : 1987 tural machinery and equipment : ( revised ) Part 1 Hand tools and hand 1500: 1983 Method for Brine11 hardness test operated/animal drawn equipment for metallic materials (second (first revision ) revision ) 1570: 1961 Schedules for wrought steels for 9818 Glossary of terms relating to general engineering purposes (Part2 ) : 1981 tillage and intercultivation equipment: Part 2 Terms relating 2062 : 1992 Steel for general structural to equipment purposes (fourth revision ) 5Bureau of Indian Standards BIS is a statutory institution established under the Bureau ofIndian Standurds=l cl, 1986 to promote harmonious development of the activities of standardization, marking and quality certification of goods and attending to connected matters in the country. Copyright BIS has the copyright of all its publications. No part of these publications may be reproduced in any form without the prior permission in writing of BIS. This does not preclude the free use. in the course of implementing the standard, of necessary details, such as symbols and sizes, type or grade designations. Enquiries relating to copyright be addressed to the Director (Publications), BIS. Review of Indian Standards Amendments are issued to standards as the need arises on the basis of comments. Standards’are also reviewed periodically; a standard along with amendments is reaffirmed when such review indicates that no changes are needed; if the review indicates that changes are needed, it is taken up for revision. Users of Indian Standards should ascertain that they are in possession of the latest amendments or edition by referring to the latest issue of ‘BIS, Handbook’ and ‘Standards : Monthly Additions’. This Indian Standard has been developed from Dot : No. FAD 59 ( 679 ). Amendments Issued Since Publication Amend No. Date of Issue Text Affected BUREAU OF INDIAN STANDARDS Headquarters: Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams: Manaksanstha Telephones : 323 01 31, 323 94 02, 323 33 75 ( Common to all offices ) Regional Offices: Telephone Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg NEW DELHI 110002 Eastern : l/14 C. I. T. Scheme VII M, V. I. P. Road, Maniktola 337 84 99, 337 85 61 CALCUTTA 700054 337 86 26, 337 86 62 Northern : SC0 335-336, Sector 34-A, CHANDIGARH 160022 I 60 38 43 60 20 25 Southern : C. I. T. Campus, IV Cross Road, CHENNAI 600113 235 02 16,235 04 42 235 15 19,235 23 15 Western : Manakalaya, E9 MIDC, Marol, Andheri (East) 8329295,8327858 MUMBAI 400093 8327891,8327892 Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE. FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR. LUCKNQW. NAGPUR. PATNA. PUNE. THIRUVANANTHAPURAM. Printed at New India Printing hcss, Khuja, India
1944_7.pdf	IS : 1944 ( Part VII ) - 1981 Indian Standard CODE OF PRAChCE FOR LIGHTING OF PUBLIC THOROUGHFARES PART VII LIGHTING FOR ROADS WITH SPECIAL REQUIREMENTS (~GROUP F) ( First Reprint FEBRUARY 1989 ) UDC 628.971.b:625.711.3:OOe.76 BUREAU OF INDIAN STANDARDS MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG NEW DELHI llooO2 Gr 2 Augusr 1981IS : 1944( Part VII ) - 1981 Indian Standard CODE OF PRACTICE FOR LIGHTING OF, PUBLIC THOROUGHFARES PARY’ VII LIGHTING FOR ROADS WITH SPECIAL REQUIREMENTS (GROUP F) Illuminating Engineering Sectional Committee, ETDC 45 Chairman Representing SHRIB . H. MHATR~ The Bombay Electric Supply h Transport Under- taking, Bombay Members SIUU A. A. SEQUE~RA( Alternate to Shri B. H. Mhatre ) SHRI G. K. AITHAL Bajaj Electricals Ltd, Bombay SHRI JAODISHS HARAN ( Alternate ) SHRIP . K. BANDYOPADHYAY Peico Electronics & Electricals Ltd, Bombay SHRI S. ROY CHQUDWARY( Alternate ) SHRIN . S. CHARI Cromoton Greaves Ltd, Bombay SHRI R. DAS GUPTA ( Alternate ) CHIEFE NQINEER( ELECTRICAL), II Central Public Works Department, New Delhi SURVEYORO F WORKS III ( ELECT) ( Alternate ) SHRI H. N. GU~TA Directorate General Factory .Advice Services & k;z;;y Institutes ( Mmistry of Labour ), SHRI G. VIADYANATHAN( Alternate ) SHRIM . P. GUPTA Indian Engineering Aqsociation, Calcutta SHRI G. S. CHANDRASEKHE(R A lternate ) SHRIT . S. KUMAR Central Mining Research Station (CSIR 1. Dhanbad SHRIU . S. NIOAM ( Alternate ) SHRI B. MUKHOPADHYA National Test House, Calcutta SHRIG . BHATTPXHARYA( Alternate ) SHRI R. V. NARAYANAN Directorate General of Supplies & Disposals, New Delhi SHRI ANIL GUPTA ( Alternate ) ( Continued snpage 2 ) Q Copyright 1981 BUREAU OF INDIAN STANDARDS This publication is protected under the Indian Copyright Act ( XIV of I957 ) and production in whole or in part by any means except with written permission of the publisher shall be deemed to be an infringement of copyright under the said Act.IS : 1944 ( Part VII ) - 1981 ( Continued from page 1 ) Members Representing SHRI H. C. PANDEY Directorate of Technical Development and Pro- duction ( Air ) ( Ministry of Defence ), New Delhi SHRIJ . M. REWALLIWAR( Alternate ) SHRIJ . R. PARI The General Electric Co of India Ltd, Calcutta SHR~S . K. NEOGI ( Alrernafe ) LT-COLB . B. RAJPAL Engineer-in-Chief’s Branch, Army Headquarters, New Delhi SHRI R. S. KANWAR( AIternate ) SHRIK . S. SARMA National Physical Laboratory ( CSIR ), New Delhi SHRIK . P. SHANBH~GUE National Industrial Development Corporation Ltd, New Delhi SHRIP . S. SHARMA Metallurgical Engineers & Consultants, Ranchi SHIU G. S. SRIVASTAVA( A lternate ) SHRI I. P. SINOH Railway Board, Ministry of Railways, New Delhi SHRIM . S. ARORA ( Alternate ) SHRIH . SJNHA Illuminating Engineering Society of India, Calcutta SHRI K. K. ROHATGI ( Alternate ) SHRI G. N. THADANI Engineers India Ltd, New Delhi SHRI S. KASTURI RANGAN ( Alternate ) SHRIS . P. SACHDEV, Director General, IS1 ( i?x-officio Member ) Director ( Elec tech ) Secretary SHRI SUKH BIR SINQH Assistant Director ( Elec tech ). IS1 Panel for Code of Practice for Outdoor Lighting, ETDC 45/P9 Convener SHRI B. H. MHATR~ The Bombay Electric Supply & Transport Under- taking, Bombay Members DR ARUN KUMAR Central Road Research Institute (CSIR), New Delhi SHRI T. BOSE Calcu$ycutMaetropohtan Development Authority, a-. . -__- SHRI N. S. CHARI Crompton Greaves Ltd, Bombay SHRI S. S. GOEL New Delhi Municipal Corporation, New Delhi SHRI R. N. MATHUR ( AIfexnate ) SHRI M. P. GU~TA The Bengal Electric Lamp Works Ltd, Calcutta SHRI K. S. SARMA National Physical Laboratory (CSIR ), New Delhi SHRI P. K. SAXENA Rural Electrification Corporation Ltd, New Delhi SHRI G. L. DUA ( Alternate ) SHR~A . T. VALIA Peico Electronics & Electricals Ltd, Bombay SHRI V. KIRPAL ( Alternate ) 2IS : 1944( Part VII ) - 1981 Indian Standard CODE OF PRACTICE FOR LIGHTING OF PUBLIC THOROUGHFARES PART VII LIGHTING FOR ROADS WITH SPECIAL REQUIREMENTS (GROUP F) 0. FOREWORD 0.1 This Indian Standard (Part VII ) was adopted by the Indian Standards Institution on 23 February 1981, after the draft finalized by the Illuminating Engineering Sectional Committee had been approved by the Electrotechnical Division Council. 0.2 This part ( Part VII ) of the code is brought out so as to provide guide lines to the public lighting authorities for preparations of lighting installa- tion scheme for Group ‘F’ roads. 0.3 This standard (Part VII ) has been prepared in pursuance of 0.4 of IS:1944 (Parts I and II)-1970. Revision of IS: 1944 (Parts I and II)-1970 is also under the consideration of the Committee and it is intended that Part I of the revised IS : 1944 should cover general principles and subsequent parts should deal with the requirements for various groups of roads as per the standard classification. This standard will, therefore, after the revision of IS : 1944 ( Parts I and II )-1970* is completed, have the following parts: Part I General plinciples Part II Lighting for main roads ( Group A ) Part III Lighting for secondary roads which do not require lighting up to Group A standard ( Group B ) Part IV Lighting for residential and qclassified roads ( Group C ) Part V Lighting for grade separated junctions, bridges and elevated roads ( Group D 1 Part VI Lighting for town and city centres and areas of civic importance ( Group E ) Code of practice for lighting of public tho&ghfares ( first revision ). 3IS : 1944 ( Part VII ) - 1981 Part VII Lighting for roads with special requirements ( Group F ) Part VIII Lighting in tunnels ( Group G ) 0.4 In the preparation of this standard, assistance has been derived from the following documents: a) CIE 32 ( TC 4+6)-1976 Lighting in situations requiring special treatment. International Commission on Illumination. b) BS:CP-1004-Part 8-1967 Lighting for roads with special requirements. British Standards Institution. 1. SCOPE 1.1 This part of the code deals with functions, appearance and design requirements of Group F road lighting. 1.2 It includes special requirements for road lighting for roads in vicinity of aerodromes, railways, docks and navigable waterways, additional to the general requirements of other parts of the code. 2. TERMINOLOGY 2.1 For the purpose of this code, terms provided in IS: 1944 (Parts I and II)-1970 and those provided in 1s: lS85 (Part XVI/Set 2)-19687 shall <PPlY. 3. ROAD LIGHTING IN THE VICINITY OF AERODROME 3.1 General Requirements 3.1.1 Where a proposed road lighting scheme is within 5 km of the boundary of an aerodrome it is essential that appropriate aviation authority is consulted regarding any restrictions and precautions to be observed that may be necessary. 3.1.2 The aviation authority may have a specific interest in the pattern of the layout, the mounting height, the colour and intensity, distribution of light emitted above the horizontal so that lighting installation does not present the danger to the air navigation. The following points should, therefore, be kept in view while designing lighting scheme in the vicinity of the aerodromes: a) The light provided in the vicinity of an aerodrome shall be properly screened so as to avoid any glare which may otherwise endanger safety of an aircraft arriving and departing from an aerodrome. - Code of practice for lighting of public thoroughfares ( first revision ). tElectrotechnical vocabulary: Part XVI Lighting, Section 2 General illumination Iighting’fittings and lighting for traffic and signalling. 4IS : 1944 ( Part VII ) - 1981 b) Lights mounted on the electric poles/pylones shall not cause all obstruction to the arriving and departing aircraft from an aerodrome in terms of obstacle limitation specified by the airport authorities. c) It is particularly important to ensure that ii’ghting of road cannot ever be confused with the ground lighting-of the flight paths by the pilots. 4. ROAD LIGHTING IN VICINITY OF RAILWAYS, DOCKS AND NAVIGABLE WATERWAYS 4.1 Itroduction - The lighting for roads in the vicinity of railways, docks and navigable waterways because of the coiour of the light source may interfere with the proper recognition of signal system. It is essential that this is avoided, but local conditions vary so widely that it is not possible to lay down any rigid code applicable to ail circumstances. The .foiiowing requirements are likely to apply in all places where roads are so located that their lighting installation may affect the operation of railways, docks and navigable waterways. 4.2 Requirements 4.2.1 Consultations - It is essential that prior consuitatiofi is made with the appropriate authorities regarding any special provision that may be necessary. These provisions should be met in a way that is mutually acceptable so that they may be incorporated at the design stage. 4.2.2 Colour - Where any form of Iroad lighting is employed there is a risk of confusio? with signal light. This may necessiate careful selection of light source, siting of iuminaires or the use of appropriate screened luminaire at certain points and heights. 4.2.3 G/are and Masking - The position of individual light source on the road may fail in line with signal lights and even when fairly remote may mask them or make them difficult to recognize or hamper the vision because of glare. If these cannot be avoided by re-siting, it may be necessary to employ screening to obviate the interference even though the coiour of the light source is not objectionable. 4.2.4 Screening - In ail cases. where screening of a light source i.z required this should preferably be achieved by means of properly designed iuminaires and not by addition of unsightly screens to normal iuminaire. 4.2.5 Siting - If the road is bordered by water (lake river 0; canal) and if the lighting is single sided, it is recommended that the columns be sited if possible, on the waterside.INDIAN STANDARDS ON ILLUMINATING ENGINEERING IS: 1777-1978 Industrial lighting fittings with metal reflectors ( first revision ) 1885 (Part XVI/Set 1 )-1968 Electrotechnical vocabulary: Part XVI Lighting, Section 1 General aspects 1885 ( Part XVI/Set 2 )-1968 Electrotechnical vocabulary: Part XVI Lighting, Section 2 General illumination lighting fittings and lighting for traffic and signalling 1913 ( Part I )-1978 General and safety requirements for luminaires: Part I Tubular fluorescent lamps ( second revision ) 1944 ( Parts I and II )-1970 Code of practice for lighting of public thoroughfares ( first revision ) 1947-1960 Flood lights ( first revision ) 2149-1970 Luminaires for street lighting ( first revision ) 2206 ( Part I )-1962 Flameproof electric lighting fittings: Part I Well-glass and bulkhead types 2206 (Part II)-1976 Fiameproof electric lighting fittings: Part II Fittingsusingglass tubes 2493-1963 Well-glass lighting fittings for use underground in mines ( non-flameproof type ) 2672-1966 Code of practice for library lighting 3287-1965 Industrial lighting fittings with plastic reflectors 3528-1966 Waterproof electric lighting fittings 3553-1966 Watertight electric lighting fittings 3646 ( Part I )-1966 Code of practice for interior illumination: Part I Principles of good lighting and aspects of design 3646 ( Part II )-1966 Code of practice for interior illumination: Part II Schedule for values of illumination and glare index 3646 ( Part III )-1968 Code of practice for interior illumination: Part III Calculation of coefficients of utilization by the BZ method 4012-1967 Dust-proof electric lighting fittings 4013-1967 Dust-tight electric lighting fittings 4347-1967 Code of practice for hospital lighting 5077-1969 Decorative lighting outfits 6585-1972 Screwless terminal and electrical connections for lighting fittings 6665-1972 Code of practice for industrial lighting 7537-1974 Road traffic signals 1569-1975 Cast acrylic sheets for use in luminaires 7678-1975 Method of photometric testing of incandescent type luminaires for general lighting service 7785 ( Part I )-1975 Elevated type aerodrome lighting fittings: Part I General requirements 7785 ( Part II )-1976 Elevated type aerodrome iighting fittings: Part II Fixed focus high intensity bi-directional runway edge lighting fittings 7785 ( Part III )-1976 Elevated type aerodrome lighting fittings: Part III Low intensity runway edge lighting fittings 8030.1976 Luminaires for hospitals 8224-1976 Electric lighting fittings for division 2 areas 9583.1981 Emergency lighting unitsBUREAU OF INDIAN STANTMRiIS Haadwarters : Manak Bhavsn, 9 Bahadur Shah Zafar Marg. NEW DELI-R 110002 Telephones : 3 31 01 31,3 31 13 75 Telegrams : Manakaanstha (Common to all Officer ) Regional Offices : Telaphona Western ; Manakalaya. E9 MIDC, Marol, Andhert ( Ekt 1 6 32 92 95 BOMBAY 400093 tEastern : l/l 4 C. I. T. Scheme VII M. V. I. P. Road, 38 24 99 Maniktola, CALCUTTA 700054 Northern : SC0 445-446. Sector 35-C CHANDIGARH -160036 { SX Southern : C. I.T . Campus, MADRAS 600113 t: 22: :f { 41 2916 Branch Offices : Pushpak,’ Nurmohamed Shaikh Marg, Kfrsnpur. 2 63 48 AHMADABAD 380001 C 2 63 49 ‘F’ Block, Unitv Bldg. Narasimharaja Square, 22 48 08 BANGALORE 560002 GangotrXomplex, 5th ~Floor. Bhadbhada Road, T. T. Nagar. 6 27 16 EHOPAL 462003 Plot No. 82/83, Lewis Road, BHUBANES#WAR 751002 5 36 27 5315 Ward No. 29. R. G. Barua Road, - 5th Byelane. GUWAHATI 781003 5-8-56C L. N. Gupta Marg. (Nampally Station Road). 22 10 83 HYOERABAO 500001 R14 Yudhister Marg. C Scheme, JAIPUR 302008 6 34 71 { 69832 11714186 Sarvodaya Nagar, RANPUR 208006 22: tf ;s Patliputra Industrial Estate, PATNA 800013 6 23 05 Hantex Bldg ( 2nd Floor ), Rly Station Road. 52 27 PRIVANDRUM 695001 inspection Office ( With Sale Point ): Institution of Engineers ( India ) Building. 1332 Shivaji Negrr, 6 24 35 PUNE 410005 *Sales Office in Bombay is at Novelty Chamborr. Grant Road. 89 66 26 Bombay 400007 tSalas Office in Calcutta is et 5 Chowringhee Approach. P. 0. Princop 27 68 06 Street. Calcutta 700072 Reprography Unit, BIS, New Delhi, India - !-
11064.pdf	IS: 11064 - 19S4 hdian Standard GUIDE FOR CONSTRUCTION AND USE OF ROOMS OR BUILDINGS PROTECTED BY PRESSURlZATlON, FOR INSTALLATION OF ELECTRTCAL APPARATUS FOR EXPLOSIVE GAS ATMOSPHERES Electrical Apparatus for Explosive Atmosphrres Sectional Committee, ETDC 22 Chairman Repressnting SHRI S. K. BISWAS( GUPTA ) Directorate General of Mines Safety, Dhanbad Members SHRI N. K. SEN [ ADet-me to Shri S. K. Blswas ( Gupta ) ] SHRI S. B, C. AGARWALA Bharat Heavy Electricals Ltd, Hyderabad SHR~V P. GUPTA ( Alternate 1 ) &RI G H. SAHA ( Altertratd II ) SHRI V. ANANTARAMAN Lar en & Toubro Ltd, Bombay SHRI M. V. LAKSHMIN ARASHIMHAN ( Alternate ) SHRI I-‘. K. CHAKRABORTY Indran Oil Corporation Ltd ( Refineries Divi- sion ), New Delhi SHRI A. S. NAMBUDURI( Alternate ) SHRI S. CHANDRA Macneill & Magor Ltd ( Industries Division ), Calcutta SHRI A. K. HAZRA ( Alternate ) SHRI CHARANJI,~L AL Chief Controllerate of Explosives, Nagpur SIIH~B . R. DAVE ( Alternate ) SHRI B. A. CHETTY Electronics Commission ( IPAG Headquarters ), New Delhi SHRI S. G. DES~MUKH Bharat Bijlee Ltd, Bombay SHRI P. N. JASUTKAR( Alternate ) DIRECTOR ( COMMERCIAL) Central Electricity Authority, New Delhi DEP~JTYD II~ECTOR( Alternate ) SHRI D. P. GIJP~.A. Directorate General of Technical Development, New Delhi Shri S. K. Bisw.ls ( Gupta ) was Chairman for the meeting in which this draft standard was finalized. ( Continued on page 2 ) @ Copyright 1985 INDIAN STANDARDS INSTITUTION This publication is protected under the Indian Copyright Act ( XIV of 1957 ) and reproduction in whole or in part by any means except with written permission of the publisher shall be deemed to be an infringement of copyright under the said Act IIS : 11064- 1984 ( Continuedfrompage 1 ) Members Representing SHRI H. N. GUPTA Directorate General Factory Advice Services & Labour Institute, Bombay SHRI V. S. SASIKIWIR ( Alternate ) SHRI S. N. GHOSH The Association of Mining, Electrical and Mecha- nical Enginerr. II. K., Calcutta SHRI S. N. GHOSH Siemens India Ltd. Bombay SHRI G. L KHANDUJA Electronics Corporation of India Ltd, Hyderabad SHRI CH. VENKATESWARLU( Alter/late ) SHRI T. R. A. KRISHNAN 1 arllt Advisory Committee, Bombay SHRI 1. M. KHKJSHU( Alternote ) SHRI S. LAL Jndian Drugs and Pharmaceuticals Ltd, New Delhi SHRI G. L. CHAWLA ( Alternute ) SHRI MAHESH CHANDKA Central Building Research Institute ( CSIR ), Roorkee SHRI M. M. MEH~A Tata Consulting Engineers, Bombay SHRI R. C. BaJPAI ( Alternate ) COL M. C. NANGIA Directorate of Standardization Department of Defence Production, Ministry of Defence Engineers-in-Chief’s Branch, New Delhi SHRI H. R. KHAN ( Akernate ) SHRI T. NITYANANDAS . Loss Prevention Association of India Ltd, Bombay SHRI V. S. OZARDE Crompton Greaves Ltd, Bombay DR M. S. PADBI~RI Hindustan Brown Boveri Ltd, Bombay SHRI N. SUNDARARAJAN( Alternate ) SHRI AMALENDUR AY Food Corporation of India Ltd, New Delhi SHRI V. THYAQARAJAN( AIfernate ) DR S. K. SARKAR CentraDlbrninndgR esearch Station ( CSIR 1, SHRI A. S. ANSARI ( Alternate ) DR V. K. SHRINIVASAN Kirloskar Electric Co Ltd, Bangalore SHRI M. GANESH ( Alternate ) SHRI A. N. SRIVATHSA NGEF Limited, Bangalore SHRI S. L. SRIDHARAMURTHY ( Alternate ) SHRI K. P. SINGH National Hydroelectric Power Corporation Ltd, New Delhi SHRI V. R. SONONB Ministry of Defence ( DGI ), New Delhi SHRI K. RAJAGOPALAN ( Alternate ) SHRI SIJRKSH KUMAR The Fertilizer ( Planning and Development ) India Ltd, Dhanbad ( Bihar ) SHRI G. S. SINGH ( Alternate ) SHRI V. V. P. SWAMY Coal India Ltd, Ranchi SHRI A. S. R. MURTHY ( Alternate ) SHRI G. N. THADANI Engineers India Ltd, New Delhi SHRI S. G. GOKHALB ( Alternate ) DR K. S. UPPAL Ministry of Defencc ( R & D ), New Delhi SHRI R. SRINIVASAN( Alternate ) SHRI S. P. SACHDEV, Director General, IS1 ( Ex-officio Member ) DIRECTOR ( Elec tech ) Secretary SHRJ R. K. MONOA Senior Deputy Director ( Elec tech ), IS1 2IS:11064- 1984 Indian Standard GUIDE FOR CONSTRUCTION AND USE OF ROOMS OR BUILDINGS PROTECTED BY PRESSURIZATION, FOR INSTALLATION OF ELECTRICAL APPARATUS FOR EXPLOSIVE GAS ATMOSPHERES 0. FOREWORD 0.1 This Indian Standard was adopted by the Indian Standaras Institution on 23 August 1984, after the draft finalized by the ,Electrical Apparatus for Explosive Atmospheres Sectional Committee had been approved by the Electrotechnical Division Council. 0.2 This standard is one of a series of standards on pressurized enclosures. The requirements of pressurized enclosures with no internal source of flammable gas or vapour are covered in IS : 7389 ( Part 1 )-1976. 0.3 The object of this guide is to lay down the principles of protection of electrical apparatus by pressurization, adapting them to suit in the case of rooms or buildings containing electrical apparatus and protecteJ by internal over-pressure against the iugress of the potcntia!ly explosive external atmosphere. 0.4 In the preparation of this guide, assistance has been derived from IEC Publication 79-13 ( 1982 ) Electrical apparatus for explosive gas atmos- pheres: Part 13 Construction and use of rooms or buildings protected by pressurization, issued by International Electrotechnical Commission. 1. SCOPE 1.1 This guide defines the conditions in which an electrical apparatus liable to cause an ignition may be used in a room or building situated where flammable gases or vapours may bc present, the ingress of these gases or vapours into the room being prevented by maintililing inside it a protec- tive gas at a higher pressure than that of the outside atmosphere. Specification for pressurized enclosures of electrical equipment for use in hazardous areas : Part I Pressurized enclosures with no internal source of 11ammabk gas or vapour (first revision ).IS : 11064- 1984 1.2 This guide includes recommendations for the construction, equipping and operation of rooms or buildings and their aksociated parts. such as inlet and exhaust ducts for the protective gas, alld auxiliary control devices necessary for the satisfa,:tory pr,)duction and maintenance of the overpressure. 1.3 This guide also recommends the tests necessary to show that the installation conforms to these recommendations and the marking to be placed on the rooms or bti;ldings. 1.4 This guide concerns only rooms and buildings in the interior of which there is no internal release ( actual or potential ) of flammable gases and vapours. 2. TERMINOLOGY 2.0 For the purpose of this guide, the following definitions shall apply. 2.1 Room or Building - An enclosure ( or enclosures ) provided with doors, cable ducts. conduits, etc, containing electrical apparatus and of sufficient size to permit the entry of a person who may be expected to work or remain inside the enclosure for a prol(,nged period. NOTE -Throughout the rest of this guide, the term ‘room’ is employed without distinction to designate rooms or buildings. 2.2 Opening - Any aperture, door, window or non-airtight fixed panel. 2.3 Protective Gas - The gas used to maintain an overpressure within the room, or to purge air in these circumstances. 2.4 Pressurization - A type of protection by which the jhgress of an explosive atmosphere into a room is prevented by maintaining therein a protective gas at a pressure greater than that of the surrounding atmosphere. 2.5 Pressurized Room - A room in which the protective gas is maintained at a pressure greater than that of the surrounding atmosphere. 2.6 Pressurization with Leakage Compensation - A method in which the supply of protective gas is suficient to maintain the overpressure in the room, with a flow corresponding to the inevitable leakages from the room and its associated ducts, all the exit openings being closed. 2.7 Pressurization with Circulaticrn of Protective Gaq - A method in which the internal overpressure is maintained within the room and its associated ducts, a continuous and intentional flow of protective gas passing through these, through apertures of controlled section. 4IS:llC64 - 1984 2.8 Purging - The operation of passing a quantity of protective gas through a room and its associated ducts in order to reduce any concentration of flammable gas or vapour within to a safe level. 3. CLASSIFICATION OF THE INTERIOR OF THE ROOM 3.1 The different hazardous zones given in IS : 5572 ( Part 1 )-1978 enables to drive, the classification of the zone, whele the room is situated. 3.2 It is considered that the interior of a room should receive, in the absence of pressurization, a classilication based on the most hazardous area into which the room has at least one direct opening. 3.3 Pressurization of the room after purging, permits the use of electrical equipment, which is not otherwise suitably protected for the area classification. NOTE - The atmospheres inside a rcom which is partially situated in a hazardous zone, but all of whose openings lead into non-hazardous zones, is considered as non-hazardous. 4. PRINCIPLES OF CONSTRUCTION OF ROOMS 4.1 Protective Gas Ducts and Their Connections 4.1.1 The materials used for protective gas ducts and their connections should have chemical and physical resibtar:ce suitable for their intended use. 4.1.2 The ducts and connections shall be capable of withstanding 1.5 times, the maximum overpressure specified for normal service, with a minimum of 200 Pa. Appropriate safety devices shall be installed if there is a possibility of overpressures occurring during service capable of causing dangerous deformation of ducts or connections. 4.1.3 The ‘position, dimensions and number of supply ducts shall be sufficient to ensure effective purging. The number of ducts shall be chosen in relation to the design and arrangement of the apparatus to be protected. 4.1.4 The supply ducts should be considered as forming part of the room. In particular, where they pass through a hazadous area, it is desirable that they be pressurized with respect to the surrounding atmosphere. However, if the mechanical integrity and sealing of the ducts can be guaranteed, then it is permissible for the pressure within the ducts to be lower than that of the surrounding atmosphere. Classification of hazardous areas ( other than mines ) for electrical installaions: Part 1 Areas having flammable gases and vapours (first revision ). 5IS:11064 -1984 4.2 Entry of Ducts for Electrical and Gas Service 4.2.1 The entry of cables or electrical conduits and other serviced ( protective gas, water, etc ) directly into the room should be so effected that the necessary overpressure can be maintained and entry of flammable substances precluded. 4.2.2 Where exhaust apertures open into a hazardous zone. it is recommended to provide them with automatic closing valves or flaps to prevent, as far as practicable, the ingress of the external explosive atmosphere in case of failure of pressurization. 5. PROTECTIVE MEASURES 5.0 Protective measures shall be adopted to prevent the electrical apparatus installed in a pressurized room from giving rise to an explosion at the moment of switching on, or in the case of failure of pressurization. These measures should be determined by the characteristics of the electrical apparatus, by the environmental conditions, and by the use of safety devices to monitor the inside atmosphere, or to actuate an alarm or possibly switch the power supplies off automatically. Such measures arc given in 5.1 to 5.3 and also summarized in Table 1. 5.1 Energizing - During initial start-up, or after shutdown and whatever the classification of the hazardous area, it is necessary, before energizing any electrical apparatus in the room which is not suitably protecfcd for the classification of the area: a) Either to ensure that internal atmosphere is not hazardous ( see Note 1 ) or to proceed with prior purging of sufficient duration that the internal atmosphere may be considered non- hazardous ( see Note 2 ), and b) To pressurize the room. NOTE 1 - An atmosphere is considered non-hazardous when, at all points in the room. the enclosures and associated ducts. the concentration of flammble eases or vapours is below 25 percent of the lower explosive limit. The placr of measurement shall be judiciously chosen to determine the highest concentration of’ gas. NOTE2 - Generally, the volume of protective gas required for purging is estimated as at least five times the internal volume of the room and its associated ducts. 5.2 Failure of Pressurization 52.1 First Case h The atmosphere in the room, considered as non- hazardous when pressurized, is classified Zone 1 in the abseuce of pressurization, according to 3 ( exceptional case )‘. 6TABLE 1 SUMMARY OF PROTECTIVE MEASURES TO BE TAKEN IN THE EVENT OF FAILURE OF PRESSURIZATION SYSTEM ( Clause 5.0 ) ELECTRICAL EQUIPMENT INSTALLED CLASSIFICATION OF EQUIPMENT EQUIPMENT SUITABLE FOR EQUIPMENT NOT PROTECTED THE INTERIOR OF SUITABLE FOR USE IN FOR ANY HAZARDOUS AREAS THE ROOM ZONE 1 ZONE 2 (1) (2) 0) (4) a) Suitable alarm ( visible or audible a) Suitable alarm ( visible or audible or both ), or both ), b) Immediate action to restore b) Immediate action to restore pressurization, and pressurization, and Zone 1 No action c) Programmed disconnection of c) Automatic interruption of the power 4 necessary Power supplies if the pressuri- supplies as rapidly as practicable zation cannot be restored for an within a prescribed de!ay time extended period or if the concen- having regard to the needs of a tration of flammable gas is rising programmed shutdown. to a dangerous level. a) Suitable !alarm ( visible or audible or both ), b) Immediate action to restore pressur- ization, and Zone 2 No action No action necessary c) Programmed disconnection of power t; necessary supplies if the pressurization can .. not be restored for an extended =: period or if the concentration of g flammable gas is rising to a danger- p ous level. . *For classification in the event of absence of pressurization see IS : 5572 ( Part 1 ) I978 Classification of hazardous areas G ( other than mines ) for electrical installations : Part 1 areas having flammable gases and vapours (first revision I’. gIS:11064 -1984 5.2.1.1 If any electrical apparatus installed in the room is not suitable for a hazardous area, the following provisions should be made: a) Suitable alarm ( visible or audible or both ) indicating absence of pressurization, b) Immediate action to restore pressurization, and c) Automatic interruption of the power supplies as rapidly as practicable within a prescribed delay time having regard to the needs of a programmed shutdown. In determining the delay time, account shall be taken of the precautions adopted to prevent the ingress of dangerous gas mixtures, and the probable effects of gas diffusion, convection and breathing of the room. This delay may also be prolonged to facilitate a programmed shutdown of the apparatus in the interest of safety provided that it is verified that the atmosphere immediately outside the room is not dangerous. 5.2.1.2 If any electrical apparatus installed in the room is appropriate for Zone 2, the following provisions shall be made: a) Suitable alarm ( visible or audible or both ) indicating absence of pressurization, b) Immediate action to restore pressurization, and c) Programmed disconnection of power supplies if pressurization cannot be restored for an extended period or if the concentration of flammable gas is rising to a dangerous level. 52.2 Second Case -- The atmosphere in the room, considered as non- hazardous when pressurized, is classified Zone 2 in the absence of pressuri- zation according to 3 ( most frequent case ). 5.2.2.1 If any electrical apparatus installed in the room is not suitable for a hazardous area, the following provisions should be made: a) Suitable alarm ( visible or audible or both > indicating absence of pressurization, b) Immediate action to restore pressurization, and c) Programmed disconnection of power supplies if pressurization can- not be restored for an extended period or if the concentration of flammable gas is rising to a dangerous level. 5.3 Other Protective Measure 5.3.1 Whatever protective measure are adopted, the complementary provisions given in 5.3.1.1 to 5.3.1.4 should be made. 8IS : 11064 - 1984 5.3.1.1 All electrical apparatus uhich is to bc energized in the absence of pressurization, particu!arly that v\ hich assures p~~siurization, lighting and essential telecommunication should he suirabic for use in the zone corres- ponding to its position; in the case 1~h c-l-c thij apparatus is inside the room, it is necessary to take into account the zoue corresponding to the classifica- tion of the inside of the room ( see 3 ). NOTE - These provisions permit lighting and essential telecommunication installations to remain in service, even in lhe event ot danger. 5.3.1.2 The visible or audible alarm shall be so located as to be imme- diately percieved by the responsible personnel who shall take the necessary action. 5.3.1.3 For monitoring the satisfactory functioning of the pressurization, either a pressure monitoring device or a flow monitoring device or both should be used. NOTE - Electrical interlock on the fan motors is not suitable to indicate failure of pressurization. They do not give an indication in the event of, for example, rhe fan belt slipping, the fan becoming loose on the shaft or reverse rotation of fan. 5.3.1.4 In certain circumstances. such as the necessity of keeping electri- cal apparatus in operation, it may be advisabic to provide two sources of protective gas so that each on: can take over from the other in case of a breakdown of one source. Each source should be independently capable of maintaining the necessary overprcssure. 6. VALUES OF OVERPRESSURE AND OF PROTECTIVE GAS FLOW 6.1 The pressurization system shall be capable of ensuring a sufficient out- ward protective gas speed through the openings of the room when all these openings are open at the same lime. The velocity should be greater than that of external air currents but should not lead to so great a pressure in the room as to make it difficult to open and close the doors. NOTE - Where doors, windows and openings are provided with interlocks, these are to be closed when checking this requirement. 6.2 A minimum overpressure of 25 Pa ( 0’25 m bar ) with respect to the outer atmosphere should be maintaiued at all points inside the room and its associated ducts at which leaks are liable to occur, all doors and windows being closed. 6.3 If there is any air-consuming equipment inside the pressurized room, the flow through the pressurization system should be capable of covering all needs; if not, the extra air required should be supplied by a separate system. NOTE 1 - The pressurization system may a!so include heating, ventilating and air-conditioning devices over and above the equipments necessary to fu@l the requirements of 6.1 to 6.3. 9IS : 11054- 1984 NOTE 2 - The design of a pressuriz:d room will also need to consider : ai the number of persons expected to stay in the room in order to ensure the necessary renewai of the air; and b) the type of amaratm to b: installed in the room and their need for coohng air, if any. 7. PROTECHVE GAS SUPPLY 7.1 The protective gas should not, by virtue of any chemical products or impurities which it may contain, produce deleterious effects or introduce a risk of reduced safety. NOTE - The protective gas may also be u;ed for other purposes, such as for cooling the appsratus. 8. VERIFICAI‘ION A ND TESTS 8.1 Before putting a pressurized room into service, the technical documen- tation should be examixd and ii‘ necessary, a test shall be carried out. 8.2 In particular, it should be assured that: a) the construction of the installation and the protective measures are such that purging can be eRected, and b) the minimum over pressure ( see 6.2 ) can be maintained at the minimum flow rate of the pressurization system with all the openings closed, in normal working conditions. 9. MARKING 9.1 All doors I^rom the pressurized room should be clearly marked on the outside, by the following notice or an equivalent: ‘WARNING - PRESSURIZED ROOM - CLOSE THIS DOOR’. 9.2 Inside thz room, the following inFormation should be displayed: Minimum required overprrssurs, or corresponding rate of flow of protective gas. 9.3 Rules to be observed for the installation in question: a) When switching on: In accordance with 5.1, a notice should be displayed close to the switch of the pressurization fan and to the general circuit-breaker for the room, with the following or equivalent wording: ‘WARNING - The pressurization fan should be allowed to run for t minutes before switchiug on the installation, unless it has been checked that the atmosphere in ths room is not hazardous.’ NOTE- t is the time required for purging at minimum flow rate. b) In case of pressurization failure: Jn accordance with 5.2, a detailed list should be given indicating the apparatus to be switched off, the delays, if any, allowed for each operation, and any other measures to be taken particularly in the event of pressurization failure. 10
6924.pdf	X$:6924-1973 Indian Standard CODE OF PRACTICE FOR THE CONSTRUCTION OF REFUSE CHUTES IN MULTISTOREYED BUILDINGS ( Second Reprint FEBRUARY 1989 ) XX 69.027.5:69,032.22:69.001.3 @ Copyright 1973 BUPEAU OF INDIAN STANDARDS hlANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MAR0 NEW DELHI 110002 Gr 3 Jul9 1973IS : 6924- 1973 Indian Standard CODE OF PRACTICE FOR THE CONSTRUCTION OF REFUSE CHUTES IN MULTISTOREYED BUILDINGS Water Supply and Sanitation Sectional Committee, BDC 24 Chairman Representing Pnow N. MA JUMDER All India Institute of Hygiene & Public Health, Calcutta Members Sanr H. R. BADYAL Indian Iron & Steel Co Ltd, Calcutta SHRI K. R. PANDALAI ( Alternate ) SHRI M. R. BAJIKA.R In personal capacity ( Rustom Building, 29 Veer Nariman Road, Bombay I ) SHRI ANAND UPENDRA (Alternate) SHRI J. R. BHALLA . Indian Institute of Architects, Bombay SHRI U. J. BHATT Institution of Engineers ( India ), Calcutta DR B. V. BHOOTA Dorr-01 ver ( India ) Ltd, Bombay SHRI M. L. SHAE ( .-&raate ) Cawv ENQINEER Local Self Government Engineering Department, Lucknow Public Health Engineering Department, Government of Jammu 8t Kashmir C~IIEF ENGINEER ( WATER ) Municipal Corporation of Delhi DRAINAQE ENQI~EER ( Alternate ) SITRI R. C. P. CHOVDRARY Engineers India Ltd, New Delhi SHRI K. RUDRAPPA ( Alternate ) . DEPUTY ADVISER ( PHE ) Ministry of Health & Family Planning SERI V. A. ANANDADOUS ( Alternate ) SRRI DEVENDRA SIN~H In personal capacity ( Model Engineers, 5th Floor, .Nanabhai Mansion, Sir P. M. Road, Bombay 1 ) SHRI M. DURAIRAJAN Tamil Nadu Water Supply & Drainage Board, Madras SERI M. Y. MADAN Hindustan Construction Co Ltd, Bombay SHRI C. E. S. RAO (Alternate) SHRI S. K. MAJUMDER Public Health Engineering Department, Government $ of West Bemral SHRI B. K. MALHAN In personal cap&ity (D-20 South Extekion, Part II, .New Delhi 49 ) ( Continued on page 2 ) Q CoBright 1973 BUREAU OF INDIAN STANDARDS This pubIication is protected under the Indian Copyright Act (XIV of 1957) and reproduction in whole or in part by any means except with written permission of the publisher shall be deemed to be an infringement of copyright under the said Act.IS : 6924- 1973 ( Continuedfrom page 1 ) I Members Repesenting SRRI H. S. L. MWRTRY Public Works Department, Government of Mysore > SHRI K. S. NAXAYANAN Central Public Works Department SHRI V. P. NARAYANAN NAYAR Public Health Engineering Department, Government of Kerala SHRI N. S. BHAIRAVAN (Alternate ) SHRI S. K. NEOQI Calcutta Metropolitan Planning Organization, Calcutta DR S. V. PATWARDHAN University of Roorkee SHRI V. RAMAN Central Public Health Engineering Research Institute CC SIR ). Naeour SRRI V. HAXUMANULU (Alternate ) ’ ” “* SRRI D. R. JAOANNATH RAO Public Health Department, Government of Madhya Pradesh SHRI D. V. S. MURTHY ( Alternate ) SHRI L. R. SEHQAL L. R. Sehgal & Co, New Delhi COL K. B. SETH Engineer-in-Chief’s Branch, Army, Headquarters SHRI R. B. SUJAN ( Alternate ) SHRI JAOMOHAN LAL SETHI Public Health Engineering Department, Government of Haryana SHRI M. T. SHETTY Water Supply and Sewerage Board, Bangalore SI~R~D . R. SINGAL Public Works Deuartment, Government ef Punjab TOWN ENGINEER, CHITTARANJAN Ministry of Railways LOCOMOTIVEW ORKS SHRI P. VISWANATHAN Corporation of Madras SERI D. AJITHA SIMHA, Director General, IS1 (Ex-o&o Member) Director ( Civ Engg ) Secretary : , SHRI C. R. RAMA RAO B : Deputy Director ( Civ Engg ), IS1 r 2n IS : 6924 - 1973 Indian Standard CODE OF PRACTICE FOR THE CONSTRUCTION OF REFUSE CHUTES IN MULTISTOREYED BUILDINGS 0. FOREWORD 0.1 This Indian Standard was adopted by the Indian Standards Institution on 22 March 1973, after the draft finalized by the Water Supply and Sanitation Sectional Committee had been approved by the Civil Engineer- ing Division Council. 6.2 With the increasing number of multistoreyed buildings in major cities in the country, need for developing suitable methods for collection and removal of refuse and garbage from buildings is receiving urgent consideration of the Civic and Public Health Authorities to avoid insanitary conditions in buildings and public places. This code of practice has been prepared to give guidance for proper methods of refuse collection from multistoreyed buildings. 6.2.1 This code covers the requirements of chute system and explains the design, construction and location of the three functionally important components namely the chute, the inlet hopper and the collection chamber. 6.3 For the purpose of deciding whether a particular requirement of this standard is complied with, the final value, observed or calculated, express- ing the result of a test or analysis, shall be rounded off in accordance with IS : 2-1960. The number of significant places retained in the rounded off value should be the same as that of the specified value in this standard. 1. SCOPE I.1 This standard covers the requirements of the refuse chute system built in multistoreyed residential buildings for transporting and collecting in a sanitary way the refuse from flats at different heights. The refuse is received from the successive flats through the inlets located on the vertical system of pipes that convey refuse through it and discharges into the collecting chamber from where the refuse is cleared at suitable intervals. Rules for rounding off numerical values (revised). 3IS : 6%4 - 1973 2. TERMINOLOGY 2.0 For the purpose of this standard, .the following definitions shall apply. 2.1 Chute- A vertical pipe system passing from floor to floor provided with ventilation and inlet openings for receiving refuse from successive hats and ending at the ground floor on the top of the collecting chamber. 2.2 Inlet Hopper- A receptacle fitting for receiving refuse from each 1 flat and dropping it into the chute. ! ! 2.3 Collection Chamber-A compartment situated at the lower end of E the chute for collecting and housing the refuse during the period between two successive clearings. 3. CHUTES 3.1 Number of Chutes-The number of chutes depends upon the convenience to the user and the quantity of refuse to be handled between two subsequent clearings. Appendix A gives the method of calculation of quantity of refuse f&m residential buildings. 3.2 Individual or Combined System-In continuation to 3.1, if the chute system is designed as individual system, where each flat is served by an independent hopper, it will be to the utmost convenience to the user. However, a common hopper may be provided in each floor for each chute whose number is further decided by the quantity of refuse to be handled. 3.3 Material of Construction - Chutes may be constructed out of asbestos cement or R.C.C. pipe with smooth inside finish. 3.4 Diameter of the Pipe- Chutes shall be of a minimum internal diameter of 38 cm in order to avoid any chokage inside the chute and to enable provision of a choke-free inlet hopper connection. 3.5 Finish -The inside surface of the chute should be finished as smoothly as possible so as not to allow any sticking of refuse particle that may cause choking eventually. 3.6 Location-The chute may be carried through service shafts meant for carrying drainage pipes. However, the location shall be mostly determined by the position of inlet hopper and the collecting chamber that is most convenient for the user. It should also be considered to locate the chute away from living rooms in order to avoid noise and smell nuisance. 3.7 Construction-The chute pipes should be assembled vertically and properly clamped to the wall. The joints should be of cement mortar and the chute may be squarely embedded into the surrounding walls. A section through a typical chute installation is given in Fig. 1. 4 L_IS : 6924 - 1973 3f3cm DIP\ MIN HOPPER FLOOR LEVEL . I . ..a_ , . .._. .,. . FLOOR LEVEL .I .. .<.. .. . . . .. q,,!\-....e FLOOR LEVEL ,_.;. ., :. .:::.. . .. . ‘._: , SHUTTER AND CUT- Of F GROUNO F LO( Fxc. 1 SECTION THF_OUGH TYPICAI REFUSE CHUTE INSTALLATION 3.8 Ventilation---The upper end of the chute, that is, beyond the uppermost floor should be provided with a ventilation pipe to the full bore which should rise 2 to 2.5 m above the roof or terrace of the building. An umbrella type cowl with wire mesh at the top will be helpful to prevent rainfall and other external objects of nuisance potential. For high rise buildings mechanical ventilation of the exhaust type is recommended. 5IS : 6924 - 1973 3.9 Chute Maintenance 3.9.1 Access-Each chute pipe should be provided with an access door at intervals not greater than every third floor. 3.9.2 M’ru~~ing of Refuse-To help preventing spillage and blockage, the residents should be encouraged to wrap their refuse. 3.9.3 Flushing of Chute-Y-connection at terrace level may preferably be provided in order to direct a waler hose for cleahing purposes, if needed. 4. INLET HOPPER 4.1 Location - In individual chute system, the inlet hopper shall be located in the passage near the kitchen and in the common chute system towards the end of the common passage. Natural ventilation should be j adequate to prevent any possible odour nuisance. There should be adequate lighting at this location. For ground floor flats the inlet hoppers may be placed at a higher level and a flight of steps may be provided for using the same. 4.2 Design and Construction-Hopper shall be constructed such that there should be minimum escape of odour or any other vapour when the hopper door is kept open or closed that the inside portion of the hopper does not lodge any refuse while projecting it into the chute. The door and the frame should be fire-resistant. A typical construction of an inlet hopper is given in Fig. 2. 4.2,l Size of the Mouth and 7hfoat -The mouth shall have a maximum size of 25 cm height and 36 cm width. The throat should not be less than the size of the mouth. The diagonal of the mouth should not be larger than the chute size. 4.2.2 Height of the Hopper- The hopper should be constructed at a height of 75 cm measured from the floor level to the lower edge of the inlet opening. 4.2.3 Inner Surface -The interior of the hopper should slope towards the main chute at an angle not less than 45” to the horizontal preferably 60’ for better performance. This portion may be specially built or may be had by providing a suitable Y-connection. If built specially, the inside finish should be as smooth as possible. If provided by the use of Y-connection, it may be of asbestos cement or cast iron or cement concrete pipe. 4.2.4 Ddor, Head, Frame and Receiving Unit-These should be of mild steel, cast iron or aluminium adequately protected against corrosion. The door should be designed to be self-closing, to have a latch for closing it securely 6h 1s : 6!YZ4 - 1973 after use and to have a rubber gasket in between the door and the frame for ensuring gas tightness and minimizing noise. The receiving plate should be fitted with two retaining side plates to prevent spillage (see Fig. 2). 4.2.5 Counterbalance of Door-The door when not in use, should fly back to its closed position and be firmly closed. 4.2.6 Hinge--The hinge shall be such as to satisfy the requirements in 4.2. It should not have sharp edges to harm the user. It should be fitted such that the door can be taken out for maintenance. 4.2.7 Handle-There should be a handle fixed properly to the door for operating the hopper door. * 5. COLLECTION CHAMBER JI 5.1 Location -The collection chamber shall be situated at ground level. 5.2 Capacity --If the refuse is discharged directly on the floor of the collection chamber; the capacity is designed on the quantity of refuse ex- pected from the chute between two consecutive clearings. It may be recommended to provide a minimum capacity of 0’054 m3/family or apartment per day. In the case of chutes serving small number of apart- ments, the minimum size of the collection chamber shall be 1.2 x 1.2 x 1-g m in order to facilitate providing trolley and easy cleaning of’the chamber. In case of proposals to collect refuse directly into a wheeled receptacle the capacity of the chamber should be sufficient to accommodate as many containers as would be necessary. In that case, a mild steel container suita.bly protected against corrosion or a container of any other suitable material may be used. If more than one container is in use, the minimum clearance of 15 cm between the container will be necessary. Normally the height of chute bottom above the top of the container shall be about 30 cm in order not to allow any refuse to spill on the floor of-the chamber. It will be preferable to provide a minimum head- room of 2 m for the collection chamber to facilitate easy entry into it. 5.3 Construction-The walls and roof of the chamber shall be ,+ constructed of brick masonry or any non-combustible material. The door should be of steel or any fire resistant material. The door fitting should be properly done with the provision of rebate and reveals in the opening so as not to allow any gas or fume to escape. The inner surface of the I walls, the floor and the ceiling should be plastered with cement mortar in order to provide a smooth finish. Preferably the chamber may be lined with glazed tiles for better cleaning and upkeeping. The junctions of the walls with each other and with the floor shall be smoothly rounded off to prevent lodging of dust and refuse. 7IS:6924-1973 r CAST IRON FRAME SECTION XX A - Mouth B-Throat FIG. 2 TYPICAL INLET HOPPER 8IS : 6924 - 1973 5.4 Cleating and.Maintenance - Provision of water tap in the vicinity and drainage facility with a trapped gully shall be made in order to arrange for periodic cleaning of the chamber. 5.5 Shutter-There should be a cut-off plate or shutter at the chute bottom in order to close off the chute at the time of handling refuse in the chamber or while cleaning. The shutter shall be made of sheet iron slid- ing horizontally inside angle-iron rebates. These should be made non-corrodible with proper painting. 5.6 Lighting - Adequate artificial light should be provided in the chamber with its control switch located on the outside wall near entrance. 5.7 Access -There shall be easy access to the chamber Car the cleaners and refuse collectors. There should be a well paved pathway leading to the collxtion chamber from the nearest road in.order lo facilitate easy transport of refuse at site. APPENDIX A ( czause 3.1 ) METHOD OF CALCULATION OF TOTAL REFUSE AND GUIDE LINES FOR DETERMINING NUMBER OF CHUTES AND SIZE OF COLLECTION CHAMBER Quantity of domestic refuse Quantity of refuse - 680 g/capita/day ( average of Bomba), survey ) Density of refuse = 240 kg/m” 1000 Volume of refuse/capita/day = so x ~~0 = 2’83 litres Assuming that a family residing in a flat would consist of an average of 6 members plus 2 servants, the average volume of refuse per family would be 2’83 x 8 = 22.64 litres/day, or say 0’027 ms/day. Example: To consider a multistoreyed building of 20 flats with 2 flats per floor. Refuse/flat : O-027 ma/day. (Th is is to be ascertained from the local municipality. ) a) No. of C/&es 1) To be decided on convenience to the user; and 2) To be decided on the total number of containers, if used in the collection chamber. 9<j ------------ IS:6!324-1973 Assuming that individual hopper system will be convenient to the residents, the number of chutes will be two. To provide ftir irregularity in municipal refuse cleaning service, collection chamber be designed to accommodate 2 days refuse. Hence, volume of refuse/clearing = O-027 ma x 20 flats x 2 days = 1.08 ms As there are two chutes, capacity for each collection chamber will be 1.08 __ - 0’54 m3 2 However, a chamber of size 1.2 x 1’2 x 2 m will be necessary as a minimum requirement. b) Zf containers are to be used in the collection chamber: Container size = 0’9 m dia x 1’3 m high of capacity of 0826 ma Volume of refuse/clearing = 0’54 ma Number of containers/chute = one The above collection chamber size will be adequate. / I 10 /iI lS:6924-1973 Assuming that individual hopper system will be convenient to the of residents, the number chutes will be two. To provide far irregularity in municipal refuse cleaning service, collection chamber be designed to accommodate 2 days refuse. Hence, volume of refuse/clearing = 0’027 ms x 20 flats x 2 days = 1.08 ms As there are two chutes, capacity for each collection chamber will be l-08 r) = 0’54 m3 H:wever, a chamber of size 1.2 x 1’2 x 2 m will be necessary as a minimum requirement. b) If containers are to be used in the collection chamber: Container size = 0’9 m dia x 1.3 m high of capacity of O-826 ms Volume of refuse/clearing = 0.54 ma Number of containers/chute = one The above collection chamber size will be adequate. 10
1838_2.pdf	IS : 1838 ( Part 2 ) - 1984 hdian Standard SPECIFICATION FOR PREFORMED FlLLERS FOR EXPANSION JOINT IN CONCRETE PAVEMENT AND STRUCTURE ( NON-EXTRUDING AND RESILIENT TYPE ) PART 2 CNSL ALDEHYDE RESIN AND COCONUT PITH ( Second Reprint JUNE 1996 ) UDC 625.848.074:624.078.38 r ii BUREAU OF INDIAN STANDARDS MAFJAKB HAVAN, 9 BAHADUR SHAH ZAFAR MARG NEW DELHI llooo2IS t 1838 ( Part 2 ) - 1984 Indian Standard SPECIFICATION FOR PREFORMED FlLLERS FOR EXPANSION JOINT IN CONCRETE PAVEMENT AND STRUCTURE ( NON-EXTRUDING AND RESILIENT TYPE ) PART 2 CNSL ALDEHYDE RESIN AND COCONUT PITH Building Construction Practices Sectional Committee, BDC 13 Chairman SEBI C. P. MALIE C-4/38, Safdarjung’DeveIopment Area, New Delhi 110016 Mtmbtrs Reprtstnfing SHR~ P. D. AQARWAL Public Works Department, Government of Uttar Pradesh, Lucknow SBRI R. K. MATHUR ( Afttrnolt ) SHRI D. R. BATLIVALA Bhabha Atomic Research Centre, Bombay SHRI B. K. &AKRABORTY Housing and Urban Development Corporation Ltd, New Delhi SBRI S. M. Gem. ( Alternat.. ) CEZE~FE NGINEER( B~nos ) Public Works Department, Government of Tamil Nadu, Madras SUPIRINTENDINQ EN~ZNE~B ( SPECIALB UILDINGC IRCLE) ( Alttrnalt ) CHIEB ENGINEER-CU~&AD~ITIONAL Public Works Department, Government of SEORETARY( BR ) Rajasthan, Jaipur EXECUTIVEE NQINEER( Allttnalt ) CHIEF ENQINEER( TRAINING ) Central Public Works Department, New Delhi SIJPERINTENDINQ E~QZ~EER TRAINING ) ( Ahtmatt ) SHRI d . DEVARAJAN Engineer-in-Chief’s Branch, Army Headquarten, New Delhi SBRZ A. V. GOPAL~RISHNA ( Alftrnatt ) DIRECTOR,A RCBITECTWRE Research, Designs and Standarda Organization ( Ministry of Railways ), Lucknow JOINT DIRECTOR,A RCEITECTURE ( Alttrnatt ) ( Conhuttd on )np 2 ) I Q Co&vight 1985 BUREAU OF INDIAN STANDARDS ‘f’h3a publkatiOa is protected under the Indian Coplrish: Act ( XIV of 1957 ) and reproduction in whole or iu part by any meam except with written permission of the mWnhez WI be deemed to be an infringement of copyright under the said Act.IS : 1838 ( Part 2 ) - 1984 ( Continwdfifrom page 1 ) Members Represenfing SHRI S. S. GlLL Public Works Department, Government of Punjab, Chandigarh SHRI M. KARTIEA.YAN Builders’ Association of India, Bombay SHRI R. L. KIJMAR Institution of Surveyors, New Delhi SHRI G. V. PATWARD~AN ( Alternate ) SIIRI M. 2. KIJRIEN Tata Consulting Engineers, Bombay SHRI 6. K. MAJTJMDAR Hindustan Prefab Ltd, New Delhi SHRI H. S. PASRICHA ( Alternate ) SHRI R. C. MANUAL Cen;~~r~e~lding Research Institute ( CSIR ), SHRI J. S. SHARYA ( Alternate ) SHRI B. V. B. PA1 Concrete Association of India, Bombay SERI P. SRINIVASAN ( Alternate ) SHRI P. K. PANDARE State Bank of India, Bombay SHRI K. S. PRTJTHI Forest Research Institute and Colleges, Dehra Dun SHRI S. G. RANADIVE Indtan Institute of Architects, Bombay SHRI RUMMY SHROFB ( Alternate) REPRESENTATIVE Bureau of Public Enterprises, Ministry of Finance REPRESENTATIVE Central Road Research Institute, New Delhi REPRESENTATIVE Life Insurance Corporation of India, Bombay DEPUTY CEIEF ENGINEER ( NORTH )( Alternate ) SHRI K. S. SRINIVASAN National Buildings Organization, New Delhi DEPUTY DIRECTOR ( Alternate ) SHRI SUSHIL KUNAR National Buildings Construction Corporation Ltd, New Delhi SHRI S. R. TAXBE Public Works 8-zH ousing Department, Bombay SHRI B. T. UNWALLA The Institution of Engineers ( India ), Calcutta SERI G. VENKATESULU Ministry of Shipping & Transport ( Roads Wing ) SHRI M. V. SASTRY ( Alternate ) SHRI G. RAMAN, Director General, IS1 ( Ex-oficio Member ) Director (Civ Engg ) Secretary SHRI A. K. SAINI Assistant Director ( Civ Engg ), IS1 Joints in Structure Subcommittee, BDC 13 : 14 Convener San1 HARISE CHANDRA Central Public Works Department, New Delhi Members SIZJRJI . P. BAJAJ Institution of Surveyors, New Delhi LT-COL C. T. Cna~r Engineer-in-Chief’s Branch, Army Headquarters, New Delhi SHRI R. C. P. CHOIJDHARY Engineers Irdia Ltd, New Delhi SHRI K. N. SINHA ( Allernate) Sam DATTA MALIK Indian Insti.tute of Architects, Bombay ( Continued on page 6 ) 2IS : 1838( Part2)-&984 Indian Standard 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 0. FOREWORD 0.1 This, Indian Standard ( First Revision ) was adopted by the Indian Standards Institution on 28 May 1984, after the draft finalized by the Building Construction Practices Sectional Committee had been approved by the Civil Engineering Division Council. 0.2 Joints are required in concrete roads and runways to relieve stresses developed in the slab by temperature and moisture changes. To provide an even riding surface these joints must be filled and at the same time the materials used for filling should permit expansion and contraction of concrete slab. This standard covers use of CNSL aldehyde resin and coconut pith as preformed fillers. Use of bitumen-impregnated fibre is covered in IS : 1838 ( Part 1 )-1983. 0.3 To make the joint effective it is also necessary to prevent the ingress of water or grit down the joint. This is achieved by using a sealing compound over the joint filler. The requirements of sealing compound are covered by IS : 1834-1984t. 0.4 This Indian Standard is based on the work done by the Central Building Research Institute, Roorkee. 0.5 For the purpose of deciding whether a particular requirement of this standard is complied with, the final value, observed or calculated, expressing the result of a test or analysis, shall be’rounded off in accor- dance with IS : 2-1960$. The number of significant places retained in the rounded off value should be the same as that of the specified value in this standard. Specification for preformed fillers for expansion joint in concrete pavement and structure ( non-extruding and resilient type): Part 1 Bitumen-impregnated fibre ( Jirsr rmision) . TSpecificationf or hot a plied sealing corn ounds for.j oint in concrete (fist r& ). $Rules for rounding of p numerical values P raised ). 3IS : 1838 ( Part 2 ) - 1984 1. SCOPE 1.1 This standard specifies the material, manufacture, properties and tests for CNSL aldehyde resin and coconut pith based fillers for expansion joints in concrete roads, runways, bridges and other structures. 2. MATERIAL 2.1 Cashewnut Shell. Liquid ( CNSL ) - Aldehyde Resin - Materials required ‘are CNSL ( see 1s : 840-1964* ), phosphoric acid ( see IS : 6818- 1973? ), paraformaldehyde ( see IS : 5271-19i8$ ), calcium hydroxide [ see IS : 1540 ( Part 2 )-19785 1, fulfuraldehyde and rubber latex. 2.2 Coconut Pith - Dry coconut pith and baby fibre are used as fillers. These are bye products of coir industry. 3. MANUFACTURE 3.1 CNSL is polymerized by heating in presence of acid to a suitable consistency. The polymerized liquid is mixed with coconut pith, calcium hydroxide and hardeners - paraformaldehyde and furfuraldehyde in suitable proportions. The mixture is filled in wooden mould and consolidated by pressing to a density of about 450 g/mms. Slabs of 12 mm thickness are made from this and allowed to harden to achieve sufficient strength Hardening may be accelerated by curing in a warm chamber. The of flexural strength slabs may be increased by replacing part of filler by baby fibre and crumbling under compression may be reduced by incorporating suitable proportions of rubber latex. 4. PROPERTIES 4.1 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. 4.2 Recovery - When tested in accordance with IS : 10566-198311, the specimen shall recover at least 70 percent of its thickness before the test. 4.3 Compression - The load required to compress the test specimen ( see IS : 10566- 198311 ), IO 50 percent of its thickness before test, shall be 0.7 to 5.3 N/mms . The material after compression shall not show a loss of more than 5 percent of its original mass. : ‘2. Specification for cashewnut shell liquid (CNSL) ( revised ). ,. Wode of safety for phosphoric acid. $Specification,for paraformaldehyde. &Specification for quick lime and hydrated lime for chemical industries: Part 2 Hydrated lime ( second r&ion ). [IMethod of test for preformed fillers for expansion joints in concrete paving and structural construction. 4IS:1838(Part2) -1984 4.4 Extrusion, - When tested in accordance with IS : 10566-1983, with three edges restrained; and compressed to 50 percent of its thickness before test, the eptrusion of the edge of the test specimen shall not exceed 6.5 mm. 4.5 Weathering - When tested in accordance with IS : 10566-1983, test specimen shall show no disintegration. 5. DIMENSIONS 5.1 The dimensions of fillers shall conform to those as specified in contract or order. 5.2 Tolerances of f2.5 mm on thickness, &5 mm on depth and f7.5 mm in length shall be permitted. 6. MARKING 6.1 The packages shall be marked with the manufactuer’s name or trade- mark, iP any and size. 6.2 BIS Certification Marking The product may also be marked with Standard Mark. 6,2.1 The use of the Standard Mark is governed by the provisions of Bureau of Indian Standards Act, 1986 and the Rules and Regulations made thereunder. The details of conditions under which the licence for the use of Standard Mark may be granted to nianufacturcrs or producers may be obtained from the Bureau of India11 Standards. 7. SAMPLING 7.1 Plumber of Samples - One representaive sample shall be selected from each lot of 100 m2 of the material having same thickness. The sampling shall be done at random. 7.2 Size of Sannple - Each sample shall consist of sufficient material so that five test pieces measuring 100 x 100 mm could be obtained. 7.3 Tests -- All the test pieces as selecttd in 7.2 shall be subjected to physical requirements as specified in 4i The sample shall also be tested for dimensions and tolerances ( see 5 ). The lot shall be accepted if all the five test pieces meek the physical and dimensional requirements; otherwise not. Method of test for preformed fillers for expansion joints in concrete paving and i structural construction. 5IS:1838(Part2)-1984 ( Continued from page 2 ) Members Representing SHEI P. S. GOEHALE Gammon India Ltd, Bombay SHRI K. RAJAQOPALAN ( Alternate ) SHRI G. B. JAHAOIRDAR National Industrial Development Corporation Ltd, New Delhi SHRI M. P. JAISINQH Cent;~or~~~lding Research Institute ( CSIR ), SHRI R. K. JAIN ( Alternate) SHRI S. R. KULKARNI M. N. Dastur & Company ( P ) Ltd, Calcutta Suer D. B. GROSH ( Alfernate) DR M. NAYAK Concrete Association of India, Bombay SRRI P. SRINIVASAN ( Allernate ) &CR1 Y. R. PHULL Central Road Research Institute, New Delhi SHRI K. L. SETHI ( Alternate ) SERI R. V. RAPAXURTHY Directorate General, Border Roads, New Delhi Srtnr R. P. SETH ( Alternate ) SHRI S. SEETHARAXAN Ministry of Shipping & Transport ( Roads Wing ) SHRI PRAFULLA KUXAR ( Altern ate ) SHRI T. M. SHAH Tirath Ram Ahuja Pvt Ltd, New Delhi SHRI J. P. GUPTA ( Ahernate ) SHRI K. S. SRINIVASAN National Buildings Organization, New Delhi SHRI A. K. LAL ( Alternate ) SHRI SUSHIL KUMAR Natpwl B&ing Construction Corporation Ltd, e i SHRI DALJIT SINGE ( Alfernafe) , SUPERINTENDINO SURVEYOR OB Central Public Works Department, New Delhi WORKS ( CZ ) SURVEYOR OF WORKS ( CZ ) ( Alternate ) 6BUREAU OF INDIAN STANDARDS Headquarters: Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002 ’ Telephones: 331 01 31, 331 13 75 Telegrams: Manaksanstha ( Common to all Offices ) Regional Offices: Telephone Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, 331 01 31 NEW DELHI 110002 331 13 75 I Eastern : 1 /14 C. I. T. Scheme VII M, V. I. P. Road, 36 24 99 Maniktola, CALCUTTA 700054 Northern : SC0 445-446, Sector 35-C, 21843 CHANDIGARH 160036 3 16 41 I 41 24 42 Southern : C. I. T. Camous. MADRAS 600113 I 41 25 19 . 141 2916 twestern : Manakalaya, E9 MIDC, Marol, Andheri ( East ), 6 32 92 95 BOMBAY 400093 Branch Offices: ‘Pushpak’. Nurmohamed Shaikh Marg, Khanpur. 2 63 48 AHMADABAD 380001 I 2 63 49 SPeenya Industrial Area 1st Stage, Bangalore Tomkur Road 38 49 55 BANGALORE 560058 I 38 49 56 Gangotri Complex, 5th Floor, Bhadbhada Road, T. T. Nagar, ’ 6 67 16 BHOPAL 462003 PlotNo..82783. Lewis Road. BHUBANESHWAR 751002 5 36 27 531’5. Ward No. 29, R.G. Barua Road, 5th Byelane, 3 31 77 GUWAHATI 781003 5-8-56C L. N. Gupta Marg ( Nampally Station Road ), 23 1083 HYDERABAD 500001 63471 R14 Yudhister Marg. C Scheme, JAIPUR 302005 1 6 98 32 21 68 76 1!7/418 B Sarvodaya Nagar, KANPUR 208005 I 21 82 92 Patliputra Industrial Estate. PATNA 800013 6 23 05 T.C. No. 14/l 421. University P.O.. Palayam 16 21 04 TRIVANDRUM 695035 1621 17 inspection Offices ( With Sale Point ): Pushpanjali. First Floor, 205-A West High Court Road, 2 51 71 Shankar Nagar Square, NAGPUR 440010 fnstitution of Engineers ( India ) Building, 1332 Shivaji Nagar, 5 24 35 PUNE 411005 So188O ffice in Calcutta is at 5 Chowringhre Approach, P. 0. Princep 27 68 00 Street. Calcutta 700072 tSeles Office in Bombay ir at Novelty Chambers, Grant Road, 89 66 28 Bombay 400007 SSa1e.s Office in Bangalore is at unity Building, Narasimharaja Square, 22 36 71 Bangalore 560002 Reprography Unit, BIS, New Delhi, India
1395.pdf	’ It6 : 1395.1982 Indian Standard SPECIFICATION FOR LOW AND MEDIUM ALLOY STEEL COVERED ELECTRODES FOR MANUAL METAL ARC WELDING Third Revision ) ( i Welding General Sectional Committee, SMDC 14 Chairman Representing SEP.I A. K. BHATTACHARYYA Ministry of Railways Members CHEMIST & METALLURQIBT-I, RDSO, LUOKNOW ( Alternate I to Shri A. K. Bhattacharyya ) PRODUCTION EN~INIZER, ICF, MADRAS ( Alternate II to Shri A. K. Bhattacharyya ) San1 J. K. AHLUWALIA Stewarts & Lloyds of India Ltd, Calcutta San1 T. K. BASU ( Alternate ) SHEI S. BALASUBRAHMANYAM Binny Ltd, Madras SHRI K. BALMANOHAR Hindustan Shipyard Ltd, Vishakhapatnam SHRI R. V. KALE ( Alternate ) SHRI S. K. BASU Indian Oxygen Ltd, Calcutta SHRI R. BANERJEE ( Alternats) SHRI S. N. BASU Directorate General of Supplies and Disposals, New Delhi SHRI S. BHATIA Peico Electronics & Electricals Ltd, Bombay SHRI E. K. VENKATARA~~AN~( Alternate ) SHRI J. N. BHATTACHARYYA National Test House, Calcutta SHRI K. L. BARUI ( Alternate ) SHRI S. K. BURMAN M. N. Dastur & Co Pvt Ltd, Calcutta SHRI D. B. GHOSH ( Alternate I ) SHRI B. B. Ssna ( Alternate II ) SHBI S. C. DEY Central Boilers Board, New Delhi SHRI C. C. GIBOTRA Assogey;,n of Indian Engineering Industry, New SHRI R. S. AWA~WAL (Alternate) (Continued on page 2 ) @ Cobyright 1982 INDIAN STANDARDS INSTITUTION This publication is protected under the Indian Copvright Act ( XIV of 1957) and reproduction in whole or in part by any means except with written permission of the publisher shall be deemed to be an infringement of copyright under the said Act.is: 1395 - 1982 ( Continuedfrom @age 1 ) Members Repesenting SHRI V. GUJRAL Indian Iron & Steel Co Ltd ( SAIL ), Burnpur SEIRI D. S. HONAVAR D & H Secheron Electrodes Ltd, Indore SHRI S. R. JANA ( Alternate) SHRI R. KRISHNAMTJRTHY Bharat Heavy Electricals Ltd, Hyderabad SHRI N. K. SETHI ( Alternate I ) SHRI K. POORANCHANDRAR AO ( Alternate II ) SHRI A. V. MULAY Tata Engineering and Locomotive CO Ltd, Jamshedpur SHRI P. S. JOSHI ( .Alternate ) SHRI N. MUM MOOXTHY Eneineer-in-Chief’s Branch, _ Armv. Headquarters SHRI M. K. TADANI ( Alternate ) y SARI K. M. POLE Walchandnagar Industries Ltd, Walchandnagar SHRI G. D. APTE ( Ahnate ) SHRI H. L. PRABHAKAR Larsen & Toubro Ltd, Bombay SHRI J. K. NANDA ( Alternate ) SHRI J. R. PRASHER Engineers India Ltd, New Delhi ,, SHRI B. RAMASWAMY Indian Hume Pipes Co Ltd, Bombay SHRI S. A. VIJAY KEERTHI ( Alternate ) DR V. RAMASWAMY Research and Development Centre for Iron and Steel ( SAIL ), Ranchi DR S. K. CHOUDHURY ( Alternate ) SHRI P. B. RAO Ministry of Defence ( DGI ) SHKI A. L. LALA ( Alternate ) SHRI V. S. G. RAO Department of Atomic Energy, Bombay SRRI L. M. TOLANI ( Alternate ) SHRI A. P. SANYAL Bharat Heavy Plate and Vessels Ltd, Vishakha- patnam SHRI R. D. PENNATHUR ( Alternate ) SHRI R. SARAN~ARAJAN Directorate General of Technical Development, New Delhi SHRI S. K. BHATIA ( Alternate ) SHRI G. S. SETHI Directorate General of Employment and Training, New Delhi SHRI P. P. SHRIVASTAVA Bokaro Steel Plant { SAIL ), Bokaro SHRI ANIL PANDYA ( AZternute ) SHRI S. G. N. SWAMY Mukand Iron & Steel Works Ltd, Bombay SHRI R. K. SRIVASTAVA ( Alternate ) SHRI H. K. TANEJA Indian Register of Shipping, Calcutta SHRI S. CHANDRA ( Alternate ) SHRI J. R. UPADHYAY Apar Private Ltd, Bombay SHRI PATWARDHAN ( Alternate ) SHRI P. S. VISVANATH Advani-Oerlikon Ltd, Bombay SHRI C. R. RAMA RAO, Director General, IS1 ( Ex-o&cio Member ) Director ( Strut & Met ) Secreturg SHRI P. DAKSHINA MURTY Deputy Director ( Metals ), IS1 ( Continued on page 37 ) 2IS t 1395 - 1982 lndian Standard SPECIFICATION FOR LOW AND MEDIUM ALLOY STEEL COVERED ELECTRODES . FOR MANUAL METAL ARC WELDING / Third Revision) 0. FOREWORD O.,l This Indian Standard ( Third Revision ) was adopted by the Indian Standards Institution on 11 May 1982, after the draft finalized by the Welding General Sectional Committee had been approved by the Structural and Metals Division Council. 0.2 This standard was first published in 1959 under the title ‘ Specification for molybdenum and chromium-molybdenum-vanadium low alloy steel electrodes for metal arc welding ’ and was subsequently revised in 1964 and 1971. 0.3 In recent years, there has been a considerable increase in the indus-. trial usage of the molybdenum and chromium-molybdenum steel electrodes intended for use at elevated service temperatures and a growing use of nickel steel and other low alloy steels for service applications at low ambient temperatures. 0.4 This revision covers a wide variety of low and medium alloy steel covered electrodes which were not included in the earlier standard, but which are being manufactured indigenously and having industrial standardization. The title of the standard has also been changed accordingly. 0.5 The practice of using an appropriate alloyed core wire or mild steel core wire with alloying elements added in the coating in the manufacture of low alloy electrodes is prevalent in different parts of the world. 0.5.1 When the transfer of alloying elements from mild steel cored electrodes with alloys added to the coating is intended, extreme care is necessary to ensure that the electrode flux covering is intact during striking, restriking of arc and fusion, A synthetic electrode with damaged coating will not provide uniform alloy recovery. It is, therefore, recom- mended that individual electrode manufacturers clearly mention in their 3ISr1395-1982 product leaflets about the two variants of electrodes, for example, synthetic type and alloyed core wire type. 0.6 This standard keeps in view the manufacturing and trade practices followed in the country in the field. Assistance has also been derived from the following publications: AWS: A-5.5-1969 Specification for low-alloy steel covered arc- welding electrodes, America1 Welding Society, BS 2493- 1971 Specification for low-alloy steel electrodes for manual metal arc welding. British Standards Institution. IS0 3580-1975 Covered electrodes for manual arc welding of creep resisting steels - Code of symbols for identification. International Organization for Standardization. 0.7 For the purpose of deciding whether a particular requirement of this standard is complied with, the final value, observed or calculated, expressing the result of a test or analysis, shall be rounded off in accordance with IS : 2-1960. The number of significant places retained in the rounded off value should be the same as that of the specified value in this standard. 1. SCOPE 1.1 This standard covers the requirements for low and medium alloy steel covered electrodes for manual metal arc welding. The range of electrodes covered in this standard and the chemical composition of all weld metal have been given in Table 1. 2. TERMINOLOGY 2.1 For the purpose of this standard, the definitions given in IS : 812- 1957t shall apply. 3. SUPPLY OF MATERIALS 3.1 General requirements relating to supply of electrodes shall be as laid down in IS : 1387-1967:. 4. CLASSIFICATION 4.1 Electrodes are classified in the following order on the basis of the usability characteristics, the mechanical properties of the deposited weld metal, type of flux covering as well as the chemical composition of the deposited weld metal ( see Tables 1 and 4 ) and recommended welding positions and current conditions. Rules for rounding off numerical values ( revised ). +Glossary of terms relating to welding and cutting of metals. $General requirements for the supply of metallurgical materials (&t revision ). 4IS : 1395-1 982 TABLE 1 CHEMICAL COMPOSITION OF ALL WELD METAL DEPOSlT* ( Clauses1 .1, 4.1, 10.1 and 13.5 ) IS CONSTITUENT,P ERCENT CLASSIBICATION~ --------- -_--_-__-h----------__~~_~~~~~_~~ ” Carbon Manganese Phosphorus Sulphur Silicon Nickel Chromium Molybdenum Vanadium- Carbon-Molybdenum Steel Electrodes E49C-Al 0.10 0.35 Min 0.030 0.030 0.35 - - O-40-0-65 - E49R-Al 0.10 8:;: $!! 0.030 0.030 035 - O-40-0.65 - E490-Al 0.10 0.030 0.030 0.35 - - 0.40-0.65 - E49 B - Al 0.10 0.90 0.030 0.030 080 - - 840-0.65 - Chromium Molybdenum Steel Electrodes E55R-Bl 0.10 0.35 Min 0.030 0.030 0.45 - 0.40-0.65 0.40.0.65 0.50 E55 B - Bl 0.10 o-90 0.030 0,030 0.80 - 0.40-0.65 0.40-0.65 0.50 E55R- B2 0.10 0.35 Min 0.030 0.030 0.45 - 1.00-l-50 0.40-0.65 - E55 R - BZL 0.05 0.35 &tin 0.030 0.030 045 - I’OO-I.50 0.40-0.65 - E55 B - B2 0.10 0.90 0.030 0.030 0.80 - 1~00-1-50 O-40-0.65 - E55 B - B2L o$l5 o-90 0.030 0.030 0.80 - 1.00-l-50 0’40-0.65 - E63R-B3 o-10 0.35 Min 0.030 0.030 0.45 2’00-2.50 0.90-1.20 - E63 R - B3L 0.05 0.35 Min 0.030 0.030 0.45 1 200-2.50 090-1.28 - E63 B - B3 0.10 0.90 0.030 0.030 0.80 - 2.00-2.50 O-90-1.20 E63 B - B3L 0.05 O-90 0.030 0.030 0.80 - 2 00-2’50 0.90-1.20 - E55B-B4 0.10 0.90 0.030 0.030 l-00 - 1.75-2.25 048-0.65 - E55 B - B4L o-05 0.90 0.030 0.030 l-00 1.75-2.25 0.40-O-85 E55 B - B5 0.10 040-0.70 0030 0.030 030-0.60 = 0.40-0.60 1.00-1.25 0.10 E55 B - B5L 0 05 040-0.70 0.030 o-030 0’30-0.60 - 0.40-0.60 1.00-l-25 0’10 E4lR-B6 0’10 0030 0.030 090 0’40 4.0-6.0 0’45-0.65 E41 R - B6 o-10 ::fj 4’0-6.0 0.45-0.65 - E4lR- B7 0.10 00..003300 00..003300 0o.-9900 812 6.0.8.0 O-45-0.65 E41 B - B7 0.10 ;:x 0.030 0030 0’90 0.40 6.0-8.0 O-45-0.65 - E4lR-B8 0.10 1.0 0.030 0.030 0.90 0.40 80-10.5 0.85-1’20 E41 B - B8 0.10 l-0 0.030 0.030 0.90 0’40 8.0-10.5 0.85-l-20 Nickel Steel Electrodes E55 B - Cl 0.10 1.20 O-030 0.030 0.80 2.0 -2.75 - E55 B - C2 o-10 1.20 0.030 0.030 0.80 3.0 -3.75 E55 B - C3 0.10 040-1’25 0.030 0.030 0.80 0~80-1~10 0.15 0.15-1-35 Mauganese Molybdenum Steel Electrodes I563 B - Dl o-10 l-25-1-75 0.030 o-030 0.80 - O-25-0-45 - E68 B - D2 0.10 1-65-2’00 0.030 0.030 0.80 - - O-25-0.45 All other Alloy Steel Electrodes EX C-G1 0.10 1-O Minx 0.030 o-030 @50 Mw$ 0.30 Min$ 0.20 Minx 810 Min$ EX R-G1 0’10 l-0 Mint 0.030 0.030 ;:;$ O-50 Minx 0.30 Minx 0.20 Mint O-10 Minx EXO--1 0.10 1-O Min$ 0.030 o-030 O-50 M{n$ O-30 Min$ 0.20 Min$ 0.10 Min$ EX B-G1 0.10 1-O Mint 0’030 0.030 ;:;g 830 M:n$ O-10 Min$ E63 B - Ml 0.10 O-60-1-25 0.030 0.030 0~60-0’80 ye’; ; -y 8; t 0’15 ?I% Minz 0’05 E68 B - M2 o-10 O-75-1-70 0030 0.030 0’60~0.80 1’40-2’10 O-35 0.25-0’50 0.05 E76B- M3 o-10 130-l-80 0.030 0.030 060-060 1.25-5.00 0.25-0.50 0.05 E83B-MM4 0.10 l-30-2-25 0.030 0.030 0’60-0.80 l-75-580 o-30-0.55 0.05 NOTE I- Single values shown are maximum percentages, except where otherwise specified. NOTE 2 - The letters ‘ X ’ used in this table stand to show the strength levels of various electrode types. For determining the chemical composition of the weld metal, the electrode should be used with dc, the electrode being negative. TSuffixes Al, B2, Cl, etc, designate the chemical composition of the electrode weld metal. $In order to meet the alloy requirements of the G group, the weld deposit need have the minimum as specified in the table, of only one of the elements listed. 5As in the Original Standard, this Page is Intentionally Left BlankIS : 1395 - 1982 4.1.1 Part One - Prefix letter E indicates the suitability of the elect- rodes for manual metal arc welding. 4.1.2 Part Two - Minimum tensile properties of the weld metal are indicated by two digits as follows: Digits 41 49 55 63 68 76 83 Tensile strength, 410 490 550 630 680 760 830 Min, MPa 4.1.3 Part Three Type of Flux Covering - The type of flux covering is indicated by a letter symbols as follows: Letter Flux Covering of Type C Cellulosic R Rutile ( medium coated ) 0 Oxidizing B Basic The characteristics of these types of flux covering are given in Appendix A. 4.1.4 Part Four Chemical Comjosifion - The electrodes are divided into six groups A, B, C, D, G and M followed by a digit,and/or a digit and a letter L ( in cases where low carbon deposits are required ) to indicate the chemical composition group and sub-groups as shown in Table 1. 4.1.5 Part Five - The fifth part of the classification system comprises of a one digit code indicating the different positions of welding in which the electrode can be used: Symbol Position(s) of Welding 1 All positions 2 All positions except vertical down 3 Flat butt, flat fillet, horizontal/ vertical 4 Flat butt, flat fillet 5 Similar to 3, and recommended for vertical downward 4.1.6 Part Six - The sixth part is a symbol for the welding character- istics of the electrodes. 7ts : 1395 - 1982 4.1.6.1 The welding current and open circuit voltage are symbolized by a digit as given below corresponding to the characteristics of the weld- ing equipment required in order to ensure work 4n g conditions free of incidents, such as instability or interruptions of the arc: Symbol Direct Current Recommended Alternating Current Minimum Polarity Open-Circuit Voltage, V 0 + (See Note 1) + or - 50 50 + 50 + or - 7’0” + 70 + or - 90 90 I 90 NOTE 1 - Symbol reversed for electrodes used exclusively on direct current. NOTE 2 - Positive polarity +, negative polarity -. The open circuit voltage necessary for striking the arc varies accor- ding to the diameter of the electrode. A reference diameter is required for symbolization. The current conditions given above applies to elect- rode diameters greater than or equal to 2.5 mm. If electrodes of smaller diameter are used, a higher voltage may be necessary. The frequency of the alternating current is assumed to be 50 or 60 Hz, The open-circuit voltage necessary when electrodes are used on direct current is closely related to the dynamic characteristics of the welding power source. Consequently no indication of the minimum.open- circuit voltage for direct current can be given. 4.1.7 Part Seven - The following suffixes shall be used to indicate the presence of iron powder and the metal recovery: Fe Iron powder covering giving metal recovery of minimum 110 percent J Iron powder covering giving a metal recovery of 110 to 130 percent K Iron powder covering giving a metal recovery of 130 to 150 percent L Iron powder covering giving a metal recovery of over 150 percent 8t!s I 1395 -1981 4.1.8 Example of a complete coding: E 55 R B2L 2 3 Fe E 55 R B2L 2 3 Fe Iron powder electrode -Metal recovery 110 percent minimum -dc (+) or ac 50 V open circuit voltage All positions except vertical down Weld metal chemistry as given in Table 1 Rutile coated electrode Minimum tensile strength 550 MPa Electrode for manual metal arc welding 4.1.9 Any electrode classified under one classification shall not be classified under any other classification. 5. SIZE AND TOLERANCES 5.1 The designation and size of the electrode shall be as follows: Designation of the Electrode Size Diameter of the Electrode Core Wire mm 2 2.00 2.5 2.50 3-15 3.15 4 4.00 5 5.00 6.3 6.30 8 8.00 5.2 Tolerance on the specified diameter of the core wire of the electrode shall be f 0.05 mm. 918 t 1395 - 1982 5.3 Length - The length of various sizes of electrodes shall be as given below: Electrode Size Length mm 2 250 300 350 2.5 250 300 350 Above 2.5 350 450 5.4 The tolerance on the length of individual electrodes shall be f 3 mm. 6. GENERAL REQUIREMENTS 6.1 The gripping end of the electrodes shall be bare and clean to a length of 20 to 30 mm. 6.2 The arc striking end of the electrodes shall be sufficiently bare, the flux covering evenly tappered to permit easy striking of the arc. The distance from the arc end to the first point where the full cross section of the covering prevails shall in no case exceed 1 mm in synthetic type and low-hydrogen type electrodes. For non-low-hydrogen type coverings and where alloyed core wire is used, this distance shall not exceed a maximum of 1.5 mm. 6.3 Covering - The flux covering shall comply with the following requirements. 6.3.1 Strength - The covering shall be sufficiently strong to withstand without damage normal conditions of handling, storage and use. 6.3.2 Uniformity - The covering shall be uniform in outside diameter and in thickness. The tolerance permitted for uniformity of covering shall be such that maximum core-plus-one covering dimension ( see Fig. 1 ) shall not exceed the minimum core-plus-one covering dimension by more than: a) 5 percent of the mean of two dimensions for basic-coated electrodes, b) 4 percent of the mean of two dimensions for rutile and oxidi- zing types, and c) 3 percent of the mean of two dimensions for cellulosic type electrodes. 10IS : 1395 - 1982 CORE WIRE , FLUX COVERING A --B< -$j- (AfBl for flux covering Type ‘ B ’ , 2 &y A-B< ( A l B ) for flux covering Type ’ R ’ and ‘ Q’, A-B< m 3 _(-A. +B~) __ for flux covering Type ‘ C ‘. 2 where A = maximum core-plus-one covering dimension, and B = minimum core-plus-one covering dimension. FIG. 1 PERMISSIBLE TOLERANCE FOR FLUX COVERING 6.3.3 The covering shall fuse or burn evenly during welding. 7. SPECIFIC REQUIREMENTS AND TESTS 7.1 The following tests shall be carried out to demonstrate the chemical composition, mechanical properties, soundness of the weld metal and the usability of electrodes: a) Initial tests, b) Periodic check tests, and c) Production control tests. 7.2 Initial Tests - These are qualification or proving tests for a parti- cular type or modified types of electrodes, the initial tests shall comprise of all the requirements prescribed in Table 2 in addition to chemical analysis. 11IS : 1395 - 1982 TABLE 2 SUMMARY OF 1MECHANICAL TESTS REQUIRED ( Clause 7.2 ) IS ELECTRCDE RADIOQRAPHIO hpA0~ FILLET WELD CLASSIFICATIONt SIZE TEST $, 8 TEST i,% TEST 3, ** WELD METAL TENSION TESTk 11 4 and 5 Ftt Not required#t v, 0 E49C - X E55C - X ! 4and5 F Not required#$ v,o E63C-X / E68C-X J 4 and 5 F Not required$$ v, cl E49 -X 4.5 and 6.3 Not required$$ v, 0 E50B - X 1 4 FU H,HF E55B-X 1 E63B - X E68B-X ; 5 E76B-X 1 E: E83B- X J 6.3 H NOTE - Impact test for the classifications-not mentioned in this table may be carried out if agreed between the manufacturer and the user. For electrodes smaller than 4 mm, the results may be judged on the basis of 4 mm size. tThe letter suffix ‘ X ’ stands for the suffixes as Al, Bl, B2 etc ( see Table 1 ). fThe abbreviations F, V, 0, Hf indicate the welding positions in which the tests are to be conducted -F = Flat, V = Vertical, 0 = Overhead, H = Horizontal and Hf = Horizontal Fillet. &Ses 10.1.1 and 14 Radiographic test [ISee 10.1.2 and 15 All weld metal tension test $Yee 10.1.3 and 16 Impact test See 10.1,4 and 17 Fillet weld test WRadiographic test is not required for E4lRX and E4IBC classifications. $$Impact tests are required only for E55B-Cl, E55B-C2, E55B-C3, E63B-Dl E681LD2, E63B-Ml, E68B-M2, E76B-M3 and E83-M4 classifications. 7.3 Periodic Check Tests - These comprise a few of the tests selected from among the initial tests and are meant to be repeated at intervals to provide evidence that the electrodes currently produced possess the properties proved in the initial tests. Such tests shall be conducted at least once a year. These check tests shall not apply to the electrodes not manufactured during that period. When the' production of a type of electrodes after stoppage of production for more than 6 months is restarted, the periodic check tests shall be conducted. 12IS:1395-1982 7.3.1 The periodic check tests shall comprise of the following: a) Chemical analysis, b) Radiographic test, c) All weld tensile test, and d) All weld impact test. 7.4 Production Control - By means of a suitable system of control, the manufacturer shall satisfy himself that the composition and quality of all the electrodes currently produced are similar to those of the electrodes subjected to the initial tests ( see 7 and 10 ). He shall ensure that the result of production control tests and the date of manufacture is traced from the batch number or the relevant details, or both. 7.4.1 The manufacturer on request shall make available to the appro- ving and certifying authorities the records maintained for production control for ensuring that the composition and quality of all the electrodes currently produced are similar to those electrodes subject to initial and periodic check tests. 7.5 Additional Tests - Subject to agreement with the manufacturer the purchaser may request for additional tests to be made or certificates to be provided for each batch of electrodes supplied. If so, the tests and batch definition shall be agreed between the purchaser and the manufacturer. 8. PACKING AND STORAGE 8.1 The net mass of an individual bundle or carton of electrodes for manual operation shall not exceed 7 kg. 8.2 Electrodes shall be suitably packed to guard’against damage during transportation. The packing shall be suitable to ensure that under normal store room conditions, the electrodes shall, for a period of at least 6 months after the despatch from the manufacturer’s stores, be capable of giving results in accordance with the provisions of this standard and that if the flux covering is of a type requiring special protection during storage, the details of such special protection shall be furnished by the manu- facturer and reference to this should be included in the marking of the bundle or box of electrodes. The electrodes shall be stored in a dry store room. 8.3 Each bundle or package shall contain the manufacturer’s certificate guaranteeing that the electrodes therein comply with the physical and performance requirements set forth in this standard. 8.3.1 The batch of electrodes represented by the electrodes tested shall not be certified as complying with the specification unless the test results obtained satisfy the requirements specified and the manufacturer has performed tests at intervals in accordance with the requirements of the specification. 13IS : 1395 - 1982 8.3.2 If the marking on the bundle includes the IS1 Certification Mark ( see 8.4.1 ) the manufacturer’s certificate need not be included. 8.4 Marking - Each bundle or package of electrodes shall be clearly marked with the following information: 4 Classification ( see 4.1 and Table 1 ), b) Name of manufacturer, C) Trade designation of electrodes, d) Size and quantity of electrodes, 4 Batch number, NOTE - For the purpose of this standard, a batch is defined as being of the same dry mix, core wire and the same cast number. f ) Date of manufacture, d Recommended current range and polarity, h) Recommendations for special storage condition if required, and j> Any other significant information on characteristics or limitation on use. 8.4.1 The bundle or package of electrodes may also be marked with the IS1 Certification Mark. NOTE - The use of the ISI Certification Mark is governed by the provisions of the Indian Standards Institution ( Certification Marks ) Act and the Rules and Regulations made thereunder. The IS1 mark on products covered by an Indian Standard conveys the assurance that they have been produced to comply with the requirements of that standard under a well-defined system of inspection, testing and quality control which is devised and supervised by ISI and operated by the producer. IS1 marked products are also continuously checked by IS1 for’ confor- mity to that standard as a further safeguard. Details of conditions under which a licence for the use of the IS1 Certification Mark may be granted to manufacturers or processors, may be obtained from the Indian Standards Institution. 9. TEST RESULTS AND MANUFACTURER’S CERTIFICATE 9.1 On request, as evidence that the electrodes supplied comply with the requirements of this specification, the manufacturer shall produce the results of the most recent periodic check tests carried out within the preceding 12 months on the electrodes representative of the electrodes supplied. 9.2 If a test certificate giving the results of the initial tests carried out on the type of electrode supplied is requested, it shall be made available by the manufacturer ( see 7.5 ). 9.3 If required by the purchaser, the manufacturer shall furnish a test certificate by mutual agreement for each batch of electrode supplied ( see also 7.5 ). 1410. TEST REQUIREMENTS 10.1 In order to be classified under this specification, an electrode shall be capable of yielding the following test results, in addition to the chemical requirements prescribed in Table I. 10.1. l Radiographic Requirements 10.1.1.1 The completed radiograph shall be examined and shall meet the porosity acceptance standards prescribed in Table 3 and shown in Fig. 2. TABLE 3 RADIOGRAPHIC REQUIREMENTS IS CLA~SII~CATI~N+ RAJHOQRAPEIO STANDARD? EXXO - X Grade 1 EXXB - X > EXXC-X -I Grade 2 EXXR-X ] The letter XX following the prefix E used in this table stand for various strength levels and the letter suffix ‘ X ’ stands for the suffixes Al, B.2, C2, etc. tSee Fig. 2. 10.1.1.2 The radiographs of the test assembly shown in Fig. 3 and 4 shall reveal no inclusions, cracks or zones of incomplete fusion. 10.1.2 Tensile Strength and Ductility Requirements - The results of the all weld metal tension tests shall conform to the mechanical property requirements prescribed in Table 4. 10.1.3 Impact Requirements - The results of the impact tests shall conform to the impact property requirements prescribed in Table 5. .The results of the impact tests are assessed as detailed in 10.1.3.1. 10.1.3.1 The average xs of the results of the three impact tests shall be assessed as follows: &! Assessment J Up to and including 21 Requirement not fulfilled Including and over 27 Requirement fulfilled If the value of xs lies between 21 and 27 J three additional speci- mens for each set shall be prepared and tested, and the results added to those previously obtained to form a new average 2s. If the value of X? is 27 and over the electrodes shall be deemed to have fulfilled the requirements. If X? is less than 27 J further six specimens for each set shall be prepared and tested, and the result added to those previously obtained to form a new average -%. the value of which shall be not less than 27 J for the electrode to fulfil the requirements. 15IS: 1395 - 1982 10.1.4 Fillet Weld Test Requirements - The completed fillet weld test specimen shall be examined visually and the weld shall be free of cracks, The specimen shall be reasonably free of undercut, overlap, trapped slag and surface porosity. 10.1.4.1 The convexity ( of convex fillet welds, refer Fig. 7 ) shall be in accordance with the requirements of Table 6. The difference in length of the two legs of each fillet weld shall be in accordance with the require- ments of Table 6. 10.1.4.2 The two fractured specimens when examined visually shall be free of cracks. Incomplete fusion at the root of the weld shall not be greater than 20 percent of the total length of weld. In no case shall any continuous area of incomplete fusion be greater than 25 mm, in length as measured along the longitudinal weld axis. NOTE - The fillet weld test is not intended for the determination of surface porosity under the conditions normally encountered because variations in base metals, welding procedures, welders skill etc, will affect the porosity level. 10.1.5 Moisture TeeJt Requirements - Moisture test shall be carried out as specified in 18 to determine the moisture content of the flux coreing which shall not exceed the limits percent prescribed in Table 7. The test shall be conducted after the electrodes are dried as per electrode manu- facturer’s recommendations. 11. RETESTS 11.1 Where any test specimen fails to satisfy the test requirements, twice the number of the test specimens made for that test shall be prepared ( using electrodes from the same batch where possible ) and submitted to the tests in which failure occured. The electrodes shall not be accepted as having passed that test unless the tests on the additional specimens are satisfactory. 12. PARTICULARS OF TESTS 12.1 The test specified in 10 shall be conducted in accordance with the provisions contained in 13 to 18. 12.2 Parent Material For Tests 12.2.1 Steel to be used for test plates for chemical, radiographic, tensile and impact test, steel shall conform to IS : 226-1975, IS : 2002-1962t or IS : 2062-1969$ or equivalent. 12.2.2 For Fillet Weld Test - Any high strength low or medium alloy steel conforming to IS : 8500-1972s having a tensile strength equal to or greater than the tensile strength specified for the deposited weld metal of the electrode classification being tested except for E4lR and E4lB classifica- tions, or steels conforming to IS : 2062-1969$ or IS : 2002-19627 may beused. Specification for structural steel ( standard quality ) (fiJth revision) . +Specification for steel plates for boilers. &Specification for structural steel ( fusion welding quality ) (.first revision). SSpecification for weldable structural steel ( medium and high strength quality ). 16IS : 1395 - 1982 Grade 1 Assorted Porosity Size of Porosity - O-4 to 1.6 mm in diameter. Maximum number of indications in any 150 mm of weld = 18, with . . . . . . . the following restrictions: . . . . Maximum number of large ( 1.2 to . . . . . . 1.6 mm dia ) indications = 3. Maximum number of medium .( 0.8 to 1.2 mm dia ) indications = 5. Maximum number of small (0.4 to 0.8 mm dia ) indications = 10. Large Poros)ty . . . . I Size of Porosity - 1.2 to 1.6 mm in . . . diameter. . i Maximum number of indications in any 150 mm of weld = 8. Medium Porosity . . . . . . . Size of Porosity - 0.8 to 1.2 mm in . . . diameter. . . . . Maximum number of indications in . any 150 mm of weld = 15. . ’ . . . . Fine Porosity . l . . . . . Size of Porosity - 0.4 to 0.8 mm in . . . . . . . diameter. Maximum number of . . . . . . . . indications in any 150 mm of weld - 30. NOTE 1 - In using these porositys tandards, the chart which is most represen- tative of the size of the porosity present in the test specimen radiograph shall be used for determining conformance to these radiographic standards. NOTE 2 - Since these are test welds specifically made in the laboratory for classification purposes, the radiographic requirements for these test welds are more rigid than those which may be required for general fabrication. Fxa. 2 POROSITYS TANDARDSF OR RADIOGRAPHIC TEST - Contd 17Grade 2 Assorted Porosity Size of porosity O-4 to 2 mm in diameter. Maximum number of indications in any 150 mm of weld = 27, with the following restrictions. Maximum number of large ( 1.6 to 2 mm dia ) indications = 3. Maximum number of medium ( 1.2 mm to l-6 mm- dia ) indi- cations = 8. Maximum number of small ( 0.4 to 1.2 mm dia ) indications = 16. Large Porosity . l . - b b * . . l Size of Porosity l-6 to 2 mm in diameter. Maximum number of indications in any 150 mm of weld = 14. Medium Porosity b . . . . . . . Size of porosity 1.2 to 1.6 mm . . . . diameter. . l l . Maximum number of indications in . . . . . . any 150 mm of weld = 22. . . Fine Porosity . l . . . . . . 0.0 . . . Size of porosity 0.4 to 1.2 mm in . . . . . . . . . l . . l . l . l . _ . . . l * . l . . . i wd ni d ea lim dca e tt ie o =r n . s 44. M ina xim anu ym 15n 0u mb me mr oo ff NOTE 1 - In using these porosity standards, the chart which is most represen- tative of the side of the porosity present in the test specimen radiograph shall be used for determining conformance to these radiographic standards. NOTE 2 - Since these are test welds specifically made in the laboratory for classification requirement purposes, the radiographic requirements for these test welds are more rigid than those which may be required for general fabrication. FIG. 2. POROSITYS TANDARDSF OR RADIOGRAPHICT EST 18IS : 1395 - 1982 AXIS OF WELD HORIZONTAL7 -PLATES HORIZONTAL FIG.3 POSITION OF TEST PLATES FOR RADIOCRAPIIIC TEST AND ALL-WELD METAL TEST 12.3 Conditioning of Electrodes for Test 12.3.1 Electrodes should be tested in the as-received condition except in the case of the basic coated hydrogen controlled electrodes. The basic coated hydrogen controlled electrodes shall be dried and/or baked before use at temperatures and for the period recommended by the supplier. 12.3.2 In case of unfavourable storage conditions and moisture pick-up, certain amount of drying of electrodes of other classification may be necessary in which case such drying can be effected in accordance with agreement between the supplier and the user. 13. CHEMICAL ANALYSIS OF WELD METAL 13.1 Chemical analysis sample shall be prepared for each size of electrodes, using the current conditions recommended by the manufacturer and the base metal specified in 12.2. All welding shall be done in the flat position. 13.2 Samples for chemical analysis may be obtained either from a welded pad prepared as per the dimensions given in Table 8 and details in clause 13.3 or from the all weld metal test specimen or any suitable method provided produces results equivalent to those obtained from the weld pad. 19IS I 1395 - 1982 ELECTJZODE FULLWEAVEFOI~ SPLIT WEAVE NUMBEEOF SIZE, mIXI LAYER No. ~---_-h__---~ LAYER@ Layer No. Passes per Layer 4 1 2 to top 2 7 to 9 5 1 and 2 3 to top 2 6 to8 6.3 1.2 and 3 4 to top 2 5 to 7 ‘125 =lMPACT SPECIMENS 4A Test Plate Showing Location of Test Specimens NOTE 1 - Either one of the backings shown in Fig. 4B may be used to test any diameter electrode. NOTE 2 - The fusion faces of plates and the contact face of the backing shall be surfaced as shown by any size of the electrode being tested, before welding. For E41 R-XX and E41 B-XX electrodes a minimum preheat temperature of 150% shall be used during surfacing. NOTE 3 - Each layer shall be approximately 3 mm thick. 20IS : 1395 - 1982 SEE NOTE 2 4B Edge Preparation of Test Plate 4C Orientation of Impact Specimen 4D Location of All-Weld-Metal Tension Specimen FIG. 4 DETAILS CF TEST ASSEMBLY FOR RADIOGRAPHIC TEST, ALL-WELD-METAL TENSION TEST AND IMPACT TEST 13.3 Pad shall be deposited in layers. The width of each bead of each layer shall measure 1.5 to 2.5 times the diameter of the core wire. After each layer has been deposited, the pad shall be cooled by immersion in water ( temperature unimportant ) and then dried before welding is resumed. 13.4 The top surface of the pad shall be removed and discarded and sample sufficient for analysis shall be taken in such a manner that no metal is removed closer to the surface of the base plate than the distance shown in Table 8. 13.5 When the sample is analysed in accordance with IS : 228* and its relevant parts and the chemica.1 analysis of the weld metal of the electrode type under test shall conform to the weld analysis provided in Table 1. Methods of chemical analysis of steels. 21IS : 1395 - 1982 TABLE 4 TENSILE STRENGTH, YIELD STRENGTH AND ELONGATION REQUIREMENTS FOR ALL WELD METAL TENSION TEST, t (Clauses4.1 and 10.12) IS TENSILE STRENUTH, 0.2 PERCENT ELONISATION CLASSIFICATIONS Min PROOF STRE@ PERCENT, Min ~~~~~h-~~_~ _-__-h_--_-- C__-_h__-~ MPa ( W/mma 1 MPa ( kgf/mma ) 41/s 5.65+?0 E E4 41 1R B-X - X ? 410 (42) - - 20 17 1 E49 C- X -) 22 19 E49R-X 1Y E490-X ; 490 (50) 39011 (4O)ll :: 22 E49 B- X j 25 22 ;;;:I:: -) 17 550 (56) 460 (47) :: 14 E55 B - X J 19 17 E55 B - C3 550 (56) 470-550 ( 48-56 ) 24 21 17 gg1zf 1 630 (64) 530 (54) 14 :: E63 B- X J 17 15 E63B-Ml 630 (64) 540-630 ( 55-64 ) 24 21 16 ;:::r; ] 680 (70) 600 (61) 13 :: E68 B -X J 16 14 E68 B - M2 680 (70) 610-685 ( 62-70 ) 20 17 E76 B - X 760 (77) 665 (68) 15 13lI E76 B - M3 760 (77) 675-755 ( 69-77 ) 20 170 E83B-X 830 (84) 735 (75) 14 128 E83 B -MM4 830 (84) 745-825 ( 76-84 ) 18 ‘167 For the E49 B-G, E55 B-C3, E55 B-G, E63 B-Ml, E68 B-M2, E76 B-M3 and E83 B-M4 electrode classification the values shown are for specimens which are tested in the as-welded condition. Specimens tested for all other classifications are in the stress relieved condition ( see Table 9 ). t&e Table 2 for sizes to be tested. $.The letter ‘ X ’ stands for all the classes, for example Al, B2, Cl, etc. @ingle values shown are the minimum. l]For the as-welded condition the required yield strrngth is 415 Ml’a/( 42 lcgf/mm2 ). YPercentage elongation values on gauge length 5.65 4s are approximate. 22IS : 1395 - 1982 TABLE 5 IMPACT TEST REQUIREMENTS ( Clauses 10.1.3 and 16.2 ) IS MINIMUM CBARPY-V-NOTCH CLASSIFICATION IMPACT VALUE E55 B - C3 27 J at - 40”Ct E63 B - Dl 27 J at - 5O”C$ E68 B - D2 E63 B - MI E68 B - M2 27 J at - 50”Ct E76 B - M3 E83 B - M4 E55 B - Cl 27 J at - SO’Ct E55 B - C2 27 J at - 75”0$ All other classifications Not Required5 The impact test results shall be assessed as per 10.1.3.1. tAs-welded impact properties. Stress relieved impact properties. $If it is desired to carry out impact test of the electrode classes not mentioned in this table, the same can be done as per the mutual agreement between the manufacturer and the supplier. In the event of impact tests being carried out for any other electrode types not included in the table, the temperatures for the test and impact values are to be chosen from the table in accordance with the service needs of the weldments. 27 J = 2.8 kgf.m. 14. RADIOGRAPHIC TEST 14.1 Radiographic test assemblies as detailed in Fig. 4 shall be made in the flat position ( see Fig. 3 for welding position ) using the types of current for each type of electrodes, recommended current ( amps ) for each size of electrodes, recommended by the manufacturer and the base metal specified in 13. When the manufacturers’ recommendation permits its use with more than one type of current, the electrode shall be tested using each type of current. 14.2 The test assembly shall be tack welded and shall be insulated from the welding bench by 12 mm thick asbestos during welding. After tack welding, the assembly shall be heated to the preheat temperature prescribed in Table 9 ( measured by temperature indicating crayons or surface thermometers at the point specified in Fig. 4 ) for the electrode classification being tested. This preheat or interpass temperature shall be maintained during welding. 14.3 The welding sequence shall be as shown in Fig. 4. Each pass shall include at least one electrode start and stop within the length of the weld which must meet radiographic requirements. The direction of welding for each electrode used to complete a pass shall not vary; however, the direction of welding for different passes may be alternated. 23TABLE 6 DIMENSIONAL REQUIREMENTS FOR FILLET WELDS ( Clause 10.1.4.1 ) SIZA: OB FILLET MAXIMUM MAXIMUMDIFFERENCE WELD CONVEXITY BETWEEN LENGTH OF FILLET LEGS mm mm mm 3.15 1.1 1.0 40 1.2 1.2 5.0 1.5 1.5 56 1.6 2.0 6.3 I.5 2’5 7.0 1.5 2.8 8.0 2’0 3.15 9-o 2.0 3.6 10.0 2.0 4.0 TABLE 7 COVERING MOISTURE CONTENT REQUIREMENTS ( Clause 10.1.5 ) IS MAXIMUM MOISTURE CONTENT, CLASSIFICATION* PERCENTB Y WEIGHT E50 B - X 0.6 E55 B - X, E63 B - X 0.4 E63 B - X, E76 B - X, E83 B - X o-2 The letter ‘ X ’ used in this table stands for all the suffixes ( Al, B2, C3, etc. ) TABLE 8 WELD PAD DIMENSIONS AND DETAILS ( Clause 13.2 ) ELEOTRODES IZE MrivIMunl PAD SIZE MINIMUM DISTANCEO F mm SAX~PLESF ROM SURFACE OF BASE PLATE mm 25 25 x 25 x 12 mm 6 3.15, 4.5 40 x 40 x 16 mm 8 6.3 8 50 x 50 x 20 mm 10 24IS:1395- 1992 TABLE 9 PREHEAT, INTERPASS AND STRESS RELIEF TEMPERATURE ( Clarucs 14.2 and 14.4 ) IS PFZEHEATA ND INTERPASS STRESS RELIEF CLASSIFICATION TEYPEBATUBE, “Cl TEMPEBATUBE," C E4lR-X I 150-260 t E41 B - X E49 C - XS E49R-X E490- X E49 B - X E55 B - X 95 to 11q 620f 155 E63 B - X E68 B - X E76 B - X E83 B - X g;;gl$l E63 C - X 165 to 190§ 620 f 155 E63R- X E68 c - x E68R-X E55 C - B2 E55 C - B2L E55 R - B2 E55 R - B2L E55 B - B2 E55 B - B2L 165 to 190 690 f 15 E63 B - B3 E63 B - B3L E55 B - B4 E55 B - B4L E55 B - B5 E55 B - B5L z3 “B-- cM3 l E68 B - M2 E76 B - M3 B83B-MM4 The letter suffix ‘ X ’ as used in this table rtauda for all the su5xes ( Al, Bl, etc ) except the B2, B3, B4, C3 and M suffixes. Specimen shall be heated to between 846% and 870°C and held for 2 hours, furnace cooled at a rate not exceeding 40% per hour to 580% and air cooled. 3Stre.w relief not required for classification E49 C-G and B55 C-G. §These temperatures apply to all electrodes of the classificationa, shown, except electrodes of classification EXXX - B2. EXXX - B3, EXXX - B4, EXXX - B6, EXXX - B7, EXXX - B8, EXXX - C3 and EXXX - M ruffixea. 2518 t 1395 - 1982 14.4 If it is necessary to interrupt the welding procedure prescribed in 14.3 the assembly shall be allowed to cool in still air to room temperature. When ready to resume work, the assembly shall be pre- heated to a temperature within the preheat and interpass temperature range prescribed in Table 9. The procedure used for completing the work shall be as prescribed in 14.3. 14.5 The assembly shall be prepared for radiographic inspection as follows. 14.5.1 The weld ripples or weld surface irregularities on both faces of the weld shall be removed by any suitable mechanical process to a degree such that the resulting radiogfaphic contrast due to any remaining irregularities cannot mask or be confused with that of any objectionable defect. Also the weld faces shall merge smoothly into the plate surface. The finished surface of the re-enforcement may be flush with plate or have a reasonably uniform reinforcement, not exceeding 2.5 mm. 14.5.1.1 The backing ‘material shall be removed prior to radio- graphy. 14.5.1.2 The radiographs shall be obtained in accordance with the recommendations stipulated in IS : 1182-1967* for controlling quality of radiographic testing. 14.5.1.3 When evaluating the completed radiographs, 25 mm lengths on both ends of the test welds shall be disregarded. 15. ALL-WELD METAL TENSION TEST 15.1 Either before or after the radiographic examination ( but before any impact or tensile test specimens are machined from the test kssembly ), those test assemblies made with electrodes of all except the E55 B-C3, and EXXB-M classifications, shall be stress-relieved according to the following schedule. 15.1.1 The temperature of the assembly shall be raised in a suitable furnace at the rate of 60 to 260°C per hour until the temperature prescribed in Table 9 for the electrode classification being tested has been attained. This temperature shall be maintained for 1 hour. The assembly shall then be cooled in the furnace at a maximum rate of 170°C per hour. The assembly inay be removed from the furnace when the temperature has reached 310°C. I. i5.2 No thermal treatment shall be employed on assemblies which have been welded with electrodes of +thti E55 B -’ C3, and EXXB-M ..” @assific&onsi ‘3. I : 1. Recommended practice’ for radiographic’examination df fusion weld.ed butt joints in steel plates ( firstr evision ): 26IS : 1395 - 1982 15.3 One all weld tension test specimen shall be machined from the test assembly ( see Fig. 4 ). 15.4 The all weld metal tension test specimen shall be machined and tested in accordance with IS : 1608-1972. 16. IMPACT TEST 16.1 Three ‘ V ’ notch impact specimen shall be machined from the same test assembly ( see Fig. 4 ) from which the all weld metal tension test specimen was machined. 16.2 The impact test specimens shall be tested in accordance with the methods prescribed in IS : 1757-1973t at the test temperature specified in Table 5 for the classification being tested. The temperature shall be controlled to within &- 1°C. The test specimens shall be brought to the test temperature and shall be maintained at that temperature for a sufficient length of time ( minimum 5 minutes ). The specimen shall then be quickly transferred to the testing machine and the test conducted within a time lapse of not more than 5 seconds. 17. FILLET WELD TEST 17.1 Test assemblies as detailed in Table 10 and Fig. 5 shall be made using the base metal, specified in 12.2.2 and types of current and welding position ( see Fig. 6 for welding positions ) recommended for each size of electrode by the supplier. When an electrode classification permits its use with more than one type of current, the electrode shall be tested using each type of current. 17.2 The test plates shall be assembled as shown in Fig. 5. Both ends of the plates shall be secured by tack welds. Before assembly the standing member ( web ) shall have one edge machined throughout its length so that when the web is set upon the base plate ( flange ), which shall be straight and smooth there will be intimate contact along the entire length of the joint. 17.3 A single pass fillet weld shall be deposited on one side of the joint for approximately the full length of the test plates. The minimum temperature of the assembly during welding shall be 20°C. At least one electrode ( and as many more the weld length permits ) shall be continu- ously consumed to within maximum permissible stub length of 50 mm. 17.4 When welding in the vertical position, the welding shall progress upwards. iMethod for tensile testing of steel products ( f;lst rcrkion). Method for beam impact test ( V-notch ) on steel ( JFrst r&ion ). 27IS : 1395 - 1982 APPROX 25mmz I_ 75mln. I\ --IL I FLANGE TO BE SlRAlGHT AND IN INTIMATE CONTACT WITH THE MACHINED EDGE OF WEB MEMBER ALONG ITS ENTIRE LENGTH 10 ENSURE MAXIMUM RESTRAINT FIG. 5 PREPARATIONO F FILLET WELD TEST SPECIMEN AXIS OF WELD HORIZONTAL PLAI E HORIZONIAL AXIS OF WELD VERTICAL 6A HorizontalF illet Welds 66 Vertical Fillet Welds 6C Overhead Fillet Welds FIG. 6 POSITIONSO F TEST PLATESF OR WELDING FILLET WELDS 2818 : 1395 1982 l 17.5 The completed weld shall first be visually examined. Then a macro section approximately 25 mm wide, shall be removed from a point approximately 25 mm back from the crater end of the deposit made with the first electrode. One surface of the macro section shall be polished, etched and scribed as shown in Fig. 7. The size, convexity ( of convex fillet welds ), and leg lengths of the fillet weld shall be determined to the nearest 0’5 mm by actual measurement of the polished and etched macro section ( see Fig. 7 ). 17.6 The remaining two joint sections shall be broken longitudinally through the fillet weld by a force exerted in the direction as shown in Fig. 5. The fractured surfaces shall be examined. If, during bending, the weld pulls out of the test plate it shall be considered as no test. 17.7 If necessary to facilitate fracture, one or more of the following procedure may be used: 4 Reinforcing weld as shown in Fig. %A, may be added to each leg of the weld. b) The position of the web on the flange may be changed as shown in Fig. 8 B. c> The face of the weld may be notched as shown in Fig. 8 C. ACTUAL 1HROAT THEORETICAl THEORETICAL CONVEX FILLET CONCAVE FILLET NOTE - Size of fillet weld = leg length of largest inscribed isosceles right angled triangle. Fillet weld size, convexity, and leg lengths shall be determined by actual measurement ( to nearest 0.5 mm ) on section laid out with scribed lines as shown. FIN. 7 DIMENSIONSO F FILLET WELDS 29I TABLE 10 REQUIREMENTS FOR PREPARATION OF FILLET WELD TEST ASSEMBLIES 5f ( Clnuse 17.1 ) if2 IS ELECTRODE PLATE SIZE, mm POSITION OF SIZE OF FILLET CLASSIFICATION* SlzEt r--------- h----_---~ W ELDJNo$ WELD Thickness WIDTH LEN~TH$ T Min Min L mm mm mm mm EXXC - X 4 10 ;: 300 v, 0 6 Max 10 300 v, 0 6 Max 65.3 12 75 300 H 6 Man EXXR - X 4 10 :“5 300 V, 0 6 Max W0 5 12 300 V, 0 10 Max :x :; 330000 6 Min EXXO - X 65.3 :: 8 Min EXXB - X 4 10 75 300 V, 0 8 Max 10 5: 300 H 6 Mire 2.3 12 300 H 8 Min *The letter ‘ XX ’ following the prefix ‘ E ’ used in this table stands for the various strength levels in MPa : 410, 490, 550, 630, 680, 760 and 830. The letter suffix ‘ X ’ stands for the chemical composition suffixes Al, Bl, B2 etc. tWhen using 350 mm long electrodes, the minimum length shall be 300 mm, when using 450 mm electrodes, the minimum length shall be 450 mm. $In the event the end of the weld depsoit made with the first electrode is closer than 100 mm from the end of the test plate, a starting tab or a longer test plate may be used. 8 fhe abbreviations V, 0, H indicate the welding positions : V = vertical, 0 E overhead, and H = Horizontal.fS I 1395 - 1982 FRACtURlNG FRACTURING FORCE FORCE FLANGE 86 Offset of Web FRACTURING FORCE f WE DEPTti:‘/2 AC TUAL OF NOTCHES FLAXGE 8C Notching FIG, 8 ALTERNATE METHODS OF FACILITATING FILLET WELD FRACTURE 18. MOISTURE TEST 18.1 The following method shall be used to determine moisture content in an electrode covering. Oxygen shall be passed over the sample of covering in a nickel or clay boat placed in a fused silica or high- temperature ceramic-type combustion tube which is then heated. Libera- ted water is collected in a weighed absorption U-tube and weight of water determined by the increase in the weight of the U-tube. The moisture content shall be expressed as a percentage of the weight of the covering sample. 18.2 The apparatus shall be as shown in Fig. 9 and shall consist of the following. 18.2.1 A tube furnace with a heating element of sufficient length to heat at least 203 mm of the middle portion of the combustion tube to 1 095°C. 31NHY. MAGNESIUM .COiW “2SO4 DRYING 1OWER SEAL =--_ DRYING TOWER FIG. 9 SCHEMATICO F TRAIN FOR MOISTURE DETERMINATION 18.2.2 An oxygen purifying train consisting of a needle valve, flow meter, 98 percent sulphuric acid wash bottle, @ray trap, and anhydrous magnesium perchlorate drying tower, 18.2.3 Fused silica combustion tube 22.2 mm inside diameter with plain ends and a devitrification point above 1095°C. ( A high-temperature ceramic-type tube can be used, but a higher blank value will result. ) A plug of fine glass wool to filter the gases shall be inserted far enough into the exit end of the combustion tube to be heated to a temperature of 204-260°C. 18.2.4 Water absorption train consisting of a U-tube ( Schwartz tube ) filled with anhydrous magnesium perchlorate and a concentrated sulphuric acid gas-sealing bottle. 18.3 The covering sample of approximately 4 g shall be a composite of the middle portions of covering from three electrodes from the same package and shall be removed by bending or with clean, dry forceps. The sample shall be transferred immediately to a dried, stoppered vial or sample bottle. 32IS t 1395 - 1982 18.4 The furnace shall be operated at 900 to 930°C with an oxygen flow of ‘200 to 251) ml per min. ‘The nickel boat shall be placed in the com- bustion tube for drying and the absorption U-tube shall be attached to the system for ‘ conditioning ‘. After 30 min, the absorption U-tube shall be removed and placed in a desiccator in which anhydrous magnesium perchlorate is used as the desiccant. After a cooling period of 20 min, the absorption U-tube shall be weighed. 18.5 Immediately after weighing the absorption U-tube, the sample covering shall be weighed on the balance dish and quickly transferred to the boat. The combustion tube shall be opened, the weighed absorption U-tube attached, the boat and sample transferred to the combustion tube, and the tube closed. After an ignition period of 30 min the absorption U-tube shall be removed from the combustion tube and transferred to the balance case. If another sample is to be run, the boat shall be taken from the combustion tube, the ignited sample removed, and the boat trans- ferred to the desiccator. The absorption U-tube shall be weighed after the 20 min cooling period. Another determination may be started immediately and it is not necessary to repeat the blank determination since the same combustion boat can be used. 18.6 In the blank determination, the procedure for an actual moisture determination shall be followed step-by-step with a single exception of omitting the sample. The nickel boat shall be removed from the desiccator and exposed to the atmosphere for a period approximating the time required to transfer the sample from the balance pan to the boat. The combustion tube shall be opened, the weighed absorption U-tube attached, the boat placed in the combustion tube, ,and the tube closed. After a heating period of 30 min, the absorption U-tube shall be removed and placed in the balance case and the nickel boat shall be transferred to the desiccator. After the 20 min cooling period, the absorption U-tube shall be weighed and the gain in weight shall be taken as the blank value. 18.7 The calculation shall be made according to the following formula: A -B Percent moisture = x 100 Weight of sample where A - gain in weight of absorption U-tube in moisture determi- nation, and B =h gain in weight of absorption U-tube in blank determi- nation. 33IS:1395- 1982 18.8 Modifications of Moisture Test Apparatus 18.8.1 The moisture test apparatus as per the following modifications may also be used for determining the moisture content of electrode coverings. 18.8.2 Nickel boats are used rather than clay boats because lower blank valves can be obtained. Some laboratories use zirconium silicate combustion tube in preference to fused silica or mullite because zirconium silicate will not devitrify or allow the escape of combustible gases at temperature up to 1 370°C. Some combustion tubes are reduced at the exit end and a separate dust trap is used. This dust trap consists of a 200 mm drying tube filled with glass wool which is inserted between the Schwartz absorption bulb and the combustion tube. A suitable 150°C heater is mounted around the dust trap to keep the evolved water from condensing in the trap. The dust trap is filled with glass wool which can be easily inspected to determine when the glass wool should be replaced. 18.8.3 On the ingoing side of the combustion tube, a pusher rod can be used consisting of a 3 2 mm stainless steel rod mounted in a 6.4 mm copper tee fitting. This is used at the entrance of the combustion tube and permits gradual introduction of the sample into the tube while oxygen is passing over the sample. In this way, any free moisture will not be lost, which can happen if the sample is introduced directly into the hot zone before closing the end of the tube. APPENDIX A ( Clause 4.1.3 ) CHARACTERISTICS OF ELECTRODE COVERINGS Tyke of Covering Chmzcteristics C Electrodes of the cellulosic type have a covering which contains a large quantity of combustible organic substances, so that the decomposition of the latter in the arc produces a voluminous gas shield. The amount of slag produced is small and the slag is easily detached. This type of electrode is characterized by a highly penetrating arc and fairly high fusion rate. Spatter losses are fairly large and the weld surface is somewhat coarse, with unevenly spaced ripples. These electrodes are usually suitable for welding in all positions. 3418 : 1395- 1982 Type of Covering Characteristics R Rutile type electrodes have a covering containing a large quantity of rutile or components derived from titanium oxide. Usually this amounts to 50% by mass ( not taking into account cellulosic material ). The R type can be distinguished from the other types by its heavier slag. Sometimes this difference is not readily discernible, especially with electrodes having a medium covering, but the amount of rutile in the covering is well above 45 percent. Because of the difference in application and also mechanical properties, a subdivision is made according to the thickness of the covering. The covering is of medium thickness. Small amounts of cellulosic material, up to the maximum of 15 percent may be present in the covering. These electrodes are particularly suitable for welding in the vertical and overhead positions. Although the susceptability to solidification cracking because of dilution by the parent metal is not so high as that of the acid type, care has to be taken in view of the fact that usually a weld is made with a much smaller throst thickness than with acid electrodes. . 0 Electrodes of the oxidizing type have a thick cover- ing composed mainly of iron oxides with or without manganese oxides. The covering gives a slag so that the deposited metal contains only small amounts of carbon and manganese. The slag is heavy, compact that often self-detaching. This type of electrode gives poor penetration and a fluid molten pool, and is particularly suitable when only a small weld is required. Usually its use is restricted to welding in the horizontal- vertical fillet weld and flat fillet weld positions. These electrodes are used mainly for welding steels when the appearance of the weld is more impor- tant than the mechanical strength of the joint.Ii3 t 1395 - 1982 Tyfx of Covbring Charucteristics B Electrodes of the basic type usually have a thick covering containing considerable quantities of calcium or other basic carbonates and fluorspar so that metallurgically they are basic in character. There is a medium quantity of dense slag, which often has a brotin to dark-brown colour and a glossy appearance, It is easily detached and as it rises to the surface of the weld very quickly, slag inclusions are not likely to occur. This type of electrode gives an arc of average penetration, and is generally suitable for welding in all positions. This type of electrode is often used, on direct current, electrode positive, but there are electrodes that can be used on alternating current. As the deposited metal is highly resistant to solidifi- cation and cold cracking, these electrodes are particularly suitable for welding heavy sections and very rigid carbon steel structures. They are also recommended for welding medium tensile steels and steels the carbon and sulphur context of which are higher than those of carbon steel of good weldable quality. The coverings of basic electrodes have to be very dry : conesquently electrodes used to be stored in a very dry place or, if they have already absorbed moisture, to be dried before use, according to the recommendation of the manufacturer. This en- sures that the deposited metal will have a low hydrogen content, and there is less risk of under- bead cracking when welding steels likely to show a marked hardening in the heat-affected zone. 36( Contimud from pge 2 ) Subcommittee for Welding Consumables, SMDC 14 : 1 Convener Rej7esmting SHRI ‘D. S. ,HONAVAR D & H Secheron Electrodes Ltd, Indore Mm hers SHRI S. R. JANA 1 Alternate‘to Shri 13. S. Honavar ) SHRI K. R. A@ANl’RAM ACC Vickers-Babcock Ltd, Durgapur SHRI S. K. BASU Indian Oxygen Ltd, Calcutta SHRI R. BANERJEE( Ahrnatc ) _: SHRI S. BHATIA Peico Electronics & Electricals Ltd, Bombay SHRI C. C. GIROTRA (Alternate) CKEMisT & ME'TALLTJB Q~ST, Ministry of Railways RDSO, LWKNOW ASSIETANTR ESIDENT OIWICER ( MET )-4, RDSG, ,bJOKNOW ( Altwnhts ) SHRI R. KRIBHNAMURTHI Bharat Heavy Electricals Ltd SHRI J. C. M.AOOO( Ahmate ) SHRI A. C. MUKHERJEE Adsons Engineering Enterprises, Nadia SHRI J. R. PRASEER Engineers India Ltd, New Delhi SI~RI M. R. C. NA~ARAJAN ( Alternate) REPRESENTATIVE Dalmia Institute of Scientific and Industrial Research, Rajgangpur REP~BSENTATIVE Power Projects Division, BARC, Bombay REPRESENTATIVE Bharat Heavy Plate & Vessels Ltd, Vishakha patnam SHRI S. D. S~~HQAL Ministry of Defence ( DGI ) SRRI P. P. SHRIVASTAVA Bokaro Steel Plant ( SAIL ), Bokaro SHRI ANIL PANDYA ( Alternate ) SHRIJ . R. UPADHPAY Apar Pvt Ltd, Vadodara SERI P. S. VISVANATH Advani-Oerlikon Ltd, Bombay SBRI M. P. DHANUKA. ( Alternate ) 37INDIAN StANbARDS ON WELDING CONSUMABLES IS: 814 ( Part I )-1974 Covered electrodes for metal arc welding of structural steel f Part I For welding products other than sheets (Jburth rcuision ) 814 ( Part II )-I974 Covered electrodes for metal arc welding of structural steel : Part II For welding sheets (jourth revision ) 815-1974 Classification and coding of covered electrodes for metal arc welding of structural steels (second revision) 1276-1972 Filler rods and wires for gas welding ( secondreoidon ) 2927-1975 Brazing alloys (~%st revision) 3613-1974 Acceptance tests for wire-flax combinations for submerged-arc welding of structural steels (jrst revision ) 5206-1969 Corrosion-resisting chromium and chromium-nickel steel coveted electrodes for manual metal arc welding ( with Amendments No. 1 and 2 ) 5462-1969 Colour code for identification of covered electrodes for metal arc welding 5511-1969 Covered electrodes for manual metal arc welding of cast iron ( with Amendment No. 1 ) 5856-1970 Corrosion and heat-resisting chromium-nickel steel solid welding rods and bare electrodes 5857-1970 Nickel and nickel alloy hare solid welding rods and electrodes 5897-1970 Aluminium and aluminium alloy welding rods and wires and magnesium alloy welding rods 5898-1970 Copper and copper alloy bare solid welding rods and electrodes 6419-1971 Welding rods and bare electrodes for gas shielded arc welding of structural steel 6560-1972 Molybdenum and chromium-molybdenum low alloy steel welding rodr and base electrodes for gas shielded arc welding 7280-1973 Base wire electrodes for submerged arc welding of structural steels 7303-1974 Covered electrodes for surfacing of metal by manual metal arc welding 8363-1976 Bare wire electrodes for electroslag welding of steels 8666-1977 Copper and copper alloy covered electrodes for manual metal arc welding 8736-1977 Nickel and nickel alloy covered electrodes for metal arc welding 9495-1980 Test for brazeability of brazing alloys
4008.pdf	IS : 4008 - 1985 Indian Standard GUIDE FOR PRESENTATION OF PROJECT REPORT FOR RIVER VALLEY PROJECTS ( First Revision ) River Valley Planning, Project Reports, Progress and Completion Reports Sectional Committee, BDC 50 Chairman SHRI K. R. MEHNDIRATTA N-13, Tara Apartments, Kalkaji, New Delhi Members Representing CEIEF ENQINEER Himachal Pradesh State Electricity Board, Simla CHIEF ENQINTER Irrigation Department, Government of Rajasthan, Jaipur DIRECTOR ( D & R ) ( Altcrnatr ) CHIEB EN~INEEE Irrigation & Power Department, Government of Andhra Pradesh, Hyderabad SKJPERINTENDINO ENGINEEB ( Alternate ) CEIEF BNUINEER Irrigation Works, Government of Punjab, Chandigarh DIRECTOR ( PLANT DESIGNS ) ( Altcrnntc ) CEIEB ENQINEER ( IRRIQATION ) Planning Commission, New Delhi CHIEB ENGINEER ( IBRIQATION ) Public Works Department, Government of Tamil Nadu, Madras SENIOR DEPUTY CEIIEF ENGINEER ( PARAMBIEULAM ALIYAR PROJECT ) ( Alternote ) SHRI IS. DEVARAJAN Engineer-in-Chief’s Branch ( Ministry of Defence ), New Delhi SHRI B. S. MANDALIKA ( Alternate ) DIRECTOP. Public Works & Electricity Department, Government of Karnataka, Bangalore DIREOT~R GENERAL Geological Survey of India, Calcutta SHRI K. N. SRIVASTAVA( Alternate ) ( Confinuad on page 2 ) Q Coprright 1986 INDIAN STANDARDS INSTITUTION This publication is protected under the Indian Copyright Act ( XIV of 1957 ) and reproduction in whole or in part by any means except with written permission of the publisher shall be deemed to be an infringement of copyright under the said Act.IS : 4008 - 1985 ( Continued from pugs 1) Member3 RehreJcn&g DIRECTOR ( HTD-I ) Central Electricity Authority, New Delhi D ;E;l;;o R ( PLANNINQ AND Bhakra Beas Management Board ( Power Wing ), Chandigarh DIRECTOR ( R & C) Central Water Commission, New Delhi DEPUTY DIRECTOR ( R & C) ( AIIernatc ) SHRI Y. R. KALRA Bhakra Beas Management Board, Chandigarh SHRI H. S. NARULA (Alternate ) SERI S. P. MATHIJR Irrigation Department, Government of Madhya Pradesh, Bhopal SHRI L. M. SARKAR ( Alternate ) MEMBER ( GENERATION ) Uttar Pradesh State Electricity Board, Lucknow ADDITIONAL CEIEB ENCINEEX ( PLANNING ) ( Alternate ) SERI RAM IQBAL SIN~H Irrigation Department, Government of Uttar Pradesh, Lucknow DR RAMASEANKAR VARSHNEY ( Alternate ) SECRETARY Central Board of Irrigation & Power, New Delhi DIRECTOR (C) ( Alternate ) SUPERINTENDINQ ENQINEER Irrigation Department, Government of Maharashtra, Nasik SHRI G. RAMAN, Director General, IS1 ( Ex-o#cio Member ) Director ( Civ Engg ) Secretary S-1 HEMANT KUMAR Assistant Director ( Civ Engg ), IS1IS :4008- 1985 Indian Standard GUIDE FOR PRESENTATION OF PROJECT REPORT FOR RIVER VALLEY PROJECTS ( First Revision ) 0. FOREWORD 0.1T his Indian Standard ( First Revision) was adopted by the Indian Standards Institution on 31 October 1985, after the draft finalized by the River Valley Planning, Project Reports, Progress and Completion Reports Sectional Committee had been approved by the Civil Engineering Division Council. 0.2 Project reports are being prepared and submitted to the concerned authorities in so many different patterns, sizes and formats that necessity for some kind of uniformity in presentation has been felt since long. This standard is proposed to serve as a guide to achieve this object. Invariably all the project reports have to include a number of drawings. The sizes, practices and standard of preparation of drawings vary so much from state to state and organization to organization that need for such a guide to bring about uniformity was felt. 0.3 This guide covers all important items which are generally considered in the preparation of project reports for river valley projects The guide will, therefore, provide the necessary check against omission of any important item while preparing such project reports. 0.4 This standard was published in 1967. In this revision, based on the experience gained in the use of the standard, drawing sheet sizes have been modified to correspond to IS : 1071 l-1983. 1. SCOPE 1.1T his standard provides guidance regarding presentation of a project report for river valley projects and covers items on titles and title page ‘Sizes of drawing sheets. 3IS : 4008 - 1935 of the report, table of contents, size of paper, margins, page numbring, drawings, etc. 2. TITLES AND TITLE PAGE 2.1 The title page of a project report has been divided, for the sake of convenience, into three parts, namely, top, middle and bottom. 2.1.1 Top of the Title Page - The title page of project report shall carry at the top on the right ‘For Official Use Only’, the emblem and name of the State Government or other authority, responsible for the preparation of the project report. 2.1.2 Middle of the Title Page - The middle of the title page shall carry the following items : a) Name of the project, b) Project report, its volume number and the corresponding title, for example, Project Report Volume I, General Report; or Prqject Report Volume II, Design Report; or Project Report Volume III, Cost and Estimate Report. 4 Revision number, if any ( see 2.1.3.3 ). 2.1.3 Bottom of the Title Page 2.1.3.1 At the bottom towards right of the title page, the name of the project authority and its division responsible for the preparation of the project report shall be written. 2.1.3.2 At the bottom towards left, the place and month and year of release of the report shall be written. In case of revision of the report month and year in which revised version was released shall be written. 2.1.3.3 When a project report is revised, the revised version shall carry in italics and in parenthesis the word(s) ‘ first revision ‘, ‘ second revision ‘, ’ third revision ‘, as the case may be. These words shall appear at the middle of the title page. NOTE- The words ‘ first revision ‘, ‘ second revision ‘, shall appear only after the project has been sanctioned. 2.1.4 A sample title page is shown in Appendix A. 3. LETTER OF TRANSMITTAL 3.1 A letter of transmittal shall immediately follow the tittle page. This part of the report shall be addressed to the Government or other body 4IS : 4008 - 1985 which authorized the project investigations. It should state briefly the authority and acknowledge help rendered by various agencies or hdividuals. It may trace very briefly the history leading up to the preparation of the project report and its broad features. 4. ILLUSTRATIVE MAP OF THE PROJECT 4.1 An illustrative schematic map of the project giving important items at a glance shall follow the letter of transmittal. 5. TABLE OF COTENTS 5.1 All project reports shall have a table of contents which shall immediately follow the letter of transmittal. The title of the heading shall be ‘ Contents ‘. 5.2 Each volume of the project report, namely, General Report, Design Report, Cost and Estimate Report shall contain sections of all volumes in sequence, its own contents and detailed table of contents covering sections, paragraphs, sub-paragraphs, plates and appendices. 5.2.1 Each section shall be preceded by its own list of contents giving the titles of paragraphs and sub-paragraphs and shall be separated by a coloured sheet giving the title of the section. 6. SALIENT FEATURES 6.1 All project reports shall contain salient features of the project immediately after the table of contents and shall be in accordance with IS : 4186-1985”. 7. INDEX MAP 7.1 An index map of the project should be given in Plate I of the project report. 8. SIZE OF PAPER 8.1 The trimed size of paper used for the project report shall be A4 size (210 x 297 mm) as specified in IS : 1064-19807. 9. MARGINS 9.1 The minimum margin allowed shall be 40 mm on the left side and 15 mm on the remaining three sides. NOTE- The wider left margin is necessary for binding. lG uid for preparationof project report for river valley projects (first rcuizion). tSpeci&ation for paper sizes ( second m&ion ). 5IS : 4008 - 1985 10. PAGE NUMBERING 10.1 All project report shall be presented in definite and well-defined sections. Page numbering shall be split for each section and the section number and page number shall be marked on each page within the section. Section numbers shall be indicated by large Roman numerals, such as I, II, III, etc, and page numbers by Hindu-Arabic numerals, such as 1,2, 3, etc, the two being hyphenated. Example: Page 12 of section IV shall be numbered as IV-12. 10.2 Page number shall be written in the centre of bottom margin of each page. 10.3 The pages comprising, letter of transmittal, contents, schematic map, salient features, etc, preceding the first section, shall be numbered continuously with small Roman numerals in the centre of the bottom margin. 10.4 Appendices appearing at the end of all sections shall be numbered as Appendix A, Appendix B, etc. 10.4.1 Pages in appendices will be numbered as A-l, A-2, A-3, B-l, etc. 10.4.2 Immediately under the appendix designation, reference to the relevant section and paragraph shall be given in parenthesis followed by the title of the appendix as shown below: APPENDIX A ( Section 1V, Clause 4.3) METHOD OF COMPUTATION OF RESERVOIR LIFE 10.5 Drawings appearing at the end of the text of each section shall be numbered as Plate IV-l, V-2, etc. Il. DRAWINGS 11.1 All original drawings, unless otherwise specifically directed by the supervising engineer, shall be made in ink. 11.2 Sizes A-Series ( First Choice ) - The preferred sizes of trimmed drawing sheets are given in Table 1. 6IS : 4008 - 1985 TABLE 1 A - SERIES ( SIZES ) ( Clnusc 11.2 ) DESIQNATION DIMENSIONS,m m A0 841 x 1 189 Al 594 x 841 A2 420 x 594 A3 297 x 420 A4 210 x 297 11.3 Special Elongated Sizes ( Second Choice) - When a sheet of greater length is needed, one of the sizes given in Table 2 shall be used. TABLE 2 SPECIAL ELONGATED SIZES DEBIQNATION DIMENSIONS,m m A3 x 3 420 x 891 A3 x 4 420 x 1 189 A4 x 3 297 x 630 A4 x 4 297 x 841 A4 x 5 297 x 1051 11.4 Exceptional Elongated Sizes ( Third Choice) - When a very large or extra elongated sheet is essential, one of the sizes given in Table 3 shall be used. 11.5 Title Block 11.5.1 The title block is an important feature in drawing, since it facilitates obtaining uniformity and presents details like title of drawing, name of organization, drawing number and date of drawing in a definite manner. The title block shall be n. laced at the battom rinYh t hand corner of the sheet. 11.5.2 Typical layout for the title block for all sheet sizes is shown in Fig. 1. 11.5.3 No title blocks for sheet size A4 and A3 is required. Only a title shall be provided. 7IS : 4008 - 1985 TABLE 3 EXCEPTIONAL ELONGATED SIZES (&UJe 11.4) DESIGNATION DIMENSIONS, mm A0 x 2 1 189 x 1682 A0 x 3 1 189 x 2523t Al x 3 841 x 1783 Al x 4 841 x 2 378t A2 x 3 594 x 1261 A2 x 4 594 x I 682 A2 x 5 594 x 2 102 A3 x 5 420 x 1486 A3 x 6 420 x 1 783 A3 x 7 420 x 2 080 A4 x 6 297 x 1261 A4 x 7 297 x 1471 A4 x 8 297 x 1682 A4 x 9 297 x 1892 The size is equal to 2A0 of the A-Series. tFor practical reasons the use of these sizes is not advisable. 11.5.4 In the title block the following abbreviations have been used: Words Abbreuiations Designed DSGN Drawn DRN Checked CHKD Inspected INSP Submitted SUBM Recommended RECM Approved APPD 11.6 Revisions 1X.6.1 It is most important that drawings should record all alterations, or revisions which are made from time to time. A convenient form is a pannel giving the revision number, date of revision and initials of checking, submitting, recommending and approving authorities. The revision pannel should be provided continuous with the title block as shown in Fig. 1. 8IS:4008 -1985 11.6.2 The revised portion of the drawing should be shown encircled and a brief note regarding revision shall be given in the space kept reserved on top of the title block. 11.7 Numbering of Drawings 11.7.1 File Afumber - All final drawings should be allotted a file number which shall be entered in the lower left corner of the title block. The file number shall consist of 3 parts as follows: a) Feature number; b) A three letter abberviation defining the project to which the drawing relates, say BRG for bargi, NRM for Narbada, etc; and c) The assigned sequence number under this particular feature. Example : 1 I-BRG-40 would represent serial No. 40 in the file relating to feature No. 11 in the Bargi Project. 11.7.1.1 A typical list of the features for different items is given at Appendix B. 11.8 Orientation and Layout - As far as possible, general location and vicinity maps should be oriented with the North to the top of the sheet. A North-point arrow shall be placed on such drawings and a streamflow arrow shall be included wherever practicable. Detail maps, plans and layout drawings for dams, reservoirs and other major structures should be oriented so that the direction of stream flow is towards the top or the right side of the sheet. All sections parallel to the direction of streamflow should be drawn with the direction of ilow towards the right, unless a particular detail cannot be properly illustrated with such an orientation. All vertical section and elevations normal to the direction of flow should be shown looking downstream unless such arrangement would fail to show the feature intended by the section. 11.8.1 As nearly as possible, the following plan should be followed for the layout of the drawing. The principal views should be placed at the top and left of the sheet; the secondary views to the right or beneath the principal views, and minor views ( miscellaneous details, etc ) where they fit best, preferably to the right or beneath all other views. After all the views are drawn, letter designation to view sub-titles should be assigned in alphabetical order, from top and left towards bottom and right. All notes and scales pertaining to the drawing should be accommodated in the space reserved for the purpose above the title block. NOTE - In a drawing more than two scales should not be used. If any particular detail has unavoidably to be shown on a third scale, that detail should indicate clearly as drawn ‘ Hot to Scale ‘. 10IS : 4008 - 1985 11.9 Additional Information - Where appropriate additional information and notes on the following may be included to make the drawings complete and self contained as far as possible: a) JVarth Point - Where necessary Noth point shall be drawn on the right-hand top corner of the drawing. b) Levels -Reference to bench marks, Survey of India Topo Sheets, etc, where necessary shall be placed immediately below the top border line near the centre of the sheet and the scale and sheet number of topo sheets may be given. c) Other Informations -Any additional information suited to meet any special requirement may also be added. 11.10 Scales - Scales adopted for drawings for different purposes shall conform to the requirement of 6 of IS : 962-1967”. 11.11 Lines - All lines on drawing sheets shall conform to the requirement of 8 of IS : 962 - 1967. 11.12 Lettering and Dimensioning - Requirements for lettering and dimensioning of drawings shall conform to 9 of IS : 962-1967. 11.13 Conventional Representation of Materials in Section - Methods for indicating materials by hatching or colouring shall be those as given under 12 of IS : 962-1967. 12. ESTIMATES 12.1 The estimates of the projects shall be prepared in accordance with IS : 4186-1985t and IS : 4877-1968:. Code of practice for architectural and building drawings (Jirst revision) . tGuide for preparation of project report for river valley projects (Jirst m&ion ). $Guide for preparation of estimate of river valley projects. 11IS:4008- 1985 APPENDIX A ( ChJC 2, 1. 4 ) SAMPLE TITLE PAGE OF A PROJECT REPORT FOR RIVER VALLEY PROJECTS FOR OFFICIAL USE ONLY . GOVERNMENT OF PUNJAB BEAS PROJECT-UNIT II BE AS DAM AT PONG PROJECT REPORT ( First Revision) VOLUME I GENERAL REPORT TALWARA TOWNSHIP BEAS PROJECT ADMINISTRATIOI PUNJAEl, INDIA PUBLIC WORKS DEPARTMENT MARCH 1985 IRRIGATION BRANCH 12IS:4008-1985 APPENDIX B (Clause 11.7.1.1 ) TYPICAL LIST OF FEATURES FOR DIFFERENT ITEMS 1. Introduction to the project 2. Water resources including water quality 3. Reservoir <&. 4. Planning of facilities for project purposes like irrigation, power, flood control, navigation, water supplies, etc 5. Geology 6. Surveys 7. Construction materials 8. Construction programme 9. Equipment for construction plant and job facilities 10. Environmental and ecological aspects 11. Cost of various components 12. Benefits and financial aspects 13. Personnel and organization 14. Design report for water and power studies, care and handling of river during construction, dams, instrumentation intake structures, water cor,ductor system, power of plants, etc 15. Mechanical equipment and auxilliaries for dams, tunnels, channels, etc 16. Irrigation canals 17. Cost and estimate including analysis of rates for principal items of work and equipment 13INTERNATIONAL SYSTEM OF UNITS (SI UNITS ) Base Units QUANTITY UNIT SYBBOL Length metre m Mass kilogram kg Time second s Electric current ampere A Thermodynamic kelvin K temperature Luminous intensity candela cd Amount of substance mole mol Supplementary Unit8 QUANTITY UNIT SYMBOL Plane angle radian rad Solid angle steradian sr Derived Units QUANTITY UNIT SYMBOL DEFINITION Force newton 1N 0 1 kg.m/s Energy joule J” 1J - 1 N.m Power watt W IW - 1 J/s Flux weber Wb 1 Wb p 1 V.s Flux density tesla T 1T = 1 Wb/ma Frequency hertz HZ 1 Ha - 1 c/s (s-1) Electric conductance siemens S 1s = 1 A/V Electromotive force volt V 1v = I W/A Pressure, strear, Pascal Pa 1 Pa = 1 N/m*
IS-2002 _ R2002.pdf	Indian Standard STEEL PLATES FOR PRESSURE VESSBLS FOR INTBRMEDI[ATE AND HIGH TRMPBRATURE SERVICE INCLUDING BOILERS - SPECIFICATION ( Second Revision ) First Reprint SEPTEMBER 1993 UDC 669.14-41:621.642.02:621.18 @ BIS 1992 BUREAU OF INDIAN STANDARDS MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG NEW DELHI 110002 April 1992 Price Group 3 FOR INTERNAL USE AT THIS LOCATION ONLY, SUPPLIED BY BOOK SUPPLY BUREAU. LICENSED TO ESSAR STEEL LIMITED, HAZIRAWrought Steel Products Sectional Committee, M’ID 4 and Steel Sheets Subcommittee, MTD 4:3 FOREWORD This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalised by the Wrought Steel Products Sectional Committee had been approved by the Metal!urgical Engineering Division Council. ?his standard was first published in 1962 and revised in 1982, In the present revision assistance has been drawn from German Standard DIN 17155 : 1983 ‘Creep resistance steel plate and strip; technical delivery conditions’. For the purpose of deciding whether a particular requirement of this standard is complied with, the final value, observed or calculated, expressing the result of a test or analysis, shall be rounded off in accordance with IS 2 : 1960 ‘Rules of rounding off numerical values ( revised)‘. The number of significant places retained in the rounded off value should be the same as that of the specified value in this standard. FOR INTERNAL USE AT THIS LOCATION ONLY, SUPPLIED BY BOOK SUPPLY BUREAU. LICENSED TO ESSAR STEEL LIMITED, HAZIRAIS 2002 : 1992 Indian Standard STEEL PLATES FOR PRESSURE VESSELS FOR INTERMEDIATE AND HIGH TEMPERATURE SERVICE INCLUDING BOILERS - SPECIFICATION ( Second Revision ) ‘1 SCOPE from an ingot, in its relation to the location and number of specimens, and not to its condition. .This standard covers three grades of plain carbon steel plates 5 mm thick and above, 4 GENERAL REQUIREMENTS intended for use in pressure vessels for inter- General requiremznts relating to the supply of mediate and high temperature service which steel plates for pressure vessels shall conform include boilers. to IS 8910 : 1978. a) Grade 1 - Low tensile steel plates for fire boxes and boiler plates which require 5 MANUFACTURE welding, flanging or flame cutting; 5.1 Steel shall b: manufactured by any process b) Grade 2 - Medium tensile steel plates of steel m-iking exc:pt B:ssem:r piozess. It which can be used for weJding, flame may b: followed by secandlry refining or cutting, and flanging in the hot condition; secondary vacuum treatment. and 5.1.1 The steel shall b; fully killed. An c) Grade 3 - High tensile steel plates which austenitic grain size of 2 to 5 as determined by can be used for welding, flame cutting, the carburlzing method specified in IS 2853 : and hot flanging under controlled 1964 is recommended. conditions. 6 CHEMICAL COMPOSITION 2 REFERENCES 6.1 The ladle analysis of the mxterizl, when 2.1 The following Indian Standards are necessary carried out either by the method spzcifiad in adjuncts to this standard. the relevant parts of IS 228 or any other estab- lished instrumental/chemical method shall b: IS No. Title as given in Table 1. In case of dispute the 228 : 1966 Methods for chemical analysis procedure given in IS 228 and its relevant plrts of steel shall be the referee method. 1599 : 1985 Method for bend test ( second revision ) 6.2 Permissible variation in else of product 1608 : 1972 Method for tensile testing of analysis from the limits sp&ied in 6.1 shall steel products (first revision ) be as follows: 4225 : 1979 Recommended practice for Constituent Variation Over the straight beam ultrasonic testing Specified Maximum or of steel plates ( first revision ) Under the Minimum 8910 : 1978 General technical delivery Limits Percent requirements for steel and steel Carbon 0’03 products Silicon 0’03 12457 : 1988 Code of practice for evaluation, Sulphur 0’005 repairs and acceptance limits of Phosphorous 0’005 suEface defects to steel plates Manganese 0’05 and wide flats. NOTE -Variation shill n3t be applicxble both 3 TERMINOLOGY over and under the sp:ci!ied limits in several determinations in a heat. 3.0 For the purpose of this standard, the foIlowing definition shall apply. 7 HEAT TREAXMENT 3.1 Plates as Rolled Unless specified otherwis:, plates above 12 mm This term refers to the unit plate ( 5 mm thick thickness shall be supplied in tht: normalized .and above ) as rolled from the slab or directly condition. 1 FOR INTERNAL USE AT THIS LOCATION ONLY, SUPPLIED BY BOOK SUPPLY BUREAU. LICENSED TO ESSAR STEEL LIMITED, HAZIRAIS 2002 : 1992 Table 1 Chemical Composition Grade Carb;o;xPerceat M;f~;~y~so Silicon Solpb;;F’ercent Phosphoro;Percent Percent (11 (2) (3) (4) (5) (6) 1 0.18 090-1.20 0.1%0.35 0.040 0.035 2 0.20 oso-1.20 O15-0~35 0.040 0.035 3 0.22 050-l .20 015-0.35 0.040 0.035 NOTES 1 Carbon content over the maximum specified shall be increased by: For plates over 25 mm up to and including 65 mm thick-O02 y!, MUX For plates over 65 mm thick-O,04 %, Max 2 Aluminium content shall not exceed: For plafes up to 150 mm thick-0.020% For plates ever 150 mm thick-@035% 3 Nitrogen ccntent, shall not exceed O,OIZ”/,. This should be ensured by the manufacture by occasiona check anatysis. 4 Residual copper shall not exceed 0.10 percent 5 Whenever any alloying elements are added for achieving strength, maximum carbon equivalent shall not exceed O-44 for steels to be used for welding. Carbon Equivalent ( CE ) based on ladle analysis 8 FREEDOM FROM DEFECTS the edges of a plate, as prepared for shipment by the manufacturer are acceptable and do not 8.1 Plates shall be cleanly rolled to the require exploration. dimensions specified. The material shall be free from harmful defects. Scale pits and other 8.2.2 All larger discontinuties shall be explored minoi surface defects may be removed by to determine their depth and extent. Disconti- grinding. The depth of grinding being such nuties shall ba considered continuous when that the thickness of the plate shall not go below located in the same plane within 5 percent of tte specified value, at the spot where the dress- the plate thickness and separated by a distance ing is done. The grinding shall be even and less than the length of the smaller of two adjacent smooth and shall be widened enough to remove discontinuities. sharp ridges. Dressirg with a hammer or welding or defective spots shall not be permitted. 8.2.3 Repair by Welding 8.2 Edge imperfect may be rectified subject to Repair welding shall be permitted only with the mutual agreement between the purchaser and approval of the purchaser. Preparation for the manufacturer: repair welding shall include inspection to assure 8.2.1 Lamiriar type discontinuties, 25 mm and complete removal of the defect. Repair if less in ler.gth and visible to Ihe unaided eye on permitted shall be done as per IS 12457 : 1988. Table 2 Permissible Deviations from the Nomiaal Thickness and Permissible Difference in Thickness of the Same Plate ( CIuuse 9.1 ) Nominal Permissible Deviation Permissible Differences Between the Smallest and Largest Thickness from the Nominal Thickness Thickness of the Same Plate for’Nomina1 Widths mm mm mm ___h___~ r---T----------- h---------,,__,~ From Up to but Usual lower deviation From 600 From 2 000 From 2 500 From 3 000 From, 3 500 not from the nominal UP to but up to but up to but up to but up to 4 000 including thickness not in- not in- not in- not in- cluding eluding eluding eluding 2000 2500 3 000 3 500 5 8 + 1.1 0.9 0.9 1.0 1.0 - 0.4 8 15 + 1.2 0.9 1.0 1.0 1.1 1.1 - 0.5 15 25 + 1’3 1.0 1.1 1.2 1.2 1.3 - 0.6 25 40 + 1.4 1.1 1.2 1.2 1.3 1.3 - 0.8 40 80 + 1’8 1’2 1.3 1.4 l-4 1.5 - 1.0 se 150 + 2.2 1.3 1.4 1.5 1.5 1.6 ‘“f’Sd~ - 1.0 Above To be asreed between supplier and purchaser 2 FOR INTERNAL USE AT THIS LOCATION ONLY, SUPPLIED BY BOOK SUPPLY BUREAU. LICENSED TO ESSAR STEEL LIMITED, HAZIRAIS 2002 : 1992 9 TOLERANCES Table 5 Permissible Deviations from Flatness 9.1T hickness ( Clause 9.4 ) ;i;let;lerance on thickness shall comply to Nominal Thickness, mm Deviation r--m- ----7 _. From Up Lo but not 9.2 Width Including mm (1) (2) (3) The tolerance on width shall comply to Table 3. 5 8 12 8 15 II 9.3 Length 15 25 10 The tolerance on length shall comply to 25 40 9 Table 4. 40 150 8 including 9.4 Flatness 9.4.1 For the test of deviations from flatness, The permissible deviation from flatness for any the plates shall be laid on a flat horizontal 2 000 mm of length shall not exceed the limits surface. They shall rest freely thereon and be given in Table 5. subjected only to their own weight. The devia- tion from flatness is deemed to be the maximum Table 3 Permissible Upper Deviation from distance between the plate and a straight edge the Nominal Width in Case of Plate 2 000 mm long. which can be laid in any desired with Cut Edges direction. Only that part between two points ( Clause 9.2 ) of contact between the plate and the straight edge may be taken into consideration. The Nominal Width ( mm ) Permissible Deviation r--___h_-___-$ Over the Nominal deviations from flatness shall be. measured at a From Up to but not Width distance of at least 25 mm from the longitudinal including mm edges and a least 200 mm from the ends of (1) (2) (3) the plate. 600 2 000 20 2 000 3 000 25 9.5 Roiling Mass 3 000 4 000 30 included Permissible deviation from the theoretical mass shall comply to Table 6. Table 4 Permissible Upper Deviation from the Nominal Length 10 CALCULATION OF MASS ( Clause 9.3 ) The mass of, plate shall be calculated on the Nominal Length, mm Permissible Upper basis that steel weighs 7’85 g/ems. r-_-_-h---~ Deviation from the From Up to but not Nominal Length 11 SELECTION OF TEST SAMPLES Including mm (1) (2) (3) 11.1 Test samples of the required size shall be - 4 000 20 cut transverse to the rolling direction, from 4 000 6 000 30 the center of the top end of each rolled plate 6 000 8 000 40 ( see Fig. 1 ). 8 000 10 000 50 10 000 15 000 75 11.2 The size of the test sample should be such 15 000 25 000 100 that a retest specimen, if necessary, may be ( including ) prepared from it. Table 6 Permiesibie Upper Deviation from the Theoretical Mass ( The values shown in the table below apply to consignments weighing 25 tons, up to but not including 75 tons ) ( CZause 9.6 ) Nominal Thickaess Permisssible Upper Permissible Upper Deviation from the Theoretical Weight mm Deviation from the in Percentage for Nominal Width c--- h---y Nominai Thickness mm From Up to but mm ~----_-_-_-_------- A__-___________~ not From 600 From 2 000 From 2 500 Frbouyn3,f00 From 3 500 including up to but up to but up to but up to 4 000 not includ- not includ- not includ- includ- ing 2 000 ing 2 500 ing 3 000 ing 3 500 (0 (2) (3) (4) (5) (6) i7) (8) 5 8 1’1 7 7.5 8.5 9 - 8 15 1.2 6 6 6’5 7 7.5 15 25 1.3 4’5 4.5 5 5 5.5 25 40 1.4 3.5 3’5 4 4 4 40 80 1’8 3.5 3.5 4 4 4 80 150 2’2 3.5 3.5 3.5 3.5 3.5 including Over 150 To be agreed between supplier and purchaser. 3 FOR INTERNAL USE AT THIS LOCATION ONLY, SUPPLIED BY BOOK SUPPLY BUREAU. LICENSED TO ESSAR STEEL LIMITED, HAZIRAIS 2002 : 1992 process, is satisfactorily removed. All rough TEST STRIPS edges shall be smoothened out by suitable means. The rolled surface of the material should be maintained on the test bar. 11.8 In case of a plate not exceeding 7 meters in length one sample shall be taken from one end of each rolled plates. In case of a plate exceeding 7 meters in length, one sample shall be taken from both ends of each plate. 12 TENSILE TEST 12.1 Test sample shall be selected as per clause Il. 12.2 The tensile stress, yield stress and per- centage elongation, when determined in accordance with IS 1608 : 1972, shall conform to the requirements specified in Table 7. 12.2.1 The rolled surfaces shall be retained on the two opposite faces of the test piece where practicable. If the test piece has to be reduced in thickness for testing purposes, at least one surface should be as rolled. 12.2.2 Should the test piece break outside the All dimensions in millimetres. middle half of the gauge length and the per- FIG. 1 POSITION OF TEST STRIPS IN ceztage elongation is less than that specified, ROLLED PLATES the test may be discarded at the option of the supplier and another test made from the same 11.3 Test samples shall not be removed from test sample. the plates except with the approval of the purchaser or his authorised representatives. 12.3 Subject to mutual agreement between the purchaser and the supplier, the supplier shall 11.4 Before the test samples are parted from the guarantee the required yield stress at any higher plates, full particulars regarding cast number, temperature ( Et). size, mass and the mass rolled from each cast shall be furnished by the supplier to the 12.3.1 The plate manufacturer should satisfy purchaser. the boiler maker and his rep:-esentative that the steel supplied is capable of meeting the 11.5 The test samp!es shall not be annealed or value (Et). otherwise subjected to any further heat treat- ment. The samples .should be parted from 4 9 By producing adequate record of test the plates only after heat treatmzt of the plate, results on the type of steel concerned; if any. and 11.6 Any straightening of the test sample, which ii) By showing that the steel supplied may be required shill be done cold. actually conforms to the requirements, 11.7 The cut edges of the test bars shall be so by ladle analysis and by a statement finished that any possible influence on the pro- chat, the manufacturing processes has perties of the material, due to the cutting remained comparable; or Table 7 Mechanical Properties ( Clause 12.2 ) Grade Tensil&Etenglh Y&k, stre; o/0E longation on 565/So Gauge Length, Min r_--___-----7 r__-____----_------~ r.___--h _-‘--~ Thickness 60 60 to 100 to 16 16 to 40 to 60 to 100 to 60 60 to 100 350 40 60 100 350 350 (1) (2) (31 (4) (5) (6) (7) (8) (9) (10) (11) 1 360 to 360 to 350 to 235 225 215 200 185 24 23 480 480 480 2 410 to 410 to 400 to 265 255 245 215 200 22 21 530 530 530 3 460 to 450 to 440 to 290 285 280 255 230 21 20 580 570 570 FOR INTERNAL USE AT THIS LOCATION ONLY, SUPPLIED BY BOOK SUPPLY BUREAU. LICENSED TO ESSAR STEEL LIMITED, HAZIRAIS 2002 : 1992 b) In absence of data mentioned in (a) (i), from one end. The first and third grooves shall by proof stress test at the design tcmpera- be on one face and the middle one on the ture stated on the individunl order. opposite face, For plates over 20 mm in thick- ness, the grooves shall be about 3 mm deep. NOTES The test pi:ce shall be broken at each groove 1 By special arrangement between the plate manu- by hammering or by pressing. facturer and the boiler maker and/or his represen- tative, proof stress test may be required for the 14.3 The fracture shall be clean and shall not individual order. show any seam, lamination, blow hDles or 2 For all steels ( Carbon ): inclusions more than 6 mm in length in the case of plates 20 mm and under in thickn-ss and not a) When the steel maker has collected a sufficient number of tests for application to a statistical I more than 10 mm in length in the casz of plates definition of Et, on the grade of steel; Et should over 20 mm in thickness. be equal to the average value of the test results at temperature ‘t’ less two standard deviation; 14.4 Three typical photographs ( Fig. 2, 3 and b) When a sufficient number of test results are not 4 ) showing bpiler plate3 of 10 mm thickness available Et should be taken as a minimum value indicating acceptance and unacceptable limits guaranteed by the steel maker which should be are given below for guidance only. checked at the time of acceptance. For carban steels the value of the proof stress given by the ratio Et/Rzo ( taken .from Table 8 ) may be taken 15 ULTRASONIC TESTING ( 25 mm THICK without verification at the time of acceptance. AND ABOVE ) 13 BEND TEST 15.1 If agreed b:tween the manufacturer and consumer plates ( 25 mm thick and above ) shall 13.1 Test samples shall be selected as per be tested for ultrasonic testing in accordance clause 11. with IS 4225 : 1979 for internal soundness. 13.2 The bend test shall be cxrried out in 15.2 Acceptance Standards accordance with IS 1599 : 1985. 15.2.1 Any discontinuity indication causing a 13.2.1 The test pieces shall bc about 230 mm total loss of bzck refie:tion which cannot bz long ancJ not less than 40 mm wide. The test contained within a circle, the diamzter of which piece, when cold, shall withstand without frac.- is 75, mm or one half of the plate thickness, ture bzing bent over through 180”, either by whichever is greater is unacceptable. pressure or by slow and steady blows from a hammer till the internal diameter is not greater 15.2.2 Acceptable adjxent discontinuity indi- than twice the thickness of the t:st piec: in th: cations shall b: separated from each other by a case of Grade 1 and Grade 2 plates and three distance equal to or larger than the larger of the times the thickness of the test piece in the case adjacent discontinuity indications unless the of Grade 3 plates. adjacent defects can b2 contained in a circle of diameter equal to the acceptance standard for a 13.2.2 During the test, th: rolled surfacs shall single defect. be on the tension side. 15.3 Supplementary Requirements 14 HOMOGENEITY TEST ( FOR GRADE 1 PLATE FOR FIRE BOXES ONLY ) Supplementary requirements if any, Will bz specified in the purchase order. 14.1 The object of this test is to open and render visible to the eye any internal defect in 16 OTH& TESTS the steel, like blow holes, inclusions, etc. The test shall be done at the rate of one test per 16.1 Any test other than those spxified above, cast. may be agreed upon at the tim: of inquiry and order. 14.2 One test piece 330 mm long and not less than 40 mm wide, shall be prepared as given 17 RE-TESTS under 13.2.1. For plates 20 mm and under in thickness, the test piece shall be nicked or 17.1 Should any one of the test pieces, first .grooved, about 1’5 mm deep, transversely in selected, fail to pass any of the tests specified in -three places at 50 mm intervals starting at 50 mm this standard, two further samples shall be Table 8 Minimum Valoes for the Ratio of the Stress at Proof Limit 0.2 Per cent at Elevated Temperature ( Et > to the Minimum Specified Tensile Strength at Room Temperature ( R ) of Carbon Steel Boiler Plates [ Clause 12.3.1 ( Note 2 ) I Temperature 250°C 275°C 300°C 325°C 350°C 375°C 400°C 425°C ( See Note ) Ed&o 0.40 0.38 0.36 0.34 0.33 0.32 0.31 0.30 NOTE - For temperature lower than 300°C, any test required for acceptance purposes ( in default of records of previous tusts at these temperatures ) should be made at 300°C in which case the proof stress should be not less than the value obtained by calculation from the specified minimum tensile strength. 5 FOR INTERNAL USE AT THIS LOCATION ONLY, SUPPLIED BY BOOK SUPPLY BUREAU. LICENSED TO ESSAR STEEL LIMITED, HAZIRAFIG. 2 PHOTOGRAPHS HOWING FINE GRAINED FRACTURE WITHOUT ANY DEFECT -- ACCEPTABLE. MAGNIFICATION 2 X FIG. 3 PHOTOGRAPH SHOWING FINE GRAINED FIG. 4 PHOTOGRAPH SHOWING PRESENCE OF FRACTURE WITH PERMISSIBLE DEFECT - LAMINATION - NOT ACCEPTABLE. ACCEPTABLE. MAGNIFICATION 2 X MAGNIFICATION 2 x selected for testing in respect of each failure. 19 MARKING If the test pieces prepared from both the additional samples comply with the requirements 19.1 Every plate shall be legibly marked with of the test, the material represented by the srmples, shall be deemed to comply with the a) Manufacturer’s name or trade-mark, if requirements of that particular test. Jf the test any piece from either of the samples fails in test, the material represented by the test samples shall b) Cast number or identification mark by be liable for rejection. which the steel can be traced to the cast 18 RUST PROTECTION from which it was made and Plate number so that correlation with T.C. is possible If so desired by the purchaser, each plate shall be painted with one coat of boiled linseed oil or c) The direction of final rolling. a suitable rust preventive material ( as agreed to between the suppliei and the purchaser) after 19.2 The material may also be marked with the inspection and acceptance. Standard Mark. 6 FOR INTERNAL USE AT THIS LOCATION ONLY, SUPPLIED BY BOOK SUPPLY BUREAU. LICENSED TO ESSAR STEEL LIMITED, HAZIRAStandard Mark The use of the Standard Mark is governed by the provisions of the Bureau of Indian Standards Act, 1986 and the Rules and Regulations made thereunder. The Standard Mark on products covered by an IndianStandard conveys the assurance that they have been produced to comply with the requirements of that standard under a well defined system of inspection, testing and quality control which is devised and supervised by BIS and operated by the pro- ducer. Standard marked products are also continuously checked by BIS for conformity to that standard as a further safeguard. Details of conditions under which a licence for the use of the Standard Mark may be granted to manufacturers or producers may be obtained from the Bureau of Indian Standards. FOR INTERNAL USE AT THIS LOCATION ONLY, SUPPLIED BY BOOK SUPPLY BUREAU. LICENSED TO ESSAR STEEL LIMITED, HAZIRA&rem of India@ glttirrdr BIS lr a statutory institution established under the Bureau of Indian svmrdordrA ct, 1986 to ptomote harmonious development of the activities of standardization, &arking and quality certification of goods and attending to connected matters in the country. Copyright BIS has the copyright of all its publications. No part of these publications may be reproduced in any form without the prior permission in writing of BIS. This does not preclude the free use, in the course of implementing the standard, of necessary details, such as symbols and sizes, type or grade designations. Enquiries relating to copyright be addressed to the Director ( Publications ), BIS. Revlslom of Indian Standarda Indian Standards are reviewed periodically and revised, when necessary and amendments, if any, are issued from time to time. Users of Indian Standards should ascertain that they are in possession of the. latest amendments or edition. Comments on this Indian Standard may be isent to BIS giving the following reference: Dot : No. MTD 4 ( 3709 ) Amwta Inned Since Publication Amend No. Date of Issue Text Affected BUREAU OF INDIAN STANDARDS Headquarters: Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telephones : 331 01 31, 331 13 15 a Telegrams : Manaksansiha ( Common to all O&es ) Regional Ol3ces : Telephone Central : Manak Bhavaa, 9 Bahadur Shah Zafar Marg 331 01 31 NEW DELHI 110002 1 331 13 75 Bastera : l/l4 C. I. T. Scheme VII M, V. I. P. Road, Maniktola 37 84 99, 37 85 61 CALCUTTA 700054 ( 37 86 26, 37 86 62 53 38 43, 53 16 40 Northern : SC0 445446, Sector 35-C. CHANDIGARH 160036 1 53 23 ll4 235 02 16, 235 04 42, Southern : C. I. T. Campus, IV Cross Road, MADRAS 600113 I 235 15 19, 235 23 15 Western : Manakalaya, E9 MIDC, Marol, Andheri ( East ) 1632 92 95, 632 7! a, BOMBAY 400093 1632 78 91, 632 78 92 Branches : AHMADABAD, BANGALORE, BHOPAL, BHUBANESHWAR, COIMBATOfiE PARIDABAD, GHAZIABAD, GUWAHATI, HYDERABAD, JAIPUR, KANPUR Lucmow, PAmA, THIRWANANTI~APURAM. Printed at Dee Kay Printers, New Delhi, India FOR INTERNAL USE AT THIS LOCATION ONLY, SUPPLIED BY BOOK SUPPLY BUREAU. LICENSED TO ESSAR STEEL LIMITED, HAZIRAAMENDMENT NO. 1 DECEMBER 1993 TO IS 2002 : 1992 STEEL PLATES FOR PRESSURE VESSELS FOR INTERMEDIATE AND HIGH TEMPERATURE SERVICE INCLUDING BOILERS - SPECIFICATION ( Second Revision ) [ Page 1, clause 1 (b) Grade 2 ] - Substitute the following for the existing sentence: ‘b) Grade 2 - Medium tensile steel plates which can be used for welding, flanging and flame cutting.’ ( Page 2, Table 1, Note 2, line 1 ) - Substitute the word ‘Total aluminium for ‘Aluminium’. (Page 2, Table 1, Note 2, line 2 ) - Substitute ‘0.022 %’ for ‘0.020 %‘. ( Page 2, chtse 8.2, he 1 ) - Substitute the word ‘imperfection’ for ‘imperfect’. ReprographyU nit, BIS, New Delhi, India FOR INTERNAL USE AT THIS LOCATION ONLY, SUPPLIED BY BOOK SUPPLY BUREAU. LICENSED TO ESSAR STEEL LIMITED, HAZIRAi -___-- __I.___ ..___._ --.r, -.. _... -. AMENDMENT NO. 2 OCTOBER 1997 TO IS 2002 : 1992 STEEL PLATES FOR PRESSURE VESSELS FOR INTERMEDIATE AND HIGH TEMPERATURE SERVICE INCLUDING BOILERS - SPECIFICATION (Second Revision ) ( Puge 1, clause 2.1 ) - Substitute ‘1608 : 1995 Mechanical testing of metals - Tensile testing ( second revision )’ for ‘1608 : 1972 Method for tensile testing of steel products (first ratision )‘. (Page 1, clause 3.1) - Insert the following at the end of para: ‘Plates produced from coil means the plates which have been levelled or flattened and cut-to-length.’ (Page 4, clause 12.2, line 3 ) - Substitute ‘IS 1608 : 1995’ for ‘IS 1608 : 1972’. Reprography Unit, BIS, New Delhi, India FOR INTERNAL USE AT THIS LOCATION ONLY, SUPPLIED BY BOOK SUPPLY BUREAU. LICENSED TO ESSAR STEEL LIMITED, HAZIRAAMENDMENT NO. 3 JUNE 2001 TO IS 2002:1992 STEEL PLATES FOR PRESSURE VESSELS FOR INTERMEDIATE AND HIGH TEMPERATURE SERVICE INCLUDING BOILERS — SPECIFICATION (Second Revision) (Page 4, clause 11.8) — Delete. (MTD4) Reprography Unit, BE, New Delhi, India 1 i ! FOR INTERNAL USE AT THIS LOCATION ONLY, SUPPLIED BY BOOK SUPPLY BUREAU. LICENSED TO ESSAR STEEL LIMITED, HAZIRAAMENDMENT NO. 4 NOVEMBER 2002 TO IS 2002:1992 STEEL PLATES FOR PRESSURE VESSELS FOR INTERMEDIATE AND HIGH TEMPERATURE SERVICE INCLUDING BOILERS — SPECIFICATION (Second Revision ) ( Foreword) — Insert the following before last para: ‘For all the tests specified in this standard (chemical/physical/others), the method as specified in relevant 1S0 standard may also be followed as an alternate method.’ (MTD4) ReprographyUnit,BIS,NewDelhi,India ., FOR INTERNAL USE AT THIS LOCATION ONLY, SUPPLIED BY BOOK SUPPLY BUREAU. LICENSED TO ESSAR STEEL LIMITED, HAZIRA
2974_3.pdf	IS 2974 ( Part 3 ) : 1992 hdian Standard DESIGN AND CONSTRUCTION OF MACHINE FOUNDATIONS -CODE OF PRACTICE PART 3 FOUNDATIONS FOR ROTARY TYPE MACHINES (MEDIUM AND HIGH FREQUENCY) Second Revision ) ( First Reprint NOVEMBER 1993 UDC 624’159’1 : 621’313-218’2 0 BIS 1992 BUREAU OF INDIAN STANDARDS MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG NEW DELHI 110002 August 1992 Price Group 4Foundation Engineering Sectional Committee, CED 43 FOREWORD This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized by the Foundation Engineering Sectional Committee had been approved by the Civil Engineering Division Council. The installation of heavy rotary machines, namely. steam turbo-generators, turbo-compressors and blowers, involves design of their foundations taking into considerations the vibration characteristics of the foundarions system. While many of the special features relating to the design and construction of such machine foundations are guided by the manufacturers, slill a large part of the details shall have to be according to certain general principles of design covering machine foundations. This code of practice for design and construction of machine foundations ( IS 2974 ) is being published in parts. This part lays down the general principles for frame foundations for rotary machines of medium to high frequencies. The other parts of this code are: IS 2974 Code of practice for design and construction of machine foundatians: Part 1 : 1982 Foundations for reciprocating type machines Part 2 : 1980 Foundations for impact type machines ( hammer foundations ) Part 4 : 1979 Foundations for rotary type machines of low frequency Part 5 : 1987 Foundations for impact type of machines other than hammers ( forging and stamping press, pig breakers, drop crusher and jolter ) In the design and construction of foundations for rotary machines, a proper coordinations between the different branches of engineering, including those dealing with erection and commissioning is essential. Coordinated efforts by the different branches would result in satisfactory performance, convenience of operation, economy and a good general appearance of the complete unit. The main unit with all its auxiliaries and adjacent piping must be provided for, when making the foundation plans and al1 the details should be well worked out, before going ahead with the design. This standard first published in the year 1967 and subsequently revised in 1975. This revision has been prepared, based on a numbers of comments received on this standard, keeping in view the current design practices followed in India and abroad. The sizes and capacities of turbo-generators have increased ( up to 500 MW ) since the last revision of the code. There have been fundamental changes in the design philosophy of turbogenerator foundations, for example use of slender columns, long and flexible top decks, etc. With the advent of powerful computers and finite element analysis computer programmes the use of three-dimensional space frame models for static and dynamic analysis has become common in design offices. The code has been made more relevant to design office use. Aspects such as preliminary sizing of the foundations and loading combinations are expected to be useful to the less experienced designers. For large sized foundations with complex structural arrangement, it has been observed that two- dimensional plane frame models are nof possible to use. For such foundations three-dimensional space frame model is recommended for analysis. For the purpose of deciding whether a particular require,ment of this standard is complied with, the final value, observed or calculated, expressing the result of a test, shall be rounded o!t in accordance with IS 2 : 1960 ‘Rules for rounding off numerical values ( revised )‘. The number of significant places retained in the rounded off value should be the same as that of the specified value in this standard.IS2974(Part3) : 1992 Indian Standard DESIGNANDCONSTRUCTIONOF MACHINEFOUNDATIONS -CODEOFPRACTICE PART 3 FOUNDATIONS FOR ROTARY TYPE MACHINES (MEDIUM AND HIGH FREQUENCY) ( Second Revision ) 1 SCOPE 3.6 Mode of Vibration In a system undergoing vibration, a mode of vibration 1.1 This code is primarily meant fordesigningframed is a characteristic pattern assumed by the system type foundations for turbo-generators machinery. in which the motion of every particle is simple However, the provisions of this code may be used harmonic with the same frequency. Two or more suitably for other machine foundations of similar types, modes may exist concurrently in a multi-degree free- for example, foundations of turbo-compressors, boiler dom system. feed pumps, etc. 4 NOMENCLATURE OF FOUNDATION 1.2 The following classification shall apply to machines based on their operating speeds: COMPONENTS Medium frequency 25 Hz <fi c 50 Hz 4.0 The following nomenclature shall apply to the High frequency 3 50 hz components of the foundation in this code (set Fig. 1). 2 REFERENCES 4.1 Top Deck 2.1 The Indian Standards listed in Annex Aare neces- sary adjuncts to this standard. The top portion of the machine foundation consisting of transverse and longitudinal beams. 3 TERMINOLOGY 4.2 Transverse Beams 3.0 The common terminology used in structural dy- The members that support the turbine-generator that namics and machine foundation design is given below are transverse to the axis of the machine. for reference. For a more comprehensive list of terms, refer to IS 2974 (Parts 1 and 2). 4.3 Longitudinal Beams 3.1 Natural Frequency The members that support the turbine-generator that are parallel to the axis of the machine. The dynamic property of an elastic body or system by which it oscillates repeatedly from a fixed reference 4.4 Columns point when the external force is removed. The vertical members that support the top deck. 3.2 Free Vibration 4.5 Base Mat Vibration process of a system excited initially, which may be in the form of initial displacement or velocity, The part of the foundation which supports the columns and rests on soil/piles. but no more time-varying force acting on it. 3.3 Forced Vibration 4.6 Foundation Vibration process of a system which is caused by The entire structure, including the deck, columns and external time-varying loads acting on it. mat. 3.4 Damping 5 ISOLATION FROM ADJOINING STRUCTURES Dampingis dissipationofenergy ina vibratingsystem. The foundation structure shall be isolated from the 3.5 Resonance main building and also from other structures in the Resonance of a system in forced vibration is a condi- plant. An air gap shall be provided between the foun- tion whenany change, howeversmall, in the frequency dation and adjoining structures at all levels above the of excitation causes a decrease in the response of the base mat to avoid the transfer of vibrations to the system. adjoining structures. 1IS2974(Part3) :1992 6 NECESSARY DATA 8 SIZING OF THE FOUNDATION 6.1 Machine Data 8.1 The preliminary sizing of the various elements of the TG foundation are to be done to arrive at a The following data shall be made available to the foundation configuration which will need least changes designer by the machine manufacturer (see Fig. 2): after detailed analysis and design. 4 Loading diagram of the machine showing the It is convenient and preferable to provide the same location, magnitude and direction of all loads soffit level for all the girders from the point of view of including dynamic loads; design and detailing. b) Speed of the machine; 8.2 The geometric layout ofthe fou’ftdation, the shape of the girder cross sections and columns shall be c) Critical speeds of the machine; arranged, as fast as possible, symmetrically with respect to the vertical plane passing through the longi- 4 Outline dimensions of the foundation; tudinal axis of the machine. 4 Mass moment of inertia of the machine com- ponents; 8.3 Sizing of the Top Deck The proportioning of the deck is basically governed f-l Details of inserts and embedments; by the machine manufacturer’s drawing giving the s) Layout of piping, ducting, etc, and their sup- sole plate locations and opening details for the various porting details; parts of the machine. h) Temperatures in various zones during op- While fixing the depth of the girders the following eration; and guidelines may generally be used: 8 Allowable displacements at the machine bear- ing points during normal operation. Girders Supporting the Turbine: Clear span-to-depth ratio = ranging from 2 to 3 6.2 Geotechnical Data Depth to width ratio = ranging from 1 to 3 Investigation of the site where the foundation is to Girders Supporting the Generator: be located shall be. done to evaluate the following parameters: Clear span-to-depth ratio = ranging from 2.5 to 3.5 a) Allowable bearing pressure/pile capacities. Depth to width ratio = ranging from 1 to 1.5 b) In-site dynamic soil properties as per 8.4 Sizing of Columns IS 5249 : 1992. The following guidelines may be followed for column 7 LOADING ON THE FOUNDATION sizing: a) As far as possible pairs of columns should be The following loads shall be considered for the provided under each transverse girder; foundation design (see Annex B): b) Compressive stresses and elastic shortening a> Dead loads which include the self weight of should be kept uniform in all the columns as the foundation and dead weight of the ma- far as possible; and chine; c) The first two natural frequencies of column b) Operation loads supplied by the machine with its top and bottom ends fixed shall be manufacturer which include friction forces, away from the operating frequency of the power torque, thermal elongation forces, turbo-generator by at least 20 percent. vacuum in the condenser, piping forces, etc; 8.5 Sizing of Base Mat 4 Unbalance forces during normal operation; The base,mat shall be sufficiently rigid to preserve the shaft alignment. Following are some guidelines forthe 4 Temperature forces caused by uniform tem- base mat sizing: perature change and gradient temperature; a) The mass of the machine plus top deck, e) Short circuit breaker; b) The ratio of the bending stiffness of the base fl Loss of blade unbalance forces/bearing failure raft and largest columns in the transverse load; direction should be at least two, and g) Seismic forces; and c) The thickness of the base raft should not be h) Erection loads. less than 0’07 L4’j in which L is the average of 2IS2974(Part3) :1992 the two adjacent clear spans. This is appli- 4 Untracked sections may be used for calculat- cable to rafts supported directly on soil. This ing moments of inertia of the members. The shall not be used for piled foundations. rotational inertia may be disregarded. Shear rigidity shall be considered. 8.5.1 The guidelines given in 8.5 shall be used for the e) Young’s modulus shall be co uted as per initial sizing of the raft. The final raft thickness, however, would depend on the design forces. IS 456 : 1978. (E = 5 700 ?Icpk ) for static analysis. For dynamic analysis the following range of elastic modulus may be used: 8.6 As far as possible, the foundation shall be so dimensioned that the resultant force due to the weight Grade of Dynamic Elastic h4adulus of the machine, the deck, intermediate slabs (if any) Concrete Nbd and the base mat together with the weight of the columns passes through the centre of gravity of the M20 25590 - 30000 base area in contact with the base mat. In cases, where M25 28500 - 34000 small eccentricities are unavoidable, an eccentricity of up to 3 percent of the base dimension along which M 30 31200 - 37000 the centre of gravity gets displaced may be allowed. f) Damping shall be assumed to be 2 percent of 9 STRUCTURAL ANALYSIS critical damping under normal operating loads. A higher damping of 5 percent may be used 9.1 Modelling under emergency loads like blade failure, short- circuit, bearing failure, etc. The analysis shall be done using a simulated mathe- matical model of linear-elastic properties. For turbo- 9.2 Free Vibration Analysis generator foundations of more than 100 MW capacity, a three-dimensional space frame model is recom- Free vibration analysis shall be carried out to calculate mended. The modelling should take into account the the natural frequenciesand modeshapesofthe founda- basic characteristics of the system, that is, mass, stiff- tion. The highest natural frequency calculated should ness and damping. Special attention is required be at least 10 percent higher than the operating fre- while idealing the points of excitation. The model quencyofthe machine. Damping may be neglected for should simulate the vibration characteristics of the the purpose of free vibration analysis. machine foundation system to a sufficient degree of accuracy (see Fig. 3). 9.2.1 Frequency Criteria For smaller foundations (for example, turbo-genera- The following frequency criteria shall be checked: tor foundations of less than 100 MW capacity) with a regular framing arrangement, plane frame models The fundamental natural frequency shall be at may be used in the transverse and longitudinal least 20perccnt away from the machine operating direction. speed. that is, fi < 0.8 fm 9.1.1 The following points shall be considered while constructing the model for dynamic analysis: or a) The foundation shall be modelled as a three- fi > 1.2fin dimensional space frame in which the col- where umns and beams are idealised as 3-D beam elements with six degrees of freedom at each fn = fundamental natural frequency of the node. Slabs and walls, if present, may be foundation, and modelled using thin shell (plate bending) ele- ments. The columns shall be assumed to be fm = operating speed of the machine. fixed at the base, disregarding the base mat. However, it is preferable to maintain a frequency b) Nodes shall be specified to all bearing points, separation of 50 percent. beam-columnjunctions, mid-points and quar- ter points ofbeams and columns and wherever 9.3 Forced Vibration Analysis the member cross-sections change significantly. Forced vibration analysis shall be performed at the Generally, the number of modes specified on operating speed and also at irequencies corresponding any member should be sufficient to calculate to certain selected modes for transient resonance. The all the modes having frequencies less than or calculated displacement shall be checked against the equal to the operating speed. specified criteria. cl Lumped-mass approachshall be used forcom- puting modal masses of the foundation. The 9.3.1 Forcing Function machine shall be modelled to lump its mass together with the mass of the foundation. The Generally, the unbalance forces are furnished by the stiffness and damping of the shaft and casing machine manufacturer at each bearing location under shall generally be disregarded. different operating conditions. 3IS2974(Part3) :1992 A sinusoidal forcing function of the form 11 BASE MAT ANALYSIS F(t) = F, sin (tot t $) The base mat may generally be modelled with plate bending elements or as a grillage of beams. The soil or shall be used for analysis. In the absence of data from piles beneath the base raft shall be idealised as spring the manufacturer the unbalance forces may be derived elements. from the balance quality grade of the machine (see Annex C). 11.1 The bearing pressure on soil or the load on the heaviest loaded pile shall not exceed 80 percent of 9.4 Seismic Analysis the net allowable bearing pressure or the safe load capacity of piles respectively. Response spectrum analysis shall be carried out as per IS 1893 : 1984. At least the first five modes shall be 12 DESIGN considered for mode superposition. 12.1 Working stress method as per IS 456 : 1978 shall 9.5 Static Analysis be used. A detailed static analysis of the foundation shall be performed to ensure that the foundation carries all the 12.2 Increase in Permissible Stresses loads safely. The same model which has been used for dynamic analysis may be used for static analysis. Where stresses due to either earthquake, short-circuit or loss of blade unbalance forces/bearing failure loads 9.5.1 Load Cases are combined with those due to dead and permanent load, the permissible stresses as specified in IS 456 : a> Dead loads (DL) 1978 may be increased by 25 percent. b) Operating loads (OL) 12.3 Fatique Factor cl Normal machine unbalance load (NUL) A fatique factor of 2 shall be used for the dynamic d) Temperature loads in the foundation (I’LF) forces caused by normal unbalance. 1) Uniform temperature change 12.4 Grade of Concrete 2) Temperature gradients across members The following grades of concrete shall be used: Short circuit forces (SCF) Loss of blade unbalance (LBL) or bearing Top deck : M 20 or higher grade failure load (BFL) Columns : M 20 or higher grade Seismic loads (SL) Base mat : M 20 or higher grade 9.5.2 Loads Combinations For turbo-generator foundations of capacities higher a) Operating condition than 100 MW, the minimum grade of concrete for the end columns shall be M 25. DLtOL+NUL+TLF 12.5 Reinforcement Steel b) Short circuit condition DLtOL+NULtTLFtSCF 125.1 Mild steel bars conforming to IS 432 (Parts 1 and 2) : 1982 or high yield strength deformed bars c) Loss of blade condition/Bearing failure conforming to IS 1786 : 1985 may be used. condition 12.5.2 Minimum dia of reinforcement bars used as DL + OL + TLF t LBL/BFL main reinforcement shall be 12 mm. 4 Seismic condition 125.3 Minimum Reinforcement DL+OL+NUL+TLFtEQL Beams of top deck 10 SOIL-STRUCTURE INTERACTION Top and bottom : 0.25 percent (each) of gross sec- tional area The effects of soil-structure interaction on the dy- namic response of the TG foundation may be ignored Sides 0.1 percent gross sectional area on under steady state dynamic loading. However, if the tach side TG foundation is located in zones of high seismicily, soil-structure interaction shall be considered for seis- Columns mic analysis. No soil-structure interaction need be considered for static analysis .and it is sufficient to Longitudinal : 0.8 percent of gross sectional area model the foundation fixed at the base raft level. reinforcement 4IS2974(Part3) :1992 Base mat 12.7 Reinforcement Detailing Top and bottom : 0.12 percent (each) of gross sec- Care should betaken while detailing to facilitate ease tional area in each direction of concreting. The clear spacing between bars should Intermediate : Shrinkage reinforcement of 0.06 be at least 5 mm more than the sum of aggregate size layer percent ineach direction if the raft and the largest bar diameter used. thickness is more than two metres 12.8 Construction Joints 12.5.4 The maximum spacing of the reinforcement bars shall not exceed 300 mm and the minimum 128.1 The base mat shall be cast in a single uninter- spacing shall not be less than 150 mm. rupted operation. Properly designed construction joints shall be provided between the base mat and 125.5 Splices in the reinforcement bars shall be stag- columns and between columns and the top deck. gered and shall be given in the compression zone as far Construction joint may also be provided approxi- as possible. mately at the mid-height of columns if the length of the column exceeds 8 me&es. 12.6 Concrete Cover 128.2 The top deck shall be cast in a single uninter- Minimum clear cover to reinforcement shall be 5Omm fortopdeckandcolumnsand 100mmforthebasemat. rupted operation. -COLUMNS EASE MAT FIG. 1 TYPICALF RAMED FOUNLIA-IIONF OR A ~IIRESO-GENERATORIS2974( Part3) : 1992 D<3 - LOAD POINT FIG.2 ‘~PKAL LOADINGD IAGRAM I FIG. 3 SPACEF RAMEM ODEL OF IHE FOUNDATIOSNH OWNI N FIG. 1 6IS2974(Part3) :1992 ANNEX A (Chse2.1) LIST OF REFERRED INDIAN STANDARDS IS No. Title IS No. Title 432 Specification for mild steel and concrete reinforcement ( third (Part 1) : 1982 medium tensile steel bats and revision ) hard-drawn steel wire for concrete reinforcement: Part 1 1893 : 1984 Criteria for earthquake resistant Mild steel and medium tensile steel design of structures (fourth bars ( third revision ) revision ) 432 Specification for mild steel and 2974 Code of practice for design (Part 2) : 1982 medium tensile steel bars and hard- (Part 1) : 1982 and construction of machine drawn steel wire for concrete foundations: Part 1 Foundations reinforcement : Part 2 Hard-drawn for reciprocating type machine steel wire ( third revision) ( second revision ) 456 : 1978 Code of practice for plain and 2974 Code of practice for design and reinforced concrete ( second (Part 2) : 1980 construction of machine revision ) foundations: Part 2 Foundations 1786 : 1985 Specification for high strength for impact type machine ( hammer deformed steel bars and wires for foundations ) (first revision ) ANNEX B (Clause 7) ABNORMAL LOADING B-l LOSS OF BLADE UNBALANCE M(t) = Ae -vo.4si n cot - Be +m4s in 2mt + Ce MJJ~ where The turbine rotor is balanced dynamically to enable smooth operation of the machine. An emer- w = angular frequency of the mains. gency condition can occur when one or more turbine A, B, C = coefficients specific to generator blades break loose from the rotor, which would im- design. pose a large dynamic force on the foundation at the bearing locations. The forces corresponding to a The forcing function is generally supplied by the massing last-row blade for each turbine section are Machine Manufacturer. It is advisable to perform a supplied by the machine manufacturer in the form dynamic analysis of the foundation. Sometimes, only of unbalance forces or equivalent static forces. the equivalent static force is supplied which assumes Since the turbo-generator is tripped in such a condition an infinitely rigid foundation and can make the foun- these forces occur for a short time required for the dation design highly conservative. coasting down time of the machine. It is sufficient to check the foundation for strength under these forces. In the absence of vendor supplied data, the following information may be used. B-2 SHORT CIRCUIT FORCE In the short circuit equation, the coefficient A, B, and C may be assumed as: When a line-to-line or line-to-ground short circuit occurs at the generator terminal, it imposes a huge A = 10 times normal power torque torque on the TG foundation. The short-circuit mo- B = 5 times normal power torque ment has the form (see Fig. 4). c = normal power torque 7IS2974( Part3) : 1992 ii z !ip - 50 Hr. OSCILLATING is -100th OSCILLATING h ----- UNIF’OLAR TOROUE rLg a+- a1 & 4a I TIME(SEC) - FIG. 4 SHORT-CIRCUIMTO MENTD IACJRAM ANNEX C (Clause 9.3.1) NORMAL UNBALANCE FORCE ON TURBO-GENERATOR FOUNDATION The unbalance forces caused by the machine during e = eccentricity of rotating mass in mm, and tbe normal operating condition are supplied by the 0 = operating speed of the machine in rad/ machine manufacturer. However, in the absence of sec. such information, the following method may be used to calculate the unbalance forces. Example : G = 6.3 mm/set Turbo-generator and other similar machines are clas- 0 = 3 000 ‘pm or 314.16 rad/sec sified undertbe balance quality grade of G2.5. Consid- ering one grade higher for the foundation design, that consequently, is, G6.3, the eccentricity of the rotor mass can be e = 0.02 mm obtained from unbalance force = meor sin ot G = eo where where G = balance quality grade in mm/set, nr = mass of the rotorStandard Mark The use of the Standard Mark is governed by the provisions of the Bureau of Indian Standards Act, 1986 and the Rules and Regulations made thereunder. The Standard Mark on products covered by an IndianStandard conveys the assurance that they have been produced to comply with the requirements of that standard under a well defined system of inspection, testing and quality control which is devised and supervised by BIS and operated by the pro- ducer. Standard marked products are also continuously checked by BIS for conformity to that standard as a further safeguard. Details of conditions under which a licence for the use of the Standard Mark may be granted to manufacturers or producers may be obtained from the Bureau of Indian Standards.Bureau of Indian Standards BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote harmonious development of the activities of standardization, marking and quality certification of goods and attending to connected matters in the country. Copyright BIS has the copyright of all its publications. No part of these publications may be reproduced in any form without the prior permission in writing of BIS. This does not preclude the free use, in the course of implementing the standard, of necessary details, such as symbols and sizes, type or grade designations. Enquiries relating to copyright be addressed to the Director (Publication), BIS Revision of Indian Standards Amendments are issued to standards as the need arises on the basis of comments. Standards are also reviewed periodically; a standard along with amendments is reaffirmed when such review indicates that no changes are needed; if the review indicates that changes are needed, it is taken up for revision. Users of Indian Standards should ascertain that they are in possession of the latest amendments or edition by referring to the latest issue of ‘BIS Handbook’ and ‘Standards Monthly Additions’. Comments on this Indian Standard may be sent to BIS giving the following reference: DOG: No, CED 43 (4898) Amendments Issued Since Publication Amend No. Date of Issue Text Affected BUREAU OF INDIAN STANDARDS Headquarters: Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telephones : 33101 31,331 13 75 Telegrams : Manaksanstha Common to all offices) Regional Offices : Telephone Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 331 01 31 NEW DELHI 110002 331 13 75 Eastern : l/14 C.I.T. Scheme VII M, V.I.P. Road, Maniktola 37 84 99, 37 85 61 CALCUTTA 700054 1 37 86 26, 37 86 62 Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036 53 38 43, 53 16 40 1 53 23 84 Southern : C.I.T. Campus, IV Cross Road, MADRAS 600113 35 02 16, 235 04 42 f 235 15 19, 235 23 15 Western : Manakalaya, E9 MIDC, Marol, Andheri (East) 632 92 95, 632 78 58 BOMBAY 400093 1 6327891, 6327892 Branch : AHMADABAD. BANGALORE. BHOPAL. BHUBANESWAR. COIMBATORE. FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. 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2720_27.pdf	IS : 2720 ( Part XXVII ) - 1977 ( Reaffirmed 1995 ) Indian Standard METHODS OF TEST FOR SOILS PART XXVII DETERMINATION OF TOTAL SOLUBLE SULPHATES First Revision ) ( Third Reprint MARCH 1997 UDC 624.131.41 : 513.83 : 516.226 0 Copyright 1978 BUREAU OF INDIAN STANDARDS MANAK BHAVAN. 9 BAHADIJR SHAH ZAFAR MARG NEW DELHI 110002 Gr 3 April 1978IS : 2720 ( Part XXVII ) - 1977 Indian Standard METHODS OF TEST FOR SOILS PART XXVII DETERMINATION OF TOTAL SOLUBLE SULPHATES First Revision ) ( Soil Engineering Sectional Committee, BDC 23 Chairman Repwsenting I?ROP DINESH MOHAN knt~~ork~ilding Research Instituti ( CSIR 1, Members Public Works Department, Government of Uttar Pradesh SHRI D. C. CHATURVEDI ( Alternate ) ADDITIONAL DIRECTOR RESEARCH Railway Board ( Ministry of Railways ) (RDSO) DEPUTY DIREIXOR RESEARCH ( RDSO ) ( Altcrnure ) PROF ALAM SINGH University ofJodhpur, Jodhpur LT-COL AVTAR SINGH Engineer-in-Chief’s Branch, Army Headquarters MAT V, K. KANITXCAR( Alternate ) DR A. HANERJEE Cementation Co L.td, Calcutta SARI S. GUPTA ( Alternate) CHIEF ENGINEER ( D 8r R ) Irrigation Department, Government of Punjab DIRIZCTOR( IPRI ) ( A&mate ) SHRI K. N. DADINA In personal capacity ( P-820, ‘ P ’ New Alipore, Calcutta 700053 ) SHRI A. G. DASTIDAR In personal capacity ( 5 Hungerford Street, 1211 Hungerford Court, Calcutta 700017 ) SHRI R. L. DEWAN Irrigation Research Institutti, Khagaul, Patna DR G. S. D~ILLON Indian Geotechnical Society, New Delhi SHRI A. H. DIVANJ~ Asia Foundations & Construction ( P ) Ltd, Bombay SHRI A. N. JANGLE ( Alternate ) Da SHASHI K. GULHATI Indian Institute of Technology, New Delhi DR G. V. RAO (Altematc ) SHRI V. G, HEGDE National Buildings Organization, New Delhi SXRI S. H. BALCXANUANX( Alternate J SXRI 0. P. MALHOTRA Public Works Department, Government of Punjab SHRIJ . S. MARYA Roads Wing ( Ministry of Shipping & Transport ), New Delhi SHRI N. SEN ( Altema~e) ( Continued on paga 2 ) @ CL&right 1978 BUREAU OF INDIAN STANDARDS This publication is protected under the Indian C’opuright Acf (XIV of 1957 ) and reproduction in whole or in part by any means except with written permission of the .? puhlirhcr shall be deemed to be an infringement of copyright under the said Act.IS : 2720 (Part XXVII ) - 1977 ( Continuedfrom page 1 ) Members Representing SHRI R. S. MELKOTE Central Water Commission, New Delhi DEPUTY DIRECTOR ( CSMRS ) ( Altemare ) SHRI T. K. NATARAJAN Central Road Research Institute (CSIR ), New Delhi REPRESENTATIVE Hindustan Co&nstru;~&;sCo Ltd, Bombay RESEARCHO FFICER Building Research Laboratory, Chandigarh SHRI &.iR. SAXENA Engineering Research Laboratories, Hyderabad SECRETARY Central Board of Irrigation & Power, New Delhi i)x.ptrrv SECRETARY( Alternate ) DR SHAMSHER PRAKASH University of Roorkee, Roorkee DR GOPAL RANJAN ( A[temate ) SHRI H. D. SHARMA Irrigation Research Institute, Roorkee SUPERINTENDINEGN GINEER Public Works Department, Government of Tamil Nadu EXECUTIVEE NGINEER( Alternate) SHRI B. T. UNWALLA Concrete Association of India,‘Bombay SHRI T. M. MENON (Alternate) SHRI H. C. VERMA All India Instruments Manufacturers & Dealers Association, Bombay SHRI V. K. VA~UDEVAN( Alternate ) SHIU D. AJITHA SIMHA, Director General, BIS ( Ex-o&i0 Member ) Director ( Civ Engg ) Secretag SHRI G. RAMAN Deputy Director ( Civ Engg), IS1 Soil Testing Procedures and Equipment Subcommittee, BDC 23 : 3 Convener PROF ALAM SINGH University of Jodhpur, Jodhpur Members SHRI Adam SIGH Central Building Research Institute ( CSIR ), Roorkee LT-COL AVTAR SINGH Engineer-in-Chief’s Branch, Army Headquarters MAJ V. K. KANITKAR ( Alternate ) SHRI R. L. DEWAN Irrigation Research Institute, Khagaul, Patna D E P u T Y DIRECTOR RESEARCH Railway Board ( Ministry of Railways ) ( SOIL MECHANICS-I) ( RDSO ) ASSISTANT DIRECTOR RESEARCH (SOIL MECHANICS-I) ( RDSO ) ( Alternate ) DIRECTOR( I 8r C ) Beas Dams Projects, Talwara Township SHRI K. S. PREM ( Alternate ) SHRI H. K. GUHA Geologist Syndicate Pvt Ltd, Calcutta SHRI N. N. BHATTACHARAYA( Alternate ) SHRI SHAEIHKI . GULHATI Indian Institute of Technology, New Delhi SHRI R. K. JAIN United Technical Consultants ( P ) Ltd, New Delhi DR P. K. DE ( Alternate ) ( Continued on pagr 9 ) lA lsc representsI nstitution of Engineers ( India ), Delhi Ccmrc. 2IS : 2720 ( Part XXVII ) - 1977 Indian Standard METHODS OF TEST FOR SOILS PART XXVII DETERMINATION OF TOTAL SOLUBLE SULPHATES ( First Revision ) 0. FOREWORD 0.1 This Indian Standard ( Part XXVII ) ( First Revision ) was adopted by the Indian Standards Institution on 30 December 1977, after the draft finalized by the Soil Engineering Sectional Committee had been approved by the Civil Engineering Division Council. 0.2 With a view to establish uniform procedures for the determination of different characteristics of soils and also for facilitating comparative studies of the results, the Indian Standards Institution is bringing out this Indian Standard Methods of test for soils ( IS : 2720 ) which is being published in parts. This part [IS : 2720 ( Part XXVII)-19771 deals with the method for the determination of total soluble sulphates in soils. Sodium sulphate is present in some Indian soils. The salt is easily hydrated and dehydrated under the influence of climatic changes. There are enormous volume changes during this process of hydration and dehydration, which influence the engineering properties of soils. Both soluble sulphate content and moisture content of soil are subject to seasonal fluctuations and are mutually interdependent. 0.2.1 This standard was first published in 1968. In this revision a calorimetric or turbidimetric method, which is a rapid method has been added. 0.3 In the formulation of this standard due weightage has been given to international co-ordination among the standards and practices prevailing in different countries in addition to relating it to the practices in the field in this country. This has been met by basing the standard on the following publication: INDIA. MINISTRY OF IRRIGATION & PO~VER. Central Board of Irrigation & Power, Publication No. 42. Standards for testing soils. 1963. Central Board of Irrigation & Power, New Delhi. 3IS I 2720 ( Part XXVII ) - 1977 0.4 In reporting the result of a test or analysis made in accordance with this standard, if the final value, observed or calculated, is to be rounded off, it shall be done in accordance with IS : 2-1960. 1. SCOPE 1.1 This standard ( Part XXVII ) lays down the procedure for determin- ing the total soluble sulphate content of soils by: (a) precipitation method, (b) volumetric method, and (c) calorimetric or turbidimetric method. 2. PRECIPITATION METHOD ( STANDARD METHOD ) 2.1 Apparatus 2.1.1 Analytical Balance - sensitive to 0’001 g. 2.1.2 Glass Beaker - of 250 ml capacity. 2.1.3 Glass Funnel - 50 mm diameter. 2.1.4 Glass Bottle - of 250 ml capacity with a rubber cork. 2.1.5 Crucible - of 50 ml capacity. 2.1.6 Heating Equipment 2.1.7 Pipette - 25 ml. 2.1.8 Burrette - 50 ml with O-1 ml graduation. 2.1.9 A Mortar with Rubber Covered Pestle 2.1.10 Filter Pajer - Whatman No. 42 or equivalent. 2.1.11 Muse Furnace 2.1.12 Mechanical Shaker 2.1.13 Drying Oven 2.2 Reagents 2.2.1 Phenolphthabin Indicator Solution - Dissolve 0.1 g of phenolphthalein in 60 ml of rectified spirit and dilute with distilled water to 100 ml. 2.2.2 Concentrated Hydrochloric Acid - specific gravity l-18 ( conforming to IS : 265-1962-l’ ). 2.2.3 Barium Chloride Solution -5 percent. Dissolve 5 g of barium chloride in 100 ml of distilled water. Rules for roundingo ff numerical values ( rmiscd ) . $Specificationf or hydrochloric acid ( rrviscd ). 4Is : 2720 ( Part XXVII ) - 1977 2.2.4 Silver JVitrate Indicator Solution - 0.5 percent. Dissolve 500 mg of silver nitrate in 100 ml of distilled water. NOTE- Unless specified otherwise, pure chemicals and distilled water ( see IS : 1070- 1977) shall be used in tests. ‘ Pure chemicals ’ shall mean chemicals that do not contain impurities which affect the results of analysis. 2.3 Soil Sample-The soil sample shall be brought to a state in which it may be crumbled, if necessary, by drying it in an oven maintained at 105 to 110°C. The aggregations of particles shall be broken up in mortar with rubber covered pestle or the mechanical device. The sample shall be thoroughly mixed and then sub-divided by quartering. 2.4 Principle of the Method - The method depends upon preparing an aqueous extract of the soil and determining the sulphate content of this extract or an aliquot portion of it by the precipitation of sulphate as barium sulphate, filtering off the precipitate and weighing it. 2.5 Procedure -Take 10 g of soil from the sample prepared as given in 2.3, in a 250-ml bottle with 100 ml of distilled water. Give occasional shaking for 2 h by means of the mechanical shaker. Allow the soil suspension to stand overnight ( in case the soil is in a dispersed condition, add O-5 to 1.0 g of pure potassium nitrate to flocculate the particles ). Filter and take 25 ml of filtrate in a beaker and add concentrated hydro- chloric acid to just neutralize the solution if it is found alkaline to phenolphthalein indicator. Add further 4 ml concentrated hydrochloric acid to make the solution acidic. Boil the solution. Remove the solution from the source of heat and add hot barium chloride solution in a fine stream with constant stirring, till there is no precipitation with a further addition. Place the beaker on a steam-bath for a minimum period of 4 h and allow the precipitate to settle. Filter the precipitate through ashless filter paper, wash free from chloride ions ( see Note ), dry and ignite. The filteration may also be done through a preweighed sintered glass crucible or a Gooch crucible. In the case of filter paper, after drying, ashing shall be done on a low flame and the precipitate then ignited over a burner or in a muffle furnace at 600 to 700°C for half an hour. Cool in a desiccator, weigh and note the weight of the residue. This is the weight of barium sulphate. A corresponding weight of sodium sulphate should be calculated and thus its percentage determined ( see 2.6 ). NOTE- To check whether the residue is free of chloride ions, collect the washings in a separate test-tube at different time intervals and add a drop of O-5 percent silver nitrate solution to it. The formation of white cloudy precipitate shows the presence of chloride ions in the precipitate. Continue washing until the white precipitate is not formed in the washings by the addition of silver nitrate solution. Hot water may be used for washing. Specification for water for general laboratory use ( second revision ). 5IS : .2720( Part XXVII ) - 1977 2.6 Calculations 2.6-l Calculate as follows: K a) Sulphates (as SO,), percent by mass = 41’15 @- 8 b) Sulphates ( as Na, SO1 ), percent by mass = 60.85 2 ¶ where WI = mass in g of the precipitate, and W, = mass in g of the soil contained in the solution taken for precipitation. 3. VOLUMETRIC METHOD ( SUBSIDIARY METHOD ) 3.1 Principle - The volumetric method depends upon insol&e barium sulphate forming and settling rapidly when barium chloride-. solution is added to the sulphate solution. The barium chloride reagent is added in excess and the excess is determined by the standard solutjpn of barium chromate. With the formation of potassium chromate, the,slight excess of chromate reagent becomes evident from the resultant yell w colour of the f supernatent solution. The end point can be further tested1 ( confirmed ) by silver nitrate solution used as an external indicator. A b+ck red coloura- tion is obtained when a drop of silver nitrate is added’to a drop of the chromate solution. 3.2 Apparatus 3.2.1 Analytical BaZancs - sensitive to OOOl g. 3.2.2 Glass Beakers - two, of 150 ml capacity. 3.2.3 Glass Funnel - 6 cm diameter. 3.2.4 Measuring Flasks- one of 100 ml and two of 500 ml capacity, 3.2.5 Burette - two, of 25 ml, l/20 ml graduation. 3.2.6 Conical Flasks - six, of 150 ml capacity, 3.2.7 Pipette - 10 ml. 3.2.8 Filter Papers 3.2.9 Heating Equipmmt 3.2.10 Drying Oven 3.3 Reagents 3.3.1 Barium Chloride Solution -N/4. Dissolve 30.54 g of barium chloride in one litre of distilled water. 6IS : 2720 ( Part XXVII ) - 1977 3.3.2 Potassium Chromate Solution - N/4. Dissolve 24.275 g of potassium chromate in a small amount of distilled water. Add a few drops of silver nitrate solution to it to remove any chloride, filter and dilute to 250 ml. 3.3.3 Silver .Nitrate Indicator Solution - 0.5 percent. Dissolve 500 mg of silver nitrate in 100 ml of distilled water. 3.3.4 Dilute Solution of Ammonium Hydroxide - ( sp gr 0888 ). Mix ammonium hydroxide and distilled water in the ratio of 1 : 2 ( one part of ammonia and two parts of distilled water ). 3.3.5 Concentrated Hydrochloric Acid - sp gr I.1 1 ( conforming to IS : 265-1962 ). NOTE -Unless specified otherwise, pure chemicals and distilled water (see IS : 1070- 1977t ) shall be used in tests. ‘ Pure chemicals ’ shall mean chemicals that do not contain impurities which affect the results of analysis. 3.4 Procedure -Weigh 10 g of the soil. specimen obtained by the method specified in 2.3, in a beaker and add about 50 ml water. Stir well, allow to decant, filter, wash the soil on filter paper with a small quantity of water and make the filtrate to 100 ml. Pipette out 10 ml of the water extract in a conical flask, make it slightly acidic by adding concentrated hydrochloric acid and heat to boiling. While boiling_, add barium chloride solution ( N/4 ) f rom the burette till the precipitation is complete and barium chloride solution is in slight excess. 3.4.1 Neutralize the solution with ammonium hydroxide and titrate the excess of barium chloride against potassium chromate solution ( N/4 ). The end point may be confirmed if considered necessary, by using silver nitrate soluuon as an external indicator ( Jee 3.1). 3.5 Calculation - Calculate as follows: Sulphates as sodium sulphate in soil, percent by mass = 0.0177 x 100(x-Y) where x = voiume of N/4 barium chloride added, ml; Y = volume of N/4 potassium chromate solution used in back titration; and x -y = N/4 barium chloride actually used for precipitating sulphate. Specification for hydrochloIic acid ( retiscd ). $Spctification for water for general laboratory WC ( secondr evision) , 7 .?1s : 2720 ( Part XXVII ) - 1977 4. COLORIMETRIC OR TURBIDIMETRIC METHOD ( SUBSIDIARY METHOD ) 4.1 Apparatus 4.1. l Conical Flask - 250 ml. 4.1.2 Volumefric Flask - 25 ml. 4.1.3 Analytical Balance - sensitivity OOOl g. 4.1.4 Photoelectric Colorimeter or Turbidimeter 4.1.5 Filter Paper - Whatman No. 42 or equivalent. 4.2 Reagents 4.2.1 Morgan’s Extraction Solution - 100 g of sodium acetate and 30 ml of 99.5 percent acetic acid dissolved and mixed in 500 ml of water and the volume made to 1 litre. 4.2.2 Barium Chloride Crystals 4.2.3 25 Percent Gum Acatia 4.3 Procedure - Weigh 20 g air-dry soil specimen in a 250-ml conical flask. Add 100 ml of Morgan’s extraction solution. Shake the suspension for one-half hour and filter through Whatman’s No. 42 filter paper or equivalent. Take 10 or 20 ml aliquot and transfer to a 25-ml volumetric flask. Add 1 g of barium chloride crystals (ground to pass 50?-micron IS sieve and to be retained on 250-micron IS sieve ) to the aliquot in the flask and shake for 1 minute. Add 1 or 2 ml of 25 percent gum acatia, Pour distilled water up to the mark of volumetric flask and shake for a minute. Precipitate the suspension and take the reading between 5 to 30 minutes after precipitation either by photoelectric calorimeter using blue filter or by turbidimeter. Sulphate is then determined by the standard sulphate curve. 4.4 Preparation of Standard Snlphate Curve 4.4.1 Stock Solution - Dissolve OS88 g anhydrous sodium sulphate Na, SO,/1 alcoholic (N ) ammonium chloride ( NH&l ). This gives a concentration of 0’60 mg of SO,/ml. NOTE- Absolute alcohol should be used for the preparation of the solution. 4.4.2 Working Standard Solution - Dilute 0.60 mg SO,/ml stock solution with alcoholic ( N) ammonium chloride to give 0’06 mg Sod/ml. Take 2, 4, 6, 8, 10 ml of this to give a range of 0.12 - 060 mg of SC,. 4.4.3 The standard curve should be prepared by taking readings with photoelectric calorimeter using blue filter or by turbidimeter using the working standard solution. aIS : 2720 ( Part XXVII ) - 1977 ( Continuedfrom pagr 2 ) Membrrs Representing SHRI 0. P. MALHOTRA Building & Roads Research Laboratory, Chandigarh RESEARCH OFFICER ( BLDC & ROADS ) ( Alfemofe ) SHRI R. S. MELKO~E Central Water Commission, New Delhi DEPUTY DIRECTOR ( CSMRS ) ( Alternate ) SHRI P. JACANNATHA RAO CF ntral Road Research Institute (CSIR ), New Delhi SHRI N. SEN Ministry of Shipping & Transport ( Roads Wing), New Delhi SHRI P. K. THOMAS ( Alternate ) SHRl M. M. D. SETH Public Works Department, Government of Uttar Pradesh DR B. L. DEAWAN ( Alfemalr ) SHRI V. V. S. RAO In personal capacity (F-24, Green Park, .New Delhi) SHRI H. C. VERMA Associated Instruments Mgnufacturers ( I ) Pvt Ltd, New DelhiBUREAU OF INDIAN STANDARDS Headquarters: Manak Bhavan. 9 Bahadur Shah Zafar Marg, NEW DELHI 110002 Telephones: 323 0131, 323 3375, 323 9402 Fax : 91 11 3234062, 91 113239399, 91 11 3239382 Telegrams : Manaksanstha (Common to all Offices) Central Laboratory: Telephone Plot No. 20/9, Site IV, Sahibabad Industrial Area, SAHIBABAD 201010 8-77 00 32 Regional Offices: Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002 323 76 17 *Eastern : l/14 CIT Scheme VII M, V.I.P. Road, Maniktola, CALCUTTA706054 337 88 62 Northern : SC0 335-336, Sector 34-A, CHANDIGARH 160022 60 38 43 Southern : C.I.T. 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5820.pdf	IS5820:1970 Indian Standard SPECIFICATION FOR PRECAST CONCRETE CABLE COVERS ( Third Reprint SEPTEMBER 1996 ) UDC 69.027.83 : 621.315.23 0 Copyright 197 1 BUREAU OF INDIAN STANDARDS MANAK BHAVAN, 9 BAHADIJR SHAH ZAFAR MARG NEW DELHI 110002 Gr4 February 197 1lS:5820-1970 Indian Staizdhrd SPECIFICATION FOR PRECAST CONCRETE CABLE COVERS Cement and Concrete Sectional Committee, BDC 2 Chairman Rel,resenting SHRI J. DATT The Concrete Association of India, Bombay Members SHRI M. A. MEHTA ( Alternate to Shri J. Datt ) DR A. S. BHADURI National Test House, Calcutta SHRI E. I(. RA~%ACIIANDRA(N A lternate ) SHRI P. S. BHA.TNAGAR Beas Designs Organization, New Delhi &RI A. M. SINCAL ( Alterrrafc ) DR S. K. CI~OFRA Central Building Research Institute ( CSIR ), Roorkee SHRI J. S. SHARMA( Alternate ) DIRECTOR Central Road Research Institute (CSIR), New Delhi DR R. K. GHOSH (-4lternafe) DIRECTOR( CSM ) Central Water & Power Commission, New Delhi DIRECTOR( DAMS III 1 CA ft&mte 1 DIRECTOR-IN-CHARGE( Nk‘) Geoloeical Survev of India. Luckuow SHRI K. C. GHOSAL Sahu &mcnt Service, New’Dclhi DR R. K. GROSII Indian Roads Congress, New Delhi DR R. Ii. HATTIANCAUI The Associated Cement Cornpanics Ltd, Bombay SIIRI P. J. JAGUS ( Allernnlc ) JOINT DIRECTOR, STANDAKDS &search, Designs & Standards Organization (B&S) ( Ministry of Railways ) DEPUTY DIRECTOR,S TANI)AKI)S ( B & S ) ( Alternate ) SHRI S. B. JOSIII S. B. Joshi & Co Ltd, Bombay SI~RIM . T. KANSE Dircctoratc General of Supplies & Dispusals &RI KARTIK PRASAD Roads \Ving ( Ministry of Transport B Shipping ) SHRI S. L. KATIIURIA( Al/mu/r1 ) SFIRIE RACA A. NADIRSH.IH ‘The Institution of Ellginccrs ( Illdin ), Calcutta SIIKI K. K. NAMUIAK In personal capacity ( ‘ Ra~~~nnalq~’a 16, I’il.rt (,iesce,it Park Road, Cat~df~iungur,. I&zr, Madras ~‘0 ) SHKI M. L. NANDA Clcntral Public \Vorks Dcpartmcnt SIJPEKINTENIXNG ENGINE~K, ZND CrRcLe ( .‘lltewate ) BRIG NARI;SHP RAS.~D Ellgillrc~-ill-Cllicf’s Branch, Army Headquarters GOL J. hl. l‘or.,z&I ( .4ltcuLcr)t e SXKI IiAnImIx SINGII Natimrrl l%uildings Organization, New Delhi SIIRI C;. C:. MATI~~~( Alternate) ( Continued on f~age 2 ) RUREAlJ OF INDIAN STANDARDS MANAK BlIAVAN, 9 BAlIADUR SIIAH ZAFAR MARC NEW DELI11 110002. ISr5 820-1970 ( Confinucdf rom pagr 1 ) Members Rojwwnting PROF G. S. RAMWWAMY Structutu~k.$rgincering Research Ccntre ( CSIR ), DR N. S. BHAL ( Alternala) SHRI T. N. S. RAO Gammon India Ltd, Bombay SHRI S. R. PINHBIRO( A66crria6)e REPRESENTATIVE M.N. Dastur & Co ( Private) Limited, Calcutta REPRESENTATIVE The India Cements Ltd, Madras SHRI K. G. SALVI Hindustan Housing Factory Ltd, New Delhi SHRI C. L. KABLIWAL( Allernale ) SECRETARY Central Board of Irrigation & Power, New Delhi SHRI L. SWAROOP Dalmia Cement ( Bharat ) Ltd, New Delhi SHRI A. V. RAMANA ( Alfsrnata ) DR H. C. VISVESVARAYA Cement Research Institute of India, New Delhi SHRI R. NAOARAJAN, Director General, IS1 ( Ex-o&o Membsr ) Director ( Civ Engg ) ( Bcntory ) Precast Concrete Products Subcommittee, BDC 2 : 9 Conv6mr SHRI M. A. MEHTA The Concrete Association of India, Bombay Members SHRI E. T. ANNA (Allsrnak to Shri M. A. Mehta ) SHRI V. A. ARTHANOOR Neyvcli Lignite Corporation Ltd, Neyveli SHRI T. RAMACHANDRA(N A ltarnals ) SHR~H. B. CHATTERJEE ’ Hindustan Block Manufacturinn Co Ltd. Calcutta DEPUTY DIRECTOR, STANDARDS & StaLdards i)rganization ( %%?NT DIRECTOR STAN- DARDS ( M/C ) ( Allcka6s ) DIRECTOR ( CSM ) Central Water and Power Commission, New Delhi SHRI K. C. GHOSAL Sahu Cement Service, New Delhi SHRI A. K. BISWAS( Allcrnatc) SHRI M. K. GUPTA Himalayan Tiles and Marble ( P ) Ltd, Bombay SHRI B. D. JAYARAMAN State Housing Board, Madras SHRI L. c. LAL In personal ca acity (B/17, wcs6 End, .New Dtlhi) SHRI G. C. MATHUR National Bud4 mgs Organization, New Delhi SHRI S. D. JOSHI ( Aftarnals ) SHRI K. K. NAMBIAR In personal capacity ( ‘ &n?kw~ahy’ a1 6, Firs6 &:rcsccnt Park Road, Gandhinagar Adyar, Madras 20 j SHRI RADHEY SHIAM Engineer-in-Chief’s Branch, Army Headquarters SHRI G. B. sINOH Hindustan Housing Factory Ltd, New Delhi SHRI C. N. SRINIVA~AN C.R. Narayana Rao, Madras SHRI C. N. RAOHAVENDRAN ( Al6ernala ) SURVEYORO F WORKS 1 Central Public Works Department SHRI C. A. TANEJA Centr$oor~eldmg Research Institute ( CSIR ), SHRI B. K. JINDAL ( A66crnafc) DR H. C. VISVESVARAYA Cement Research Institute of India, New Delhi 2IS t 5820 - 19743 Indian Standard SPECIFICATION FOR PRECAST CONCRETE CABLE COVERS 0. FOREWORD 0.1 This Indian Standard was adopted by the Indian Standards Institution on 22 August 1970, after the draft finalized by the Cement and Concrete Sectional Committee had been approved by the Civil Engineering Division Council. 0.2 Precast reinforced and unreinforced concrete covers are used for cover- ing cables with a view to give a warning of the presence of an underground electric cable and also to rotect cables against blows from excavating tools. This standard has been Fo rmulated to provide guidance in the manufac- ture and use of the above cable covers. 0.2.1 The cable eovers have been classified based. upon the description’ and condition where the above covers are normally used. The use of unreinforced concrete covers is recommended mainly for locations where dangers from pick-axing are not significant and in situations of secondary importance. This standard does not cover the interlocking cable covers. 0.3 In the formulation of this standard due weightage has been given to international co-ordination among the standards and practices prevailing in different countries in addition to relating it to the practices in the field in this country. This has been met by deriving assistance from B.S. 2484 : 1961 ‘ Specification for cable covers ( concrete and earthen ) ‘, published by the British Standards Institution. 0.4 For the purpose of deciding whether a particular requirement of this standard is complied with the final value, observed or calculated, expressing the result of a test or analysis, shall be rounded off in accordance with IS : 2-1960. The number of significant places retained .in the rounded off value should be the same as that of the specified value in this standard. 1. SCOPE 1.1 This standard covers the requirements for reinforced and unreinforced precast concrete covers for covering cables. Ruln for rounding off numerical valuer ( rathi).IS : 5820 - 1970 2. MATERIALS 2.1 Cement-The cement shall conform to IS : 269.1967* or IS : 455-l 967t or IS : 1489-1967:. 2.2 Aggregate - Aggregate from natural sources shall comply with <the requirements of IS : 383-1970§. Blast furnace slag coarse aggregate or any other aggregate may be used by agreement between the purchaser and the manufacturer. 2.2.1 All aggregates shall be of a size appropriate to the sections of the products being produced but shall not exceed 10 mm nominal size, 2.2.2 Flyash and burnt clay pozzolana conforming to IS : 3812 ( Part III )-1966ll and IS : 1344-19681 respectively may be used as fine aggre- gate by agreement between the purchaser and the manufacturer taking the advantage of their pozzolanic properties. 2.3 Water-Water shall be clean and free from injurious amounts of deleterious materials and of a quality fit for drinking purposes. 2.4 Steel Wire or Rod- Steel wire or rod for reinforcement shall conform to IS: 432 (Part I )-1966*, IS: 432 (Part II )-1966t7, IS : 1139-1966$$, IS : 1566-196795 or IS : 1786-19661!11 as agreed to between the purchaser and the manufacturer. 3. CLASSIFICATION 3.1 The precast concrete cable covers may be reinforced or unreinforced depending on the user requirements. Reinforced concrete cable covers generally provide the higher degree of safety against shattering,than unrein- forced concrete cable covers. Whether the concrete cable cover is to be _ - .._..- .---.---.- Specification for ordinary, rapid-hardening and low heat Portland cement (second revision ) . tSpecification for Portland blast furnace slag cement ( second revision,). @pecification for Portland-pozzolana cement (first revision ). &gpecification for coarse and fine aggregates from natural sources for concrete ( second revaXon ) . llgpecification for fly ash : Part III For use as fine aggregate for mortar and concrere. ~Specification for burnt clay poazolana (first revision ). *Specification for mild steel and medium tensile steel bars and hard-drawn steel wire for concrete reinforcement : Part I Mild steel and medium tensile steel bars ( second revision ). ttgpecification for mild steel and medium tensile steel bars and hard-drawn steel. wire for concrete reinforcement : Part II Hard-drawn steel wire ( second revision ). ~$gpecificntion for hot rolled mild steel and medium tensile steel deformed bars for con_ Crete reinforcements ( revired). Sggpecification for hard-drawn steel wire fabric for concrete reinforcement (&t revision ). \((\Specification for cold-twisted steel bars for concrete reinforcement ( revised). 4IS 15820 - .I970 reinforced or unreinforced should be decided baaed upon the type of protection required by the user. Use of unreinforced precast concrete cable cover is recommended for situations of secondary importance or where the danger from pick-axing are not significant. 3.2 The precast concrete cable covers generally are of two types namely with peak and flat (see Fig. 1 and Fig. 2 ). Precast concrete cable covers shall be classified as under: Class Description of cable coucrs Conditions where normal& used EHV Reinforced precast con- For underground power cables of Crete, with peak voltage rating 22 kV and 33 kV HVP Unreinforced precast con- For power cables of voltage rating Crete, with peak above 1 l kV excluding 22 kV and above HV Unreinforced precast con- crete, flat 1 For power cables up to and LV Unreinforced precast con- including 1 I kV Crete, flat 1 3.3 Arched type cable covers are also sometimes used, a typical design of which is shown in Fig. 3. These cable covers may be manufactured with suitable changes in dimensions to conform to the other dimensions of the standard. 4. DIMENSIONS AND TOLERANCES 4.1 Dimensions of reinforced and unreinforced precast concrete cable covers. shall be as indicated in Table 1. Tolerances on length and width shall be f3 mm and’on thickness shall be &2 mm. 5. MANUFACTURE 5.1 The concrete used in the manufacture of cable covers shall not be of a grade lower than M 200 as in IS : 456-1964. 5.2 Mixing - Concrete shall no&rally be mixed in a mechanical mixer. Mixing shall be continued until there is a uniform distribution of the materials and the mass is uniform in colour and consistency. 5.2.1 When hand mixing is permitted by the engineer-in-charge, it shall be carried out on a water-tight platform and care shall be taken to ensure that mixing is continued until the mass is uniform in colour and consistency. Code of practice for plain and reinforcedc oncrete ( rr~& ~&&W)I, 5IS : 5820 - 1970 -----I W 1 FLECTRIC L LETTERS TO BE IMPRESSEO &mm OEEP __-_------ I All dimensions in miilimetres. FIG. 1 TYPICAL CONCRETE CABLE COVER - FLAT TYPE 1 ELECTR,q! 1 All dimensions in millimetrcs. FIG. 2 TYPICAL CONCRETE CABLE COVER - WITH PEAK 618 : 5820- 1970 FIG. 3 TYPICAL ARCH TYPE CABLE COVER TABLE 1 DIMENSIONS AND MINIMUM AVERAGE BREAKING LOAD OF PRECAST CONCRETE CABLE COVERS ( &uses 4.1, 8.3, and Fig. 1 and 2 ) NS oL . CLASS T NYP o.E SHAPE r_-_D __IM -_E -N _YS IONISN MILLIMETRES M AVIN EI RM AU OM E L w l- l- BREAKINOL OAD ROR UNREINFORCED COVERS kg 9 EHV With peak 450 230 50 75 450 With peak 600 230 50 75 750 ii) HVP With peak 300 180 40 65 300 With peak 450 180 40 65 350 iii) “HV Flat 300 180 40 - 300 Flat 450 180 40 - 350 iv) LV Flat 250 150 40 - 200 Flat 300 180 40 - 200 Flat 450 180 40 - 200 7IS I 5820 - 1970 5.3 Moulding -The concrete shall be compacted in the moulds by effi- cient tamping, vibration, 11 draulic pressure or other suitable process and the face exposed in the mou Yd struck off level. Where they are made under hydraulic pressure, the pressure employed shall not be less than 7 MN/m* ( 70 kgf/cm2 ) over the entire surface receiving the pressure. 5.4 Protection from Frost - No material which has been exposed’ to a temperature below freezing point shall be used until it has been completely thawed and products shall not be moulded when the temperature of the mould itself is below freezing point. Products already moulded shall be protected from the action of frost during at lcast the first 48 hours after moulding. 5.5 Reinforced precast concrete cable covers with peak shall be provided with mild steel reinforcement conforming to IS : 432 ( Part I )-1966* as shown in Fig. 4. The provisions of reinforcement may be modified when steel of a higher ultimate tensile strength is used. Positioning of reinforce- ment shall be assisted by welding as shown in Fig. 4, tying or other suitable method. Similar arrangement of reinforcement shall also be adopted for flat type cable covers. 6. FINISH 6.1 The cable covers shall be free from all defects liable to affect adversely their suitability for use. The edges shall be sharp unless otherwise speci- tied by the purchaser. 7. SAMPLING 7.1 For the test of impact strength of reinforced concrete cable covers twelve samples at random for every consignment of 2 000 cable covers or less and a further twelve samples for every further 12 000 cable covers or part of 12 000 cable covers, comprising the same consignment shall be taken. 7.2 For the test of transverse strength of unreinforced concrete cable covers fifteen samples at random from each consignment of 3 000 cable covers or part thereof shall be taken. 8. TEST AND CRITERIA OF CONFORMITY 8.1 Precast cable covers of reinforced concrete shall be tested for impact strength as in 8.2 and those of unreinforced concrete for transverse strength as in 8.3. Specification for mild steel and medium tensile steel bars and hard-drawn steel wire for conwte reinforcement : Part I.MiId steel and msdium tensile steel bars (second r&&a 3. 820 t : i I I : LETTERS TO BE IMPRESSED mm 4. 3 ms RODS 4mm DEEP l3mm 95, 3 MS RODS NOTE - Reinforcement as in peaked type shall also be provided for flat type reinforced concrete &k-covers. All dimensions in millimetres. FIG. 4 DETAILS OF REINFORCEMENTI N PEAKED TYPE CONCRETE CABLE COVERIS : 5820 - 1970 8.2 Impact Strength - The samples of reinforced concrete cable covers taken as described in 7.1 shall be tested in the manner described in Appendix A using an equipment shown in Fig. 5. They shall be subjected to two blows from the tup, both delivered from a height of 460 mm measured vertically between the centre of the top surface of the cable cover being tested and the striking end of the tup, the point of impact being the centre of the cable cover for both blows. When tested in this manner there shall result not more than one transverse crack, that is a crack across the full width of the cable cover. 8.2.1 Each group of samples being tested shall be divided into two batches of e ual number of samples. In the event of one sample in the first batch far9 .m g to conform with the requirement specified in 8.2, then all the samples of the second batch shall be tested. If all the samples of the second batch pass, the consignment shah be deemed to conform to the requirements of this standard, but if even one sample in the second batch fails, the consignment shall be deemed not to conform to the requirements of this standard. 8.3 Transverse Strength - The samples of unreinforced concrete cable covers taken as described in 7.2 shall be tested in the manner described in Appendix B using an equipment shown in Fig. 6. The averge breaking load of six covers shall first be taken. Should the average breaking load of these six covers be equal to or greater than the values given in Table I, the consignment shall be deemed to conform to this standard. Should the average breaking load of the six covers be less than the limit specified in Table 1, the test shall be repeated on further nine covers which were set aside. Should the average of the tests on the fifteen covers be equal to or greater than the limits specified in Table I, the consignment shall be deemed to conform to this standard. Should the average of the tests on the fifteen covers be less than the limits specified in Table 1, the consign- mept shall be deemed not to conform to this standard. 9. MARKING 9.1 The upper side of each cable cover shall be marked longitudinally by of means impression 4 mm deep with words “ ELECTRIC A ” in accord- ance with Fig. 1 and 2. Identification markings, such as the name of the utility, may also be marked longitudinally by means of impression 4 mm deep, if the purchaser so desires. 9.2, BPS Certdcation MarIung the productm y also be marked with Standard Mark. 9.2.1 The use of the Standard Mark isrgovemed by the provisions of the Bureau of Indian Standards Act,$986 and the Rules and Regulations made thereunder. The details of cond#tions under which the licence for the use of Standard Mark may be granted to manufacturers or producers may be obtained from the Bureau of Indian Standards. 10IS:5820-1970 ,-SCALE IN MILLIMETRES POINTER ADJUSTABLE TO ZERO 7 I., PIN INSERTED THROUGH HOLE IN ROD TO TAKE WEIGHT OF TUP WHEN NOT IN USE GUIDE -- 300 SQ MlN /-RECTANGULAR FRAME rc- GUIDE /-STAINLESS STEEL OR NICKLE PLATED STEEL ROD 1220 / 1UP WITH HEMI-SPHERICAL STRIKING END OF 25mm R BEARER f k TIMBER BLOCK 1L c. COVER UNDER TEST SAND RED ON EVEN AN0 SOLID FLOOR NOTE - Zero position on scale should be high enough to allow clearance between pointer ferrule and frame with tup resting on cover. All dimensions in millirnetrcs. FIG. 5 111~~Rk.OMF TyqcAL IMPACT TESTINGA PPARATUS FOR 'YESTINRGE INFORCEDC ONCRETE CABLE COVERS 11 aSECTION YY Y ’ DETAIL OF BEARER ‘8’ All dimensions in millimetres. FIG. 6 DIAGRAM APPARATUS FOR TRANSVERSE TEST ON UNREINFORCED CONCRETE CABLE COVERS__ I!3:5820 -1970 APPENDIX A ( Clause 8.2 ) IMPACT STRENGTH TEST FOR REINFORCED CONCRETE CABLE COVERS A-l. PROCEDURE A-l.1 The cable cover to be tested shall be hid on a sand bed ( seeF ig. 5 ). The bed is prepared on a solid floor and screeded to thickness of about 25 mm. The sand shall not be re-screedcd between the test drops on any one cable cover, but shall be stirred and re-screeded be!& testing each cable cover. A-1.2 A mild steel tup with guide rod weighing 430 f @3 kg and having a ball end 25 mm in radius is then dropped freely from a height of460 mm on to the centre of the top face of the cover. NOTE - The apparatus illustrated in Fig. 5 may be used ior this tat which consists of a wooden box frame with a minimum internal opening of 300 X 300 mm and 1220 mm in height and stands centrally over the cover. APPENDIX B ( Clause 8.3 j TRANSVERSE STRENGTH TEST FOR UNREINF’ORCED CONCRETE CABLE COVER!5 B-l. PROCEDURE B-l.1 The cover sample to be tested shall be soaked in water at approxi- mately 15 to 20°C for 24 hours immediately before testing and shall be tested wet. Each cover to be tested shall be evenly supported upon two self-aligning steel bearers 50 mm in diameter, the distance between the centres of the bearers being 270 mm ( scc Fig. 6 ). The load shall then be applied centrally at a uniform rate of 9 OOON/minute f 10 percent through a third steel bearer also 50 mm in diameter placed midway between the) supports upon the upper surface of the cover and parallel to the supports. The length of all the bearers shall be more than the width of the cover to be tested. NOTE- The apparatus illustrated in Fig. 6 may I& usa3 for this test. The test specimen is placed on the &aligning bearera A and B. Bearer A is supported horizontally on two bearer scxews C which cany hardened steel balb D concentric with the bearer. Bearer B is supported on one such bearer m and ball. The load is applied through bearer E, also having one bearer acrew and ball. The bearers A, B and E are of mild steel and each k provided with two ~ptings w%icb bold the bcarcrs in pas&on. Bearm A and B arc in tbc same horizontal plane and are part&l to cacb other and to bearer E. 13I BUREAU OF INDIAN STANDARDS Hesdq-: Manak Bhavan. 9 Bahadur Shah Zafar Marg, NEW DELHI 110002 Telephones: 323 0131.323 8375,323 9402 Fax:91 113234062,91 113239399 Telegrams : Manaksanstha (Common to all Ottices) cenwLaboretQlyz Telephone Plot No. 20/9, Site IV, Sahibabad Industrial Area, Sahibabad 201010 8770032 Regional OMces: Central : ManakB havan, 9 Bahadur Shah Zatar Marg. NEW DELHI 110002 323 76 17 Eastern : 1114 CIT Scheme VII M, VIP Road, Maniktoia, CALCUTTA 700054 337 86 62 Northern : SCC 335336, Sector 34-A, CHANDIGARH 160022 603843 Southern : C.I.T. Campus, IV Cross Road. MADRAS 600113 23523 15 TWestern : Manakalaya, E9, Behind Mar01 Telephone Exchange, Anc#wi (East), 832 92 95 MUMBAi 400093 BranchOtlkes: ‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur, AHMEDABAD 380001 5501348 $Peenya lndustrii Area, -1st Stage, BangakwsTumkur Road, 8394955 BANGALORE 560058 Gangotri Complex, 5th Floor, Bhadbhada Road, TT Nagar, BHOPAL 462003 554021 Plot No. 62-63, Unit VI, Ganga Nagar. BHUBANESHWAR 751001 403627 Kalaikathir Buildings, 670 Avinashi Road, COIMBATORE 641037 210141 Plot No. 43, Sector 16 A, Mathura Road, FARIDABAD 121001 8-28 88 01 Savitri Complex, 116 G.T. Road, GHAZIABAD 201001 8-71 1996 53/5 Ward No. 29, R.G. Barua Road, 5th By-lane, GUWAHATI 781003 541137 5-8-56C, L.N. Gupta Marg, Nampaliy Station Road, HYDERABAD 500001 201083 E-52, Chitaranjan Marg, C-Scheme, JAIPUR 302001 372925 1171418 8, Sarvodaya Nagar, KANPUR 208005 216876 Seth Bhavan. 2nd Floor, Behind Leela Cinerna, Naval Kishore Road, 23 89 23 LUCKNOW 226001 Patliputra Industrial Estate, PATNA 800013 262305 T.C. No. 140421, University PO. Palayam, THIRUVANANTHAPURAM 695034 621 17 hwpsciron Olllc# (With Sale point): Pushpanjali. 1st Floor, 205-A, Weet Hi@ Court Road, Shankar Nagar Square, 52 5171 NAGPUR ml0 Institution of Engineers (India) Building, 1332 Shivajl Nagar, PUNE 411005 323635 *Sates Cflice is at 5 Chowrin$m Appro&r. PO. Princep Streef 271085 CALCUTTA 700072 ISales office is at Noveity Chambers, Grant Road, MUMBAI 408007 3096528 $Sales Oftice is at ‘P Block, Unity Building. Narashimaraja Square, 2223971 BANGALORE 560002 Prlnteda t New lndla PrlntingP ress, Khurjs, lndls
6461_1.pdf	IS : 6461 ( Part 1 ) - 1972 ( Reaffirmed 1997 ) Indian Standard GLOSSARY OF TERMS RELATING TO CEMENT CONCRETE PART I CONCRETE AGGREGATES ( Fifth Reprint APRIL 1998 ) UDC 001.4 : 666.972.12 u 0 Copyrigh 1972 BUREAU OF INDIAN STANDARDS MANAK EIHAVAN, 9 BAHADUR SHAH ZAFAR MARG NEW DELHI 110002 Cr 3IS86461 (PartI)- Indian Standard i GLOSSARY OF TERMS RELATING TO CEMENT CONCRETE PART I CONCRETE AGGREGATES Cement and Concrete Sectional Committee, BDC 2 Chairman Representing DR H. C. VISVEBVARAYA Cement Research Institute of India, New Delhi Members DR A. S. BHADURI National Test House, Calcutta SHRIE . K. RAMACHANDRA( NA lternate ) SHRI A. K. CHATTERJI Cent$~orktjlding Research Institute (CSIR ), DR S. S. REHSI( Alternate) DIRECTOR Cent;el$oad Research Institute ( CSIR ), New DR R. K. GHOSH( Alternate ) DIRECTOR( CSMRS ) Central Water & Power Commission, New Delhi DEPUTYD IRECTOR( CSMRS ) ( Afternate ) SHRI K. C. GHOSAL Alokudyog Services Ltd, New Delhi SHRI A. K. BI~WAS( Alternate ) DR R. K. Grrosri Indian Roads Congress, New Delhi DR R. R. HATI?ANOADI The Associated Cement Companicr Ltd, Bombay SHRI P. J. JAOIJS( Alternate ) JOINT DIRECTOR,S T A N D A R D II Research, Designs & Standards Organization, Lucknow ( BDB&pz DIRECTORS TANDARDS (B&S) (A&&) SHRI S. B. JOSHI S. B. Joshi & Co Ltd, Bombay SHRI M. ,T. K~N~E . Directorate General of Supplies & Disposals SHRI KARTIKY RASAD Roads Wing, Ministry of Transport & Shipping SHRI S. L. KATHURIA ( Alternate ) &RI s, R. KuLltrRNI .M. N. Dastur & Co ( Private) Ltd, Calcutta SHRI M. A. MEHTA The Concrete Association of India, Bombay SHR~0 . MIJTHACHEN Central Public Works Department SUPERINTENDINOE NOINEER, ENDC IRCLE( Altenrate) &RI ERACHA . NADIRSHAH The Institution of Engineer: India ), Calcutta SHRI K. K. NAMBIAR In personal capacit; ad k amanalaya ’ 11, First Crescent Park o , Gedhinagar, Adyar, Madras 20 ) BRIEN AREWIP RABAD Engineer-in-Chief’s Branch, Army Headquarters COLJ . M. TOLANI( Alternate) ( Continued on fiage 2 ) BUREAU OF INDIAN STANDARDS MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG NEW DELHI i10002IS : 6461 (Part I ) - 1972 ( Continuedf rom page 1 ) Members Representing PROP G. S. RAMASWAMY Stru~o~~e~gineering Research Centre ( CSIR ) DR N. S. BHAL ( Alternate ) DR A. V. R. RAO National Buildings Organization, New Delhi SHRI RAV~NDERL AL ( Alternate ) SHRI G. S. M. RAO Geological Survey of India, Nagpur SHRI T. N. S. RAO - Gammon India Ltd, Bombay SHRI S. R. PINHEIXO (&mafe) SECRETARY Central Board of Irrigation & Power, New Delhi SHRI R. P. SHAXMA Irrigation & Power Research Institute, Amritsar SHRI MOHINDERS INGH ( Alternate ) SHRI G. B. SINGH Hindustan Housing Factory Ltd, New Delhi SHRI C. L. KASLIWAL ( Alternate ) SHRI J. S. SINGHOTA Beas Designs Organization, Nangal Township SHRI A. M. SINGAL( Alternate ) SHRI K. A. SUBRAMANIAM The India Cements Ltd, Madras SHRI T. S. RAMACHANDRAN( Alternote) SHRI L. SWAROOP Dalmia Cement ( Bharat) Ltd, New Delhi SHRI A. V. RAMANA ( Alternate ) SHRI D. AJITHA SIMHA, Director General, IS1 ( Ex-oJicio Member ) Director ( Civ Engg ) Secretary SH~I Y. R. TANEJA Deputy Director ( Civ Engg ), IS1 Concrete Subcommittee, BDC 2 : 2 Convener SHRI S. B. JOSHS S. B. Joshi & Co Ltd, Bombay Members DX S. M. K. CHETTY Centl;aborkt,ilding Research Institute ( CSIR), SHRI C. A. TANEJA ( Altcrnrrtc) SHRI B. K. CHOKSI In personal capacity ( ’ Shrikunj’ Near Parkash Housing Socifty, Athwa Lines, Swat 1) DEPUTY DIRECTOR, STANDARDS Resertknoesrgns & Standards Organization, (B&S) U ASSISTANTD IRECTOR,S TANDARDS ( M/C ) ( Alternate ) DIRECTOR Engineering Research Laboratories, Hyderabad DIRECTOR ( C & MDD ) c.kntral Water & Power Commission, New Delhi Dxpum DIRECTOR ( C & MDD ) ( Alternate ) SHRI V. K. GHANEKAX Stru;;;;mle3ngineering Research Centre ( CSIR ), SHRI A. S. PRAEADA RAO (Alternate) SHR~ K. C. CHOSAL Alokudyog Services Ltd, New Delhi SHRI A. K. BISWAS ( Afternate ) SHRI V. N. GUNAJI Buildings & Communications Department, Bombay SHRI P. J. JAWS The Associated Cement Companics Ltd, Bombay ( Continued on page &I) 2IS : 6461( Part I ) - 1972 Indian Standard GLOSSARY OF TERMS RELATING TO CEMENT CONCRETE PART I CONCRETE AGGREGATES 0. FOREWORD 0.1 This Indian Standard ( Part I ) was adopted by the Indian Standards Institution on 25 February 1972, after the draft finalized by the Cement and Concrete Sectional Committee had been approved by the Civil Engineering Division Council. 0.2 Cement concrete is one of the most versatile and extensively used building materials in all civil engineering constructions. There are a number of technical terms connected with the basic materials for concrete as well as the production and use of concrete which quite often require clarification to give precise meaning to the stipulations in the standard specifications, codes of practices and other technical documents. It has, therefore, become necessary to standardize the various terms and defini- tions used in cement and concrete technology and thus avoid ambi- guity in their interpretations. The Sectional Committee has, therefore, decided to bring out a series of glossaries of terms relating to concrete and concrete materials. 0.3 For convenience of reference, the Indian Standard glossary of terms relating to cement concrete has been grouped into the following twelve parts: Part I Concrete aggregates Part II Materials ( other than cement and aggregate ) Part III Concrete reinforcement Part IV Types of concrete Part V Formwork for concrete Part VI Equipment, tools and plant Part VII Mixing, laying, compaction, curing and other construction aspects Part VIII Properties of concrete Part IX Structural aspects Part X Tests and testing apparatus 3-_ IS:6461 (PartI)- - Part XI Prestressed concrete Part XII Miscellaneous 0.3.1 In addition to the above, two separate standards have been brought out concerning terminology relating to hydraulic cement and pozzolanic materials. These standards are IS : 4845-1968* and IS : 4305-1967t. 0.4 In the formulation of this standard due weightage has been given to international co-ordination among the standards and practices prevailing in different countries in additidn to relating it to the practices in the field in this country. This has been met by deriving assistance from the following publications: BS 2787 : 1956 Glossary of terms for concrete and reinforced concrete. British Standards Institution. BS 4340 : 1968 Glossary of formwork of terms. British Standards Institution. ASTM Designation : C 125 Definitions of terms relating to concrete aggregate. American Society for Testing and Materials. ACI No. SP-19 ( 1967 ) Cement and concrete terminology. American Concrete Institute. AC1 617-1968 Recommended practice for concrete formwork. American Concrete Institute. 1. SCOPE 1.1 This standard ( Part I ) covers definitions of terms relating to aggre- gates for cement concrete. 2. DEFINITIONS 2.0 For the purpose of this standard, the following definitions shall apply, 2.1 Absorption -- The process by which a liquid is drawn into and tends to fill permeable pores in a porous solid body; also, the increase in weight of a porous solid body resulting from the penetration of a liquid into its permeable pores. NOTE- In the case of concrete and concrete aggregates, unless otherwise stated, the liquid involved is water, the increase in weight is that which does not include water adhering to the outside surface, the increase in weight is expressed as a percentage of the dry weight of the body and the body is considered to be ‘ dry ’ when it has been treated by an appropriate process to remove uncombined water, such as drying to constant weight at a temperature between 100 and 110°C. Definitions and terminology relating to hydraulic cement. tGlossary of terms relating to pozzolana. 4IS : 6461 ( Part I ) - 1972 2.2 Aggregate - Granular material, generally inert, such as natural sand, manufactured sand, gravel, crushed gravel, crushed stone, and air-cooled iron blastfurnace slag which when bound together into a conglomerated mass by a matrix forms concrete or mortar. 2.3 Aggregate, All-in - Material composed of a mixture of ccwsc aggre- gate and fine aggregate. 2.3.1 Ballast, All-in - Aggregate containing a substantial proportion of all sizes ( including sand ) below a stated maximum, as obtained from a pit, river-bed or seashore. 2.3.2 Crusher-Run Stone - Rock that has been broken in a mechanical crusher and has not been subjected to any subsequent screening process. 2.4 Aggregate Coarse - Aggregate most of which is retained on 4.75-mm IS Sieve and containing only so much of finer material as is permitted by the specification. OR Portion of an aggregate retained on the 4.7%mm IS Sieve. NOTE 1- The definitions are alternatives to be applied under differing circumstances. NOTE 2 - Coarse aggregate may be described as : a) crushed gravel - coarse aggregate produced by crushing gravel ( SGE2. 28 ); b) crushed stone - coarse aggregate produced by crushing of hard stone (ste 2.29 ); c) uncrushed gravel - coarse aggregate resulting from natural disintegration of rock; d) partially crushed gravel or stone when it is a product of the blending of (a) and (b); and e) manually broken stone, that is produced by breaking hard stone manually with hammers. 2.5 Aggregate, Dense Graded - Aggregates graded to produce low void content and maximum weight when compacted. 2.6 Aggregath, Fine - Aggregates most of which passes 475-mm IS Sieve and containing only so much coarser material as is permitted for various grading zones in the specification. Fine aggregate may be described as in 2.6.1 to 2.6.3. 2.6.1 Natural Sand - Fine aggregate resulting from the natural disinte- gration of rock and/or which has been deposited by streams or glacial agencies. 2.6.2 Crushed Stone Sand-Fine aggregate produced by crushing hard stone. 26.3 Crushed Gravel Sand - Fine aggregate produced by crushing natural gravel. 5IS : 6461( Part H) - 1972 2.7 Agpegate, Gap Graded - Aggregate having a particle size distribu- tion where or~e or more sizes are missing. 2.8 Aggregate, Graded - Aggregate comprising of a proportion of all sizes from n.given nominal maximum to 4.25 mm. When these sizes are so proportrcned as to give a definite grading, it is a well graded aggregate. 2.9 Aggregate, Heavy Weight - Aggregate of high specific gravity, such as barite magnetite, limonite, ilemenite iron, or steel used to produce heavy conc~te or high density concrete specially for shielding against nuclear radiation. 2.19 Aggrcgatc, k<ght Weight - Aggregate of low bulk specific gravity, such as expand:ci or sintered clay, slate, slag, fly ash, vermiculite, or pumice or natural pumice 2nd r:coiia used to produce light weight concrete. 2.11 Aggregate, Maximum Size of - The largest size of aggregate particles prcs;_r:.t ill s:!fhcicnt quantity to influence the physical properties of concrete, gci.er;~ii-~ designated by the standard sieve nearest to the sieve size on which over 10 percent weight is retained. 2.12 Aggregate, Reactive - Aggregate containing substances capable of reacting chcmicaily with the products of solution or hydration of the Port- land cement in concrete or mortar under ordinary conditions of exposure, resulting in some cases in harmful expansion, cracking, or staining. 2.12.1 Alkali Remkhy ( nf Aggregate ) - Susceptibility of aggregate to alkali-aggregate reaction. 2.13 Aggregate, Refractory - Materials having refractory properties which w,hen bound together into a conglomerate mass by a matrix, from a refractory body. 2.14 Aggregate, Single Sized - Aggregate the bulk of which passes one sieve on the normal concrete series and is retained on the next smaller size. 2.15 b/bo- Dry rodded bulk volume of coarse aggregate per unit volume of concrete; the ratio of the solid volume of coarse aggregate particles per unit volume of freshly mixed concrete to the solid volume of the coarse aggregate particles per unit volume of dry rodded coarse aggregate. 2.16 Ballast - Stone or gravel mixture ofirregular unscreened sizes which may also contain smaller material and sand. 2.17 Blastfurnace Slag - Blastfurnace slag is non-metallic product con- sisting essentially of glass containing calcium and magnesium silicates and alumino silicates and other bases, which is developed simultaneously with iron in blastfurnace or electric pig iron furnace. 6IS : 6461( Part I ) - 1972 2.17.1 Ball-Slag - Blastfurnace slag which has been allowed to solidify in the ladle. 2.17.2 Bank-Slag - Blastfurnace slag which has been poured in a molten state on a bank and albwed to solidify. 2.17.3 Pit-Slag or Mod$ed Pit-Slag - Blastfurnace slag which has been poured in a molten state into prepared pits, canals or large moulds and allowed to solidify therein. 2.18 Blastfurnace Slag, Air-Cooled - The material resulting from solid.ification of molten blastfurnace slag under atmospheric conditions. Subsequent cooling may be accelerated by application of water to the solidified surface. 2.19 Blastfurnace Slag, Expanded or Foamed - The light weight cellular material obtained by controlled processing of molten blastfurnace slag with water, or with water and other agents, such as steam or compressed air or both; and crushed and graded as required. It consists chiefly of alumino silicates of lime and magnesia in a glassy, partly crystalline or crystalline condition. 2.20 Blastfurnace Slag, Granulated - Granulated slag is obtained by further processing the molten slag by rapidly chilling or quenching it with water or steam and air. Granulated blastfurnace is used for the manu- facture of hydraulic cement. 2.21 Bloated - Swollen, as certain light weight aggregates as a result of processing. 2.22 Bulking - Increase in the bulk volume of a quantity of sand in a moist condition over the volume of the same quantity dry or completely inundated. 2.23 Bulking Curve- Graph of change in volume of a quantity of sand due to change in moisture content. 2.24 Bulking Factor - Ratio of the volume of moist sand to volume of the sand when dry. 2.25 Chips - Broken fragments of marble or other mineral aggregate screened to specified sizes. 2.26 Cinder - Well burnt furnace residue which has been fused or sintered into lumps of varying sizes. The same material in a finely powdered form is found to possess some pozzolanic activity. 2.27 Cobble -A rock fragment between 64 and 256 mm in diameter as applied to coarse aggregate for concrete, the material in the nominal size range 75 to 150 mm. 7IS:6461 (Part I)-1972 2.28 Crushed Gravel - The product resulting from the artificial crushing of gravel with substantially all fragments having at least one face resulting from fracture. 2.29 Crushed Stone - The product resulting from the artificial crushing of rocks, boulders or large cobblestones, substantially all faces of which have resulted from the crushing operation. 2.36 Dry Rodding - In measurement of the weight per unit volume of coarse aggregates, the process of compacting dry material in a calibrated container by rodding under standardized conditions. 2.31 Dry Rodded Volume- The volume occupied by an aggregate compacted dry, under standardized conditions used in measuring unit weight of aggregate. 2.32 Dry Rodded Weight - Weight per unit volume of an aggregate compacted dry by rodding under standardized conditions. 2.33 Fineness Modulus -An empirical factor obtained by adding the total percenta,ges of a sample of the aggregate retained on each of a speci- fied series of sieves, and dividing the sum by 100. NOTE- The sieves used are: 15bmicroq 300-micron,. 600-micron, l-18-mm, 2.36-mm, 4.75.mm, IO-mm, 20-mm, 40-mm and larger increasmg in the ratlo of 2 to 1. 2.34 Flat Piece - One in which the ratio of the width to thickness of its circumscribing rectangular prism is greater than a specified value. 2.35 Free Moisture - Moisture not retained or absorbed by aggregate. 2.36 Fuller’s Curve -An empirical curve for gradation of aggregates; also known as the Fuller-Thompson Ideal Grading Curve. The curve is designed by fitting either a parabola or an ellipse to a tangent at the point where the aggregate fraction is one-tenth of the maximum size fraction. 2.37 Gap Grading- A particle size distribution in which particles of certain intermediate sizes are wholly or substantially absent. 2.38 Gradation - See2 .45. 2.39 Gradkg - See2 .45. 2.40 Grading Continuous -A particle size distribution in which all intermediate size fractions are present, as opposed to gap grading. 2.41 Gravel a) Granular material predominantly retained on the 475_mm IS Sieve and resulting from natural disintegration and abrasion of rock or processing of weakly bound conglomerate; or 8IS : 6461 ( Part I ) - 1972 b) That portion ofan aggregate retained on the 475-mm IS Sieve and resulting from natural disintegration and abrasion of rock or processing of weakly bound conglomerate. NOTE- The definitions are alternative to be applied under differing circumstances. Definition (a) is applied to an entire aggregate either in a natural condition or after processing. Definition (b) is applied to a portion of an aggregate. Requirements for properties and grading should be stated in specifications. 2.42’ Grading Curve - A graphical representation of the percentages of different particle sizes in a material obtained by plottint the cumulative or separate percentages of the material passing through sieves in which the aperture sizes form a given series. 2.43 Gravel, Pea-Screened gravel most of the particles of which will pass a IO-mm IS Sieve and will be retained on a 425-mm IS Sieve. 2.44 Particle Shape of Aggregate -The particle shape of aggregate, such as angular, cubical, elongated and flaky. 2.44.1 Angular - The particles of aggregates possessing well defined edges formed at the inter-section of roughly planer faces. 2.44.2 Cubical -Angular aggregate most of its particles have length, breadth and thickness approximately equal. 2.44.3 Elongated Piece - The particle of aggregate in which the ratio of length to width of its circumvent rectangular prism is greater than specified value. 2.44.4 Elongation Index - Elongation index of an aggregate is the percen- tage by weight of particles whose greatest dimensions ( length ) is greater than one and four-fifths times their mean dimension. 2.44.5 Flaky Material - Particles in aggregate which are usually angular and, of which the thickness is small relative to the width and/or length. 2.44.6 Flakiness Index - The Pakiness index of an aggregate is the percen- tage by weight of particles in it whose least dimension ( thickness ) is less than three-fifths of their ,mean dimension. 2.44.7 Irregular Aggregate ( or Part& Rounded Aggregate ) - Aggregates the particle of which are naturally irregular, or partly shaped by attrition and have rounded edges. 2.44.8 Rounded Aggregate - Aggregate, the particles of which are fully water worn or are completely shaped by attrition. 2.45 Particle Size Distribution -The distribution of particles of granular material among various sizes; usually expressed in terms of cumu- lative percentages larger or smaller than each of a series of diameters ( sieve openings ) or the percentages between certain ranges of diameters ( sieve openings ) . 9IS 8 6461( Part I ) - 1972 2.46 Petrography - The branch of petrology dealing with description and systematic classification of rocks aside from their geologic relations, mainly by laboratory methods largely chemical and microscopical also loosely, petrology or lithology. 2.47 Petrology - The science of rocks, treating of their origin, structure, composition, etc, from all aspects and in all relations. 2.48 Plum -A large random shaped stone dropped into freshly placed mass concrete. NOTE- For cyclopean concrete, the weight of each stone may not be less than 50 kg. For rubble concrete the stone may be such that one man can handle. 2.49 Rubble - Rough stone of irregular shape and size, broken from larger masses by geological process or by quarrying. 2.50 Sand a) Granular material passing the lo-mm IS Sieve and almost entirely passing the 475-mm IS sieve and predominantly retained on the 75-micron IS Sieve, and resulting from natural disintegration and abrasion of rock or processing of completely friable sandstone; or b) That portion of ah aggregate passing the 4.75-mm IS Sieve and predominantly retained on the 75-micron IS Sieve, and result- ing from natural disintegration and abrasion of rock or processing of completely friable sandstone. NOTE -The definitions are alternatives to be applied under differing circumstances. Definition (a) is applied to an entire aggregate weather in a natural condition or after processing. Definition (b) is applied to a portion of an aggregate. Requirements for properties and grading should be stated in specifications. Fine aggregate produced by crushing rock, gravel, or slag commonly is known as ‘ manufactured sand ‘. 2.51 Sand Equivalent -- A measure of the amount of clay contamination in fine aggregate. 2.52 Scalper - A screen for removing oversize particles. 2.53 Shingle - Rounded or waterworm stone of irregular size occurring jn river beds or opened beaches. 2.54 Sieve Analysis - Determination of the proportions of particle lying within certain size ranges in a granular material by separation on sieves of different size openings. 2.55 Sieve Correction - Correction of SieW analysis to adjust for deviation of sieve performance from that of standard calibrated sieve. 2.56 Silt -A granular material resulting from the disintegration of rock, with grains largely passing a No. 200 ( 47 micron ) sieve; alternatively, such particles in the range from 2 to 50 microns diameter. 10IS : 6461( Part I ) - 1972 2.57 Spa11- A fragment, usually in the shape of a flake, detached from a larger mass by a blow, by the action of weather, by pressure, or by expansion within the larger mass. 2.58 Specific Gravity, Saturated Dry-Basis - ‘I’he bulk specific gravity of aggregate determined after complete immersion in water for 24 hours and removing surface water. 2.59 Stone Sand - see2 .6.2. 2.60 Surface Saturated Dry-Aggregate -A condition of the aggregate attained after complete immersion in water and removing the superficial water by soaking with cloth. * 2.61 Surface Water - Free water retained on surfaces of aggregate particles and considered to be part of the mixing water in concrete, as distinguished from absorbed moisture. IIIS : 6461 (Part I) - 1972 ( Continuefdro m page 2 ) Members Representing SHRI S. R. KULKARNI M. N. Dastur & Co (Private ) Ltd, Cafcutta SHRI B. C. PATEL ( Alternate ) SHRI G. C. MATHUR National Buildings Organization, New Delhi SHRI RAV~NDERL AL ( Alternate ) SHRI M. A. MEHTA The Concrete Association of India, Bombay SHRI c. L. N. IYENGAR( &&Ynate ) DR P. K. MOHANTY Tor-Isteg Steel Corporation, Calcutta DR R. S. PRASAD( Alternate) SHRI K. K. NAMBIAR In personal capacity ( ‘ Ramanalaya ’ 11, First Crescent Park Road, Gandhinagar, AdTar, Madras 20 ) DR M. L. PURI Cent;)ae:h&d Research Institute ( CSIR), New SHRI N. S. RAMASWAMY Roads Wing, Ministry of Transport & Shipping SHRI R. P. SIKKA ( Alternate) SHRI G. S. M. RAO Geological Survey of India, Nagpur SHRI T. N. S. RAO Gammon India Ltd, Bombay SHRI S. R. PINHEIRO( Alternate ) SVPERINTENDINQE NGINEER, 2ND Central Public Works Department CIRCLE SHRI S. G. VAIDYA ( Alternafe ) SHRI N. M. THADANI In personal capacity ( 82, Marine Drive, Bombqv 2 ) COL J. M. TOLANI Engineer-in-Chief’s Branch, Army Headquarters MAJ D. D. SHARMA( Alternate ) DR H. C. VIWEWARAYA Cement Research Institute of India, New Delhi 12BUREAU OF INDIAN STANDARDS Headquatiers Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002 Telephones: 323 0131 I 323 3375,323 9402 Fax : 91 11 3234052,91 11 3239399, 91 11 3239382 Telegrams : Manaksanstha (Common to all Offices) Central Laboratory : Telephone Plot No. 20/9, Site IV, Sahibabad Industrial Area, Sahibabad 201010 8-770032 Regional Owcea: Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002 32376 17 ‘Eastern : l/14 CIT Scheme VII M, V.I.P. Road, Maniktola, CALCUTTA 700054 337 88 62 Northern : SC0 335-338, Sector 34-A, CHANDIGARH 180022 803843 Southern : C.I.T. Campus, IV Cross Road, CHENNAI 800113 2352315 tWostem : Manakaiaya, E9, Behind Mar01 Telephone Exchange, Andheri (East), 832 92 95 MUMBAI 400093 Branch Offlees:: ‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur, AHMEDABAD 380001 5501348 SPeenya Industrial Area, 1 st Stage, Bangalore-Tumkur Road, 839 49 55 BANGALORE 580058 Gangotri Complex, 5th floor, Bhadbhada Road, T.T. Nagar, BHOPAL 482003 55 40 21 Plot No. 82-83, Unit VI, Ganga Nagar, BHUBANESHWAR 751001 40 36 27 Kalaikathir Buildings, 870 Avinashi Road, COIMBATORE 841037 21 01 41 Plot No. 43, Sector 18 A, Mathura Road, FARIDABAD 121001 8-28 88 01 Savitri Complex, 118 G.T. Road, GHAUABAD 201001 8-71 1998 53/5 Ward No.29, R.G. Barua Road, 5th By-lane, GUWAHATI 781003 541137 S-8.58C, L.N. Gupta Marg, Nampaliy Station Road, HYDERABAD 500001 201083 E-52, Chitaranjan Marg, C- Scheme, JAIPUR 302001 37 29 25 117/418 B, Sarvodaya Nagu, KANPUR 208005 21 88 76 Seth Bhawan, 2nd Floor, Behind Leela Cinema, Naval Kishore Road, 2389 23 LUCKNOW 228001 NIT Building, Second Floor, Gokulpat Market, NAGPUR 440010 52 51 71 Patiiputra Industrial Estate, PATNA 800013 26 23 05 institution of Engineers (Indii) Buikfing 1332 Shivaji Nagar, PUNE 411005 32 38 35 T.C. No. 14/1421, Unive&y P. 0. Palayun, THIRW ANANTHAPLtRAM 89W34 621 17 Sales Dffke is at 5 Chowringhee Approach, P-0. Princep Street, 271085 CALCUTTA 700072 tsaes Dffice is at Novetty chambers, Grant Road, MUMBAI 400007 3098528 Sales Of&e is at ‘F’ Block, Unity Buifding, Narashimaraja Square, 222 39 71 BANGALORE 589092 Reprography Unit, BIS, New Detht, lndta
1646.pdf	IS 1646:1997 vl?+kTm w+(m)&&gmtimm: -m @-v (WHWJ Indian Standard CODE OF PRACTICE FOR FIRE SAFETY OF BUILDINGS (GENERAL): ELECTRICAL INSTALLATIONS ( Second Revision ) ICS 91.120;13.220.50 OBIS 1997 BUREAU OF INDIAN STANDARDS MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG NEW DELHI 110002 June 1997 Price Group 8Fire Safety Sectional Committee, CED 36 FOREWORD This Indian Standard (Second Revision) was adopted by the Bureau of Indian Standards, after the draft finalized by the Fire Safety Sectional Committee had been approved by the Civil Engineering Division Council. This standard was first published in 1961, revised subsequently in 1982. The present revision is based on the subsequent development and modifications in other regulations such as electrical rules of the Tariff Advisory Committee, Indian Electricity Rules, etc, and other Indian Standards. Special precautionary measures for use of aluminium conductors and for use of fluorescent fittings in electrical installations are included in the revision. The other changes relate to the developments in wiring methods and other general aspects. The requirements of this code are to be treated as supplementary to the requirements of the Indian Electricity Act, 1910 and the Rules of 1956 thereunder and in no case as substitutes. In the preparation of this code, it has been presumed that the electrical installation work is carried out by qualified contractors and electricians under the supervision of competent engineers as required by the Indian Electricity Rules. For ‘the purpose of deciding whether a particular requirement of this standard is complied with, the final value, observed or calculated, expressing the result of a test, shall be rounded off in accordance with IS 2 : 1960 ‘Rules for rounding off numerical values (revised)‘. The number of significant places retained in the rounded off value should be the same as that of specified value in this standard.IS 1646: 1997 Indian Standard CODEOFPRACTICEFOR FIRESAFETYOFBUILDINGS(GENERAL> ELECTRICALINSTALLATIONS (S econd Revision ) 1 SCOPE particular situations and subject to special condi- tions as laid down in the appropriate clauses of this This standard covers recommendations relating to code: fire safety of electrical installations in buildings. a) Fumes; 2 REFERENCES b) Flammable or other gases, vapours or li- 2.1 The Indian Standards listed in Annex A contain quids having deleterious effect on equip- provisions which, through reference in this text, ment and conductors or creating dangerous constitute provisions of this standard. At the time situations; of publication, the editions indicated were valid. c) Dust and fibrous accumulations; All standards are subject to revision, and parties to d) Damp or wet locations; and agreements based on this standard are encouraged e) Excessive temperature. to investigate the possibility of applying the most recent editions of the standards given in Annex A. 3.6 Manufacturer’s name, trade-mark or other description markings by which the manufacturer 3 GENERAL REQUIREMENTS may be identified shall be placed on all electrical 3.1 Besides conforming to this Codeall equipment equipment, accessories, electrical cables, etc. shall comply with relevant Indian Standard Other markings like voltage current and wattage Specifications (wherever available) as regards con- shall also be provided as necessary. Marking shall struction, temperature rise, current rating, over- be of sufficient durability to withstand the environ- loads and performance, etc, where an Indian mental conditions. Standard does not exist the various items of electri- 3.7 The type of wiring installed in a particular cal equipments should be those approved by the occupancy shall be as permitted under the relevant competent authority. provisions of this standard. 3.2 Execution of work unless otherwise exempted 3.8 Where aluminium conductors are used in the under the appropriate rule of the Indian Electricity electrical installation, special precautionary Rules, the work of electrical installations shall be measures as given in IS 732 shall be followed. carried out by an electrical contractor licensed and under the direct supervision of a person holding a 4 POWER EQUIPMENT certificate of competency and by persons holding a 4.1 The term power equipment shall be deemed to valid permit issued and recognized by any Indian include motors, motor-generators, control gears, Government. switch gears, rotary convertors, rotary balancers, 3.3 All equipment shall be capable of developing rotary condensers, phase advancers, frequency and/or consuming the rated power safely and con- changers and any other rotating electric equipment, tinuously (unless specifically meant for intermitent rectifiers and inverters. use), without undue heating, sparking, noise and 4.2 All electrical equipment located in situations vibration. where: 3.4 All electrical equipment shall be securely a) The atmosphere is likely to contain flam- mounted on the surface on which they are installed. mable/explosive gases or vapours; and 3.5 All electrical equipment, fittings, accessories b) Combustible dust, fluff or similar materials and wiring systems in locations which are exposed like saw mills and other wood working oc- to the following shall be of types approved for cupancies, cotton/jutebooden/viscose and 1IS 1646:1997 acrylic, nylon 66 fibre mills, flour mill, pul- with HRC fuses at all fuse points, irrespective of verising works, etc, shall comply with the current rating of the circuit. This, however, need special requirements in respect of Hazard- not be insisted in case of low tension installation. ous Location specified in 13. 5.4 All switches and circuit breakers shall be 4.3 Equipment which depends on natural air for operated from the front of the switchboard. cooling shall be so located and installed that air flow over the exposed cooling surface shall not be 5.5 All fuses shall be mounted on the front of the prevented by adjacent equipment or walls. For switchboard as far as practicable. floor mounted equipment, clearance between top surface of the equipment and the adjacent surface 5.6 All screws, bolts and nuts, which secure current shall be provided to dissipate rising hot air. carrying parts to the board shall be of brass, copper or similar rustproof material. 4.4 Equipment ventilating openings shall be so installed that no obstruction may prevent free air 5.7 All wires and cables shall be provided with circulation through them; nor shall any material be soldered or approved lugs or crimped joints or any dumped or allowed to settle on them so as to clog other approved means of connection. the ventilation openings or interfere in any way with normal cooling of such equipment. 5.8 In situations where the atmosphere is likely to contain explosive gases or vapour, switchboards 4.5 All equipment of more than 114 kW shall be shall be of explosion protected type. Selection of separated from unprotected woodwork by a dis- electrical equipment shall be as per IS 5571 (see tance of at least 300 mm horizontally and 1200 mm also IS 5572 for classification of hazardous areas). vertically. Equipment of l/4 kW or less, except Alternately pressurised air lock enclosures may be those of totally enclosed type, shall be suitably provided for switchrooms. Wherever not possible guarded to avoid heat being transmitted to readily switchroom should be themselves pressured. combustible material in the vicinity. 5.9 Where the switchboard is erected in a room of 4.6 ‘Equipment shall be periodically inspected and a building isolated from the source of supply or at maintained as per relevant Indian Standards by a distance from it, adequate means of control and competent staff who shall keep complete records of isolation shall be provided both near the boards and all such activities. at the origin of supply. 4.7 The position of equipment shall be selected with due consideration of accessibility, main- 5.10 All switchboard shall be of metal clad totally tenance and overhaul. enclosed type or any insulated enclosed pattern which should be fixed at close proximity to the point 4.8 Equipment terminals shall be rigidly designed of entry of supply. and planned according to size and type of machine. Industrial motors shall have a robust metal clad 5.11 In case of outgoing circuits from the terminal box of adequate dimensions arranged to switchboard, where the current rating exceeds 63A, receive armoured or vulcanized rubber insu- connection between the busbar chamber and the lated/PVC cables in conduits without unnecessary automatic circuit breaker or switch fuse or any bends in the cables. All terminal boxes shall be other control gear shall be made only by solid con- entirely reptile, rodent and insect proof. nections. 5 SWITCHBOARDS 5.12 Timber shall not be used in construction of a 5.1 Switchboards shall be erected in easily acces- switchboard. sible and approved positions where cotton fluff, 5.13 All circuits shall be clearly and indelibly dust or dirt is not present. The switchboard shall labelled for identification in English and ver- be located in dry locations. nacular. 5.2 The space around the switchboards shall not be used for storing of clothing or other materials, even 5.14 Moulded case circuit breakers shall not be for temporary period. permitted except inside a metal enclosure. 5.3 Each outgoing circuit from the switchboard 5.15 The neutral of each main and branch main shall be separately controlled by a suitable auto- circuit shall be provided with a removable link matic circuit breaker or linked switches and cut- placed in an easily accessible position, for purpose outs. In case the electrical installation draws power of testing. The neutral shall not be punched at the from a distribution transformer having a capacity back of the board. of 150 BVA or more, the switches shall be provided 2IS 1646 : 1997 6 POWER DISTRIBUTION AND MOTOR compartment but separated from each other by CONTROL GEAR more than 15 m. 6.1 All equipment shall be of metal clad construc- 6.9 Outgoing circuits shall be clearly marked in tion throughout, dust tight, suitably proportioned English and vernacular, indicating the department and of adequate capacity and shall conform to the or place or item controlled, by each. relevant Indian Standards. 6.10 All circuits shall be arranged symmetrically, 6.2 Equipment shall be accessible at all times, as far as practicable. stacks of goods and the like shall not impede access 6.11 Each circuit from a main distribution board to any part of the equipment. shall be provided with a circuit breaker, linked 6.3 Wiring to and from the gear shall be of the switches or cut-outs. armoured,.mineral insulated or screwed steel con- 6.12 Looping of conductors and tee joints in power duit type and provision shall be made to secure the wiring shall be provided with a circuit breaker, same by approved and efficient mechanical linked switches or cut-outs. methods. Flexible tubing shall not be accepted for general wiring. It may, however, be used for con- 6.13 Detachable inspection covers shall be nections between the terminal boxes of motors and provided to examine connections. starters, switches and motors but the length shall be _ 6.14 Woodwork shall not be permitted for mount- restricted to a maximum of 1 200 mm. ing of or construction of frame work of any iron- NOTE - Non-metallic conduits conforming to IS 9537 clad switch control or distribution gear. (Part 3) may be used for mediumv oltage installation, subject to following conditions: 6.15 Motors shall not be connected to lighting dis- a) The conduits should be supported not more than 800 tribution boards. mm distance and should have suitable joints. b) Separate earthing conductor shall be run inside the 6.16 Suitable guard enclosures shall be provided to conduit for earthing the equipment to which the con- protect exposed current carrying parts of motors ductor is connected. and insulations of motor leads where installed c) Gpansion joints shall be provided where required to compensate for thermal expansion and contraction. directly under equipment or in other locations Such non-metallic conduit shall not however be allowed in where dripping or spraying of oil, water or other following locations: injurious liquids may occur, unless the motor is a) In locations less than 2.5 m above walking floor level designed for such conditions. unless protected against mechanical damage. b) Where ambient temperature is likely to be. above 55’C 6.17 In situations where dust or flying materials at some time or other during year. may collect on or in motors in such quantities as to c) In concealed places of combustible construction. seriously interfere with ventilation or cooling of d) In locations where the atmosphere is likely to contain motors, totally enclosed or totally enclosed fan- flammable gases or vapours. e) In locations where the surrounding atmosphere is likely cooled motors that will not overheat under prevail- to affect the non-metallic conduits. ing conditions, shall be used. 6.4 The ends of all conduits shall be bushed. 7 TRANSFORMER SUBSTATION, EXCLUDING BELL AND DRAWING FRAME, 6.5 All unused cable holes shall be effectively closed. TRANSFORMER AND TRANSFORMERS OF SMALL CAPACITY 6.6 All current carrying parts, namely terminals, 7.1 Every oil-filled apparatus, such as transformer, washers and clips shall be of copper, brass or of any static condenser, switchgear or oil circuit breaker other equally non-rusting material, properly tinned at joints. having an individual or aggregate oil capacity of 2 000 litres or more shall be housed in a locked, 6.7 All cables shall be provided with soldered lugs weather and fire resistant building and shall be or other approved means for connection. properly ventilated to the outside of the building only. The building housing the oil-filled apparatus 6.8 Where a distribution board or group of dis- shall be separated by a distance of not less than 6 m tribution boards is/are erected in a room of a build- from all other buildings. ing isolated from the source of supply, adequate means of control and isolation shall be provided NOTES both near the board and at the origin of supply. 1 If the building housing the transformer iswithin 6 m of the Similar means of control and isolation shall be surrounding building there shall not be any door or window opening in the substation or the surrounding building. provided even if the source of supply and the dis- 2 If the building or compartment housing oil-filled ap- tribution board(s) is/are located inside the same paratus is communicating with another building or com- 3IS 1646 : 1997 partment, the substation shall be segregated by separating 7.7 All transformers shall have suitable isolating walls of 355 mm thick brick wall or 230 mm thick RCC, equipment on both high and low/medium tension carried up to roof level with door openings therein protected side. by single fireproof doors of 2 h rating. 3 Not withstanding the above, if the substations supplies 7.8 Cable trenches inside substations shall be filled power to fire pumps, the same shall be segregated from, the with sand, pebbles or similar non-flammable adjoining building by 400 mm thick brickwall or 300 mm thick materials or covered with incombustible slabs. If a RCC wall without any door opening therein where, however, number of cables are taken in a trench, it is door openings areabsolutely necessary,t he openingsshall be protected by double fire resisting doors of 2 h rating each. If desirable that cables are taken on racks. the substation is attached to a stomyed structure, in addition 7.9 All control gears shall be protected against to segregations, it will also be necessary for the substation to be provided with RCC slab roof. rodents, reptiles and insects. 7.10 It is essential in all transformer houses and in 7.2 Each oil-filled apparatus, such as transformer, places of similar applications that an efficient and bank of static condensers, including high tension distinctive indicating device be provided to show circuit breakers, switch and main distribution clearly whether the supply in the main incoming boards, having an individual or aggregate oil cable is ‘On’ or ‘Off for the safety of fire-fighting capacity of 2 000 litres, shall also be segregated from personnel in the event of an outbreak of fire. all other apparatus by 355 mm thick fire resisting 7.11 Transformers and equipment installed out- brick wall or 230 mm thick RCC. The separating doors, having an individual or aggregate oil content wall shall be carried right up to the roof level unless of 2 000 litres or more shall be located in a suitably the roof is more than 3 m above the highest point fenced and locked enclosure separated on all sides of the equipment, in which case the wall shall be by at least 6 m from any building including substa- carried up to a height at least 600 mm above the top tion. Separating walls are necessary between trans- of the equipment so separated. formers having an individual or aggregate oil NOTES content of 2 000 litres. 1 This provision need not be applied to furnace and rectifier transformers as also to transformen of testing apparatus or NOTES other equipment ofwhich the transformer is an integral part, 1 There should be no door or window opening in the sur- whether they are oil-filled or not. rounding building, if the transformers are within 6 m thereof. 2 The requirements given under this rule, however, do not 2 If the transformers are within 6 m of doors and window apply to dty type transformers, or transformers having sul- openings of surrounding buildings then they shall be phur hexafluoride, non-flammable coolants and having protected by single fire proof doors and 6 mm thick wired primary voltage not mote than 33 kV. glass in steel frames respectively. 3 If the substation supplies power to fire pumps, separating 3 Separating walls shall not be necessary in case of trans- walls as described above will be necessary between the formers having an aggregate oil capacity exceeding 2 000 litres but individual oil capacity of less than 5 000 litres if the various items irrespective of the oil contents. distance between transformers and other apparatus is more 7.3 Each building or compartment housing oil- than 6 m or if the transformers ate protected by an approved high velocity water spray system. filled apparatus containing 2 000 litres or more of 4 Where however oil capacity of individual transformer is oil shall be provided with oil drains of at least 150 larger than 5 000 litres separating walls shall be provided mm in diameter and soak pits, the latter being not unless all equipment/building/plant are located at a clear less than 2.5 m away from the substation. Floors distance of not less than the following: shall be sloped not less than 1 in 96 towards oil Oil Capacily of Individual Clear Separating drains. The soak pits shall be of sufficient capacity Transformer (1) Distance (m) to take the entire oil content of the equipment and 5 000-20 000 8 Over 20 000 15 designed to provide for drainage of liquids to a safe 5 The provisions of 7.1, 7.2,7.3 and 7.11 are not applicable location. if the transformer is filled with non-combustible insulant liquid. 7.4 A minimum clearance of 750 mm shall be provided between the transformer or other ap- 8 EARTH CONNECTIONS paratus and enclosing or separating walls. 8.1 All earth connections shall strictlycomplywith IS 3043. 7.5 Substations and switchgear rooms shall only be 8.2 In no case shall gas, steam, sprinkler or used to house the intended equipment. Storage of humidifier pipes be used for an earth connection. any kind/or any repair work shall not be permitted therein. 9 WIRING METHODS 9.1 General Requirements 7.6 Suitable apparatus shall be provided in ap- proved positions for the control and protection of 9.1.1 Only such wiring methods as are permissible windings of transformers. for a particular situation or location as laid down in rules under this clause, shali be allowed. 4IS 1646 : 1997 9.1.2 Wherever aluminium conductors are used, 9.1.12 Electrical.services shall not be installed in the special precautionary measures laid down in the same conduit or trunking as pipes or tubes or IS 732 shall be followed. non electrical services like air, gas, oil, water, etc. 9.1.3 Conductors shall be insulated except where 9.1.13 Only PVC sheathed armoured cables or enclosed or bare conductors are specifically per- rigid metallic conduits shall be allowed in ducts or mitted under the rules. plenums used for movement of environmental air. 9.1.4 Conductors exposed to oils, greases, vapours, 10 PERMIlTED TYPES OF WIRING METHODS gases, fumes, liquids or other substances having 10.1 General deleterious effects upon the conductor or its insula- 10.1.1 Wiring shall be on distribution board sys- tion shall be of approved type for the purpose. tem with main, branch main and final sub-circuit 9.1.5 Conductors may be permitted to be con- boards fixed at convenient positions and shall con- nected in parallel (electrically joined at two ends to form to IS 732. form a single conductor only) if such conductors are of same length, material and cross-sectional area, 10.1.2 Conductors which are not arranged for con- have same type of insulation and terminated in nection to the same system and circuit or which same manner. supply different phases of the same supply, shall be kept apart throughout their entire run. This shall 9.1.6 Where cables, conduits, cable ducts or trunk- particularly apply to installations in which there are ings pass through floors, walls, partitions or ceil- pilot lights in addition to the main lighting and the ings, the surrounding holes shall be made good with like. cement or similar incombustible material to the full thickness of floor, wall, etc. In addition where con- 10.1.3 Conductors for final sub-circuits shall not ductors are installed in channels, ducts, trunkings be enclosed in the same conduit or casing as sub or shafts passing through floors, walls, partitions or main and branch of main conductors. ceilings, suitable internal fire resisting barriers 10.1.4 Conductors which pass through windows or shall be provided to prevent spread of fire from one door frames, wood beams walls, ceilings and floors side to the other. shall be protected by porcelain tubes or conduits 9.1.7 Cables of ac circuits installed in steel con- according to the conditions. The tube or conduit duits, shall always be so bunched that the cables of shall extend at least 13 mm on both sides of the wall all phases and the neutral (if any) are contained in and 25 mm above the floor and below the ceiling. the same conduit. 10.1.5 All conduit ends shall be bushed. 9.1.8 Ducts of metal or insulating material and trunking shall be securely fixed and where they are 10.1.6 Cables which are unarmoured shall be liable to suffer mechanical damage, shall be ade- mechanically protected up to a height of 1.8 m quately protected. above working floor level or up to the height of switchboard. 9.1.9 Trunkings shall be constructed of metal or non-combustible insulating materials. 10.1.7 Branch main and distribution boards shall be mounted in suitable accessible positions, not 9.1.10 Cables, cable ductings or trunking of metal- higher than 2 m above floor level. Adequate work- lic construction and conduits may be buried under- ing spaces and freedom from danger shall be ground provided they meet the following minimum provided. earth cover requirement: Wiring Method Minimum Depth of 10.1.8 Incoming mains shall be used for control of Earth Cover circuit in conjunction with suitable circuit breakers. Rigid metal conduits 150 mm Other type of conduits 4.50 mm 10.1.9 The system of wiring and all other details Metallic ductings or 450 mm (with con- shall be suitable to the conditions prevailing. trunkings Crete envelope of not 10.1.10 Linked tumbler switches shall not be used less than 50 mm for control of circuits. around the ducting of trunking) 10.1.11 Flexible leads shall hang vertically Directly buried cables 600 mm downwards from the ceiling rose without any obstructions, shall not be in contact with shafting 9.1.11 No wiring system of any kind shall be per- structural member, pipe work, etc, and shall not be mitted inside ducts needed for transporting dust, coiled or tied up but cut to correct length. loose materials or flammable vapours. 5ISl646:1997 10.1.12Fl exible leads shall be renewed when they such crossing is unavoidable mechanical protection show signs of deterioration. Joints in flexible con- shall be provided against damage by belt breakages. ductors of pendants shall not be permitted. 10.1.27 The paper insulated lead covered cables 10.1.13 Flexible leads shall not be used where they shall not be brought right through the sealing box are likely to swing due to ventilation or humidifier without a break. The conductors of paper insulated apparatus or any other cause; fmed rod or conduit cables shall be terminated in the trifurcating box protection shall be used in such cases. and tails of India Rubber (VIR) Conductors sweated by ferrules to the conductors of paper 10.1.14 Flexible leads and fittings shall not be insulated cables shall be brought through the allowed to vibrate. trifurcating box. 10.1.15 Ceiling roses shall be securely fixed and 10.1.28 All filament lamps shall be so placed or so shall be complete with caps. guarded as to prevent ignition of combustible 10.1.16 Straight or slanting wall batten holder material. Any shade or guard used for this purpose shall not be fitted at switchboard height or on the shall be suitable to withstand the heat of the lamp. switchboard. 10.1.29 Wiring.of lighting circuits shall be on 10.1.17 Shades or reflectors of light points shall distribution board system and circuit diagrams shall not be in contact with structural members, pipe be attached to it. work, etc. 10.1.30 Conductors shall be run as far as possible 10.1.18 Temporary wiring shall not be permitted. along the walls and ceilings, so as to be accessible for inspection. 10.1.19 Pendants in close proximity to humidifiers shall be provided with approved water-tight fit- 10.1.31 Where two or more points are mounted, tings. with a voltage differences exceeding 230 V between them, a minimum distance of 2 m between the 10.1.20 Only rod pendants shall be used in in- points shall be maintained to avoid possibility of dustrial buildings like textile mills, flour mills, saw shocks. mills, etc. 10.1.32 Cord grips shall be provided for pendant 10.1.21In ducts and tunnels only bulk head fittings lamp ho!ders of bayonet contact type, and chain with wires in conduits or armoured cables shall be suspended reflector fittings shall have the cable used for lighting. entries made bell-shaped or bushed to avoid 10.1.22 The base of accessories shall be of vitreous damaging the flexible cables. materials. 10.1.33 Chain suspended fittings, fans, etc, shall be NOTES fixed at a distance not exceeding 250 mm away from 1 Bakelite ceiling roses may be permitted in industrial ceiling rose. buildings except in areas where the atmosphere is likely to contain explosive gases or vapours. 10.1.34 Where long spans occur between beams 2 Bakelite switches may be permitted in industrial buildings and supports, battens shall be provided for attach- except in ‘Hazardous Locations’ as defined later in this code. ment of conduits, casing, or other wiring or fittings. 10.1.23R eflector fittings meant to be suspended The runners shall be of well seasoned teak wood, by chain shall not be suspended by string or any free from shakes, splits, etc, and shall not be less other similar material. than following dimensions: span (m) Dimensions (mm) 10.1.24 Fittings for lamps in places where con- 1.2 to 1.8 75 x 38 siderable dust or fluff is present (such as willowing, 1.8 to 2.4 75 x so lap breaking, waste opening, mixing, blowing, and 2.4 to 3.4 75 x 63 raising rooms in textile mills, flour mills, saw mills 3.4 to 4.4 100x75 and other wood working factories, etc) shall be of dust tight type conforming to IS 4013. Alternatively, they may be suspended from a catenary arrangement or be supported on steel sec- 10.1.25 In situations where the atmosphere is tions of suitable size. likely to contain explosive/flammable gases or vapours, fittings of flameproof type shall be used 10.1.35 The wiring for hot air chambers shall be unless otherwise permitted under clauses relating mounted on the walls outside the chamber, as far as to ‘Hazardous Locations’. possible. The light fittings inside the chambers shall be of oyster type or shall be waterproof 10.1.26 The run or course of wiring shall be fittings. arranged to avoid crossing of belt drives; where 6IS 1646 : 1997 10.1.36 Where wiring is to be carried along the face d) Where the atmosphere is likely to contain of rolled steel joists or stanchions, a wooden or flammable gases or vapour; non-conducting backing, preferably of the full e) Where conductor operates at voltage above width of joists or stanchions shall first be laid on the 650 V, and joist or stanchions and secured rigidly thereto. f) In locations where surrounding atmosphere Wooden pieces for the support of casing or conduit is likely to affect the non-metallic conduits. to steel joists or stanchions shall be secured by 10.3.6 Flexible conduits shall not be used for metal clips with at least two screws. general wiring. It may be, however used for connec- 10.1.37 Scaffolding ropes shall not be tied round tions between terminal boxes of motors and conduits, casings or other forms of wiring. starters, switches and motors but thelength shall be restricted to a maximum of i 200 mm. 10.1.38 All strands of cables shall be fitted into terminals of switches, fuses, etc; strands of cables 10.4 Mineral Insulated and Other Types of Metal shall not be cut. In damp locations, the strands Sheathed Cables shall be soldered together. 10.4.1 Mineral insulated metal sheathed cables 10.2 The wiring methods specified in 10.3 to 10.7 and other types of metal sheathed cables are per- shall only be permitted subject to conditions stipu- mitted under all atmospheric conditions and in all lated therewith. occupancies except as mentioned hereunder: 10.3 Conduits a) Where they would be exposed to destructive corrosive conditions. 10.3.1 Conduits and fittings shall be of solid drawn and welded steel of heavy gauge screwed type, con- b) Where directly buried under ground, without suitable protection against forming to IS 2667. mechanical damage and corrosive condi- NOTE-Rigid non-metallic conduits conforming to IS 9537 tions. (Part 3) may, however, be used for low and medium tension installations except in locations mentioned under 9.3.5 and Cl Metal sheathed cables of other types shall subject to the following conditions: not be directly buried under ground, nor a) Conduits should be supported not more than 800 mm shall they be used in wet locations unless: and should have suitable joints; b) For earthing, separate earthing conductors shall be run 1) the metallic sheath is impervious to inside the conduit from end to end; and moisture, c) Expansion joints shall be provided, where required, to 2) a lead sheath or waterproof jacket is compensate for thermal expansion and contraction. provided under the sheath, and 10.3.2 Solid drawn welded steel conduit shall be 3) the insulated conductors under the permitted under all atmospheric conditions and in sheath are approved for use in wet all occupancies subject to stipulations laid down locations. in 10.3.3 and 10.3.4. 10.4.2 In case of wet locations like in parts of laundries, tanneries, etc, and in locations where 10.3.3 In damp situations, such as textile sheds, the walls are frequently washed, a minimum clearance conduits shail be hot galvanized or zinc impreg- of 6 mm shall be maintained between mineral nated or treated with special rust-proof paint. insulated cable and the wall to which it is affixed. 10.3.4 In occupancies like chemical factories, 10.5 Armoured Cables bleach and dye houses, where strong corrosive vapours are present special conduits or conduits 105.1 Armoured cables shall be permitted under with additional coatings of bitumen paint or with a all atmospheric conditions and in all occupancies glass wool lagging provided with a protective except in commercial garages, storage battery covering shall be used. rooms and in locations where they would be ex- 10.3.5 Non-metallic conduits shall not beper- posed to corrosive fumes or gases. mitted in the following locations: 10.6 Tough Rubber and Other Non-metallic a) Where wiring height is less than 2.5 m above Sheathed Cables working floor level, unless protected against 10.6.1 Tough rubber or plastic sheathed cables mechanical damage; shall not be permitted in the following locations: b) Where exposed to ambient temperatures likely to be above 55’Cat sometime or other a) Where considerable dust and/or fly in generally present (for example cotton and during the year; jute mills and other vegetable, fibre process- Cl In concealed places of combustible con- ing factories, flour mills, saw mills and other struction; 7IS 1646 : 1997 wood working factories, plastic and rubber against mechanical damage up to a minimum dis- goods factories, pulverising works, etc); tance of 2.5 m above working floor level. b) Where atmosphere is likely to contain flam- 10.8.5 Dead ends of all cable troughs or ducts shall mable/explosive gases or vapours; be closed. Cl Where the hazardous trades or processes are carried out (for example, oil mills, paint 10.8.6 Extensions and branches of such systems and varnish factories); shall also be of the same type. d) Where they would be exposed to mechanical 10.9 Under Floor Cables Trenches (within damage (godowns, engine rooms, rope and Buildings) motor alleys, etc); and e>W here wet processes are carried out. 10.9.1 Such systems may be permitted under all atmospheric conditions and in all occupancies 10.6.2 These systems shall generally be permitted except where exposed to corrosive vapours and in office; and residential buildings. Appropriate locations where flammable/explosive vapours or authorities may however specially permit their use gases may be present, unless the cables or conduc- in industrial buildings of types other than those tors are specially approved for such use or the indicated in 10.6.1. trenches are completely filled with sand. 10.7 Cleated Wiring System 10.9.2 Conductors or cables inside the trenches shall be so mounted on insulated racks or other 10.7.1 This system shall be permitted for use in supports as to be at least 75 mm above trench industrial buildings for low tension circuits only, bottoms. with prior approval of appropriate authority. 10.9.3 The top of the trenches shall be covered 10.7.2 When installed in bleaching or dyeing sec- with removable concrete slabs or chequered plates. tions of a textile mills, the wiring shall be held by porcelain bobbins secured to teak wood battens by 10.9.4 In case of long trenches, it is recommended brass screws and the whole run inverted. that trenches of more than 1000 cm2 cross-section- al area be divided by incombustible barrier walls at 10.7.3 This system shall not be used for any type of intervals not exceeding 45 m. Such barrier walls building of permanent nature other than of the kind shall be of at least 50 mm thickness and of the same mentioned in 10.7.2. height as of the cable trench. The cables shall be 10.8 Cable Trays or Wire or Bus Ducts carried through holes in these barrier walls, which shall be made good thereafter to prevent passage of 10.8.1 All cable trays or wire or bus ducts shall be fire beyond the barriers (see also IS 12459). constructed from earthed sheet metal, enclosed or open troughs with hinged or removable covers NOTE - This provision need not be applied if the trenches are completely filled with sand, pebbles, etc. housing and protecting either electric wires and cables, installed at site, or factory mounted bare 10.9.5 The combined cross-sectional area of all conductors of aluminium or copper and shall be conductors or cables shall not exceed 40 percent of capable of withstanding electro-mechanical stres- the internal cross-sectional area of the trench. ses. 10.9.6 The trench shall be kept free of accumula- 10.8.2 Such systems shall be permitted under all tion of water, dust and waste materials. atmospheric conditions and all occupancies except 10.10 Compartmentation of Cable Tunnels/ in following locations: Galleries a>W here exposed to severe mechanical The requirements for compartmentation of cable damage; tunnels/galleries should be as per IS 12459. b) Where exposed to corrosive vapours; C> Where the atmosphere is likely to contain 10.11 Flexible Cables and Cords flammable or explosive vapours; 10.11.1 Flexible cabies and cords shall be per- d) Where wet processes are carried out; and mitted only as: e>W here it is concealed. a) Pendants; 10.8.3 The system shall be securely supported at b) Wiring of fixtures; intervals not exceeding 1.5 m. c) Connections of portable appliances or 10.8.4 Such systems of totally enclosed type shall lamps; be permitted to be extended vertically through d) Lift cables; floors provided they are adequately protected e) Wirings for cranes and hoists; and 8IS 1646 : 1997 f) Connections to mains-operated electrical 10.13.3 Lightning arresters shall be provided for stickers and motors mounted on parts of a lines at both ends and at supports where exposed to stationary machine, which undergo to and and liable to damage or injury from lightning. The fro motion during operation. arresters shall preferably be of the non-horn type for low and medium tension because of likely 10.11.2 Where a lighting fitting is supported by damage by buds and distortion. one or more flexible cords, the maximum mass to which twin flexible cords may be subjected shall be 10.14 Wall Plugs and Sockets as follows: 10.14.1 All wall plugs and sockets in industrial Nominal Cross- Number and Maximum buildings shall be of metal clad 3 pin pattern Sectional Area of Diameter Permissible separately controlled by a switch, adjacent to the Twin Flexible of Lines, mm Mass, kg wall socket. Cord, mm2 NOTE - This shall not apply in case of wall plug and socket 0.5 1610.2 1.7 with current ratings of 5 amp and less. 0.75 2410.2 2.6 10.14.2 Where it is necessary to earth the metal 1.0 3210.2 3.5 case of wall plug and/or portable appliances, the connection shall be done with soldered or approved 10.11.3 Where flexible cables or cords are exposed lugs or crimped joints or any other approved means to risks of contact with oil or petrol or where cable of connection. which will not support combustion is required, use shall be made of cables or cords having a PVC or 11 LIGHTING, FITTINGS AND ACCESSORIES oil resisting and fire retardant sheath. 11.1 Fluorescent Lamp Fittings 10.11.4 Flexible cables and cords shall not be used as fixed wiring unless contained in earthed metal or 11.1.1 These fittings may be one of the following any other non-combustible and mechanically types: strong enclosure. This requirement need not, how- ever, apply to short lengths of sheathed flexible a) General purpose type - For use in office, cable or flexible cord used as final connections to residences and similar locations. fixed apparatus or for connections of control gear b) Industrial ype - For use in places where of fluorescent lamps or discharge lamps. Non- dust, fly or corrosivevapours may be present sheathed flexible cables and flexible cords shall not (see Annex B for specification of fittings).. be drawn into conduits or ducts. c) Flame proof explosion type - For use in places where flammable/explosive gases and 10.11.5 Flexible cables or cords shall also not be vapours are present. run through holes in walls, ceiling or floors or through doors, windows or other similar openings. NOTES Nor shall they be permitted to be concealed behind 1 Where fumes or corrosive vapours or gasea evolved due walls, ceilings or floors. to chemical action, may be present, the reflector shall be of vitreous enamel or non-combustible plastic and wiring shall 10.12 Bare Conductors be in load-sheathed conductors. Rayon Spinning Sections should have lead coated metal reflectors or equipment. 10.12.1 Bare conductors are permitted for low ten- 2 The position of fittings shall be carefully selected to avoid sion side, of drawing frame transformer circuits any mechanical damage by belt drives, shafts, etc, and if where the potential difference does not exceed 12 necessary suitable guards shall be provided. The fittings shall volts. Bare or lightly insulated conductors of extra be clear of the humidifier jets. low voltage systems shall have adequate insulation 3 Where flammable/explosive gas orvapours may be present the fittings shall be of flame proof type [see IS 5572 (Part 1) and further protection, where necessary, to ensure for classification of hazardous areas 1. that they do not cause risk of fire. 11.2 Lighting Switchboard Bare conductors are also permitted for cranes and hoists subject to special conditions laid down in this 11.2.1 Main switches and fuses shall be metal clad code for such equipment. and branch main board shall be metal clad when 10.13 Lightning Protection and Overhead Lines used on medium tension circuits. 10.13.1 The lightning protection system for build- 11.2.2 All equipment shall be of robust construc- ings shall generally conform to IS 2309. tion, of adequate dimensions and thoroughly dust tight. 10.13.2 All overhead transmission lines, including compound lines shall not be run above any process 11.2.3 Each circuit from main distribution centre or storage blocks or open storage site. except fuse distribution board shall be provided 9IS 1646 : 1997 with a circuit breaker of linked switches and 12.3 Electrolyser Apparatus cutouts. 12.3.1 Motor generator sets and/or separate gen- 11.2.4 Adequate means of control in approved erators and/or rectifiers together with necessary positions shall be provided for distribution boards switch and control gear shall be separated by blank or a group of distribution boards which are fed from walls or located sufficiently away from the a switchboard or distributing centre and within a electrolyser. reasonabledistance therefrom, such as one or more boards erected in a room or building isolated from 12.3.2 Circulating pumps and electrical equipment source of supply. thereof, where mounted in close proximity to the electrolyser, shall be specially treated with anti- 11.2.5 Each final sub-circuit from a distribution corrosive paint at frequent intervals. The electrical board shall be controlled by a single pole switch apparatus shall be of totally enclosed type or of an connected to the live, outer or phase conductor. equivalent type. 11.2.6 Wood work shall not be used for mounting 12.3.3 Windings and insulation generally shall be of or construction of the frame work for iron clad specially treated to resist the corrosive effects of the switch, distribution boards and control gear. electrolytic fumes. 11.2.7 All equipment shall be numbered in English and vernacular for ready identification and to indi- 12.4 Electrostatic Charge Eliminators cate the department, place or circuit controlled. 12.4.1 Electrostatic charge eliminating devices 11.2.8 Circuits shall be arranged in symmetry as far shall be provided for all high speed machines and as practicable. equipment of similar type where static electricity 12 SPECIAL ELECTRICAL EQUIPMENT AND may be developed, specially during dry seasons of APPLIANCES the year. 12.1 Radio and Television Sets and Sound 12.5 Cold Storage Buildings Apparatus 12.5.1 The lighting inside cold storages shall be in 12.1.1 The antenna of radio and television sets heavy gauged screwed steel conduit and water tight shall be connected through a double pole change fittings shali be used throughout. over switch so connected that the antenna and the set completely earthed when not in use of during, 12.5.2 Machinery and control gear shall be thunderstorms. mounted external to cold storages. 12.1.2 The antenna shall be provided with a 12.6 Electrically Driven Fire Pumps for Hydrant suitable lightning arresters if situated in an area and/or Sprinkler Installation subject to heavy thunderstorms. 12.6.1 In industry sufficient spare power shall 12.1.3 All circuits (aerial and all internal wiring) always be available to drive the fire pump set(s) at shall be so constructed that contact with any other all times throughout the year. electric light and power circuits is impossible. 12.6.2 The power station and/or substation(s) sup- 12.1.4 The lead-in conductor shall be of copper plying power for fire pump circuit shall be so placed and shall be not less than 2 mm in diameter. that any falling masonry and the like from other buildings occasioned by a fire or other cause cannot 12.1.5 The lead-in conductor shall enter the build- damage the station and cut off power to the fire ing through a non-combustible and non-absorptive pump circuits. insulating bushing. NOTE - It is preferable to locate the sub-station(s) at least 12.2 X-Ray Apparatus 6 m away from all surrounding buildings. 12.2.1 The installation and precautionary 12.6.3 A direct feeder, without any tappings shall be laid from the substation to the pump house to measures shall comply strictly with Rule 73 of ensure that the supply to the pumping set(s) is Indian Electricity Rules. entirely independent of all other electrical equip- 12.2.2 All such apparatus shall be located either in ment in the premises viz, even when power independent detached building or in compartments throughout the rest of the premises is switched off segregated by 355 mm thick brick walls with each the supply to the fire pumps remains available <opening protected by a fire resisting door/shutter. uninterrupted. Overhead feeders to sub-stations 10IS 1646 : 1997 supplying power to the fire pumps are not per- from units and/or storage tanks of plant handling mitted within a horizontal distance of: flammable liquids/gases. a) 15 m of any process building/plant or tanks 12.6.12 The motor rating should be adequate to containing flammable liquids, and drive the pump when operating on 150 percent of b) 6 m of any other building of tanks containing rated flow. non-flammable liquids or of storage in 12.6.13 The fire pump circuit shall be protected at open. its origin by an automatic circuit breaker, from In case the feed to such sub-station is by means of which either the no volt coil is removed or which is under-ground cables, the cables shall not pass fitted with automatic re-setting type of no-volt coil, under any building or permanent structure. and the overload setting shall be so adjusted as to permit the motor to carry on overload of 50 percent 12.6.4 Where there is more than one sources of of its rated capacity. power for the operation of pumping set(s), the electrical circuits shall be so designed as to ensure 12.6.14 Cables for motors of fire pumps and their that when necessary the set(s) shall continue to switchgear shall be armourd or shall be enclosed in operate without manual operation of any emergen- heavy gauge screwed steel conduit. Overhead lines cy switch, when the supply is interrupted. shall not be permitted within 6 m of window, door or other opening in any of the protected building 12.6.5 Indicator lamps shall be fitted in prominent or any other building within 15 m of a protected position(s) both in the sub-station and pump building. house, which would continuously glow as long as power is available to the fire pump(s). A sound 12.6.15 Equipment shall be painted throughout in alarm shall also be provided in the event of power red or in orange yellow colour. failure to the fire pumps. 12.6.16 Pumping sets shall be worked for at least 12.6.6 ‘The pump set(s) shall be of direct coupled 15 min each week and records of the same shall be type, securely mounted on robust bed-plate(s), if or maintained. horizontal type and should be free from vibrations 12.6.17 The incoming cable to the fire pump room at all variations of load. shall terminate in an isolating switch fuse unit 12.6.7 The motors of fire pumps shall be either of incorporating HRC fuses and where necessary totally enclosed or drip-proof type, the latter provided with distribution system. having air-inlets and outlets protected with meshed 12.6.18 The starting switchgear for the fire pumps wire panels to exclude rodents, reptiles and insects. should be suitable direct on line starting but other 12.6.8 The motors shall be wound for Class-E alternative arrangements are acceptable with the insulation and the windings shall be vacuum im- approval of competent authority. pregnated with heat and moisture-resisting varnish 13 REQUIREMENTS FOR SPECIAL preferably glass-fibre insulated, to withstand tropi- OCCUPANCIES cal conditions. 13.1 Hazardous Locations 12.6.9 Motors wound for high-tension supplies shall have a suitable fixed warming resistance to For the purpose of this code a location shall be maintain the motor windings in a dry condition at regarded as hazardous where any one or more of all times and particularly under monsoon con- the following conditions exist: ditions. The resistance shall be fed from medium voltage circuits. a) Where flammable gases or vapours may be present in the atmosphere in sufficient 12.6.10 Heating apparatus shall also be provided, quantities to produce explosive or when necessary, for medium tension motors where flammable mixtures; they are located below ground level, in order to b) Where combustible dust is produced or maintain the motor winding in a dry conditions. handled; and Adequate drainage shall also be provided in the C> Where vegetable or viscose, acrylic and pump house in such cases. nylon 66 fibres are processed or handled. 12.6.11 The pumping set shall preferably be 13.1.1 In locations where the atmosphere may housed in a separate building located at least 6 m contain flammable gases or vapours the clas- away from all other buildings and at least 15 m away sification of areas and selection of Electrical 11IS 1646 : 1997 Equipment permitted to be installed therein shall a) lighting fittings are of fixed type and in- be governed by IS 5572 (Part 1) and IS 5571 stalled behind glass panels; respectively. These requirements may, however, be b) glass panel(s) is so sealed, that, it effectively modified in any particular situation as per the isolates the lighting equipment from the provisions of 13.1.3. hazardous area; C> panels are so located that deposits of haz- 13.1.2 In case of process or operations involving ardous residues on them are avoided as far combustible liquid(s), the presence of flammable as possible; and vapour in the atmosphere may be deemed probable only if the flash point of the liquid(s) is below ,d) glass used for panel is either of the wired or specially toughened type. 32.2’C. However, locations where combus- tible/flammable liquids having flash points above 13.1.6 Electrical installation in hazardous 32.2’C but not above 93.3’C are handled shall be locations involving presence or use of combustible regarded as hazardous if such liquid is (a) sprayed dust or fibre (vegetable, animal or synthetic) shall or (b) present in the form of mist or (c) heat to or comply with the following special provisions: above its flash point. a>W iring methods - The type of wiring 13.1.3 Wherever possible, the hazardous locations methods permitted shall be as follows: where installation of flameproof electrical equip- Screwed steel or rigid metal conduits, ment and fittings is required shall be located either mineral insulated or other sheathed in a detached building or in a compartment cables, armoured cables and enclosed segregated from the remainder of the premises at metal COVeTedc able or bus ducts. least by a non-combustible fire resisting wall of 2 h b) Motors - Motors shall be either of totally rating without any kind of opening. Areas where, enclosed, or totally enclosed fan-cooled or however, this is not practicable, shall be demar- dust tight type. cated by fencings, railing or boundary lines painted on floor and all electrical equipment and fitting C> Distribution andpanel boards - Location of distribution and panel boards where shall be of flameproof type within the hazardous combustible dust is evolved shall be avoided location as also up to a distance from the boun- as far as possible. daries of the demarcated area indicated hereunder: 4 Switchgears - In areas where combustible a>W here the processes or operations neces- dust may be present, oil circuit breakers sitating the use of flame-proof equipment shall be preferred. and fittings are carried out in the open. e>L ighting fittings - Use of incandescent All space within 6 m horizontally in any lamps shall be avoided as far as practicable direction from the demarcating fencing/ and the fluorescent light fitting used shall be railing or boundary line and 3 m vertically of industrial type. above the highest hazard source. fl In case of incandescent lamps being used, b) Where the processes or operation neces- the fitting shall be enclosed in dust tight sitating the use of flame-proof equipment is enclosures. carried out in enclosed space of equipment, g> The leads from ceiling rose to lamp ter- as in the case of paint spray booths, baking minals shall be enclosed in conduits. or drying ovens, enamelling or coating 13.2 Lifts equipment, etc. All space within 6 m horizontally of open 13.2.1 The installation of lifts and care of electrical face or door opening of such equipment and installation shall fully comply with relevant 3 m vertically above the roof of such equip- provisions of IS 1860 and IS 4666. ment. 13.3 Petrol Station 13.1.4 Except the wiring of rigid metal conduits 13.3.1 Electrically Operated valves shall be so and armoured cable wiring, no electrical equipment designed that they can also be manually Operated. or fittings shall be permitted where it may be sub- jccted to hazardous accumulation of readily ig- 13.3.2 The valve or valves shall close automatically nitable deposits or residue, as within a spray when the electric supply ceases. painting booth or drying oven. 13.3.3 All fusible links in the circuit supplying the 13.1.5 Illumination of spray painting booths or valve or valves shall be in series and on the live lead. similar coating or finishing equipment through 13.3.4 The circuit in which the possible links form glass panels is permitted, provided the: a path for the current to the fire valve shall be a 12IS 1646 : 1997 separate final sub-circuit controlled by a switch and reasonably practicable, outside the auditorium. If by a fuse not exceeding 5A capacity both on the line inside the auditorium, they shall be protected by a lead. wire guard or other efficient means of preventing accidental contact. 13.35 Equipment shall be of certified ‘flame proof type unless it is separately mounted and is 13.4.7 The operator shall satisfy himself before the away from any possible source of fumes. commencement of each performance that all cables, lead connections and resistances are in 13.4 Cinematographic Projection and Rewinding proper working order. The resistance shall be Rooms inspected at least once during each performance. If 13.4.1 Where general lighting of the auditorium any fault is detected, current shall be immediately and exits can be controlled from within the switched off and shall remain switchedoff until the enclosure, separate and independent means of fault has been remedied. control shall also be provided outside the enclosure 13.5 Accumulator or Battery Service Stations and well away from it. 135.1 Charging shall be carried out in well venti- 13.4.2 All switches, fuses and connections thereof lated sit,uations and no smoking or naked lights shall by totally enclosed and iron-clad and all shall be allowed. electric lamps and resistances so protected as to avoid their possibility of coming into contact with 13.5.2 Accumulators/batteries shall stand directly or in close proximity of films or other combustible or non-ignitable, non-absorbing, non-conducting materials. Resistance connected with auditorium material, such as glass, porcelain or glazed earthen- or stage lighting shall not be located in the projec- ware. These materials shall rest on a bench which tion or rewinding rooms. shall be kept dry and shall be insulated from earth, or constructed of wood. It shall be of slat formation 13.4.3 The insulating material of all electric cables and treated with anti-sulfuric enamel. including leads to lamps shall be covered with fire resisting material. 13.5.3 The accumulators shall be so arranged on the bench that a potential difference exceeding 12 13.4.4 There shall be no unnecessary and loose volts shall not exist between adjacent cells. The electric cable. The ‘leads’ to the projector lamps bunching of accumulators or arranging them in shall be taken as separate circuits from the source circular formation shall not be allowed. of supply and from the supply side of main fuses in general lighting circuit. Efficient switches and 13.5.4 All combustible material within a distance fuses shall be inserted at the point where the supply of 60 cm measured horizontally, or within 2 metres is taken, and, in addition, an efficient double pole measured vertically, from any accumulator shall be switch shall be fitted in the cinematograph lamp protected by asbestos sheets. circuit inside the enclosure. When the 13.5.5 The charging circuit shall be provided with cinematograph lamp is working the voltage across double pole switches and fuses, and, where a motor the terminals of the double pole switch inside the generator is employed the motor shall be provided enclosure shall not exceed 110 volts. with double pole switches and fuses and an auto- 13.4.5 Cables from projector lamps should be matic battery cut-out shall be placed in the gener- taken as separate circuits from the source of supply ator circuit. Any sub-circuit shall be provided with and from the supply side of main fuses in general a fuse rated at not more than 7 A in each live lighting circuit. Efficient switches and fuses should conductor. be inserted at the point where the supply is taken, 13.5.6 Charging control panels shall be of durable and in addition, an efficient double pole switch non-ignitable, non-absorbent, non-conducting should be fitted in the cinematrograph lamp circuit material and together with the rectifiers, trans- inside the enclosure when the cinematograph lamp formers and supports for resistances of lamps, shall is working the voltage across the terminals of the preferably be fixed to brick or similar wall. If, double pole switch inside the enclosure should ex- however, they are fued to wood work, such wood ceed 110 volts. work shall be covered with hard-asbestic sheets or 13.4.6 Resistances shall be made entirely of incom- similar fire-resistive material, bustible material and shall be so constructed and 13.5.7 If accumulators are charged through resis- maintained that no coil or other part shall at any tance coils or lamps, such resistance coils or lamps time become undully heated. All resistances, with shall be at least at distance of 60 cm from the the exception of a resistance for regulating pur- nearest accumulator. poses shall be placed outside the enclosure and, if 13 -- __IS 1646: 1997 13.5.8 All wiring shall be securely mounted and 14 GODOWNS protected against mechanical injury and efficient 14.1 General terminal or connections shall be provided from which the connections to the accumulators can be Wiring shall either be in rigid steel conduits or made. Rubber or P.V.C. insulated wiring, if on armoured cable. Wall brackets shall be eliminated insulators shall not be run in such a position that a and rod pendants and batten holder fittings shall be fire arising at any accumulator could reach it. All erected for the lamps which shall be of a type conductors connecting supply terminals to the protected against mechanical damage. Industrial accumulators shall have either rubber or tough type fluorescent light fittings shall, however, be compound insulation without a tape or braid. permitted. The fittings for lamps shall be fmed at sufficient height above the highest level of bulk or 13.5.9 If the supply is taken from mains having one other goods which are stored in the godown. The conductor earthed, the lamps or other resistances circuit shall be controlled by a linked switch and shall be connected on non-earthed lead and the cut-outs which shall be placed outside the godown accumulators connected direct to earthed conduc- in a convenient portion. tor. Precaution shall be adopted to prevent the attendant receiving shocks. 14.2 Raw Jute.Godowns 13.510 Celluloid-cased accumulator shall not be 14.2.1 The supply of electricity shall be at low kept on charge at any time without an attendant. voltage, that is, not exceeding 2.50 volts. 13.511 Spring-jacks shall be used for final connec- 14.2.2 All wiring shall be encased in screwed steel tion to the accumulator terminals. conduits, the horizontal portions of which shall be sloped to allow condensed moisture to collect at set 13.5.12 All insulators shall be kept as dust free as places where drainage outlets shall be provided. practicable. Such outlets shall be properly secured, against 13.6 High-Rise Buildings entry of insects, etc. 13.6.1 All electric distribution cables/wiring shall 14.2.3 The cable used shall not be of less than be laid in a separate fire resistant duct. The duct 3/.029 size of 250-V grade and shall be of single shall be sealed at every floor with non-combustible core, rubber or PVC insulated, taped and branded. materials having the same fire resistance as that of 14.2.4 No joint boxes,or cut-outs of cables shall be the duct. Low and medium voltage wiring running allowed inside the godown. in shafts and in false ceiling shall run in separate conduits. 14.2.5 The conduit shall be affixed to (not recessed into) walls or roofs of godowns by means of saddles 13.6.2 Separate circuits for water pumps, lifts and grouped on walls or roofs, the distance between staircase and corridor lighting and blowers in saddles not exceeding 750 mm. All conduits must pressurising system shall be provided directly from be laid externally on the outside walls or roofs of the main switchgear panel and these circuits shall the godown except those lengths which are required be laid in separate conduits so that fire in one to carry the cables to light fittings. In the latter case, circuit will not affect the others. Master switches the conduit should be run above the level of highest controlling essential service circuits shall be clearly stacking. labelled. 14.2.6 Only bulkhead light fittings of approved 13.6.3 Staircase and corridor lights shall be on design with C.I. frames of robust construction and separate circuits and shall be independently con- bulkhead glasses protected with thick steel lined nected so that it could be operated by on switch guards shall be used. installation on the ground floor easily accessible to fire fighting staff at any time. 14.2.7 Each lighting fittings shall be affixed to the wall or at not more than 450 mm below the roof of 13.6.4 A standby electric generator shall be in- the godown. In case of a sprinklered godown each stalled to supply power to staircase and corridor lighting fitting shall either be above the level of the lighting circuits, fire lifts, the electrically operated sprinkler heads or not less than 300 mm below that fire pumps, pressurising fans and blowers in case of level, it being understood that in no case shall a failure of normal electric supply. light fitting be installed low than 750 mm above the 13.65 If more than 200 litres of oil are contained maximum stacking height. in any oil immersed electric gear a retaining sill 14.2.8 All lights in the godown shall be controlled threshold shall be provided around,the gear or at by one or more double pole metal-clad switches and the door. 14IS 1646 : 1997 fuses situated outside the godown in a convenient 15.2 The following tests shall be carried out as place and effectively protected from weather. required by the appropriate authority: 14.2.9 An indicator light controlled by the a) Full load and/or flash tests of rotating switch(es) shall be provided on the switch panel to machinery, transformers, condensers, show whether the lights inside the godown are on rectifiers, etc. or off when the godown is closed and locked. b) Insulation resistance tests of rotating machines, transformers, condensers, 14.3 Strong Rooms regulators, cable circuits, etc, by meggers of 14.3.1 Permanent lighting shall be provided by appropriate voltage. means of concealed wiring or solid drawn conduit Cl Lighting circuits shall be tested in following wiring with the main switch located outside. manner: 1) All switches ‘on’ and consuming 14.4 Nitrocellulose (and Chemicals Having devices in circuit, both poles con- Similar Fire Hazard Characteristics) Godowns nected together to obtain resistance to 14.4-l Lamps in nitrocellulose storage rooms shall earth, be rigid fixtures of glass enclosed and gasketted type 2) Between poles with lamps and other or flameproof fluorescent fittings. Lamps shall be consuming devices removed and controlled by a switch having a pole in each un- switches ‘on’; and earthed conductor. This switch shall be located 3) With lamps and other consuming outside the room and provided with a pilot light to devices in position but switches ‘off. indicate whether the switch is ‘on’ or ‘off. This d) Earth continuity tests. switch shall disconnect from all sources of supply e) Power circuits to be tested between phases all unearthed conductors terminating in any outlet or outer and middle or neutral wires and to in the room. earth. 14.4.2 No socket outlets, electric motors, heaters, 15.3 The appropriate authority shall have the right portable lights or other portable electric equip- to vary the foregoing tests or carry out further tests ment shall not be located in nitrocellulose storage as may be considered necessary. rooms. 15 TESTING 16 INSPECTION 15.1 The electrical installation in a new building or 16.1 All electrical inspections shall be inspected. an addition to an existing installation shall be tested periodically and proper vigilance shall be kept. as per IS 732 before it is put to service. The instal- Any faults or defects that are notice shall be at- lation shall also be checked periodically as decided tended to and the defects rectified immediately. by the appropriate authority. 15IS 1646 : 1997 ANNEX A (Clause 2) LIST OF REFERRED INDIAN STANDARDS IS No. Title IS No. Title 732 : 1989 Code of practice for electrical 4666 : 1980 Electric passenger and goods lifts wiring installations (third (first revision) revision) 5.571 : 1979 Guide for selection of electrical 1860 : 1980 Code of practice for installation, equipment for hazardous areas operation and maintenance of Cfirstr evision) electric passenger and goods lifts 5572 : 1994 Classification of hazardous areas (first revision) (other than mines) having flam- 2309 : 1989 Code of practice for the protec- mable gases and vapours for tion of buildings and allied struc- electrical installations (second tures against lightning (second revision) revision) 9537 Conduits for electrical installa- 2667 : 1988 Fittings for rigid steel conduits for (Part 3) : 1983 tions: Part 3 Rigid plain conduits electrical wiring (first revision) of insulating materials 3043 : 1987 Code of practice for earthing 12459 : 1988 Code of practice for fire-protec- tion of cable runs 4013 : 1967 Dust-tight electric lighting fit- tings 16IS 1646:1997 ANNEX B (Clause 11.1.1) FLUORESCENT LAMP FI’ITINGS B-l GENERAL PURPOSE TYPE FITTINGS B-2.2 The auxiliary equipment, that is, choke coil, power-factor condenser and starting unit (compris- B-l.1 The general design of reflectors shall be of ing thermal switch and radio-suppresser con- suitable type and material. The material shall be denser) shall conform to relevant Indian Standards any suitable metal or plastic. If plastic of a combus- and shall be mounted on suitable framework in a tible nature is used, it shall not be in contact with separate detachable dust-proof non-ventilated box, any electrical conducting part and shall not ignite with tight fitting covers securely fixed by machine by the radiation from the lamp. screws and bolts to the main trough. B-l.2 The auxiliary equipment, that is, choke coil, B-2.3 The wiring connections between the equip- power-factor condenser and stating unit (compris- ment housed in the choke and condenser box shall ing thermal switch, radio-suppresser condenser) be vulcanised rubber insulated flexible cabling or shall comply with relevant Indian Standards approved PVC insulated conductors in heavy Specifications and shall preferably be mounted on gauge, welded or solid-drawn steel conduit, or run the lamp fitting itself in a dust-tight enclosure, but internally and properly clamped. if any item is mounted separately it shall be mounted on parts made of non-combustible B-2.4 Suspension shall be made by two conduits material. spaced to share equally the weight of the fitting. B-l.3 The wiring connections between the equip- Each conduit rod shall be provided with a spring ment, that is, chockes and condensers, shall be in loaded ball-and-socket joint ceiling plate at the top, PVC insulated wiring, properly clamped as neces- and the other end shall be bolted to the trough. sary. B-2.5 lamp or tube holders shall be made of plas- B-l.4 The suspension shall be made by two con- tic, provided an efficient and approved design is duits or rods or robust chains, spaced to share employed and each tube is held with suitable metal equally the weight of the fitting. spring clips at each end. B-l.5 The lamp or tube holders may be of plastic B-2.6 Earthing of fixtures shall be made with an material provided these are of efficient and ap- unbroken conductor. proved design, and that each tube is securely held by suitable metal spring clips at each end. B-2.7 Fluorescent fixtures may be suspended from conduit wiring junction boxes, as a means to B-l.6 Earthing of the fixture shall be made with an prevent exposure of conductors from the fitting to unbroken conductor, the suspension chains (where the wiring in the conduit. The connection inside employed) shall not be regarded as an approved the junction box shall be made to a porcelain junc- means of earthing. tion base. Plain procelain connectors shall not be B-l.7 Fluorescent fixtures may be suspended from permitted in the box. conduit wiring junction boxes as a means to prevent B-2.8 The chokes of all fluorescent fittings shall be exposure of conductors from the fitting to the mounted on incombustible material. wiring in the conduit. The connection inside the junction box shall be made to a porcelain junction B-2.9 Incoming twin twisted flexible conductor base. Plain procelain connectors shall not be per- shall enter the side of the box through a dust-tight mitted in the box. bushed hole. B-2 INDUSTRIAL TYPE FITTINGS B-2.10 The lighting tubes and reflectors shall be kept clean to obtain maximum efficient light. B-2.1 Mild steel trough suitably enamelled or Cleaning shall be carried out by competent per- painted or any other robust reflectors shall be used sonnel. which may, if necessary, have upward lighting slots. 17IS1646:1997 ANNEX C (Foreword) FIRE SAFETY SECTIONAL COMMITTEE, CED 36 Chairman Represenring Shri J. N. VAKIL Tariff Advisory Committee, Mumbai Members SHRIK . RAVE( Alternate to Shri .I. N. Vakil) DR A. K. BHALLA Ministry of Defence (CEESO), New Delhi DR K. S. UPPAL( Alternate) SHRIM . M. KAPOOR Engineers India Ltd, New Delhi SHRIR ANA PRATAP( Alternore) S~.P.IS . N. CHAKRABORTY Tariff Advisory Committee, Chennai /Calcutta &RI P. K. MAJLIMDA(RA ltonate) CHIEFF IRE OFFICER Municipal Corporation of MumbaiMumbai Fire Brigade), Mumbai SHRIS.M.D E~AI In personal capacity (B-46 A. G. Khan Road Municipal o@xrs Sociery, Worli, Mumbui) SHRIR AMEZSHD HOBLEY Bhabha Atomic Research Centre, Mumbai SHRI S. K. DHERI Delhi Fire Service, Government of Delhi, New Delhi SHRIR . C. SHARMA( Alternate) SHRI K. P. SHARMA Ministry of Railways, New Delhi Assrr SECURITVC OMMISSIONE(RA lternate) FIRE ADvlsoRy Ministry of Home Affairs, New Delhi DY FIRE ADVISOR( Alternate) SHRIJ . S. GAHLAUT State Bank of India, Mumbai SHRIP . N. GHOSH In personal capacity (J-1916, Chirrarunjun Park, New Delhi 19) SHRI C. P. GOSAIN Central Public Works Department, New Delhi SHRI S. C. GLJ~~A Lloyd Insulations (India) Pvt Ltd, New Delhi SHRI SANJEEVA NGRA (Ak?~~tc) SHRi S. K. SHANGARI Engineer-in-Chief’s Branch, New Delhi LT-COL A. T. PARNAIK SHRI G. B. MENON In personal capacity (A-5, Puzhukkaru Pa&m, Vennala, Cochin) MEMBER (HYDRO - CON~‘IWCXON MON~RING) Central Electricity Authority, New Delhi CHIEFE NGINEER( HTD-II) (Alternate) SHRIV . B. NIKAM In personal capacity (4134,H aji Ali Municipal Officers Cooperative Housing Society, Mumbui) SHRID . PADANABHA Tata Consulting Engineers, Mumbai SHRI B. S. VENKATE~H( Alternate) SHKIP . N. PANCHAL In personal capacity (46, Block E-l, Pocket-11, Sector IS, Rohini, Delhi) RETD DY INSPECTORG ENERAL (FIRE) CISF PKESIDENT Institution of Fire Engineers (India), New Delhi SHRIV . M. RANALI~AR Ministry of Petroleum and Natural Gas SHRI R. N. CHAChlU Metallurgical and Engineering Consultants (India) Ltd, Ranchi SHRI A. R. KHAN Bharat Heavy Electricals Ltd, Bhopal SHRI NATARAJAN (Ahernure) DR T.P .S HARMA Central Building Research Institute, Roorkee DR GOPAL KRISHNAN( AIremure) SHRIR . SUNDARAJAN National Thermal Power Gxporation Ltd, New Delhi SHRIS . K. CHA~OPADHAYAY (Airemure) SHRIM.S .~AGI Ministry of L&our (Regional Labour Institute, Kanpur), New Delhi SHRIP . K. SAKSENA(A lremare) MANAGING DIRECTOR Loss Prevention Association of India Ltd, Mumbti SHRIT . V. MADHUMANI( Alternate) SHRIK . K. SHARMA, Director General, BIS Director (Civ Engg) (Ex -0flcio Member) Member Secretary S. CHATLJRVEDI DY DIRFXXOR( CIVIL ENGG),B IS 18Bureau of Indian Standards BIS is a statutory institution established under the Bureau of Indian Stat1dard.s Act, 1986 to promote harmonious development of the activities of standardization, marking and quality certification of goods and attending to connected matters in the country. Copyright BIS has the copyright of all its publications. No part of these publications may be reproduced in any form without the prior permission in writing of BIS. This does not preclude the free use, in the course of implementing the standard, of necessary details, such as symbols and sizes, type or grade designations. Enquiries relating to copyright be addressed to the Director (Publication), BIS. Review of Indian Standards Amendments are issued to standards as the need arises on the basis of comments. Standards are also reviewed periodically; a standard along with amendments is reaffirmed when such review indicates that no changes are needed; if the review indicates that changes are needed, it is taken up for revision. Users of Indian Standards should ascertain that they are in possession of the latest amendments or edition by referring to the latest issue of ‘BIS Handbook’ and ‘Standards Monthly Additions’. This Indian Standard has been developed from Dot: No. cED 36 (5418). Amendments Issued Since Puhlicntion Amend No. Date of Issue Text Affected BUREAU OF INDIAN STANDARDS Headquarters: Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams: Manaksanstha Telephones: 323 0131,323 33 75,323 94 02 (Common to all offices) Regional Offices: Telephone *Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 323 76 17,323 38 41 NEW DELHI 110002 Eastern : l/14 C.I.T. Scheme VII M, V.I.P. Road, Maniktola 337 84 99,337 85 61 CALCUTTA 700054 337 86 26,337 9120 Northern : SC0 33.5336, Sector 34-A, CHANDIGARH 160022 { 6600 3280 4235 Southern : C.I.T. Campus, IV Cross Road, C!IENNAI 600113 { 223355 0125 1169,,223355 2034 4125 Western : Manakalaya, E9 MIDC, Marol, Andheri (East) 18 32 92 95,832 78 58 MUMBAI 400093 832 78 91,832 78 92 Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE. FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAISUR. KANPUR. LUCKNOW. NAGPUR. PATNA. PUNE. THIRUVANANTHAPURAM. I”
3058.pdf	IS 3058:1990 Indian Standard CODE OF PRACTICE FOR FIRE SAFETY OF --8 INDUSTRIAL BUILDINGS:V ISCOSE RAYON : ' '._' YARN AND/OR STAPLE FIBRE PLANTS ( First Revision ) I-\ UDC 699’81 : 725: 42 : 677’463’051’1 1 i I v. ,-. i ‘we . Q BIS 1990 I BUREAU OF INDIAN STANDARDS MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG NEW DELHI 110002 September 1990 Price Group 3Fire Safety Sectional Committee, CED 36 FOREWORD This Indian Standard was adopted by the Bureau of Indian Standards on 20 February 1990, after the draft finalized by the Fire Safety Sectional Committee had been approved by the Civil Engineering Division Council. In the entire process of rayon yarn or staple fibre manufacturing the greatest hazard lies in the handling of carbon disulphide which is one of the most dangerous of the common flammable liquids because of its low auto-ignition temperature and flash point, wide explosive range and high volatility. The chances of outbreak of fire in a staple fibre plant are also very high in the processes connected with treatment of the staple fibre, that is, processes subsequent to the extrusion of the fibre. The other locations where fires are likely to occur are the polymerization sections, drier rooms, yarn packaging rooms, godowns and open storage areas. Chances of fires in these locations can be considerably reduced or even eliminated if precautions and safety measures mentioned in this Indian Standard are followed. This Indian Standard was first published in 1965. The revision has been prepared to align to the extent possible with the TAC rules and also update its requirements. Provisions of this code are supplimentary to the relevant statutory requirements as laid down in Indian Factory Act, Petroleum Rules, Gas Cylinder Rules, etc.IS 305% : 1990 Indian Standard CODE OF PRACTICE FOR FIRE SAFETY OF INDUSTRIAL BUILDINGS: VISCOSE RAYON YARN AND/OR STAPLE FIBRE PLANTS ( First Revision ) 1 SCOPE It,covers sections for viscose making, spinning of viscose filament yarn or staple fibre, after- 1.1 This standard lays down the essential require- treatment, drying, winding and packaging. ments for fire safety of plants manufacturing viscose rayon yarn or staple fibre or both. 3.8 Regeneration 2 REFERENCES Conversion of the soluble chemical compound of 2.1 The Indian Standards listed in Annex A are purified celluIose into almost pure cellulose in the necessary adjuncts to this standard. the form of filaments. 3 TERMINOLOGY 3.9 Services Building 3.0 For the purpose of this standard, the defini- Engineering workshops attached to the chemical tions given in 3.1 to 3.12 shall apply. processing plants for maintenance purposes ( mechanical workshop, electrical workshop, 3.1 After Treatment Section automobile workshop, power truck maintenance shop, air conditioning plant, carpentry workshop, The section where washing, desulphurizing, etc ). bleaching and soaping of yarn or staple fibre is carried on. 3.10 Spinning Recovery 3.2 Alkali Cellulose A unit in the viscose rayon and staple fibre manufacturing process, attached to spinning The cellulose which has been treated with caustic section used for concentrating the spent spinning soda solution, after disintergrating ( shredding ) acid and recovering sodium sulphate as a bye- in the msnufacture of viscose rayon yarn and, . staple fibre. product. This also covers purification and pro- cessing of sodium sulphate to make a marketable anhydrous product. 3.3 Auxiliary Plants The plants which comprise carbon disulphide 3.11 Staple Fibre manufacturing plant, boiler house, water works and effluent treatment plant. Rayon 6bres of spinnable length manufactured directly or by cutting continuous filaments. It 3.4 Churn Room ( Xanthation Area ) does not include rayon waste. The place where the orange coloured soft sticky 3.12 Viscose Rayon mass known as exanthate is obtained by mixing carbon disulphide with alkali cellulose crumbs in Filaments of regenerated cellulose coagulated rotating drums known as churns. from a solution of cellulose xanthate. 3.5 Drier 4 LOCATION The equipment to dry wet viscose rayon yarn and staple fibre under controlled temperature and 4.1 The viscose rayon factories should be located humidity. in their own compound which should be very spacious ( see 5.1). 3.6 Finished Carbon Disulphide Plant 4.2 The exact location of the plant should be A process room in the carbon disulphide plant governed by various aspects but it shall be pre- where crude carbon disulphide is purified by ferably in mofussil districts outside the limit of washing and distillation. municipal areas and in close proximity of an abundant source of pernnial water supply, such as 3.7 Main Plant a river, etc. The plant for manufacturing viscose rayon yarn and staple fibre from rayon grade wood pulp or 4.3 The problems of effluent disposal also govern cotton linters pulp. to a large extent the location of a rayon plant. 1IS 3058 :1990 5 COMPOUNDS 7.2 The buildings housing the xanthation areas or churn room should be of Type 1 as specified 5.1 The compound should be of sufficient areas in IS 1642 : 1989. to house main plant, service buildings and auxili- 7.3 Building housing the main plant where the ary plants at distances not less than those process of rayon yarn and/or staple fibre manu- stipulated hereinafter, leaving sufficient open space facture is carried on should be of not less than for storage of charcoal, coal and sulphur and also for future expansion of the plant. Type 2 as specified in IS 1642 : 1989. 7.4 Buildings used as godowns should be of 5.2 In no case should be built-up plinth area, Type 1 as specified in IS 1642 : 1989. allowing for all future expansions, exceed half of the area of the compound. 7.5 The spinning recovery area auxiliary and service buildings should be of not less than 5.3 PUCCA roadways not less than 6 m in width Type 3 as specified in IS 1642 : 1989. should be constructed within the compound to 7.6 Adequate venting arrangements should be facilitate the passage of fire engines. provided for the working and storage blocks in order to minimize smoke logging during a fire. 5.4 The main gate for entry to or exit from the For mechanical venting IS 941 : 1985 may be factory compound should be such that clear referred. width and head room of at least 4’5 m are available. At least one additional gate of similar dimensions 7.7 The entire building shall preferably be pro- should also be provided for use in the event of tected by automatic sprinkler system. The plinth the main gate getting blocked during an area of any single building ( without compart- emergency. mentation ) shall not exceed 10 000 m’. In case of non-sprinkled buildings/compartments, the 6 STORAGE ARRANGEMENTS plinth area shall not exceed 5 000 m2. However, in no case shall any point in the building or com- 6.1 General partment be at a distance of more than 30 m from a fire hydrant. Where this distance exceeds, 6.1.1 Storage of material in general should an internal hydrant system should be provided. comply with the provision of the relevant Indian Standard. (see IS 3594 : 1989). 8 SEPARATING WALLS 6.1.2 Mixed storage, particularly of hazardous 8.1 The building or portion of building housing chemicals should be in a separate shed located the xanthation areas ( churn room ) should be away from surrounding structures at distance segregated from all adjoining blocks by separating specified in 9.4. walls complying with IS 1642 : 1989. 6.2 Coal Storage 8.2 Separating walls should be provided between viscose section, spinning section, after-treatment Coal should be stored in the open in an area section, packaging section and godowns. cleaned of all vegetable growth and foreign matters such as leaves, weeds, rags, wastes, etc. 8.3 Boiler houses and transformer houses should The storage area should preferably have a hard have similar separating walls if they adjoin the base of brick or concrete. rayon yarn or staple fibre manufacturing plant. 6.3 Sulphur Storage in the Open 9 DISTANCES 6.3.1 The storage of sulphur should be in accord- 9.1 A minimum distance of 75 m should be ance with the provisions of the relevant Indian maintained between the main plant and carbon Standard. disulphide and sulphuric acid plants. 6.4 Carbon Disulphide Storage 9.2 A minimum distance of 30 m shall be main- 6.4.1 The storage of carbon disulpbide should be tained between the carbon disulphide plant and in accordance with the relevant Indian Standard. sulphuric acid plant. (see IS 5685 : 1970 ) 9.3 Coal storage areas should be located at a 6.5 Fuel Oil Storage distance of not less than 30 m from all other storage areas or from surrounding structures 6.5.1 Fuel oil storage should be in accordance except boiler house from which it shall be at a with the provisions of IS 12056 : 1987 and distance of not less than 15 m. IS 3594 : 1989. 9.4 Sulphur storage areas should be similarly 7 CONSTRUCTION located at distance of not less than 30 m from all other storage areas or from surrounding 7.1 The constructional features of all buildings structures except carbon disulphide and sulphuric within the compound should comply with the acid plants from which it shall be at a distance requirements of 1S 1642 : 1989. of not less than 15 m. 2IS 3058 : 1990 9.5 Godowns for storage of extra hazardous 10.1.4.2 All driers should be provided with chemicals should be located not less than 15 m automatic control to cut off the steam or electric away from all surrounding structures. supply at a pre-determined temperature. 9.6 Boiler houses, fire pump rooms and trans- IO.2 Boiler Plants former houses should be located at a distance of 15 m from all surrounding blocks. 10.2.1 The Coal Fired Installations 10 MACHINERY Coal fired installations should comply with the provisions of lS 3034 : I98 I. 10.1 Main Plant 10.2.2 The Oil Fired Installations 10.1.1 Xanlhation Area Oil fired installations should also comply with 10.1.1.1 Explosion venting shall be provided the provisions of IS 3034 : 1981. as per the provisions of Part 4 Fire Protection of National Building Code. 10.3 Carbon Disulphide Plant 10.1.1.2 Vacuum exhausting systems should be provided in the churns from removing excess and 10.3.1 The machinery of the carbon disulphide unreacted carbon disulphide and care should be plant should comply with the provisions of the taken to see before unloading xanthate from the relevant Indian Standard ( see IS 5685 : 1970 ) churn that the same is at a pressure lower than the room pressure. 10.4 Sulphuric Acid Plant 10.1.1.3 The pipe conveying carbon disulphide 10.4.1 The machinery of the Sulphuric acid plant should be adequately lagged, care being taken to should comply with the provisions of the relevant see that flange joints are not left unlagged. Indian Standard ( see IS 4262 : 1967 ). 10.1.1.4 Carbon disulphide should be conveyed 11 ELECTRICAL INSTALLATION by means of pipes as described in 10.1.1.3 and should be fed into the churn from a metering 11.1 The electrical installation should be in equipment by water displacement method, the accordance with IS 1646 : 1982. metering equipment being preferably located inside the churn room. 11.2 All electrical equipment in the xanthation area and carbon disulphide plant should be of Carbon disulphide in excess of the quantity held the flame-proof type. in metering tanks and conveying pipes should be strictly prohibited in the main plant. For this 11.3 Vapour-proof lighting fittings should be parpose pumps of canned type shall be used. installed in all areas where corrosive gases are evolved during the process. 10.1.X.5 Suitable arrangements for leakage detections should be provided in the pipe carry- 11.4 All electrical current-carrying parts, contacts ing carbon disulphide to the metering tanks. and hardware liable to corrosion should be pre- All joints in such pipes should be protected by ferably cadmium plated or suitably protected steam lances. against corrosion and cables should be layed according to IS 12459 : 1988. 10.1.1.6 The drains in the metering equipment should be of the closed type and adequate traps 11.5 Maintenance of Equipment should be provided in the drains for trapping carbon disulphide carried over in the water. 11.5.1 All motors should be maintained and checked at regular intervals. 10.1.2 Transformers if installed in working blocks should be of the non-flammable liquid filled or 11.5.2 The bearings should be checked and over- dry type. hauled every year. 10.1.3 The spacing of spinning frames should be 11.5.3 All switchgear contacts should be such as to provide a clear distance of at least 3 m thoroughly checked at regular intervals as recom- between rows of frames ( that is, between the mended by manufacturers. ends of any two frames ) and also between the frames and the walls. The working space bet- 11.5.4 The overhauling and checking all flame- ween two frames shall be not less than 1’5 m. proof electrical equipment should be carried out in consultation with the manufacturers or their * 10.1.4 Yarn or Staple Fibre Driers representatives and put into use only after suitable test. 10.1.4.1 A clear space of 3 111s hould be provided between any two driers or between a drier and 11.5.5 Electric wiring should be periodically any other equipment or a wall. inspected. 3IS 3058 : 1990 12 ILLUMINATION 14.i.2 Use of ferrous metal implements should be strictly forbidden. Only berylium-copper alloy 12.1 For effective fire fighting purposes the or similar tools shall be used. minimum illumination required for the various blocks of the factory is as under: 14.1.3 The wearing apparal of those working or new entrants should be of type which wilr not Lux accumulate sufficient static electricity so as to be Godowns 100 a source of sparks. Use of garments made from nylon, terylene or similar materials shall be Rayon plant 100 prohibited. Carbon disulphide and sulphuric acid plants 100 14.2 Compound Open compound under use 50 14.2.1 All roads within the compound shall be kept cle,lr and in good motorable condition. 12.2 There should be provision of emergency Further a clear headroom of 4’5 m should be lightings of adequate capacity. available on the roads for passage of fire engines. 13 FiRE FIGHTING ARRANGEMENTS 14.2.2 Stacking of materials in the open should be done in an orderly manner 15 m away from all 13.1 The first aid fire fighting arrangements and working blocks and godowns. their maintenance should be in accordance with IS 2190 : 1979. 14.2.3 Car and truck parking should be confined to parking lots only. 13.2 A hydrant service should be designed and laid in accordance with IS 3844 : 1989 and 14.2.4 Movement of all locomotives and motor IS 3594 : 1989. vehicles without spark arrestors of an approved type and cooling system ( for motor vehicles only ) 13.3 Sprinkler installatio& should preferably be for exhaust pipe should not be permitted within installed to protect the rayon plant and the the danger area. godowns. 14.3 General 13.4 In the absence of a sprinkler installation, driers should be provided with automatic water 14.3.1 Open fires and naked lights in any working * spray nozzles capable of opening at a predeter- or storage building or within 15 m of sulphur, mined temperature. charcoal and coal storage areas should be prohibited. 13.5 The procedure to be followed in the event of a fire by the operators working in the plant 14.3.2 The use of welding sets and blow lamps and those comprising the fire fighting squad inside working or storage blocks should be carried should be strictly laid down and observed. out in the presence of the fire or safety officer aud after all precautions are taken. 13.6 Spray or fog type nozzles should be provided near the hydrants protecting carbon disulphide 14.3.3 Carbon disulphide and hydrogen sulphide plants, sulphur and oil storage areas and extra- evolved in the regeneration process should be hazardous chemicals godowns. exhausted through exhaust system designed according to machinery manufacturer’s speci- 13.7 Additional large capacity fire extinguishers fication. of dry powder type (see IS 10658 : 1983 ) should be provided in the areas where chances. of out- 14.3.4 Self-closing waste bins should be provided break of fire are high. near machinery and all oily waste shall be kept in them until removed from the premises. 14 GENERAL SAFETY PROVISIONS AND HOUSE KEEPING 14.3.5 Smoking should preferably be prohibited throughout the compound of the factory. 14.1 The areas where carbon disulphide is handled However, where so desired, smoking may be are as given in 14.1.1 to 14.1.3. permitted in specified areas provided such areas are separated enclosed and made dust proof. 14.1.1 The soles of shoes of all those entering ‘Smoking should be prohibited in locker rooms. these areas should be checked to see that they are fastened with sewing and not nail. Similarly steel 14.3.6 Fire safety requirements and orders should toe or heal plates shall not be permitted. be prominently displayed at conspicuous places. ‘ 4IS 3058:1990 ANNEX A ( Clause 2.1 ) LIST OF REFERRED INDIAN STANDARDS IS No. Title IS No. Title 941 : 1985 Blower and exhauster for fire 3844 : 1989 Code of practice for installation fighting ( second revision ) of internal fire hydrants in multistorey buildings (jirst 1642 : 1989 Code of practice for fire safety revision ) of buildings ( general ): Materials and details of construction 4262 : 1967 Code of safety for sulphuric ( second revision ) acid 2190: 1979 Code of practice for selection, 5685 : 1970 Code of safety for carbon installation and maintenance disulphide ( carbon bisulphide ) of portable first-aid fire extingui- 10658 : 1983 Higher capacity dry powder fire sher ( second revision ) extinguisher ( trolley mounted ) 3034 : 1981 Code of practice for fire safety 12056: 1987 Recommendations for safety of industrial buildings: Electrical requirements for fuel tank generating and distributing assembly of automotive vehicles stations (first revision ) 12459 : 1988 Code of practice for fire-protec- 3594 : 1989 Code of practice for fire safety tion of cable runs of industrial buildings: General storage and warehousing inclu- Code of practice for installation and maintenance ding cold storages (first revision ) of external hydrant system ( under print ) 5Standard Mark The use of the Standard Mark is governed by the provisions of the Bureau of Indian Standards Act, I986 and the Rules and Regulations made thereunder. The Standard Mark on products covered by an Indian Standard conveys the assurance that they have been produced to comply with the requirements of that standard under a well defined system of inspection, testing and quality control which is devised and supervised by BIS and operated by the producer. Standard marked products are also continuously checked by BIS for conformity to that standard as a further safeguard. Details of conditions under which a licence for the use of the Standard Mark may be’ granted to manufacturers or producers may be obtained from the Bureau of Indian Standards.Bureau of Indian Standards BIS is a statutory institution established under the Bureau uf Indian Standards Act, 1986 to promote harmonious development of the activities of standardization. marking and quality certification of goods and attending to connected matters in the country. Copyright BIS has the copyright of all its publications. No part of these publications may be reproduced in any form without the prior permission in writing of BIS. This does not preclude the free use, in the course of implementing the standard, of necessary details, such as symbols and sizes, type or grade designations. Enquiries relating to copyright be addressed to the Director ( Publications ), BIS. Revision of Indian Standards Indian Standards are reviewed periodically and revised, when necessary and amendments, if any, are issued from time to time. Users of Indian Standards should ascertain that they are in possession of the latest amendments or edition. Comments on this Indian Standard may be sent to BIS giving the following reference: Dot : No. CED 36 (4505 ) Amendments Issued Since Publicatiou Amend No. Date of Issue Text Affected BUREAU OF INDIAN STANDARDS Headquarters: Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telephones : 331 01 31. 331 13 75 Telegrams : Manaksanstha ( Common to all Offices ) Regional Offices: Telephone Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, 331 01 31 NEW DELHI 110002 331 13 75 Eastern : l/14 C. I. T. Scheme VII M, V. I. P. Road, Maniktola, 37 86 62 CALCUTTA 700054 Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036 2 1843 Southern : C. I. T. Campus, IV Cross Road, MADRAS 600113 41 29 16 Western : Manakalaya, E9 MIDC, Marol, Andheri (East ), 6 32 92 95 BOMBAY 400093 Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE. FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR. PATNA. THIRUVANANTHAPURAM. ‘ Printed at Printrade, New Delhi, India
2204.pdf	Is:22Q4-1962 Indian Standard CODE OF PRACTICE FOR CONSTRUCTION OF REINFORCED CONCRETE SHELL ROOF (Eighth Reprint OCTOBER 1989 ) UDC 69.024.4:624.074.4 -\ , /’ @ Copyright 1962 BUREAU OF INDIAN STANDARDS MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG NEW DELHI 110002 Gr 6 December 1962IS:2244-1962 Indian Standard CODE OF PRACTICE FOR CONSTRUCTION OF REINFORCED CONCRETE SHELL ROOF Building Construction Practices Sectional Committee, BDC 13 Chairman Representing .SHRIN . G. DEIVAN Central Public Works Department Members Sam J. P. J. BILLIBXORIA lndian Institute of Architects DIRECTOR Hyderabad Engineering Reseerah Laboratory, Hyderabad DEPUTY DIRECTOR Research, Designs and Standsrds Crgeni88tion ( A~CEITECTURE ) ( Ministry of Railways ) SHR~ C. M. GOVEA~ Atomic Energy Commission SHRX S. K. JO~LEKAR Central Public Works Department SERX S. B. JOSHI S.B. Joshi & Co, Bombay SHRI R. N. JOSHI ( Alfernak ) SHRI V. S. KAMAT Hindustun Construction Co. Ltd, Bombay SHRI V. KANDASWAXY Central Zone Subcommittee, BDC 13 : 7, ISI SHRI B. P. KAPADIA Builders’ Association of Indi8, Bombay SHIU KEWAL KRISHAN Public Works Department, Punjabi and .Northern Zone Subcommittee, BDC 13 : 8, IS1 SHRI C. P. MALIK National Buildings Grgenization ‘(Ministry of Works, Housing & Supply ) SHRI M. A. HAFE~Z ( Alternate 2) SHRI N. M. MALKANI ‘Eastern Zone Subcommittee, BDC 13 : IO, ISI SHRI K. K. NAYBIAR Concrete Association of Indie;and Western Zone Subrommitbee, BDC 13 : 9, ISI SHRI N. H. MOHILE ( Alfernate ) DR D. NARAYANAMURTI Forest Research Institute & Colieges, Dehra Dun; and Timber Engineering Subcommittee, BDC 13 : 4, ISI SHRI D. J. PATEL Hindusten Housing Factory, New Delhi BRIG K. B. RAI Institution of Surveyors, New Delhi;~d Building Measurement Subcommittee, BDC &3 : 1,15X SHBI M. L. RAHEJA Engineer-in-Chief’s Branch, Army Hsadqutntsrs SHRX D. D. BORKER ( Alternate ) SHRI RAM BILAS Institution of Engineers ( India ) Sn~r V. SA~KA~AN National Buildings Construction Corporation Ltd, New Delhi SHRX J. D. SHASTRI Directorate General of Xealth Services (Ministry of Heelth ) ( Continued on page 2 ) BUREAU OF INDIAN STANDARDS MANAK BHAVAN, 9 IhZH.\DUR SIlhH %;\Fr\K hli\RC NE\Y DELHI 110~02Is: 2204.1962 ( Continuedfrom puge 1 ) Members Representing SUPERINTENDINOE NC+~NEER Public Works Department, Medres, and Southern ( DESIGNS ) PWD, MADRAS Zone Subcommittee, BDC 13 : I , IS1 LT-GEN H. WILLIAMS Central Building Research Institute ( CSIR j, Roorkeo SHRI H. V. MIRCKANDANI ( Alternate ) DR H. C. VISVESVARAYA, Director, IS1 ( Ex-officio Member ) Deputy Director ( Bldg ) Secretary SHRI S. P. RAMAX Assistant Director ( Bldg ), IS1 Western Zone Subcommittee, BDC 13 : 9 Convener S~BI K. K. NAMLIIAR Concrete Association of India Members SARI JAL. N. BHARUCHA Nerim8n B. Bherucha & Sons, Bombay SHRX D. S. BORXE~ Public Works Department, Government of Mahereehtra SHBI RUTON J. DUBASH In personal capecity ( Consulting Engineer, Prospect Chambers Annexe, Dadabhoy Naoroji Road, Fort, Bombay ) SHBI M. K. JADHAV Government of Mehereshtre SHBI B. P. KAPADIA Hindustan Construction Co Ltd, Bombay SEBI G. B. MEATRE In personal capacity ( Chartered Architect, Prospect Chambers Annexe, Dadabhoy Naoroji Road, Fort, Bombay ) Saar N. H. MOEILE Concrete Association of India SHIU T. N. S. RAO Gaimmon India Ltd. Bombay SHRI P. M. APTE ( Alternate ) SOPEBINTENDINCE) NQINEEB, Central Public Works Department BOMBAY CI~TBAL CIBCLE SBRI K. V. TEADANEY ConCr8ti Association of India SHBI D. S. THAKUR Bombay Municipal Corporation SHRI C. SOARES ( Alternate )IS : 2204- 1962 Indian Standard CODE OF PRACTICE FOR CONSTRUCTION OF REINFORCED CONCRETE SHELL ROOF 0. FOREWORD 0.1 This Indian Standard was adopted by the Indian Standards InstiA tution on 22 October 1962, after the draft finalized by the Building Construction Practices Sectional Committee had been approved by the Building Division Council. 0.2 Reinforced concrete shell roofs are chosen commonly for covering large clear areas using the minimum of intermediate supports, such as in factory buildings, godowns, power stations, garages, island platforms of railway stations, stadia, etc. 0.2.1 This standard is intended to give a general guidance to those engaged in the construction of reinforced concrete shell roofs. Because of the multiplicity of shapes employed in modern shell construction, it is difficult to lay down rules which will have a universal application. It needs hardly be emphasized that the design and construction of sheil roofs is a specialized job and the specifications of the designer shall always prevail over the general regulations laid down in this standard. 0.3 The Sectional Committee responsible for the preparation of this standard has taken into consideration the views of builders and techno- logists and has related the standard to the building practices followed in the country in this field. Due weightage has also been given to the need for international co-ordination among standards prevailing in different countries of the world. 0.4 Wherever a reference to any Indian Standard appears in this code, it shall be taken as a reference to the latest version of the standard. 0.5 Metric system has been adopted in India and all quantities and dimensions in this standard have been given in this system. 0.6 For the purpose of deciding wh ther a particular requirement of this standard is complied with, th e-fien al value, observed or calculated, expressing the result of a test or analysis, shall be rounded off in accordance with IS : 2-1960 Rules for Rounding Off Numerical Values ( Revised ). The number of significant places retained in the roundedIS:2204-1962 off value should he the same as that of the specified value in this standard. 0.7 This standard is intended chiefly to cover the technical provisions relating to reinforced concrete shell roof construction, and it dots not cover all the necessary provisions of a contract. 1.S This standard covers the in-situ construction of reinforced concrete shells of single and double curvature. 1.2 Precast and prestressed shells are not covered in this standard. X,3 Shells of light weight concrete are also excluded from the scope of this standard. 2. TERMINOLOGY 28 For the purpose of this standard, the following definitions shall apply* 2.1 Shell Dimensions 2.1.1 Chord Width (see B in Fig. 1 ) - The horizontal projection sf the arc of the shell. 2.1.2 Radius - Radius at any point of the skin in one of the two principal directions in the case of cylindrical shells. NOTE- Ifs circukr BTCis used, the rsdiua of the 8rc is the radius of shell. In other cases, the redius R et any point ia related to the radius R, at the orown by R E R. ccmn4 , where # is the alope of the tengent to the curve 8t that point. The value of n is I I -2 and -3 fur the cycloid, the oeten8ry end the purbole res- pectively. For an ellipse as 6s R= @iii -+__- _ 6_ s_ _ c o@$ ) ,f a and 14w e the semi-major end eemi-minor 8Xe8 end 4 is the S* of the fsngent 8t the point. 2J.3 Rise ( see fin Fig. 1 ) -The rise of the shell at any rection is the vertical distance between the lower springing level and the highest Ievcl or apex of the shell. 2.1.4 Semi-centA Angle (see q$ in Fig. 1 ) -This is half the angle subtended by the arc of a symmetrical circular shell at the ctntrt. 4IS:2204-1962 2.1.5 Span (see L in Fig. 1 ) - As referred to a cylindrical shell, this is the distance between the centre lines of ‘two adjacent end frames or traverses. EDGE MEMUER \ . END FRAME OR TRAVERSE FM. 1 SIMGE BAEBEI, Sxlru 2.2 Types 2.2.1 Barrel Shells - Cylindrical shells which are symmetrical about the crown. 2.2.2 Butterfly Shells - Butterfly shells are those which consist of two parts of a cylindrical shell joined together at their lower edges ( see Fig. 2 ). 2.23 Continuous Cylindrical Shells - Cylindrical shells which are longitudinally continuous over the traverses ( sty Fig. 3 ). 2.2.4 Corrugated Shells - Shells which have corrugations on their surface ( see Fig. 4). 23.5 Cylindrical Shells - Shells generated by a curve moving on a straight line or vice versa. Barrel shells (see Fig. 1 ), north light 51532204-1962 F1o.2 BUTTI~~FLYS HELL , Fio. 3 CONTINUOUSB ARREL SEELU 6IS:2204-1962 cylindrical shells, and butterfly shells are common examples of this type. The common curves employed for the cross section of cylindrical shells are (a) arc of a circle, (b) semi-ellipse, (c) parabola, (d) catenary and (e) cycloid (see Fig. 5). NOTE -The semicircle, the semi-ellipse and the cycloid have the advantage that .the tangents at the ends are vertical and hence the horizontal thrusts transferred FIG. 4 CORRUGATEDS HELL 5A Arc of a Circle 5B Semi-ellipse % Parebola, 5D Inverted Cetenary 5E Cycloid Fro. 5 COMMONC URVES USED FOR ‘ DIRECTRICES’ OF CYLINDBICAL SHELUJJS : 2204 - 1962 to the edge membersa re negligible.b ut these shapesa re somewhatd ifficultt o cone- truct. By frtr the most common curve employed in modern cylindrical ehell cons- truction is the segment of 8 circle. 2.2.6 Multiple Cylirtdrical shells ( see Fig. 6) - A series of parallel cylindrical shells which are traversely continuous. FIN. 6 MULTIPLE BARR~~L SRELI~ 2.2.7 North-Light Cyiindrical Sfiells - Cylindrical shells with the two springings at different levels and built in sing!e or multiple bays and having provisions for north-light glazing ( see Fig. 7 )_ 2.2.0 Ruled Surfaces -A surface which can be generated entirely by a straight line, The surface is said to be singly ruled if at every point a single straight line only can be ruled and ‘doubly ruled ’ if at ever) point two straight lines can be ruled. Cylindrical shell and conoid ( see Fig. 8 ) are examples of singly ruled surfaces, and .hyperbolic paraboloid ( see Fig. 9A and 9B ) and inverted umbrella ( see Fig. 10 ) are examples of doubly ruled surfaces. Ruled surfaces have a practical advantage that they can be formed by straight plank shuttering. Doubly ruled surfaces obviously have greater advantage for shuttering than singly ruled surfaces. 2.2.9 Shells of Revoiution- Those generated by curves revolved about iheii axis of symmetry. Examples are segmental domes (see Fig. 11 ), paraboloids of revolution and hyperboloids of revolution. The term ‘ hyperboloid of revolution ‘) unless otherwise qualified, will mean hyperboloid of revolution of one sheet. 2.2.10 Shell Roof-Curved surfaces in which the thickness is small as compared to the radius and other dimensions. 86 ----_-____------# __--_----+ ---____- ’___-----I!3:2204-1962 9A 9B Fxo. 9 HYPBBBOLIO PABABOLOID 11FIG. 10 INVERTED UMBRELLA Fro. 11 SEC+MEWTALD OME 2.2.11 Xranslational Shell -This is the surface generated when one curve moves parallel to itself along another curve, the planes of the two curves being at right angles to each other. As a special case, one or both the curves may be straight lines. Examples are ‘ hyperbolic paraboloids ’ ( generated by a convex parabola moving over a concave parabola or vice versa ), ‘ elliptic paraboloids ’ ( see Fig. 12 ) ( generated by one parabola moving over another parabola, both being convex), and “cylindrical shells ‘. 2.3 Components of Shell Roof - See Fig. 1. 2.3.1 Common Edge Member ( Intermediate Beam or Rib ) - The com- mon edge member provided at the junction of two adjacent multiple shells. 12IS:2204-1962 Fm. 12 ELLIPTIOP ABABOLOID 2.3.2 End Frames or Traverses - E&l frames or traverses are structures provided to support and preserve the geometry of the shell. 2.33 Edge Member - -4 member provided at the edge of the shell. 233.1 An edge member or traverse or a portion thereof is said to be ( up-stand’ when it projects above the extrados of the shell and ‘ down-stand’ when it projects below intrados of the shell. 3. NECESSARY INFORMATION 3.1 For the efficient construction of shell roofs, detailed information with regard to &e following shall be furnished by the designer to the builder: Working drawings showing the orientation and arrangement of shells, dimensions, details of reinforcement including exact positioning, and other salient features, such as arrangement of north lighting, skylight, roof drainage, construction joints and expansion joints, etc. 3.2 Before the construction, the builder shall give detailed consideration to the design and fabrication of formwork and centering. The details of hrliiwork and the sequence of erection and release of formhork use:1 in shell construction shall be as approved by the designer. 4. DESIGN CONSIDERATiONS 4.1 Slope - Generally, if the slope of the shell exceeds 45”, it will bt, 13Is:2204-1962 too steep for easy concreting and will necessitate the use of backforms ( see Note ). NOTE -It is the experience of some builders that concreting can be done with- out the use of backforms up to a slope of 60’ if it is for short distances, and with cautioas tamping, satisfatitory compaction of concrete even up to a slope of 65O would be possible without backforms. 4.2 Thickness 4.2.1 The thickness of singly-curved shells shall, in no case, be less than 5 cm. It is the usual practice to thicken the shells near the edges and the traverses. 4.2.2 The thickness of shells of double-curvature shall, in no case, be less than 4 cm. This minimum thickness is adequate, as shells of double curvature are non-developable and hence are more resistant to buckling. Moreover, flexural stresses are small. 4.3 End Frames or Traverses - An ‘ end frame ’ or ‘ traverse ’ is provided to preserve the shape of the shell. It may be a solid diaphragm, an arch rib, a portal frame or a bowstring girder. Where a clear soffit is required, especially where travelling formwork is employed, the end frames may consist of up-stand ribs. 4.4 Reinforcement 4.4.1 The diameter of reinforcement shall not be less than 5 mm in the unthickened portion of the shell, and shall not be greater than the following limits: 10 mm dia For shells from 4 cm up to less than 5 cm thick 12 mm dia For shells from 5 cm up to less than 6.5 cm thick 16 mm dia For shells 6.5 cm and over in thick- ness 4.4.1.1 The maximum diameters specified in 4.4.1 apply only to the unthickened portion of the shell. Larger diameters for reinforcement will be permissible subject to the approval by the designer. 4.4.2 The maximum spacing of reinforcement in any direction shall be limited to five times the thickness of the shell and the area of unreinforced panel shall in no case exceed 15 d2 where d is the thickness of the shell. 4.4.3 The total depth occupied by reinforcement in the direction of thickness in the unthickened portion of the shell shall not exceed three times the maximum permissible diameter for reinfor ct mcnt 2s specified in 4.4.1. 14IS:2204-1962 4.5 Mix Proportions for Concrete 4.5.1 Generally, a nominal mix of 1 : 2 : 4 (by nominal volumes ) may be used for shells of medium dimensions and a nominal mix by volume of 1 : 14 : 3 for very large shells. In no case shall the nominal mix for concrete used in shell construction be lower than 1 : 2 : 4. It is, however, desirable that the required strength for concrete is arrived at from considerations of stresses in the shell and its elastic stability, and the mixes specified by strength rather than by nominal volumes. Rich mixes will be generally undesirable as the concrete shrinks more, giving rise to cracks. 4.5.2 Wherever feasible, the maximum size of aggregate shall be 20 mm. If there are difficulties in placing such a concrete, the maximum size may be restricted to 12 mm provided the requirements for strength are satisfied. NOTE - ‘ 20 mm maximum size ’ of eggregste corrwponda to * 12 mm nominal size ’ according to IS : 383-1952 Specification for Coarse and Fine Aggregates from Netural Sources for Concrete. 4.5.3 It is advisable to use an air-entraining agent so that satisfactory workability is obtained without increasing the water content of the mix. Concrete having excessive water contents should be avoided as it is likely to slip down steep slopes. 5. SEQUENCE OF CONSTRUCTION 5.1 Shells may have edge members which are designed to act in unison with the shells; adjacent shells may also have been designed to take the loads in unison. For ease and economy of construction, however, it is generally necessary to construct the various elements separately. In order that the .final stress pattern in the completed structure may conform as closely as possible to that assumed by the designer, it is necessary that the designer should specify the essential conditions governing the sequence of construction. The actual sequence proposed by the builder shall be subject to the designer’s approval before construc- tion starts on any of the elements of the shell structure and this sequence shall not be varied without the designer’s approval. 5.2 In the type of shell roofs, covered by this standard, the following sequence of construction may generally be used at preliminary stages of planning the construction work: Type Stage Operation Remarks a) Single I Erection of formwork Wherever economi- shell for the edge members tally feasible, consi- and the traverses, deration may be fabrication and plac- given to the erection ing of reinforcement Gf the formwork for and concreting with the entire shell unit Since revised. 15Operation Remarks such portion of shell including the edge reinforcement as member and the shown in the draw- traverse. However, it ings. shall be ensured that the formwork for the edge member and traverse is not in any way connected with the formwork of the shell proper. II Removal of formwork leaving required supports. III Erection of formwork for the entire shell, fabrication and plac- ing of steel therein and concreting. IV Curing. V Removal of form- work. VI Waterproofing and insulating. VII Finishing. b) l$$ple Multiple shells do not generally exceed four or at the most five in number in one series depending on the deGgner’s require- ments for expansion joints. For multiple shells the stages of construction will be the same as those for single shells. How- ever, unless otherwise provided for in the design, supports required for the edge beams, traverses and shells in one series shall remain till the entire series is com- pleted. 16is : 2204 - 1962 6. FORMWORK 6.1 Smce shape is the essence of shell design and thicknesses are small, greater care shall be exercised in the tiesign and erection of formwork . __ . . _ .._. _ and special attention shall be paid to minimizing the differential settlement of the centering and of the props supporting them. Where repetitions justify, formwork in panels or mobile units may be considered. Details for mobile units, if used, shall be worked out by the builder. If the formwork is to be used a great number of times, the surface of the forms shall be of firm construction to give the required repetitions. A hard and smooth surface for the form may eliminate the need for plastering, thus effecting economy. Where no additional decorative treatment is to be carried out, the designers may specify the general pattern to be left on the intrados by the formwork. 6.2 Formwork :Lall be designed and erected in such a manner as to lend itself to be removable as specified in 11. 7. PLACING OF REINFORCEMENT 7.1 The reinforcement in shell structure including edge members, traverses, etc, shall be placed as shown in the drawing accompanying the design. To ensure monolithic connection between shell and the edge members, the shell reinforcement shall bc adequately anchored into the edge members or vice versa, by providing suitable bond bars from the edge members to the shell. 7.1.1 Reinforcement in the Shell- As far as possible, hooks shall be avoided in the shell and adequate laps or welded joints as specified by the designer shall be provided in straight lengths. If at all hooks are to br provided forreinforcement in the shell, they shall be kept parallel to the plane of the shell. Only the minrmum number of lengthening joints in the bars shall be used and the joints shall be staggered. NOTE -Welding ia rarely adopted in the CURBo f reinforcement placed within the thickness of the shell. However, if it is requi.ed that the reinforcement shall be welded, only lap welding shall be adopted. 7.1.2 Reinforcement in edge me: Sers may be lapped, welded, or provided with special couplings with or without welding. If butt welding is used, it shall be done with extreme caution for successful results. 7.1.3 Provision of special couplings may be advantageous in edge members of large spans as it would avoid congestion of bars ( see Note ) due to laps and hooks. In such cases, the details and positioning of couplings shall be decided by the designer. NOTIS- The problom of conge&on in reinforcement will, however, become less serious with the use 19 prostressed conoreta oonatruction. 17IS: 2204-1962 7.2 A minimum cover of 12 mm shall be provided for the reinforce- ment. For regulating the cover, accurately made and matured precast mortar or concrete pieces shall be used. The reinforcement shall be correctly placed and firmly fixed. The reinforcement may be securely tied or welded so that the spacing of the bars is correctly maintained. 8. MIXING CONCRETE 8.1 The concrete shall be mixed in accordance with the requirements specified for concrete inIS : 456-1957 Code of Practice for Plain and Reinforced Concrete for General Buildin g Construction ( Revised), and also the special instructions, if any, of the designer. 8.2 Unless otherwise specified by the designer, the maximum size of the aggregates shall be 20 mm and the aggregate shall conform to TIS : 383-1952 Specification for Coarse and Fine Aggregates from Natural Sources for Concrete. 9. CASTING OF THE SHELL 9.1T he full thickness of,the shell shall be concreted in one operation. The positioning of the construction joints shall be as indicated by the designer. The portion of an up-stand member, if any, shall be concreted as soon as possible after the concreting of the shell. 9.2 Edge members and end frames shall be concreted first. A slump of 4 cm for the concrete will be sufficient. 9.3 For casting the shell either hand tamping or mechanical compaction by vibrators may be used. The concrete shall have a slump of not less than 5 cm, if hand tarnping is used. Concreting may be done in panels of convenient dimensions and shape. In the case of singly- curved shells, the panel should be laid parallel to the curved edge in order to limit the effect of shrinkage; each panel shall be started at the lowest level and worked upwards. In the case of doubly curved shells, the arrangement of panels shall be decided by the designer giving due consideration to shrinkage effects. Mechanical compaction shall be done by using screed vibrators generally. Needle vibrators may be used in thickened portions of the shell as advised by the designer; however, use of needle vibrators shall be restricted to edge members or thickened portions of the shell where the depth will be sufficient to accommodate these vibrators. 9.4 Concreting shall preferably be done in the cool hours of the morning or during the night in summer. -Second revision in 1964. t Since revised. 18Is:22@4-1%2 9.4.1 Special care shall be taken in tamping the concrete in down- stand stiffening members which are usually deep. 9.5 Concrete shall be finished to the correct curve as set by template. This may be done either continuously or by alternate-bay method. 9.6 Thickness of the shell shall be regulated by using templates of corresponding thickness. This thickness of the shell shall also be accurately checked at typical points in between the thickness guides on the shell. 9.7 Proper arrangements shall be rr.Jde to avoid displacement of steel during placing of concrete by providing walkways above the level of the finished concrete and supported and free from the reinforcement at intervals so as to avoid disturbance of the reinforcement. 9.8 Construction Joints -Construction joints shall invariably be along the curve. They shall preferably be located along a line of zero shear stress, as for example, along the directrix at mid-span. The construction joints shall be finished in such a way that new concrete will effectively bond with the old. When the work is commenced the next day, the joints shall be cleaned with wire brushes and slushed with cement slurry. 9.9 The surface of the concrete shall be finished vith wooden floats. 9.10 The portions of the shell that are already cast shall be effectively protected from exposure to sudden rains by means of tarpaulins and similar coverings. 9.11 When concreting proceeds, cubes of concrete shall be taken out from each day’s work for purpose of testing and verification of its quality. 10. CURING 10.1 In a shell roof, the ratio of the exposed area to the volume of concrete is relatively much larger in comparison with normal reinforced concrete structures. Hence, extreme care is required in keeping the surface sufficient!y damp for curing. As soon as concrete has sufficiently hardened to prevent damage to it, it shall be kept conti- nuously moist for the first 24 hours by covering the surface with wet canvas or gunny bags. Thereafter, the surface shall be kept continu- ously moist for a period of at least 10 days by sprinkling water or by covering it with gunny bags or similar materials which are sprayed over with water periodically; alternatively curing compounds may be used with the approval of the engineer in-charge.ISt2204-1962 11. DECENTERING 11.1 The process of decentering shall be gradual and without shock and so controlled that the .ovcrall stress pattern in the structure, at any stage of decentering is reasonably similar to the pattern expected in the design. Supports of adjacent edge members may have to be lowered simultaneously with those of the shell. The decentering procedure to be actually adopted shall be subject to the designer’s approval. NOTE 1 - As D general guido, the decentering may commenre when concrete has attained a strength equal to twice the maximum dead load stress multiplied by a factor equnl to FcjFb, where Fc = ultimate crushing sfrength of concrete, and Fb = ultimate buck!ing strength of ihe concrete in tho shell. NOTE 2 - Generally in the absence of test results on cubes, the centering of the shell may be removed at the end of 14 days, and the decentering the bottom shuttering of the edge members and the end frames may be done at the end of 21 days. Uy casting the latter a week in advance of tho shell, it will be possible to strike the centering of the shell, the edge members and the end frames on the same day. 12. EXPANSION JOINTS 12.1 Expansion joints shall be provided in accordance with the design and specification of the designer (see relevant provisions of IS : 2210-1962 Criteria for the Design of Reinforced Concrete Shell Structures and Folded Plates ). Complete structural isolation of the roof members shall be effected at the expansion joints with a clear gap of not less than 2 cm. It may also be necessary; sometimes, to have double columns. The gap shall be filled with an elastic filler, and the waterproofing carried across the joint without a break. 13. LIGHTING AND OTHER FIXTURES 13.1 Skylights, when provided, may be at the crown or on the slope of the shell very near the crown. 13.2 After completion of shells, no fittings shall be embedded or suspended from the shell without the approval of the designer. 14. THERMAL INSULATION 14.1 Thermal insulation may be provided by the following methods: a) By application of light-weight insulating concrete, foam- concrete, cork, etc, over the shell roof; b) By providing an air gap between the shell and any rigid form of waterproofing, such as asbestos sheets; 20I!3:2204-1%2 c) By casting the shell over rigid boards that provide thermal and acoustic insulation; and d) By spraying on the underside of the shell a coating of insulating material, such as asbestos. 14.2 Whatever type of thermal insulation is adopted, the net weight of the insulation layer shall not exceed that assumed in the design, and the designer shall always specify this weight. 15. WATERPROOFING 15.1 Waterproofing of shell roofs may be carried out by any of the following methods or any other accepted method of flexible water- proofing. a) By application of bitumen-hessian process, bituminous felts, or cold bitumen; b) By lining with aluminium foils; and c) By lining with asbestos sheets. 1512 Adequate slope for drainage of water shall be made in the waterproofing. 15.3 Whatever method of waterproofing is adopted, the net weight of the waterproofing layer shall not exceed that assumed in the design and the designer shall always specify this weight. 16. FINISHING 16.1 After completion of the shell, the inside may be given a rubbed finish, if so required. The rubbing may be done with an abrasive stone. 21BUREAU OF INDIAN S TANDARDS Headquarters: Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002 Telephones: 331 01 31, 331 13 75 Telegrams: Manaksanstha ( Common to all Offices ) Regional Offices: Telephone Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, 331 01 31 NEW DELHI 110002 331 1375 I Eastern : l/l 4 C. I. T. Scheme VII M, V. I. P. Road, 36 24 99 Maniktola, CALCUTTA 700054 Northern : SC0 445-446, Sector 35-C, 21843 CHANDIGARH 160036 3 1641 I 41 24 42 Southern : C. I. T. Campus, MADRAS 600113 41 25 19 1 41 2916 tWestern : Manakalaya, E9 MIDC, Marol, Andheri ( East ), 6 32 92 95 BOMBAY 400093 Branch Offices: ‘Pushpak’. Nurmohamed Shaikh Marg, Khanpur. 2 63 48 AHMADABAD 380001 I 2 63 49 +,Peenya Industrial Area 1st Stage, Bangalore Tumkur Road 38 49 55 BANGALORE 560058 I 38 49 56 Gangotri Complex, 5th Floor. Bhadbhada Road, T. T. Nagar, ’ 6 67. 16 BHOPAL 462003 Plot No. 82/83.-Lewis Road, BHUBANESHWAR 751002 5 36 27 531’5. Ward No. 29, R.G. Barua Road, 5th Byelane, 3 31 77 GUWAHATI 781003 5-8-56C L. N. Gupta Marg ( Nampally Station Road ), 23 1083 HYDERABAD 500001 63471 R14 Yudhister Marg. C Scheme, JAIPUR 302005 { 6 98 32 21 68 76 117/418 B Sarvodaya Nagar, KANPUR 208005 ( 21 82 92 Patliputra Industrial Estate, PATNA 800013 6 23 05 T.C. No. 14/1421. Universitv P.O.. Palayam 16 21 04 TRIVANDRUM 695035 16 21 17 inspection Oifices ( With Sale Point ): Pushpanjali. First Floor, 205-A West High Court Road, 2 51 71 Shankar Nagar Square, NAGPUR 440010 Institution of Engineers ( India ) Building, 1332 Shivaji Nagar, 5 24 35 PUNE 411005 Sales Office in Calcutta is at 5 Chowringhre Approach, P. 0. Princep 27 68 00 Street. Calcutta 700072 tSales Office in Bombay is at Novelty Chambera, Grrnt Road, 89 6628 Bombay 400007 $Saler Office in Bangalore is at Unity Building, Narasimharaja Square, 22 36 71 Bangalore 560002 Reprography Unit, BE, New Delhi, India
12410.pdf	LlDC 001’4 : 631’61 IS :I2410 -1988 Indian Standard TERMINOLOGY RELATED TO SOIL RECLAMATION I. Scope - This standard prescribes the definitions of terms which are commonly used in soil reclamation and allied fields. 2. Terminology 2.1 AcidSoil - A soil having pH less than 7, but for liming purposes, a soil having pH less than 6’6. 2.2 Acidify, Acfive - The activity of hydrogen ions in the aqueous phase of a soil expressed as !)H. 2.3 Acidify, Potenfial- The amount of exchangeable hydrogen and aluminium ions in a soil rendered free or active in the soil solution by cation exchange and expressed in milli equivalents [ me ) per 100 g of soil. ?.4 Adsorption Complex - The soil constituents which are capable of adsorbing cations and/or 3nions and/or organic liquids. !.5 Aerafion, Porosity - The soil volume filled with air when the moisture tension is in the range >f 0 to 50 cm of water ( the moisture tension is to be specified ). 2.6 Aeration, Soil - The process by which air in the soil is replenished by air from the atmosphere :hrough diffusion. A soil with many large open pores to permit rapid aeration is well aerated while a soil having only few large pores or having most of its pores blocked, is poorly aerated. 2.7 Aggregate - A group of soil particles (adhering ) in a single mass or cluster to form a natural Jnit. 2.8 Aggregation - The process of forming aggregate by bonding of primary particles ( sand, silt and clay ) or the state of being aggregated. 2.9 Alkali Soil - An alkali soil has pHs 8’2 ( or pH2 8’5 ) and exchangeable sodium saturation of 15 percent or more and/or has preponderance of salts capable of alkaline hydrolysis, namely, sodium bicarbonate, sodium carbonate and sodium silicate. Regur ( black soil ) Vertisol Soils with ESP of 8 or more are also termed alkali soils. !.lO A/k?/ine Soil - A soil having pHs greater than 7’0 or pH2 greater than 7’5. 2.11 Alkalizafion - The process leading to the formation of an alkali soil. 2.12 Amendment - Any substance added to the soil which improves problem soils. Examples: Gypsum, pyrites, lime. 2.12.1 Agricultural liming materials - A calcium and/or magnesium containing material capable of neutralizing soil acidity. 2.12.2 Air-slaked lime - A product composed of varying proportions of the oxide, hydroxide, and carbonate of calcium, or of calcium and magnesium and derived from the exposure of quick lime to weather. 2.12.3 By-product lime - Any by-product or industrial waste containing calcium, or calcium and magnesium in forms that neutralizes soil acidity. It may be designated by prefixing the name of the process by which it is produced, that is, gas-house lime, press-mud or calcium carbonate sludge, tanner’s lime, acetylene lime waste, etc. 2.12.4 Dolomite - A mineral composed chiefly of carbonates of calcium and magnesium. 2.12.5 Ground limestone - The product obtained by grinding either calcitic or dolomitic lime- stone so that 90 percent mass of the material shall pass through 2 mm sieve and 50 percent shall pass through 0’25 mm sieve. 2.12.6 Gypsum, /and plaster or crude calcium sulphafe -A material consisting chiefly of hydrated calcium sulphate ( CaSo4.2H,0 ) having 70 to 80 percent calcium sulphate dihydrate by weight. Adopted 30 March 1988 I 0 May 1989, BIS I Gr 5 BUREAU OF INDIAN STANDARDS MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG NEW DELHI 110002IS : 12410- 1988 2.12.7 Hydrated lime - A dry powder obtained by treating quick lime with water sufficient for its hydration. 2.12.8 Magnesia ( magnesium oxide ) - A product consisting chiefly of the oxide of magnesium. 2.12.9 Pyrites - A naturally occuring material ( FeS, ) containing not less than I6 percent sul- phur with the fineness of an order that 90 percent shall pass through 5-mm sieve and 50 percent shall pass through 3 mm sieve and which in the presence of air and water shall form sulphuic acid and ferrous sulphate. 2.12.10 Quicklime, burnt lime, caustic lime, lump lime, unslaked iime - Calcined materials, the major part of which is calcium oxide in natural association with a smaller amount of magnesium oxide, and which are capable of slaking with water. 2.13 Atmosphere - A unit of pressure defined as follows: 1 atmosphere per = 1’013 x 166 dynes per sq cm = 14.71 pounds = 76’39 cm of mercury sq-in in water column = 1’036 cm of = 34.01 ft of water column water and column (at 20°C) mercury 2.14 Available Nutrient - The quantity of nutrient elements or compound in the soil that can be absorbed and assimilated by growing plants. 2.15 Available Water - The portion of water in a soil that can be absorbed by plant roots. It is the amount of water released by soil when the equilibrium soil water matrix potential is decreased from field capacity ( l/3 bar ) to permanent wilting point ( 15 bar ) and expressed as ( m/m ) percent or ( V/V ) percent basis. 2.15.1 Fifteen bar percentage -The percentage of water content in a soil that has been saturated to, and is in equilibrium with an applied pressure of fifteen bars. 2.15,.2 One-third bar percentage - The percentage of water content in a soil that ‘has been saturated, subjected to, and is in equilibrium with an applied pressure of one-third of a bar. 2.16 Bar - A unit of pressure equal to one million dynes per square centimetre ( see 2.13 ). 2.17 Base Saturation Percentage - The extent to which a soil adsorption complex is saturated with exchangeable cations other than hydrogen and active aluminium, expressed as percent of the cation exchange capacity. 2.18 Basic Slag - A by-product in the manufacture of steel from phosphate containing iron ores having 5 to 10 percent phosphorus pentoxide ( Pz05 ). 2.19 Bedrock - The solid rock underlying the soil and the regolith, at times exposed at the surface without a cover. 2.20 Buffer Compounds, Soil - The clay, organic matter and other compounds like carbonates, bicarbonates and phosphates which enable the soil to resist appreciable change in pH. 2.21 Bulk Density, Soil - The mass of oven dried soil ( 105°C ) per unit bulk volume including‘the air space. 2.22 Bulk Volume - The volume of any soil mass including solid matrix and the pores ( interstices, voids ). 2.23 Calcareous Soil - Soil containing sufficient free calcium carbonate ( often with magnesium carbonate ) to effervesce visibly when treated with cold dilute hydrochloric acid ( 1N ). 2.24 Calciphytes - Plants that require or tolerate considerable amount of calcium or are associa- ted with soils rich in calcium. 2.25 Caliche - A layer more or less impregnated with pedogenic carbonates of calcium and/or magnesium crystallized from the soil solution, and may occur as a soft, thin soil horizon or as a hard, thick bed just beneath the solum or as surface layer exposed by erosion ( see 2.35 ), not a geological deposit. 2.26 Capillary Conductivity a) Qualitative --The physical property relating to the ease with which the soils transmit water. b) Quantitative - The ratio of the water flow velocity to the driving force in soil. 2.27 Capillary Potential - The work required to move a unit mass of water against capillary forces in a column of soil from a free water surface to a given point above this surface, 2IS :12410 - 1988 2.28 C&ion Exchange - The interchange between a cation in solution and another cation on the surface of any surface active material, such as, clay, organic colloids and plant roots including the interchange of cations directly between these surface active materials. 2.29 Cation Exchange Capacity -The sum total of exchangeable cations adsorbed by a soil, expressed in milli equivalents per 100 g of soil. 2.30 Cemented Soil - Soil layers/horizons having a hard brittle consistency due to the binding of the particles by substances such as calcium carbonate, magnesium carbonate, silicon oxides, and oxides/hydrous oxides of iron and aluminium. The hardness and brittleness persist even when wet. 2.31 Chiselling - The breaking or shattering of compact soil or sub soil layers by the use of tillage implement called chisel. 2.32 Clay - A mineral soil separate consisting of particles less than 0’002 mm equivalent diameter ( see 2.148 ). Soil material containing more than 40 percent clay. 2.33 Clay pan - A dense, compact, slowly permeable natural deposition in distinct layers, deeper in the profile, much richer in clay contents than the overlying materials, usually hard when dry, and plastic and sticky when wet. 2.34 Concretion - Localized concentration of certain chemical compounds, such as calcium car- bonate, iron and manganese oxides in the from of grain or nodule of varying size, shape, colour and hardness. 2.35 Croute Calcare - Hardened caliches, often found in thick masses or beds overlain by only a few centimetres of earth ( see 2.25 ). 2.36 Crust Salt - A layer of salts on soil surface of varying thickness. 2.37 Cyclic Salt - Salt deposited on soils near the sea or inland salt lakes by wind or backwaters. 2.38 Decalcification - Removal of calcium carbonates or calcium ions from the soil by leaching. 2.39 Deflocculation - Dispersion of individual soil particles from an aggregate or floccule by electrolyte. 2.40 Denitrifkation - The biochemical reduction of nitrate or nitrite to gaseous nitrogen either as molecular or as an oxide of nitrogen. 2.41 Dispersed Soil - Dispersion of soil aggregates in soil water system. 2.42 Drain Tile - Concrete, ceramic or PVC pipe used to conduct water from the soil. 2.43 Drainage - Process or natural passage of water from soils either by percolation or by surface flow. 2.44 Drainage Requiremenfs - Performance and capacity specifications for a drainage system, that is, permissible depths and modes of variation of water table with respect to the root zone or soil surface, and the volume of water that the drains must convey in a given time. 2.45 Electrical Conductivity - The reciprocal of the electrical resistivity. The resistivity is the resistance in ohms of a conductor, metallic or electrolytic which is 1 cm long and has a cross-sec- tional area of 1 cma. Hence, electrical conductivity is expressed in reciprocal ohms per centimetre or mhos per centimetre or millisiemens per centimetre or decisiemens per metre ( dS m-l ). The terms ‘electrical conductivity’ and ‘specific electrical conductance’ have identical meaning. Electrical conductivity = specific conductivity x cell constant 2.46 Equivalent, Gram Equivalent Weight - The weight in grams of an ion or compound that com- bines, replaces or reacts with I.008 g of hydrogen or 8 g of oxygen or 35’46 g of chlorine. The weight of a compound in grams divided by its gram equivalent weight is termed as ‘equivalent’. 2.47 Evapotranspiration - The total quantity of water lost by the combined processes of evapora- tion and transpiration from a particular area in a specified time. 2.48 Exchangeable Cation - A cation that is adsorbed on the exchange complex and which is capa- ble of exchange with other cations. 2.49 Exchangeable Cation Percentage ( ECP ) - This term indicates the degree of saturation of soil exchange complex with cations and is expressed as follows: Exchangeable cations ( me/l00 g soil ) ECP = x 100 Cation exchange capacity ( me/100 g soil ) 3IS:12410 -1988 2.59 Exchangeable Potassium - The potassium which is held mainly by the colloidal portion of the soil and is easily exchanged with other cations. 2.51 Exchangeable Sodium Percentage ( ESP ) - The degree of saturation of soil exchange complex with sodium expressed as follows: Exchangeable sodium ( me/100 g soil ) ESP = Cation exchange capacity ( me/l00 g soil ) ’ loo 2.52 Fertilizer - A substance intended to be used as a source of one or more essential plant nutrients and specified in column 2 of part A of Schedule I of Ferfilizer Control Order, 1,985 and includes a mixture of fertilizers and special mixtures of fertilizers. 2.53 Field Capacity - The percentage of water remaining in soil 2 or 3 days after having been saturated and after free drainage has practically ceased. It is expressed as a percentage of mass of oven-dry soil; it usually approximates to l/3 bar value. 2.54 Fragipan - A loamy subsurface horizon having high bulk density, hard or very hard and cemented when dry, with slow or very slow permeability to water but fairly brittle when moist, very low in organic matter content and nearly impenetrable by plant roots. 2.55 Green Manuring - Incorporation of fresh plant material, usually legumes, into the soil for its improvement. 2.56 Ground Water - The portion of water below the ground surface, the pressure of which is greater than that of the atmosphere. 2.57 Halomorphic Soil - Saline and alkali soil formed under imperfect drainage conditions. These include the great soil groups solonchak, solonetz and solodi. 2.57.1 Solonchak - An intrazonal group of soils with high concentration of neutral, soluble salts, and white salt efflorescence at the surface during dry part of the year. Flocculated and per- meable soils developed under halophytes in semi-arid and sub-humid climate. 2.57.2 Solodized soil - A solonetz ( see 2.57.3 ) degraded through removal of excess sodium carbonate and much of the adsorbed sodium by improved drainage. The upper layers became moderately acidic. 2.57.3 Solonetz - An intrazonal group of soils of highly alkaline reaction, having surface hori- zons of varying degrees of friability underlain by dark hard soil ordinarily with columnar structure and having developed under grass or shrub vegetation mostly in sub-humid or semi-arid climate. 2.58 Halophyte - A plant adopted to existence in a saline environment. 2.59 Hardpan - A hardened soil horizon caused by cementation of soil particles with organic matter or with materials such as silica, sesquioxides, or calcium carbonate. The hardness or rigi- dity does not change appreciably with varying water content and pieces of the hard layer do not slake in water (see 2.25 ). 2.60 Heavy Soil - A soil high in clay content and requiring a high drawbar pull while ploughing ( see 2.152.3 ). 2.61 Humus - A dark coloured amorphous Iigno-protinex complex material, more or less stable fraction of the soil organic matter remaining after the major portion of added plant and animal residues have decomposed. 2.62 Hydraulic Conductivity - The volume of water flow through soil of unit cross sectional area per unit time ( that is, flux density ) under unit hydraulic gradient ( see 2.63 ). 2.63 Hydraulic Gradient - The decrease in hydraulic head per unit distance in the soil in the direction of greatest rate of decrease of hydraulic head ( see 2.64 ). 2.64 Hydraulic Head - The elevation with respect to a standard datum at which water stands in a riser or manometer connected to the point in question in the soil. This will include gravitational head, pressure head, and velocity head if the terminal opening of the sensing element is pointed upstream. 2.65 llluviation - The process of movement of material from the upper horizon and accumulation in the lower horizon in the profile. 2.66 impeded Drainage -A condition in which gravitational flow of water is hindered. 2.67 Impervious - Resistance to penetration of water, air and plant roots to the soil. 4IS :12410 - 1988 2.68 lnfilfrafion - The time rate at which water will percolate into the soil through soil atmosphere interface. 2.69 lnfilfration Rate -- A soil characteristic determining the maximum rate at which water can enter the soil under specified conditions including the presence of an excess of water ( see 2.70 ). 2.70 Infilfration Velocify - The actual rate at which water enters the soil at any given time. It may be less than the maximum ( the infiltration rate ) because of a limited supply of water ( rainfall or irrigation ). It has the same unit as infiltration rate. 2.71 /on - An atom or group of atoms with electrical charge. 2.72 /on Activity - The effective concentration of an ion in electrolytic solution or a soil-water system 2.73 lrrigation - Application of water to lands for growing crops. 2.74 Leaching - The removal of salts in solution from surface to the sub-soil. 2.75 Leaching Requirement - The fraction of the water entering the soil that must pass through the root zone in order to prevent soil salinity from exceeding a specified value. Leaching require- ment is used primarily under steady state. 2.78 Light Soils - A soil high in sand content and requiring a low drawbar pull ( see 2.152.1 ). 2.77 Lime - Strictly calcium oxide ( CaO ), but as commonly used in agriculture terminology, cal- cium carbonate ( CaCOs ) and calcium hydroxide [ Ca (OH)2 1, are included. Agricultural lime refers to any of these compounds, with or without magnesium used as an amendment for acid soils; 2.78 Lime-Concrete - An aggregate of precipitated calcium carbonate or other material cemented by precipitated calcium carbonate. 2.79 Lime-Pan - A hardened layer impregnated and enriched by calcium carbonate. 2.89 Lime Requirement - The amount of liming material required per hectare to a soil depth of 15 cm to raise the pH of an acid soil to a desired value under field conditions. 2.81 Liquid-Limit - The minimum percentage ( by weight ) of moisture at which a small sample of soil will barely flow under a standard treatment. Also known as upper plastic limit. 2.82 Macronofrienf - An element essential for plant growth in relatively large amounts. 2.83 Manure - The excreta of animals, with or without the admixture of bedding or litter, in vary- ing stages of decomposition. 2.84 Mar/ - Soft and unconsolidated calcium carbonate usually mixed with clay or other impuri- ties. 2.85 Marsh - Continuously flooded or wet area with the surface not deeply submerged, Covered dominantly with sedges, cat tails, rushes or other hydrophytic plants. 2.86 Micronufrienf - An element essential for growth in extremely small amount. 2.87 Milliequivalenf - One thousandth of an equivalent ( see 2.46 ). 2.88 Mineral - A natural inorganic compound usually having definite physical properties, crystal- line structure, and chemical composition ( within the limits of isomorphism ). 2.89 Mineral Soi/ - A soil consisting predominantly of and having its properties determined chiefly by mineral matter, usually containing less than 20 percent organic carbon and the mineral soil material less than 2 mm makes up more than half the thickness of the upper 80 cm column. If the soil is shallower than 40 cm, the mineral soil is either 10 cm or more thick or more than half the thickness of the overlying organic soil material. 2.90 Mineralization - The conversion of an element from an organic form to an inorganic state as a result of microbial decomposition. 2.91 Moisture Equivalent - The weight percentage of water retained by a previously saturated sample of soil 1 cm in thickness after it has been subjected to a centrifugal force of 1 000 times the gravity for 30 minutes. 2.92 Moisfure Tension Soil - The equivalent negative pressure or suction of water in the soil. Suction of water in the, soil is the pressure difference required across a permeable membrane to produce hydraulic equilibrium between the soil water and the free water. 5IS : 12410 - 1988 2.93 Neutral Soil -Soil which is neither acid nor alkaline in reaction. For practical purposes, soils having pH in the range of 6.5 to 7.5 are considered neutral soil. 2.94 Nitrate Reduction - The biological reduction of nitrates to the nitrate form or other nitro- genous forms. 2.95 Nitrification - The biological oxidation of ammonium ions to nitrites and the further oxidation of nitrites to nitrates. 2.96 Nutrient Fixation- The process of conversion of a nutrient in the soil from water soluble to insoluble or from exchangeable to non-exchangeable form. 2.97 Organic Soil - A soil more than half of the upper 80 cm of which is organic soil material ( 18 percent or more organic carbon, if the mineral fraction is 60 percent or more clay; 12 percent or more organic carbon, if the mineral fraction has no clay: and proportional organic carbon con- tent with varying clay content ). If the soil material rests on rock or on fragmental material, the organic soil has interstices filled with organic materials. 2.98 Pans - Horizons or layers in soils that are strongly compacted, indurated, or very rich in clay content ( see 2.25, 2.54 and 2.59 ). 2.99 Pan, Genetic - A natural subsurface soil horizon of low permeability and with particle size composition and chemical properties differing from horizon immediately above or below the pan ( see 2.33, 2.54 and 2.59 ). 2.100 Pan, Pressure or Induced - A subsurface soil horizon or layer having a higher bulk density and lower total porosity than the soil material directly above and below but similar in particle size composition and chemical properties. The pressure pan is variously called as ploughpan, plough- sole or a tillage or traffic pan or sole. 2.101 Part per Million ( ppm ) - Units of any given substance per million. 2.102 Particle Density - The mass per unit volume of the soil particles usually expressed as gram per cubic centimetre. 2.103 Particle Size Distribution - The amount of various soil separates in a soil sample usually by sedimentation, sieving, micrometry or combinations of these methods. 2.104 Percolation - A qualitative term applied to the downward movement of water through soil, specially the downward flow of water in saturated or nearly saturated soil at hydraulic gradients of the order of 1’0 or less. 2.105 Permeability - The ease with which air, water or plant roots penetrate into or pass through a bulkmass of soil or a layer of soil. The proportion of the soil being discussed should be design- ated. Example: ‘The permeability of a horizon’. 2.106 pH, Soil - The negative logarithm of the hydrogen-ion activity of a soil solution ( soil: water is defined ). 2.107 Plastic Limit - Minimum moisture percentage by weight permitting deformation of a small sample of soil material without rupture, at times called lower plastic limit, 2.108 Plasticity - It is the property of a soil by virtue of which it is capable of undergoing defor- mation by an external force without rupture but not capable of regaining the original shape when the external force is withdrawn. 2.109 Plasticity index or Plasticity Number - The numerical difference between the liquid and the plastic limits, or synonymously between the upper plastic limit and the lower plastic limit. 2.110 Pore Size Distribution -The volume of different sized pores in a soil. It is expressed as percentage of the bulk volume ( soil plus pore space). 2.111 Pore Space - Total space not occupied by soil particles in a bulk volume of the soil. 2.112 Porosity - The volume percentage of the total butk not occupied by solid particles. 2.113 Potassium Adsorption Ratio ( PAR ) - Ratio for soil extracts and irrigation water used to express the relative activity of potassium ions in relation to divalent cations. Kf PAR = Ca++ + Mg++ 2/ 2 where concentrations are expressed in milliequivalent per litre ( me/l ). 6IS :12410 -1988 2.114 Pressmud - A by-product of the sugar industry containing phosphoric acid ( 4 to 5 percent ) and lime ( 3 to 5 percent ), Sulphitation pressmud is used as an amendment for alkali soil while carbonation pressmud is used for acid soil. 2.115 Productivity, Soil - Soil productivity is the capacity of a soil in its normal environment for producing a specified plant or sequence of plants under a specified system of management. Produc- tivity is measured in terms of yields per unit area. 2.116 Reaction,S oil - The degree of acidity or alkalinity of a soil, usually expressed as pH value. 2.117 Reclamation, Soil- The process of removing excess soluble salts, excess exchangeable sodium or correction of soil acidity. 2.116 Regolith - The unconsolidated mantle of weathered rock and soil material on the earth’s surface; loose earth materials above solid rock. 2.119 Rhizosphere - The zone of soil where the microbial population is altered both quantitatively and qualitatively by the presence of plant roots. 2.120 Rock - An aggregate of one or more minerals 2.121 Saline-Alkali Soils - A soil with electrical conductance of the saturation extract more than 4 dS m-1 at 25”C, exchangeable sodium percentage more than 15 and pH less than 8.2 initially but increases on salt leaching. Neutral salts are dominant but sodium bicarbonate and carbonate occur in sizeable quantity. Vertisols have exchangeable sodium percentage of 8 or more in addition to other characteristics. 2.122 Saline Soil - Saline soils have electrical conductance of the saturation extract more than 4 dS m-1 at 25°C and pHs less than 8.2 ( pH2 8 5 ); neutral salts (chlorides and sulphates of sodium, magnesium and calcium excluding gypsum ) are predominant. 2.123 Salinization - The natural process of accumulation of neutral ( chlorides and sulphates ) salts in soil. 2.124 Salt-Affected Soil - Soil that has been adversely modified for growth of most crop plants by the presence of toxic effects of the ions of soluble salts. The term includes soils having excess salts or excess exchangeable sodium, or both ( see 2.121, 2.122 and 2.127 ). 2.125 Silica-Alumina Ratio ( SiOs;/AlsOs ): a) The molecular ratio of silica to alumina in a soil, clay, or other alumino-silicate mineral: b) The quotient obtained when the number of mol-fractions of silica is divided by the number of mol-fractions of alumina, both determined by standard fusion analysis of the soil or some part of it. 2.126 Slick Spots - Small areas in a field that are slicked when wet, due to a high content of alkali or exchangeable sodium. 2.127 Sodic Claypan - A claypan containing alluvial clay and having more than 15 percent exchangeable sodium. 2.126 Sodic Soil - A non-saline soil containing sufficient exchangeable sodium to adversely affect . crop production and soil structure. The lower limit of SAR of saturation extract is conventionally set at 13. 2.129 Sodium Adsorption Ratio - A ratio of sodium to divalent soluble cations in soil extract/ irrigation waters, used in evaluating exchangeable sodium percentage of the soil complex or estimating the sodium hazard when a specific water is used. It is expressed as: Na+ SAR = Ca++ + Mg++ 2 where the ionic concentrations are expressed in milliequivalent per litre ( me/l ). 2.130 Soil - Soil is a natural 3-dimensional body composed of mineral and organic matter, occupy- ing parts of the earth’s surface that supports plants and that has properties due to the integrated effect of climate and living matter acting upon the parent material, as conditioned by relief, over a period of time. 2.131 Soil Alkalinity -The degree of intensity of alkalinity of a soil expressed by a pHs value greater than 7.5 on the pH scale ( see 2.93 ). 7IS:12410 - 1988 2.132 Soi/ A~~ocjatjon - A group of defined and named taxonomic soil units occurring together in a characteristic pattern over a geographic region, comparable to plant associations in many ways. A mapping unit based on reconnaisance or general soil map preparation. 2.133 Soil Auger - A tool for boring into the soil and withdrawing a small sample for field or laboratory observation, Augers are of two general types, post hole type and screw type. 2.134 Soil Characteristic - A feature of a soil that can be seen and/or measured in the field or in the laboratory. Examples of soil characteristic include soil slope, stoniness, texture, structure, colour, and physico-chemical characteristics. 2.135 Soil Classification - The systematic arrangement of soils into groups or categories on the basis of their characteristics. Broad grouping are made on the basis of general characteristics and subdivisions on the basis of more detailed differences in specific properties. 2.136 Soil Fertility - The quality of a soil that enables it to provide nutrients in adequate amounts and in proper balance for the growth of specified plants when other growth factors, such as light, moisture, temperature and the physical condition of the soil are favourable. 2.137 Soil Horizon - A layer of soil material approximately parrallel to the land surface and differ- ing from adjacent, genetically related layers in any of the properties, such as colour, structure, texture, consistency and chemical charateristics. 2.138 Soil Improvement - The practice for making the soil more productive for growing plants by fertilization, reclamation, drainage, addition of organic matter, irrigation and the like. 2.139 Soil Management Groups - Groups of taxonomic soil units with similar adaptations or management requirements for one or more specific purpose, such as adapted crops or crop rotations, drainage practice, fertilization, forestry, highway engineering, etc. 2.140 Soil Map - A map showing distribution of different soils in relation to the prominent physical features. 2.141 Soil Morphology - The constitution of the soil, including the texture, structure, consistence, colour and other physical, chemical and biological properties of the various soil horizons that make up the soil profile. 2.142 Soil Organic Matter -The organic fraction of the soil that includes plant and animal residues at various stages of decomposition, and cells and tissues of soil organisms and sub- stances synthesized by the microbial population. 2.143 Soil Phase - The subdivision of a soil type having variation in characteristics not significant to soil classification in its natural landscape but significant to its use and management. Examples of variations recognized by the phase of soil types include differences in slope, stoniness, and thickness resulting from accelerated erosion. 2.144 Soil Porosity - The volume percentage of the total bulk not occupied by solid particles ( see 2.112 ). 2.145 Soil Profile - A verticsl section of the soil from the surface through all its horizons, including C horizons and extending up to the parent material. 2.146 Soil Salinity - The amount of soluble salts in a soil, expressed in terms of milli equivalents per litre, percentage, parts per million, or other convenient unit, 2.147 Soil Saturation Extract - Solution extracted from a moisture saturated soil. 2.148 Soil Separates - Mineral particles, less than 2’0 mm in equivalent diameter, ranging between specified size limits. The names and size limits of separates recognized are: Very coarse sand ( 2%1’0 mm ); coarse sand ( 1-O-O 5 mm ); medium sand ( 0’5-0’25 mm ); fine sand ( 0’25-0’10 mm ); very fine sand ( 0.10-0’05 mm ); silt ( 0'05Cm002 mm ); and clay ( <O-O02 mm ) These are based on USDA classification. The separates recognized by the International Society of Soil Science are: Coarse sand, 2’0-0’2 mm; fine sand 0’2-0’02 mm; silt 0*02-0’002 mm; and clay (0’002 mm. 2.149 Soil Solution - The aqeuous liquid extract of the soil and the solutes consisting of ions dissociated from the surfaces of the soil particles and of other soluble materials. 2.150 Soil Structure - The combination or arrangement of primary soil particles into secondary particles or clusters that are separated from adjoining aggregates and have properties like those of an equal mass of unaggregated primary soil particles. 8IS : 12410 - 1988 2.151 Soil Survey - Svstematic examination, description, classification and mapping of soil in an area and interpretation for different purposes. 2.152 Soil Texture - It refers to the relative proportions of various sizes of particles in a given soil, called soil separates, such as sand, silt and clay. 2.152.1 Coarse texture - The texture exhibited by sands, loamy sand and sandy loams, 2.152.2 Medium texture - Intermediate between fine textured and coarse textured soils. It includes very fine sandy loam, loam, silt loam, and silt. 2.152.3 Fine texture - The soils exhibited by sandy clay loam, clay foam, silty clay loam, sandy clay, silty clay and clay. 2.153 Soluble Sodium Percenfage ( SSP ) - The proportion of sodium ions in solution in relation to the total cation concentration, expressed as follows: ssp _ Soluble sodium concentration ( me/litre) x 100 - Total cation concentration ( me/litre ) 2.154 Specific Gravity - The ratio of the mass of a dry bulk volume of oven dried ( 105°C ) soi1 to he mass of an equal VOlUrtW of water at 4°C. 2.155 Specified Ion Effect - Any effect of a salt constituent in the substrate on plant growth that is not caused by the osmotic properties of the substrate. 2.156 Structureless Soil - A soil showing no observable aggregation or no definite and orderly arrangement of natural lines of weakness. 2.157 Sub-soiling - Breaking of compact subsoils without inverting them, with a special equipment ( chisel ) which is pulled through the soil at depths usually Of 30 to 60 cm and at spacings usually of 60 to 150 cm. 2.156 Surface Sealing - The orientation and packing of dispersed soil particles in the immediate surface layer of the soil, rendering it relatively impermeable to water. 2.159 TOP Soi/ - The surface plough layer of a soil ( syn surface soil ). 2.160 Waste Land -Waste land may be defined as lands producing much less than their potential ( less than 20 percent ), or which are ecologically unsuitable and degrading and undergoing environmental retrogression for various reasons. 2.161 Wafer Table - The upper surface of ground water or that level below which the soi] is saturated with water; locus of points in soil water at which the hydraulic pressure is equal to the atmospheric pressure. 2.162 Weathering - All physical, chemical and biological changes at or near the earth’s surface, by atmospheric agents ( natural forces ), like rainfall, temperature, vegetation, micro-organism, etc, which result in disintegration and decomposition of rocks and constituent minerals and thereby in soil formation. 2.163 Zeta Potential - In a colloidal system, the difference in potential between the immovable liquid layer attached to the surface of the dispersed phase and the dispersion medium, EXPLANATORY NOTE The definitions of various terms that are used in the field of soil amendments and soil recla- mation are available. However, connotations vary from person to person and from place to place. Therefore, an attempt has been made in this standard to evolve definitions of various terms clearly and minimize the scope for varied interpretations and use. It is hoped that this standard would help in adoption of uniform terminology in the country. 9 Printed at New India Printing Press, Khurja, India 3
11399_1.pdf	IS : 11399( Part 1) - 1985 Indian Standard GUIDELINES FOR ESTIMATING OUTPUT NORMS OF ITEMS OF WORK IN CONSTRUCTION OF RIVER VALLEY PROJECTS PART 1 EARTHWORK EXCAVATION Cost Analysis and Cost Estimates Sectional Committee, BDC 63 Chairman SHRI S. N. ACNIHOTRI 710, Sector II-B, Candigarh Members Representing SHRI S. N. ADHIKARI Hindustan Steel Works Construction Ltd, Calcutta SHRI N. K. MAZUMDAR( Alternate ) SHRI A. S. CHATRATH National Projects Construction Ltd, New Delhi SHRI KAMAL NAYAN TANEJA ( Alternafe ) CHIEF ENGINEER( MEDIUM IRRI- Irrigation & Power Department, Government of GATION& DESIGNS ) Andhra Pradesh, Hyderabad SUPERINTENDINGE NGINEER ( GB ) ( Alternate ) CHIEF ENGINEER ( SPECIAL Irrigation Department, Government of PROJECT) Maharashtra, Pune CHIEF ENGINEER ( TDC ) Irrigation Works, Government of Punjab, Shahpur Kandi DIRECTOR( PD ) ( Alternate ) DIRECTOR Karnataka Power Corporation Ltd, Bangalore DIRECTOR( C & MC ) Central Water Commission, New Delhi DEPUTY DIRECTOR( C & MC ) ( Alternate ) DIRECTOR( R & C ) Central Water Commission, New Delhi DEPUTY DIRECTOR( R & MC ) ( Alternate ) SHRI J. DURAIRAJ In personal capacity ( D-1/141, Satya Marg, New Delhi IIOO2Z ) EXECUTIVEE NGINEER ( CIVIL > Kerala State Electricity Board, Trivandrum SHRI P. C. GANDHI Bhakra Beas Management Board, Talwara Township SHRI H. S. NARULA ( Alternate ) ( Continued on page 2 ) 0 Copyright 1986 INDIAN STANDARDS INSTITUTION This publication is protected under the Indian Copyright Act ( XIV of 1957 ) and re- production in whole or in part by any means except with written permission of the publisher shall be deemed to be an infringement of copyright under the said Act.IS : 11399( Part 1) - 1985 ( Continued from page 1 ) Members Representing SHRI D. N. GHOSAL Directorate General Border Roads, New Delhi SHRI R. M. GUPTA Ministry of Shipping and Transp-o rt. 1 Roads Wing, New Delhi SHRI M. L. MANDAL ( Alternate ) SHRI S.S. IYENGAR M. N. Dastur & Co ( P ) Ltd, Calcutta SHRI S. B. JOSHI S. B. Joshi & Co Ltd, Bombay SHRI C. B. DHOPATE ( Alternate ) SHRI A. V. KHANDEKAR The Hindustan Construction Co Ltd, Bombay SHRI A. B. AHERKAR ( Alternate ) :SHRI A. B. L. KULSHRESHTHA Bureau of Public Enterprises, New Delhi SHRI S. R. NIGAM ( Alternate ) SHRI MANOHAR SINGH Continental Construction ( P ) Ltd, New Delhi SHRI J. P. AWASTHY ( Alternate ) SHRI Y. G. PATEL Pate1 Engineering Co Ltd, Bombay SHRI A. S. SEKHON Institution of Engineers ( India ), Chandigarh SHRI M. THYAGARAJAN Indian Institute of Public Administration, New Delhi SHRI S. G. TASKAR Construction Consultation Service, Bombay SHRI D. A. KOSHARI ( Alternate ) QHRI G. RAMAN, Director General, IS1 ( Ex-officio Member ) Director ( Civ Engg ) Secretary SHRI M. SADASIVAM Assistant Director ( Civ Engg ), ISIIS:11399(P art 1) - 1985 Indian Standard GUIDELINES FOR ESTIMATING OUTPUT NORMS OF ITEMS OF WORK IN CONSTRUCTION OF RIVER VALLEY PROJECTS PART 1 EARTHWORK EXCAVATION 0. FOREWORD 0.1T his Indian Standard was adopted by the Indian Standards Institution on 30 August 1985, after the draft finalized by the Cost Analysis and Cost Estimates Sectional Committee had been approved by the Civil Engineering Division Council. 0.2 Earthwork excavation is encountered in foundation for various struc- tures such as dams and power houses and in quarries for fill materials required for earthern dams embankments, etc. Since the quantities are large and leads and lifts in most cases beyond manual capacity use of equipment in majority of cases cannot be avoided. In order to estimate the cost of equipment as components of cost of excavation the output of equipment has to be estimated. The output of equipment will depend on various factors, namely, capacity of equipment, working speeds, working conditions, type of strata, leads and lifts involved, etc. 0.3 For the purpose of deciding whether a particular requirement of this standard is complied with, the final value, observed or calculated, expres- sing the result of a test or analysis, shall be rounded offin accordance with IS : 2 - 1960”. The number of significant places retained in the rounded olff value should be the same as that of the specified value in this standard. 1. SCOPE 1.1T his standard lays down the norms for various factors involved in estimating the output of machinery used in earthwork excavation.: Rules for rounding off numerical values ( revised ). 3IS : 11399 ( Part 1) - 1985 2. SCHEDULED WORKING HOURS 2.1 Scheduled working hours in a year with 200 available working days shall be taken as below: No. of Shifts/Work Day Scheduled Working Hours ( Days X Months X Hours ) Single shift 1 200 ( 25 x 8 x 6 ) Double shift 2 000 ( 25 X 8 x 10) Three shift 2 500 ( 25 x 8 x 12’5 ) NOTE 1 - Where 200 working days are not available because of peculiar situ- ation existing on account of location of sites of works, the scheduled working hours shall be reduced proportionately. Similarly, if more than 200 days are available the number of hours shall be increased proportionately. NOTE 2 - For old machines ( after the first overhaul ) scheduled working hours shall be taken as 80 percent of these given above. 3. STANDARD HOURLY PRODUCTION 3.1 Standard hourly production is the amount of earth excavated/moved per hour and may be estimated as follows: Q/4X60 -xE cm where Q = standard hourly production in cubic metres; A = production per cycle in cubic metres ( see 3.1.1 ); E = correction factor ( see 3.1.3 ); and Cm = mean cycle time in minutes (see 3.1.2). NOTE - For standard hourly production of power shovel and diesel draglines, see Appendix A. 3.1.1 Production Per Cycle ( A) - The production per cycle may be estimated as under: a> Bull dozer - If L is the length and His the height of the blade in metres: A=LxH2 b) Dozer shovel, wheel loader, towed and motor scrapers, dump truck and hydraulic excavator A = Heaped capacity of the bucket 3.1.2 Mean Cycle Time ( Cm ) 3.1.2.1 Hydraulic excavator - The mean cycle time of a hydraulic excavator is estimated by assuming a standard cycle time ( see Table 1) 4IS : 11399( Part 1) - 1985 and multiplying it with a conversion factor ( see Table 2 ). The standard cycle time may be selected from Table 1. TABLE 1 STANDARD CYCLE TIME ( Clause 3.1.2.1 ) CLASSO F HYDRAULIC EXCAVATOR SWING ANGLE r---------- h__-______-_~ ~~~_~~~~_~~~~ Approximate Operate Approximate 45O 90” 180” Weight of the Machi- Standard Rock ~-_--_--h_-----~ nery in Metric Tonnes Bucket Capacity Standard Cycle Time in Cubic Metres in Minutes X”,‘,” 00..9705 1168 19 21 23 to 36 1.20 20 ;; 3’5 37 to 70 3.80 22 24 21 71 to 125 6.00 24 26 29 TABLE 2 CONVERSION FACTOR (Clause 3.1.2.1 ) DIGGING DEPTH DUMPING CONDITIONS r_-__--h_____~ ~__-_--_---_h_________--~ Specified Maximum Digging Easy Dump Nominal Rather Depth as a Percentage of on to Large Difficult “,i%?’ Optimum Digging Depth Spoil Pile Dump Small Target ( see Note 1 under Table 6 ) Target Dump Requiring percent Target Maximum D;z$gg Below 40 0.7 0.9 1.1 1.4 40 to 75 Over 75 8:; ;:; ;:; ;:s” 3.1.2.2T he mean cycle time for other equipment may be calculated as follows: cm = Dh Or sh + Dr or & n + tf Vt or Vs Vr or VW> where Cm = mean cycle time in minutes, Dh = travel distance in metres, travel swing fraction of one revolution, Sh = Dr = return distance in metres, S, = return swing fraction of one revolution, T/t = travel speed in metres/minute ( see 3.1.2.2.1 >, V, = travelswing speed in revolution/minute ( see 3.1.2.2.1), 5IS : 11399( Part 1) - 1985 V, = return speed in metres/minute ( see 3.1.2.2.1 ), Y,, = return swing speed in revolution/minute ( see 3.1.2.2.1 ), n = 2 for V-shaped loading in the case of wheel loader and dozer shovel, = 1 for other equipment, and tn = fixed time in minutes (see 3.1.2.2.2 ). 3.1.2.2.1 Travel and swing speeds a) Bull dozer shovel, dozer shovel, towed scraper and whed loader - Speed range for this type of equipment in operation will generally range from 3 to 5 km/h forward and 5 to 7 km/h in reverse. Actual speeds shall however be selected from the manufacturer’s specifications. In the case of equipment fitted with torque convertors, the actual speeds shall be obtained as given below: 1) Bull dozer Travel speed = Maximum speed x 0’75 Return speed = Maximum speed x 0’85 : 2) Dozer shovel and wheel loader Travel speed = selected speed X 0’80 Return speed = selected speed X 0’80 3) Towed scraper Travel speed = 3 to 5 km/h Returnspeed = 5 to 7 km/h b) Dump truck and motor scraper - Depending on the average rolling resistance and average grade resistance of the haul road, maximum speed can be obtained from the travel perfor- mance curve. This speed is the ideal speed and can be modified by a speed factor depending on the haul distance as given below: Haul Distance Speed Factor Up to 1 km 0’55 to 0’75 Over 1 km 0’75 to 0’85 3.1.2.2.2 Fixed time a) Bull dozer - The fixed time for bull dozer shall be the time required for gear shifts and may be taken as under: Type of Drive Time for Gear Shifting in Minutes Direct Drive: Single lever 0’10 Two levers 0’20 Power shift 0’05 6— .,.y ‘“. IS :11399 (Part 1 ) - 198S b) Dozer shovel — The fixed time for dozer shovel shall be the time required for gear shift, loading, turning aad dumping and may be taken as under: ‘V’ Shape d Lou ding Cross Loading in Minutes in Minutes Direct drive 0“25 0“35 Power shift 0“20 0“30 c) Dump truck — The fixed time for dump truck shall be the time required for loading, dumping, standby and parking time and may be tak-en as follows: 1) Loading time — Loading time maybe calculated as below: Body capacity X 60 Loading time = Net loader output in loose condition -——. .—-—-...... .... .— /. 2) Dumping time and standby time — It is the time when the dump truck enters the dumping area to the time when the dump truck starts its return journey after completing the dumping operation. Operating Conditions Time in Minutes Favorable — Dumping in 0“5to 0“7 an open area Average — Dumping in a 1“0to 1’3 . restricted area Unfavorable — Dumping in 1“5to 2“0 a stockpile 3) Parking ti-me — It is the time required for the truck to be positioned and for the loader to begin loading, Operating Conditions Time in Minutes Favorable — Open space 0“.1to 0“2 when truck can be parked without reversing Average — Limited area 0“25to 0“35 requiring truck to be reversed once or twice Unfavorable — Restricted 0“4to 0’50 space requiring truck to be reversed several times d) Motor scraper and towed scraper — The fixed time is the time required for 1oading, spreading, turning and spot and delay. These may be as follows: 7 ~qm -,-,-.87s .!.m”. ........ .. ., ,- .!”-..,-.-, .- ,,,. . .— ....—. —.. —. —-... ., .’IS : 11399 ( Part 1 ) - 1985 1) Loading time - Loading time varies depending on the loading conditions: Loading Loading Time in Minutes Conditions r------- - A------__7 Motor Scraper Towed Scraper with Pusher ~~~~h_~~~ With Without pusher pusher Excellent 0’5 0’7 Average 0’6 G5 0’9 Unfavourable 1’0 0’60 1’5 2) Spreading and turning time - Spreading and turning time depends upon type and capacity of scraper, type of earth to be spread, condition of the spreading area and skill of the operator: Spreading Spreading and Turning Time Condition in Minutes -h-__---~ r----- Motor Scraper Towed Scraper Excellent 1’1 0”:: Average 1’3 Unfavourable 1’1 1’8 3) Spot and delay time - Spot and delay time depends on condition of borrow pit and idle time in selecting a borrow pit, idle run in gear shifting, awaiting the pusher and skill of the operator: Condition Spot and Delay Time in Minutes Excellent 0’3 Average 00:; Unfavourable 3.1.3 Correction Factor ( E) - Correction factor includes the following: a> Time efJiciency ( EI ) - Under Indian conditions on an average only 50 minutes of operation is achieved per hour. This is equivalent to an efficiency factor of 0’83. b) Working efficiency ( Es) - This is also termed as Job and Manage- ment Factor. It depends on the type of soil, topography of a worksite, operators skill, type of machines selected, arrangement and combination of machines, upkeeping conditions of machines. 8IS : 11399 ( Part 1) - 1985 For standard production estimate following values are recommended: Job Conditions Management Conditions ,_---__-__h__-__-_-7 Excellent Good Fair Poor Excellent 0’84 0’81 0’76 0’70 Good 0’78 0’75 0’71 0’65 Fair 0’72 0’69 0’65 0’60 Poor 0’63 0’61 0’57 0’52 4. NET HOURLY PRODUCTLON ( Qn ) 4.1 The net hourly production may be estimated as under: Qn = Q X Fs X FBI X FB” where Qn = net hourly production in cubic metres ( see 3.1 >, Q = standard hourly production in cubic metres, Fs = shrinkage factor ( see 4.1.1 ), FBI = blade factor ( see 4.1.2 >, and bucket factor ( see 4.2.1.3 ). FB, = 4.1.1 Shrinkage Factor - The volume of earth in standard production pertains.to soil in a loose condition. To obtain various types of soils in the bank or piled and compacted conditions the correction factor required is called shrinkage factor. These factors are tabulated in Table 3. TABLE 3 CORRECTION FACTOR SL TYPE OF SOIL/ROCK SHRINKAGEF ACTOR No. _---h-----.---_~ ’ In Loose In Bank or In Compacted Conditions Piled Condi- Condition tions i) Sand ii) Average loam o”ZO 00..8762 iii) Clay soil 0.70 0.63 iv) Sandy gravel 0.85 0.91 v) Sandy rock with gravel @70 0.91 vi) Lime stone, sandstone 0.61 0.74 and other soft rocks $,“akv”,sb y ripper vii) 1.0 0.88 0.91 viii) Granite, basalt and 1.0 0.59 0.77 other hard rocks broken by ripper ix) Stones broken into 1.0 0.57 0.80 pieces x> z;;fcy;, large blocks 1.0 0.51 0,72 9IS : 11399( Part 1) - 1985 41.2 Blade Factor - This is applicable to bull-dozer only and may be taken as follows: Type of Blade BIade Factor Angle blade 0’81 Straight blade 0’81 U blade 0’87 4.1.3 Bucket Factor - Bucket factor for dozer shovel wheel loader and hydraulic excavators may be taken as follows: a) Dozer Shovel and Wheel Loader Loading Conditions Bucket Factor ~~~~_~~h__~~_~~ Dozer Shovel Wheel Loader Easy loading - Loading from 1 to 0’9 1 to 0’8 stockpile of materials like sand, sandy soil, or sticky colloidal soil with a moderate moisture content Average loading - Loading 0’9 to 0’7 0’8 to 0’6 from a loose stockpile of soil more difficult to penetrate and sweep out like dry sandy soil, clayey soil, clay, unscreened gr$v&, or digging and loading of soft gravels directlv. from a hill - Medium d@cult loading - 0’7 to 0’6 0’6 to 0’5 Loading of finely crushed stones, or rocks, hard clay, gravely sand, sandy soil, sticky colloidal soil, clay with high moisture content in a stockpile Dl$icult loading - Bulky irre- less than 0’5 0’5 to 0’4 gular shaped or rugged rocks with spaces between themselves, blasted rock, boulders, sand mixed with boulders, sandy soil, clayey soil, clay which can not be scooped up into the bucket 10IS : 11399 ( Part 1) - 1985 b) Hydraulic excavator: Material Bucket Factor ( Based on percent of heaped bucket capacity ) Bank clay: earth 1’00 - 1’10 Rock - Earth mixture 1’05 - 175 Rock - Poorly blasted 0’85 - 1’00 Rock - Well blasted 1’00 - 1’10 Shale, Sandstone - Standing bank 0’85 - 1’00 APPENDIX A ( Clause 3.1 ) STANDARD HOURLY PRODUCTION A-1. Standard hourly production for power shovel and diesel draglines may be calculated as under: Q = Qi X E x FAS where Q = standard hourly production in cubic metres, Qi = ideal hourly production in cubic me&es ( see Tables 5 and 6), E = correction factor ( see 3.1.3 ), and FAS = depth of cut and angle of swing factor ( see Tables 4 and 8 ). TABLE 4 FACTOR FOR DEPTH OF CUT AND ANGLE OF SWlNG FOR POWER SHOVELS PERCENT OF OPTIMUM ANGLE OF SWING ( DEGREES) DEPTH &/v-___---_--_h_------- ---- 45” 60” 75” 90” 120” 150” 180” 0.59 zoo 01..9130 0I .8093 00..8956 00..8901 00..7821 00..6753 0.66 0.69 1:: 11..2226 11’.1126 11..0047 01..9080 00..8868 00..7779 0.71 120 1.20 1.11 1.03 0.97 0.86 0.77 0.70 140 I.12 1.04 0.97 0.91 0’81 0.73 0’66 160 1.03 0.96 0.90 0.85 0.75 0.67 0.62 NOTE 1 -Percent of optimum depth = Average depth at which material is to be excavated in metres x 100 Optimum depth in metres ( see Table 7 ) NOTE 2 -In case of rock, percent of optimum depth shall be taken as 100 percent. 11TABLE 5 IDEAL HOURLY PRODUCTION FOR POWER SHOVEL ( Clause A-l ) TYPE OF SOIL/ROCK SHOVELD IPPER CAPACITY IN CUBIC METRES I% -A----___---_-__ 0?%?-6<~:~1~~-1<; 1.91 2.29 268 3.06 344 3.82 4.59 i) Fine grained soils consisting of silts.and 126 157 191 218 245 271 310 356 401 443 485 524 608 clay with low compressibility and liquid limits less than 35 having more than half of material smaller than 75 micron IS sieve size in moist condi- tion ii) Coarse grained soils having more than 119 153 176 206 229 252 298 344 386 424 459 493 566 half of material larger than 75 micron IS sieve size, consisting of sands and/ or gravels iii) Fine grained soil consisting of silts and 103 134 161 183 206 229 271 310 348 390 428 463 524 clays with medium compressibility and liquid limit greater than 35 and K less than 50 firm and dry in place iv) Fine grained soils consisting of silts 84 111 138 161 180 203 237 275 310 344 375 405 460 and inorganic clays with high com- pressibility and liquid limit greater than 50, firm and in dry place v) Fine grained soils consisting of silts 54 73 92 111 126 141 176 206 237 264 294 321 375 and inorganic clays with high com- pressibility and liquid limit greater than 50, in wet condition vi) Coarse grained soils having consider- 61 80 99 119 138 153 187 222 256 291 321 352 413 able growth of plants having firm roots vii) Hard rock blasted 73 96 119 138 157 176 210 245 279 313 348 382 440 viii) Soft/disintegrated rock 38 57 73 88 107 122 149 180 206 233 260 287 336TABLE 6 IDEAL HOU.RLY PRODUCTION FOR DIESEL DRAGLINES WITH STANDARD BOOM LENGTH ( Clause A-l.1 ) SL TY PEOP SOIL/ROCK BUCKETC APACITY IN CUBIC METRES No. C----_______h_---__----_---~ \ 0.76 0.96 1.15 1.34 1.53 1.91 2.29 268 3.06 3.82 i) Fine grained soils consisting of silts and clay with 122 149 168 187 203 233 268 298 356 413 low compressibility and liquid limits less than 35 having more than half of material smaller than 75 micron IS sieve size in moist condition ii) Coarse grained soils having more than half of 119 141 161 180 195 226 260 291 348 405 material larger than 75 micron IS sieve size con- sisting of sands and/or gravels iii) Fine grained soil consisting of silts and clays with 103 126 145 161 176 203 233 260 287 340 medium compressibility and liquid limit greater than 35 and less than 50 firm and dry in place iv) Fine grained soils consisting of silt and inorganic 84 103 122 138 149 176 206 233 260 313 clays with high compressibility and liquid limit greater than 50, firm and in dry place v) Fine grained soils consisting of silts and inorganic 57 73 84 99 111 134 161 184 206 252 clays with high compressibility and liquid limit greater than 50, in wet conditionTABLE 7 OPTIMUM DEPTH IN METRES FOR POWER SHOVELS ( Table 4, Note 1 ) TYPE OF SOIL/ROCK SIZE OF SHOVEL IN CUBIC METRES Ns:. ~---_---__-_h-----~----~ 0.29 0.38 0.57 0.76 0.95 1.14 1.33 1.53 1.91 i) Fine grained soils consisting of silts and clay with low 1.1 1.4 l-6 1.8 2.0 2.1 2.2 24 2.6 compressibility and liquid limits less than 35 having more than half of material smaller than 75 micron IS sieve size in moist condition ii) Coarse grained soils having more than half of material 1.1 1.4 1.6 1.8 2.0 2.1 2.2 2.4 2.6 n’ larger than 75 micron IS sieve size, consisting of sands and/or gravels iii) Fine grained soil consisting of silts and clays with 1.4 1.7 2.1 2.4 2.6 2.8 2.9 3.1 3.4 medium compressibility and liquid limit greater than 35 and less than 50 firm and dry in place iv) Fine grained soils consisting of silts and inorganic 1.8 2.1 24 2.7 3.0 3.3 3.5 3.7 4.0 clays with high compressibility and liquid limit greater than 50, firm and in dry place V) Fine grained soils consisting of silts and inorganic 1.8 2,l 2.4 2.7 3.0 3.3 3.5 307 4.0 clays with high compressibility and liquid limit greater than 50, in wet conditionIS : 11399( Part 1) - 1985 TABLES FACTORFORDEPTHOFCUT ANDANGLEOFSWING FORTHEDIESELDRAGLINES (Clause A-l.1 ) PERCENTO F ANGLE OF SWING IN DEGREES OPTIMUM r---------_--- h--_,--------~ DEPTH 30” 45” 60” 75" 90" 120" 150” 180"' 20 1.06 0.99 0.94 0.90 0.87 0.81 0.75 0.70 40 1.17 1.08 1.02 0.97 0.93 0.85 0.78 0.72 60 1.24 1.13 1.06 1.01 0.97 0 88 0.80 0.74 80 1.29 1.17 1.09 1.04 0.99 0.90 0.82 0.76 100 1.32 1.19 1.11 1.05 1 .oo 0.91 0.83 0.77 120 1.29 1.17 1.09 1.03 0.98 0.90 0.82 0.76 140 1.25 1.14 I.06 1.00 0.96 0.88 0.81 0.75 160 1.20 1.10 1.02 0.97 0.93 0.85 0.79 0.73 180 1.15 1.05 0.98 0.94 0.90 0.82 0.76 o-71 200 1.10 1’00 0.94 0.90 0.87 0.79 0.73 0.69 NOTE 1 - Percent of optimum depth = Average depth at which material is to be excavated in metres x loo Optimum depth in metres ( see Table 9 ) NOTE 2 -In case of rock, percent of optimum depth shall be taken as 900 percent. 15TABLE 9 OPTIMUM DEPTH IN METRES FOR DIESEL DRAGLINES WITH STANDARD BOOM LENGTH ( Table 8, Note 1 ) SL TYPE OF SOIL/ROCK SIZE OF BUCKET IN CUBIC METRES No. r-‘-‘-------- -h___________~ 0.29 0.38 0.57 0.76 0.95 1.14 I.33 1.53 1.91 i) Fine grained soils consisting of silts and clay with low 1.5 1.7 1.8 20 2.1 2.2 2.4 2.5 2.6 compressibilitv and liquid limitsless than 35 having more than half of material smaller than 75 micron IS sieve size in moist condition ii) Coarse grained soils having more than half of material 1.5 1.7 18 2.0 2.1 2.2 2.4 2.5 2.6 larger than 75 micron IS sieve size, consisting of sands and/or gravels iii) Fine grained soils consisting of silts and clays with 1.8 2.0 2.4 2.5 2.6 2.7 2.8 3.0 3.2 medium compressibility and liquid limit greater than 35 and less than 50 firm and dry in place iv) Fine grained soils consisting of silts and inorganic 2.2 2.5 2.7 2.8 3.1 3.3 3.5 3.6 38 clays with high compressibility and liquid limit greater than 50, firm and in dry place v) Fine grained soils consisting of silts and inorganic 2.2 2.5 2,7 2’8 3.1 3.3 3~5 3.6 3.8 clays with high compressibility and liquid limit greater than 50, in wet conditionm 1 I AMEMJMENT NO. 1 NOVEMBER 1966 TO E5:11399(hrt l)-1985 GUIDELINES FOR ESTIMATING OUTffUT NORMS OF ITEMS OF \;X)RKIN CONSTRUCTION OF RIVER VALLEY PROJECTS PART 1 EARTHWRK EXCAVATION @zge 25, ?tzbtc8 , R&s 2, tine I) - Substitute 100 @ for ‘900’. (RX 63) ReFogrspby Unit, SSI, New Delhi, IdiaAMENDMENT NO. 2 JULY 1988 TO IS : 11399 ( Part 1) - 1985 GUIDELINES FOR ESTIMATING OUTPUT NORMS OF ITEMS OF WORK IN CONSTRUCTION OF RIVER VALLEY PROJECTS PART 1 EARTHWORK EXCAVATION ( Page 5, Table 1, col ‘ Swing angle ’ )- Substitute c Standard Cycle time ( in Seconds ‘for Standard Cycle Time in Minutes’. (BDC63) Printed at New India Printing Press, Khurja. India
14276.pdf	IS14276:1995 Indian Standard CEMENTBONDEDPARTICLEBOARDS- SPECIFICATION ICS 7906020 @ BIS 1995 BUREAU OF INDIAN STANDARDS MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG NEW DELHI 110002 Ociober 1995 Price Group 4Wood Products Sectional Committee, CED 20 FOREWORD This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized by the Wood Products Sectional Committee had been approved by the Civil Engineering Division Council. Cement bonded particle board, which is now being manufactured in our country, is made from a mixture of wood particles and cement. This standard is now formulated to provide necessary guidance to the manufacturers and users of this product. In the formulation of this standard, considerable assistance has been derived from the following standards: IS0 8335 : 1987 ‘Cement -- bonded particle boards - Boards of Portland or equivalent cement reinforced with fibrous wood particles’, issued by International Organization for Standardization. BS 5669 Part 4 : 1989 <Particle board : Part 4 Specification for cement bonded particle board’, issued by British Standards Institute. The committee responsible for the the preparation of this standard is given at Annex B. For the purpose of deciding whether a particular requirement of this standard is complied with, the’final value, observed or calculated, expressing the result of a test or analysis, shall be rounded off in accordance with IS 2 : 1960 ‘Rules for rounding off numerical values ( revised)‘. The number of significant places retained in the rounded off value should be the same as that of the specified value in this standard.IS 14276 : 1995 Indian Slandard CEMENTBON~EDPARTICLEB~AR~X+ SPECIFICATION 1 SCOPE 3.7 Cement Bonded Particle Board 1.1 This standard covers the requirements of Particle board made from a mixture of wood cement bonded wood particle boards. particles and portland cement. 1.2 This standard does not cover particle boards 4 MATERIALS bonded with synthetic resin adhesives. 4.1 Species of wood which do not hinder the process of setting of cement shall be used. 2 REFERENCES Suitable additives such as sodium silicate 2.1 The Indian Standards listed in Annex A are conforming lo IS 381 : 1972 and aluminium necessary adjuncts to this standard. sulphate conforming to IS 260 : 1969 shall be used to prevent inhibitive effect of setting of 3 TERMINOLOGY cement when other species are used. 3.1 For the purpose of this standard, the follow- 4.2 Cement conforming to IS 8112 : 1989 shall ing definitions shall apply and for definitions be used. other than those given below, reference may be made to IS 707 : 1976. 5 MANUFACTURE Wood particles for the manufacture of particle 3.2 Particle boards bonded with cement shall be produced Distinct particle or fraction of wood or other by cutting wood into shavings? flakes. splinters lignocellulosic material produced mechanically or slivers of sizes up to 15 mm in length, 3 mm in for use as the aggregate for a particle board. width and G.3 mm in thickness on a suitable This may be in the form of flake, granule, chipping machine. Particles up to 30 percent by shaving splinter and sliver as stated below. dry weight shall be blended with requisite quantity of cement, other chemical additives and water. 3.3 Flake The mixture shall then be formed into a board. Boards thus formed shall be stacked in a stac- Specially made thin particle, with the grain of king device and then compressed and clamped the wood essentially parallel to the surface of in a hydraulic press. Boards after compression the flake, prepared with the cutting action of shall be allowed to set in a curing chamber in the knife in a plane parallel to the grain but at the clamped condition. Cured boards shall be an angle to the axis of the fibre. allowed to mature for a period of 12 days and then dried in a drying chamber. Subsequently 3.4 Granule boards shall be trimmed to required size. Particle in which the length, width and thick- 6 FINISH ness are approximately equal, such as particle of saw dust. 6.1 The particle boards shall be of uniform thickness and density throughout the length and width of the boards. All particle boards shall 3.5 Shaving be flat and smooth. Thin slice or strip of wood pared off with a knife, planer or other cutting instrument, the 7 DIMENSIONS AND TOLERANCES knife action being approximately along the axis 7.1 The sizes of cement bonded particle boards of the fibre, such as the shavings produced in shall be as follows: planing the surface of wood. length 3 050 mm and 2 440 mm 3.6 Splinter and Sliver Width 1 220 mm Particle of nearly square or rectangular cross NOTE - Any other size as agreed to between the section with a length parallel to the grain of at purchaser and the manufacturer may be least four times the thickness. manufactured. 1IS 14276:1995 7.2T hickness accordance with 10.3 shall not be less than 7.2.1T he thickness of cement bonded particle 1 250 kg/ma. boards shall be as given below: 8.2 Moisture Content 6, 8, 10, 12, 16, 20, 25, 30, and 40 mm The average moisture content of the boards 7.3 Tolerances when determined in accordance with 10.4 shall 7.3.1 The following tolerances for the dimen- not exceed the prescribed limits given in sions shall be permitted. Table 1. The moisture content of individual test specimen shall not vary from the mean Length f5mm percentage by more than &3 percent. Width f5mm Thickness 8.3 Water Absorption i) Unsanded boards The water absorption of the boards when 6 mm to 12 mm f 1 mm determined in accordance with 10.5 shall not exceed the prescribed limits given in Table 1 for 12mm to20mm f 1.5mm 2 and 24 h soaking. 20 mm and more f 2 mm ii) Sanded boards 8.4 Swelling in Water ( For all thickness ) f 0.3 mm The swelling in thickness, length and width, Edge straightness 2 mm per 1 000 mm when determined in accordance with 10.6 shall not exceed the limits given in Table 1. Squareness 2 mm per 1 000 mm 8.5 Workability 8 PHYSICAL CHARACTERISTICS The boards shall not crack or split when 8.1 Density drilled, sawed or nailed pcrpendlcular to Thk average density of the board when tested in surface. Table 1 Requirements of Physical and Mechanical Properties for Cement Bonded Particle Boards (Cluuses 8.2, 8.3,8.4, 10.1, 10.3, 10.4, 10.5, 1‘0.6, 10.7, 10.8, 10.9, 10.10and IO.11 ) SI No. Property Requirement i) Density ( Min ) kgjma 1 250 ii) Moisture content, percent 6 to 12 iii) Water absorption ( MUX ), percent 2 h soaking 13 24 h soaking 2.5 iv) Swelling in water ( Max ). percent ( After 2 h soaking ) a) Thickness 2.0 b) Length 0.5 c) Width o-5 v) Modulus of rupture ( Min ), N/mm* Dry condition 9 Wet condition 5.5 vi) Modulus of elasticity ( Min ) . N/mm% 3000 vii) Tensile strength perpendicular to surface ( Mitt ), N/mm 0.4 a) Dry tb) Accelerated ageing 0.25 viii) Screw withdrawal strength ( Min ), N Face 1 250 850 Edge 11 to 13 ix) $PH MOR in wet condition - Specimens are soked in water at 27 f 2°C for a period of 24 h. Modulus of rupture shall be determined in wet state. Specimens are boiled in water for a period of 2 h. Afterwards they are dried at 27 $ 2aC thcelerated ageing - to a moisture content around 12 percent and then tensile strength perpendicular to surface shall be determmed. Specimens are immersed in water at 27 f 2% for a period of 72 h. After removing the specimens, pH ~PH - value of the water shall be determined using a pH meter. 2IS 14276 : 1995 9 SAMPLING AND INSPECTION b) For Determination of Moisture Content 9.1 Scale of Sampling Three test specimens from each sample, each ,of size 150 mm x 75 mm x full 9.1.1 Lot thickness of board. Specimens of other sizes may be used when deemed necessary. In any consignment, all the boards of the same dimensions and manufactured under similar conditions of production, shall be Cl For Water Absorption grouped together to consitute a lot. Three test specimens of size 300 mm x 300 mm in full thickness of board from 9.1.1.1 The conformity of a lot to the uire- each sample. ments of this standard shall be aster t!#?n ed on the basis of tests on boards selected from it. d) For Swelling in Water 9.1.2 The number of boards to be selected fr:rn Three test specimens of size 200 mm x a lot shall be in accordance with the following 100 mm in full thickness of board from each sample. Table: Lot Size No. of Boards e>F or Modulus of Rupture N Three test specimens each for dry and up to 50 ; wet condition from each sample confor- 51 to 100 3 ming to dimensions as specified in IS 2380 ( Part 4 ) : 1977. 101 to 200 4 f 201 to 300 5 1 For Modulus of Elasticity 301 to 500 7 Three test specimens from each sample 501’ and above 10 conforming to dimensions specified in IS 2380 ( Part 4 ) : 1977. 9.1.2.1 These boards shall be selected at random ( see IS 4905 : 1968 ). In order to ensure 8) For Tensile Strength Perpendicular to Surf&e randomness of selection, all the boards in the lot may be arranged in a serial order and every Three test specimens each for dry and rth board may be selected till the required num- accelerated ageing test from each sample ber is obtained, r being the integral part of N/n, of size 50 mm x 50 mm in full thickness where N is the lot size and n is the sample size. of material. 9.2 Test Specimens and Number of Tests h) For Screw Withdrawal Strength The length, width, thickness and the diagonals Three test specimens from each sample of of the boards selected as in 9.1.2 shall be measu- size 150 mm x 75 mm in full thickness red before cutting the boards for taking test of material. specimens. The straightness of edges shall also be measured. The lot having been found satis- j> For pH Value factory shall be further tested for physical Three test specimens from each sample characteristics given in 8. For this purpose, the of size 150 mm x 75 mm in full thick, boards examined according to 9.2.1 and found ness of material. Other sizes may be used satisfactory shall be used. when deemed necessary. 9.2.1 From each of the board selected follow- ing test specimens shall be cut out from 9.3 Criteria for Conformity portions 150 mm away from the edges for tests A lot shall be considered as conforming to the as specified under 10. The method of prepara- requirements of this specification, if the sample tion and conditioning of specimens shall be as and test specimens pass the requirements specified in IS 2380 ( Part I ) : 1977. prescribed in 10. a) For Determination of Density 9.3.1 In case of failure, double the number of Three test specimens from each sample, samples shall be taken from the lot for testing. each of size 150 mm x 75 mm x full thick- The lot shall be considered to have passed if all ness of board. Specimens of other sizes these samples conform to the requirements may be used when deemed necessary. specified in 10.fs 14276 : 1995 10 TESTING OF SAMPLES 10.8 Test for Modulus of Elasticily 10.1 The samples and test specimens shall be The average modulus of elasticity shall be deter- tested as given in 10.2 to 10.11 and shall mined for specimens prescribed in 9.2.1 (f) in conform to the requirements prescribed in 8 accordance with IS 2380 ( Part 4 ) : 1977 and and Table 1. shall comply with the requirements specified in Sl No. (vi) of Table 1. 10.2 Accuracy of Dimensions of Boards 10.9 Test for Tensile Strength Perpendicular to The accuracy of dimensions of boards shall be Surface measured as specified in IS 2380 ( Part 2 ) : 1977. The average tensile strength prependicular to All the samples selected in accordance with surface in dry and accelerated ageing test ( see 9.2.1 shall be measured for straightness of Table 1 ) shall be determined for specimens ed.ges, squareness of boards, length, width and prescribed in 9.2.1 (g) in accordance with thickness. IS 2380 ( Part 5 ) : 1977 and shall comply with the requirements specified in Sl No. (vii) 10.3 Test for Density of Table 1. The average density of the board shall be deter- 10.10 Test for Screw Withdrawal Strength mined for specimens prescribed in 9.2.1 (a) in accordance with IS 2380 ( Part 3 ) : 1977 and The average screw withdrawal strength shall be shall comply with requirements specified in determined for specimens prescribed in 9.2.1 (h) Sl No. (i) of Table 1. in accordance with IS 2380 ( Part 14) : 1977 and shall comply with the reqtiirements speci- 10.4 Test for Moisture Content fied in Sl No. (viii) of Table 1. The average moisture content of boards shall be 10.11 Test for pH Value determined for specimens prescribed in 9.2.1 (b) The average yH shall be determined for speci- in accordance with JS 2380 (Part 3 ) : 1977 and mens prescribed in 9.2.1 (j) in accordance with shall comply with the requirements specified Table 1 and shall comply with the requirements in Sl No. (ii) of Table 1. specified in Sl No. (ix) of Table 1. 10.5 Test for Water Absorption 11 MARKING The average water absorption shall be deter- 11.1 Each board shall be legibly and indelibly mined for specimens prescribed in 9.2.1 (c) in marked or stamped near any of its edges with accordance wits IS 2380 ( Part 16 ) : 1977 and the following: shall comply with the requirement specified in Sl. No. (iii)of Table 1. a) Name of the manufacturer or trade-mark, if any; 10.6 Test for Swelling in Water h) Thickness; and The swelling in thickness, length and width c) Date of manufacture. shall be determined for specimens prescribed in 11.2 BIS Certification Marking 9.2.1 (d) in accordance with IS 2380 ( Part 17 ) : 1977 and shall comply with the requirement 11.2.1 The product may also be marked with specified in Sl No. (iv) of Table 1. the Standard Mark. 11.2.2 The use of the Standard Mark is governed 10.7 Test for Modulus of Rupture by the provisions of Bureau of Indian Standards The average of modulus of rupture in dry and Act, 1986 and the Rules and Regulations made wet condition ( see Table 1 ) shall be determined thereunder. The details of conditions under for specimens prescribed in 9.2.1 (e) in accord- which the licence for the use of Standard Mark ance with IS 2380 ( Part 4 ) : 1977 and shall may be granted to manufacturers or producers comply with the requirements specified in Sl No. may be obtained from the Bureau of Indian (v) of Table 1. Standards.IS 14276: 1995 ANNEX A ( Clause 2.1 ) LIST OF REFERRED INDIAN STANDARDS IS No. Title IS No. Title 260 : 1969 Aluminium sulphate, non- ( Part 4 ) : 1977 l%&l$etermination of static ferric (first revision ) strength ( first revision ) 381 : 1972 Sodium silicate (first revision ) ( Part 5 ) : 1977 Part 5 Determination of 707 : 1976 Glossary of terms applicable tensile strength perpendicular to timber technology and to surface (first revision ) utilization (second revision ) ( Part 14) : 1977 Part 14 Screw and nail with- 2380 Methods of test for wood drawal test (first revision ) particle boards and boards from other lignocellulosic (Part 16) : 1977 Part 16 Determination of materials: water absorption ( first revision ) ( Part 1 ) : 1977 Part 1 Preparation and conditioning of test specimens ( Part 17 ) : 1977 Part 17 Determination of (first revision ) swelling in water ( first ( Part 2 ) : 1977 Part 2 Accuracy of dimensions revision ) of boards (first revision ) 4905 : 1968 Methods for random sampling ( Part 3 ) : 1977 Part 3 Detetermination of moisture content and density 8112 : 1989 43 grade ordinary portland ( first revision ) cement ( first revision 1IS 14276 : 1995 ANNEX B ( Foreword) COMMITTEE COMPOSITION Wood Products Sectional Committee, CED 20 Chairman Representing DR P. M. GANAPATHY Indian Plywood hdustries Research and Training Institute, Bangalore Members SHRI B. S. ASWATHANARAYANA Indian Plywood Industries Research and Training Institute. Bangalore SHRI P. D. AGARWAL Public Works Department, Uttar Prade$h SHRI V. S. SINGH ( Alternate ) SHR~ K. K. BARUAH Forest Depdrtment, Government of Assam, Guwahati SHRI T. K. DAS ( Alternate ) MAJ S. S. BISHT Directorate of Standardization, Ministry of Defence, New Delbl SHRI B. B. NARULA ( Alternate ) SHRI N. M. CHACHAN Plywood Manufacturers’ Association of West Bengal, Calcutta SHRI B. B. ROY ( Alternate ) SHRI A. K. CHATTBRJEE Directorate General of Technical Development, New Delhi SHRI 0. P. SHARMA ( Alternate ) SHRI P. G. DESHMUKH Indian Institute of Packaging, Bombay SHRI P. L. NAGARSEKHAR( Alternate ) SHRI HARISH KHAITAN Andaman Chamber of Commerce and Industry, Port Blair SHRI J. L. BOTHRA ( Alternate ) SHRI A. K. KADERKUTTY The Western Indian Plywood Ltd, Baliapatam SUPERINTENDINGE NGINEER ( S & S ) Central Public Works Department, New Delhi EXECUTIVE ENGINEER( S & S ) ( Alterme ) SHRI RAVINDER KUMAR Ministry of Dcfer,ce ( R&D ), New Delhi SHRI D. K. KANUNGO National Test House, Calcutta DR YOGESH CHANDER NIJHAWAN (Afternate ) SHRI K. S. LAU~Y The Indian Plywood Manufacturing Company Limited, Bombay SHRI P. T. S. MENON ( Altemate ) SHRIMATI P. MEENAKSHI Engineer-in-Chief’s BraI-.ch, Army Headquarters, New Delhi LT-COL PRADEEP KUMAR ( .4kvxate ) DR A. N. NAYAR In personal capacity ( C-29 Inderpuri, New Delhi 110012 ) PRESIDENT Federation of Indian Plywood and Panel Industry, Now Delhi EXECUTIVE DIRECTOR ( AIlernate ) SHRI S. K. SANGAN~RIA Assam Plywood Manufacturers’ Association, Tinsukhia SHRI K. SANKARAKRISHNAN South Indian Plywood Manufacturers’ Association, Trivandrum SHRI S. N. SANYAL Forest Products Division, FRI, Dohra Dun SHRI N. K. SHUKLA ( Alternate ) SHRI S. N. SANYAL Indian Academy of Wood Science, Bangalorc SHRI K. S. SHUKLA ( Alternate ) SHR~ H. V. SARDA Mangalam Timber Products Ltd, Calcutta SHRI AMAR KUMAR ( Allmate ) SHRI F. C. SHARMA Directorate General of Civil Aviation, New Delhi SHRI N. M. WALECHA ( AIternate ) DR Y. SINGH Ceutral Building Research Institute ( CSIR ), Roorkcr DR L. K. AGARWAL ( AZternate ) SHRI J. K. SINHA Ministry of Defencc ( DGQA ) SHRI RAMA CHANDRA ( Akrnate ) DR N. SRIRAM NUCHEM Ltd, Faridabad SHRI N. K. UPADHYAY Directorate General of Supplies and Disposals, New Delhi SHRI M. ZAFRULLA Sitapur Plywood Manufacturers’ Ltd, Sitapur SHRI TRIDIB SEN ( Alternate ) SHR I VINOD KUMAR, Director General, BIS ( Ex-ojiicio Member) Dil ector ( Civ Engg ) Secretary SHRIMATI RACHNA S~HGAL Assistant Director ( Civ Engg ), BIS ( Continued on page 7 1 6IS 14276: 1995 ( Continuedfrom page 6 ) Woo&Based Building Boards Subcommittee, CED 20 : 6 Convener Representing DR H.N. JAGADEESH Indian Plywood Industries Research and Training Institute, Bar.galore Members DR L. K. AGRAWAL Central Building Research Institute ( CSIR ), Roorkee SHRI B. SINGH ( Alternate ) SHRI A. K. CHATTERW~ Directorate General of Technical Development, New Delhi SHRI 0. P. SHARMA( Alternate ) DIRECTOR Indian Plywood Industries Research and Training Institute, Bangalore SRRI V. SWANANDA( Alternate ) Dspuyy D~RF~OR STANDARDS( CARRIAGEI II ) Ministry of Railways ( RDSO ), Lucknow ASSISTANTD IRECTORS TANDARDS ( CARRIAGEI II ) ( Alterauto ) SHRI ARV~NDJ OLLY Jolly Board Ltd, Bombay SHRI N. K. PADHYE( Alternate ) SHR~K . P. KAMALUDDIN The Western India Plywoods Ltd, Cannanore SHRI K. R. BJRJE( Alternate ) SHRI S. S. KAPUR Lloyd Insulation ( India ) Pvt Ltd, New Delhi SHRI KAUSHIKD AS (Alterno te ) SHR~ M. L. LAHOTI Assam Hardboard Ltd, Calcutta SHRI L. N. BAHETI ( Alternate J SHRI A. K. LAL National Buildings Organization, New Delhi !&RI A. G. DHONGADE( Alternate ) SHR~MATPI . MEENAKSHI Engineer-in-Chief’s Branch, Army Headquarters, New Delhi COL N. A. KUMAR ( Alternate ) SHR~P . T. S. MENON The Indian Plywood Manufacturing Co Ltd. Bombay SHRI P. N. HOSAMANI (Ahnate ) SHRI S. A. NAQUI Novopan India Ltd, Hyderabad 53~~1 A. V. V. RAGHAVACHARYA ( AIterltate ) SHRI K. SANKARAKRISHNAN Kutty Flush Doors and Furniture (Pvt ) Ltd, Madras SHRI M. V. D. MENON (Alternate) SHRI H. V. SARDA Mangalam Timber Products Ltd, Calcutta SHR~ AMAR KUM~R ( Alternate ) SHRI K. S. SHUKLA Forest Research Institute, Forest Products Division ( Composite DR !I. P. SINGH ( Akernate ) Wood ), Dehra Dun LT-COL G. B. SINGH Andaman Chamber of Commerce and Industry, Port Blair SHR~ B. S. NAGRA ( Alternate ) SHRI J. K. SINHA Ministry of Defence ( DGQA ) MAI R. N. SAIGAL ( Alternate ) DR N. SRIRAM Nuchem Limited, Faridabad SHRI D. SRIRAM (~Alternate ) SHRI P. S. SRIVASTAVA Ministry of Defence ( R & D ) SHRI RAVINDRA KUMAR ( Alternate ) SUPERINTENDINGE NGINEER ( S & S ) Central Public Works Department, New Delhi EXECUTIVE ENGINEER( S & S ) ( Alternate ) SHRI N. K. UPADHYAY Directorate General of Supplies and Disposals, New Delhi SHRI JIMMY A. UNWALLA Godrej & Boyce Manui‘acturing Co Ltd, Bombay SHRI S. S. POTNIS ( Alternate ) SHR I M. ZAFRULLA Sitapur Plywood Manufacturers’ Ltd, Sitapur SHRI TRIDIB SEN ( Alternate ) 7Bureaa of Indian Staadrrdr BIS is a statutory institution established under the Bureauo f IndianS tandardAsc t,1 986 to promote harmonious development of the activities of standardization, marking and quality certification of goods and attending to connected matteio in the country. Copyright BIS has the copyright of all its publications. No part of these publications may be reproduced in any form without the prior permission in writing of BIS. 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This Indian Standard has been developed from Dot : No. CED 20 ( 5496 ) Amendments Issued Since Publication Amend No. Date of Issue Text Affected BUREAU OF INDIAN STANDARDS Headquarters: Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telephones : 331 01 31, 331 13 75 Telegrams : Manaksanstha ( Common to 811 Offices ) Regional O&es : Telephone Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 331 01 31 NEW DELHI 110002 { 331 13 75 Eastern : l/14 C. I. T. Scheme VIII M, V. I. P. Road, Maniktola f37 84 99, 37 85 61 CALCUTTA 700054 I 37 86 26, 37 86 62 160 38 43, Northern : SC0 335-336, Sector 34-A, CHANDIGARH 160022 160 20 25, f235 02 16, 235 04 42 Southern : C. I. T. Campus, IV Cross Road, MADRAS 600113 1235 15 19, 235 23 15 Western : Manakalaya, E9 MIDC, Marol, Andheri ( East ) r632 92 95, 632 78 58 BOMBAY 40009 3 1632 78 91, 632 78 92 Branch : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE. FARIDABAD. GHAZIABAD, GUWAHATI. HYDERABAD. JAIPUR. KANPUR LUCKNOW. PATNA. THIRUVANANTHPURAM. Printed at Printwool Prlnten, Aligrrh, India
805.pdf	IS : 805 - 1988 ( Reaffirmed1 995 ) Indian Standard CODE OF PRACTICE FOR USE OF STEEL IN GRAVITY WATER TANKS ( Sixth Reprint JUNE 1998 ) UDC 621.642.3 : 628.13 : 669.14 0 Copyright 1969 BUREAU OF INDIAN STANDARDS MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG NEW DELHI 110002 Gr5 March 1969IS : 805 - 1968 Indian Slandard CODE OF PRACTICE FOR USE OF STEEL IN GRAVITY WATER TANKS Structural Engineering Sectional Committee, SMBDC 7 ctirmun Rq’wesenting D~ECTOR STANDARDS ( CIVIL ) Ministry of Railways Members SRRI L. N. A~RAWAL Industrial Fasteners Association of India, Calcutta SHRI M. M. MURARKA ( Alternate ) SHRI B. D. AWJA National Buildings Organization, New Delhi SRRI P. C. JAIN ( Alternate ) SHRI P. C. BHASIN Ministry of Transport & Communication, Department of Transport ( Road Wing ), New Delhi SERI S. R. CHAKRAVARTY Central Engineering & Design Bureau, Hindustan Steel Ltd, Ranchi SHRI P. D. DHARWARKAR ( A&mate ) SHRI D. P. CEATTERJEE Inspection Wing, Directorate -General of Supplies & Disposals ( Ministry or Supply, Technical Development & Materials Planning ) DR P. N. CHATTERJEE Government of West Bengal DR P. K. CHOUDHURI Bridge & Roof Co ( India ) Ltd, Howrah SHRI A. Smr GWTA ( Alternate) DR P. DAYARA TNAM Indian Institute of Technology, Kanpur SHRI D. S. DESAI M. N. Dastur & Co Private Ltd, Calcutta DIRECITOR ( DAME I ) C. W. P. G. ( W. W. ), New Delhi SHRI B. ‘I’. A. SA~AR ( Alternate ) Sanr~ M. A. D’SOUZA Bombay Municipal Corporation, Bombay SHRI J. S. PINTO ( A&mate ) EXECUTIVE ENGINEER ( CENTRAL Central Public Works Department, New Delhi STORES-DN No. II ) SHBI W. FERNANDES Richardson & Cruddas Ltd, Bombay SHRI P. V. NAIK ( Altemak ) S-1 SAILAPATIGUPTA Public Works Department, ‘Government of West Bengal SHBI G. S. IYER The Hindustan Construction Co Ltd, Bombay DR 0. P. JAIN Institution of Engineers ( India ), Calcutta JOINT DIBE~TOR STANDARDS Ministry of Railways (B&S) DEPUTY @REOTOR STAND- ARDS ( B & S )-II ( Alkmak \ ( Continued on page 2 ) BUREAU OF INDIAN S’I’ANUAKU~ MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG NEW DELHI 1~10002IS:805-1968 ( Gontinuedfiom page 1 ) Members Representing SHRI Oar KHOSLA Electrical Manufacturing Co Ltd, Calcutta SHRI s. N. SIN~H ( Ahrnate ) PROP K. D. MAHAJAN Engineer-in-Chief’s Branch, Ministry of Defence SRRI P. K. MALLICR Burn & Co Ltd, Howrah SERI A. P._KAYAL ( Allernale ) &RI A. K. MITRA Hindustan Steel Ltd, Durgapur SERI K. V. BHASKAR RAO PANTIJL~ ( Alternate ) SHRI P. K. MUKHERJEE Braithwaite & Co ( India j Ltd, Calcutt- SHRI M. G. PADHYE Irrigation & Power Department, Government of Mahaiashtra SHRI P. V. PAWAR ( Alternate ) SHRI B. K. PANTHAKY Indian Roads Congress, New Delhi SHBI B. BALWANT RAO ( Ahnate ) PROP G. S. RAMASWA&IY Struczzrle3ngineering Research Centre ( CSIR ), DR S. NARHARI RAO ( Al!ernate ) DR B. R. SEN Indian Institute of Technology, Kharagpur SHRI K. V. SEETTY Central Machanical Bngineermg Research Institute ( Alterntae I ) ( CSIR ), Durgapur SERI S. K. GHOSE ( Alternate II ) SHRI P. SEN GUPTA Stewarts & Lloyds of India Ltd, Calcutta SHRI M. M. GHOSE ( Alternate ) PROF P. K. >OY Jadavpur University, Calcutta SUPERINTENDINQE NQINEER Government of Madras ( PLANNINOA ND DESIGN CIRCLE ) EXECUTIVE ENQINEER I BUILD- INO CENTRE Drvrsrok ) .( Alternate ) MAJ R. P. E. VAZIF~AR Bombay Port Trust, Bombay SHRI M. N. VENEATESAN Cent~l~;~h~d Power Commission ( Power’ Wing ), e SHRI P. V. N. IYENQAR ( Alternate ) SERI R. K. SRIVASTAVA, Director General, m ( Ex-ofiti Member ) Deputy Director ( Strut & Met ) Secretarg SEIRI M. S. NA~ARAJ Assistant Director ( Strut & Met j, BIS 218:805-1968 Indian Standard CODE OF PRACTICE FOR USE OF STEEL IN GRAVITY WATER TANKS 0. FOREWORD 0.1 This Indian Standard was adopted by the Indian Standards Institu- tion on 4 November 1968, after the draft finalized by the Structural Engineering Sectional Committee had been approved by the Structural and Metals Division Council and the Civil Engineering Division Council. 0.2’ This code lays down the recommended practice for the design, fabri- cation and erection of steel gravity water tanks, either elevated, or con- structed on concrete or earthy foundations. It is designed to provide the user with tanks with adequate safety and reasonable economy which can be built in any size to meet the required capacity. It was considered not necessary to include the sizes or capacity of the tanks and the dimensions and details of the appurtenances. 0.3 Taking into consideration the views of producers and consumers, the Sectional Committee felt that it should be related to the manufacturing and trade practices followed in the country in this field. Furthermore, this consideration led the Sectional Committee to derive assistance from Specification No. I lA-1938 ’ Gravity water-tanks and steel towers, Volume I Structural details ’ issued by the Associated Factory Mutual Fire Insurance Companies, USA. 0.4 This code forms one of a series of codes on use of steel in structures. Other standard codes in the series are: IS : 800-1962 Use of structural steel in general building construction ( revised ) IS : 801-1958 Use of cold formed light gauge steel structural members in general building construction IS : 802 ( Part I )-1967 Use of structural steel in overhead transmission line towers : Part I Loads and permissible stresses IS : 803-1962 Design, fabrication and erection of vertical mild steel cylindrical welded oil storage tanks IS : 804-1967 Rectangular pressed steel tanks (Jht revision ) IS : 806-1968 Use of steel tubes in general building construction ( revised ) Since revised. 3IS:So5-1968 0.5 For the purpose of deciding whether a particular requirement of this standard is complied with, the final value, observed or calculated expressing the result of a test shall be rounded off in accordance with IS : 2-1960. The number of significant places retained in the rounded off value should be the same as that of the specified value in this code. SECTION I GENERAL 1. SCOPE I.1 This code covers materials, design, fabrication and testing require- ments for mild steel gravity ‘water tanks for erection above ground. 2. TERMINOLGGY 2.0 For the purpose of this code, the following definitions shall apply. 2.1 Tank - Tank shall mean an elevated tank,‘a standard $iPe or a reservoir. 2.2 ‘Elevated Tank - Elevated tank shall mean a container or storage tank supported on a tower. 2.3 Gapacity - Capacity shall mean the net volume contained between the level of the overflow and the lowest specified level. 3. MATERIAL 3.1 plates and sections in structural plates and sections used in tank construction shall comply with IS : 226-1962t or IS : 2062-1962: which- ever is appropriate. 3.2 Rivet Steel - Rivet, which shall be used in tank construction, shall conform to IS : 1148-1964s. 3.3 F&ctrodes - Mild steel electrodes shall compIy with the require- ments of IS : 814-196711. 3.4 Steel Mountings - Steel required for mountings shah conform to either IS : 226-1962f or IS :~2062-1962$. 3.3 Material not covered under i-1, 3.2, 3.3 and 3.4 and used in the cons- truction of tanks shall conform to relevant Indian Standards. 4. FORM 4.1 The form of a steel tank shall be cylindrical with vertical axis. If supported by a steel tower without beams, a hemispherical or other _.. --- Rules for roundingo ff numericalv alues( ret&d ). tspecification for structural steel ( standard quality ) ( third rsuision ). (_S incer evised) . SSpecification for structural steel ( fusion wekling’quality). ( Since revlstd ). gSpecification for rivet bara for structukal pu es ( ret&cd ). ( Since revtsed ). l$ipe&cation for covered electrodes for metaY arc welding of mild steel ( seed ret&ion )- ( Fourth revision in 1973).IS:805-1968 acceptable form of suspended bottom shall be provided. If a large fabri- cated riser is used, it should be not less than 1 m in diameter. The tank may have a flat bottom when placed on steel or concrete beams, or on a concrete slab. Shapes other than the cylindrical ones may also be used with mutual agreement between the manufacturer and the purchaser. 5. INFORNATION TO BE FURNISHED BY THE PURCHASER 5.1 The purchaser shall furnish with the enquiry or order the information as included in Appendix A. SECTION 2 LOAOS AND PERMISSIBLE STRESSES 6. LOADS 6-O The provisions ‘of IS : 875-1964* shall be applicable unless otherwise . . stated. 6.1 Dead Load - The dead load shall be the estimated weight of all permanent construction and fittings. 6.2 Live Load -The live load shall be the weight of all the liquid when overflowing the top of the tank. The density of water shall be taken as 1 gm/cm. 6.3 Wind Load -Wind pressure shall be assumed as given in IS : 875-1964. This pressure shall be multiplied by 0’6 to get the design pressure on cylindrical, conical, hemispherical and elliptical surfaces. This wind pressure shill be applied on the total area of projection, the point of application being the centre of gravity of the projected area. 6.4 When subjected to seismic effects the provisions contained in IS : 1893-1966t shall apply. 7. PERMISSIBLE STRESSES 7.1 The permissible stress specified in IS : BOO-1962: and IS : 816-1956s are basic stresses for the purposes of this code. Thev shall -be reduced for the design of tank as specified in 7.2 and 7.3. 7.2 Permissible Stresses for Tank Plates - The values given in IS : 800-1962: shall be multiplied by 08 to derive the +missible stress in the tank plates. __ Code of practice for structural safety of buildings : Loading standards ( rstisd ). flriteria for earthquake resistant design of structures (fist rsrriJion ). Code of practice for use of structural steel in general buildii construction (rcviscd). OCode of practice for use of metal arc welding for general construction in mild steel. ( Since revised ). 5IS : 805 - 1968 7.3 Welded Constructions -The values given in IS : 816-1956* shall be multiplied by 0’8 to derive permissible stresses for welds in tank plate construction. 7.4 For the design of supporting structure, the permissible stresses given in IS : 800-19627 and IS : 816-1956* shall be applicable. SECTION 3 DESIGN 8. GENERAL 8.1 The provisions of IS : 800-1962T and IS : 816-1956* in conjunction with the provisions of this standard shall be applicable for design of gravity water tanks and supporting structures. 9. EFFICIENCY OF WELDED JOINTS 9.1 For joint in tanks, the efficiency factors given in 9.2 to 9.4 shall. ‘be applied to butt welds and fillet welds. 9.2 For all types of butt welds, for tank plate construction 0.85 shall be takenas the joint efficiency factor. 9.2.1 In the case of butt joints having the corresponding plate edges at an -effect from each other within the permissible range specified in 28.2, the joint shall be provided for the joint efficiency factor given in 9.2 after designing it for the eccentricity introduced, if any, by the offsetting. 9.3 For fillet welds, for tank plate construction, 0’75 shall be taken as the joint efficiency factor. 9.4 For the design of supporting structure, the full values of the weld joints shall be permitted. IO. THICKPIE!M OF METAL 10.1 Minimum Thickness - The minimum thickness of metal shall be 6’0 mm except in roofs land railings. 10.1.1 The controlling thicknessfor rolled beams and channels shall be taken as the mean thickness of the flange, regardless of the web thickness. 19.2 Thickness for Corrosion - Interior bracing, if unavoidable, shall always have an additional thickness of 1’5 mm added to the calcula+ed thickness. The section shall be accessible for clearing. The plates of tanks to contain salt or alkaline water shall be 1’5 mm thicker than that calculated. Co& of practice for use of metal arc welding for general construction m mild steel. ( Since rehed ). t&de of practice ~for use of structural steel in general building construction ( revised) . 6IS : 805 - 1968 10.3 Thickness of Bottom Cylindrical Courses - The thickness of plates in the lower cylindrical courses of tanks with suspended bottoms shall be not less than 8 mm, for tank of capacity 500 000 to 700 000 litres, and 10 mm for tanks of capacity 700 000 to 1 000 000 litres. For larger tanks the thickness shall be at least 1.5 mm greater than that calculated. 11. LOAD LOCATION 11.1 The vertical joints between the shell plates shall be designed for the tension due to hydrostatic pressure on the shell. 11.2 The hydrostatic pressure shall be measured at 30 mm above the bottom rivet line in the lower horizontal joint of the shell ring in question ( see Fig. 1 ). When welded, the hydrostatic pressure shali be computed at 30 cm above the centre line of the lower horizontal weld of the shell ring (for minimum thickness of material see 10 ). 12. OmPENING FOR CONNECTIONS 12.1 Manholes, pipe openings, and connections for attachments shall be reinforced by the additional steel plates of sufficient thickness and properly connected to carry the total load that would be carried by the cut out portion of the plate, without overstressing, when the average tensile stress in the net section of the cut plate exceeds that permitted under 7. 13. CURVED-BOTTOM PLATES 13.1 Suspended bottom plates shall lap inside the plates of the lowest cylindrical course. 14. STIFFENING ANGLE 14.1 Stiffening angles shall be provided around the top of tank without roofs. The stiffening angles shall have a minimum section modulus determined by the equation Z = 0.0 578 DaH where Z = modulus of section in cubic centimetres, D = nominal diameter of tank in m, and H = height of cylindrical portion of tank shell in metres. 15. BOTTOM ANGLE 15Il -The sides and bottoms of flat bottom tanks of riveted construction 6 m and over in diameter shall be connected by spliced angles caulked along bcth legs. 7IS : 805 - 1968 16. RIVETED JOINTS 16.1 Minimum Pitch of Rivets - The minimum distance between cen- tres of rivet holes, shall be not less than 2’5_times the diameter of the rivet hole. 16.2 Maximum Pitch of Rivets - The maximum distance between centres of rivet holes along caulking edges of plates, except at the column connections, shall not exceed 10 times the thickness of the thinnest plate for single riveted joints, or 12 times the thickness of the thinnest plate in joints having more than one row of rivets. 16.3 Staggering of Rivets - When the rivets of adjacent parallel rows are staggered, the distance between centre lines of adjacent rows shall be at least twice the diameter of the rivet hole and the section of the plate between adjacent two rivets in adjacent rows shall be at least 0’6 times the section between two rivets in the line of stress. 17. WELDED JOINTS 17.1 The joint between the shell and the flat bottom shall consist of a continuous fillet weld on both sides of the shell plate ( see Fig. 2 ). Bottom plates for tank over 15 m in diameter shall be 8 mm thick. FIG.2 WELDED CONNECTION SHELL TO FLAT BOTTOM 17.2 Single fillet lap-joints ( see Fig. 3 ) may be used only on the outside of roof plates, on the inside of bottom plates resting directly on sand or concrete slab foundations, and for connecting details not in contact with water. FIG.3 SINGLE FULL-FILLETL AP JOINT 9IS:805-1968 17.3S ingle fillet and sealed joints ( see Fig. 4 ) may be used in plates not exceeding 12 mm in thickness but not in flat bottom plates on grillage beams. CONTINUOUS FILLET WELD (OUTSIDE ) 5t-I t ii CONTINUOUS SEAL WELO INSIOE FIG. 4 SINGLE FULL-FILLET AND SEAL LAP JOINT 17.4D oudle fillet lap-joints ( see Fig. 5 ) may be used in plates not exceed- ing 12 mm in thickness. [[ / LCONTINUDUS FILLET WELD -’ 1-J FIG. 5 DOUBLE FULL-FILLET LAP JOINT 17.5F or all butt welds, the details, that is, form of joints, angle between fusion faces, gap between parts, finish, etc, shall he arranged in accordance with Appendix C of IS : 82%1964. The reinforcement in the case of butt welds shall not exceed 20 percent if welded from one side of the joint and 10 percent if welded from both sides of the joint. 17.6 Single bevel butt joint may be used for horizontal joints in shell plates of thickness not exceeding 12 mm. For thickness above 12 mm double bevel weld shall be used. 17.7 Where two bottom plates lap under the shell, the triangular space shall be completely filled, and a full size joggle shall be provided as shown in Fig. 6. The end joints between the sketch plates shall be arranged so that a smooth bearing for the shell is secured. / Code of procedure for manual metal arc welding of mild steel. 10SHELL PLATE El4 FULL-SIZED JOGGLES tb 2.5t-c tb WHERE TWO PLATES LAP UNDER SHELL t- VIEW IN DIRECTION X t I -cl k I-- 1 I I INSIDE OF SHELL PLATE TANK\ //- DETAIL AT A FLAT BOTTOM PLATE x tb -x t ’ SECTION BB NOTE- Space under shell plate completely filled with weld metal. FIG. 6 JOGGLE JOINTS IN BOTTOM PLATESIS:805-1968 SECTION 4 ACCESSORIES 18. CONNECTIONS 18.1 Connections shall be provided on the tank for necessary pipes, braces and walkway supports. 19. ROOF 19.1 General - A conical or dome-shaped steel or iron roof shall be provided when the tank is situated outdoors. The roof plates shall be at least 3 mm thick, joined together with rivets or bolts spaced not more than 15 cm apart, or by welding. The roof shall not be air-tight unless an adequate vent is provided to prevent appreciable~variations in pressure in the tank during filling or discharge. Conical roofs with a minimum slope of 30” are considered self supporting when roof-plates are 3 mm thick on tanks not over 9 m in diameter and when plates are 5 mm thick -on tanks not over 12 m in diameter. Flatter or larger roofs shall be supported by steel rafters. A cover may also be required when the tank is inside a building. 19.2 Roof Anchorage - Each roof plate .$a11 be securely fastened to the top of the tank by two or more connections spaced systematically but not over 75 cm apart, and containing bolts or rivets at least 12 mm in diameter, or by equivalent welding. Stitch welding or short fillets shall be used. 19.3 Roof Hatch - An easily accessible hatch not less than 50 x 55 cm shall be provided in the roof. The hatch-cover shall be built of steel or iron plate at least 3 mm thick and shall open to the right on heavy hinges having non-corrodible pins. A substantial catch shall be provided to keep the cover closed. Other forms of hatch-cover may be accepted but approval of the design shall first be obtained from the inspector’. 20. LADDERS 20.1 General -- Inside and outside steel ladders arranged for convenient passage from one to the other and through the roof hatch shall be pro- vided. Ladders shall not interfere with opening of the hatch-cover and shall not incline outward from the vertical at any point. Ladders fixed to the tank side are preferred. Welding of ladders to the tank shell is permitted. Ladders may be of welded construction. 20.2 Outside Fixed Ladder - An outside fixed ladder shall be provided at least 15 cm away from the tank side and rigidly bolted or iyelded to brackets riveted or welded to the tank plates not over 3’0 m (apart. The top bracket shall not be more than 30 cm below the top of the she11 and 12IS:SO5-1968 the bottom bracket not more than 1.5 m above the -base of the tank cylinder. The fixed ladder shall be in line with the roof hatch. The sides of the ladder shall extend 45 cm above the top of the tank and then bent downward in an arc to the tank roof where the ends shall be securely fastened. 20.2.1 Where the height of the tank is more than 6 m, safety cages should be provided as a protective measure. 20.3 Outside Revolving Ladder - An outside revolving ladder, if pro- vided, in lieu of an outside fixed ladder, shall not exceed 9 m m length and shall extend from supporting tower ladder to painters ’ trolley. The ladder shall be rigidly bolted at the top and bottoni in its normal position in line with the .sdpporting tower ladder and just to the left of the roof hatch. 20kInside Ladder - The inside ladder shall be riveted or welded to the cylindrical shell by brackets not over 3.0 m apart, the upper bracket being located at the top of the tank. The portion of the ladder in the suspended bottom shall extend to the lowest point, and be provided with brackets not over 3-O m apart which will rest upon the tank without scrap- ing off the paint. The brackets shall not be connected to the suspended bottom plates. 20.4.1 A ladder shall extend from the top to the bottom inside the larger riser pipes 1 m or more in diameter and shall be secured to the riser shell plates by brackets spaced not over 3’0 m apart, the upper bracket being located at the top of the riser. 20.5 Ladder Bars and Rungs - Ladder side bars shall be not less than 50 X 6 mm flat steel forfixedladders, and~65 x 10 mm for movable ladders. Side-bars shall be spaced 25 cm apart. Rungs shall be at least 16 mm round or square steel spaced 30 cm on centres. The rungs shall extend through and be firmly riveted or welded to the side bars. Ladders and connections shall be designed to support a concentrated load of 160 kg. 2Oi6 -Painters’ Trolley - Some form of trolley or other acceptable device shall be provided for all elevated tanks to facilitate repainting the outside of the tank. The connection of the trolley at the’ top of the tank shall be substantial. The lower end of the trolley shall be provided with a substantial U-bolt or other suitable device for the painters’ use. SECTION 5 FABRICATION 21. GENERAL 21.1 The provisions of IS : 800-1962 in conjunction with the provisions of tQii code shall apply for fabricating-gravity water tanks. __._____-.--.-- we of practice for use ot structural steel in general building construction ( rqised ) . 13x3:805- 1968 21.2 Where fabrication is by welding, provisions of IS : 816-1956 in con- junction tiith the provisions of this code shall apply. 21.3 Welding Procedure : The provisions contained in IS : 823-1964t shall apply. 22. SHAPING OF SHELL PLATES 22.1 Shell plates may be shaped to suit the curvature of the tank and the erection procedure to the following schedule: Nominal Plate .Nominal Tank Thickness Diameter mm m 10 9 and less 12 18 and less 16 36 and less Over 16 all sizes J%xceptw here otherwise specified by the purchaser the shell plates shall be rolled to correct curvature. 23. CAULKING 23.1 Riveted tanks shall be made water-tight by caulking the edges of the plates with a round rosed tool before painting. Foreign material, such as lead, copper fillings, cement, etc, shall not be used in the joints. -24. FITTING ROOFS 24.1 The roof shall fit tightly to the top of the tank to prevent circulation of air over the surface df the water. To assist in obtaining a tight fit, a grid or spider consisting of steel rods spaced preferably not over 1 m apart may be placed around the top of the tank running radially ;nward to a ring. The spider shall not obstruct the flow of water into the overflow inlet. 25. BOTTOM PLATES ON SOIL OR CONCRETE 25.1 Coatings - Heavily tarred paper 25 cm wide shall be laid sym- metrically under all seams and the outside edge to be welded in flat Code of practice for use of metal arc welding for general construction in mild steel. ( Since revised ). tcode ofprocedure for manual metal arc welding of mild steel. 14IS : 805 - 1969 bottom tanks ‘on solid foundations. The underside of all bottom plates shall be painted two coats, one in the shop, and a patch and overall coat in the field before being placed in position. 26. EDGE PREPARATION FOR WELDING OF JOINTS 26.1 In no circumstances, sheared edge without dressing shall be used for welding. Flame-cut edges shall be cleaned before welding. 26. BOTTOM JOINT -WELDING 27.1 The shell plates shall be aligned by guide lugs or tack welds to the bottom plates before continuous welding is started between the bottom edge of the shell plate and the bottom plates. These tack welds, about 12 mm long, shall be chipped out as the continuous welds progress. Con- siderable length of vertical seam between adjoining edges of the shell plates shall be welded up from the bottom before the -continuous welding of shell to sketch plates ( see Fig. 7 ) proceeds beyond that point. l+zz----- SECTION YY -2 ETCH PLATES MIN THICKNESS 6 mm7 ENLARGED SECTION DD ENLARGED SECTION CC I-X SECTION XX FIG. 7 TYPICAL LAYOUT OF TANK BOTTOM ( For tanks up to and including 12 m dia ) 15IS : 805 - 194% 28. SHELL PLATES - MATCHING 28.1 At all fillet welds, the lapped plates shall be held in close contact during welding. Plates in which the vertical joints are to be butt welded shall be accurately matched and retained in position during welding. Tack welds may be used to hold the edges in line provided they are entirely removed so that they do not form a part of the main weld. 28.2 When assembled for welding, corresponding plate edges in butt joints shall not have an offset from each other at any point in excess of one- fourth the thickness of the thinnest plate. Bars, jacks, clamps, wedges, or other appropriate tools may be used to hold the edges to be welded in line. All shell plates shall be truly cylindrical and plumb, free from local irregularities. 28.3 If erection bolts are used for ~holding lap joints in line, they shall be removed before welding and replaced by light tack welds. The holes for erection bolts, as well as the holes used for lifting the plates into position, shall be sealed by full-formed rivets having heads seal-welded or by plugging with weld. 29. SHELL PLATE WELDING 29.1 General - The dimensions and shapes of the edges to be joined shall be such as to allow thorough fusion and complete penetration. On butt joints, where the width of the gap at the f&e of the weld is greater than 12 mm, the weld metal except the .final surface layer shall be peened to relieve shrinkage stresses. This will improve the effectiveness of the finished weld. 28.2 The sequence of welding shell plates shall be such that shrinkage stresses are effectively reduced by accommodating the contraction about the weld as it cools, thus avoiding rigidity. 30. PAINTING 30.1 The whole of steelwork with the exception of rivets, bolts and nuts and machined surfaces after being thoroughly cleaned free from rust, loose scale, dust, etc, shall be given one coat of red lead paint conforming to IS: 102-1962 unless specified otherwise. All rivets, bolts, nuts and washers, etc, shall be thoroughly cleaned and dipped in boiled linseed oil. All machined surfaces shall be well coated with a mixture of white lead and tallow. Surfaces which are to be held in contact by riveting or bolt- ing shall be painted before assembly, and the parts brought together while still wet. Unless specified otherwise, all surfaces inaccessible after rivet- ing or intermittent welding shall be given two coats of red lead paint Sp:cification for ready mixed paint, brushing, red lead, nonsetting, priming ( revised ). 16IS:805- 1969 conforming to IS : 2074-1962 before assembly. Welds and adjacent parent metal shall not be painted prior to cleaning, inspection and approval. 31. TESTING 31.1 Tank shell, tank bottom on grillage beams, or large riser shall be tested by filling with water and constantly inspecting all visible joints carefully. If any leaks or other defects are discovered, the water level shall be lowered immediately. Welded joints shall not be tested by hammering. 31.2 A flat bottom tank on a solid foundation shall be tested after the lowest ring of the shell, including the circumferential joint at the bottom, has been completely welded followed by welding of the contraction seams in the bottom. The outside of the shell should be sealed to the ground or other foundation with wet clay and then air forced underneath the bottom until the plates are raised a few inches. A U-tube near the centre of the bottom is used for the air collection. The seams are tested with soap solution. 31.3 The inspector may judge the quality of welds by visual inspection or by chipped out sections with a cold chisel or by having trepanned plugs removed from welds and etched, and the holes properly repaired. Rewelding shall be paid for by the purchaser unless the welds are found defective, in which case all defective welding shall be cut out and replaced at the expense of the fabricator. 32. REPAIRS 32.1 Repairs of welding by hammering of welded joints shall not be attempted while the tank is full. Welded joints shall be repaired only after lowering the water at least 60 cm below the joint to be repaired, or after completely draining. Repair shall consist of chipping or melting out of all defective metal and rewelding to give full strength. 32.2 The tank shall be entirely water-tight under test, to the satisfaction of the inspector, before painting. Specification for ready mixed paint, red oxide-zinc chrome, priming. 17IS: 805-1968 APPENDIX A ( Clause 5.1 ) INFORMATION TO BE SUPPLIED WITH THE ENQUIRY AND ORDER A-I. Capacity required in litres or dimensions In multiples of l-25 m and if any provision is to be made for future extension. A-2. Limiting conditions, if any, as to space and accessibility for erection and whether the tank will be erected inside a building or exposed to the atmosphere. If any partition is required, its particulars are to be given. A-3. The fact whether the water to be stored is hard or soft to be stated. If water level indicator is to be supplied, particulars of fixing the indi- cator are to be given. A-4. Any special requirements as to jointing material and as to internal and external coating or lagging. A-3. Particulars of connections and drilling required and precise location on tank with dimensioned sketches, having regard to possible future require- ments. A-6. Whether external access ladders are required and, if so, particulars to be given. A-7. Details of any existing or proposed supporting structure and weight of bottom of tank above ground level. A-S. Whether transverse supporting bearers are required and, if SO, particulars as to span and end support to be given. A-9. Whether inspection will be made by the representative of the purchaser at the works of the manufacturer. A-10.W hether erection and test are to be carried out by the manufacturer at site, if so, information as to site conditions and accessibility to be given by the purchaser, and whether water for testing -will be made available by the purchaser to be stated. A-II. Whether the tank is to be riveted or welded. 18BUREAU OF INDIAN STANDARDS . Headquarters: Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002 Telephones: 323 0131, 323 3375,323 9402 Fax : 91 11 3234062, 91 11 3239399,91 11 3239382 Telegrams : Manaksanstha (Common to all Offices) Central Laboratory: Telephone Plot No. 20/Q, Site IV, Sahibabad Industrial Area, Sahibabad 201010 0-77 00 32 Regional Offices: Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002 323 76 17 Eastern : l/14 CIT Scheme VII M, V.I.P. Road, Maniktola, CALCUTTA 700054 337 86 62 Northern : SC0 335-336, Sector 34-A, CHANDIGARH 160022 60 38 43 Southern : C.I.T. 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Gupta Marg, Nampally Station Road, HYDERABAD 500001 20 10 83 E-52, Chitaranjan Marg, C-Scheme, JAIPUR 302001 37 29 25 1171418 6, Sarvodaya Nagar, KANPUR 208005 21 68 76 Seth Bhawan, 2nd Floor, Behind Leela Cinema, Naval Kishore Road, 23 89 23 LUCKNOW 226001 NIT Building, Second Floor, Gokulpat Market, NAGPUR 440010 52 51 71 Patliputra Industrial Estate, PATNA 800013 26 23 05 Institution of Engineers (India) Building 1332 Shivaji Nagar, PUNE 411005 32 36 35 T.C. No. 14/1421, University P.O. Palayam, THIRUVANANTHAPURAM 695034 621 17 Sales Office is at 5 Chowringhee Approach, PO. Princep Street, 271085 CALCUTTA 700072 tSales Office is at Novelty Chambers, Grant Road, MUMBAI 400007 309 65 28 Sales Office is at ‘F’ Block, Unity Building, Narashimaraja Square, 222 39 71 BANGALORE 560002 Printed at Simco Printing Press, Delhi, India
4880_5.pdf	IS : 4880( Part V ) -1972 hdim Standard (‘eamrm’9e9d)5 CODE OF PRACTICE FOR DESIGN OF TUNNELS CONVEYING WATER PART V STRUCTURAL DESIGN OF CONCRETE LINING lIUSOFT STRATAAND SOILS (SecondReprint NOVEMBER1990) UDC 62419101:624196 @ Copyright 1972 BUREAU OF INDIAN ST AhJDARDS MANAIC BHAVAN, 9 BAHADUR SHAH ZAFAR MARG NEW DELHI 110002 Gr 7 December 1972IS : 4880 ( Part V ) - 1972 Indian Standard CODE OF PRACTICE FOR DESIGN OF TUNNELS CONVEYING WATER PART V STRUCTURAL DESIGN OF CONCRETE LINING IN SOFT STRATA AND SOILS Water Conductor Systems Sectional Committee, BDC 58 Chairman SHRI P. M. MANE Ramalayam, Pedder Road, Bombay 26 Members Represenling SHRI K. BASANNA Public Works Department, Government of Mysore SHRI N. M. CHAKRAVORTY Damodar Valley Corporation, Dhanbad CHIEF CONSTRUCTION ENQINEER Tamil Nadu Electrictty Board, Madras SUPERINTENDING ENGINEER (TECHNICAL/CIVIL) ( Alternate \ CHIEF ENQINEER ( CIVIL ) kndhra Pradesh State Electricity Board, Hyoeraoad SUPERINTENDING ENGINEER ( CIVIL AND I~vE~rro.4~101-4 CIRCLE ) ( Alternate ) CHIEF ENCXNEER ( CIVIL ) Kerala State Electricity Board, Trivandrum CHIEF ENGINIZER ( IRRIQATION ) Public Works Department, Government of Tamil Nadu SHRI J. WALTER ( Alternate) DIRECTOR (HCD) Central Water & Power Commission, New Delhi DEPUTY DIRECTOR ( PH-1) ( Al8 r. e mar. cI I DIRECTOR, LRIPRI Irrigation & Power Department, Government of Punjab SHRI H. L. SHARMA ( Alternate ) SHRI D. N. DUTTA Assam State Electricity Board, Shillong SHRI 0. P. DATTA Beas Designs Organization, Nangal Township SHRI J. S. SINGHOTA ( Alternate ) SHRI R. G. GANDHI The Hindustan Construction Co Ltd, Bombay SHRI hf. S. DEWAN ( Alternate) SHRI K. C. GHOSAL Alokudyog Cement Service, New Delhi SHRI A. K. BISWAS ( Alternate ) SHRX M. S. JAIN Geological Survey of India, Calcutta SHRI I. P. KAPILA Central Board of Irrigation & Power, New Delhi ( Continued on page 2 ) BUREAU OF INDIAN STANDARDS MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARC NEW DELHI 110002x$ : 4880 (Part V ) - 1972 ( Continued from page 1 ) Members Rcprasenting SHRI B. S. KAPRE Irrigation & Power Department, Government of Maharashtra SHRI Y. G. PATEL Pate1 Engineering Co Ltd, Bombay SHRI C. K. CHOKSHI ( Alternate ) SHRI A. R. RAICHUR . R. J. Shah & Co Ltd, Bombay SHRI S. RAMCWANDRAN National Projects Construction Corporation Ltd, New Delhi SHRI K. N. TANEJA ( Alternate) SWRI G. N. TANDON Irrigation Department, Government of Uttar Pradesh SHRI D. AJITHA SIMHA, Diiector General, ISI ( Ex-o&i0 Member ) Director ( Civ Engg ) Secretary SHRI G. RAMAN Deputy Director ( Civ Engg ), IS1 Panel for Design of Tunnels, BDC 58 : PI Convener SHRI C. K. CHOWsHI Pate1 Engineering Co Ltd, Bombay Members CHIEF ENGINEER ( IRRITATION ) Public Works Department, Government of Tamil Nadu DIRECTOR ( HCD 1 Central Water & Power Commission, New Delhi 'DEPUTY DIRECTOR ( PH-1) ( Alternate ) SHRI 0. P. GUPTA Irrigation Department, Government of Uttar PFadesh SHRI M. S. JAIN Geological Survey of India, Calcutta SHRI B. S. KAPRE Irrigation & Power Department, Government of Maharashtra SHRI A. R. RAICHUR R. J. Shah & Co Ltd, Bombay SHRI J. S. SIN~HOTA Beas Designs Organization, Nangal Township SHR~ 0. R. MEHTA (Alternate) 2IS : 4880 ( Part 9 ) - 1972 Indian Standard CODE OF PRACTICE FOR DESIGN OF TUNNELS CONVEYING WATER PART V STRUCTURAL DESIGN OF CONCRETE LINING IN SOFT STRATA AND SOILS 0 . F O R E W O R D 0.1 This Indian Standard ( Part V) was adopted by the Indian Standards Institution on 25 February 1972, after the draft finalized by the Water Conductor Systems Sectional Committee had been approved by the Civil Engineering Division Council. 0.2 Water conductor system occasionally takes the form of tunnels through high ground or mountains, in rugged terrain where the cost of surface pipe line or canal is excessive and elsewhere as convenience and economy dictates. This standard, which is being published in parts, is intended to help the engineers in design of tunnels conveying water. This part lays down the criteria for structural design of concrete lining for tunnels in soft strata and soils, covering recommended methods of design. However, in view of the complex nature of the subject, it is not possible to cover each and every possible situation in the standard and many times a departure from the practice recommended in this standard may be necessary to meet the requirements of a project’ and/or site for which discretion of the designer would be required. Some such situations in which special investigations will be required are given below: a) Where swelling and squeezing types of rocks subject to internal tectonic stresses are met; b) Where high temperature carbonate formations are met, which may produce carbon dioxide; c) Where large variations in formation temperatures exist in * different sections of a tunnel; and d) Where anhydrite formations are met which may show expansion sometimes about 30 percent of their volume on becoming wet, 0.3 Other parts of this standard are as follows: Part I General design, Part II Geometric design, Part III Hydraulic design, 3$3 : 4880 ( Part V ) - 1972 Part IV Structural design of concrete lining in rock, and Part VI Tunnel supports. 0.4 For the purpose of deciding whether a particular requirement of this standard is complied with, the final value, observed or calculated, express- ing the result of a test or analysis, shall be rounded off in accordance with IS : 2-1960. The number of significant places retained in the rounded off values should be the same as that of the specified value in this standard, 1. SCOPE 1.1 This standard ( Part V) covers the criteria for structural design of plain and reinforced concrete lining for tunnels and shafts in soft strata and soils mainly for river valley projects. NOTE-The provisions may, nevertheless, be used for design of tunnels for roadways, railways, sewage and water supply schemes! provided that all factors peculiar to such projects as may affect the design are taken mto consideration. 1.2 This standard, however, does not cover the design of steel and prestressed concrete lining, the design for concrete lining in swelling and squeezing rocks subject to internal tectonic stresses and design for seismic Crces. 2. TERMINOLOGY 2.0 For the purpose of this standard the following definitions shall apply. 2.1 Soft Strata - Strata of rocks which are soft either by their nature, usually sedimentary and metamorphic or which have become soft due to alternation and/or shearing, crushing and intensive jointing and which require supports to be installed within a very short period of excavation, but which cannot be easily excavated by hand tools. 2.2 Soils - Decomposed and disintegrated rocks which require support immediately after and/or during excavation and can be excavated by hand, tools. 2.3 Minimum Excavation Line (A-Line) -A line within .which no unexcavated material of any kind and no supports other than permanent structural steel supports shall be permitted to remain. NOTE -Where due to the nature of strata structural steel supports are essential the minimum excavation line may be at least 75 mm behind the outer flange of the support to accommodate permanent lagging and/or primary-concrete. Rules for rounding off numerical values (rctisrd). 4IS:4880( Part V). 1972 2.4 Pay Line ( B-Line ) - An assumed line ( beyond A-line ) denoting mean line to which payment of excavation and concrete lining is made whether the actual excavation falls inside or outside it. NOTE- The distance between A and B-lines shall be decided by contracting authority. 2.5 Primary Lining - A concrete lining laid j&mediately after excava- tion and installation of steel supports. This may cover the full section excavated or part section depending on conditions of strata. This may be plain in situ concrete or precast concrete segment; or cast iron segments packed with concrete or grout. 2.6 Final Lining - It is the concrete between ‘primary lining and the finished line of the tunnel. 2.7 Cover- Cover on a tunnel in any direction is the distance from the tunnel profile to the ground surface in that direction. However, where the thickness of the overburden is sizable it’s equivalent weight may also be reckoned provided that the rock cover is more than three times the diameter of the tunnel. 3. MATERIALS 3.1 Plain and reinforced concw=te shal1 generally conform to IS : 456-1964. 4. GENERAL 4.1 The design of tunnel linings requires a thorough study of the geology of the strata to be pierced by the tunnel, the effective cover and a knowledge of the stress strain characteristics, state of stress, etc. It is recommended that a critical study of all these factors be made by test borings, drifts, pilot tunnels or other exploratory techniques. The design of tunnel linings also requires a critical study of the external and internal loading conditiom, stresses prior to excavation and their redistribution after excavation, on account of anisotropy of strata and other variables and indeterminate factors, the designer should make a reasonable assessment of the loading conditions taking all the factors into consideration. In Soft strata tunnels, besides the above data, it is essential for the designer to have a knowledge of the method of construction which is practicable and economical. The development of loads, in soft strata, is dependent on the size and shape of the tunnel and the methods of construction and time lag between excavation and support. The design should aim at simplicity of construction. 4.2 It is essential for the designer to have a fairly accurate idea of the seepage and the presence or absence of ground water under pressure likely Code of practice for plain and reinforced concrete ( second rmision ) . 3IS : 4880 ( Part V ) - 1972 to be met with. Where heavy seepage of water is anticipated, the designer shall make provisions for grouting with cement and/or chemicals or extra drainage holes and also consider the feasibility of providing steel lining, if necessary. It is recommended that such designs of alternative use of steel lining be made with the design of plain-reinforced lining, so that the design is readily available should the construction personnel require it, when they meet unanticipated conditions. 4.3 Pressure tunnels with high hydrostatic loads shall have concrete lining reinforced sufficiently to withstand bursting, where inadequate rock cover and unstable ground conditions pxzvail. Generally, a pressure tunnel should have a reinforced lining if the cover is less than the internal pressure head. In such cases even the provision of a steel plate liner should be considered. If reinforced concrete ljning is adopted, the stresses in reinforcement shall be checked to avoid excessive crack width in the concrete as these may lead to seepage from the tunnel into the strata endangering its stability. The final choice would, however, be guided by the geological set up, practicability and economics. The provision of steel liner shall also be considered where high velocity cavitation or erosion of the lining is expected due to high velocity of water. 4.4 Detailed structural analysis and model studies shall be made for design of junctions and transitions for tunnels. Such transitions are difficult to construct in the restricted working space in tunnels and this aspect shall be kept in view so that the proposed structures are easy for construction. 4.5 An adequate amount of both longitudinal and circumferential reinforcement may be provided near the portals of tunnels to resist loads resulting from loosened rock headings or from sloughing of portal cuts. The length to which such reinforcement should be provided depends on the na_ture of the rock ( extent of disintegration, stratification, etc) and the nature and probable behaviour of the overburden near the portal face. 5. LOADING CONDITIONS 5.1 General - The design shall be based on the most adverse combination of probable load conditions, but shall include only those loads which have reasonable probability of simultaneous occurrence. 5.2 Load Conditions - ’The design loading applicable to tunnel linings shall be classified as normal and extreme design loading conditions. Design shall be made for normal loading conditions ( see Appendix A ). The design loading shall be as follows: a) External Strata Loads ( see 7.7 ) b) Self Load of Lining c) External Water Pressure 1) .Normal design loading conditions - The maximum loading obtained from either maximum steady or steady stateIS : 4880-( Part V ) - 1972 condition with loading equal to normal maximum ground water pressure and no internal pressure, or maximum difference in levels between hydraulic gradient in the tunnel, under steady state or static conditions and the maximum downsurge under normal transient operation. 2) Extreme design loading conditions-Loading e.qual to the maximum difference in levels between the hydraulic gradient in the tunnel under static conditions and the maximum downsurge under extreme transient operation or the difference between the hydraulic gradient and the tunnel invert level in case of tunnel empty conditions. d) Internal Design Water Pressure ( see 7.9 ) 1) Normal design loading conditions - Maximum static conditions corresponding to maximum water level in the head pond, or loading equal to the difference in levels between the maximum upsurge occurring under normal transient opera- tion and the tunnel centre line. 2) Extreme design loading conditions - Loading equal to the differ- ence between the highest level of hydraulic gradient in the tunnel under emergency transient operation and the tunnel centre line. e) Seismic Forces - See Note. NOTE -According to the prevailing practice the tunnel lining is not designed for seismic forces unless the tunnel crosses an active fault in which case some flexibility is provided at that section to allow for some movement in case of an earthquake. However, at locations where studies indicate that seismic forces will be significant they shall be catered for in the design. 5.3 Design Loailing for Shafts - The design loading for the shaft walls ‘shall in general be the external earth and ground water pressures. The earth pressure will vary according to the material through which the shaft is excavated and may be computed from the Rankine, Coulomb or slip circle theories in the same way as for retaining walls. This may be considered as uniformly distributed along the perimeter of the shaft except where the material changes in its properties such as in case of steep sloping rock overlain by overburden in which case the differential pressures should be suitably reckoned. 5.3.1 If compressed air sinking is applied, force due to this aspect shall also be taken into account. 5.3.2 If a mantle of thixotropicfluid is uud between the walla of shaft and the surrounding soil the resulting reduction in the frictional and external earth pressures with full hydrostatic pressure may be accounted for, 7IS : 4880 ( Part V ) - 1972 5.3.3 The shaft wall shall also be dimensioned against the axial stresses for tension and bending likely to be encountered during the course of uneven or sudden sinking. 5.3.4 For preliminary estimating the wall thickness may be assumed to be equal to about 8 percent of the shaft diameter. 5.3.5 Circular shafts are preferable as the most straight forward. If other sections ( e.g. rectangular ) are selected for other considerations, they shall be dealt Ivith as closed frame and corners rounded suitably to reduce concentration of’stresses. . 5.4 The loading conditions vary from construction stage to operation stage and from operation stage to maintenance stage. .The design shall be checked for all Iprobable combinations of loading conditions likely to come on it during all the above stages. 6. STRESSES 6.1 For design of final concrete lining, the thickness of concrete up to A-line shall be considered. Concrete placed as primary concrete will be neglected in the dl:sign and its strength can be less than the strength speci- fied for the final lining. The stresses, for concrete and reinforcement shall be in accordance with IS : 456-1964* for design of lining for normal load conditions and shall be increased by 33-l/3 percent for extreme load conditions. 7. DESIGN 7.1 The design of concrete lining of tunnel can only be an intelligent provision for catering to unknown forces and reactions and support conditions. Until reliable data on behaviour of lining is obtained, it is recommended to use approximate methods. 7.2 The elastic behaviour ( including flexibility) of the tunnel supports and the primary lining shall be taken into account while designing the lining. 7.3 Design of steel supports, assisted by primary concrete, shall cater for external loads that will develop before final lining is placed. The final lining shall cater for the loads likely to develop after placing of the primary lining and when the work is in operation. J.4 While designing the final lining the fact that the primary lining and the steel support will also participate in resisting the forces, shall be taken into consideration. NOTE-To ensure this condition of support the gap between the strata and lining shall be fully closed by grouting and the rock around the tunnel for a distance of at least one diameter shall be strengthened by grouting under pressure. Code of practice for plain and reinforced concrete (second revision ), 0IS : 4880 ( Part V ) - 1973, 7.5 In the case of granular soils and clays, the external load will be taken by the steel supports and primary concrete fully. This lining shall be designed using methods similar to design of culverts on soils. The height of overburden may be the height as calculated by the formula given in Appendix B. NOTE-It is essential that the gap between strata and the support lini;g is fully backfilled and grouted at a pressure. not exceeding 2 kg/cm immediately after the supports and lining are placed, 7.6 The thickness of the lining shall be designed such that the stresses in it are within permissible limits when the most adverse load conditions occur. The minimum thickness of the lining will, however, be governed by requirements of construction. It is recommended that the minimum thickness of plain concrete lining should be 15 cm for manual placement. Where mechanical placement is contemplated the thickness. of the lining at the crown shall be such that the slick line may be easily introduced on the top of the shutter without being obstructed by steel supports. For a 15 cm slick line a clear space of 18 cm is recommended. For reinforced concrete lining, a minimum thickness of 30 cm at the crown is recom- mended, the reinforcement, however, being arranged in the crown to allow for proper placement of slick line. 7.6.1 For preliminary designs, the thickness of lining may bi assumed to be 6 cm/m of the finished diameter of the tunnel in the case of sqft strata and 12 cm/m of finished diameter in the case of soils. 7.6.2 Where structural steel supports are used, they shall be considered as reinforcement only, if they can be made effective as reinforcement by use of high tensile bolts/at the joints and/or by proper welding of the joints. A minimum cover of 15 cm shall be provided over the inner flange of steel supports and a minimum cover of 8 cm over the reinforcement bars, 7.7 External Loads from Strata - The determination of the magnitude of the rock load on the supporting structures of the tunnel is a complex problem. This complexity is due to the inherent difficulty of predicting the primary stress conditions in the strata ( prior to excavation ), and also due to the fact that the magnitude of the secondary pressures developing after the excavation of the cavity, depend on a large number of variables, such as size of cavity, method of excavation, period of time elapsing before the strata is supported, the rigidity of supports, deformation modulus of the surrounding strata, etc. 7.7.1 Secondary external pressure, in general, is understood as the weight of the mass of strata some height above the tunnel which when left unsupported would gradually drop out of the roof. This pressure may develop not only immediately after excavation, but also over period of time after excavation due to adjustment of displacements, in the strata. The 9 .IS : 4880 ( Part V ) - 1972 loads are carried both by the tunnel lining and the surrounding strata and this fact shall be considered in design. 7.7.1.1 In the case of granular soils, the loads and side pressures are influenced by the physicai properties of the soils. In clays, the water content and plasticity of the clays also affects the pressures on the tunnel linings. 7.7.1.2 In the absence of any data and investigations, it is recommed- ed that the rock loads may be assumed to be acting as uniformly distributed loads and the magnitude assumed as indicated in Appendix B. 7.7.2 External Pressure of Water-The lining shall be designed for external water pressure, if any ( see 5.2 ). 7.7.3 Self Weight of Lining -The lining will be in close contact with the strata and its weight is distributed over the periphery by frictional forces. However, the weight shall be considered as a uniformly distributed load on the invert ( lower half) of the section. 7.7.4 Weight of Water Contained in the Tuntlel- This shall be considered only for tunnels in soft strata and soils. 7.7.5 Superimposed Live Loads -These do not materially affect the tunnels in soft strata- \N.+‘re the diameter of the tunnel is small and the depth of overburden ib large. In case of tunnels where the overburden is less, full superimposed load on the basis of normal distribution of loads in foundation strata should be considered in addition to the overburden loads on the tunnel. NOTE - It may be said that negligible load is transmitted at a depth of more than 3 times the width of the structure causing the superimposed load. 7.7.6 Side Thrusts or Pressures, Active or Passive - In the case of tunnels in soft strata, side pressures may exist. The magnitude of these pressures may be estimated on lines similar to the procedure for soils. In case of soils the side pressures may be taken as proportional to the vertical press- ures and may be determined by classical theories of soil mechanics. The passive pressures will develop only when there is a deformation. In soft strata and soils, for tunnels constructed with due precautions of grouting around the periphery ensuring a close contact, the passive pressures may be relied upon to bring about a re-distribution of loads. 7.8 Since continuous contact is assumed to be established due to grouting, the strata around and lining both will act and share the loads and deforma- tions Passive pressures may be assumed to be called into play and considered in design. 7.8.1 In the case of tunnels in soft strata and soil, the moments and thrusts may be calculated as indicated in Table 1. NOTE - The same theory is used for design of culverts. 10IS : 4880 ( Part V ) - 1972 TABiE 1 CALCULATION OF MOMENTS AND THRUSTS IN CIRCULAR CULVERTS IN SOlL FOR a’ = 9S” (Clousc 7.8.1 ) a - 900 (I = 135’ (I = 180” ( SPRnv3nKl) ( Qy;;,;oFp’, 1 ( Borrow ) BEDLXNQ’ BEDDING’ _---_A__---_ __--__--~ I II I II ---I A--i? + 0.0335 + 00100 - 0392 7 - 0.298 3 -0035 5 +o~oloo +04406 + 0272 5 + 0437 5 + 0555 4 + 1.5708 + 1’5708 + I.1334 + I.9696 + I.1667 f2.0000 ii) Int pe rCrn Sa S”l rCwater M Jvy/y v. .+ r’ + -@ 0. 51 87 324 3 - -0 w.1 5f3 lo6 3 0 -t 0 0.. 40 21 76 8 7 --0 - 01 29 16 464 -- 0 .0 214 19 4 62 --@ 00 ’71 86 68 8 + - U 0.’ 3l3 66 83 7 t y”. ,y”, ; +-@ 0,I 53 006 3 0 wat;r iii) External + 0.220 3 + 0.1363 @OlG8 + 0,005 0 - 0,196 4 -WI492 + 0.0168 t 0.005 0 t 0.172 4 _I- 0.136 3 prW”re + 0.583 3 + I.5000 + I.213 I t I.631 3 - I.785 4 + I.785 4 + I.572 3 + I.631 3 + 1.416 7 -I- I.500 0 iv] EXC pC rS aS rurcw a iter n M (Pa - Pfi)wa C 1 throughout the entire ring conduit k a N - Pbrb or + Ptvlc throughout the entire ring VI U”if”rmly MiTW 0.2500 0.2273 0 -0.007 2 -02500 -0.2197 0.014 I 0.2500 0.196 7 dirtributcd N/y ‘rr 0 0,053 0 0,500 O.5375 I.000 0 ‘I.00 0.7662 0 0,583 6 vcrricsl carth Vi) H0ri.Z0,1tal M/y”‘“” ( - 0,250 01 + 0,004 I7r ) ( 0 - 0.29% ) ( 0 + 0.029 5, ) ( - 0~25001- 0,041 7r) earth prns,re N/y’.&’ (r - 0’37%) (W51- 0.088 4r ) (0625001+o) (0.5001+ W884, ) (r+0,375Or) trapezoidal distribution vii) Uniformly M/y’&r’.r 0.25 0.25 0 0 025 0.25 0 - 0.25 - 0.25 d;s.ributed N~y’~~,t~f I.00 I.00 0.50 0.50 0 0 0’50 i.50 1.00 1.00 horizontal I earth prcs%ure Nae I -The above iormulac ior both tedding conditions were also derived by Marquardt tar the case of partial embedment. Nae 2 - y’ = density of sail b E tan* (45” - Q/2 ) ‘Pleaw ICI Figure% for Bedding Conditions I and II.As in the Original Standard, this Page is Intentionally Left BlankIS : 4880 ( Part V ) - 1972 7.8.2 For non-circular lining, it would be necessary to conduct model tests to determine the stress distributions. However, the design may be done assuming uniformly distributed loads as in the case of circular tunnels, and using the same distribution for passive pressures. The design of such indeterminate sections may be done by accepted methods and is not covered by this standard. 7.9 Design for Internal Waterpressure-The design for internal water pressure shall be done by considering the lining and surrounding strata, if the strata after grouting is capable of sustaining a part of the internal pressure as a composite thick cylinder. In such a design, the primary concrete may be treated as a part of the thick cylinder. NOTE-This method suffers from uncertainties of external loads, material properties and indeterminate tectonic forces. In this method the strata surrounding the tunnels is assumed to have reasonably uniform characteristics and strength and that effective pressure grouting has been done to validate the assumption that concrete lining and surrounding strata behave as a composite cylinder. lhe grout fills the cracks and voids in the strata and thus reduces its ability to deform inelastically and increases the modulus of deformation. If the grout pressures are high enough to cause sufficient prestress in the lining the effect of temperature and drying shrinkage and inelastiC deformation might be completely counteracted, 7.9.1 For analyzing a circular lining the method given in Appendix C may be adopted. The design shall be such that at no point in the lining and the surrounding rock the stresses exceed the permissible limits. NOTE -If the rock is not good, tensile stress in concrete may exceed the allowable _. limit and in such a case, reinforcement may be provided. Reinforcement, however, is not capable of reducing the tensile stresses toa considerable extent. By suitable arrange- ment, it will help to distribute the cracks on the whole periphery in the form of hair cracks which are not harmful because they may get closed in course of time, or at least they will not result in serious leakage. 7.9.2 For analyzing non-circular linings, the stress pattern may be determined by photo-elastic studies. 8. GROUND WATER DRAINAGE HOLES 8.1 Drainage holes may be often provided in other than water conveying tunnels to relieve external pressure, if any, caused by seepage along the outside of the tunnel lining. It is recommended that drainage holes may be spaced at 6-m centres, at intermediate locations between the grout rings. At successive sections, one vertical hole may be drilled near the crown alternating with two drilled horizontal holes, one in each side wall. Drainage holes shall extend to a minimum of 15 cm beyond the back of the lining or grouted zone. Where suitable, drains encased in suitable graded material, running along the tunnel may be provided by the sides of invert lining with provision of weep holes opening into the tunnel. 8.1.1 In free flowing tunnels drainage holes may be provided above the full supply level. In the case of pressure tunnels, if external water 13IS : 4880 ( Part V ) - 1972 pressure is substantially more than the internal water pressure, drainge holes may be provided at suitable locations with filters, where necessary, to prevent washing of mountain material into the tunnel. However, when it is not possible to prevent washing of the mountain material into the tunnel drainage holes shall not be provided, if instability is likely to be caused by such washing. 8.1.2 If conveyance of water is through a free pipe located in a tunnel, the horizontal drainage holes shall be drilled near the invert. 9. GROUTING 9.1 Backfill Grouting- Backfill grouting shall be done throughout the length of the concrete lining not earlier than 21 days after the placement of the concrete lining. Stresses likely to develop in concrete at the specified grout pressure may be calculated and seen whether they are within permissible limits depending on the strength attained by concrete by then. Generally the 21 days strength of concrete is sufficient to withstand normal grout pressure which may not exceed about 5 kg/cm’. NOTE-Backfill grouting serves to fill voids and cavities between concrete lining and the surrounding strata. This is generally found necessary near the crown region and may generally extend to not more than 60’ angle for circular roof, For flatter arches, the extent may be more. 9.2 Consolidation Grouting or Pressure Grouting - Pressure grouting shall be done at a maximum practicable pressure consistent with the strength of lining and safety against uplift of overburden. The depth of grout holes shall be as directed. NOTE 1 -Pressure grouting consolidates the surrounding strata and fills any gaps caused by shrinkages of concrete. This grouting is normally specified, to improve yield characteristics and thereby the resistance of strata to carry internal water Pressure. As a rule of thumb a grout pressure of I.5 times the internal water pressure in the tunnel may be used subject to the condition that safety against uplift of overburden is ensured. Grout pressures of upto 5 to 10 times the water pressure in the turn&-have been used in some cases. NOTE 2 - It is advantageous to provide a grout curtain by means of Pensive deep grouting at the reservoir end of the tunnel to reduce heavy seepage of w%ter and thereby reduce the external water pressure on the lining likely to be developed. 9.3 Grouting shall generally be carried out according to IS: 5878 ( Part VII )-1972. Code of practice for construction of tunnels: Part VII Grouting ( utider print ). 14IS:4880(PartV)-1972 A P P E N D I X A ( Clause 5.2 ) BASIC CONDITIONS FOR INCLUDING THE EFFECT OF WATER HAMMER IN THE DESIGN A-l. GENERAL A-l.1 The basic conditions for including effect of water hammer in the design of tunnels or turbine penstock installations are divided into normal and emergency conditions with suitable factors of safety assigned to each type of operation. A-2. NORMAL CONDITIONS OF OPERATIONS A-2.1 The basic conditions to be considered are,as follows: a) Turbine penstock iixtallati& may be operated at any head between the ma?imum and minimum values of forebay water surface elevation. b) Turbine gates may be moved at any rate of speed by action of the governor head up to a predetermined rate, or at a slower rate by manual control through the auxiliary relay valve. c) The turbine may be operating at any gate position and be required to add or drop any or all of ita load. d) If the turbine penstock installation is equipped with any of the following pressure controlled devices it will be assumed that these devices are properly adjusted and function in all manner for which the equipment is designed: I) Surge tanks, 2) Relief valves,, 3) Governor control apparatus, 4) Cushioning stroke device, and 5) Any other pressure control device. e) Unless the actual turbine characteristics are known, the effective area through the turbine gates during the maximum rate of gate movement will be taken as a linear relation with reference to time. f) The water hammer effects shall be computed on the basis of governor head action for the governor rati: which is actually set on the turbine for speed regulation. If the relay valve stops are 15IS:4SSO(PartV)-1972 adjusted to give a slower governor setting, than that for which the governor is designed this shall be determined prior to proceeding with the design of turbine penstock installation and later adhered to at the power plant so that an economical basis for designing the penstock scroll case, etc, under normal operating conditions can be established. f3> In those instances, where due to higher reservoir elevation, it is necessary to set the stops on the main relay valve for a lower rate of gate movement, water hammer effects will be computed for this slower rate of gate movement also. h) The reduction in head at various points along the penstock will be computed for rate of gate opening which is actually set in the governor in those cases where it appears that the profi!e of the penstock is unfavourable. This minimum pressure will then be used as a basis for normal design of the penstock to insure that sub-atmospheric pressures will not cause a penstock failure due to collapse. 3 If a surge is present in the penstock system, the upsurge in the surge tank will be computed for the maximum reservoir level condition for the rejection of the turbine flow which corresponds to the rated output of the generator during the gate traversing time which is actually set on the governor. k) The downsurge in the surge tank will be computed for minimum reservoir leveLcondition for a load addition from speed-no-load to the full gate position during the gate traversing time which is actually set on the governor. A-3. EMERGENCY CONDITIONS A-3.1 The basic conditions to beconsidered as an emergency operation are as follows: a> The turbine gates may be closed at any time by the action of the governor head, manual control knob with the main relay valve or the emergency solenoid device. b) The cushioning stroke will be assumed to be inoperative. c> If a relief valve is present, it will be assumed inoperative. 4 The gate traversing time will be taken as the minimum time for which the governor is designed. e> The maximum head including water hammer at the turbine and along the length of the penstock will be computed for the 16IS : 4880 ( Part V ) - 1972 maximum reservoir head condition for final part gate closure to the zero gate position at the maximum governor rate in 2L ., secondf a where L = the length of penstock, and a = wave velocity. f > If a surge tank is present in the penstock system, the upsurge in the tank will be computed for the maximum reservoir head con- dition for the rejections of full gate turbine flow at the maximum rate for which the governor is designed. The downsurge in the surge tank will be computed for the minimum reservoir head condition for full gate opening from the speed-no-load position at the maximum rate for which ‘the governor is designed. In determining the top and bottom elevations of the surge tank nothing will be added to the upsurge and downsurge for this emergency condition of operation. A-4. EMERGENCY CONDITIONS NOT TO BE CONSIDERED AS A BASIS FOR DESIGN A-4.1 The other possible emergency conditions of operation are those during which certain pieces of control are assumed to malfunction in the most unfavourable manner. The most severe emergency head rise in a turbine penstock installation occurs from either of the two following conditions of operation: a> Rapid closure of turbine gates in less than -$econds when the flow of water in the penstock is maximum. b) Rhythmic opening and closing of the turbine gates when a 4L complete cycle of gate operation is performed in - seconds. a A-4.1.1 Since these conditions of operation require a complete malfunc- tioning of the governor control apparatus at the most unfavourable moment, the probability of obtaining this type of operation is exceedingly remote, Hence the conditions shall not be used as a basis for design. However, after the design has been established from other considerations it is desirable that the stresses in the turbine scroll case penstock and pressure control devices be not in excess of the ultimate bursting strength or twisting strength of structures for these emergency conditions of operation. 17IS : 4880 ( Part V ) - 1972 APPENDIX B ( Clauses 7.5 and 7.7.1.2 ) STRATA LOADS OF TUNNEL LINING b B-l. SCOPE B-1.1 This appendix gives several alternative methods for evaluating loads from strata on tunnel lining, B-2. LOAQ DISTRIBUTION B-2.1 The load may be assumed as an equivalent uniformly distributed load over the tunnel soffit over a span equal to the tunnel width or diameter as the case may be. B-3. LOAD B-3.1 External loads from the strata may be estimated from the data given in B-3.1.1 to B-3.1.3 for using the appropriate characteristics of the strata. B-3.1.1 Rock load HP on the roof of support in tunnel with width B and :lheight Ht, at depth of more than 1.5 (B + Ht ) may be assumed to be according to Table 2. In case of depths less than 15 ( B + Ha ) full may be taken. TABLE 2 ROCK LOAD ON TUNNELS IN LOOSENING TYPE OF ROCK I%. R&K CONDITION ROCK LOAD HP REMARIU m (1) (74 (3) (4) 9 Hard and intact Zero Light lining required only if spalling or popping occurs ii) Hard stratified or 0to0’50B Light support schistosc iii) Massive, moderately 0 to 0.25 B Load may change erra- jointed tically from point to point iv) Moderately b 1 o c k y ( OStoO’35) ( B + Ht ) No side pressure and seamy ( Continued ) 18IS : 4880 ( Part V ) - 1972 TABLE 2 . ROCK LOAD ON TUNNELS IN LOOSENING TYPE OF ROCK - Contd SL ROCK CONDITION ROCK LOAD Hn REMARKS No. m (1) (2) (3) (4) v) Very blocky and seamy (0.35to1.10) (B+Ht) Little or no side pressure vi) Completely crushed 1.10 (B+Hr) Considerable side pressure. but chemically intact Softening effect of seepage towards bottom of tunnel. Requires either continuous support for lower ends of ribs or circular ribs vii) Squeezing rock (llOtoZ.lO) (B + Ht) Heavy side pressure. Invert struts required viii) Squeezing rock, great (Z-10 to4.50) (B + Ht) Circular ribs are recom- depth mended ix) Swelling rock Up to 80 m irrespective Circular ribs required, ofvalueof(B+Hr) In extreme cases use yeilding support NOTE 1 - This table has been arrived on the basis of observations and behaviour of supports in Alpine tunnels where the load was designed mainly for loosening type of rock and gives conservative values. Norx2-The roof of the tunnel is assumed to be located below the water table. If it is located permanently above the water table fhe values given for types 4 to 6 may be reduced by fifty percent. NOTE 3 - Some of the most common rock formations contain layers of shale. In an unweathered state, reai shales are no worse than other stratified rocks. However, the term shale is often applied to firmly compacted clay sediments which have not yet acquired the properties of rock. Such SO called shale may behave in the tunnel like squeezing or even swelling rock. NOTE 4-If rock formation consists of sequence of horizontal layers of sand-stone or lime stone and of immature shale, the excavation of the tunnel is commonly associated with a gradual compression of the rock on both sides of the tunnel, involving a downward movement of the roof. Furthermore, the relatively low resistance against slippage at the boundaries between the so called shale and rock is likely to reduce very considerably the capacity of rock located above the roof to bridge. Hence, in such rock formations, the roof pressure may be as heavy as in a very blocky and seamy rock. B-3.1.2 The rock load according to the Russian practice depends upon the degree of rock firmness. The strength factors after Protodyakonov are given in Table 3. With cover-depth sufficiently deep for arching action, 19ISr4880( Part V)-1972 the rock load will be defined by the area enclosed by the arch ( SM Fig. 1 ) and assumed to act over the diameter of the tunnel. . Fm. 1 ,ASSUMED LOAD ON A CIRCWAR CAVITY The dimensions ot’ the arch may,be obtained from the formulae: B h=v B = b + 2m tan ( 45” - +/2 ) where f = the strength factor of Protodyakonov (see Table 3), b = width of tunnel, m = height of tunnel, and + = the angle of repose of the soil.TABLE 3 STRE?IGTH FACTORS ( Glaase B-3.1.2 ) CATR- &RENQTXi DENOTATION OF ROCK ( SOIL ) CRUSHINO STRENGTH GoRY GRADE STRENGTH FACTOR ( k/cm’ ) f I Highest Solid, dense quart&e, basalt and other 2 800-3 000 2000 20 solid rocks of exceptionally high strength II Very high Solid ran&e, quartzporphyr, silica shale, 2 600-2 700 1500 15 highCT y resistive sandstones and, limestones III High Granite and alike, very resistive sand and 2 500-2 600 1000 15 limestones; quartz; solid conglo- mcrates IIIa High Limptone, weathered granite, solid 2 500 800 8 sandstone, marble IV Moderately Normal sandstone 2400 600 6 strong N - IVa Moderately Sandstone shales 2300 500 5 strong V Medium Clay-shales, sand and limestones of 2 400-2 600 400 4 smaller resistance, loose conglomerates Va Medium Various shales and slates, dense marble 2 400-2 IlOO VI Moderately Loose shale and very loose limestone, 2 200-2 600 20&F: z loose gypsum, frozen ground, common marl, blocky sandstone, cemented gravel and z boulders, stony ground ” Via Gravelly ground, blocky and fizzured 2 200-2 400 - MEfely shale, compressed boulders and gravel, hard clay VII Loose Dense clay, cohesive ballast, clayey 2000-2200 - ground VIIa Loose Loose loam, loose gravel 1800-2 000 - VIII Soils Soil with vegetation, peat, soft loam, wet 1600-1800 - sand - - IX Granular soils Sand, fine gravel, upfill 1400-1600 - X Plastic soils Silty ground, modified loose and other - - soils in liquid conditionIS : 4880 ( Part V ) -‘197!? , In the case of circular tunnels, this can be reduced to: B = d [ 1 + 2 tan ( 45” - $/2 ) ] B h=T where d = diameter of the tunnel. The load may be taken as uniformly distributed over the diameter of the tunnel. B-3.1.3 For soils and soft rocks, the unit pressure may be assessed by using Terzaghi’s theory: B[+d [I p,= _,4tanqq 2 X tan 4 where P, = unit pressure due to load; B = 2[$--+ m tan (45” - $/2 )]; Y = unit weight of overburden ( assume saturated weight if tunnel is in saturated soil ); C = co-efficient of cohesion; b = width of tunnel ( diameter for circular tunnel ) ; m =. height of tunnel ( diameter for circular tunnel ); 4 = angle of internal friction; K = an emperical factor, which increases from 1.0 for H = B, to I.5 for H = 2.5 B and beyond; and H = height of overburden above tunnel crown. B-4. LATERAL PRESSURE B-4.1 Lateral pressures in soils ma be determined approximately from earth pressure theory as a product ofy,vertical load and earth pressure co- efficient. Some pressures noted indicate that lateral pressures may range from one-fourth to one-third the roof loads. a> According to Terzaghi a rough estimate of horizontal pressure ph is given by: ph = 0.3 Y ( 0.5 m + h, ) 22f$ t 4880 ( Part ‘ir ) -‘I974 _ where Y = density of soil, m = height of tunnel section, and h, = height of loosening core representing the roof load. h) In granular soils and rock debris: ph = Y H tan2 ( 45” - $/2 ) where Y = density of soil, H = height of overburden above tunnel crown, and + = angle of internal friction. c) In cohesive soils the pressure at the crown e1 and pressure at the invert es may be calculated according to the method given below: e1 = h tan2 (45’ - $/2 ) - 2C tan ( 45” - d/2 ) e8 = ( h + m Y ) tan2 ( 45” - +/2 ) - 2C tan ( 45’ - 9/2 ) where h = height corresponding to vertical load, 4 = angle of internal friction, c = cohesion co-emcient, m = height of tunnel section, and Y = density of soil. d) The lateral active pressure may be increased to take into account the passive resistance developed due to deformation of the lining. APPENDIX C ( Clause 7.9.1 ) BASIC EQUATIONS FOR ANALYSIS OF TUNNEL LINING CONSIDERING IT AND THE SURROUNDING ROCK AS A COMPOSITE CYLINDER C-l. SCOPE C-l.1 This appendix contains basic equations for calculating radial and tangential stresses in concrete lining and the surrounding rock mass consider- ing both as parts of a composite cylinder. Soviet practice. 231s : 48r)o ( Part V ) - 1972 C-2. NOTATIONS C-2.1 For this appendix the following notations shall apply: p = internal hydrostatic pressure ( negative : compression ) ; = tangential stress in rock, concrete and steel respectively; 91 =t$ 9, = radial stress in rock, concrete and steel respectively; cr,2 5s) 5s E,, E,, E, = modulus of elasticity of rock, concrete and steel respectively; Poisson’s ratio of rock and concrete respectively; radial deformation in rock concrete and steel res- pectively; radius of element; X= c, = B, etc integration constants; A, = area of reinforcement per unit length of tunnel; U= iakrnal diameter of the tunnel; and b = external diameter of the lining up to A-line. C-3. BASIC EQUATIONS C&l Plain cement concrete lining considering that it is not cracked. mE 1 =r = m2 B( m-l_1)-$(m-1) u =-!f?- B(m+l)+$(m-I) 1 m2 - 1 1 U = Bx f C/x C-3.13 Limit Conditions a) When x = co, err = 0 b) When x = 6, G,.~ = ur c) When x = b, errs = -“p d ) Whenx=b, U,= U, 24IS : 4880 ( Part V ) - 1972 C-3.2 Plain cement concrete lining considering that it is cracked a) For rock: 4 --3Cml-l)] % =- m-m y ll -q- [Bl(ml3-1) El Bl(ml+l)-$(mt--l) ml =t, =P ml - I [ 1 b) For concrete: ++’ Qr, = x I: 0 ( since concrete does not take any tangential stress ) =ts C-3.2.1 Limit Conditions a) When x = 00, orI = 0 t b) When x = 6, orI = u, a c) Whenx=a, e,,,=-p C-3.2.1.1 Constants are given by: 4 =o a.b.p. (ml + 1 ) c, = m, E1 (or&l= -P C-3.3 Plain cement concrete lining considering that it is cracked and surrounding rock also is cracked for a distance equal to a radius y beyond which rock is massive and untracked a) For concrete: a (ers L % = x =o to 25IS t 4880 ( Part V ) - 1972 b) For cracked rock: a (QIz )5 -6 0 I=- 5 x dtlp = 0 NOTE- Symbols o , and u refer to cracked zone of rock. 11 11’ c) For surrounding untracked rock: =rl= mml l a4 ,l 4 ( ml + 1 ) - f$- ( ml -1) ] [ c c, = ml El 4(w+l)+ (m,- 1) 1 =4 “-_1 xp ml C-3.3.1 Limit Conditions a) At x =&,a =o b) At x = y, 0;; = b, P .l At x = 6, ~~ = ar t C) d ) Atx=a, or’= -Ip 2 c-3.4 Reinforced cement concrete lining considering that it is not cracked =mE tir m2 - I B(m+l)-$(m-I)] =--$$p(m+l)+$$-(m-l)] Qt U= Bx+ C/.x C-3.4.1 Limit Conditions a) At x = 00, Qrl = 0 b) At x = 6, orI = cr 2 At x = a, s,. - or8 = - p c) d) Atx=b, U;=U, 26ISr488O(Part V)-2972 C-3.4.1 .l Constants are given by: c, = B, bP + C, C-3.5 Reinforced cement concrete lining considering that it is cracked and that because of radial cracksit cannot take tangential tensile stress a) For rock: b) For concrete: atz = 0 a br,>a!=.a u, = log b/a Ea c) For steel: a. 0 crts = + = w ( aB, + Cc& ) %I a” Q ra us = EA 8 8 C-3.5.1 Constants are given by: - pamI EIEa (+-a= awE& + mlEIEs& 1% ( b/a ) 4 ( ml + 1) E,Ed, - ab ( ml + 1) ( or2 )# I D Cl = __.__ .___ m , E 11 ' =r3 = ( =r2 )@z... + P 27B U R E A U O F I N D I A N S T A N D A R D S Headquarters : Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002 Telephones: 331 01 31 Telegrams : Manaksanstha 331 1375 (Commonto all Offices) Regional Offices : Telephone Central : Manak Bhavan, 9. Bahadur Shah Zafar Marg. 331 01 31 NEW DELHI 110002 1331 13 75 ? Eastern : 1114 C.I.T. Scheme VII M, 37 86 62 V.I.P. Road, Maniktola, CALCUTTA 700054 Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036 21843 Southern : C.I.T. Campus, IV Cross Road, MADRAS 600113 41 29 16 t Western : Manakalaya, E9 MIDC, Marol, Andheri (East), 6 32 92 95 BOMBAY 400093 Branch Offices : ‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur, AHMADABAD 380001 2 63 48 $ Peenya Industrial Area, 1 st Stage, Bangalore-Tumkur Road, 39 49 55 BANGALORE 560058 Gangotri Complex, 5th Floor, Bhadbhada Road, T.T. Nagar, 55 40 21 B HOPAL 462003 Plot No. 82/83, Lewis Road, BHUBANESHWAR 751002 5 36 27 Kalai Kathir Building, 6/48-A Avanasi Road, COIMBATORE 641037 2 67 05 - Quality Marking Centre, N.H. IV, N.I.T., FARIDABAD 121001 Savitri Complex, 116 G. T. Road, GHAZIABAD 201001 B-71 19 96 53/5 Ward No. 29, R.G. Barua Road, 5th By-lane, 3 31 77 GUWAHATI 781003 5-8-56C L. N. Gupta Marg, ( Nampally Station Road ) 231083 HYDERABAD 500001 R14 Yudhister Marg, C Scheme, JAIPUR 302005 6 34 71 117/418 B Sarvodaya Nagar, KANPUR 208005 21 68 76 Plot No. A-9, House No. 561/63, Sindhu Nagar, Kanpur Road. 5 55 07 LUCKNOW 226005 Patliputra Industrial Estate, PATNA 800013 6 23 05 - District Industries Centre Complex, Bagh-e-Ali Maidan, SRI NAGAR 190011 T. C. No. 14/1421, University P. 0.. Palayam, 6 21 04 THIRUVANANTHAPURAM 695034 inspection offices (With Sale Point) : Pushpanjali. First Floor, 205-A West High Court Road. 52 51 71 Shankar Nagar Square, NAGPUR 440010 Institution of Engineers (India) Building, 1332 Shivaji Nagar. 52435 PUNE 411005 -_ Sales Office Calcutta is at 5 Chowringhee Approach, 27 68 00 P. 0. Princep Street, CALCUTTA i’ Sales Office is at Novelty Chambers, Grant Road, BOMBAY 89 65 28 $ Sales Office is at Unity Building, Narasimharaja Square, 22 39 71 BANGALORE Printed at Dee Kay Printers, New Delhi, lndraAMENDbENT NO. 1 MARCH 1986 TO IS:4880(Part 5)-1972 CODE OF PR4CTICE FOR DESIGN OF TUNNELS CONVEYING WATER PART 5 STRUCTURAL DESIGN OF CONCRETE LINING IN SOFT STRATA AND SOILS (Page 24, ckuse C-2.1, line 7) - Substitute the following for the existing line: .= Poisson's number of rock and concrete y, 5 respectively;" (Page 24, clause C-2.1, lines 13 and 74) - Substitute the following for the existing lines: .‘a 3: internal radius of the tunnel; and b = external radius of the 1ining.u~ to A-line.' @DC 58) Printed at Dee Kay Printen, New Delhi. Ipdia
804.pdf	IS:804 - 1967 ( Reaffirmed 1995 ) Indian StandaI-d SPECIFICATION FOR RECTANGULAR PRESSED STEEL TANKS ( First Revision ) ( Sevc~~tl~R eprint AUGUST 1997 ) IJDC h21.h42.3:hh0.14-135 Gr 5 Jlrnc 1967Is:804-1967 lndian Standard SPECIFICATION FOR RECTANGULAR PRESSED STEEL TANKS ( First Revision) Structural Engineering Sectional Committee, SMBDC 7 Chairman &resenting DIRECTOR STANDARDS ( CIVIL ) Ministry of Railways Members SHRI L. N. AORAWA~. Industrial Fasteners Association of India, Calcutta SHRI M. M. MURARKA ( Alternate ) SHRI B. D. AHUJA National Buildings Organization, New Delhi SHRI D. N. TEKCHANDANI ( Al&rnak ) SHRI P. C. BHASIN Ministry of Transport and Communication, Depart- ment of Transport ( Road Wing ), New Delhi SHRI K. E. BISHOP Stewarts & Lloyds of India Private Ltd, Calcutta SHRI P. K. RAY ( Alternafc) SHRI DAVID BOLTON Central Engineering and Design Bureau, Hindustan Steel Ltd, Ranchi SHRI S.R. CHAKRAVART~ f Alternate) SWR~D.P. CHATTERJEE ' Inspection Wing, Directorate General of Supplies and Disposals ( Ministry of Supply., Technical Development & Materials Planmng ), New Delhi _ DR P. N. CHAT~ERJE~ Government of West Bengal DR P. K. CIXOUDHURI Bridge & Roof Go ( India) Ltd, Howrah SHRI A. SENGUPTA (Al&ma&) SHRI P. L. DATTA Central Public Works Department, New Delhi DRP.DAYARATNAY Indian Institute of Technology, Kanpur SHRXD. S.DESAI M.N. Dastur & Co Private Ltd, Calcutta SHRIM.DHAr Braithwaite & Co ( India ) Ltd, Calcutta SHRI M. A. D’SOUZA Bombay Municipal Corporation, Bombay SHRI J. S. PINTO ( Alfemate) SHRIW. FERNANDBS Richardson & Cruddas Ltd, Bombay SHRIP.V.NAIK(AI~~~C) SHRISAILAPATIGWTA Public Works Department, Government of West Bengal, Calcutta ~E~RIXG.S . IY~R The Hindustan Construction Co Ltd, Bombay DIRECTOR SvmnAltns Ministry of Railways * -‘$%-$ DIRECTOR STANDA~W~ (B&S)-11 (Al-) BUREAU OF INDFAN STANDARDS MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG NEW DELHI 110002IS:SO4-1967 Mnnbcrz Representing slim ona KHOSLA Electrical Manufacturing Co Ltd, Calcutta SHRI S.N. SINGH (Alternata) SHRI P. K. MALLICK Bum & Co Ltd, Howrab SHRI A. P. KAYAL ( Alkmate ) SHRI A.’ K. MITRA Hindustan Steel Ltd, Durgapur SHRI B. N. SEN ( Al&mate) SHRI Y. K. Murmv Cent~$wW;;;i& Power Commission ( Water Wing ), SHIU B. T. A. SAGAR( Akema~ ) SHRI M. G. Pmr-rva Irrigation & Power Department, Government of Mabarashtra SHRI P. V. PAWAR ( Altern&) PROP G. S. RAMASWAMY Stru~~~chginccriag Rccassrbb. Gcntkc ( CSIB ), SHBUM . RAMNAH(AIUWZ&) PROP&N. SANYAL Engineer-in-Chief’s Branch, Ministry of Defcnce SHRI B. S. PA~AKMH RAO ( Alfernufe ) SHRI D. C. SHARMA Institution of Engineers ( India), Calcutta Sriar K. V. Smrrrv Central Mechanical Engineering Research Institute ( CSIR ), Durgapur Sxuu S. K. GHO~H ( Alkmafe ) PROP P. K. Son Jadavpur University, Calcutta S~JPERINTENDINEGN GINEER( PLAN- Government of Madras NINGA NDD ISIGN CIRCLE ) BXECUTIVEENGINEER(BUILDING C~TREDWISION)( Altrmaie) MAJ R. P. E. VAZIPDAR Bombay Port T&mst, Bombay Sxar M. N. VENKAT~~AN Central Water and Power Commission (Power Wing ), New Delhi Srxm P. V. N. IYENGAR ( Alrcrnats ) DRA. K. CIU~ZRJEE, Director Gentral,‘BIS< Ex-O&&I Member) Director ( Strut & Met) Secrekq Srmr H. N. K~~I~AM~JRTHY Deputy Director ( Strut & Met ), BIS.IS:804-1967 Indian Standard SPECIFICATION FOR RECTANGULAR PRESSED STEEL TANKS (First Revision) 0. FOREWORD 0.1 This Indian S andard was adopted by the Indian Standards Institution op 31 rVrgrch 196 ! , after the draft finalized by the Structural Engineering Sectibnal Committee ad been approved by the Structural and Metals Division Council and h ivil E&ncering Division Council. 0.2 Pressed mild steel tanks have come into h9e to a large extetxt beeatise of their ease in erection, facility in transport, standard construction, ease in dismantling and re-erection. 0.3 Thii standard was first published in 1958. In this first revision dimensions have been metricised, and brought in line with IS : 1730-1962, reference to relevant Indian Standards for materi& have been included and erection clauses have been modified suitably. 0.4 The Sectional Committee responsible for the preparation of this standard has taken into consideration the views of the manufacturers, consumers and technologists a$ has related this standard to the prevailing manufacturing and trade practices followed in the country in this field. Furthermore due consideration was also given to the need for international co-ordination with standards being followed in the various countries of the world. This consideration has led the Sectional Committee to derive assistance from B.S. 1564 : 1949 Pressed steel sectional tanks ( rectangular ), issued by the British Standards Institution. 0.5 This standard contains clauses 5.3, 6.3.2 and 8.4 which call for agree- ment between pruchaser and manufacturer; clauses. 7.5, 7.9.1 and 12.1 permit the purchaser to use his option to suit his requirements; and Appendix A gives detailed information to be supplied by the purchaser to the manu- facturer to facilitate manufacture and supply of steel tanks to exact require- ments. 0.6 For the purpose of deciding whether a particular requirement of this code is coinplied with, the fuml value, observed or calculated, expressing the result of a test, shall be rounded off in accordance with IS : 2-196Ot. Wioxnsions for ateel plates, sheet and strip for structural and general engineering purpoes. [Since revised as IS : 1730 ( Parts I LoI II )-1974. ] tRulesforrounding&numcrialv8luer(noisrd). 3IS:804-1967 The number of significant places retained in the rounded off value should be the same as that of the specified value in this standard. 1. SCOPE 1.1 This specification lays down the requirements for the materials, fabrica- tion, erection and supply of rectangular pressed steel tanks used for the storage of cold and hot water and certain other liquids under pressure not greater than the static head corresponding to the depth of the tank. 1.2 This specification does not cover the requirements of tanks storing liquids having temperature higher than lOO”C, or those tanks subject to earth or other external pressures besides wind pressure. 2. TERMINOLOGY 2.0 For the purpose of this specification, the following definitions shall apply. 2.1 Cold Water or Liquid - Water or liquid at a temperature not exceed- ing 40°C. 2.2 Hot Water or Liquid - Water or liquid at a temperature above 4O”C, but not exceeding 100°C. 3. TYPES 3.1 Pressed steel tanks are of the following three types: Type 1 Tanks with all flanges external ( see Fig. 1 ) Type 2 Tanks with all flanges internal Type 3 Tanks with bottom flanges internal and side flanges external 3.1.1 Each of the above types may be either with open top or with covered top. 4. GENERAL 4.1 Pressed steel tanks are not recommended for depths greater than 5 m. 4.2 Type 1 tanks are normally used where a plain internal surface is necessary or where there are no restrictions as to external access or where the exterior of the tank is to be lagged. 4.3 Type 2 tanks are normally used at a location where access to the exterior for erection is precluded due to insufficient space inside a building. 4steel cleats NOTI -For tankso f2 .5m and less length and breadth, the stays may be horizontal from end to end and/or side to side. NCVIZ2 -This figure is diagrammatic and illustrative only and does not purport to represent any particular design. FIG. 1 TYPICAL PRESSED STEEL SECTIONAL RECTANGULAR TANK WITH EXTERNAL FLANGESKS:804-1967 4.4 Type 2 and 3 tanks are suitable for use where they are to be erected on a solid level floor. 5. MATERIALS 5.1 Mild steel plates and components used in pressed steel tanks shall conform to IS : 226-1962. Mild steel sheets used in the manufacture of pressed steel tanks shall conform to grade St 3~r of IS : 1019-1963-t. 5.2 Bolts and Nuts - Bolts and nuts used shall be of mild steel. They shall be hexagonal and finished black, to IS : 1363-1960$. 5.3 Jointing Materhtl- Tha material used for jointing shall be insoluble in the liquid to be stored and shall be capable of withstanding the temperature variation in the liquid to be stored in the tank ( see 1.2 ). It. shall be of a suitable type depending upon the purpose for which the tank is to be used and shall be as agreed to between the purchaser and the manufacturer. 5.4 Electrodes used for welding shall conform to IS : 814-1957s. 6. DIMENSIONS 6.1 The nominal size of unit plates shall be l-25 m square, the actual overall dimensions depending upon the particular manufacturer of the plates. The size of tanks shall be specified as multiples of the nominal diiensions of l-25 m. The nominal capacity shall be based upon the nominal dimensions of the tank, for example, l-25 x l-25 x l-25 m equals 1950 litres. 6.2 Pressed mild steel tanks shall be either l-25 m, 2.50 m, 3.75 m or 5.00 m deep. Typical sizes, approximate weights and nominal capacity of Type .l tanks with open tops for the depths mentioned above are given respectively in Tables 1, 2, 3 and 4. 6.3 The minimum nominal thickness of plates used for different depths of tanks used for storage of cold liquids with specific gravity not exceeding 1.0 shall be as given in Table 5. 6.3.1 In the case of hot liquids with specific gravity not exceeding l-0, the thickness of plates for different depths of tanks shall conform to that laid down in Table 5 execpt that no plate of the tank shall be less than.6.0 mm thick. Specificationf or structurals teel ( standardq uality steel ) ( thirdr evisio)n. ( Fifth revision in 1975 ) TSpecification for hot rolled carbon steel sheet and strip (revised) ( Third revision m 1973 @pccilication for black hexagonal bolts ( 6 to 39 mm ) with nuts and block hexr+gonal screws ( 6 to 24 mm ). ( Since revised ). §Specification for covered electrodes for metal arc welding of mild steel ( rcviscd). [ Since revise-d as 1s: 814 ( Parts I & II )-19741.IS:804-1967 TABLE 1 TYPICAL SIZES, APPROXIMATE WEIIG~~GE~OMINAL CAPAUTIE!SOFTANKSWITHEXTER ( Clause 6.2 ) Tanka l-25 Metres Deep, PI& !bO mm Thick Throughout NOMINALS IZE PLATES NOMINAL APPROXMATE APPROXIMATE OUTSIDE r 7 IN TANKS CAPACITY TOTAL WEIGHT DIMENSIONS, m Length x Breadth NUMBER LITI& EMPTY W- mxm kg iength Breadth Deptd l-25 x l-25’ 5 1950 400 140 140 1.33 2.50 x 1.25 a 3 900 700 2.65 140 l-33 3.75 x l-25 11 5 850 900 3.90 140 1.33 5dIO x l-25 14 7800 1200 5.15 140 1.33 2.50 x 2.50 12 7800 1000 2.65 2.65 l-33 3.75 x 2.50 16 11700 1 350 3.90 2.65 1.33 5.00 x 2-50 2i) 15600 1 650 5.15 2.65 1.33 6.25 x 2.50 24 19 500 2 050 640 2.65 1.33 3.75 x 3.75 21 17 550 1 750 3-90 340 1.33 5-00 x 3.75 26 23400 2200 5.15 3.90 1.33 6.25 x. 3-75 31 29 250 2600 640 3.90 1.33 7.50 x 3.75 36 35 100 3 050 7.65 3.90 1.33 8.75 x 3-75 41 40 950 3 50’0 8.90 3.90 l-33 5.00 x 5.00 32 31 200 2700 5.15 5115 1.33 6.25 x .500 38 39 000 3 200 6.40 5.15 l-33 7.50 x 5a-l 44 46800 3700 7.65 5.15 1.33 8.75 x 5.00 50 54600 4 250 8.90 5.15 133 10-00 x 5-00 56 62 400 4800 10.15 5.15 l-33 6.25 x 6.25 45 48 750 3800 6.40 640 1.33 7.50 x 6-25 52 58 500 4400 7.65 640 l-33 7.50 x 7.50 60 70 200 4 950 7.65 7.65 1.33 8.75 x 8.75 77 95 550 6 450 a-90 840 1.33 Thickness of sheets for this tank only is 3.15 mm throughout. NOTE7 The capacity of tank with joints as in Fig. 2 will have slight reduction in capacity. 7Is:804-1967 TABLE 2 TYPICAL SIZES, APPROXIMATE WEIGHTS AND NOMINAL CAPACITIES OF TANKS WITH EXTERNAL FLANGES ( Cfausc6 .2 ) Tanks 2.50 Met&s Deep, Platea !?O nun md 6.0 snns Thick NOMINALS IZE PLATES NOMINAL APPROXIMATE APPROXIMATEOU TSIDE I----h~- IN TANKS CAPACITY TOTAL WEIGHT DIMENSIONSm, Length x Breadth NUMBER LITERS EMPTY ----T mxm k Length Breadth’ Depth 2.50 x 1.25 14 7 800 1400 2.65 1.40 2.58 3.75 x 1.25 19 11 700 1900 3.90 1.40 2.58 5.00 x 1.25 24 15600 2 450 5.15 1.40 2.58 2.50 x 2.50 20 15600 2000 2.65 2.65 2.58 3.75 x 2.50 26 23 400 2 650 3.90 2.65 2.58 5.00 x 2.50 32 31200 3300 5.15 2.65 2.58 6.25 x 2.50 38 39 000 3900 640 2.65 2.58 3.75 x 3-75 33 35 100 3 350 3.90 3.90 2.58 5.00 x 3.75 40 46 800 4100 5.15 3.90 2.58 6.25 x 3.75 47 58 500 4 850 640 390 2.58 7.50 x 3.75 54 70 200 5 550 7.65 3.90 2.58 8.75 x 3.75 61 a1 900 6300 8.90 3.90 2.58 5.00 x 5.00 48 62 400 4 950 5.15 5.15 2.58 6.25 x 5.00 56 78 000 5800 640 5.15 2.58 7.50 x 5.00 64 93 600 6 700 7.65 7.65 2.58 a.75 x 5.00 72 109 200 7 550 8.90 5.15 2.58 10.00 x 5.00 80 124 800 a 450 10.15 5.15 2.58 6.25 x 6.25 65 97 500 6 850 640 640 2.58 7.50 x 6.25 74 117000 7700 7.65 6.40 2.58 7.50 x 7.50 84 140400 8 850 7.65 765 2.58 a.75 x a.75 105 191 100 11000 8.90 8.90 2.58 NOTE -The capacity of tank with joints us in Fig. 2 will have slight reduction in capacity. 8IS:8ot-1967 TABLE 3 TYPICAL SIZES, APPROXIMATE WEIGHT AND NOMINAL CAPACITIJZS OF TANKS WITW EXTERNAL FLANGES ( Clause6 .2 ) ha&m 375 Matrem Deep, Plater 5-O mm and &O mm Thick NOMINAL SIZE PLATES NOMINAL APPROXIMATE APPROXIMATEO CJT~IDE -----7 IN TANK CAPACITY TOTAL WEIGHT DI~~zNsI~Nsm, Length x Breadth NUMBER LITRES EMPTY ---..A.--.-, mxm kg ‘Length Breadth Depth 3.75 x 3.75 45 52 650 5 050 3.90 3-90 3.83 5.00 x 3.75 54 70 200 6 100 5.15 3-90 3.83 sOO x 5.00 64 93 600 7200 5.15 5.15 3.83 6.25 x 5.00 74 117 000 8400 640 5.15 3.83 6.25 x 6.25 85 146 250 9 550 6.40 6.40 3.83 7.50 x 6.25 96 175 500 10 900 7.65 640 3.83 7.50 x 7.50 ,108 210 600 12 350 7.65 7.65 3.83 a-75 x 7.50 120 245 700 13650 8.90 7.65 3.83 8.75 x 8.75 133 286 650 15 100 8.90 8.90 3.83 875 x 8.75 146 327 600 16600 IO-15 8.90 3.93 11.25 x 8.75 159 368 550 18 150 1140 8.90 3.83 10.00 x 10.00 160 374 400 18 200 10.15 10.15 3.83 11-25 x 10~00 174 421 200 20000 1140 10.15 3-83 12.50 x 10.00 188 468000 21 500 12.65 10.15 3.83 11.25 x 11.25 189 473 850 21600 1140 Il.40 3.83 12.50 x 11.25 204 526 500 23 300 12-65 11.40 3-83 12.50 x 12.50 220 585 000 25 200 12.65 12.65 3.83 13.75 x 12.50 236 643 500 27 000 13.90 12.65 -3-83 13.75 x 13.75 253 707 850 29900 13sl 13.90 3-83 15.00 x 13.73 270 772 200 30 950 15.15 13.90 3.83 15~00 x 15xKl 288 842 400 33000 15.15 15.15 3-83 16.25 x 1500 306 912 600 35 000 1640 15.15 3.83 16.25 x 16.25 325 988 650 37 300 16.40 16.40 3.83 NoTE-T~~ capacity of tank with joints as in Fig. 2 will have slight reduction in capacity. 915:804-1967 TABLE 4 TYPICAL SIZES, APPROXIMATE WEIGHTS AND NOMINAL CAPACITIES OF TANKS WITH EXTERNAL FL+ANGES ( Clause6 .2 ) Tanks 5 Metree Deep, Plates 5.0 mm, @O mm and &O xnan Thick NOMINALS UE PLATES NOMINAL APPROXIMATE APPROXIMATEO t~t-stpr: +----7 IN TANK CAPACITY TOTAL WEIGHT DIMENSIONSm, Length x Breadth NUMBER LYRES EMPTL I I. _---_? mXm kg Length Breadth Depth 3.75 x 3.75 57 70 200 7 100 3.90 3.90 5.08 5.00 x 3.75 68 93 600 8 850 5.15 3.90 5.08 5Gl x 5.00 80 124 800 10 250 5.15 5.15 5.08 6.25 x 5.00 92 156 000 11800 6.40 5.15 588 6.25 x 6.25 105 195 000 13 550 6.40 6.40 5.08 7.50 x 6.25 118 234 000 15 300 7.65 6.40 5.08 7.50 x 7.50 132 280 800 17 200 7.65 7.65 5.08 8.75 x 7.50 146 327 600 19 050 8.90 7.65 5.08 a.‘75 x a.75 161 382 200 21000 8-90 8.90 5.08 1om x 8.75 176 436 800 23 150 10.1.5 8.90 5.08 11.25 x 8.75 191 491400 25 loo 11.40 890 5.08 IO.00 x IO.00 192 499 200 25 300 10.15 10.15 5.08 11.25 x IO.00 208 561 600 27 400 11.40 10.15 5.08 1250 x IO.00 224 624 000 29600 12.65 IO.15 5.08 11.25 x 11.25 225 631 800 30 ot30 Il.40 II.40 5.08 I2.50 x 11.25 242 702 000 32 100 12.65 1140 5.08 12.50 x 12.50 260 780 000 34 500 12.65 12.65 508 13.75 x 12.50 278 858 000 37 000 13.90 12.65 5.08 13.75 x 13.75 297 943 800 39 600 13.90 13.90 5.08 15.00 x 13.75 316 1 029 600 42 250 15.15 13.90 5.08 15.00 x 15.00 336 1 123200 45 000 15.15 15.15 5.08 X6.25 x 15.00 356 1216800 47 700 16.40 15.15 5.08 16.25 x 16.25 377 1 318 200 50 700 16.40 16.40 5.08 NOTE- The capacity of tank with joints as in Pig. 2 will have slight reduction in capacity. 10IS:SO4-1967 TABLE 5 MINIMUM NOMINAL THICKNESS OF PLATES ( Claw 6.3 ) DEPTH OF TANK DESCRIPTION OF PLATES WITH REGARD ?‘HICKNKS OF PLATES TO THEIR LOCATION SHEETS m mm 1.25 Bottom, sides ( cubic tank only ) 3.15 2.50 Bottom and first tier of sides :“o Top tier of sides f 3.75 Bottom and first tier of sides 6.0 Second tier of sides Top tier of sides f:i 540 Bottom and first tier of sides Second and third tier of sides ::; Top tier of sides 5.0 6.3.2 For cold or hot liquids with specific gravity greater than 1.0, the thickness of plates shall be as agreed to between the purchaser and the manufacturer. 7. FABRICATION 7.1 The plates shall be heated uniformly in a furnace and formed in a press, each of which shall be capable of taking the whole plate at one time, Alternatively, the plates may be pressed cold, the flanges made by V die and the corners welded provided no cracks develop. Re-drawing of plates to bring the same to the specified dimensions shall not be permitted. The flanges of the plates shall be pressed square or partly square and partly at an angle of 45“ to the face of the plate or all 45” to the face of the plate ( see Fig. 2, 3 and 4 ). All steel plates, bars and stays shall be carefully levelled and straightened according to the approved methods such as hammering before and after they are being punched or drilled if considered necessary by the inspector. The width of the flanges shall be suitable for the connecting bolts used. They shall have holes accurately drilled or punched in jigs so that the bolt holes are alignable and interchangeable with those of any other matching flange. The spacing of the bolt holes in the flanges shall not exceed 80 mm. For 1.25 m cubic tanks the diameter of bolts should be 12 mm excepting for the roof where it may be up to 10 mm diameter ( alternatively 8 mm with the maximum spacing of 55 mm includ- ing for the roof ). For other tanks the diameter of bolts should normally be 14 mm or over excepting at the roof where it may be up to 12 mm. If any other arrangement for the size of flange, diameter of the bolt and spacing of the bolt is desirable these shall be as agreed to between the purchaser and the manufacturer. Wherever necessary the flange bolts should be fitted with washers under nut. 11Joint/ k% Joint CORNER JOINT INTERMEDIATE JOINT FIG. 2 FLANGE JOINTS (PARTLY SQUARED) c I Yi Joint t - . -4- _a-* Joint J CORNER JOINT INTERMEDIATE JOINT FIG. 3 FLANGE JOINTS (SQUARED) FIG. 4 CORNER DETAILSIS : so4 - 1967 7.2 The sides of tanks shall be supported by stays at the junction of two or more plates; the stays shall be made from mild steel rolled sections. They shall be attached to the plates by bolting to the flanges or by mild steel cleats of strength equal to that of stays bolted to the tank plates. The stays shall connect sides to bottom, and/or horizontally sides to sides generally in accordance with Fig. 1. 7.3 All outside edges of gussets shall be cut. neatly and accurately and the edges ground where necessary. All burrs left by the drill and the sharp edges of all bolt holes shall be completely removed. All steel work intended to be riveted or bolted shall be,completely in contact over the entire surface. 7.4 All parts of steel tanks shall be coated with paint conforming to IS : 158-1950, and the paint shall be suitable for storage of the liquid for which the tank is intended. 7.5 Pads for connection, tapped bosses, screwed flanges or sockets, as may be required by the purchaser, shall be welded to the inside or outside or bolted to the tank plate. Pads shall be seal welded and drilled and/or tapped to suit flanges ( for example see IS : 1536-1960t, IS : 1537-196Of. and IS : 1538- 1960$ ). Single pads shall be provided for connections on one side of the plate and double pads for connection on both sides of the plate. Tapped rockets shall conform to the requirements laid down in IS : 1239-196411. Where possible, connections shallbe SO positioned as to avoid the embossment of the plate ( see Fig. 5 to 9 ). When double connections are to be provided in the pads the studs shall be staggered on opposite faces. 7.6 Inlet pipes and the overflow pipe, if arranged through the bottom of the tank only, shall be of bell mouth type. 7.7 Where connections are welded to the tank as well as where the corners are welded, the welding shall be done by the metal arc process in accordance with IS : 8 16- 19567. The plates and connections shall be prepared with care, and fusion faces shall be reasonably free from rust, paint or other foreign matter. Where the plates are cut, edges shall be dressed smooth. Pads shall be in fair contact with the plates before the welding is resorted to. All welds should be made in the down hand position. The size of the welds shall conform to those shown in Fig. 5 to 9. The surfaces of the welds bhall be even, free from cracks or blow holes. The welds shall be completely fused to the parent metal without undercut. Ready mixed paint, brushing, bituminous, black, lead-free, acid, alkali, water and beat resisting, for general purposes. ( Second revision in 1968 ). tSpeci6cation for centrifugally cast ( spun ) iron pressure pipes for water, gas and sewage. ( Second revision in 1976 ). SSpecification for vertically cast iron pressure pipes for water, gas and sewage. ( Second revision in 1976 ). §Specification for cast iron fittings for pressure pipes for water, gas and sewage. ( Second revision issued in 1976 and split into parts ). IjSpecification for mild steel tubes&d kbulars (revised ), [Since revised as IS : 1239 CPart I -1973 and IS : 1239 (Part II )-1974. TCo d e of practice for use of metal arc we s ing for general construction in mild steel. ( Since revised ). 13Is:80491967 FIG. 5 TAPPED SOCKET OR Boss WELDED INTO TANK PLATE FIG. 6 SCREWED FLANGE WELDED TO TANK PLATB FIG. 7 SINGLE PAD WELDED TO TANK PLATE -5 mm Welds FIG. 8 DOUBLE PAD WELDED TO TANK PLATE ( PADS FOR 50 mm PIPE \,AND UNDER, SEALING WELDS OMITTED ) 14Isr804-1967 DOUBLE CONNECTION SINGLE CONNECTION FIG. 9 THICK PAD WELDED TO TANK PLATE 7.8 Tanks 2.5 m deep or more shall be provided with a mild steel internal access ladderof minimum width of 40 cm. In the case of covered tanks, the ladder shall be adjacent to the manhole. 7.9 In the case of covered top tanks, the coverings may be of the following types: a) Mild steel plate shall conform to Is : 226-1962* and mild steel shall conform to IS : 1079-19637, and b) Galvanized sheets conforming to IS : 277-1962$ or asbestos sheets conforming to IS : 459-1962s. NOTE 1 - Mild steel cover plates shall be 3.15 mm thick. NOTE 2 - The designa nd constructiono f the cover shall be-such that the rain water can drain off easily. 7.9.1 In all cases, covered top tanks shall be provided with a manhole of diameter not less than 450 mm if circular, or 450 x 450 mm if square, to give access to the inside of the tank. In the case of covered top tanks there shall be no opening at the junction of the top cover with the sides which will allow mosquitoes inside the tank. Vent pipes may be provided, if required by the purchaser. The vertical vent pipe, if necessary, shall be provided on top with a flanged bend, the mouth of the bend being fitted ‘ivith a mosquito proof netting. Covers of tanks shall be adequately supported by rolled steel or pressed steel bearers or trusses. If the top cover acts as an effective tie, the top horizontal stays may be omitted. Specificationf or structurals teel ( standardq uality ) ( third rentin ). ( Fifth revision in 1975 ) tspcification for hot rolled carbon steel sheet and strip (r&d). ( Third rewsion in 1973 ). $Specification for galvanized steel sheets ( plain and corrugated) ( n&d ). ( Third revision in 1977 ). sspecification for unreinforced corrugated asbestos cement sheets ( w&d ). ( Since revised) . 15-T!s:804-1967 7.10 The workmanship shall be of the highest order and the finished tanks shall be free from all defects of manufacture. Accuracy shall be observed in the design, manufacture and erection of every part of the tank. All similar parts shall be strictly interchangeable. All joints shall be leak proof and the edges of flanges finished flush with each other. 8. ERECTION 8.1 The tanks shall be erected in accordance with the detailed drawings and manufacturer’s instructions. 8.2 Where tank with external flanges are to be erected at ground level, adequate working space for erection is required all round; underneath and above the finished size of the tank. 8.3 All tanks shall be effectively supported under each transverse joint and both ends of the tanks. This may be by the following: a) Rolled steel joists forming beams and architraves mounted on dwarf pillars ( see Fig. 10 ). Joists shall be designed to carry the imposed load with a maximum deflection of one part in one five-hundredth of the span. b) Dwarf walls of brick or concrete with footings to suit the depth of tank and the nature of ground. Dwarf walls for 3.75 metres of 5.00 metres deep tanks shall have a mild steel capping plate to provide a bearing surface on the wall ( see Fig. 11 ). 8.4 After erection the tank shall be finished with two coats of suitable anti- corrosive paint mutually agreed to between the manufacturer and the purchaser. 9. TESTS 9.1 Each tank shall be tested at site after erection for leakage under full static head. 10. INSPECTION 10.1 The purchaser or his representative shall have access to the works of the manufacturer at all reasonable times and shall be at liberty to inspect and to reject any material which does not conform to the requirements of this standard. 11. PACKING 11.1.A ll reasonable precautions to protect the components of the tanks from injury in transit shall be taken. They shall be packed in convenient bundles, riveted or bolted together or bound with iron strip or suitable wire. All rivets, bolts, nuts, etc, shall be packed in suitable containers according to trade practice. 16TANK PLATES 0.65.m MINIMUM TO ALLOW ACCESS FOR ERECTION AND FOR MAINTENANCE i- - 1.25m -i_125m---i_.25mcc FIG. 11 DWARF WALL SUPPORTS FOR PRESSED STEEL TANKSIS:804-1967 12. MARKING 12.1 A suitable name plate showing the name of the manufacture capacity, dimensions and other details as required by the purchaser should be attached properly so as to be prominently visible. Suitable indelible identification marks shall be made by the supplier to facilitate erection, site fabrication and erection of the tank. 12.X.1 The material may also be marked withthe Standard Mark NOTE - The use of the Standard Mark is governed by the provisions of the Bureau of Indian Standards Act, 1986 and the Rules and Regulations made there- under. The Standard Mark on products covered by an Indian Standard conveys the assurance that they have been produced to comply with the requirements of that standard under a well defined system of inspection, testing and quality control which is devised and supervised by BIS and operated by the producer. Standard marked products are also continuously checked by BIS for conformity to that standard as a further safeguard. Details of conditions under which a licence for the use of the Standard Mark may be granted to manufacturers or producers may be obtained from the Bureau of Indian Standards. APPENDIX A ( CZause 0.5 ) INFORMATION TO BE SUPPLIED WITH THE ENQUIRY AND ORDER A-l. The following details should be supplied by the purchaser at the time of enquiry and order: a> Type of tank required, that is Type 1, Type 2 or Type 3 ( see 3 ). Type of cover ( if any), number and position and type of manhole(s). b) Capacity required in litres or dimensions in metres in multiples of l-25 m and if any provision is to be made for future extension. C) Limiting conditions, if any, as to space and accessibility for erection, and whether the tank will be erected inside a building or exposed to the weather. If any partition is required, particulars to be given. 4 Nature and specific gravity of liquid for which the tank is required. If corrosive, particulars to be given. If the tank is re uired for storage of water, the fact whether it is hard or soft, to %e stated. If water level indicator is to be supplied, particulars of fixing the water level indicator to be given indicating its location. 4 Maximum temperature and boiling point of the liquid. 19IS:804-1967 f) Any special requirements as to jointing material and as to internal and external coating or lagging. g) Particulars of connections and drilling required and precise loca- tion on tank with dimensioned sketches, having regard to possible future requirements. h) Whether external access ladders are required and, if so, particulars be given. j) Details of any existing or proposed supporting structure and height of bottom of tank above ground level. k) Whether transverse supporting bearers are required and, if so, particulars as to span and end support to be given. m) Whether inspection will be made by the representative of the purchaser at the works of the manufacture. n) Where erection and test are to be carried out by the manufacturer at site, if so, information as to site conditions and accessibility to be given by the purchaser, and whether water or liquid for testing will be made available by the purchaser to be stated. 20BUREAU OF INDIAN STANDARDS Headquarters Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002 Telephones: 323 0131,323 3375,323 9402 Fax : 91 11 3234062,91 11 3239399, 91 11 3239362 Telegrams : Manaksmstha (Common to all Offices) Central Laboratory: Telephone Plot No. 20/9, Site IV, Sahibabad Ihdustrial Area, Sahibabad 201010 8-770032 RegloruI OMces: antrat : Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002 32378 17 ‘Eastern : l/14 CIT Scheme VII M, V.I.P. Road, Maniktola,,CALCCTTTA7 00054 3378662 Northern : SC0 335-336, Sector 34-A. CHANDIGARH 160022 60 38 43 Southern : C.I.T. Campus, IV Cross Road, CHENNAI 600113 235 23 15 iWestern : Manakalaya, E9, Behind Mard Telephone Exchange, Andheri (East), 832 92 95 MUMBAI 400093 Branch OWlcm:: ‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur. AHMEDABAD 380001 5501348 Peonya Industrial Area, 1st Stage, Bangalore-Tumkur Road, 839 49 55 BANGALORE 560058 Gangotii Complex. 5th Floor, Bhadbhada ROM, T.T. Nagar, BHOPAL 462003 55 40 21 Plot No. 62-63, Unit VI, Ganga Nagar, BHUBANESHWAR 751001 40 38 27 Kalaikathir Buildings, 670 Avinashi Road, COIMBATORE 641037 21 01 41 Plot No. 43. Sector 16 A, Mathura Road, FARIDABAD 121001 8-28 88 01 Savitri Complex. 118 G.T. Road, GHAZIABAD 201001 8-71 1996 5315 Ward No.29, R.G. Barua Road, 5th By-lane, GUWAHATI 781003 541137 5-8-56C, L.N. Gupta Marg. Nampaliy Statbn Rod. HYDERABAD 500001 201083 E-52, Chitaranjan Marg, C-Scheme, JAIPUR 302001 37 29 25 117/418B , Sarvodaya Nagar, KANPUR 208005 21 68 78 Seth Bhawan, 2nd Floor, Behind Leek Cinema, Naval Kishore Road, 2389 23 LUCKNOW 226001 NIT BUilding.Second floor, Gokulpat Irbrket. NAGPUR 440010 52 51 71 Patliputra Industrial Estate, PATNA 800013 26 23 05 Institution of Engineers (India) Building 1332 Shivaji Nagar. PUNE 411005 32 36 35 T.C. No. 14/1421, Uniirsity P. 0. Palaym, THIRVV ANANTHAPURAM 695034 621 17 ‘Sales Offiie is at 5 Chowrinbhee Approach, P.O. Princep Street, 271085 CALCUlTA 700072 iSales Ofliw is at Novelty Chambers, Grant Road, MUMBAI 400007 309 65 28 *Sales Office is at ‘F’ Block, Unity Building,’ Narashimaraja Square, 222 39 71 BANGALORE 560002 Printeda l Slmco PrintingP ress, Delhi. IndiaAMENDMENT NO. 1 OCTOBER 1997 TO IS 804 : 1967 SPECIFICATION FOR RECTANGULAR PRESSED STEEL TANKS (First Revision) (Page 7, Table 1, Note ) - Substitute the following for the existing matter: ‘NOTE - The capacity of tank with joints as in Fig.2 will have proportionate red~tion in capacity.’ (CED7) Reprography Unit, BIS, New Delhi, IndiaAMENDMENT NO. 2 AUGUST 1999 TO IS 804 : 1967 SPECIFICATION FOR~RECTANGULAR PRESSED STEEL TANKS (Firsr RevtXon) [Page 7, T’uhblel~ ( see also Amendment No. 1) ] - Substitute the following for the ~existing under ‘Approximate Total Weight Empty, kg’ against the Nominal Size: Table 1 NOMINALS~ZE AppR0X1td~772 A ? \ TOTAL WEIGHT (Length x Breadth) EMPTY mxm k 1.25 x i.25’ 250 2.50 x 1.25 650 3.75 x 1.25 8% 5.00 x 1.25 1 loo 2.50 x 2.50 950 3.75 x 2.50 1250 5.00 K 2.50 1550 6.25 x 2.50 1850 3.75 x 3.15 1650 5.00 x 3.75 2OcKl 6.25 x 3.75 2 400 7.50 x 3.75 2800 8.75 x 3.75 3 150 5.M i 5.x 2:tx 6.25 x 5.00 2 950 7.50 x 5.00 3400 -8.75 x 5.00 3 850 10.00 x 5.00 4 350 6.25 x 6.25 3500 -,l.r_n).V.< 1~” 4000 7.50 x 7.50 4 650 8.75 x 8.75 5 950 l Thickness of sheets for this tank only is 3.15 mm throughout. (CED7) Reprography Unit, BIS, New Delhi, India
2720_2.pdf	IS f 2720 ( Part II ) - 1973 Indian Standard METHODS OF TEST FOR SOILS PART II DETERMINATI.ON OF WATER CONTENT Second Revision ) ( Fiftb Reprint FEBRUARY1993 UDC 624.131.431.3 @ CopVrighrt1 973 BUREAU OF INDIAN STANDARDS MANAK BHAVAN. 9 BAHADUR SHAH ZAFAR MARG NEW DELHI llOOO2 Gr 5 July 1973 - ,_._. _-- --- . __. _-IS : 2720 ( Part II ) - 1973 Indian Standard METHODS OF TEST FOR SOILS PART II DETERMINATION OF WATER CONTENT Second Revision ) ( Soil Erlgineering Sectional Committee, BDC 23 Chairman RePresenting PROF DINESHM OHAN Cent;JorFe$lding Research Institute ( CSIR ), Members PROP ALAM SINGH University of Jodhpur, Jodhpur DR A. BANERJEE Cementation Co Ltd, Bombay SHRI S. GUPTA ( Alternate ) SHRI B. B. L. BHATNAGAR Irrigation & Power Research Institute, Amritsar SHRI K. N. DADINA In personal capacity (P 820, New A&ore, Calcutta 53 ) SHRI A. G. DAS~IDAR Hindustan Construction Co, Bombay SHRI R. 1~. DEWAN Irrigation Research Institute, Khagaul, Patna DR G. S. DHILLON Indian Geotechnical Society, New Delhi DIRECTOR ( CENTRAL SOIL Central Water & Power Commission, New Delhi MECHANICS RESEARCH STATION ) DEPUTY DIRECTOR ( CSMRS ) Alternate ) PROF R. N. DOGRA Indian Institute of Technology, New Delhi SHRI S. K. GULHATI ( Alternate SHRI v. G. HEDGE National Buildings Organization, New Delhi SHRI J. P. SHARMA ( Alternate ) DR IQBAL ALI Engineering Research Laboratory, Hyderabad SHRI K. R. SAXEN~ ( Alternate ) SHRI G. S. JAIN Central Building Research Institute ( CSIR ), Roorkee SHRI D. R. NARAHARI ( Alternate ) JoI;;T~~~ RESEARCH ( FE ), Railway Board ( Ministry of Railways ) De~un DIRECTOR RESEARCH ( SOIL MECHANICS ), RDSO ( Alternate ) SHRI G. KIJECKELMANN Rodio,Foundation Engineering Ltd; and Hazarat & Co, Bombay SHRI A. H. DIVANJI ( Alternate ) SHRI 0. P. MALHOTRA Buildings & Road Research Laboratory,. Public Works Department, Government of PunJab (.Continued On@ ge 2 ) @ Copyrvght 1973 BUREAU OF INDIAN STANDARDS This publication is protected under the Indian Copyright Act (XIV of 1957) and reproduction in whole or in part by any means except with written permission of the publisher shall be deemed to be an infringement of copyright undbr the said Act. .IS : 2720 ( Part II ) - 1973 ( Continuedfrom page 1 ) Members Representing Sum M. A. MEHTA Concrete Association of India, Bombay SHRI T. M. MENON ( Alternate ) SHRI T. K. NATARAJAN Central Road Research Institute ( CSIR ), New Delhi RESEARCHO FFICER Buildings h Roads Research Laboratory,. Public Works Department, Government of Punjab MAT K. M. S. SAHASI Engineer-in-Chief’s Branch, Army Headquarters -SHRI P. PUTHISIGAMAN(IA lternate ) - SECRETARY Central Board of Irrigation & Power, New Delhi DR SHAMSHER PRAKASH University of Roorkeg, Roorkee SHRI H. D. SHARMA Irrigation Research Institute, Roorkee SHRI S. N. SINHA Roads Wing ( Ministry of Shipping & Transport ) SHRI A. S. BISHNOI( Alternate ) SUPERINTENDINEGN GINEER( PLAN- Concrete & Soil Research Laboratory, Public Works NINGA ND DESIGN CIRCLE ) Department, Government of Tamil Nadu EXEC~JTIVBE NGINEERI NCHARGE ( SOIL MECHANICS& RESEARCH DIVISION) ( Alternate ) SHRI C. G. SWAMINATHAN Institution of Engineers ( India ), Calcutta SHRI H. C. VERMA All India Instruments Manufacturers & Dealers Association. Bombav SHRI.V . K. VASUDEVAN( Alternate ) SHRI H. G. VERYA Public Works Department, Government of Uttar Pradesh SHRI D. C. CHATUR~EDI( Alternate ) &RI D. AJITHA SIMHA, Director General, IS1 ( Ex-ojicio Member) Director ( Civ Engg ) Secretary SHRI G. RAMAN Deputy Director ( Civ Engg ), IS1 Soil Testing Procedures and Equipment Subcommittee, BDC 23 : 3 Convener PROP ALAM SINGH University of Jodhpur, Jodhpur Members DR R. K. BHANDARI Central Road Research Institute ( CSIR ), New Delhi SHRI T. N. BHARGAVA Roads Wing ( Ministry of Shipping & Transport ) SHRI A. S. BX~HNO(~ Alternate ) DR A. K. CHATTERJEE Public Works Department, Government of Uttar Pradesh - Snm R. L. DEWAN Irrigation Research Institute, Khagaul, Patna DXRECTOR( CSMRS) Central Water & Power Commission, New Delhi DEPUTY DIRECTOR ( CSMRS ) ( Alternate ) SHRI H. K. GUHA . G . eolog . is . ts’ Syndicate Private Ltd, Calcutta SHRS I H SR . I KN .. N G. UBH LA AT TT IA CHARYYA [ Alt Ie nm dt ic a) n.Institute of- Teebnology-New Delhi Sxnr 0. P. MALHOTRA Buildings & Road Research Laboratory, Public Works Dep.artment, Government of Punjab SHRI.R . K. AOGARWAI. 1 !&?matc ) ( Co&rued on poBa 17 ) 2IS : 2720 ( Part II ) - 1973 Indian Standard METHODS OF TEST FOR SOILS PART II DETERMINATION OF WATER CONTENT ( Second Revision ) 0. FOREWORD 0.1T his Indian Standard ( Part II ) ( Second Revision ) was adopted by the Indian Standards Institution on 22 March 1973, after the draft finalized by the Soil Engineering Sectional Committee had been approved by the Civil Engineering Division Council. 0.2 With a view to establish uniform procedures for the determination of different characteristics of soils and also for facilitating comparative studies of the results, the Indian Standards Institution is bringing out this Indian Standard methods of test for soils ( IS : 2720 ) which will be published in parts. 0.3 This part was first published in 1964 and revised in 1969 to include two rapid field methods for the determination of water content in soils. In this second revision, rapid determination of water content with infra-red lamp torsion balance moisture meter and rapid deter- mination of water content from the gas pressure developed by the reaction of calcium carbide with the free water content of the soil have been included. 0.4 In the formulation of this standard due weightage has been given to international co-ordination among the standards and practices prevailing in different countries in addition to relating it to the practices in the field in this country. 0.5 In reporting the result of a test or. analysis made in accordance with this standard, if the final value, observed or calculated, is to be rounded off, it shall’be done in accordance with IS :2 -1960. SECTION I OVEN-DRYING METHOD(STANDARD METHOD) 1. SCOPE 1.1 This method covers the determinatiqn of water content of soils expressed as a percentage of the oven-.dry weight. R&s for rounding off numerkd V~UW ( fcohf ). .;? 3ISt2720(Partll)-1973 2. TERMINOLOGY 2.0 For the purpose of this standard, the definitions given in IS : 2809-1972* shall apply. 3. APPARATUS 3.1 container - Any suitable non-corrodible air-tight container. 3.2 Balance -of sufficient sensitivity to weigh the soil sam les to an accuracy of 0.04 percent of the weight of the soil taken PQ r the test (see 4.1). 3.3 Oven - thermostatically controlled, with interior of non-corroding material to maintain the temperature at 110 f 5°C. 3.4 Desiccator -A desiccator with any suitable desiccating agent. 4. SOIL SPECIMEN 4.1 The soil specimen taken shall be representative of the soil mass. The size of the specimen selected depends on the quantity required for good representation, which is influenced by the gradation and the maximum size of particles, and on the accuracy of v?-eighing. The following quanti- ties are recommended for general laboratory use: Size of Particles Minimum Quantity of Soil More Than 90 P&cent Passing S’ecimcn to% Taken for Test Mass in g 425-micron IS Sieve 25 2-mm IS Sieve 50 4:75-mm IS Sieve 200 IO-mm IS Sieve 300 20-mm IS Sieve 500 40.mm IS Sieve 1000 NOTEI - For sizeso f dews, see IS : 460- 1962 t. NOTES- Drier the soil, the greater &all be the quantityo f the aoil taken. NOTES -Water content sp&mcn should be discarded and should not be uacd in any other tat% 5. PROCEDURE 3.1 Clean the container with lid, dry and weigh ( WI ). Take the required quantity of the soil specimen in the container crumbled and placed loosely, Glossary of terms and symbols relating to roil engineering (&St ravEon ). tSpcci&ation for tat sieved (ret&d). 4IS : 2720 (Part II ) - 1973 and weigh with lid ( W, ). Th en keep it in an oven with the lid removed, and maintain the temperature of the oven at 110 f 5°C ( see Note ). Dry the specimen in the oven for 24 h. Every.time the container is taken out for weighing. Replace the lid on the container and cool the container in a desiccator. Record the final mass ( W,) of the container with lid with dried soil sample. NOTE- Oven-drying at 110 f 5°C does not result in reliable water contenr values for soil containing gypsum or other minkrals having loosely bound water of hydration or for soil containing significant amounts of organic material. Reliable water content values for these soils can be obtained by drying in an oven at approximately 60 to 80°C. 6. CALCULATION 6.1 The percent of water content shall be calculated as follows: w-s w ? W_ x 100 ws - W, where w = water content percent, Ws = mass of container with lid with wet soil ing, r/jr,= mass of container with lid with dry soil in g, and WI = mass of container with lid in g. 7. REPORT 7.1 The water content ( w ) of the soil shall be reported to two significant figures. 7.2 The results of the test shall be suitably recorded. A recommended ~0 forma for this record is given in Appendix A. SECTION 2 SAND-BATH METHOD (SUBSIDIARY METHOD) 8. SCOPE 6.1 This method covers the determination of the water content of a soil as a percentage of its dry mass. It is intended as a rapid alternative to the method given in Section 1 but is less accurate and more suitable as a field test. The method shall not be used if it is suspected that the soil contains a large proportion of gypsum calcareous matter or organic matter. 9. APPARATUS 9.1 &nt.&sw + any suitable non-corrodible air-tight container, 5IS : 2720 ( Part II ) - 1973 9.2 Heat-Resistant Tray - of suitable metal and about 5 to 7 cm deep. 9.3 Balance- of sufficient sensitivity to weigh the soil samples to an accuracy of 0.4 percent of the mass of the soil taken for the test. 9.4 Sand-Bath - of suitable size and containing clean sand to a depth of at least 3 cm. 9.5 Equipment for Heating the Sand-Bath -kerosene stove or spirit lamp. 9.6 Palette Knife or Steel Spatula - a convenient size is one having a blade 10 dm long and 2 cm wide. 9.7 scoop- a convenient size is one about 20 cm long and 10 cm wide. 10. SOIL SPECIMEN 10.1 The mass of soil specimen taken for the test shall be in accordance with 4.1. 11. PROCEDURE 11.1 Clean the container with lid or the tray, as the case may be, dry and weigh ( W, ). Take the required quantity of the soil specimen in the container crumbled and placed loosely and weigh ( lJ’% ). Add a few pieces .of white paper if necessary ( see Note). Place the container with the lid removed or the tray on the sand-bath and heat the sand-bath. Care shall be taken not to get the sand-bath too hot. During heating, the specimen shall be turned frequently and thoroughly with the palette knife to assist the evaporation of water, care being taken to see that no soil is lost in the process; Dry the specimen to constant mass indicated by the difference between two consecutive masses of the container with lid or the tray with the dried specimen taken at suitable intervals after initial drying, being a maximum of 0.1 percent of the original mass of the soil specimen. When drying is complete, remove the container or the tray from the sand- bath, ,cool and weigh ( H’s). The container should be weighed with lid. NOTE- Avoid overheating. A convenient method of detecting overheating of the soil is by the use of small pieces of white paper mixed with the soil. Overheating is indicated if the paper turns brown. 12. CALCULATION 12.1 The percentage of water content shall be calculated as follows: w 5 ws- W? w, - x 100 WI 6IS : 2720 ( Park II ) - 1973 where W = water content percent, w, = mass of container with lid ( or tray ) with wet soil in g, w, = mass of container with lid (or tray) with dry soil in g, and w, = mass of container with lid ( or tray ) in g. 13. REPORT 13.1 The water content and the results of tests shall be reported in accordance with 7.1 and 7.2. SECTION 3 ALCOHOL METHOD (SUBSIDIARY METHOD) 14. SCOPE 14.1 This method covers the determination of the water content of a soil as a percentage of its dry mass. It is intended as a rapid alternative to the method given in Section 1 but is less accurate and is more suitable as a field test. Since methylated spirit is used, care shall be taken against risk of fire. The method shall not be used if the soil contains a large proportion of clay, gypsum, calcareous matter or organic matter. 15. APPARATUS 15.1 Evaporating Dish- 10 to 15 cm in diameter. 15.2 Palette Knife or Steel Spatula-having a blade 10 cm long and 2 cm wide. 15.3 Balance - of sufficient rensitivity to weigh the soil samples to an accuracy of 0.4 percent of the mass of the soil taken for the test. 15.4 Methylated Spirit 16. SOIL SPECIMEN IS.1 The soil_ specimen taken shall be representative of the soil mass. The size of the specimen selected depends on the quantity required for good representation, which is influenced by the gradation and the maxi- mum size of particles, and on the accuracy of weighing. The folIowing 7IS : 2720 ( Part II) - 1973 quantities are recommended for general use: Size of Particles Minimum Quantity of Soil More Than 90 Percent Passing Specimen to be Taken for Test Mass in g 2-mm IS Sieve 30 20-mm IS Sieve 300 NOTE I- For sizes of sieves, see IS : 460-1962. NOTE 2 - Drier the soil, the greater shall be the quantity of the soil taken. NOTE 3 - Water content samples should be discarded and should not be used in any other tests. 17. PROCEDURE 17.1 Clean the evaporating dish, dry and weigh ( WI). Take the required quantity of the soil specimen in the evaporating dish and weigh ( &). Pour over the soil methylated spirit at the rate of about one millilitre for every gram of soil taken so that the soil is well covered. Work the methy- lated spirit well into the soil with the palette knife and break up any large lumps of soil. Place the evaporating dish on a surface which will not be affected by heat and ignite the methylated spirit. Stir the soil constantly with the spatula or knife, care being taken to see that none of the soil is lost. After the methylated spirit has burnt away completely allow the dish to cool and weigh it with the contents ( W,). 18. CALCULATION 18.1 The percentage of water content shall be calculated as follows: ws- w3 w=w8- x loo WI where w = water content percent, w, = mass of dish with wet soil in g, W, = mass of dish with dry soil in g, and W, - mass of dish in g. 19. REPORT 19.1 The water content and the results of tests shall be reported in accordance with 7.1 and 7.2. Specification for test sieves ( fmirrd). 8IS : 2720 ( Part II ) - 1973 SECTION 4 RAPID DETERMINATION OF WATER CONTENT WITH INFRA-RED LAMP TORSION BALANCE MOISTURE METER 20. SCOPE 20.1 This section describes a method for rapid determination of water content of soils employing a device providing infra-red lamp for drying and torsion balance for getting of percentage of water on wet basis from a scale, and the results obtained are convertible to water content on dry basis. NOTE - The water estimation with this method takes 15 to 30 min depending upon the type of soil and quantity of water present. Plastic soils might take about 30 min. The reproducibility of readings is within to25 percent. The probable error is about * 0.3 percent water content in case of grahular soils and about 0.8 to 1 per- celit in case of clays. 21. APPARATUS 21.1 Infra-red Lamp and Torsion Balance Moisture Meter-The moisture meter is illustrated in its essential details in Fig. 1 and 2. 21.1.1 The equipment should be of two main parts, the infra-red lamp, and the torsion balance. The infra-red radiation should be provided by 250 watt lamp built in the balance for use with an alternating current 220-230 V, 50 cycle, single phase mains supply. Provision should be made to adjust the input voltage to the infra-red lamp to control the heat for drying of specimen. A suitable thermometer graduated from 40 to 150”~ should be provided for ascertaining the temperature of drying in the pan housing. The weighing mechanism, a torsion balance, should have a built in magnetic damper. The.balance scale should be divided in terms of water percentages, from 1 to 100 percent water content in 0.2 percent divisions. 21.2 Palette Knife or Steel Spatula - having a blade 10 cm long and 2 cm wide. 22. SOIL SPECIMEN 22.1 The soil specimen taken shall be representative of the soil mass. The specimen should weigh 25 g. As this moisture. meter is calibrated to use 25 g of soil, the maximum size of particle present in the specimen shall be less than 2 mm. 23. PROCEDURE 23.1 Keep the test samples always in suitable containers so that the water content to be determined is not affected by ambient conditions. 9IS : 2720 ( Part II ) - 1‘973 TO IR LAMP Description Descn@ion 1. Base 13. Calibrated drum Pan housing 14. Wire grip for balance 3: Pan 15. Gear 4. On-off switch 16. Torsion wire 5. Wire tensioner 17. Pointer 6. Initial adjustment knob 18. Right-hand wire grip 7. Left-hand wire grip 19. Drum drive knob Gear 20. Index mark t * Damping magnet Lock 10: Damping vane Variac knob ( for heat control ) 11. Balance arm 28. Thermometer 12. Stopper 29. Thermometer bracket FIG. 1 TORSIONB ALANCE MOISTUREM ETER ( O-100P ERCENT) - PLAN (COVER REMOVED) 10IS t 2720 ( Part II ) - 1973 Dcscri@on Description 1. Base 24. Lamp housing 2. Pan housing 25. Lifting handle 4. On-off switch 26. Viewing lens 6. Initial adjustment knob 27. Locking screw 19. Drum drive knob 28. Thermometer 22. Variac knob (for heat control ) 29. Thermometer bracket 23. COW3 30. Indicating lamp FIG.~ T~RUONBALANCE MOISTUREM ETER (O-100P ERCENT)- FRONTVIEW. 11IS : 2720 ( Part II ) - 1973 23.2 Set the 100 percent scale division of the cahbrated drum to align with the index mark with the help of drum drive knob. 23.3 With the pan placed on the pivot, check that the pointer is aligned with the index line and the 100 percent scale division. If not, set the pointer with the help of initial setting knob. 23.4 Rotate the drum drive knob anti-clockwise and bring the 0 percent scale division in line with the index mark, thus prestressing the wire through an amount equal to 100 percent ( this represents the amount of unbalance ). The pointer will now be above the index mark. 23.3 Raise the lamp housing and carefully distribute the test material evenly on the sample pan until the pointer returns to the’index mark ( approximately 25 g of the material will be needed in one operation ). 23.6 Lower the lamp housing and switch on the infra-red lamp with the help of the switch provided on the left-hand side. Insert the thermometer ‘in its socket and bracket. Adjust the variac control knob between 95 and 100 on the scale ,if it is desired that the temperature of drying is around 11O’C. The sample will now begin to lose water and the pointer will rise above the index. NOTE -Keep a watch on the columu of mercury on the thermometer when the thermometer records a temperature of 105C, control the variac in such a manner that there is no more rise in the temperature beyond 110% and the temperature in the housing is maintained at 110 5’C. If for a particular sample, the temperature is to be higher or lower than 1 lO”C, the variac control knob can be adjusted accordingly. 23.7 To determine the percentage reduction of mass at any instant, rotate the drum scale by turning the drum drive knob until the pointer returns to the index. Read the percentage directly from the scale. The percent water which is read from the scale is the percent water based upon the initial mass of the sample, that is, the wet mass of the sample. 23.8 The criterion for taking the final reading is that the pointer should remain steady on the index mark which shows that the sample has dried to constant mass. Note the drum scale reading against the pointer which is the percent water on the total mass taken. Remove the thermometer from its bracket. 23.9 Repeat steps 23.1 to 23.8 with a fresh sample using a cool and clean pan. 24. CALCULATION 24.1 From the water’ content (m) a~ obtained on the moisture balance scale, the water content ( tu ) on the dry weight basis shall be calculated ;1s follows: m X 100 percent W=lOO-m “1 12IS : 2720 ( Part II’) - 1973 SECTION 5 RAPID DETERMINATION OF WATER CONTENT FROM THE GAS PRESSURE DEVELOPED BY THE REACTION OF CALCIUM CARBIDE WITH THE FREE WATER OF THE SOIL 25. SCOPE 25.1 This section describes a method for rapid determination of water content from the gas pressure developed by the reaction of calcium car- bide with the free water of the soil. From the calibrated scale of the pressure gauge the percentage of water on total ( wet ) mass of soil is obtained and the same is converted to water content on dry mass of soil. 26. APPARATUS 26.1 Metallic Pressure Vessel - with clamp for sealing cup, and a gauge calibrated in percentage water content ( see Fig. 3 ). 26.2 Counterpoised Balance - for weighing sample as shown in Fig. 3. 26.3 Scoop - for measuring absorbent ( calcium carbide ). 26.4 One Bottle of the Absorbent ( Calcium Carbide ) 26.5 One Cleaning Brush 26.6 Steel Balls - three steel balls of about 12.5 mm diameter and one steel ball of 25 mm diameter. 27. SOIL SPECIMEN 27.1 Sand requires no special preparation. Coarse powders may be ground and pulverized. Cohesive and plastic soils and material are tested with addition of stee1 balls in the pressure vessels. This test requires about 6 g of.soil sample. 28. TEST PROCEDURE 28.1 Set up the balance. Place sample in pan till the mark on the balance arm mass lines up with the index mark. 28.2 Unclamp the clamping screw of the instrument sufficiently to move the U-clamp off the cup. Lift off the cup. Check that cup and body are clean; otherwise clean it using a brush. 28.3 Hold the body horizontal and gently deposit one level scoopful of absorbent ( calcium carbide ) halfway inside the chamber. Then lay the chamber down without disturbing the absorbent charge. Transfer theIS : 2720 ( Part II ) - 1973 Dcscripion Description 1. scoop 7. Gauge O-50% 2. Balance base 8. Body 3. Index mark 9. cup 4. Balance arm 10. U-clamp 5. stirrup 11. Clamp screw 6. Pan FIG., 3 RAPT MOKSTURE METER soil weighed out as above from the pan to the cup. Holding cup and chamber approximately horizontal bring them together without disturb- ing sample or absorbent, bring the U-clamp round and clamp the cup tightly into place. Nore - If th’es ample is bulky reverse the above placements, that is, put the sample in the chamber and the absorbent in the cup. In the case of clayey soils and pastes, place the 3 smaller steel balls in the cup along with the sample and larger one in the body along with the absorbent. 28.4 With gauge downwards ( except when the steel balls are used ) shake the moisture meter up and down vigorously for 5 seconds, then quickly turn it so that the gauge is upwards, give a tap to the body of the moisture meter to ensure that all the contents fall into the cup. Hold the rapid 14IS : 2720 ( Part II ) - 1973 moisture meter downwards, again shake for 5 seconds, then turn it with gauge upwards and tap. Hold for one minute. Repeat this for a third time. Once more invert the rapid moisture meter and shake up and down to cool the gas. Turn the rapid moisture meter with the gauge upwards and dial horizontal held at chest height. When the needle comes to rest take the reading. The readings on the meter are the percentages of water on the wet mass basis. NOTE -When steel balls are used place the 3 smaller balls in the cup along with the soil and the larger one in the body along with the absorbent mdseal up the unit as usual. Hold the rapid moisture meter vertical so that the material in the cup falls into the body. Now holding the unit horizontal rotate it for 10 seconds so that the balls are rolled round the Inside circumference of the body. Rest for 20 seconds. Repeat the rotation-rest cycle until the gauge reading is constant (usually this takes 4 to 8 min ). Note the reading as usual. 28.5 Finally release the pressure slowly ( away from the operator ) by opening the clamp screw and taking the cup out, empty the contents and clean the instrument with a brush. 29. CALCULATION 29.1 From the water content ( m ) obtained on the wet mass basis as the reading on the rapid moisture meter, the water content ( w ) on the dry mass basis shall be calculated as follows: w = ( lOOm_ m ) X 100 percent NOTE -The absorbent is highly susceptible to absorption of moisture and SO shall not be exposed to atmosphere; as a result the absorbent suffers deterioration and will give results on the lower side. Replace the lid of the absorbent container firmly as soon as the required, amount of the absorbent for a test is taken from the bottle. The absor- bent suffers deterioration with time. 15IS : 2720 ( Part II ) - 1973 APPENDIX A ( Clause 7.2 ) PRO FORMA FOR RECORD OF RESULTS OF TEST FOR THE DETERMINATION OF WATER CONTENT OF SOIL Details of soil sample : Tested by : Method of test adopted : Oven drying : Sand-bath : Alcohol : 1. Container No. 2. Mass of container and wet soil W,, in g -~ 3. Mass of container and dry soil W,, in g _._...___ 4. Mass of container WI, in g 5. Mass of dry soi ( W, - WI ), in g 6. Mass of moisture ( W, - W, 1, in g w, - ws 7. Water Content w = w, _ w, x 100% 16IS I 2720( Part II ) - 1973 ( Continthdfrom page 2 ) Members Rejwesenting SHRI G. S. JAIN Central Building Research Institute ( CSIR ), Roorkee SHRI A~AR SINGH ( Alternate ) DR V. V. S. RAO United Technical Consultants Pvt Ltd, New Delhi SHRI K. K. GUPTA ( Alternate ) MAJ K. M. S. SAHASI Engineer-in-Chief’s Branch, Army Headquarters PkoF K. B. SINGH Banaras Hindu University, Banaras SHRI H. C. VERMA Associated Instrument Manufacturers ( India ) Pvt Ltd, New Delhi SHRI M. N. BALIGA ( Alternate ) 17BUREAU OF INDIAN STANDARDS Headquarters: Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002 Telephones: 331 01 31, 331 13 75 Telegrams: Manaksanstha ( Common to all Offices) Regional Offices: Telephone Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, 331 01 31 NEW DELHI 110002 331 1375 I Eastern : 1 /14 C. I. T. Scheme VII M, V. I. P: Road, 36 24 99 Maniktola, CALCUTTA 700054 Northern : SC0 445-446, Sector 35-C, 21843 CHANDIGARH 160036 I 3 1641 41 24 42 Southern : C. I. T. Campus, MADRAS 600113 41 25 19 ( 41 2916 tWestern : Manakalaya, E9 MIDC, Marol, Andheri ( East ), 6 32 92 95 BOMBAY 400093 Branch Offices: ‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur, 2 63 48 AHMADABAD 380001 I 2 63 49 $,Peenya Industrial Area 1st Stage, Bangalore Tumkur Road (38 49 55 BANGALCRE 560058 138 49 56 Gangotri Complex, 5th Floor, Bhadbhada Road, T. T. Nagar, 667 16 BHCPAL 462003 Plot NO. 82183. Lewis Road, BHUBANESHWAR 751002 5 36 27 531’5. Ward No. 29, R.G. Barua Road, 5th Byelane, 3 31 77 GUWAHATI 781003 5-B-56C L. N. Gupta Marg ( Nampally Station Road ), 23 1063 HYDERABAD 500001 63471 RI 4 Yudhister Marg, C Scheme, JAIPUR 302005 ( 6 98 32 21 68 76 117/418 B Sarvodaya Nagar, KANPUR 208005 ( 21 a2 92 Patliputra Industrial Estate, PATNA 600013 623 5 T.C. No. 14/1421. University P.O.. Palayam 1621 154 TRIVANDRUM 695035 1621 17 /nspection Offices ( With Sale Point ): Pushpanjali, First Floor, 205-A West High Court Road, 2 51 71 Shankar Nagar Square, NAGPUR 440010 Institution of Engineers ( India ) Building, 1332 Shivaji Nagar, 5 24 35 PUNE 411005 Sales Office in Calcutta is at 5 Chowringhee Approach, P. 0. Princep 27 68 00 Street. Calcutta 700072 tsales Office in Bombay is at Novelty Chimbers, Grant Road, 89 65 28 Bombay 400007 @ales Office.in BangalOre is at Unity Building, Narasimharaja Square, 22 36 71 Bangalore 560002 keprography Unit, BIS, New Delhi.,I ndiaAMENDMENT NO. 1 AUGUST 1982 TO IS t 2720 ( Part II )-1973 METHODS OF TEST FOR SOILS PART II DETERMINATION OF WATER COMtENt ( Second Ret&ion ) Altcradonm ( Page 4, clause 4.1 ): a) Informal tahle,firsf column - Substitute the following for the exist- ing matter: ‘ 425Pm IS Sieve 2-mm IS Sieve 475_mm IS Sieve 9.50-mm IS Sieve 19-mm IS Sieve 37.5-mm IS Sieve ’ b) Nde 1 - Substitute the following for the existing note: ‘ NOTE 1 - For sizes of sieves, see IS: 460 ( Part I )-1978t ‘. ( Page 4, fool-note wilir ‘ t ’ mark ) - Substitute the following for the existing foot-note: ’ tSpecification for test sieves: Part I Wire cloth test riewes (~mrd ftilh ). ( Page 8, clause 16.1 ): a) Informal table, /irst column - Substitute the following for the exist- ing matter: ( 2-mm IS Sieve 19-mm IS Sieve ’ b) Note 1 - Substitute the following for the existing note: ’ NOTE 1 - For sizes of sieves, JW IS : 460 ( Part I )-1978’ . ( Page 8,fiohote z&h ‘ ’ mark ) - Substitute the following for the existing foot-note: ’ Specification for test sieves: Part I Wire cloth test sieves ( sco~ddsior). ’( Pap 14, clause2 8.9, Note ) - Substitute the following for the exist- ing note: ‘ NOTE- If the sample is bulky, revctse the above placement, that ir, put the sample in the chamber and the absorbent in the cup. In the case of clayey soils and pastea, place the 3 smaller and one bigger steel balla in the body along with the ahsorbmt. ’ ( Page 15, d0t4.f~2 8.4, JVde > - Substitute the following for the exist- ing note: NOTB- When steel balls are used, place the tbree smaller and one bigger balls in the body along with the absorbent and the sample in the cup and aeal up the unit aa usual. Hold the rapid moirture meter vertical with the cup downwards and allow the absorbent with the balls to fall into the cup. Shake the unit up and down vigorously in this position for about 15 reconds. Now invert the unit and allow the material to fall into the body. Now holding the unit horizontal rotate it for 10 seconds so that the balls rolled round the inside circumference of the body. Rest for 20 seconda. Repeat the above cycle until the gauge reading is constnnt ( usually this takes 4 to 8 min ). Note the reading as usual. ’ (BDc23) 2 Reprography Unit, DIS, New Delhi, India
12183_1.pdf	IS : 12183( Part 1 ) - 1987 ( Reammod 1992 ) Indian Standard CODE OF PRACTICE FOR PLUMBING IN MULTI-STOREYED BUILDINGS PART 1 WATER SUPPLY CFirst& print JANUARY 1998 ) UDC 696-l 1 : 69’032.2 : 006.76 0 Cofyright1 988 BUREAU OF INDIAN STANDARDS MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG NEW DELHI 110002 Gr 5 May 1988Indian Standard CODE OF PRACTICE FOR - PLUMBING IN MULTI-STOREYED BUILDINGS PART 1 WATER SVPPLY Water Supply amd Sanitation Sectional Committee, BDC 24 cbirmen R8pr01rnfing SEEIJ . D.’ Clruz Ganga Project Authority, New Dclbi AfIrnbnJ AUVI~EB ( PHE ) Minirtry of Works and Hauling DI~UTY A~omlrrt ( PHE ) ( Rlfwn8tr ) SURI M. S. AMANX Public Worka Department, Delhi Administration, New Delhi SERI P. C. SRlVAR’rAVA (.dhM;6 ) !&ar Av~nlrrna Krm~n Tata Consulting Engineers, Bangalore Sttttl S. CPANDItA ( Ahnd) Ctclsr ~NOINLSII ~C~)NBTIlU~‘TI~~N ) Uttar Pradesh Jai Nigam, Lucknow SI~PEILIWTKYDIlN:ON OINLIl(H A hfIIlfd) CIIIK~ ENOINJTEI(L G ~NEILAL ) Tamil Nadu Water Supply and Drainage Board, Madras Sanr R.C.P. CH~UDHARY Engineers India Limited, New Delhi SHHI H. V. RAO ( Alfnnufr ) SIII~~S . DAIVAYANI Madras Metropolitan Water Supply and Sewerage Board, Madras CHIEP ENQINESR ( OPERATION 8~ MAINTRNANCE) ( Alfrmdr ) Poor J. M. DAVS lnrlitution of Engineera (India ). Calcutta 9a~1S.G. DEOLAL~KAH In personal capacity ( Fial &I. 403, Savilri Cinrma Commrrcial Corn@, Nd w D#lhi ) Sa~rr DEVENDRA SINOR In prraonal capacity ( 16-A Maya Mahal, 171h Road, Khar, Bombay ) ,bOlNBEH-IN-CIIIKY Warer Supply & Sewage Disposal Undertaking, New Delhi CII~EY ENOINF.EN ( CIVIL 1 1 ( Alternate ) Smr K. K. GANDHI Public Works Departmrnt ( Public Health Branch ) Government of Haryana, Cbandigarb SI~HI M. N. SlIAIt.,A ( Ahrnofr) ( Confined on pap 2 ) RUREAU OF INDIAN STANDARDS This publication is protected under rhe In&an Coprighf Acf ( XIV of 1957 ) and reproduction in whole or in part by any meana except with written permission of the publisher ball be deemed to be an infringement of copyright under the said Act.IS I 12183 ( Part 1 ) - 1987 ( Cmlinlud/rop~anp I ) Mmnbmr &p?#J#nling HYDRAULIC ENOINSER Municipal Corporation of Greater Bombay, Bombay Catlrr ENOINIUSR ( SBWBUAM PROJECTB ) ( IUfunotr ) SaSl .% s. KALE1 Public Works Department ( Public Health Branch ) Government of Punjab, Patiala S~BI S. R. KSEIR~A~AR National Environmental Eogineering Research Institute ( CSIR ), Nagpur DR P. V. R. C. PANICEEU ( Allnnatr ) SEEI B. A. MALLYA Minirtry of Railways MAXAOXNO DIX~BCTOB Punjab Water Supply and Sewerage Board, Cbandigarh Saw U. N. MONDAL Calcutta Metropolitan Development Authority, Calcutta s. SEBI R. ~uKam~JttIt (, Alfmtaf# I Saw R. NATARAJAN Hindurtan Dorr-Oliver Ltd, Bombay SBRI SUBRASH V~EYA ( Al~nnatr ) P~orX..l. NATX All India Iartitute of Hy.g_i ene and Public Health. Calcutta SHRI D. CUIN ( Altrrnalr ) SEEI G. S. RAOEAVENDBA Public Health Department, Government of Madhya Pradesh, Bhopal SEEI D. K. MITBA ( Alfrrnafr I ) SHRI I. S. BAWNA ( Alfernatr II ) PBOP Y. N. RAVACHANDRA RAO Ministry of Defence ( E-in-C’s Branch ), New Delhi MAJ B. S. PARMAR ( Altnnalc ) Da A. V. R. RAO National Buildings Organization, New Delhi SHI~I 0. P. RATHA ( Alftmof~ ) SECRETAHY Indian Water Works Association. Bombay SECEPTABY CENEIIAL Iostitution of Public Health Engineers India, Calcutta SHRI R. N. BANI~BJI~E( Allrrnafr ) SIXHIL . R. SBEOAL L. R. Sehgaj and Co, New Delhi SEBI S. K. SEABYA Centl;alI~,~lding Rcrearch Institute ( CSIR ), SUPER~NTEXDINOS KIR V L Y o H or Central Public Works Department, New Delhi WOEKS (ND2 ) SURVEYOR or WOHREI-I( NDZ ) ( Allarnafr ) SERI B. N. TEYAOARAJA Bangalore Water Supply and Sewerage Board, Bangalore SERI H. S. PUTTAKEMPANNA ( Altrrnatr) SHRI P. S. WADIA Hindustan Construction CO Ltd, Bombay SERI C. E. S. Rao ( AI&n& ) SERI G. RAMAN, Director General, BIS ( Ex-0Jici0 Member ) Director ( Civ Engg ) SurrtarJ SHRI A. K. AVASTEY Deputy Director ( Civ Engg ), BIS 2IS : 12183( Part 1 ) - 1987 Indian Standard CODE OF PRACTICE FOR PLUMBING IN MULTI-STOREYED BUILDINGS PART 1 WATER SUPPLY 0. FOREWORD 0.1 This Indian Standard was adopted by the Bureau of Indian Standards on 30 July 1987, after the draft finalized by the Water Supply and Sanita- tion Sectional Committee had been approved by the Civil Engineering Division Council. ~0.2 Many administrative authorities controlling water supply have their own set3 of bye-laws, rules and regulations for water supply to suit local conditions. These should be strictly conformed to before operations are commenced for laying pipe lines or plumbing systems which are to be con- nected to public water supply. This code is intended to give the necessary guidance on good practices of plumbing. 0.3 For the purpose of deciding whether a particular requirement of this standard is complied with, the final value, observed (or calculated, express- ing the result of a test or analysis, shall be rounded off in accordance with IS : 2-1960. The number of significant places retained in the rounded off value should be the same as that of the specified value in this standard. 1. SCOPE 1.1 This code deals with water supply in multi-storeyed buildings and covers general requirements and regulations, design considerations, plumb- ing systems, distribution system, storage of water and inspection for water supply in multi-storeyed buildings. 1.2 Requirements of water piping, fittings and appliances, inspection, and maintenance covered in IS : 2065-1983t shall be applicable for multi- storeyed buildings also. Rules for rounding off numerical values ( revised !. tCode of practice for water supply in buildings ( second revision ) . 3IS I 121@3 ( Part P ) - 1987 2. EXCHANGE OF INFORMATION 2.1 Full coordination at thr planning stage between the architrcts, owners, civil cnginccr. contractor and electrical contractor is csscntial. Provision for space-s for pipe runs, due-ts, tanks, pumping systems andothcr rlrmen(s shall be made in advance so as to prevent any overlapping with olher services of the building. 2.2 All pipe runs, apprutcnanccs and valves shall be located in a manner to provide easy access for maintenance and repair. 2.3 All information regarding additional load on structures for water tanks ctc, shall be given to (he structural engineer for incorporation in the SWW- tural design. 2.4 Data for designing the clcctrical and mechanical system shall be given to the concerned engineer. 2.5 Ir. :I lllation plans for record purposes shall be provided on completion of the installation. 3. ESTIMATION OF WATER SUPPLY DEMAND 3.1 Demand of water supply in each type building is not accurately deter- minable due to various factors, for example, type of building, usage, economic conditions of users, hours of supply and climatic conditions. 3.2 The requirement of water for different types of buildings is given in IS : 1172-1~983. These requirements are minimum recommended and care should be taken to study each project in accordance with circumstanca applicable and the requirement of water estimated accordingly. 3.3 Provision shall be made for additional quantities of water required for special uses, for rxample, air-conditioning system, gardening, for process or laboratory use. For requirements regarding water supply for fire fighting reference may be made to IS : 9668-1980t. 3.4 Provision for additional water supply for any future expansion in the building shall be made. 3.5 Population Projection - Projection of population for each building shall be made on the basis of its usage. Population for each type of build- ing shall be estimated on the basis of mformation obtained from the usen. Alternatively, population may be worked on the following basis for different type of buildings: a) Residence 5 persons per dwelling unit area b) Offices 1 person/l0 to 15 m* of plinth area Code of basic requirements for water supply,drainage and sanitation (third rrvision ). t( :odr of practirv for provision ar,d maintrnanrr of water supplies for fire fighting . 4IS I12183 (Pmt 1) - Is87 c) Schools Strength of the school plus teaching and other staff d) Hostels Number of brds plus 4-5 x warden’s residence plus staff e) Hotels Number of beds plus staff plus rrquire- ment of restaurant seats f) Hospitals Number of beds plus stafi’ ( residential requirement, if any, should also be addrd ) Five to 15 percent additional population depending on the usage of the building shall be added for visitors and floating population likely lo use the building facilities. 4. DESIGN CONSIDERATION 4.1 Piping systems shall be designed to cater for various types of fixtures as given in Table 1. TABLE 1 RATE OF FLOW AND FIXTURE UNITS RATE 01 FLOW FIXTURE UNITS SCBOOLIINDUS- litres,‘second C---‘h--_. ~ TBIAL Residen- Offices BUILDINOE tial W. C. with flushing cistern 0.12 2 2 2 Wash basin 0’15 1’5 1’5 3 3’ Wash basin with spray taps 0.04 2 2 2 Bath tub ( private ) 0’30 10 - - Bath tub ( public ) 0’60 22 Shower ( with nozzle ) 0’12 3 - - Sink with 15 mm tap 0.20 3 3 3 Sink with 20 mm tap 0’30 4 4 4 Sink with 35 mm tap 0’40 5 5 5 Concentrated use. 4.2 For ease of designing and working out the probable simultaneous demand ( see 4.4 ), each fixtures has been given a fixture unit ( FU ). Fixture units have no precise unit in terms of litreslsecond but are based on the rate of flow for each unit and average time of use for each fixture. 4.3 The fixture units are based on and used on a piping system which has a common down take. 518 t 12183 ( Part 1 ) - 1987 4.4 Simultaneous Demand 4.4.1 The probability of all taps being open silt\ultancously except in a small group of fixtures is rcmotc. In order to work out the probable demand, a study of each work shall be m;tdc to ascertain tt)c type of building, periods of water usage, etc. 4.4.2 Where water is supplied 24 hours a day without interruption, the probable demand would bc xninimum. lt would be maximum, if the hours of supply arc Icast. 4.4.3 Simultaneous demand could be I(!0 pcrccnt of the gross demand in certain cases, for cxampic, showers and toilets in stadium, gymnasiums, swimming pool, students hostels, industrial and oflice wash rooms and similar other establishments where the water usage could be concentrated during a short period. 4.4.4 Probable simultaneous demand may also be worked out by the relation: VI= G- where m Is the probable number of appliances in use and n is the total number of appliances installed. 4.4.5 Figure 1 gives a chart from which the probable demand in litrcs per second may be worked out by adding the number of fixture units ins- talled on each line. 4.4.6 Crrtain type of fixtures and connections, for cxamplc, urinals or connrctiorrs to cooling tower of air-conditioning systems required a conti- nuous flow of w;ttcr throllghout their period of use. Load of this type of use should be added after the probable demand in a line has been -calculated. 4.5 Outlet Pressure - Prvssurc at each outlet shall be enough to ovcr- come the frictional losses through the fixture and provide the desire flow. ( see IS : 2065-19835 ), 5. SOURCE OF SUPPLY 5.1 Before planning the water supply system source(s) of water supply should be identified and established. ‘c 5.2 The source of supply may be any one or more of the following: a) Municipal filtered water supply from nl;lins xunnillg near the premises. b) Sub-soil sources such as open well and tul)c\\c,lls. c) Surface such as Iakcs, rivers or canals. - - - ~--.-__.- Code of practice for water supply in buildings (/irsl rru(ion 1, 6IO 20 50 100 200 500 1006 2000 5000 10000 7 LOAOING UNITS z L Y Fxo. I LOADINOU NITS AND DESIONF LOW Rxm I 5 3 cIS o 32183 ( Part 1 ) - 1987 5.3 Municipal Supply - Before tappiug municipal sulrply, ;)crrnission from conrernrd autllority shall IK drew OiJtzIinCd to H'iltCT 11r,r11 111~ souse. Information rcgardir,g size of maiu, location of capping, p~csiurr avnilnl~le and hours of supply shall1 obtained. IJC 5.4 Sub-Soil Sources - When water is obtained from a sub-soil soutce, information regarding the sub-soil water table ( high and low ), quantity available, quality and potability of water shall be ascerraincd. Use of sub- soil water source shall be determined with or without subsequent treatment on the basis of above analysis. Liccnce for taping sub-soil SOUICCS,i f required under the prevalent rules in any town/municipality, should be obtained from the Authority. 5.5 Surface Soorces - When water is obtained from water of any surface source, information regarding the location, high and low water levels, flooding conditions. method of pumping, chemical and bacteriologi- cal quality of water in different seasons, and turbidity shall be obtained. Desirability and method of treatment shall be based on information so obtained. 6. DISTRIBUTION SYSTEM 6.1 There are four basic methods of distribution of water lo a muhi- storeyed buildings. 6.1.1 Direct supply from mains to ablutionary taps and kitchen with WCs and urinals supplied by overhead tanks. 6.1.2 Direct Pumping SysIems 6.1.3 Hydra-pncuma!ic Systems 6.1.4 Oucrhead Tanks Distribution 6.2 Direct Supply System - This system is adopted when adequate pressure is available round the clock at the topmost floor. With limited pressure available in most city mains, water from direct supply is normally not available above two or three floors. This system is covered in IS : 2065-1983. + 6.3 Direct Pumping 6.3.1 Water is pumped directly into the distribution system without the aid of any overhead tank, except for flushing purposes. The pumps are controlled by a prrssure switch installed on the line. Normally a jockey pump of smaller capacity installed which meets the demand of water Code of practict* for water supply in buildings ( mend rmision ). 8IS I 12183 ( Part 1 )- 1987 during low consumption and the main pump starts when the demand is greater. Thr start and stop operations are accomplished by a set if pressure switches arc installed directly on the line. Ln some installation, a timer switch is installed to restrict the operating cycle of the pump. 6.3.2 Direct pumping systems are suitable for buildings where a certain amount of constant use of water is always occurring. These buildings arc all centrally air-conditioned buildings for which a constant make up-supply for air-conditioning cooling towers is required. 6.3.3 The system depends on a constant and reliable supply of power. Any failure in the power system would result in a breakdown in the water supply system. 6.3.4 The system eliminates the requirements of overhead tanks for domestic purposes ( except for flushing ) and requires minimum space ( see Fig. 2 ). 6.4 Hydro-pneumatic Systems 6.4.1 Hydro-pneumatic system is a variation of direct pumping system. An air-tight pressure vessel is installed on the line to regulate the opera- tion of the pumps. The vessel is arranged to consist of approximately half the capacity of waler. As pumps operate, the incoming water in the vessel,’ compresses the air on top. When a predetermined pressure is reached in the vessel, a pressure switch installed on the vessel switches off the pumps. As water is drawn into the system, pressure falls into the vessel starting the pump at preset pressure. The air in the pressure tank slowly reduces in volume due to dissolution in water and leakages from pipe lines. An air compressor is also necessary to feed air into the vessel so as to maintain the required air-water ratio. 6.4.2 There are various types of system available in the market and the designers has to select the system according to the needs of each application. 6.4.3 Hydro-pneumatic system generally eliminates the need for an over head tank and may supply water at a much higher pressure than availa- ble from overhead tanks particularly on the upper floors, resulting in even distribution of water at all floors ( see Fig. 3 ). 6.5 Overhead Tank Distribution 6.5.1 This is the most common of the distribution systems adopted by various type of buildings. 6.5;2 The system comprises pumping water to one or more overhead tanks placed at the top most location of the hydraulic zone. 9IS I 12183 (.Part P ) - 1987 O.H. TANK7 TERRACE . ‘cc- KITCHEN I w.c r - - BATH FLOOR 6 KIT I WC - BATH FLOOR 5 KIT I WC -BATH FLOOR 4 UNDERGROUNO L MAtNS Fm. 2 DIRECT PUMPII& SYSTEM APPLICABLBW HERE THERE CONTINUOUSD EMAND ON SYSTEM 6.5.3 Water collected in the overhead tank is distributed to the various parts of the building by a set of pipes located generally on the terrace. 10IS : 12183 ( Part 1 ) - 1987 TERRACE PRESSURE COMPRESSED AIR AIR COMPRESS0 UNDERGROUND TANK CITY WATER MAINS FIG. 3 HYDRO-PNEUMATIC SYSTEM 6.5.4 Distribution is accomplished by providing down takes to various fixtures ( seeFig. 4 ). 7. DESIGN OF DISTRIBUTION SYSTEM 7.1 Distribution system in a multi-storeyed building should be designed to provide ( as far as practically possible ) equitable flow and pressure at all the floors. 11IS : 12183 1 Part 1 ) - 1987 00ME5lIC SUPPLY FLUSHING SUPPLY I ANK TFRRACE FLUSHING MAIN KIlCHENl WC /URINALS BATH - - TOP FLOOR FLOOR L y-BOUNDARY WALL \ ‘UNOERGROUNO f TANK CIIV WATER MAINS L Frc. 4 OVERHEAD TANK DISTRIBUTION 7.2 Care should be taken to obtain the flow required for the minimum pressure at all parts in the building. 7.3 Excessively high pressure should be avoided on every floor. 7.4 In tall buildings, the building should be divided in vertical hydraulic zones so that the static pressure in any zone does not exceed 24-30 m ( see Fig. 5 ). 12t8 : 12183 ( Part I ) .1987 OOMESTIC FLUSHING TANK 7 TANK ZONE 2 FLOOR 11 TO FLOOR 20 DOMESTIC TANK---, -t ZONE 1 FLOOR 1 TO FLOOR 10 \ BOUNDARY WALL L UNDERGROUND !- Cl TY WATER 1 ANK MAINS Fro. 5 HYDRAULICZ ONESF OR TALL BIJILDINO 7.5 Wherever static zones are necessary, water shall be supplied to each zone from an overhead tank located at least 3 m above the zone. 13IS I 12183 ( Part 1 ) - 1987 7.6 In buildings where division of the building in vertical zones is not practical or -possible, supply from each riser or drop should be restricted to a maximum of 8- 10 floors so as to restrict the maximum static head to 30 m. Alternatively, pressure in the lower floors may be restricted by use of pressure reducing values, orifice flanges or other similar devices. 7.7 Designing of the Piping System 7.7.1 Designing of the piping system should be done by considering the pressure loss at each level and head available at that level for the required flow. 7.7.2 It is recommended that the velocity of water in pipes should be restricted to 2.0 m/s to avoid noise problem. 7.7.3 Systems connected to hydro-pneumatic or direct pumping systems should be provided with suitable air chambers for protection against water hammer and noise problems ( see Fig. 6 ). @15 AIR COCK 750 ---- --- c f AIR CHAMBER All dimensions in millimetres. FIG. 6 To BE INSTALLED ON HYDRO-PNEUMATIC SVSTEM AT THE END OF EACH BRANCH LINE FOR CONTROLO F WATER HAMMER 147.7.4’ Adequate anchorage and w port to pipes below and above floors or at coiling level should be provide-d p. . 7.7.5 Provision for expansion in pipe lines in the building structure should be made. 7.7.6 Pipes should be designed to withstand the additional pressure due. to water hammer. 8. STORAGE CAPACITIES 8.1 The quantity of water to be stored shall be calculated taking into account the following factors: a) Hours of supply at sufficiently high pressure to fill up the over- head tanks. ( in case of direct supply systems ) or underground storage reserviors; b) Frequency of replenishment of overhead tank during 24 hours; c) Rate and regularity of supply; and d) Consequences of exhditsting the ‘storage, particularly in buildings like hospitals. 8.2 When a single supply is provided, it is not necessary for health ,reasonsa to have separate storage for flushing and domestic requirements. The storage tank shall, however, not be connected directly with the supply pipe of the authority. 8.3 Dual Supply a) Wherever two separate types of supply are being used, for exam- ple, municipal supply and tubewell supply, it is advisable to have their pumping and rising main system separate and independent of each other. c) Wherever systems using recycled treated water is used in a .building for flushing or air-conditioning purposes, the entire system of storage, pumping, rising main and distribution system shall be separate and independent of the domestic supply system. 8.4 Underground Storage - The storage capacity of water for a building should be provided for one day requirement of water and the storage capacity of underground tanks should be 50 percent of overhead tanks. Where direct pump or hydro-pneumatic systems are provided to avoid the overhead tanks, the capacity of the underground tanks should be for 24 hours requirement. 158st 12189 ( ,Put 1 ) - MS7 8.5 The requirement for flushing may be taken as one- third of the total requirement and two-third for domestic requirement. 8.6 The above requirement of storage do not include requirements-of’ water for air-conditioning systems or fire fighting. 8.7 Undcrgroand/Saction Tamklr 8.7.1 General a) Any pumping system adopted should be accomplished through a suction tank located near the pumps. b) As far as possible, flooded suction conditions are desirable as it improves the working conditions of the pumps. c) Wherever suction conditions are negative, care should be taken to provide access to-foot valve$ for maintenance and repairs, and maintain its priming. 8.9.2 Underground storage tanks should be construted to meet the following requirements: a) Tanks should be watertight. b) Care should be taken to prevent ingress of sub-soil water into the tanks. c) Adequate precautions should be taken to prevent surface water from finding its way into ~the tanks. d) Care should be taken to avoid any backflow of surface waters or drains into the tanks through overflow pipes. e) Tanks should be provided with suitable scour pipe of adequate size where it is possible to empty the same under gravity flow conditions or emptying of tank should be done by means of pumping. f) Tanks should be provided with at least one vent pipe for area not exceeding 20 ms. L g) Each tanks should be provided with adequate number of water- tight and lockable manholes. All inlets, outlets and control connections should be provided near manholes for easy access and repair. Suitable rust proof steps or ladders should be provided under manholes for access. h) Tank slab should cdesigned for any additional loads of vehicles that may be encountered. Top of slab should be provided with slopes to drain out any surface water. 16IS I 12183 ( Part 1 ) - 1987 j) Underground tanks should nut be located in low lying areas near septic tanks, soak pits, oil tanks, parking lots areas where there is a risk of water being polluted. 8.S Overhead Storage 8.8.1 Overhead tank should be constructed to meet the following requirements: a) The structure should be designed to carry the load of tank and water. b) The tank should be at least ~600 mm above the terrace level. c) In case mild steel tanks or G. I. sheet tanks are used, care should be taken to prevent cathodic action and consequent corrosion. A sacrificial magnesium anode may be provided. Tanks should be painted inside with suitable anti-corrosive non-toxic paint. Tanks may by painted from out side with enamel or ready mix paint. Galvanized tank need not be painted. -d) A suitable ladder should be provided for access to manholes. e) Adequate fencing or parapet should be provided for security. f) Suitable lightening arrestors should be provided for the tanks, where necessary. 3. PUMPING SYSTEM 9.1 Wherever direct pumping or hydra-pneumatic systems are provided ( se6 6.3 and 6.4 ), the pumping systems are provided to meet the designed peak flow in the system by one or more pumps. The systems should be arranged so that, if the first pumps fails to meet the demand, the second pump will go in operation until the demand is met. One additional stand by pump shall always be provided. 9.2 Where overhead tank supply system is adopted and .adequate overhead tank capacity is available, the pumping rate should be l-5 times- the average requirement. c 9.3 In areas with power supply available in limited hours, the pumping rate may be correspondingly increased. Wherever emergency power supply is available, it may be advisable to connect the pumping sets to such a source of power. 17BUREAU OF INDIAN STANDARDS Headquarters: Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002 Telephones: 323 0131, 323 3375, 323 9402 Fax : 91 11 3234062, 91 11 3239399,91 11 3239382 Telegrams : Manaksanstha fCommon to all Offices) Central Laboratory: Telephone Plot No. 2019, Site IV, Sahibabad tndustrial Area, Sahibabad 201010 8-77 00 32 Regional Offices: Central : Manak Bhavan, 9 Bahatir Shah Zafar Marg, NEW DELHI 110002 32376 17 ‘Eastern : 1114 CIT Scheme VII M, V.I.P. Road, Maniktola, CALCUTTA 700054 -337 86 62 Northern : SC0 335-336, Sector 34-A, CHANDIGARH 160022 60 38 43 Southern : C.I.T. Campus, IV Cross Road, CHENNAI 600113 235 23 15 T Western : Manakalaya, E9, Behind Marol Telephone Exchange, Andheri (East), 832 92 95 MUMBAI 400093 Branch Offices: ‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur, AHMEDABAD 380001 550 13 48 $ Peenya Industrial Area, 1st Stage, Bangalore-Tumkur Road, 839 49 55 BANGALORE 560058 Gangotri Complex, 5th Floor, Bhadbhada Road, T.T. Nagar, BHOPAL 462003 55 40 21 Plot No. 62-63, Unit VI, Ganga Nagar, BHUBANESHWAR 751001 40 36 27 Kalaikathir Buildings, 670 Avinashi Road, COIMBATORE 641037 21 01 41 Plot No. 43, Sector 18 A, Mathura Road, FARIDABAD 121001 8-28 88 01 Savitri Complex, 116 G.T. Road, GHAZIABAD 201001 8-71 1996 5315 Ward No. 29, R.G. Barua Road, 5th By-lane, GUWAHATI 781003 54 11 37 58-56C, L.N. Gupta Marg, Nampally Station Road, HYDERABAD 500001 20 1083 E-5$& Chitaranjan Marg, C-Scheme, JAIPUR 302001 37 29 25 117/418 B, Sarvodaya Nagar, KANPUR 208005 21 68 76 Seth Bhawan, 2nd Floor, Behind Leela Cinema, Naval Kishore Road, 23 89 23 LUCKNOW 226001 NIT Building, Second Floor, Gokulpat Market, NAGPUR 440010 52 51 71 L Patliputra Industrial Estate, PATNA 800013 26 23 05 Institution of Engineers (India) Building 1332 Shivaji Nagar, PUNE 411005 32 36 35 T.C. No. 14/1421, University PO. Palayam, THIRUVANANTHAPURAM 695034 621 17 ‘Sales Office is at 5 Chowringhee Approach, P.O. Princep Street, 27 10 85 CALCUTTA 700072 TSales Office is at Novelty Chambers, Grant Road, MUMBAI 400007 309 65 28 *Sales Office is at ‘F’ Block, Unity Building, Narashimaraja Square, 222 39 71 BANGALORE 560002 Printed at Simco Printing Press, Delhi
1367_19.pdf	4 IS1367(Part19):1997 IS0 3800 : 1993 Indian Standard INDUSTRIAL FASTENERS -THREADED STEEL FASTENERS -TEC’HNICAL SUPPLY CONDITIONS PART 19 AXIAL LOAD FATIGUETESTING OF BOLTS, SCREWS AND STUDS ICS 21.060.10; 19.060 0 BIS 1997 BUREAU OF INDIAN STANDARDS MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG NEW DELHI 110002 May 1997 Price Group 9IS1367(Part19):1997 IS0 3800 : 1993 Indian Standard INDUSTRIAL FASTENERS -THREADED STEEL FASTENERS -TECHNICAL SUPPLY CONDITIONS PART 19 AXIAL LOAD FATIGUETESTING OF BOLTS, SCREWS AND STUDS NATIONAL FOREWORD This Indian Standard (Part 19) which is identical with IS0 3800 : 1993 ‘Threaded fasteners - Axial load fatigue testing - Test methods and evaluation of results’, issued by the International Organi- zation for Standardization (ISO), was adopted by the Bureau of Indian Standards on the recommen- dation of Bolts, Nuts and Fasteners Accessories Sectional Committee and approval of the Light Mechanical Engineering Division Council. . The text of the International Standard has been approved as suitable for publication as an Indian Standard without deviation. Certain terminology and conventions are not identical with those used in Indian Standards. Attention is drawn to the following: a) Wherever the words ‘International Standard’appear, referring to this standard, they should be read as ‘Indian Standard’. b) Comma ( , ) has been used as a decimal marker while in Indian Standards the current practice is to use a point ( . ) as the decimal marker. In this adopted standard, reference appears to certain International Standards for which Indian Stand- ards also exist. The corresponding Indian Standards which are.to be substituted in their place are listed below along with their degree of equivalence for the editions indicated: .F In terna tional Corresponding Degree of Standard Indian Standard Equivalence IS0 273 : 1979 IS 1821 : 1987 Dimensions for clearance Identical holes for bolts and screws (third revision) IS0 554 : 1976 IS 196 : 1966 Atmospheric conditions for Technically testing (revised) equivalent IS0 885 : 1976 IS 4172 : 1987 Dimensions for radii under Identical the head of bolts and screws (first revision) IS0 4032 : 1986 IS 1364 ( Part 3 ) : 1992 Hexagon head Identical bolts, screws and nuts of product grades A and B : Part 3 Hexagon nuts ( size range Ml .6 to M64) (third revision) IS0 4033 : 1979 IS/IS0 4033 : 1979 Hexagon nuts, Style Identical 2, Product grades A and B IS0 8673 : 1988 IS 13722 : 1993 Hexagon nuts, Style 1, Identical with metric fine pitch threads - Product grades A and B IS0 8674 : 1988 IS 13723 : 1994 Hexagon nuts Style 1, Identical with metric fine pitch threads - Product grades A and B 1IS 1367 ( Part 19) : 1997 IS0 3800 : 1993 This standard ( Part 19 ) covers Technical supply conditions in respect of Axial Load Fatigue Testing of Bolts, Screws and Studs. Other parts covering various aspects of the threaded steel fasteners and their respective degree of equivalence with International Standards are as under: IS No. Title Corresponding IS0 Standard and Degree of Equivalence IS 1367 Technical supply conditions for threaded - steel fasteners: ( Part 1 ) : 1980 Introduction and general information IS0 8992 : 1986 ( second revision ) Not technically equivalent ( Part 2 ) : 1979 Product grades and tolerances ( second Technically equivalent to revision ) IS0 4759-l : 1978 ( Part 3) : 1991 Mechanical properties and test methods Identical to IS0 898-l : for bolts, screws and studs with full 1988 loadability ( third revision ) ( Part 5) : 1980 Mechanical properties and test methods Technically for set screws and similar threaded equivalent to fasteners not under tensile stresses IS0 898-5 : 1980 ( second revision) ( Part 6) : 1994 Mechanical propertiesand test methods Identical to for nuts with specified proof loads ( third IS0 898-2 : 1992 revision ) ( Part 7 ) : 1980 Mechanical properties and test methods Does npt exist for nuts without specified proof loads ( second revision ) ( Part 8 ) : 1980 Mechanical and performance properties Technically for prevailing torque type steel hexagon equivalent to nuts ( second revision ) IS0 2320 : 1983 ( Part S/Set 1 ) : 1993 Surface discontinuities, Section 1 Bolts, Identical to screws and studs for general applications IS0 6157-1 : 1988 ( third revision ) ( Part S/See 2 ) : 1993 Surface discontinuities, Section 2 Bolts, Identical to screws and studs for special applications IS0 6175-3 : 1988 ( third revision ) ( Part 10 ) : 1979 Surface discontinuities on nuts ( second Technically equivalent IO revision ) IS0 6175-2 : 1995 ( Part 11 ) : 1996 Electroplated coatings ( third revision ) Identical to IS0 4042 : 1989 2IS1367(Part19):1997 IS0 3800 : 1993 IS No. Title Corresponding IS0 Standard and Degree of Equivalence ( Part 12 ) : 1981 Phosphate coatings on threaded fasteners Does not exist ( second revision ) ( Part 13 ) : 1983 Hot-dip galvanized coatings on threaded Does not exist fasteners ( second revision ) ( Part 14 ) : 1984 Stainless steel threaded fasteners Technically equivalent to ( second revision ) IS0 3506 : 1979 ( Part 16 ) : 1979 Designation system and symbols ( second Does not exist revision ) ( Part 17) : 1996 Inspection, sampling and acceptance Identical to procedure ( third revision ) IS0 3269 : 1988 ( Part 18) : 1996 Packaging ( second revision ) Does not exist ( Part 20) : 1996 Torsional test and minimum torques for Identical to bolts and screws with nominal diameter IS0 898-7 : 1992 1mmto10mm NOTE -Formulation of Part 4and Part 15 of this standard purported tb cover ‘Mechanical properties and test methods for bolts, screws and studs with reduced loadability’ and ‘Requirements at subzero and elevated temperatures’respectively, will await corresponding International agreement. For the purpose of deciding whether a particular requirement of this standard is complied with, the final value, observed or calculated, expressing the result of a test or analysis, shall be rounded off in accordance with IS 2 : 1960 ‘Rules for rounding off numerical values ( revised )‘. The number of significant places retained in the rounded off value should be the same as that of the specified value in this standard. 3As in the Original Standard, this Page is Intentionally Left BlankIS 1367 (Part 19) : 1997 IS0 3800 : 1993 Indian Standard INDUSTRIAL FASTENERS -THREADED STEEL FASTENERS -TECHNICAL SUPPLY CONDITIONS PART 19 AXIAL LOAD FATIGUETESTING OF BOLTS, SCREWS AND STUDS 1 Scope based on this International Standard are encouraged to investigate the possibility of applying the most re- This International Standard specifies the conditions for cent -editions of the standards indicated below. carrying out axial load fatigue tests on threaded Members of IEC and IS0 maintain registers of cur- fasteners, as we\\ as recommendations for the evalu- rently valid International Standards. ation of the results. IS0 273:1979, Fasteners - Clearance holes for bolts Unless otherwise agreed, the tests are of the fluctu- and screws. ating tension type and are carried out at room tem- perature, the loading applied being centric along the IS0 554: 1976, Standard atmospheres for conditioning longitudinal axis of the fastener. The influence of the and/or testing - Specifications. compliance of clamped parts on the strain of the fastener is not taken into account. IS0 885:1976, General purpose bolts and screws - Metric series - Radii under the head. This method allows determination of the fatigue strength of threaded fasteners. IS0 4032:1986, Hexagon nuts, sty/e 1 -. Product grades A and B. The test results can be influenced by the test condi- tions. For this reason, minimum requirements are IS0 4033:1979, Hexagon nuts, style 2 - Product specified to reduce this effect. In addition, calibration grades A and B. and centring control methods for the testing appar- atus are included. IS0 8673:1988, Hexagon nuts, sty/e 1, with metric fine pitch thread - Product grades A and B. 2 Normative references IS0 8674:1988, Hexagon nuts, style 2, with metric The following standards contain provisions which, fine pitch thread - Product grades A and B. through reference in this text, constitute provisions of this International Standard. At the time of publi- 3 Symbols and their designations cation, the editions indicated were valid. All standards are subject to revision, and parties to agreements See table 1. 5IS 1367 (Part 19) : 1997 IS0 3800 : 1993 Table 1 - Symbols and their designations Symbol Designation Symbol Designation Area at nominal minor diameter, A, = x&4 Constant stress ratio bm,n/umax 43 4 4+4 z S Width across flats of hexagons As Stress area A, = 2 2 ( 1 Standard deviation of the fatigue load Area to be used in calculatrons of mean stress and s(FA) stress amplitude. By agreement between the user Standard deviation of the fatigue strength S(aA) and supplier, A, may be used. S( log N) Standard deviation of logarithm of the fatigue life d Nominal size of the thread of the load verification stud a, B Coefficients of regression line for the inclined part of S/N curve Basic minor diameter of the thread dl Stress amplitude a Basic pitch diameter of the thread d2 Stress amplitude at endurance fatigue limit Nominal minor diameter of the thread, DA cs (5=d,-f u ax Axial tensile stress 4 Diameter at the point of tangency of the fillet Ob Bending stress 4 Clearance hole diameter am Mean stress 4 Shank diameter of the load verification stud amin Minimum stress D Nominal thread diameter of the threaded test Maximum stress omax adaptor Minimum stress at endurance fatigue limit F Tensile load ~Mltl Maximum stress at endurance fatigue limit Tensile load at proof stress b,? Oklax Fo.2 Fatigue strength at N cycles Load amplitude aAN Fa Estimated value of finite life strength at AFax, Difference of load amplitudes in the transition oAA N=5x104 range Estimated value of finite life strength at FA Load amplitude at endurance fatigue limit OAE N=l x106 Mean load Stress amplitude of the i test in the finite life Frn oa,i range H Height of the fundamental triangle of the thread Stress amplitude of the jrh test by staircase method oaj N Number of stress cycles Interval of stress amplitude of the test at the finite AaaI The number of stress cycles in the case where the life range (inclined part of S/N curve) NG test has discontinued without failure Difference in levels of stress amplitude in the tran- AuaIl P Failure probability sition range Pf Failure probability in the finite life range NOTES Pt Failure probability in the transition range P Pitch of the thread 1 The symbol A is used in the case of estimated val- ues. For example, the estimated value G, of the fatigue R Minimum tensile strength m.mrn strength at the number of cycles N. 2 The symbol - is used in the case of ua or log N val- ues which are derived from the regression line; e.g. og or IogN. 4 Principle Tests with constant mean stress 0, or constant Test are made on threaded fasteners to determine stress ratio R, = ~min/~max may be used. Constant fatigue properties such as those shown by the mean stress is used generally to determine infinite life Wohler curve (S/N curve). [see case (c) in figure 101. Threaded fasteners to be tested are mounted in an Constant stress ratio is generally for quality accept- axial load fatigue testing machine and subjected to ance testing [see case (a) in figure IO]. fluctuating tension type loading.IS 1367 (Part 19) : 1997 Is0 3800 : 1993 The test is continued until the test piece fails, or until total number of cycles per test. The testing machine a predetermined number of stress cycles has been shall be calibrated periodically to ensure this accuracy. exceeded. Generally the number of test cycles is de- The frequency range of testing shall be between termined by the material or by the endurance fatigue 4,2 Hz and 250 Hz. The testing machine shall induce strength of the test specimen. Unless otherwise a sinusoidal fluctuation in load in the test piece. specified, the definition of failure is complete separ- The testing machine shall have a device to prevent its ation of the fastener into two parts. automatic restarting after stopping due to electrical power service interruption. 5 Apparatus 5.1 Testing machine 5.2 Test fixtures The testing machine shall be capable of maintaining The test fixtures shall be capable of transmitting an automatically the loads to within + 2 % of the re- axial load to the test piece. Figures 1 and 2 give basic quired values throughout the test and shall be requirements. Self-aligning devices are not rec- equipped with a device for counting and recording the ommended, see 5.3. Perpendicularity and concentricity tolerances tn millimetres, surface roughness tn mlcrometres tindo WS dh is in accordance with IS0 273. fine series. da is in accordance with IS0 885. finished products. I) Surface may be case-hardened 0,25 mm to 0.5 mm deep: maximumh ardness. HRC 60: minimum hardness, 5 points HRC greater than that of the test part. Figure 1 - Fixture without insertIS 1367 (Part 19) : 1997 IS0 3600 : 1993 Perpendicularity and concentricity tolerances in millimetres, surface roughness in micrometres . indows 36 HRC to 40 HRC Counterbore (optional) dh is in accordance with I50 273. fine series. d, is in accordance with IS0 885, finished products. I) The use of an insert shall not affect the rigidity of the test fixture. 2) Surface may be case-hardned 0.25 mm to 0.5 mm deep: maximum hardness, HRC 60; minimum hardness, 5 points HRC greater than that of the test part. Figure 2 - Fixture v&h insert 5.3 Test alignment any excentric loading may cause fatigue test results to vary widely. Periodically, the alignment of the test set-up shall be verified. This shall be determined by using a load 5.4 Internally threaded component verification stud (see figure31 with four strain gauges located at 90” on a common centreline around the For fatigue testing of standard products, the appro- axis. The length of the parallel part of the load veri- priate size and property class of nut in accordance fication stud shall be four times its diameter. When with IS0 4032, IS0 4033, IS0 8673 or IS0 8674 or a measured at 50 % of the load range used on the ma- threaded adapter shall be used. chine, the difference between the maximum stress bax + a,, and the nominal tensile stress u,, shall not If special bolt-nut combinations are tested, a precise exceed 6 % of the nominal tensile stress (see description of the nut shall be given as specified in figure 4). 8.2. Self-aligning devices are not recommended. If they If threaded adapters according to figure5 are used, are used, alignment shall be checked carefully since they shall be described in accordance with 8.2. 8IS 1367 ( Part 19) : 1997 IS0 3800 : 1993 Cylindricity, perpendicularity and concentricity tolerances in millimetres. surface roughness in micrometres I) The tolerance class of the screw thread shall be 4h. 2) d‘ = d Figure 3 - Load verification stud Parallel part of load verification bar _ 4F Figure 4 - Stress distribution in the shank of the load verification stud 9IS 1367 (Part 19) : 1997 IS0 3800 : 1993 61::. C-:CS;,: e::;eyjicularlty and concentricity tolerances In m!hmetres I) Thread tolerance 6H. Figure 5 - Threaded test adaptsr 5.5 Test washers A chamfered test washer may be used under the bolt The cctn,acity of the testing machine shall be selected head to provide clearance for the head-to-shank !iilet, so tha? the maximum load on the test specimen is or the fixtures may be chamfered. The maximum di- equal to or greater than 10 % of the maximum scale ameter of the 45” included angle chamfer shall be capacity of the machine in the test configuration equal to the diameter at the point of tangency of the selected. The bearing face of the nut or the face of fillet (d,) with a + IT1 2 tolerance (see figure6). ‘The the threaded adapter shall be located at least four faces of washers shall be parallel to within 0.01 mm. pitches from the unthreaded portion of the shank and The hardness of the washer shall be the same as that the IX? threads shall be fully engaged; a bolt length of the fixture. r,f at least 2P shall protrude beyond the test nut (see +~gurc7f. fes? nuts shall be used once only. Where a test washer is used, it shall be indicst~? i:. the test report (see 8.3). Threaded test adapters may be used continually as iong as they assemble freely on the externally threaded par! each time and no damage has been observed r”II 0.0 1 Figure 6 - Test washer (assembled) Figure 7 - Location of test nut 10IS 1367 (Part 19) : 1997 IS0 3890 : 1993 The specimen shall be assembled freely in the fixture Furthermore, this test shall be made by using either without binding or forcing. No torsional stress shall the method to keep the mean stress ia,,) constant or be induced in the assembly by torquing the nut; i.e. the method to keep the ratio (I?,) of the maximum the load shall be induced in the assembly by the stress and the minimum stress constant (R, = l/IO is testing machine. generally used). ,* ‘The threaded fastener and test nut shall be thoroughly 7.1.1 Quality control test cleaned and then coated with SAE 20 oil or equivalent prior to testing. A statistically valid sample shall be taken for test pur- The test frequency shall be selected so that the tem- poses as agreed between the user and supplier. The perature of the test specimen does not rise more than sample should be increased by at least 10 % to allow 50 “C during the test period. The temperature should for unforeseen testing difficulties. be measured at the first engaged thread. 7.1.2 Determination of position and slope of the At frequent intervals throughout the test period, the finite life range (Design test) load shall be monitored to ascertain that the load conditions have not changed. The scatter in the number of stress cycles in the finite life range can economically only be approximated us- Results of fatigue tests are affected by atmospheric inp rQ?istical calculation methods. conditions. Therefore, if possible, atmospheric condi- tions, particularly humidity, should be checked in ac- for assessment of the finite life range, the fatigue cordance with IS0 554:1976, 2.1. tests shall be carried out on at least two stress levels, which should be chosen so that numbers of stress 7 Evaluation of results cycles are obtained between lo4 and 5 x 105. The number of tests (sampling size) per stress level A comparative assessment of fatigue strength values depends, on the selected statistical evaluation method is only possible when the tests and ?he evaluation of and the required prediction reliability for the probabili- results are carried out in a uniform manner. ties of failure pf; e.g. pr = IO %, 50 % or 90 %. Fatigue strength values can be determined in the fi- The minimum number of test pieces should not be nite life range (failure of all test pieces before a pra- less than six. determined number of stress cycles is reached) and in the transition range where, up to the predetermined The scatter in the finite life range on one stress !evel number of stress cycles (in general 5 x IO6 to 10’ can then be determined by taking as a basis, for ex- stress cycles), failures as well as non-failures will oc- ample, the normal Gaussian distribution in the cur (see figure 10). As a function of the test objective, Gaussian probability net and by using the estimator the fatigue tests are carried out and evaluated ac- cording to two methods: 3i- 1 ” = + 3n 1 a) a minimum number of stress cycles is reached at a predetermined stress amplitude in the finite life where range and’transition range, respectively; Pf is the assessed value for the probability of failure in the finite life range; b) the position and size of scatter of the finite life range and transition range, respectively, are de- i is the ordinal number of a test piece; termined using statistical evaluation methods. n is the number of test pieces tested. 7.1 Tests in the finite life range The following example explains the procedure’ The test in the finite life range is the test for obtaining n = 8 bolts are tested with the constant stress ampli- the finite fatigue life data of threaded fasteners and is tude ga = 150 N/mm2. The stress cycles reached until generally applied for production control of products, failure are, in chronologicat order: quality assurance at delivery and the like. When the _’/ ’ product specification defines the stress and the num- N = (169, 178,271;‘;29,405, 115, 280, 305) x 10 3. ber of stress cycles and the other conditions are not specified, generally a minimum of six products should At first the numbers of stress cycles are arranged ac- be tested. cording to size, and ordinals i are assigned to them. 11IS 1367( Part 19):1997 ISO 3800:1993 The first test piece with the lowest number of stress 7.2.2 Determination of position and size of the cycles receives the ordinal i = 1, the nth test piece transition range (with the highest number of stress cycles) the ordinal i=n=8. By analogy with the finite life range: the scatter in the transition range can economically only be approxi- This results in the order or evaluation system given in mated using statistical calculation methods. table 2. In practice, two statistical evaluation methods are Now the numbers of stress cycles belonging to the basically preferred: respective probabilities of failure pf are plotted in a Gaussian probability net (figure81 and the individual a) stepwise changing of the stress amplitude after results are replaced by a compensation line (re- each individual test (staircase method); gressron line). The lrmrts N,o, Nsa and N,, can be read using this compensation line. b) changing of the stress amplitude after having tested several bolts at a constant stress level (e.g. EXAMPLE boundary method, arc sine method). N,,=110x103,Ns0=213x103andNs,=415x103 These evaluation methods are based on model func- (i.e. 10 % of all test pieces are expected to fail within tions which approximately represent the distribution 110 x lo3 stress cycles, 50 % within 213 x lo3 of the population of the test lot. stress cycles and 90 % within 415 x lo3 stress cy- cles). Therefore the median CA50 (fatigue strength with 50 % probability of failure) and the limits of the tran- sition range (e.g. bA1o, aAs are t0 be determined. 7.2 Tests in the transition range (infinite life range) Experience has shown that about 15 to 20 test pieces are necessary in order to be able to determine the fatigue strength oA5(, within a tolerance of + 5 %. 7.2.1 Achieving a given number of stress cycles * without failure For the determination of the limits of the transition range, the number of test pieces is clearly hrgher (e.g. For checking whether the requirement for a minimum about 20 to 30 test pieces for aAIr,). number of stress cycles is satisfied, a minimum of six test pieces shall be tested at the predetermined As to the reliability and accuracy of the values to be stress amplitude, unless otherwise agreed between obtained, the arc sine, the staircase and boundary the user and supplier. The sample should be in- methods, which in general are based on the normal creased by at least 10 % to allow for unforeseen dif- Gaussian distribution, are approximately equally good ficulties. under the same test conditions. Table 2 - Order system for the statistical evaluation of 8 fatigue tests with a stress amplitude of CT,= 150 N/mm2 in the finite life range Ordinal i 1 2 3 4 5 6 7 8 Number of stress cycles 115 129 169 178 271 280 305 405 N x lo3 (in ascending order) Probability of failure, p,, % pf = 3i_,l)() 8 20 32 44 56 68 80 92 3n + 1 12IS 1367 ( Part 19) : 1997 IS0 3800 : 1993 1 2 3 4 5 6 99 98 95 40 30 20 10 5 2 1 200 300 400 500 x10' Number of stress cycles to failure (A$,, NSo, A$, = number of stress cycles with 10 %, 50 % or 90 % probability of failure respectively) Figure 8 - Probability of failure pf and number of stress cycles in the finite life range, determined on the basis of 8 fatigue tests with U, = 150 N/mm2 13IS 1367 ( Part 19) :1 997 ISO 3600:1 993 7.2.3 Procedures of staircase, boundary and arc cles NG,t he load amplitude is subsequently increased sine methods until the first test piece fails. In the example, this is the load amplitude F,,= 4 000 N. Carry out several 7.2.3.1 Staircase method tests on the level on which there is now for the first time an event (failure or non-failure) deviating from the Test the first test piece at a stress level which shall previous tests. Thereby the number of test pieces be as close as possible to the expected median of the depends on the required accuracy of the result. In this transition range. If failure occurs, decrease stepwise example, the number of test pieces is eight. For the the load for the next test pieces (the same step size) selection of the second load amplitude, it is advan- until there is non-failure. After a non-failure, increase tageous to know the width of the transition range; this the load stepwise until failure occurs. If non-failure is allows the second level to be chosen, in a math- recorded for the first test piece, the procedure is re- ematically useful way, at its limit where the expected versed. In practice, the procedure very quickly centres result becomes more exact. on the median and, in the case of a large number of test pieces and a favourable position of the starting The following applies to the determination of the stress level, the frequencies of failure and non-failure second level: are the same or nearly the same. The event occurring less frequently as a whole is used for the calculation. F a2 = Fal + AFaIl The evaluation comprises the following steps: with a) expected median AF,,= (1- +)BF,, for r < 0,5n ua, Fao+ or FA50 = hF,ll = - f BF,,f or r 2 0,5n (See explanations of symbols in table3.J Quantity B takes account of the width of the transition b) expected standard deviation range. For B, a value between 0,15 and 0,2 is rec- ommended. S(FA)= 1,62AF,,C E-A2 +0,029 C2 On the second load amplitude, found in the example in figure9, again eight test pieces are tested and the where ‘5 - A2 shall be > 0,3 probabilities of failure, pt, are plotted in the Gaussian C2 probability net according to the estimator: (See explanations of symbols in table 3.) 3r - 1 Pl = - 3nf 1 Table 3 shows an example of the evaluation of fatigue tests by the staircase method. [figure 9, b)] where 7.2.3.2 Boundary method r is the number of failures; The procedure for the boundary method is explained on the basis of figure9. As the position of the transi- n is the number of test pieces tested. tion range is not known prior to the test and can in general only be approximated, first test a test piece Using the normal Gaussian distribution, the two points on a first load amplitude. In this case, this load ampli- determined can be connected to form a straight line tude Fa= 2 500 N. If this first test piece shows no which then allows determination of the median FA,, failure up to the predetermined number of stress cy- and of the limiting values, such as FAloa nd FAW,e tc. 14IS 1367 ( Part 19) : 1997 IS0 3800 : 1993 Table 3 - Example of the evaluation of fatigue tests by the staircase method Test piece Hexagon head bolt IS0 4014 - Ml0 x 80 - 8.8 Mean load F, : 0,6F,,2 (N) 1 2 3 4 5 6 7 8 FA (N) x Failure o Non-failure x 0 2 f zf zy 4 700 X 103000 4 300 X x 1 0 X 3 1 2 1 2 4 3 900 X X 0 0 X 0 x 4 3 1 3 3 3 3 500 0 0 0 0 3 0 3 0 0 Test piece No. 1 23456789 10 11 12 13 14 15 Sum of columns 3, 4. 6. 7, 8 8 7 - 7 5 7 C A E Fa, + %,I FA5O = s(F,t,)= 1,62hF,,, Column 1: load amplitude Column 2: indication of event (failure x, non-farlure o) Column 3: number of failures per load amplitude Column 4: number of non-failures per load amplitude Column 5: ordinal z, starting with 0 at the lowest load amplitude It is assigned to the event with the lower frequency in columns 3 and 4 respectively. In the example in table3, it is column 4 with only 7 non-failures as compared to column 3 with 9 failures. Column 6: frequency, repetition of values from column 3 or 4 with the lower sum (here column 4). Column 7: product of columns 5 and 6 (zf) Column 8: product of columns 5 and 7 Cz’fi C, A, E: sum of columns 6, 7 and 8 Fao : lowest load amplitude in columns 3 or 4 with the lower number of events (here column 4, Fao = 3 500 N) median, load amplitude with 50 % probability of survival FASO : + 0.5 when column 6 = column 4 x: - 0.5 when column 6 = column 3 step (here AF,,, = 400 N) standard deviation 15IS 1367 (Part 19) : 1997 IS0 3600 : 1993 I4 500 4 000 z G i 3500 3 c “a E : 3 000 : 0 J 2 500 2 4 6 0 3 000 3 500 4 000 Number of test piece- Load amplitude * F,, N - 0 Fallure o Non-failure Figure g - Example of the execution and evaluation of fatigue tests according to the boundary method 7.2.3.3 Arc sine method 7.4 Combined test method The procedure for the arc sine method is similar to that for the boundary method. Carry out fatigue tests on several equidistant alternating load levels with the same number of test pieces per level. For each of these levels, calculate the corres onding probabilities 7.4.1 Number of test specimens of survival using the arcsin p transformation, for P example, Jm r=arcsin Jm+arcsin At least 14 specimens are required for the test, that Determine the transition range either graphically in a is 2 specimens for each of four stress amplitude lev- corresponding probability net or mathematically by els (8 pieces in total) in order to determine the inclined determining a regression line after the corresponding part of the S/N cutve, and 6 specimens in order to transformation of the calculated values determine the horizontal part because the staircase method requires a small number of specimens. Since 7.3 Development of complete Wiihler curve the test does not always proceed, in practice, as shown in figure 11 and there are some cases where (S/N curve) more than 14 specimens are required, reserve some For the development of a complete Wtihler curve, the extra specimens. results of the test according to 7.1.2 and 7.2.2 are represented graphically in figure 10. 16IS 1367 (Part 19) :1997 ISO 3800:1993 103 ,04 NG Number of stress cycles, N Figure 10 — Wohler curve (S/N curve) u, =f(N)IS 1367 (Part 19) : 1997 IS0 3800 : 1993 160 r l Failure 160 - o Non-failure at 5 x IO6 c( g 140- 1 b” $j 120 - 7 c Horizontal part, 6 pieces E Staircase method z 100 - L c L Gi 80 - 60 F t 40 ’ 1 1 1 llllll I 1 I Ill111 1 I I I11111 IO4 5x104 105 5 x 10s 106 5 x 106 Number of stress cycles, N NOTE - The numbers in the figure show the order of test. Figure 11 - Example of basic pattern of combined test method with 14 specimens 7.4.2 Test in the finite life range Test the first specimen at the stress amplitude level u;(l) = AQ. uM - Test one specimen at a time in the order The test method for the finite life range (inclined part u,(2) = ~~(1) - Au,,, u,(3) = u,(2) - Au,,, . . . . of the S/N curve) is as follows. by lowering the stress amplitude levels by AcT,~e ach Predict the finite life strength ~~ and uAa of the time until the first unbroken specimen is obtained’). In specimen at N =-5 x lo4 and N = 1 x lo6 by referring this case, check the value of Au,~ as the test pro- to existing data on materials of the same class, gresses, correct it and reset Au,, for subsequent lev- specimens of the same shape and stress cycles of els, if necessary.‘) the same type. Test one specimen at each of the stress amplitude Obtain Au,~ = (u AA- u&/3. (Round off the numerical levels at which no specimen has been broken, among values.) Take this value of Au,~ as the initial set value the four higher levels adjacent to the level’ at which for intetvals of the test stress amplitude in the in- the unbroken specimen has been obtained, so that clined part, and take uAA + kAaaI (k = f 1, f 2, . ...) as one broken specimen is obtained at each of those the initial set value for the test stress amplitude level. four stress amplitude levels. 1) If the predictions for uAA and oAB are notably inadequate, some specimens will not be broken at o,(l). In that case, test one specimen at a time in the order 44 = ~~(1) + AUK,,,u ,(3) = u,(2) + Au,,, . ..( until the first broken specimen is obtained, by raising the stress amplitude level by Aa,, each time instead of lowering it by %P 2) When there are two or more stress amplitude levels at which no specimen has been broken (this is possible in the case corresponding to footnote Y, the highest stress amplitude level among them shall be taken. 18IS 1367 (Part 19) : 1997 IS0 3600 : 1993 Carry out the test on the second specimen31 at the order from the lowest of the stress amplitude levels at each higher levels of stress amplitude adjacent to the of which two specimens have been broken at the same stress amplitude. stress amplitude leve12’ at which no specimen has been broken, in ascending order, starting from the lower of those stress amplitude levels, until eight 7.4.3 Method of testing fatigue strength at broken specimens in total have been obtained. NG=5x lo6 Arrange the obtained data of eight broken specimens The method of testing fatigue strength, in which the in a semi-logarithmic graph (aa, log N) and obtain S/N test is cut off at the number of cycles (NG) of curves. 5 x 106, is as follows, Determine the inclined part and the standard deviation Use the staircase method with a small number of of the S/N curve for a 50 % failure probability by the samples to estimate the fatigue strength at following formula. Nc=5x 16 Regression line for the inclined part of the S/N curve Take as the test stress amplitude a,(l) applied to the is given by: first specimen by the staircase method, the stress amplitude level at which no specrmen was broken IogN =G+ja, (take the highest stress amplitude level when such stress amplitude levels are two or more). However, where one unbroken specimen has already been obtained at -k the level 09, this shall be regarded as the test result ii= IogN on the first specimen by the staircase method and the test at Q, is not carried out again. 2 [u,(i) - TfJ [log N(i) - WN] The successive difference hoarI, in levels of stress $= i=l n (see note 1) amplitude in Jhe staircase method shall be the esti- 2 [us(i) - ZJ2 mated value S(a,) of the standard deviation of the fa- tigue strength with time (the numerical value shall be ix1 rounded off properly). log N = iglog N(i) (see note 1) i=l cn Carry out the test on the second specimen at the level 1 q=- u,(i) (see note 1) a i=l Carry out the test on the third to sixth specimens at Estimated value of the standard deviation S( log N) the levels of the logarithm of the fatigue life is given by: u,(j) = u,o’ - 1) & Aaau lj = 3, 4, 5, 6) s^( IogN) = [ $T(log N(i) - [G + $,ii)])‘] “2 where the minus sign shall be taken when the i=l Q- l)‘h specimen is broken and the plus sign when it is not broken. (see note 1) Obtain the test stress amplitude applied to the sev- Estimated value of the standard deviation S(a,) of the enth specimen from fatigue strength is given by: o,(7) = o,(6) _+ Aaan where the minus sign shall be taken when the speci- men is broken at a,(6) and the plus sign when it is NOTE 3 In the tests carried out on the first to the nfh not broken. However, the test on the seventh speci- specimen, use the data from eight broken specimens, in the men is not actually carried out. 3) If the second specimen is not broken at a certain stress amplitude level, add one more test at the required stress amplitude level so that two broken specimens can be obtained each of the four higher levels of stress amplitude adjacent to that stress amplitude level. 19IS 1367 ( Part 19 ) : 1997 IS0 3600 : 1993 Estimate the fatigue strength CJ~ for the failure of the following (deviations from this International probability p = 50 % at N = 5 x lo6 from the following Standard shall be pointed out clearly). formula: 8.1 Definition of externally threaded fastener: a) type and property class designation (if applicable); b) thread size, pitch, length of fastener, thread toler- 7.4.4 Determination of Wiihler curve (S/N curve) ance and profile; The Wohler curve (S/N curve) (see figure 12) for the c) manufacturing method of fastener and thread; failure probability p = 10 % and 90 % can be obtained by the following formula. dl actual mechanical properties (tensile strength and oroof stress); Inclined part: e) surface coating and supplementary lubrication; IogN =&;a,f 1,28;(logN) f) nut or adapter location (distance from nut or Horizontal part: adapter face to thread runout); s,* +s^( IogN) 6, = g) raw material. IB I 8.2 Definition of internally threaded component: The double signs of the formulae shall be minus for p=lO%andplusforp=90%. a) type and property class of nut or height of threaded test adapter; 7.5 Development of a Haigh diagram b) actual hardness; To select a fastener correctly, a designer may need additional information concerning the influence of c) raw material; mean stress on the fatigue strength. The Haigh dia- gram (figure 13) presents the required data in a d) surface coating and supplementary lubricant. convienent form and shows the fatigue strength for 10 %, 50 % and 90 % probability of failure. Using 8.3 Application of test washer. statistical methods as defined in 7.2 or 7.4, this chart may be developed using a minimum number of parts, 8.4 Type and frequency of testing machine. on each of the following mean stress levels: a) high constant mean stress CT, = 0,7R,,m,,; 8.5 Stress area used in the calculation (A,, A, or other). b) medium constant mean stress 0, = 0,4R,,,,,; 8.6 Type of stress cycle (for example, mean stress c) low mean stress 6, = 1,220~ (for R, = 0, I) and stress amplitude or R, and either Q,,, or crmax). Other mean stresses may be used by agreement be- tween the user and supplier. 8.7 Location of failure. 8.8 The applied statistical evaluation methods 8 Test report In reporting fatigue data, the test conditions shall be 8.9 Atmospheric conditions (range of temperature clearly defined and the test report shall include details and humidity during test). 20IS 1367 (Part 19) : 1997 IS0 3600 : 1993 180 f- l Failure 1601 0 Non-failure 80 t 60 F 40 I I 1 lIIl,l I , I I II,,/ 1 , , II,,1 10' 5x10' 105 5x105 106 5x106 Number of stresscycles,N Figure 12 - Example of Wiihler curve (S/N curve) 100 Examples for probability of failure 90 N E 2 80 tp $ 70 I I I I Cb) (a) U,= 0.7R m.m in 0 0 100 200 300 400 500 600 700 800 900 Meanstress. q,,N/mm 2 Figure 13 - Haigh diagram 21Bureau of Indian Standards BIS is a statutory institution established under the Bureau oflndian StandardsAct, 1986 to promote harmonious development of the activities of standardization, marking and quality certification of goods and attending to connected matters in the country. 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This Indian Standard has been developed from Dot : No. LM 14 ( 0045 ). Amendments Issued Since Publication Amend No. Date of Issue Text Affected BUREAU OF INDIAN STANDARDS Headquarters: Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams: Manaksanstha Telephones : 323 01 31, 323 94 02, 323 33 75 ( Common to all offices ) Regional Offices: Telephone Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 323 76 17 NEW DELHI 110002 323 3841 Eastern : l/14 C. I. T. Scheme VII M, V. I. P. Road, Maniktola 337 84 99,337 85 61 CALCUTTA 700054 337 86 26, 337 86 62 Northern : SC0 335-336, Sector 34-A, CHANDIGARH 160022 I 60 38 43 60 20 25 Southern : C. I. T. Campus, IV Cross Road, CHENNAI 600113 I 23502 16,2350442 235 15 19,23523,15 :;W estern : Manakalaya, E9 MIDC, Marol, Andheri (East) 8329295,8327858 ” MUMBAI 400093 832 78 91,832 78 92 Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE. FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR. LUCKNOW. NAGPUR. 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816.pdf	Is: 816-1969 Indian Standard ‘“eamr’m’g~’) CODE OF PRACTICE FOR USE OF METAL ARC WELDING FOR GENERAL CONSTRUCTION IN MILD STEEL (First Revision) FourteenthReprint OCTOBER 1997 (IncorporatingAmendmentsNo.1and2) UDC 621.791 .753:624.014.2 i I 0 Copyright 1975 II BUREAU OF INDIAN STANDARDS ~ MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG NEW DELHI 110002 Gr 7 February 1971 -—--- --- ..-.—_—_______ .._IS :816-1969 Indian Standard CODE OF PRACTICE FOR USE OF METAL ARC WELDING FOR GENERAL CONSTRUCTION IN MILD STEEL (First Revision ) Structural Welding Sectional Committee, SMDC 15 Chairman Representing SHIIID. S. DESAI M. N. Dastur & Co Private Ltd, Calcutta Members SKRXJ. K. AEiLUWALIA Stewarts &Lloyds of India Ltd, Calcutta SHBIM.M. GHOSH (Alfernde). SHRI N. C.BAGCHI National Test House, Calcutta SHRIS. BALAfJUBRAIHKANYAM Braithwaite Burn & Jessop Construction Co Ltd, Calcutta SHRI D. P“ CHATTRRJ~E Directorate General of Supplies & Disposals (Inspection Wing), New Delhi Sunl C. P. GHOSH Engineer-in-Chief’s Branch, Army Headquarters SHRx C. K. GOPAI.A~R19HNAN Public Works Department, Madras SHRI S. SHANMUQAMJNDARAM (A/rernafe ) S.HRIN. JAYARAMAN Heavy Engineering Corporation Ltd, Ranchi SMRIS. SWAROOF( ,-1/fernafe) DiI S. P. LUTHRA Institution of Engineers (Iudia ), Calcutta SHRIP. K. MALLICK Burn &Co Ltd. Howrah SERIJ. A. MULXYIL Indian Oxygen Ltd, Calcutta SERI V. R. SUBRAMANIAN(Alternate ) SHrclS. V. NADKAR~I Advani-Oerlikon (Private )Ltd, Bombay SHRIR. K. TFIARIANI(,41terrrate) SiiUI % K. PA~HAK Braithwaite &Co (India )Ltd, Bombay SHEHS. BALASUBBAEMANYAM (,41fernafe ) PBODUOTION E NQINEER Ministry of Railways (PLANNINQ/SHELL) I~TEGBAL COACHFACTORY, PERAMBUR JOINT DIRECTOR STAN- DARDS (B&S ) RDSO, LUC~NOW(Alternate ) (Continuedon page 2 ) BUREAU OF INDIAN STANDARDS MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG NEW DELHl 110002 —. .—— —. ——. —.c IIS :816-1969 (Continued from page 1) Members Representing SHEIK. G. K. RAO Tats Engineering & Locomotive Co Ltd, Jamshedpur TEOENIOALADVISEFL(BOILEES)Central Boilers Board, New Delhi SHBXT. N. VELU Hindustan Shipyard Ltd, Visakhapatnam SHRXR. K. SRIVASTAVA, Director General, 1S1 (E,x-oficio Member ) Deputy Director (Strut& Met ) Secretary SEMIM. S.“?SAGARAJ Assistant Director (Strut &Met ), 1S1 Subcommittee for Welding of Structures Subject to Dynamic Loading, SMDC 15:1 o s Cowener SHFCIM.DEAE Braithwaite &Co (India )Ltd, Calcutta : Members SHBID. P. CUATTERJEE Directorate General of Supplies & Disposals (Inspection Wing ), New Delhi DEPUTY DIRECTOB STA~DAEtDS Ministry of Railways (B&S ), RESEA~a% DEs1@Ns AND STANDARDS OECJANIZA- TION,LUOKNOW JW3e1STANDTIRECTORSTAN- DARDS(B&S),REe13AROE, DESKINSAND ST.ANDABDS ORGANIZATION,LVCKNOW (Alternate ) SHBIP.K.~ALJ.IOK Burn &Co Ltd, Howrah SHBIS. NANDI Jessop &Co Ltd, Calcutta SHIUV. R. SUBRAMANIAN Indian Oxygen Ltd. Calcutta I I 2 I ..——IS: 816-1969 Z.ndian Standard CODE OF PRACTICE FOR USE OF METAL ARC WELDING FOR GENERAL CONSTRUCTION IN MILD STEEL ( First Revision) O. FOREWORD 0.1 This Indian Standard (First Revision) was adopted by the Indian Standards Institution on 19 December l$)ijg, after the draft finalized by the Structural Welding Sections] Committee had been approved by the Structural and Metals Division Council. 0.2 This standard was published in 1956. As a result of experience gained during these years it has been decided to revise this standard with the following modifications: a) The scope of the code has been extended to semi-automaticand automatic welding processes. b) The size of the deep penetration welds for processes other than manual metal arc, has been left to the discretion of the designer. c) The allowable stresses in weld$ have been increased to bring them in line with those for parent metal given in IS :800-19628. d) Formuk for combination of stresses for fi]]et welds have been included. 0.3 In the formulation of this code assistance has been derived from the following publications: DIN 41(MJ-1968 Above-ground steel structures. Calculation and design. Deutscher Nlormenausschuss, Berlin. B.S. 1856:1964- General requirements for the metal-arc welding of mild steel. British Standards Institution, London, 8 1. SCOPE 1.1 This code is supplement to IS : 800-1962” and covers the use of metal arc welding in the design and fabrication of steel structures in lCadeof prwotioafor use of struotursl stool in general building oonstruotion (revised). 3 ~-—.. -.. .— —-.——. ——.— -------—--—————IS :816-1969 general building construction. It is intended primarily for manual arc welding but may also be applied to automatic &td semi-automatic arc 4; processes. th sh 1.2 This code, subject to the provisions of IS : 1024-1968 shall also apply to bridges and structures subject to dynamic loa~ing. 1.3 The provisions of this code generally apply to the repair of existing building construction in mild steel but do not necessarily cover all the provisions applicable to the strengthening of exisiing structures which should be the subject of special consideration. Special provisions covering the design and fabrication of pipelines, boiler storage tanks and 5. tubular steel structures, are intended to be dealt with in separate codes. 5. 2. TERMINOLOGY si’ g( z.1 All terms relating to arc welded construction shall have, unless St specially defined in this code, the meaning assigned to them in IS : 812-1957t. 3. MATERIAL et. sht 3.1 Mild Steel — All steel used for structural members and connections shall be mild steel of weldable quality conforming to IS :226-1969$ or iS:2062-1969$ or equivalent, re 3.2 Electrodes — Electrodes shall conform to IS :814 ( Part I )-197411-and Ot 1S:814 ( Part 11)-1974 u[ 3.3 Filler Wire and Flssx — The filler wire and Ilux combination for tc su~merged arc welding shall conform to the requirements for the desired appli~ation as laid down in IS :3613-1966** 6, 4. DRAWINGS .JND PROCEDURE SHEETS 6, 4.1 Drawings and procedure sheets shall be prepared in accordance with IS :696-1972tt and IS: 962-1967~_J. I 4.2 Symbols for welding used on shop drawings and procedure sheets p) :f shaii be according to IS :813-1961$$. (l& of practice frrr use of welding in bridges and structures subject to dynamic I loading. I tGlrrssaryof termsrelating to welding and cutting of metals. P ~SPcxificatiori forstructural steel (standard quality ) (,fowthrevision). j{ $Specification forstructural steel (fuiion welding quality) (/ird reui$iori). a llCovered electrodes for metal arc welding of structural steels: Part I For welding 01 products other than sheets(~ourihreuifiors). tt flCovered electrodes for metal arc welding of structural steels: Part 11 For welding sheers(~ourthreririon). *Ac~ptancc testsforwire fluxcombinations forsubmerged-arc welding. TtCodc of practice for general engineering drawings (revised). tl $~Qrde of practice for architectural and building drawings ($rsf revision). — $$Schemc of symbols for welding (am.nded). 4 ..—.. . ....————...—.-.— -—.—— ——–-—. ,,,>. i,b. - Is: 816- 1%9 4.3 The working drawings and/or welding procedure sheets ‘prepared by ,.:” ~ the fabricator or the designer for direction of the welding organization $-i. shall include the following information: F a) Specification of the parent metal, b) Welding procedure with reference to provisions of IS: 823-1964 and IS : 4353-1967t as appropriate, and ~ c) Testing requirements for special or highly stressed welds. 5. TYPES OF CONSTRUCTION 5.1 Two basic types of construction and design assumptions are permis- sible under the respective conditions stated in this code and each shall ~ govern in specific manner, the sizes of members and the types and I 1 strength of their connections. 1 5.1.1 Type 1, commorly designated as ‘ simple ‘ ( unrestrained, free- ended ), assumes that the ends of beams and girders are connected for I shear only, and are free to rotate under load. 5.1.2 Type 2, commonly designated as ‘ rigid frame ‘ (continuous, I restrained ) assumes that the end connections of beams, girders and all I other members in the frame have sufficient rigidity to hold virtually unchanged the original angles between such members and the members to which they connect. i 6. DESIGN \ 6.1 Butt Weld 1 6.1.1 For all butt welds, the details shall in general conform to the provisions of IS : 823-1964* in the case of manual metal arc welding and IS : 4353-1967t in the case of submerged arc welding, 1’ 6.1.2 Unsealed butt welds of V, U, J and bevel types and incomplete penetration butt welds should not be used for highly stressed joints and joints subjected to dynamic, repeating or alternating forces. They shall also not be subjected to a bending moment about the longitudinal axis of the weld other than that normally resulting from the eccentricity of the weld metal relative to the parts joined. 6.1.3 Size — The size of a butt weld shall be specified by the effective throat thickness. Codeofprocedure formanual metal arc welding of mild steel. TRecommendations for submerged arc welding of mild steel and low alloy otaala. 5IS :816-1969 6.1.4 Effective Throat Thickness 6.1.4.1 Complete penetration butt welds — The effective throat thickness of a complete penetration butt weld shall be taken as the thickness of the thinner part joined. The effective throat thickness of ‘T‘ or cL ‘ butt joints shall be the thickness of the abutting part. Reinforcement may be provided to ensure full cross-sectional area, but shall not be considered as part of the effective throat thickness. 6.1.4.2 Incomplete penetration or unsealed single butt welds a) The effective throat thickness of an incomplete penetration butt weld shall be taken as the minimum thickness of the weld metal common to the parts joined, excluding reinforcement. b) Unsealed single butt welds of V, U, J and bevel types, and incomplete penetration butt welds welded from one side only, should have a throat thickness of at least &of the thick- ness of the thinner of the parts joined. If required, evidence (see Note) should be produced by the fabricator to show that this effective throat thickness has been obtained. For the purpose of stress calculation, a reduced effective throat thick. ness not exceeding ~ of the thickness of the thinner part joined should be used. NOTE— The nature of such evidence should be decided by agreement between the designer/purchaser and the fabricator, and may, for example, comprise: i) Tests carried out before welding to show that the welding procedure is capable of providing the required penetration, and inspection during welding to establish that the correct procedure has been followed; ii) Teet pieces made asoontinuationa of the seams during welding; and iii) Examination, after welding, by radiographic or other suitable non-destructive methods. c) The unwelded portion in incomplete penetration butt welds, welded from both sides, shall not be greater than $ of the thickness of the thinner part joined, and should be central in the depth of the weld. If required, evidence [ see Note under 6.1.4.2 ( b ) ] should be produced by the fabricator to show that this required penetration has been achieved. For the purpose of stress calculation, a reduced effective throat thickness not exceeding ~of the thickness of the thinner part joined should be used. lAn incomplete penetration butt weld is a butt weld in which the weld metal is intentionally not deposited through the full thickness of tbe joint. 6IS :816-1969 6.1.5 Eflecrive Length — The effective length of a butt weld shall be taken as the length of the continuous full size weld except in the follow- ing two cases, when the full width of the joint or piece shall be taken as effective length: a) The ends of the butt welds are extended past the edges of the parts joined by the use of run-on and run-off plates with a similar joint preparation and of a reasonable thickness not less than the thickness of the parts joined and of length not less than 40 mm (see Fig, 1). If run-on and run-off plates are removed after completion of the weld, the ends of the weld shall be smooth and flush with the edges of the abutting par?.s. FIG. 1 BUTT WELDED JOINTS WITH RUN-ON AND RUN-OFF PLATES b) The parent metal is not more than 20 mm thick, the end shall be chipped or cut back to solid metal and welds applied hav- ing a width not less than 11 times the ‘ V‘ opening between the parts joined to fill out the ends of the same re-enforcement as the faces of the weld (see Fig. 2). 6.1.5.1 In most cases of butt welds, full width of the plate should be welded adopting the procedure mentioned under 6.1.5 (a) or 6.1.5 (b ). If, in any case, the butt weld need not 5e for the full width of the member, detailed instructions regarding the typ: of joint should be given on the drawings. 6.1.5.2 A transverse skewed butt weld shall not be assumed in computations to be longer than the width of the joint or piece perpencii. cular to the direction of stress. 6.1.6 The effective area of a butt weld shall be considered as the effective length niultiplied by the effective throat thickness. 6.1.7 Load Carrying Butt Welds —Butt welds shall be considered as the parent metal for purpose of design calculations. 7!s :816-1969 ~CONVEXITY OF EN3 REINFORCEMENT1TOSm,n w’ an TH’V’ th 3’( sh Sl( NOTMORE HAN 20mm FIG. 2 BUTT WELDS END REINFORCEMENT 6.1.8 iVon-Load Carrying Butt Welds — Butt welds where the penetra- tion is less than that specified in 6.1.4 due to non-accessibility are to be considered as non-load carrying for purposes of design calculations. 6.1.9 Intermittent Butt Welds 6.1.9.1 Intermittent butt welds should be used to resist shear only, and the effective length of such weld should not be less than four times the lon~itudinal space between tlte effective length of \velds nor more than 16 times thinner part joined except as specified under 9.1, 10A and 11.6. 6.1.9.2 Intermittent butt welds shall not be ~tsedin positions subject to dynamic, repetitive and alternate stress. 6.1.10 Sealing or Baclcing 6.1.10.1 Single V, U, J or bevelled butt welds intended to carry the permissible stresses based on the full-plate thickness should be completed by depositing a sealing run of weld metal on the back of the joints. The back of the first run shall be cut out with a round-nosed chisel prior to the application of subsequent runs on the reverse side. The depth to which the first run is cut out shall be sufficient to expose the clean face of the first run. The grooves thus formed and the roots of the single V, U, J or bevelled weld shall be filled in and sealed. 6.1.10.2 Where another steel part of the structure or a special steel backing strip is provided in contact with the back of the joint, shlgle V, U, J or bevelled butt welds welded from one side only be permitted, provided the steel parts of the joint are bevelled to an edge with a root g..p sufficient to ensure fusion into the bottom of the ‘ V ‘ and the steel part at the back of the joint.IS :816-1969 6.1.11 Butt Welding Parts of Unequal Cross Section 6.1.11.1 in butt welding steel parts in line with each other and which are intended to withstand dynamic, repeating or alternating forces, and which are of unequal width, or where the difference in thickness of theparts exceeds 25 percent of the thickness of the thinner part or 3$0 mm, whichever is greater the dimensions of the wider or thickel part should be reduced at the butt joint to those of the smaller part, the slope being not steeper than one in five ( see Fig. 3A and 3B ). TAPER NOTEXCEfflNG lIN$ WELD 3A c!= 30 NOT LESS THAN+OR UP TOTHE DIMENSIONSOFTHICKERMETAL L L * ti+~’~ Fto. 3 BUTT WELDING OF PARTS OF UNEQUAL “rHICKNESSAND LJNE~UALWIDTHS 6.1.11.2 Where the reduction of the dimensions of the thicker part is impr~ cticable, and/or where structures are not designed to withstand dynamic, repeating or alternating forces, the weld metal should be built up at the junction with the thicker part to dimensions at least 25 percent greater than those of the thinner part, or, alternatively, to the dimen- sions of the thicker member (see Fig. 3C ). Where the reduction of the width of wider part is impracticable, the ends of the weld shall be returned to ensure full throat thickness. 6.1.12 Reinforcement —Only sufficient surface convexity shall be provided by reinforcement to ensure full cross-sectional area at the joint. The reinforcement shall not be considered as part of the throat thickness and may be removed to give a flush surface, if desired. 6.2 Fillet Welds 6.2.1 Size — The size of a normal fillet shall be taken as the minimum leg length (see Fig. 4). For deep penetration welds, where the depth of penetration beyond the root run is 2“4 mm ( Min ), the size of the fillet should-be taken as the minimum leg length +- 2-4 mm. !)IS :816-1969 SEE (MIN LEGLENGTH) FUETSOF UNEQUAL FILLETS OF EQUAL LEG LENGTH LEG LENGTH 4A SIZES OF NORMAL FULET WELDS 4 B SIZES OF DEEP PENETRATION FILLET WELDS Frc. 4 SIZESOFFILLET WELDS 6.2.1.1 For fillet welds made ,by :emi-automatic.or automatic pro- cesses where the depth ofpenetratlon ISconsiderably m excess of2’4 mm the size shall be subject to agreement between the purchaser and the 0 contractor. t’ 6.2.2 The size of fillet weld shall not be leSS than 3 mm nor more Ihan the thickness of the thinner part joined. The minimum Size of the first run or of a single run fi!let weld shall be as given in Table I, t to avoid the risk of cracking m the absence of preheating. t e 6.2.3 Effective Throat Thickness — The effective thickness of a fillet weld shall not be less than 3mm and shall generally not exceed 0-7t and 1“0tunder special circumstances, where tisthethickness of the thinner d part. t 6.2.3.1 For the purpose of stress calculations the effective throat thickness shall be taken as K x fillet size where K is a constant. The value of K for different angles between fusion faces (see 6.2.3.3 ) shall be as given in Table 2. t: t] 6.2.3.2 For concave fillets the designer shall specify the minimum throat thickness and the minimum leg length. a 6.2.3.3 Angle betweenfusion faces — Fillet welds should not be used !~r connecting parts whose fusion faces form an angle of more than 120° 10Is :816- 1%9 TABLE 1 MINIMUM SIZE OF FIRST RUN OR OF A SINGLE RUN PIUET WELD (Claauc 6.2.2 ) TEICSKNE8Sor THIOEEE PABT MINISiUPiSSIZE .—.. ——— ____ ___ mm Over Up to and Inoluding mm mm — 10 3 10 20 5 20 32 6 32 8First run (see Not% below) 10Minimum size of fillet NOTE 1— When the rninimqm size of the fillet weld given in the table is greater than the thiokness of the thinner part, the minimum size of the weld should be equal to the thickness of the thinner part. The thioker part shall be adequately preheated to prevent cracking of the weld. NOTE 2— Where the thicker part is more than 50 mm thick, special precautions like pre-heat ing will have to be taken. or less than 60”, unless such welds are demonstrated by practical tests to develop the required strength. 6.2.4 E&ective Length — The effective length of a fillet weld shall be taken as that length only which is of the specified size and required throat thickness. In practice the actual length of weld is made of the effective length shown on the drawing + twice the weld size. 6.2.4.1 Minimum Iength — The effective length of a fillet weld designed to transmit loading shall not be less than four times the size oi the weld. 6.2.5 Fillet Weld Applied to the Edge of a Plate or Section 6.2.5.1 Where a fillet weld is applied to the square edge ofa part, the specified size of the weld should generally be at least I”5 mm less than the edge thickness in order to avoid washing down the exposed arris (see Fig. 5A ). 6.2.5.2 Where the fillet weld is applied to the rounded toe of a rolled section, the specified size of the weld should generally not exceed 3/4 of the thickness of the section at the toe (see Fig, 5B ). 11TABLE2 VALUEOF K FOR DIFFERENT ANGLES BETWEEN FUS1ON FACES (Ciause 6.2,3.1) AI?Qm BETWEEN FUSION FAOEE: 60°-90” 91”- 100” 101”—106° 107”- 113” 114” — 120” K. ‘IL‘ok“.3”“5“U!b!d CONSTANT K 0“70 0<65 060 0,66 0“50 ., . _. _–_____ -rnn’um .IS :816-1969 r? rl.5 mm 1% -1 5A 50 IO. 5 FILLET WELDS ON SQUARE EDGE OF PLATEOR ROUND TOE OF ROLLED SECTION 6.2.5.3 Where the size specified for a fillet weld is such that the parent metal will not project beyond the weld, no melting of the outer cover or covers shall be allowed to occur to such an extent as to reduce the tlwoat thickness (see Fig. 6 ). 6A OESIRAIILE 6B ACCEPTABLE BECAUSE w FULL THROAT THICKNESS 6C NOT ACCEPTABLE BECAUSE OFREOUCED THROAT THICKNESS Fm. 6 FULL SIZE FILLET WELD APPLIED TO THE EDGE OF A PLATE OR SECTION 6.2.5.4 When fillet welds arc applied to the edges of a plate or section in members subject to dynamic loading, the fillet weld shall be of full size, that is, with its leg length cqtlal to the thickness of the plate or section, with the limitations enumerated in 6.2.5.3. 6.2.5.5 End fillet weld normal to the direction of force sha]l be of unequal size with a throat thickness not less than 0.5t where t is the thickness of the part as shown ill Fig. 7. The difference in thickness of outward side welds shall be llegotiatcd ill a uniform slope (see Fig. 7 ). 6.2.6 Intermittent Fillet Welds 6.2.6.1 Intermittent fillet welds may be used to transfer calculated stress across a joint when the strength required is less than that deve- loped by a continuous fillet weki of the smallest allowable size for the thickness of the parts joined. Any section of intermittent fillet welding 131S :816-1969 ra:o”5t CHAMFER Tt N’7 <~ h b.12 f’~ ORFLATTER \~ fORCE~ / Fm, 7 13NDFILLET WELD NORMAL TO DIRECTIONOF FORCE shall have an eticctive length of not less than four times the weld size with a minimum of 40 mm except as othcrwi~c ~Pecificd under 1106 for plate girder stiffeners. 6.2.6.2 The clear spacing between the effective lengths of inter- mittent fillet welds carrying calculated Stress shall not exceed the following number of times the thickness of’ the thinner plate joined and shall in no case be more than 20s0 cm: \ 12 times for compression, and 16 times for tension. ! Longitudinal fillet welds at the ends of built-up members shall have an effective length of not lCSSthan the width of the component part joined unless end transverse welds arc used, in which case, the sum of the end longitudinal and end transverse welds shall be not ]:ss than twice the width of the component part. Chain intermittent welding is to be prelerred to staggered inter. mittent welding. Where staggered intermittent welding is used, the ends of the component parts shall be welded on both sides. 6.2.6.3 In a line of intermittent fillet welds, the welding should extend to the ends of the parts connected; for welds staggered about two edges, this applies generally to both edges, but need not a ply to subsidmry fittings or components, such as intermediate web stiJ’eners.Is: 816- 1%9 6.2&4 Intermittent welds are not recommended to be used in the case of main members of structures directly exposed to weather. HOW- ever, if such intermittent welds are preferred for reasons of economy or otherwise, the welds shall be returned around the corners. 6.2.7 Lap Joints 6.2.7.1 The overlap of parts in stress carrying lap joints shall be not less than five times the thickness of the thinner part, except as provided under 10.2 and 10.3 for lacing and battening. Unless lateral deflection of the parts is prevented, they shall be connected by at least two transverse lines of fillet, plug or slot welds or by two or more longitudinal fillet or slot joints. 6.2.7.2 If longitudinal fillet welds are used alone in end connec- tions, the length of each fillet weld shall be not less than the perpendi- cdar distance between them. The transverse spacing of longitudinal fillet welds used in end connections shall not exceed 16 times the thickness of the thinner part connected unless end transverse welds or intermediate plug or slot welds are used to prevent buckling or separation of the parts. 6.2.8 Fillet ~el.ds in Slots or Holes 6.2.8.1 Where fillet welds are used in slots or holes through one or more of the parts being joined, the dimensions of the slot or hole should comply with the following limits in terms of the thickness of the part in which the slot or hole is formed: a) The width or diameter should be not less than three times the thickness or 25 mm whichever is greater; b) Corners at the enclosed ends or slots should be rounded with a radius not less than 1‘5 times the thickness or 12 mm whichever is greater; and c) The distance between the edge of the part and the edge of the slot or hole, or between adjacent slots or holes, should be not less than twice the. thickness and not less than 25 mm for holes. 6.2.8.2 When welding inside a slot or a hole, in a plate or other part, in order to join the same to an underlying part, fillet welding may be used along the wall or walls of the slot or the hole, but the latter shall not be filled with weld metal or partially filled in such a manner as to form a direct weld metal connection between opposite walls, except that fillet welds along opposite walls may overlap each other for a distance of l/4th of their size. 6.2.9 End Returns — Fillet welds terminating at the ends or sides of parts or members should, wherever practicable, be returned continu- ously around the corners ht the same plane for a distance not less than 151S :816-1969 twice the size of the weld. This provision should, in particular, apply to side and top fillet welds in tension which connect brackets, beam seatings and similar parts. 6.2.10 Bending About a Single Fillet — A single fillet weId should not be subjected to a bending moment about the longitudinal axis of the fillet. 6.3 Plug Welds 6.3.1 Efective Area — The effective area of a plug weld shall be Considered as the nominal area of the hole in the plane of the faying surface. 6.3.2 Plug welds shall not be designed to carry stresses. 6.4 Combinations of Welds — If two or more of the general types of weld (butt, fillet, plug, slot ) are combined in a single joint, the effective capacity of each shall be separately computed with reference to the axis of the group in order to determine the allowable capacity of the combination. 6.5 If two or more plates or rolled shapes are used to build up amember, sufficient welds ( of the fillet, plug or slot type ) to make the parts act in unison shall be provided ( see 6.5.1 to 6.5.3 ), except where transfer of calculated stress between the parts joined, requires closer spacing. 6.5.1 For plates, the longitudinal clear spacing between the welds shall not exceed the provisions of 6.2.6 and tbe transverse spacing shall not exceed 32 times the thickness of the thinner plate joined. 6.5.2 For members composed of two or more rolled shapes in contact with one another, the longitudinal spacing of the welds shall not exceed 60 cm or limits prescribed under 6.5.3. 6.5.3 For members composed of rolled shapes, separated one from the other by a gusset plate, the component parts shall be welded together at intervals such that critical ratio l/r for each component between welds shall not exceed 50, or 0“7 of the critical ratio for the whole member, whichever is the lesser. 7. PERMISSIBLE STRESSES IN WELDS 7.1 Sttop Welds 7.1.1 B~tt Welds – Butt welds shall be treated as parent metal with a thickness equal to the throat thickness, and the stresses shall not exceed those permitted in the parent metal (see 10 of IS : 800-1962). Code of pmotice for use of structural steel in general building const.ructicm ( re,,ised). 16IS :816-1969 7.1.2 Fillet Welds — The permissible stress m fillet welds based on its throat area shall be 1100 kgf/cm~. 7.1.3 Plug Welds — The permissible shear stress on plug welds shall be 1100 kgf/cmz. 7.2 Permissible Stresses in Site Welds — The permissible stresses for shear and tension for site welds made during erection of structural members shall be reduced to 80 percent of those given in 7.1. 7.3 Increased Permissible Stresses — Where design calculations take into consideration the effects of wind or earthquake or both, the permis- sible stresses. given in 7.1 may be increased by 25 percent. In no case shall the welds thus provided be less than those needed if the wind or earthquake or both effects are neglected. 7.4 Stresses Due to Individual Forces 7.4.1 Symbols — Unless otherwise specified the symbols used in the following clauses shall have the following meaning: P, = permissible stress due to axial force in kgf]cmz Pb = permissible bending stress in kgf/cms ~a = calculated stress due to axial force in kgf/cm2 jb = calculated stress due to bending in kgf/cm2 I,c = suffixes to indicate tension or compression q = shear stress in kgf/cm’ M = bending moment in kg.cm Q = shear force in kgf S = static moment of area of parts to be joined about the centre of gravity of the whole section in cms J =: i~~~~nt of inertia of the section in about its centre of gravity Y ==distance of the weld from the centre of gravity of the section in cm a = effective throat thickness 1 = effective length 7.4.2 Stresses Due to Compression, Tension and Shear — When subjected to compressive or tensile or shear force one at a time, the stress in the weld is given by: f,orq=~ 17IS :816-1969 n where t] P is the type of force transmitted (axial load Nor the shear force Q). n 7.5 Combination of Stresses 7.5.1 Fillet Welds 7.5.1.1 The stresses shall be combined using the following formula: Ci f, = ~f’+1-8q’ where f = normal stresses, compression or tension due to axial or 8. bending forces. 8. fe = equivalent stress. I: 7.5.1.2 The equivalent f, shall not exceed 1100 kgf~cmz, 8. 7.5.1.3 Check for the combination of stresses need not be done : p] sk a) for side fillet welds joirnng cover plates and flange plates, and tt b) for fillet welds where sum of normal and shear stresses does not exceed 1100 kgf/cm2 (axial or bending ). & 7.S.2 Butt Welds 7.5.2.1 Check for the combination of stresses in butt welds need not be done ifi a) butt welds are axially loaded, and b) in single and doulbe bevel welds the sum of normal and shear fa . stresses does not exceed the permissible normal stress, and al the shear stress does not exceed 0-5 permissible shear stress. 9. 7.5.2.2 Combined bending and shear — The equivalent stressf, due to co-existent bending stress (tension or compression ) and shear stress 9. is obtained from the following formula: m si( fe = dfboa + %’ Or 4fGz- th 7.5.2.3 Combined bearing, bending and shear stresses — Where a bearing stress fb. is combined with bending ( tensile or compressive ) and 1{ shear stresses under the most unfavorable conditions of loading, the la equivalent stress fe is obtained from the following formukix re & = /fbt’ + fbr’ +-fbtfbr + 3q2 or (reIS.:816-1969 7.5.2.4 Thcequivalent stress~e as calculated from the fcwmub mentioned in 7.5.2.2 and 7.5.2.3 shall not exceed the values allowed for the parent metal. 7.5.3 Stresses Due to Bending Moment — When subjected to bending M k moment only, the normal stress ~b = —JY* 7.5.4 The horizontal shear (.,V ) resultin~ from the bendimr forces is calculated from the following formula: v – ‘;S kg/cm length ofjoint; 8. WELDING IN COMPRESSION MEMBERS 8.1 For general design considerations, reference shall. be made to IS : 800-1962. 8.2 The welds between the plates of a column built up of three or more plates in I or box form should be proportioned to resist a transverse shear at any section in the length of the column equal to 2“5percent of the axial load in the compression member. 8.3 Joints in Compression Members 8.3.1 Where the ends of compression members to be spliced are faced for bearing over the whole area, there shall be sufficient weld to hold the connected parts accurately in place and to resist any tension caused by bending. 8.3.2 Where the ends of compression members to be spliced are not faced for complete bearing, there should be suiiicient weld to transmit 4 ail the forces to which the joint is subjected. 1 9. WELDING IN TENSION MEMBERS 9.1 Where welds are used to connect together the parts of tension members built Up from two or more sections, the spacing and dimen- sions of such welds shouhi be determined by the relative stiffnesses of the sections, but the spacing of such weids shouid not exceed i05 cm. 10. LACING AND BATTENING 10.1 For general design considerations relating to lacing and battening, reference shall be made to IS : 800-1962. — lCode of practice for use of structural steel in general building ooastruotion (revised) 19Is :816- 1%9 10.2 Lacing — Where Iacmg bars overlap the main membe]s, the 1’ amount of lap measured along either edge of the lacing bar should be n not less than four times the thickness of the bar or members, whichever I is less. Welding should be sufficient to transmit the load in the bar and should in any case be provided along each side of the bar for the full 1 length of lap. 1 10.2.1 Where lacing bars are fitted between the main members, they s] shall be connected to each member by fillet welds on each side of the bar or by full penetration butt welds. The lacing bars shall be so 1 placed as to be generally opposite the flange or stitiening element of the Si main member. t 10.3 Battening — Where tie or batten plates overlap the main members, a the amount of lap should not be less than four times the thickness of the plate. The length of weld connecting each edge of the batten plate to the member shall in aggregate be not less than half the depth of the II batten plate. At least one-third of this welding shall be placed at each II end of this edge. The length of weld and depth of batten plate sl)all be measured along the longitudinal axis of the main member. In addition, the welding shall be returned along the other two edges of the plates transversely to the axis of the main member for a length not less than the minimum lap specified above. 10.3.1 Where tie or batten plates are fitted between the main members, they shall be connected to each member by a fillet weld on each side v’ of the plate equal in length to at least that specified under 10.3 or I“NII g’ penetration butt welds. The lie or batten plate shall be so placed as li to be generally opposite the flange or stiffening element of the main 1( member. tl c1 10.3.2 The size of filiet welds connecting tie or batten platrs to the main members shotdd be.not less than half of the thickness of the plate, and in no case less than 5“0 mm. 10.4 Use of Butt WeIds in Place of Batten Phstes — Where the component sections of a built-up compression member are closer together so that it is practicable, by butt welding the sections together, to dispense with batten platq, the minimum length of such welds shall be not Iess than four times the thickness of the thinner part joined. The spacing of the butt welds should be such that the critical ratio I/r for each component between welds shall not exceed 40 or 0.6 of the critical ratio for the whole member, whichever is the lesser. The throat thickness of the welds sho!lld, wherever possible, be r]ot less than 6.0 mm and in no case less than 5.0 mm. (r 20IS :816-1969 10.5 In no case shall the welding be less than that necessary to carry the resultant shears and moments as specified for lacing or battens in IS : 800-1962. IL WELDING IN PLATE GIRDERS 11.1 For general design considerations relating to plate girders, reference shall be made to IS : 800-1962. 11.2 In welded plate girders each flange should preferably consist of a single section rather than of two or more sections superimposed, but the single section may comprise a series of sections laid end to end and effectively welded at their junctions. 11.2.1 The flange plate welded directly to the web plate shall not be more than 20 mm thick when steel conforms to IS : 226-1969t and not more than 50 mm thick when steel conforms to IS :2062-1969$. 11.3 Flange plates shall be joined by butt welds wherever possible. These butt welds. shall develop the full strength of the plates. 11.3.1 The weld joining the cncls of flange plates should be at right angles to the direction of the load. kL3.2 The ends of the flange plates shall be welded before assembly. When more than one flange plate is used the butt joints should be stag- gered as far as possible (see Fig. 8). When unavoidable and the joints lie in the same plane the welding shall be done as shown in Fig. 9 and 10. The ends of the plates are joined first with a V-weld. The size of this shall be such that it does not melt away when the butt weld is completed. 11.3.3 Where splice plates are used, their area shall be not less than 5 percent in excess of the area of the flange element spliced and their centre of gravity shall coincide as far as possible with that of the element spliced. There shall be enough welds on each side of the splice to develop the load in the element spliced plus 5 percent, but in no case should the strength developed be less than 50 percent of the effective strength of member spliced. 11.4 Web plates shall preferably be joined by complete penetration butt welds. Where splice plates are used, they shall be designed to resist the shear and moment at the spliced section. Code of practice for use of structural steel in general building construction (revised). t$ecification for structural steel (standard qu+ity )(~owrh revision ). ~Specification for structural steel (fu~lon weldlng quality )(firsr revision ). 21IS :816-1969 T tl t L FIG. 8 WELDS CONNECTING FLANGE pLATES STAQGERED ~END R130Tfi, ~NS FIG, 9 WELDING OF FLANGE PLATES AT A JUNCTION, DOUBLE-VEE BUTT WELDS FIG. 10 WELDING OF FLANGE PLATES AT A JUNCTION, SINGLE-VEE BUTT WELDS 11.5 Welds connecting the flange to web of plate girders shall be proportioned to resist the maximum horizontal shear forces resulting from the bending forces on the girder. 11.5.1 Additionally, welds connecting flange to web shall be pro- portioned to transmit any vertical loads applied directly to the flange. Where the web is machined and is in close contact with the flange before welding, such vertical loads may be deemed to be resisted entirely by 1 bearing between the flange and the web provided that the bearing s stresses so produced are within the permissible limits, assuming the s dispersion of load through parts at 30° to horizontal. 22Is: 816- 1%9 11.5.1.1 In case the bearing stres%es exceed permissib~e values, bearing stiffeners shall be designed to carry the concentrated loads applied directly to the flange. 11.5.2 The junction of longitudinal and transverse, that is, flange splice or web splice weld with the weld connecting flange and web plates should be avoided by providing copings in the web (see Fig. 11). m l w SPLICE 7 d, FIG. 11 COPING IN THE WEB 11.5.2.1 If flange and web splicing are done separately coping rnav not be necessary. 11.6 The welding between stiffeners and web should be in accordailce with the following requirements: a) The size of the fillet welds should be obtained from Table 1 in relation to the thickness of the web or stiffener, whichever is the greater; b) Where intermittent welds are used, the distance between the effective lengths of any two welds, even if staggered on opposite sides of the stiffeners should not exceed 16 times the thickness of the stiffener nor 30 cm; c) Where intermittnet welds are placed on one side only of the stiffener, or on both sides but staggered or where single plate stiffeners are butt welded to the web, the effective length of each weld should be not less than 10times the thickness of the stiffener; d) Where intermittent welds are placed in pairs, one weld on each side of the stiffener, the effective length of each weld should be not less than four times the thickness of the stiffener; and e) For bearing stiffeners, the welding should, in addition, be sufficient to tratismit to the web the full reaction or load. 11.7 Where sti~eners are required to be connected to the flanges, they should not be welded to the flanges subjected to tensile forces in structures subject to dynamic loading wherever possible, 23IS :816-1969 11,8 The corners of the stiffeners should be notched to prevent the concentration of longitudinal and transverse welds (see Fig. 12 ). FIO, 12 STIFFENERS ARE NOTCHED TO PREVENT WELD CONCENTRATION 12. DESIGN OF CONNECTIONS 12.1 Eccentricity of Members — Members meeting at a joint should, where practicable, have their gravity axes meeting at a point so as to avoid eccentricity. Where this cannot be done, allowance shall be made for the bending moments due to eccentricity, 12.2 Eccentricity of Connections — Wherever practicable, the line of action of the force should pass through the centre of resistance of a connection so as to avoid an eccentricity moment on the section; otherwise allowance shall be made for eccentricity. 12.3 Connections of Tension and Compression Members in Trusses — Welded cent.ections at ends of tension or compression members in trusses shall either develop the full effective strength of the material or they shall develop the strength required by total stresseS, but in no case should such strength developed be less than 50 percent of the effective strength of the material connected. 12.4 Packing — Whele a packing is used between two parts, the parking and the welds connecting it to each part, should be capable of trans- mitting the load between the parts , except where a properly iltted 241S :816- 1%9 packing is used in compression. Where a packing is too thin to carry the load or permit the provision of adequate welds, it should be trimmed flush with the edges of the narrower part and the load should be trans- mitted through the welds alone, the welds being increased in size by the thickness of the packing. 12.5 Welding Combined with Riveting or Bolting ( see also 14 )— In new work welds and rivets or bolts combined in one connection should not be considered as sharing the load, and welds should be provided to carry the entire load for which the connection is designed. 12.6 Joints should be so developed that individual components may have flexibility at least in one direction. Alternatively the joint may be designed for the indirect secondary bending and torsion and stress due to rigid connections of components at the joints. 13. WELDING OF ROLLED STEEL SECTIONS 13.1 Fillet welding of segregated zones of rolled steel sections should be avoided for fear of unfavorable internal stresses being developed. 14. WELDING FOR STRENGTHENING OF EXISTING RIVETLD OR BOLTED CONNECTIONS AND STRUCTURES 14.1 When welding isused for strengthening an existing riveted or bolted connection, the rivets or bolts shall be assumed to carry the dead load, provided they are capable of carrying it without over-stres~, and welding shall be added to carry all live and impact loads. If rivets or bolts are over-stressed by dead load only, then welding shall be added to carry all loads ( dead, live and impact ): 14.2 Where a compression member is strengthened by welding while under load, the work shall be carried out in such a way that: a) the least radius of gyration is substantially increased, and b) large compression shrinkage stresses are not induced in the extreme fibres. 14.3 Compression members , while they are subject to a calculated stress exceeding 470 kgf/cm, shall not be strengthened by welding. 15. FABRICATION 15.1 General — For general requirements relating to the fabrication of structural steel, reference should be made to IS : 800-1962:. Code of practice for use of structural stael in general i{! ilding oonstru..:iou (revised). 25IS: 816-1969 1 15.2 Welding Equipment and Electrodes c I 15.2.1 PIant — Welding plant, instruments and accessories should conform to the appropriate Indian Standard, if any, and should be of 1 adequate capacity to carry out the welding procedure laid down. All 1 welding plant shall be maintained in good working order. 1 15.2.2 Welding Current Measurement —-Adequate means of measur- ing the current drawn on the welding side should be available, either as part of the welding plant or by the provision of a portable ammeter. 13.2.3 Electrodes —The types of electrodes used should be only those recommended by the manufacturer for use in the position in which the welds are to be made. Electrodes should be stored in thei,r original bundles or cartons in a dry place and adequately protected for weather effects. Electrodes which have areas of the flux covering broken away or damaged should be discarded. If electrodes become affected by dampness, but are not otherwise damaged, they may be used onl~ after being dried in a manner approved by the manufacturer, and after 19 undergoing appropriate pcrfm-mance tests, indicating that the electrodes 1! are still satisfactory for use. m 15.3 Welding Procedure 15.3.1 General - For procedure of welding attd pre- and post- heat treatment, reference should be made to IS : 823-1964. 15.3.2 Cutting may be effected by shearing, cropping or sawing. Gas cutting by mechanically controlled torch may be permitted for mild steel oniy. Gas cutting of high tensile steel may also be permitted rovided special care is taken to leave sufficient metal to be removed Ey machining so that all metal that has been hardened by flame is removed. Hand flame cutting may be permitted subject to the approva! of the inspector. 15S.3 Shearing, cropping and gas cutting, shall be clean, reasonably square, and free from any distortion, and should the inspector find it necessary, the edges shall be ground afterwards. 15.3.4 During the entire welding or cooling cycle, the joints and parts shall not be subjected to any external forces, shocks or vibrations. 1S.4 Where welding has to be done in low temperatures, provisions as given in IS :4944-1968 ~shall apply. piF l Code of,proaedureformanualmetal arowelding of mild steel. an, tCode of procedure for welding at low ambient temperature. 26Is :816-1969 15.S Workmanship -- For details of workmanship, quality of welds, correction of weld faults, peening, painting, etc, reference should be made to IS : 823-1964, 16. INSPECTION AND TESTING 16.1 For purpose of inspection and testing, reference should be made to IS : 822T. 17. CONTROL OF SHRINKAGE AND DISTORTION 17.1 Effects of distortion and shrinkage shall be taken care of while detailing and fabricating the structures. 18. OPERATOR QUALIFICATION 18.1 The welders shall be trained in accordance with IS :817-1966:. They shall also be subjected to appropriate qualifying tests specified in IS :1181-1967$, 19. SAFETY REQUIREMENTS AND HEALTH PROVISIONS 19.1 For purpose of safety requirements and health provisions, reference may be made to IS :818- 1968[1. ... Code of procedure for manual metal arc welding of mild steel. tCode of practi~e for inspection of welds (underpreparation ). $Code of practice for training and testing of metal arc welders (revised). $Qualifying tests of metal aro welders (engaged in welding structures other than pipes )( first revision ). [lCodeof practice for safety and health requirements in electric and gas wel~$ and cutting operations (Jirst revision ). 27BUREAU OFINDIAN STANDARDS Headquarter Manak Bhavan,9BahadurShahZafar Marg, NEW DELHI 110002 Telephones: 3230131,3233375,3239402 Fax :91113234082,91113239399, 91113239382 Tebgrams: Manakaansfha (CommontO#lb~CeJ# Central Laboretqr: PlotNo.20/S, site IV, Sahibabad IndustrialArea,SaMbabad 201010 8-77 ~ 32 Regional Ofiicea: Central: Manak Shaven, 9BahadurShahZafar MargtNEW DELHI 110002 3237617 ‘Eastern: 1/14CITSchemeVll M,V.I.P. Road,Marriktd~ CALCUllA 700054 3378882 Northern: SCO 335-338, Sector34.A, CHANDIGARH 160022 603643 Southern:C.LT.Oampus,IVCrossRoad, CHENNAI 800113 2362315 tWestem :Manakabya, E9, BehindMard TelephoneExchange,Andhari(East), 6329296 MUMBAI 400093 Branch0tYke8:: ‘Pushpak’,Nurmohamed ShaildiMarg,Khanpq AHMEDASAD 380001 5501348 $Peenya IndustrialArea, 1stStage, Bangabre-Tumkur Road, 8394966 BANGALORE 58(X)38 GangotriCemplax, 5thFloor,BhadbhadaRoM, T.T. Nagar, BHOPAL 482003 554021 PlotNo.62-83, UnitVI.GangaNagar,BHUBANESHWAR 751001 403627 KalaikathirBuildings,670 AvinaahiRoad,COIMBATORE 841037 210141 PlotNo.43, Sector 16A, MathuraRoad, FARIDABAD 121001 8-288801 Savitri~mplex, 116G.T. Road,GHAZIASAD 201OOt 8-711988 5313Ward No.29, R.G. BaruaRoad,56rBy-lane, GUWAHATI 781003 541137 5-8-56C, L.N.GuptaMarg, NampallyStatbn Road, HYDERABAD 500001 2010s3 .-~E-52, OhitaranlanMarg,C-Scheme, JAIPUR 302001 372925 117/416B,Sarvodaya Nagar, KANPUR 208005 216676 Seth Bhawan, 2nd Floor, Behind Leda Oinama, Naval Kishore Road, 238923 LUCKNOW 228oo1 NIT BUilding,..Secondfloor, Gokulpatk&k@ FIAGPUR 440010 525171 PattiputraIndustrialEstate, PATNA 600013 262305 institutionofEngineers(India)Building1332 Shiv~ Nagar,PIJNE411005 323635 T.C.No.14/1421,U+iWtshyP.O.Pabyam,THIRIJVAMNTHAPURAM 695034 62117 lSales Offiie isat5ChowringheeApproaoh,P.0, PrincepStreet, 271085 CALCUITA 700072 iSalae OfriceisatNoveltyChambers, GrantRoad, MUMBAI 400007 3096528 $Salae Officeisat‘F Block,UnityBuilding,’Naraehimaraja Square, 2223971 BANGALORE S60002 PrintedalSlmcoPrinllngPress, Delhl, India
D5007.PDF	Designation: D 5007 – 99 AMERICANSOCIETYFORTESTINGANDMATERIALS 100BarrHarborDr.,WestConshohocken,PA19428 ReprintedfromtheAnnualBookofASTMStandards.CopyrightASTM Standard Test Method for Wet-to-Dry Hiding Change1 ThisstandardisissuedunderthefixeddesignationD5007;thenumberimmediatelyfollowingthedesignationindicatestheyearof originaladoptionor,inthecaseofrevision,theyearoflastrevision.Anumberinparenthesesindicatestheyearoflastreapproval.A superscriptepsilon(e)indicatesaneditorialchangesincethelastrevisionorreapproval. 1. Scope hiding, a lower contrast standard may be required, which can 1.1 Thistestmethodcoversthedeterminationofthechange besimplyoneofthestripestakenfromadrawdownofthetest in hiding power of an architectural coating during drying, by paint. visual evaluation of the wet and dry film. 3.1.2 hiding power—the spreading rate of a paint applied 1.2 This test method is not recommended for colors other uniformlyonastandardblackandwhitehidingpowerchartto than white and tints. giveastandarddegreeofcontrastjustshortofcompletehiding. 1.3 This standard does not purport to address all of the 3.1.2.1 Discussion—In reflectometry the standard contrast safety concerns, if any, associated with its use. It is the for hiding power measurements is generally accepted as the responsibility of the user of this standard to establish appro- contrast ratio C 50.98 (98%), which with white and light priate safety and health practices and determine the applica- tinted coatings is equivalent to a visual color difference of bility of regulatory limitations prior to use. about0.75CIELABunits.Thatamountofcolordifferencecan reasonably be described as “just-short-of complete-hiding.” 2. Referenced Documents Sincethisisavisualmethoditemploysavisualcomparatoras 2.1 ASTM Standards: astandard,whichisahidingpowerchartwithawhitecoating D2805 TestMethodforHidingPowerofPaintsbyReflec- applied at a contrast ratio of 0.98 (98%). tometry2 3.1.3 logicator—a multi-notch applicator with clearances, D3924 Specification for Standard Environment for Condi- andcorrespondingwetfilmthicknessesandspreadingrates,in tioning and Testing Paint, Varnish, Lacquer, and Related equal percentage steps. Materials2 3.1.4 logicatorscale—ascalewithvaluesdirectlyrelatedto the logarithms of corresponding spreading rates. A specified 3. Terminology changeinscalevaluerepresentsthesamepercentagechangein 3.1 Definitions of Terms Specific to This Standard: spreading rate over any part of such a scale. 3.1.1 hiding index, h —the Spreading Index at a standard 3.1.5 spreading index, h—the spreading rate expressed in S film opacity. In this test method the latter is a visual contrast logicator scale units (LU) as described in 3.1.4 and 3.1.7. standardpreparedbyapplyingasemi-opaquewhitecoatingon 3.1.6 spreadingrate,H—theareacoveredperunitquantity ablackandwhitehiding-powercharttogiveacontrastratioof of coating. (In this test method the quantity is volumetric). 0.98 (98%) which is just short of complete hiding, and is the 3.1.7 TG19 logicator—a logicator designed for this test conventional so-called full hiding end point in photometric methodwitheightnotchesnumberedatfour-unitintervalsona hiding-power methods such as Test Method D2805. Refer to scalefrom20to48,thenotchclearancesrangingfrom2.65to the hiding indices of the wet and dry films as h and h 10.4mils(67to264µm)correspondingtowetfilmthicknesses SW SD respectively. from1.46to5.7mils(37to145µm)andspreadingratesfrom 3.1.1.1 Discussion—Since this test method is intended to 280 to 1100 ft2/gal (6.9 to 27 m2/L), with one scale unit measure hiding-power difference rather than hiding power representingachangeof5%andthefour-unitintervalbetween itself,a0.98(98%)contrastratiostandardisnotrequired.Itis notches a cumulative change of 21.55% in the clearance and necessary only that the same standard be used for measuring corresponding film thicknesses and spreading rates. Refer to bothwetanddryfilms.See3.1.8.Forthispurposethestandard this scale unit as a logicator unit (LU). (See Fig. 1.) needs to lie within the contrast range of both the wet and dry 3.1.7.1 Discussion—The percentage difference between stripes,whichistrueofthe0.98(98%)contrast-ratiostandard notches is calculated as (1.054−1)3100521.55. This per- for most commercial paints. With paints of unusually low centage is applicable precisely to the notch clearances and approximatelytotheirrelatedwet-filmthicknessesandspread- ing rates. The detailed relationships between scalar value and 1ThistestmethodisunderthejurisdictionofASTMCommitteeD-1onPaint thenotchclearance,wetfilmthickness,andspreadingrateare andRelatedCoatings,Materials,andApplications,andisthedirectresponsibilityof SubcommitteeD01.42onArchitecturalFinishes. given in Table 1 and Table 2. Current edition approved May 10, 1999. Published July 1999. Originally 3.1.8 wet-to-dry hiding change (WDHC)—the difference in publishedasD5007–89.LastpreviouseditionD5007–89(1993). theHidingIndexofapaintbetweenthewetandthedrystate, 2AnnualBookofASTMStandards,Vol06.01. 1D 5007 5.2 Thistestmethodcanbeusedinpaintspecificationsand asashort,simpleprocedureforevaluationandqualitycontrol. 6. Apparatus 6.1 TG19 Logicator3—A multi-notch, varied-clearance ap- plicatordesignedspecificallyforthistestmethod(see3.1.7and Fig. 1). 6.2 Logicator Test Charts3—Black and white hiding charts with a chevron-stripe pattern and scale numbers printed at the topcorrespondingtothepaintstripesappliedbytheLogicator (see Fig. 2). FIG.1DiagramoftheLenetaTG19Logicator 6.3 Vacuum Plate, for holding the chart flat while the drawdown is made. TABLE1 EquationsRelatingtheLogicatorScaleValueor 6.4 Visual Hiding Standard4—A narrow stripe cut from a SpreadingIndex,h,totheNotchClearance,N,WetFilm logicatortestchartonwhichadurableglossywhitecoatinghad Thickness,T,andSpreadingRate,H been applied to obtain a contrast ratio of 0.98. The stripe is NOTE 1—TherelationshipsinvolvingTandHarebasedonapresumed mountedonablankcardforconvenienthandling,asillustrated T/N ratio of 0.55, which ratio is approximate and somewhat variable, in Fig. 3. dependingoncoatingrheology,drawdowntechnique,andclearance. Inch-PoundUnits MetricUnits 7. Procedure (mils,ft2/gal): (µm,m2/L): 7.1 Prepareahidingstandardasdescribedin6.4,orusethe N51.0568-h527.641.05h N525.431.0568-h570141.05h standard supplied with the logicator test charts. h568−47.2logN h5134.3−47.2logN T50.55N515.1841.05h T50.55N5385.541.05h h555.75−47.2logT h5122.05−47.2logT NOTE 1—Strong colors were measured according to this test method H5105.731.05h H52.59431.05h usingstandardspreparedwiththeself-samecoatings.Somemeasurements h547.2logH−95.52 h547.2logH−19.54 werealsomadeusingtheregularwhitestandard.Duetopoorcorrelation inthesetestsitwasdecidedtoexcludestrongcolorsfromthescopeofthe test method. However, should measurements with such colors be at- expressed in logicator units (LU) as follows: temptedanyway,itisofinteresttonotethatthewhitestandardapparently servedaswellforthatpurposeasastandardmadewiththeidenticalcolor. WDHC5Dh 5h 2h (1) S SD SW 7.2 Place a test chart on the vacuum plate. Then place the 3.1.8.1 Discussion—The WDHC is unchanged if the con- logicatoratthetopofthechartwithitsarmsextendingtoward trastlevelofthehidingstandardisvaried,becausetheresultant the operator. changes in the two hiding power values are proportional and 7.3 Spreadabout6mLofthetestpaintevenlyinfrontofthe their ratio therefore constant. logicator,thendrawdownthefulllengthofthechart(about10 3.1.8.2 Discussion—The WDHC is unaffected by devia- in.(254mm))atauniformspeedsuchthatthetotaldrawdown tionsfromtheestimatedfilmthickness/clearanceratioT/N(see time is about 2.5 to 3 s. Note 1, Table 1), because the ratio of the two recalculated 7.4 Promptly after film application, determine the Wet hiding-power values is unchanged. Hiding Index (h ) in accordance with 7.5. SW 4. Summary of Test Method 7.5 Observation of the Hiding Index (h): s 4.1 The test paint is applied with a TG19 Logicator on a 7.5.1 Place the chart vertically in a well-illuminated glare- logicator test chart (see 6.2 and Fig. 2) and the drawdown free location. examined in comparison with an agreed hiding standard 7.5.2 Holdthehidingstandardnexttothechartandidentify immediately after application and again after drying. bynumberthestripethatthestandardmatchesincontrast.This 4.2 Thescalenumbersofthewetanddrystripesthatmatch number is the Hiding Index. thestandardincontrastarerecordedastheWetHidingIndex, 7.5.3 If there is no exact match and it is difficult to decide h , and the Dry Hiding Index h . which of two adjacent stripes is matched more closely, record SW SD 4.3 Thedifferencebetweenthewetanddryhidingindicesis their mean as the Hiding Index. However, if the standard is recorded as the wet-to-dry hiding change WDHC. perceived as closer to one or the other of the two stripes, then 4.4 If desired, the percent change in hiding power corre- reporttheHidingIndexasonemorethantheloweroroneless sponding to the WDHC value is calculated and reported. than the higher, as the case may be. 7.6 Immediately after determining the Wet Hiding Index 5. Significance and Use (h ), place the drawdown horizontally in a well-ventilated, SW 5.1 Many architectural paints, particularly white and light tints, change significantly in film opacity as they dry. An 3Thesolesourceofsupplyoflogicatortestchartsknowntothecommitteeatthis increase in hiding is sometimes associated with porosity and timeistheLenetaCompany,15WhitneyRd.,Mahwah,NJ07430.Ifyouareaware poorfilmintegritywithconventionallyformulatedcoatings.A of alternative suppliers, please provide this information toASTM Headquarters. decreasecanresultinadisappointingpaintjob.Thewet-to-dry Yourcommentswillreceivecarefulconsiderationatameetingoftheresponsible technicalcommittee,1whichyoumayattend. hiding change is therefore a property of great practical impor- 4AwhitestandardofthisdescriptionissuppliedwiththeTG19LogicatorTest tance. Charts. 2D 5007 TABLE2 LogicatorScaleRelationshipsCalculatedfromEquationsinTable1 IndexA Clearance FilmThicknessB SpreadingRateB IndexA Clearance FilmThicknessB SpreadingRateB h milsC µm mils µm ft2/gal m2/L h milsC µm mils µm ft2/gal m2/L 20 10.40 264 5.72 145 280 6.88 36 4.76 121 2.62 67 612 15.0 21 9.90 252 5.44 138 294 7.23 37 4.54 115 2.50 63 643 15.8 22 9.43 240 5.19 132 309 7.59 38 4.32 110 2.38 60 675 16.6 23 8.98 228 4.94 126 325 7.97 39 4.12 105 2.26 58 709 17.4 24 8.56 217 4.71 120 341 8.37 40 3.92 100 2.16 55 744 18.3 25 8.15 207 4.48 114 358 8.78 41 3.73 95 2.05 52 781 19.2 26 7.76 197 4.27 108 376 9.22 42 3.56 90 1.96 50 820 20.1 27 7.39 188 4.07 103 395 9.68 43 3.38 86 1.86 47 861 21.1 28 7.04 179 3.87 98 414 10.2 44 3.23 82 1.77 45 904 22.2 29 6.70 170 3.69 94 435 10.7 45 3.07 78 1.69 43 950 23.3 30 6.38 162 3.51 89 457 11.2 46 2.93 74 1.61 41 997 24.5 31 6.08 154 3.34 85 480 11.8 47 2.79 71 1.53 39 1047 25.7 32 5.79 147 3.19 81 504 12.4 48 2.65 67 1.46 37 1100 27.0 33 5.52 140 3.03 77 529 13.0 34 5.25 133 2.89 73 555 13.6 35 5.00 127 2.75 70 583 14.3 ABoldfacevaluesrefertonotchesinTG19Logicator. BBasedonwetfilmthicknessestimatedat55%ofclearance. CTargetvaluesaresignificanttoonedecimalplace. 10. Precision and Bias 5 dust-free location, as specified in Specification D3924, and 10.1 In an interlaboratory study of this test method, two allow to dry for 40 to 48 h. Then repeat 7.5 to determine the operatorsineachoftwolaboratoriesandoneoperatorineach Dry Hiding Index (h ). ofsixlaboratories,testedintriplicatefivecoatingswithawide SD 7.7 Make drawdowns in triplicate and calculate the mean range in wet-to-dry hiding change. Since the test was not indexvalueto0.1units.Individualvaluesthatdeviatefromthe repeated the repeatability is only for replicates. On this basis theintralaboratorystandarddeviationwas0.77LUwith85df mean by more than 1.5 units should be discarded and the test andtheinterlaboratorystandarddeviationwas1.97LUwith39 repeated. df. See Note 2. Based on these standard deviations the following criteria should be used for judging the acceptability 8. Calculation of results at the 95% confidence level: 10.1.1 Repeatability (Replicate)—Three replicates by the 8.1 Subtract the Wet Hiding Index, h from the Dry SW same operator should be considered suspect if they differ by Hiding Index, h to obtain the wet-to-dry hiding change SD more than 2.6 LU. (WDHC), D h , as follows: S 10.1.2 Reproducibility—Tworesults,eachthemeanoftrip- WDHC5Dh 5h 2h (2) licates, obtained by different operators should be considered S SD SW suspect if they differ by more than 5.7 LU. ThevalueforWDHCispositiveforanincreaseandnegative for a decrease in hiding. To avoid possible misunderstanding NOTE 2—In the statistical analysis results were discarded on the write the sign of the change (+or−) in every case. followingbasis:(1)allresultsfromoneoperatorwhoappearedtobeless sensitive than the other operators in detecting differences among tripli- 8.2 Ifdesired,calculatethecorrespondingpercentchangein cates, (2) one replicate result from one laboratory because the triplicate wet-to-dry hiding power as follows: rangewassignificantlyhigherthanforotherlaboratories,and(3)allthree results from the same laboratory for another paint because the mean WDHC%5~1.05WDHC21!3100 (3) differedsignificantlyfromothermeansforthatpaint. 10.2 Bias—Thistestmethodhasnobiasbecausethereisno 9. Report criterion for the measured property more valid than the test method itself. 9.1 Report the following information: 11. Keywords 9.1.1 TheWet-to-DryHidingChange(WDHC)inlogicator 11.1 hiding power; wet-to-dry hiding change units (LU) to one decimal place, as described in 8.1, and 9.2 If desired, the percent change in conventional hiding 5Supporting data are available from ASTM Headquarters. Request power (WDHC%), calculated as shown in 8.2. RR:D01–1063. 3D 5007 NOTE 1—Forillustrationonly.Shadingisnotaccurate. FIG.2LogicatorTestApplication 4D 5007 NOTE 1—Forillustrationonly.Shadingisnotaccurate. FIG.3VisualHidingStandard TheAmericanSocietyforTestingandMaterialstakesnopositionrespectingthevalidityofanypatentrightsassertedinconnection withanyitemmentionedinthisstandard.Usersofthisstandardareexpresslyadvisedthatdeterminationofthevalidityofanysuch patentrights,andtheriskofinfringementofsuchrights,areentirelytheirownresponsibility. Thisstandardissubjecttorevisionatanytimebytheresponsibletechnicalcommitteeandmustbereviewedeveryfiveyearsand ifnotrevised,eitherreapprovedorwithdrawn.Yourcommentsareinvitedeitherforrevisionofthisstandardorforadditionalstandards andshouldbeaddressedtoASTMHeadquarters.Yourcommentswillreceivecarefulconsiderationatameetingoftheresponsible technicalcommittee,whichyoumayattend.Ifyoufeelthatyourcommentshavenotreceivedafairhearingyoushouldmakeyour viewsknowntotheASTMCommitteeonStandards,100BarrHarborDrive,WestConshohocken,PA19428. 5
D4358.PDF	Designation: D 4358 – 84 (Reapproved 1999) AMERICANSOCIETYFORTESTINGANDMATERIALS 100BarrHarborDr.,WestConshohocken,PA19428 ReprintedfromtheAnnualBookofASTMStandards.CopyrightASTM Standard Test Method for Lead and Chromium in Air Particulate Filter Samples of Lead Chromate Type Pigment Dusts by Atomic Absorption Spectroscopy1 ThisstandardisissuedunderthefixeddesignationD4358;thenumberimmediatelyfollowingthedesignationindicatestheyearof originaladoptionor,inthecaseofrevision,theyearoflastrevision.Anumberinparenthesesindicatestheyearoflastreapproval.A superscriptepsilon(e)indicatesaneditorialchangesincethelastrevisionorreapproval. 1. Scope supply; a monochromator with associated optics; a photode- 1.1 This test method determines amounts of lead and tector; an amplifier; and digital or analog readout system. chromium in residues obtained from air sampling of lead 5.2 Lead Hollow Cathode Lamp or electrodeless discharge chromateandleadsilico-chromatetypepigmentdusts.Itisnot source lamp. applicabletoallpigmentdustsortopaintoverspraysamplesof 5.3 Chromium Hollow Cathode Source Lamp. any kind. 5.4 Volumetric Flasks, 10-mL. 1.2 This standard does not purport to address all of the 6. Reagents and Materials safety concerns, if any, associated with its use. It is the 6.1 Purity of Reagents—Reagent grade chemicals shall be responsibility of the user of this standard to establish appro- usedinalltests.Unlessotherwiseindicated,itisintendedthat priate safety and health practices and determine the applica- all reagents shall conform to the Committee on Analytical bility of regulatory limitations prior to use. Reagents of the American Chemical Society, where such 2. Referenced Documents specifications are available.3 Other grades may be used, pro- 2.1 ASTM Standards: vided it is first ascertained that the reagent is of sufficiently D1193 Specification for Reagent Water2 highpuritytopermititsusewithoutlesseningtheaccuracyof the determination. 3. Summary of Test Method 6.2 PurityofWater—Unlessotherwiseindicated,references 3.1 The filter containing the air particulate sample is dis- towatershallbeunderstoodtomeanreagentwaterconforming solved with nitric acid followed by treatment with 50% to Type II of Specification D1193. aqueous ammonium acetate solution. The solution is trans- 6.3 Ammonium Acetate Solution (50% W/V aqueous)— ferredtoavolumetricflaskandleadandchromiumdetermined Dissolve 250 g of ammonium acetate (NH 4C 2H 3O 2) in water by atomic absorption. and dilute to 500 mL. 6.4 Nitric Acid (sp gr 1.50)—Concentrated nitric acid 4. Significance and Use (HNO ). 3 4.1 Thistestmethodcoversonlytheanalysisofthepigment 6.5 Nitric Acid, (1+3)—Dilute 1 part concentrated nitric dusts on filters, the results being expressed as micrograms of acid with 3 parts water. lead and of chromium. Sampling procedures are not a part of 6.6 Lead,StandardStockSolution(1000µg/mL)—Dissolve thistestmethod,norarethosecalculationsthatarerequiredto 0.1599 g of lead nitrate (Pb(NO 3) 2) in 50 mL of water convert the results to concentration of lead and chromium in containing 20 mL of concentrated HNO 3 and 10 mL of 50% the sampled air, as required by the U.S. Occupational Safety ammonium acetate solution, and dilute to 100 mLwith water. and HealthAct (OSHA). 6.7 Chromium, Standard Stock Solution (1000 µg/mL)— Dissolve 0.3734 g of potassium chromate (K CrO ) in 50 mL 2 4 5. Apparatus watercontaining5mLofconcentratedHNO anddiluteto100 3 5.1 AtomicAbsorption Spectrophotometer, consisting of an mLwith water. atomizer and burner; gas pressure regulating and metering 6.8 FilterBlank—Millipore0.8-µmporesize,37-mmdiam- devices for air, acetylene, and nitrous oxide; provision for eter, mixed esters of cellulose, Type AA white, plain, or hollow cathode source lamps with regulated constant current equivalent. 3Reagent Chemicals, American Chemical Society Specifications, American 1ThistestmethodisunderthejurisdictionofASTMCommitteeD-1onPaint ChemicalSociety,Washington,DC.Forsuggestionsonthetestingofreagentsnot andRelatedCoatings,Materials,andApplicationsandisthedirectresponsibilityof listed by theAmerican Chemical Society, see Analar Standards for Laboratory SubcommitteeD01.21onChemicalAnalysisofPaintsandPaintMaterials. Chemicals,BDHLtd.,Poole,Dorset,U.K.,andtheUnitedStatesPharmacopeia CurrenteditionapprovedApril27,1984.PublishedAugust1984. andNationalFormulary,U.S.PharmacopeialConvention,Inc.(USPC),Rockville, 2AnnualBookofASTMStandards,Vol11.01. MD. 1D 4358 6.9 Hydrogen Peroxide—30% (H O ). canbeofsomeusehere.(SeeSection11.) 2 2 7.12 Aspirate water into the flame. Then aspirate the 2.0 7. Calibration and Standardization ppmstandardandadjustburnerpositionandflamecomposition 7.1 Good atomic absorption practice requires that the test to give maximum absorption. solutions being analyzed be aspirated into the flame inter- 7.13 Aspirate all standards into the flame, aspirating water spersed between or at least contiguous to aspiration of the between each standard and the next. Construct a calibration calibrationstandards.Theformalseparationofcalibrationand curve for chromium on linear graph paper by plotting the analysis is for clarity of the methodology only and such absorbanceversusconcentration(microgramspermillilitre)for separation should not be made in practice. each standard solution. 7.2 Operational instructions for atomic absorption spectro- photometersvarywithdifferentmodels.Consultthemanufac- 8. Procedure turer’s literature for establishing optimum conditions for the 8.1 With each batch of samples a filter blank (minimum of specific instrument used. 1 filter blank for every 10 filter samples) from the same 7.3 Insert the lead source lamp into the appropriate holder. membrane lot must be analyzed. The filter blank is carried Turnontheinstrumentandapplythecurrentrecommendedby through all steps of the analysis along with the sample(s). the manufacturer to the source lamp. Allow the lead source 8.2 Carefully open the filter cassette containing the air lampa10-minwarmup.Adjustthewavelengthto283.3nm,set particulatesample.Removethefilterusingforcepsanddeposit the slit to 0.7-nm bandpass, and maximize the transmitted it in a 50-mLbeaker. energy by fine adjustment of the wavelength. 8.3 Add6mLof1+3HNO ,coverthebeakerwithawatch 3 7.4 Prepare fresh standard solutions each day containing glass, and keep just under boiling by placing on a hot water 0.5,1.0,2.0,5.0,and10.0ppmleadbyappropriatedilutionsof bath. Heat for 10 min.Add 2 mLof 50% ammonium acetate the 1000 µg/mLstock standard. 20 mLof concentrated HNO 3 solution and continue to heat, adding water as needed to keep and2mLof50%ammoniumacetateshouldbeaddedineach the volume at about 5 to 6 mL. The solution must not be case per 100 mLof final dilution. allowedtogotodryness.Whenanalyzingleadsilicochromate- 7.5 Adjust the air and acetylene pressure or flow rates and type pigment dusts, add 0.5 mL of 30% hydrogen peroxide ignite the burner according to the instruction manual. Adjust (H O )afterthe2mLof50%ammoniumacetatesolutionand 2 2 the acetylene to give a rich flame. Allow a few minutes to continue heating until cellulose filter completely dissolves. equilibrate. 8.4 Continue heating for 1 h. If the cellulose filter is not 7.6 Aspirate water to rinse the atomizer chamber.Aspirate dissolved, continue the digestion until the solution is clear. the 10 ppm standard and make any necessary readjustment in Cool and transfer to a 10.0-mL volumetric flask. Dilute to instrument parameters to obtain maximum absorption. volume with water and determine lead and chromium. 7.7 Aspirate each standard solution and record the corre- 8.5 Prepare the atomic absorption instrument for lead as sponding instrument readings. Aspirate 1+3 HNO , then noted in 7.3, 7.5, and 7.6. 3 water between each standard. 8.6 Aspirate the test solution into the flame. Record the 7.8 Construct a calibration curve for lead on linear graph reading. Aspirate 1+3 HNO , then water between test solu- 3 paper by plotting the absorbance versus concentration (micro- tions. grams per millilitre) for each standard solution. 8.7 Aspirate the appropriate standards, usually one above 7.9 Replacetheleadsourcelampwiththechromiumsource and below the test solution concentration. Aspirate 1+3 lamp, adjust the applied current to that recommended and HNO ,thenwaterbetweeneachstandardandthenext.Record 3 allow to warm up for 10 min.Adjust the wavelength to 357.9 readings. nm,settheslitto0.7-nmbandpass,andmaximizetransmitted 8.8 Iftheabsorptionofanytestsolutionisgreaterthanthat energy by fine wavelength adjustment. of the 10 ppm lead standard, make an appropriate dilution 7.10 Prepare fresh standard solutions each day containing (matching the standard matrix), aspirate and measure the 0.1, 0.2, 0.5, 1.0 and 2.0 ppm chromium by appropriate absorbance of the diluted solution. It is important that the dilutions of the 1000 µg/mL stock standard. Add 20 mL of dilutedtestsolutionbeaspiratedwiththeflamenotbeingshut concentrated HNO and 2 mL of 50% ammonium acetate in off or altered following aspiration of the standards. 3 each case per 100 mLof final dilution. 8.9 Preparetheatomicabsorptioninstrumentforchromium 7.11 Turn on air and acetylene, adjust the flow rates and as noted in 7.9, 7.11, and 7.12. igniteaccordingtotheinstructionmanual.Adjusttheacetylene 8.10 Repeatsteps8.6-8.8,inthiscaseforchromiumexcept togivearichflame.Allowafewminutestoequilibrate.(Note that, between each standard or sample and the next, aspirate 1). only water. 8.11 From the calibration curves determine the lead and NOTE 1—The National Institute for Occupational Safety and Health chromium concentrations in the aspirated solutions. (NIOSH)recommendstheuseofanitrousoxide-acetyleneflame,which reduces iron and nickel interference in the chromium determination. However, chromium sensitivity in the nitrous oxide flame is also much 9. Calculation lower,sothatair/acetyleneisspecifiedhere.Iron,aluminum,titaniumas 9.1 Calculate the micrograms of lead, A, on the filter as well as SO 5interference may be reduced by adding 10% of W/V 4 follows: KHSO tobothstandardandsamplesolution,employinganair/acetylene 4 flame.Thecomparisonoftheexperimentalleadtochromiumrationoted A 5~L!~V !~F! (1) 1 2D 4358 where: of variation was 19% relative at 18 df. Based on these L 5 lead read from calibration curve (8.11), µg/mL, coefficients the following criteria should be used for judging V 5 final volume of lead solution which is measured (8.8 the acceptability of results at the 95% confidence level. 1 or if no dilution is necessary, 8.4), and 12.2.1 Repeatability—Two results, each the mean of dupli- F 5 [volume to which originally diluted (8.4) divided by catedeterminations,obtainedbythesameoperatorondifferent millilitresofaliquotoforiginaldilutiontakenforfinal days should be considered suspect if they differ by more than dilution]. 33% relative for chromium. 9.2 Calculate the micrograms of chromium, B, on the filter 12.2.2 Reproducibility—Two results, each the mean of du- as follows: plicatedeterminations,obtainedbyoperatorsindifferentlabo- ratories, should be considered suspect if they differ by more B 5~C!~V !~F! (2) 2 than 54% relative for chromium. where: C 5 chromiumreadfromcalibrationcurve(8.11),µg/mL, 13. Precision for Lead Silicochromate Type Pigment Dust V 5 finalvolumeofchromiumsolutionwhichismeasured 2 13.1 Lead Determination—On the basis of an interlabora- (8.10 or if no dilution is necessary, 8.4), and tory study of the test method in which operators in five F 5 [volume to which originally diluted (8.4) divided by laboratoriesanalyzedsixteenairparticulatesamplescontaining millilitresofaliquotoforiginaldilutiontakenforfinal from 37 to 116 µg of lead and 2 to 8 µg of chromium, the dilution]. within-laboratory coefficient of variation of the lead determi- nation was found to be 2.7% relative at 15 df and the 10. Lead to Chromium Ratio between-laboratory coefficient of variation was 9.4% relative 10.1 If the workplace dust involves a single, known lead at 12 df. Based on these coefficients the following criteria chromate or lead silicochromate type pigment, the determined should be used for judging the acceptability of results at the lead to chromium ratio found (9.1 and 9.2) may be compared 95% confidence level. with the theoretical ratio (or actual ratio) of the bulk pigment 13.1.1 Repeatability—Two results, each the mean of dupli- as an internal check. catedeterminations,obtainedbythesameoperatorondifferent days should be considered suspect if they differ by more than 11. Report 8.2% relative for lead. 11.1 Report the micrograms of lead and the micrograms of 13.1.2 Reproducibility—Two results, each the mean of du- chromium present on the filter. plicatedeterminations,obtainedbyoperatorsindifferentlabo- ratories, should be considered suspect if they differ by more 12. Precision for Lead Chromate Type Pigment Dust than 28.4% relative for lead. 12.1 Lead Determination—On the basis of an interlabora- 13.2 Chromium Determination—In the same interlabora- tory study of the test method in which operators in eight torystudyofthetestmethod,thewithin-laboratorycoefficient laboratoriesanalyzedsixteenairparticulatesamplescontaining of variation of the chromium determination was found to be from16to80µgofleadandfrom3to15µgofchromium,the 2.3% relative at 12 df and the between-laboratory coefficient within-laboratory coefficient of variation of the lead determi- of variation was 23.6% relative at 9 df. Based on these nation was found to be 9% relative at 21 df and the coefficients, the following criteria should be used for judging between-laboratory coefficient of variation was 15% relative the acceptability of results at the 95% confidence level. at 18 df. Based on these coefficients the following criteria 13.2.1 Repeatability—Two results, each the mean of dupli- should be used for judging the acceptability of results at the catedeterminations,obtainedbythesameoperatorondifferent 95% confidence level. days,shouldbeconsideredsuspectiftheydifferbymorethan 12.1.1 Repeatability—Two results, each the mean of dupli- 6.8% relative for chromium. catedeterminations,obtainedbythesameoperatorondifferent 13.2.2 Reproducibility—Two results, each the mean of du- days should be considered suspect if they differ by more than plicatedeterminations,obtainedbyoperatorsindifferentlabo- 26% relative for lead. ratories, should be considered suspect if they differ by more 12.1.2 Reproducibility—Two results, each the mean of du- than 68.8% relative (Note 2) for chromium. plicatedeterminations,obtainedbyoperatorsindifferentlabo- ratories should be considered suspect if they differ by more NOTE 2—Errorappearslargeduetothelowrangeofchromiumstudied than 40.4% relative for lead. (2to8µmperfilter)leadingtopoorreproducibility. 12.2 Chromium Determination—In the same interlabora- 14. Keywords torystudyofthetestmethod,thewithin-laboratorycoefficient of variation of the chromium determination was found to be 14.1 air particulates; air sampling; atomic absorption spec- 11% relative at 20 df and the between- laboratory coefficient troscopy; chromium; lead; pigment dust 3D 4358 TheAmericanSocietyforTestingandMaterialstakesnopositionrespectingthevalidityofanypatentrightsassertedinconnection withanyitemmentionedinthisstandard.Usersofthisstandardareexpresslyadvisedthatdeterminationofthevalidityofanysuch patentrights,andtheriskofinfringementofsuchrights,areentirelytheirownresponsibility. Thisstandardissubjecttorevisionatanytimebytheresponsibletechnicalcommitteeandmustbereviewedeveryfiveyearsand ifnotrevised,eitherreapprovedorwithdrawn.Yourcommentsareinvitedeitherforrevisionofthisstandardorforadditionalstandards andshouldbeaddressedtoASTMHeadquarters.Yourcommentswillreceivecarefulconsiderationatameetingoftheresponsible technicalcommittee,whichyoumayattend.Ifyoufeelthatyourcommentshavenotreceivedafairhearingyoushouldmakeyour viewsknowntotheASTMCommitteeonStandards,100BarrHarborDrive,WestConshohocken,PA19428. 4
875_5.pdf	IS : 875( Part 5 ) - 1997 ( Reeed 1997 ) Indian Standard CODE OF PRACTICE FOR DESIGN LOADS (OTHER THAN EARTHQUAKE) FOR BUILDINGS AND STRUCTURES PART 5 SPECIAL LOADS AND COMBINATIONS ( Second Revision ) Fourth Reprint NOVEMBER 1997 UDC 624'042:006'76 BURRAU MANAKIS : 875 ( Part 5 ) - 1987 Igdian Standard CODE OF PRACTICE F6R DESIGN LOADS (OTHER THAN EARTHQUAKE) FOR BUILDINGS AND STRUCTURES PART 5 SPECIAL LOADS AND LOAD COMBINATIONS Second Revision ) ( Structural Safety Sectional Committee, BDC 37 Chqirman R~prcssnting BBIQ DE L. V. RAYAKRI~~NA Engineer-in-Chief’s Branch, Army Headquarters, New Delhi MNl?lbrrt DR K. G. BHATIA Bharat Heavy Electricals Limited, Corporate Research & Development Division, Hyderabad SHBI M. S. BHATIA In perronal capacity ( A-2136, Safdarjang Enclave, New Delhi ) SHEI N. K. BEATTACEABYA Engineer-in-Chief’s Branch, Army Headquarters, New Delhi SHBI S. K. MALHOTI~A [ Allsraals 1 DE S. C. CHAKRABARTI den;tr~rk~t$lding Research Institute ( CSIR ), SHBI A. DAT~A ( Alfernate ) CHIEF ENQINEEB ( ND2 ) II Central Public Works Department, New Delhi STJPERINTBNDINQS URVEYOR OF WOBKE ( NDZ ) II ( Altsrnats 1 DE P. DAYABATNAM Indian Institute of Technology, Kanpur DB A. S. R. SAI ( Altarnats ) D~UTY MUNICIPAL COYMISSI- Municipal Corporation of Greater Bombay, ONpa ( ENQo ) Bombay CITY ENQINEI~R ( Altern& ) DIBEOTOR ( CMDD-I ) Central Water Commission, New Delhi DEPUTY DIBEC~O~ ( CMDD-I ) ( Altcmats ) MAJ-Gm A. M. GOQLEKAB Institution of Engineers ( India ), Calcutta PBO~ D. N. TBIKHA ( Altmnatr j ( Continurd on page 2 ) 0 coplright 1988 BUREAU OF INDIAN STANDARDS This publication is protected under the Zndian Copyright Act ( XIV of 1957 ) and reproduction in whole or in part by any means except with written permission of the publisher shall be deemed to be an infringement of copyright under the said Act.IS : 875 ( Part 5 ) - 1987 ( Continasdfrom @gc 1 ) Members Rep.wnting S~nr A. C. GWPTA Nati;: DzIymal Power Corporation Ltd, Snap P. SEN GUPTA StewaFts and Lloyda of India Ltd, Calcutta Soar M. M. Grtosn ( Aft~r~k ) SHBI G. B. JAHAQIRDAR National Industrial Development Corporation Ltd, New Delhi J o I N T DIRECTOR STANDARDS Ministry of Railways (B&S ), CB Sxsr S. P. JO~HI Tata Consulting Engineers, New Delhi SHRI A. P. MULL ( Alternate ) SHBI S. R. KTJLKARNI M. N. Dastur & Co, Calcutta Saal S. N. PAL ( Alternate ) SEW H. N. MISHBA Forest Research Institute and Colleges, Debra Dun SHBI R. K. PUNEANI ( Alternate ) SHRI T. K. D. MUNSHI Engineers India Ltd, New Delhi DR C. RAJKU~A~ National Council for Cement & Building Materials, New Delhi Da M. N. KESHWA RAO Struc;;;iaxrgineering Research Centre ( CSIR 1. SHBI M. V. DHABAIVEEPATEY ( Altcrnafu ) SHRI T. N. SUBBA RAO Gammon India Ltd, Bombay DR S. V. LONEAR ( Alkrnafr ) SBEI P. K. RAY Indian Engineering Association, Calcutta SHRI P. K. MUKHERJEE ( Altcrnofe ) SHRI S. SEETEAR~MAN Ministry of Surface Transport ( Roads Wing ), New Delhi SHRI S. P. CEAKRABORTY \ Alternate ) Srrnr M. C. SHARMA Indian Meteorological Department, New Delhi SHRI K. S. SRINIVAYAN National Buildings Organization, New Delhi SHLU A. K. LAL ( Altcrnafc) SHRI SUSHIL Knri~ National Building Construction Corporation Ltd, New Delhi Snnr G. RAMAN. Director General, BIS ( Ex-o&io Mmbcr ) Director ( Civ’Engg ) SHRI B. R. NARAYANAPPA Deputy Director ( Civ Engg ), BIS ( Conlinud on page 18 ) 2IS t 875( Part 5 ) - 1987 Indian Standard CODE OF PRACTICE FOR DESIGN LOADS (OTHER THAN EARTHQUAKE) FOR BUILDINGS AND STRUCTURES PART 5 SPECIAL LOADS AND LOAD COMBINATIONS ( Second Revision ) 0. FOREWORD 0.1 This Indian Standard ( Part 5 ) ( Second Revision ) was adopted by the Bureau of Indian Standards on 3 1 August 1987, after the draft finaliz- ed by the Structural Safety Sectional Committee had been approved by the Civil Engineering Division Council. 0.2 A building has to perform many functions satisfac orily. Amongst these functions are the utility of the building for the intended use and occupancy, structural safety, fire safety; and compliance with hygienic, ganitation, ventilation and day light standards. The design of the building is dependent upon the minimum requirements prescribed for each of the above functions. The minimum requirements pertaining to the structural safety of buildings are being covered in this code by way of laying down minimum design loads which have to be assumed for dead loads, imposed loads, snow loads and other external loads, the structure would be requir- ed to bear. Strict conformity to loading standards recommended in this code, ‘It is hoped, will not only ensure the structural safety of the buildings which are being designed and constructed in the country and thereby reduce the hazards to life and property caused by unsafe structures, but also eliminate the wastage caused by assuming unnecessarily heavy load- ings. Notwithstanding what is stated regarding the structural safety of buildings, the application of the provisions should be carried out by com- petent and responsible structural designer who would satisfy himself that the structure designed in accordance with this code meets the desired performance requirements when the same is carried out according to specifications. 0.3 This standard code of practice was first published in 1957 for the guidance of civil engineers, designers and architects associated with plann- ing and design of buildings. It included the provisions for basic design 3IS t 875 ( Part 5 ) - 1987 loads ( dead loads, live loads, wind loads and seismicloads ) to be assumed in the design of buildings. In its first revision in 1964, the wind pressure provisions were modified on the basis of studies of wind phenomenon and its effects on structures, undertaken by the special committee in consultation with the Indian Meteorological Department. In addition to this, new clauses on wind loads for butterfly type structures were included; wind pressure coefficients for sheeted roofs both curved and sloping were modi- fied; seismic load provisions were deleted ( separate code having been prepared ) and metric system of weights and measurements was adopted. 0.3.1 With the increased adoption of the code, a number of comments were received on the provisions on live load values adopted for different occupancies. Simultaneously live load surveys have been carried out in America, Canada and other countries to arrive at realistic live loads based on actual determination of loading ( movable and immovable ) in different occupancies. Keeping this in view and other developments in the field of wind engineering, the committee responsible for the preparation of the standard decided to prepare second revision in the following five parts: Part 1 Dead loads Part 2 Imposed loads Part 3 Wind loads Part 4 Snow loads Part 5 Special loads and load combinations. Earthquake load is covered in a separate standard, namely IS : 1893 1984* which should be considered along with the above loads. 0.3.2 This code ( Part 5 ) deals with loads and load effects ( other than those covered in Parts 1 to 4, and seismic loads ) due to temper- ature changes, internally generating stresses ( due to creep, shrinkage, differential settlement, etc ) in the building and its components, soil and hydrostatic pressure, accidental loads, etc. This part also includes guid- ance on load combinations. 0.4 The code has taken into account the prevailing practices in regard to loading standards followed in this country by the various municipal autho- rities and has also taken note of the developments in a number of countries abroad. In the preparation of this code, the following national standards have been examined: a) National Building Code of Canada ( 1977 ) Supplement No. 4. Canadian Structural Design Manual. Criteria for earthquaker esistantd esigno f structures( thirdr enision ). 4I& : 835 ( Part 5 ) - 1987 b) DS 410-1983 Code of practice for loads for the design of struct- ures. Danish Standards Institution. 4 NZS 4203-1976 New Zealand Standard General structural design and design loading for building. Standards Association of New Zealand. 4 ANSI A 58.1-1982 American Standard Building code require- ments for minimum design loads in buildings and other structures. i. SCOPE 1.1 This code ( Part 5 ) deals with loads and load effects due to temper- ature changes, soil and hydrostatic pressures, internally generating stresses ( due to creep, shrinkage, differential settlement, etc ), accidental loads etc, to be considered in the design of buildings as appropriate. This part also includes guidance on load combinations. The nature of loads to be considered for a particular situation is to be based on engineering judgement. 2. TEMPERATURE EFFECTS 2.1 Expansion and contraction due to changes in temperature of the materials of a structure shall be considered in design. Provision shall be made either to relieve the stress by provision of expansion/contraction joints in accordance with IS : 3414-1968 or design the structure to carry additional stresses due to temperature effects as appropriate to the problem. 2.1.1 The temperature range varies for different regions and under different diurnal and seasonal conditions. The absolute maximum and minimum temperature which may be expected in different localities in the country are indicated in Fig. 1 and 2 respectively. These figures may be used for guidance in assessing the maximum variations of temperature. 2.1.2 The temperatures indicated in Fig. 1 and 2 are the air tempera- tures in the shade. The range of variation in temperature of the building materials may be appreciably greater or less than the variation of air temperature and is influenced by the condition of exposure and the rate at which the materials composing the structure absorb or radiate heat. This difference in temperature variations of the material and air should be given due consideration. 2.1.3 The structural analysis must take into account: (a) changes of the mean ( through the section ) temperature in relation to the initial temper- ature ( st ), and (b) the temperature gradient through the section, Code of practice for designa nd installationo f joints in buildings. 5fS t 835 ( Part 5 ) - 19&t The territorial waterr of India extend into the sea to a distance of twelve nautical milar measllred from the appropriate base line. Based upon Survey of India map with the permission of the Surveyor General of India. ~0 Government of India Copyright 1993 Responsibility for the correctness of internal details rests with the publishers, FIG. 1 CHART SHOWINGH IGHESTM AXIMUMT EMPERATURE 6IS I 875 ( Part 5 ) - 1987 60 ?2 76 60 66 66 92 % 6 I ,/.s \. MAP OF INDIA I \ \ ‘I,. I 1 The territorial waters of India extend into the sea to a distance of twelve nautical miles measured from the appropriate base line. Baaedu pon Survey of India map with the permission of the Surveyor General of India. Q Government of India Copyright 1993 Responsibility for the correctness of internal details rests with the publishers. Fxo. 2 CHART &~Y,v~N~ LOWESTM INIMUMT EMPERATURE 7IS : 875 (. Part 5 ) - 1981 2.1.3.1 It should be borne in mind that the changes of mean temper- ature in relation to the initial are liable to differ as between one structural element and another in buildings or structures, as for example, between the external walls and the internal elements of a building. The distribution of temperature through section of single-leaf structural elements may be assumed linear for the purpose of analysis. 2.1.3.2 The effect of mean temperature changes tl, and ts, and the temperature gradients u1 and vs in the hot and cold seasons for single-leaf structural elements shall be evaluated ori the basis of analytical principles. Nom 1 - For portions of the structure below ground level, the variation of temperature is generally insignificant. However, during the period of construction when the portions of the structure are exposed to weather elements, adequate pro- vision should be made to encounter adverse effects, if any. NOTE 2 - If it can be shown by engineering principles, 0; if it is known from experience, that neglect of some or all the effects of tern erature do not affect the structural safety and rerviceability, they need not be cons~3 ered in design. 3. HYDROSTATIC AND SOIL PRESSURE 3.1 In the design ofstructures or parts of structures below ground level, such as retaining walls and ‘other walls in basement floors. the pressure exerted by soil or water or both shall be duly accounted for on the basis of established theories. Due allowance shall be made for possible surcharge from stationary or moving loads. When a portion or whole of the soil is below the free water surface, the lateral earth pressure shall be evaluated for weight of soil diminished by buoyancy and the full hydrostatic pressure. 3.1.1 All foundation slabs and other footings subjected to water pres- sure shall be designed to resist a uniformly distributed uplift equal to the full hydrostatic pressure. Checking of overturning of foundation under submerged condition shall be done considering buoyant wei ght of foundation. 3.2 While determining the lateral soil pressure on column like structural members, such as pillars which rest in sloping soils, the width of the member shall be taken as follows ( see Fig. 3 ): Actual Width of Member Ratio of Effective Width to Actual Width Less than O-5 m 3-o Beyond 0.5 m and up to 1 m 3.0 to 2.0 Beyond 1 m 2-o The relieving pressure of soil in front of the structural member concerned may generally not be taken into account. 8-f IS : 875 ( Part 5 ) - 1987 2b TO 3b c Fro. 3 SKETCH SHOWING EFFECTIVE WIDTH OF PILLAR FOR CALCULATINO SOIL PRESSURE 3.3 Safe guarding of structures and structural members against over-tum- ing and horizontal sliding shall be verified. Imposed loads having favot+ able effect shall be disregarded for the purpose. Due consideration shall lr~z~t;;; to the possibility of soil being permanently or temporarily 4. FATIGUE 4.1 General - Fatigue cracks are usually initiated at points of high stress concentration. These stress concentrations may be caused by or associated with holes ( such as bolt or rivet holes in steel structures ), welds includ- ing stray or fusions in steel structures, defects in materials, and local and general changes in geometry of members. The cracks usually propogate if loading is continuous. Where there is such loading cycles, sudden changes of shape of a member or part of a member, specially in regions of tensile stress and/or local secondary bending, shall be avoided, Suitable steps shall be taken to avoid critical vibrations due to wind and other causes. 4.2 Where necessary, permissible stresses shall be reduced to allow for the effects of fatigue. Allowance for fatigue shall be made for combinations of stresses due to dead load and imposed load. Stresses due to wind and earthquakes may be ignored when fatigue is being considered unless other- wise specified in the relevant codes of practice. 918:875(Part5)-1687 Each element of the structure shall be designed for the number of stress cycles of each magnitude to which it is estimated that the element is liable to be subjected during the expected life of the structure. The number of cycles of each magnitude shall be estimated~ in the light of available data regarding the probable frequency of occurrence of each type of loading. NOTB- Apart from the general observations made herein the code is unable to provide any precise guidance in estimating the probablistic behaviour and response of structures of various types arising out of repetitive loading approaching fatigue conditions in structural members, joints, materials, etc. 5. STRUCTURAL SAFETY DURING CONSTRUCTION 5.1 All loads required to be carried by the structures or any part of it due to storage or positioning of construction materials and erection equip- ment including all loads due to operation of such equipment, shall be considered as erection loads. Proper provision shall be made, including temporary bracings to take care of all stresses due to erection loads. The structure as a whole and all parts of structure in conjunction with the temporary bracings shall be capable of sustaining these erection loads without exceeding the permissible stresses specified in respective codes of practice. Dead load, wind load and such parts of imposed load as would be imposed on the structure during the period of erection shall be taken as acting together with erection loads. 6. ACCIDENTAL LOADS 6.0 General-The occurrence of accidental loads with a significant value, is unlikely on a given structure over the period oftime under consideration, and also in most cases is of short duration. The occurrence of an accidental load could in many cases be expected to cause severe consequences unless special measures are taken: The accidental loads arising out of human action include the following: a) Impacts and collisions, b) Explosions, and c) Fire. Characteristic of the above stated loads are that they are not a come- quence of normal use and that they are undesired, and that extensive efforts are made to avoid them. As a result, the probability of occurrence of an accidental load is small whereas the consequences may be severe. 10IS: 875 (Parts)- 1987 The causes of accidental loads may be: a) inadequate safety of equipment ( due to poor design or poor maintenance ); and b) wrong operation ( due to insufficient teaching or training, indis- position, negligence or unfavourable external circumstances ). In most cases, accidental loads only develop under a combination of several unfavourable occurrence. In practical applications, it may be ncces- sary to neglect the most unlikely loads. The probability of occurrence of accidental loads which are neglected may differ for different consequences of a possible failure. A data base for a detailed calculation of the proba- bility will seldom be available. NOTE - Dcfcrmination of Accidsrrtal Loads - Types and magnitude of accidental loads should preferably be based on a risk analysis. The analysis should consider all factors influencing the magnitude of the action, including preventive measures for accidental situations. Generally, only the principal load bearing system need be designed for relevant ultimate limit statea. 6.1 Impacts and Collisions 6.1.1 General - During an impact, the kinetic impact energy has to be absorbed by the vehicle hitting the structure and by the structure itself. In an accurate analysis, the probabihty of occurrence of an impact with a certain energy and the deformation characteristics of the object hitting the structure and the structure itself at the actual place nhust be consider- ed. Impact energies for dropped objects should be based on the actual loading capacity and lifting height. Common sources of impact are: a) vehicles; b) dropped objects from cranes, fork lifts, etc; c) cranes out of control, crane failures; and d) flying fragments. The codal requirements regarding impact from vehicles and cranes are given in 6.1.2 and 6.1.3. 6.1.2 Collisions Between Vehicles and Structural Elements - In road tra&z, the requirement that a structure shall be able to resist collision may be assumed to be fulfilled if it is demonstrated that the structural element is able to stop a fictitious vehicle, as described in the following. It is assum- ed that the vehicle strikes the structural element at height of 1.2 m in any possible direction and at a speed of 10 m/s ( 36 km/h ). 11IS : 875 ( Part 5 ) - 1987 The fictitious vehicle shall be considered to consist of two masses ml and ma which during compression of the vehicle produce an impact force increasing uniformly from zero, corresponding to the rigidities Cr and Cs. It is assumed that the mass ml is breaked completely before the braking of mass m, begins. The following numerical values should be used: ml = 400 kg, Cr = 10 000 kN per m the vehicle is compressed. ms = 12 no0 kg, C’s = 300 kN per m the vehicle is compressed. NOTE- The described fictitious collision corresponds in the case of a non-elastic structural element to a maximum static force of 630 kN for the mass ml and 600 kN for the mass ms irrespective of the elasticity. It will, therefore, be on the safe side to assume the static force to be 630 kN. In addition, braking of the mass ml will result in an impact wave, the effect of which will depend to a great extent on the kind of structural element concerned. Consequently, it will not always be sufficient to design for the static force. 6.1.3 Safe0 Railings - With regard to safety railings put up to protect structures against collision due to road traffic, it should be shown that the railings are able to resist on impact as described in 6.1.2. NOTE - When a vehicle collides with safety railings, the kinetic energy of the veh+e will be absorbed in part by the deformation of the railings and, in part by the deformation of the vehicle. The part of the kinetic energy which the railings should be able to absorb without breaking down may be determined on the basis of the assumed rigidity of the vehicle during the compression. 6.1.4 Crane Impact Load on BuJer Stab - The basic horizontal load Py ( tonnes ), acting along the crane track produced by impact of the crane on the buffer stop, is calculated by the following formula: where V- speed at which the crane is travelling at the moment of impact ( assumed equal to half the nominal value ) (m/s>; F = maximum shortening of the buffer, assumed equal to 0.1 m for light duty, medium-duty and heavy-duty cranes with flexible load suspension and loading capacity not exceed- ing 50 t, and O-2 m in every other cranes; and M - the reduced crane mass (t.s/m); and is obtained by the formula: M a- ; [++ (4 + Q) -Qq 12IS z 875 ( Part 5 ) - 1987 where g = acceleration due to gravity ( 9.81 m/s* ); Ph = crane bridge weight (t); Pt = crab weight (t); k = a coefficient, assumed equal to zero for cranes with flexible load suspension and equal to one for cranes with rigid suspension; Q = crane loading capacity (t); Lk = crane span (m); and 1 = nearness of crab (m). 6.2 Explosions 6.2.1 General - Explosions may cause impulsive loading on a structure. The following types of explosions are particularly relevant: a) Internal gas explosions which may be caused by leakage of gas piping ( including piping outside the room ), evaporation from volatile liquids or unintentional evaporation from surface mate- rial ( for example, fire ); b) Internal dust explosions; c) Boiler failure; d) External gas cloud explosions; and e) External explosions of high-explosives ( TNT, dynamite ). The coda1 requirement regarding internal gas explosions is given in 6.2.2. 6.2.2 Explosion Efect in Closed Rooms - Gas explosion may be caused, for example, by leaks in gas pipes ( inclusive of pipes outside the room ), evaporation from volatile liquids or unintentional evaporation of gas from wall sheathings ( for example, caused by fire ). NOTE 1 - The effect of explosiona depends on the exploding medium, the concentration of the explosion, the shape of the room, possibilities of ventilation of the explosion. and the ductility and dynamic properties of the structure. In rooms with little possibility for relief of the pressure from the explosion, very large pres- sures may occur. Internal overpressure from an internal gas explosion in rooms of sizes compara- ble to residential rooms and with ventilation areas consisting of window glass breaking at a pressure of 4 kN/m’ ( 3-4 mm machine made glass ) may be calculated from the following method: a) The overpressure is assumed to depend on a factor A/V, where A is the total window area in m’, V is the volume in m* of the room considered. 1318:875(PartS)-1387 b) The internal prersure is assumed to act simultaneously upon all walls and Room in one closed room. c) The action q. may be taken M static action. If account ir taken of the time curve of action, the following ( Fig. 4 ) rchematic correqondence between pressure and time is arrumed, where 11 is the time from the atart of combustion until maximum prerrure ia reached, and f, is the &me from maximum pressure to the end of comburtion. For 11 and t,. the most unfavourable valuer rhould be chosen in relation to the dynamic proper&a of the structures. However, the valuer should be chosen within the intervals as given in Fig. 5. Noxut 2 - Figure 4 is based on tertr with gar explosions in room corresponding to ordinary residential flats and rhould, therefore, not be applied to considerably different conditions. The figure corresponds to an explosion caurpd by town gas and it might therefore, be somewhat on the safe aide in rooms where there is only the poaSbility of gaKI with a lower rate of combustion. The prenure may he applied solely in one room or in more rooma at the same time. In the latter case, all room8 are incorporated in the volume V. Only windows or other similarly weak and light weight structural clementr may be taken to be ventilation areaa even through certain limited structural parts break at pressures less than qO. Figure 4 is given purely BS guide and probability of occurrence of an explosion should be checked in each case using appropriate values. 6.3 Vertical Load on Air Raid Shelters 6.3.1 Characteristic Values - As regards buildings in which the indivi- dual floors are acted upon by a total characteristic imposed action of up to 5.8 kN/ma, vertical actions on air raid shelters generally locared below ground level, for example, basement, etc, should be considered to have the following characteristic values: a) Buildings with up to 2 storeys 28 kN/m* b) Buildings with 3 to 4 storeys 34 kN/m* c) Buildings with more than 4 storeys 41 kN/m* d) Buildings of particularly stable construction 28 kN/ms irrespective of the number of storeys In the case of buildings with floors that are acted upon by a charac- teristic imposed action larger than 5.0 kN/m, the above values should be increased by the difference between the average imposed action on all storeys above the one concerned and 5-O kN/m. NOTE 1 - By storeys it is understood, every utilizable storey above the shelter, NOTE 2 - By buildings of a particular stable construction it is understood, build- inFs in which the load-bearing atructurea are made from reinforced in-situ concrete, 14IS : 875 ( Part 5 ) - 1987 A -1 -m V Flo.-4 SKETCHS HOWING RELATIONB -N PRESSUREA ND TIME e IkN/m2) t FICL 5 SKETCH SHOWING TIME INTERVAL AND PRESSURE 6.4 Fire 6.4.1 General - Possible extraordinary loads during a fire may be considered as accidental actions, Examples are loads from people along escape routes and loads on another structure from structure failing because of d tie. 6.4.2 Thermal Efect During Fire - The thermal effect during fire may be determined from one of the following methods: a) Time-temperature curve and the required fire resistance ( minutes ), or b) Energy balance method. If the thermal effect during fire is determined from energy balance method, the fire load is taken to be: Q = 12tb 151s : 875 ( Part 5 ) - 1987 where q = fire action ( K J per m* floor ), and tb = required fire resistance ( minutes ) ( see IS : 1642-1960* ). NOTE - The fire action is defined as the total quantity of heat produced by complete combustion of all combustible material in the fire compartment, inclusive of stored goods and equipment together with building structures and building materials. 7. OTHER LOADS 7.1 Other loads not included in the present code such as special loads due to technical process, moisture and shrinkage effects, etc, should be taken into account where stipulated by building design codes or established in accordance with the performance requirement of the structure. 8. LOAD COMBINATIONS 8.0 General - A judicious combination of the loads ( specified in Parts 1 to 4 of this standard and earthquake ), keeping in view the probabi- lity of: a) their acting together, and b) their disposition in relation to other loads and severity of stresses or deformations caused by combinations of the various loads is necessary to ensure the required safety and economy in the design of a structure. 8.1 Load Combinations - Keeping the aspect specified in 8.8, the vari- ous loads should, therefore, be combined in accordance with thestipulations in the relevant design codes. In the absence of such recommendations, the following loading combinations, whichever combination produces the most unfavourable effect in the building, foundation or structural member concerned may be adopted ( as a general guidance ). It should also be recognized in load combinations that the simultaneous occurrence of maxi- mum values of wind, earthquake, imposed and snow loads is not likely, a) DL b) DL+IL c) DLf WL d) DL+EL e) DL+TL f) DL+IL+ WL g) DL+IL+EL Code of practice for safety of buildings ( general ) : Materials and details of construction. 16IS : 875 ( Part 5 ) - 1987 h) DL+ IL+ 71, .i) DLi- WL-t_ TL k) DL+EL+ 7-L m) DL+ILfWL+TL n) DL+IL+EL+TL ( DL = dead load, IL = imposed load, WL = wind load, EL = earthquake load, IL = temperature load ). NOTE 1 - When snow load is present on roofs, replace imposed load by snow load for the purpose of above load combinations. NOTE 2 - The relevant design codes shall be followed for permissible stresses when the structure is -designed by working stress method and for partial safety factors when the structure is designed by limit state design method for each of the above load combinations. NOTE 3 - Whenever imposed load (IL) is combined with earthquake load (EL), the appropriate part of imposed load as specified in IS : 1893- 1984f should be used both for evaluating earthquake effect and for combined load effects used in such combination. NOTE 4- For the purpose of stability of the structure as a whole against over- turning, the restoring moment shall he not less than 1’2 times the maximum over- turning moment due to dead load plus 1’4 times the maxrmum overturning moment dlle to imposed loads. In cases where dead load provides the restoring moment, only 0.9 times the dead load shall be considered. The restoring moments due to imposed loads shall be ignored. NOTE 5 - The structure shall have a factor against sliding of not less than 1’4 under the most adverse combination of the applied loads/forces. In this case, only 0’9 times the dead load shall be taken into account. NOTE 6 -‘Where the bearing pressure on soil due to wind alone is less than 25 percent of that due to dead load and imposed load, it may be neglected in design. Where this exceeds 25 percent foundation may be so proportioned that the pressure due to combined effect of dead load, imposed load and wind load does not exceed the allowable bearing pressure by more than 25 percent. When earthquake effect is included, the permissible increase is allowable bearing pressure in the soil shall be in accordance with IS : 1893-1984. Reduced imposed load (IL) specified iti. Part 2 of this rtandard for the design of supporting structures should not be applied in combination with earthquake forces. NOTE 7 - Other loads and accidental load combinations not included should be dealt with appropriately. NOTE 8 - Crane load combinations are covered under Part 2 of this standard ( see 6.4 of Part 2 of this standard ). Criteria for earthquake resrstant design of structures (jourth rsuision ). 17IS : 875 CP art 5 ) - 1987 Panel on Loads ( Other than Wind Loads ), BDC 37 : P3 Convener Repesenting SHRI T.N. SUBBARAO Gammon India Limited, Bombay DR S. V. LONKAR ( Altcrnafr ) Members SHRIS. R. E(ULEARN1 M. N. Dastur 6 Co Ltd, Calcutta SHRI M. L. MEH~A Metallurgical & Engineering Consultants ( India ) Ltd, Ranchi SHRI S. K. DATTA ( Alternate ) SHRI T. V. S. R. APP~ RAO Structural Engineering Research Centre, CSIR Campus, Madras SHRI NAGESH R. DYER (Ahmfe ) SARI C. N. SRINIVASAN C. R. Narayana Rao, Madras SUPERINTENDIXQ EXQINEER ( D ) Central Public Works Department ( Central Designs Organization ), New Delhi EXECUTIVE ENGINEER ( D ) VII ( AIternuta) DR H. C. VISVESVARAYA National Council for Cement and Building Materials, New DelhiBUREAU OF INDIAN STANDARDS Headquarters: Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002 Telephones: 323 0131,323 3375,323 9402 Fax : 91 11 3234062,91 11 3239399,91 11 3239362 Telegrams : Manaksanstha (Common to all Offices) Central Laboratory: Telephone Plot No. 20/9, Site IV, Sahibabad Industrial Area, Sahibabad 201010 6-77 0032 Regional Uffices: Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002 32376 17 ‘Eastern : 1114 CIT Scheme,V!I M, V.I.P. Road, Maniktda, CALCUTTA 700054 337 66 62 Northern : SF0 335-336, Sector 34-A, CHANDIGARH 160022 60 38 43 Southern : C3.T. Campus, IV Cross Road, CHENNAI 600113 23523 15 .;.; <:; .‘; __ t Western : Manakalaya, E9, BeellTndM arobTelephone Exchange, Andheri (East), , 632 92 95 MUMBAI 400093 Brsnch Offices: ‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur, AHMEDABAD 360001 550 13 48 $ Peenya Industrial Area, 1st Stage, Bangalore-Tumkur Road, a39 49 55 _ BANGALORE 560056 Gangotri Complex, 5th Floor, Bhadbhada Road, T.T. Nagar, BHOPAL 462003 554021 Plot No. 62-63, Unit VI, Ganga Nagar, BHUBANESHWAR 751001 40 36 27 Kalaikathir Buildings, 670 Avinashi Road, COIMBATORE 641037 21 01 41 Plot No. 43, Sector 16 A, Mathura Road, FARIDABAD 121001 a-28 66 01 Savitri Complex, 116 G.T. Road, GHAZIABAD 201001 6-71 1996 5315 Ward No. 29, R.G. Barua Road, 5th By-lane, GUWAHATI 761003 541137 5-6-56C, L.N. Gupta Marg, Nampally Station Road, HYDERABAD 500001 201083 E-52d Chkaranjan Marg. C-Scheme, JAIPUR 302001 37 29 25 lli’I416 B, Sarvodaya Nagar, KANPUR 206005 21 66 76 Seth Bhawan, 2nd Floor, Behind Leela Cinema, Naval Kishore Road, 23 69 23 LUCKNOW 226001 NIT Building, Second Floor, Gokulpat Market, NAGPUR 440010 52 51 71 Patliputra Industrial Estate, PATNA 600013 26 23 05 Institution of Engineers (India) Building 1332 Shivaji Nagar, PUNE 411005 32 36 35 T.C. No. 14/1421, University PO. Palayam, THIRUVANANTHAPURAM 695034 621 17 ‘Sales Office is at 5 Chowringhee Approach, PO. Princep Street, 271085 CALCUTTA 700072 TSales Office is at Novelty Chambers, Grant Road, MUMBAI 400007 309 65 26 Sales Office is at ‘F’ Block, Unity Building, Narashimaraja Square, 222 39 71 .BANGALORE 560002 Printed at Simco Printing Press, Delhi
D4788.PDF	Designation: D 4788 – 88 (Reapproved 1997) Standard Test Method for Detecting Delaminations in Bridge Decks Using Infrared Thermography1 ThisstandardisissuedunderthefixeddesignationD4788;thenumberimmediatelyfollowingthedesignationindicatestheyearof originaladoptionor,inthecaseofrevision,theyearoflastrevision.Anumberinparenthesesindicatestheyearoflastreapproval.A superscriptepsilon(e)indicatesaneditorialchangesincethelastrevisionorreapproval. 1. Scope 3.2 The conventional video image is used to edit the 1.1 This test method covers the determination of delamina- infrared image and separate those patches or surface defects tions in portland-cement concrete bridge decks using infrared that may be present and may appear as hot areas. thermography.Thistestmethodisintendedforuseonexposed 3.3 The video recording is used to map the delaminated and overlaid concrete bridge decks. areas at a suitable scale. NOTE 1—Thistestmethodcanbeusedonasphaltorconcreteoverlays 4. Significance and Use asthickas4in.(100mm). 4.1 Thistestmethodmaybeusedinconjunctionwithother 1.2 This test method uses an imaging infrared scanner and test methods in determining the general condition of a bridge video recorder, mounted on a vehicle, to detect delaminations deck. and debonded areas on bridge decks and to record the 4.2 Areasindicatedasdelaminatedonoverlaidbridgedecks information. maybeanindicationoflackofbondbetweentheoverlayand 1.3 Thevaluesstatedininch-poundunitsaretoberegarded the underlying bridge deck. This test method may be used in as the standard. determining specific areas of delaminations requiring repair. 1.4 This standard does not purport to address all of the safety concerns, if any, associated with its use. It is the 5. Apparatus responsibility of the user of this standard to establish appro- 5.1 General—Inordertocollectdataonthearealextentand priate safety and health practices and determine the applica- location of the delaminations, the following apparatus is bility of regulatory limitations prior to use. required: 5.1.1 InfraredScanner—Animaginginfraredscannerhav- 2. Referenced Documents ingaminimumthermalresolutionof0.2Celsiusdegreesunder 2.1 ASTM Standards: ambient air conditions. The scanner shall be mounted on the D4580 Practice for Measuring Delaminations in Concrete front of the vehicle at a height sufficient to allow a minimum Bridge Decks by Sounding2 image width of 14 ft (4.3 m).The scanner shall be capable of producing a television-compatible image. 3. Summary of Test Method 5.1.2 Video Recorders capable of reproducing a thermal 3.1 The vehicle-mounted infrared scanner and video re- imageoraconventionalvideoimage.Eachdeviceshallhaveat corder is driven over the center of each lane of a bridge deck. least one audio channel available and provide a minimum The data from the scanner is recorded on video tape. Delami- resolution of 240 lines per inch. Two are required. nations appear as white or “hot’’ areas on a gray or “cooler’’ 5.1.3 VideoCamera—Aconventionalvideocameracapable background in the video image on a monochrome scanner ofviewingaminimumimageof14ft(4.3m)andproducinga system during daytime testing. During nighttime testing, the color video signal that can be recorded on a standard video delaminationswillappearasdarkor“cooler’’areasonawhite recorder. or “warmer’’ background. Delaminations will appear as the 5.1.4 Distance Measuring Device having an accuracy of warmer colors on color scanner systems during daytime 63 in. (76 mm) over the longest span in the deck.The output testing.Calibrationofthermalanomaliesusingsoundingtech- of this device shall be recorded by both the infrared video niques are used to determine the colors associated with recorder and the conventional video recorder. delaminations. 5.1.5 Test Vehicle on which the imaging infrared scanner and video recorder will be mounted. The vehicle shall be capableofsupportingtheinfraredscannerandtheconventional 1ThistestmethodisunderthejurisdictionofASTMCommitteeD-4onRoad video camera at a height sufficient to allow a minimum width andPavingMaterialsandisthedirectresponsibilityofSubcommitteeD04.32on of 14 ft (4.3 m) of pavement to be observed at one time. The BridgesandStructures. CurrenteditionapprovedSept.30,1988.PublishedNovember1988. vehicle shall be capable of supplying the necessary electrical 2AnnualBookofASTMStandards,Vol04.03. Copyright©ASTM,100BarrHarborDrive,WestConshohocken,PA19428-2959,UnitedStates. 1D 4788 power required for the instrumentation. 6.10 Shouldfieldconfirmationoftheexistenceofadelami- 5.1.6 Contact Thermometer having a minimum tempera- nated or debonded area be required, select a core location(s) ture resolution of Celsius degrees. during the inspection. Mark the location(s) for coring either during the survey or subsequent to the infrared survey. 6. Procedure 7. Interpretation and Plotting of Results 6.1 Priortothesurveyremoveanydebristhathasaccumu- lated on the deck. 7.1 Plot the delaminations on a scaled plan of the bridge 6.2 Drythebridgedeckforaminimumof24hpriortothe deck using either a manual or a computerized process. test. 7.2 Totalthedelaminatedareasandpresentasapercentage 6.3 Collectdatafromoneendofthebridgedecktotheother of the total deck area in square feet (square metres). in a continuous fashion. 8. Report 6.4 For the delaminations to be identified by an imaging 8.1 The report shall include the following information: infrared scanner, there must be a temperature difference, D, t 8.1.1 Bridge location and description, between the delaminated or debonded area and the adjacent 8.1.2 Survey methods used and description thereof, includ- solid concrete of at least 0.5 Celsius degrees. Weather condi- ing equipment used and the operators names, tionsmustincludesunshine.Aminimumof3hdirectsunshine 8.1.3 Data of test and environmental conditions, aregenerallysufficienttocreateatemperaturedifferenceof0.5 8.1.4 Scaled plan of the bridge deck showing the areas of Celsiusdegrees.EstablishthemagnitudeofD usingacontact t delamination and debonding, thermometer having a minimum resolution of 0.1 Celsius 8.1.5 Areaofthebridgedeck,ft2(m2)andthepercentageof degrees. Confirm thermal anomalies and the existence of the area delaminated or debonded, and delamination in the field using coring or sonic techniques as 8.1.6 Location and condition of any cores taken. described in Practice D4580. Confirm coincidental surface defects in the field also. 9. Precision and Bias 6.5 Donottestwhenthewindvelocityexceeds30mph(50 9.1 The nature of this test method does not allow for a kph). round-robin testing program. Consequently, the precision and 6.6 Take care when testing or interpreting data, or both, bias of this test method are unknown at this time. fromareasthatareorhavebeenshadedbyadjacentstructures, trees, overhead signs, and the like. Areas adjacent to barriers NOTE 2—Available data shows that infrared thermography can detect may become too hot to provide accurate data due to either between80and90%ofthedelaminationsfoundinanexposedportland- reflectedheatortrappedhotair.Itmaybenecessarytoforego cementconcretedeckand80to90%ofthedelaminationsinanasphalt overlaidbridgedeck.3,4,5 infrared thermography testing in such areas. 6.7 While data can be collected any time of the year, the Interoperator testing, using the same infrared scanner, has magnitudeofD willbesmallerduringthewintermonths,and shownthatoperatorsonthesamebridge,onthesameday,will t may preclude the testing of bridge decks. Testing shall not be detectthesameareasofthermalanomaly.Interoperatorevalu- carried out when ambient air temperatures are less than 32°F ation of the collected data has shown a variation of 65% of (0°C) as ice in delaminations will cause false readings. As a the known square footage of delamination. Interoperator test- guide, an ambient temperature rise of 20 Fahrenheit degrees ingwascarriedoutusing4operatorsontwobridgedecks,one with 4 h of sun and winds less than 15 mph (24 kmph), will exposed concrete and one bituminous overlaid structure. allow accurate data collection on portland-cement concrete 10. Keywords surfaces during winter months. On asphalt covered decks, an 10.1 bridge decks; infrared thermography ambient air temperature rise of 20 Fahrenheit degrees with at least 6 h of sun and winds less than 15 mph (24 kmph) are necessary for winter use of this procedure. 3D. G. Manning, F. B. Holt, “Detecting Delaminations in Concrete Bridge 6.8 Survey the entire bridge deck by making one pass per Decks,’’ConcreteInternational,Nov.1980,pp.34.41. lane. When shoulder areas are wider than 3 ft (1 m) make a 4D. G. Manning, F. B. Hold, “Detecting Deterioration in Asphalt Covered BridgeDecks,’’TransportationResearchRecord899,TRB,pp.10–20. separate pass along the shoulder. 5B. W. Love, “The Detection of Delaminations in Reinforced Bridge Decks 6.9 Collectdataatspeedsnogreaterthan10mph(16kph). UsingInfraredThermography,’’IndianaDepartmentofHighways,June,1986. TheAmericanSocietyforTestingandMaterialstakesnopositionrespectingthevalidityofanypatentrightsassertedinconnection withanyitemmentionedinthisstandard.Usersofthisstandardareexpresslyadvisedthatdeterminationofthevalidityofanysuch patentrights,andtheriskofinfringementofsuchrights,areentirelytheirownresponsibility. Thisstandardissubjecttorevisionatanytimebytheresponsibletechnicalcommitteeandmustbereviewedeveryfiveyearsand ifnotrevised,eitherreapprovedorwithdrawn.Yourcommentsareinvitedeitherforrevisionofthisstandardorforadditionalstandards andshouldbeaddressedtoASTMHeadquarters.Yourcommentswillreceivecarefulconsiderationatameetingoftheresponsible technicalcommittee,whichyoumayattend.Ifyoufeelthatyourcommentshavenotreceivedafairhearingyoushouldmakeyour viewsknowntotheASTMCommitteeonStandards,attheaddressshownbelow. ThisstandardiscopyrightedbyASTM,100BarrHarborDrive,POBoxC700,WestConshohocken,PA19428-2959,UnitedStates. Individualreprints(singleormultiplecopies)ofthisstandardmaybeobtainedbycontactingASTMattheaboveaddressorat 610-832-9585(phone),610-832-9555(fax),orservice@astm.org(e-mail);orthroughtheASTMwebsite(www.astm.org). 2
1904.pdf	1986 1s : 1904 - Indian Standard CODE OF PRACTICE FOR DESIGN AND CONSTRUCTION OF FOUNDATIONS IN SOILS : GENERAL REQUIREMENTS * . ( Third Revision) .* First Reprint JULY 1989 UDC 624’15’04 : 006’76 0 Copyright 1987 ” BUREAU OF INDIAN STANDARDS &¶ANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG NEW DELHI 110002 Gr 6 November 1987IS : 1904 - 1986 Indian Standard CODE OF PRACTICE FOR DESIGN AND CONSTRUCTION OF FOUNDATIONS IN SOILS :, GENERAL REQIJIREMENTS Foundation Engineering Sectional Commitree, BDC 43 Chai~ilrnn MAJ-Gtld OMIIBIRSI NGH ,\iervbers GOL K. P. ANAND ( Airrrnare to Maj-Gen Ombir Singh ) ADUITIONAL DIKECTQR( GE ) Ministry of Railways ( R.DSO ) ADDITIONALD IRECTOR( S ) ( Alternate ) Smr K. K. AGC~.AHWAL Ministry of Communication SHKl H. rthJlAH A. P. Engineering Research I~aboratorics, Hyderabad Stm! ARJUN RIJHSISGHANI Cement Corporation of India, New Delhi SHRI 0. S. SRIVASTAVA( .4/ter/;ate ) DH IL K. BHANDARI Central Building Research Institute ( CSIR ), Roorkee SFII~IC HA~DRA PI<AKAS!I( Aito~nnte ) SHKI MAH\BII<U IDASAKIA Ferro-Concrete Consultants Pvt Ltd, Indore SHKI ASHOK BID.~s;\KI.\( Alternate ) SmI S. P. CHZKKABARTI Ministry of Transport ( Roads Wing ) SII~CIP . K. DA.ITA ( Alternate ) Sty A. K. CH~TTERJEH Gammon India Ltd, Bombay SHIP A. C. ROY ( Akmfe ) CHIEF E~G~~EEII Calcutta Port TrusL Calcutta SHRI S. GUH\ ( Alternate ) SHRI R. K. DAS GUP~A Simplex Concrete Piles (I) P\t Ltd, b7alcutta SHRI EL GUHA BISWAS ( Alternate ) SHKI A. G. DASTI~AR In personal capacity ( 5 Hungerford Court, 121 Hungerford Street, Calcutta ) ( Contiwed on page 2 ) (c Copyright I987 BUREAU OF INDIAN STANDARDS This Gublication is protected under the Indian: Copyright Act ( XIV of 1957 ) and reproduction in whole or in part by any means except with written permission of the publisher shall be deemed to be an infringement of copyright under the said Act.IS : 1904- 1986 ( Cotttintcdfroin page 1 j Members Representbtg SHR!V. C. DFSHPANDE Pressure Piling Co ( I ? Pvt Ltd, Bombay. DIRBCTOR( CSMRS) Cent$lbotl & Mater& Research Station, New CHIEFR &SEARCHO PP:Cfx ( CSMRS ) ( Afternote j SKRI A. H. D~VANJ~ Asia Foundations and Construction Private Limited, Bombay SHRI A. N. JANOL~( Alternate j SHRI A. GHOSHAL Stup Consultants Limited, Bombay DR GOPAL RANJAN University of Roorkee, Roorkee SHRIN . JAOANNATH Steel Authority of India Ltd, Durgapur SHRI A. K. MXTRA( Alternate j SHRI ASHOKK . JAIN G. S. Jain & Associates, New Delhi SHRI VIJAYK UM.\RJ AIN ( Alternate ) JOJNTD JRXTOR ( D~SJGN) National Buildings Organization, New Delhi SHRI SUNJLB ERY( Alternate j DR R. K. KATTI Indian Institute of Technology, Bombay ‘SIIRJ S. R. KULKARNI M. N. Dastur & Company Pvt Ltd, Calcutta SHRJ S. ROY ( Alternate j SHRJA . P. MATHUR Central Warehousing Corporation, New Delhi SHRI V. B. MATHUR Mckenzies Ltd, Bombay SHRI S. MUKHERJEE 111 personal capacity (E104A Simia House. Nepean Sea Rwd. Bombay ) S~RJ T. K. D. MUNSJ Engineers India Limited. New Delhi SHRJ M. IYWOAR ( Abemate j SHRJA . V. S. R. MURT~ Indian Geotechnical Society, New Delhi &al B. K. PANTHAKY Hindustan Coostruction Co Ltd, Bombay SHRI V. M. MAUGB ( Alternate) SHRTM . R. PUNJA Cemindia Company Ltd. Bombay SERI D. J. K~TKAR ( Alternate) Dr V. V. S. RAO Nagadi Consultants Private Limited, New Delhi DR A. SARGWAN College of Engineering, Guindy, Madras SZZRSS. B~MMINATHAN ( Alternate j SUPSKJNTZNDJFEZNGG INEER Central Public Works Department, New Delhi ( DEsroNs ) HXWXTYV~E NUINEER( DESJQNSV j ( Alternate ) DR A. VARADARAJAN Indian Institute of Technology, New Delhi DR R. KAXXRAJ( AIterMIe j SHR1G . RAMAN. Director General, 63 ( Ex-oficio Member ] Director ( Civ Engg j Secretury SRRI K. M. MAThWit Joiut Director ( Civ Engg j, BIS ( Cwstinued on page’ 22 ) 2IS:1904-1986 Indian Standard CODE OF PRACTICE FOR . DESIGN AND CONSTRUCTION OF FOUNDATIONS IN SOILS : GENERAL REQUIREMENTS ( Third Revision) 0. FOREWORD 0.1 This Indian Standard ( Third Revision ) was adopted by the Indian Standards Institution on 31 October 1986, after the draft finalized by the Foundation Engineering Sectional Committee had been approved by the Civii Engineering Division Council. 0.2 Series of indian Standards on design and construction of various. types of foundations (shallow, deep and special types) have been formmated covering their specific requirements. Many of the requirements for design- ing of such foundatidns are common for all types of foundations. In order that these general requirements are not repeated in each of such Indian Standards, this basic Indian Standard covering such general requirements has been formulated. This Indian Standard was first published in 1961 and revised in 1966 and 1978, which covered requirement for shallow foundations. During the past seven years, new Indian Standards covering design and construction of various types of foundations have been formu- lated. It was, therefore, decided to revise this standard so as to cover the general requirements for design and construction not only for shallow foundation-but also for all types of foundations. Opportunity has also been taken to transfer the general requirements covered in IS : 1080-1980, which is also being revised simultaneously, so that it covers only the specific requirements applicable to design and construction of shallow foundations. 0.3 The design of the foundation, super-structure and the characteristics of the ground are inter-related. In order to obtain maximum economy, the supporting ground, foundation and super-structure should be studied as a whole. The design of a foundation involves both geotechnical aspects of supporting ground and the structural aspects of the foundation mate- rials. The aim is to proportion the foundation ( plan dimensions ) in such a way that net loading intensity of pressure coming on the soil does not Code of praet& for design and construction of simple spread foundations (firsr revision ). 3IS : 1904- 1986 exceed the safe bearing capacity and that structural design which involves the determination of the thickness of elements so that maximum stress in concrete ( plain or reinforced ) and masonry is within permissible limits. , 0.4 For the purpose of deciding whether a particular requirement of this standard is complied with, the final value, observed or calculated, express- ing the result of a test or analysis, shall be rounded off in accordance with IS : 2-1960. The number of significant places retained in the rounded off value should be the same as that of the specified value in this standard. 1. SCOPE 1.1 This standard covers the general structural requirements for all types of foundations ( shallow, deep and special types ). 2. TERMINOLOGY 2.1 For the purpose of this standard, the definition of terms given in IS : 2809-19721 shall apply. 3. TYPES OF FOUNDATIONS 3.1 Shallow Foundations - These cover such types of foundations in which load transference is primarily through shear resista’nce of the bearing strata ( the fractional resistance of soil above bearing strata is not taken into consideration ) and are laid normally to depth of 3 m. 3.1.1 The various types of shallow foundations are as under: a) Spread ofpad - pee IS : 1080-1986:. b) Strip - See IS : 1080-1\986$. c) Raft foundation - See IS : 2950 ( Part 1 )-19815. d) Ring and shell foundation --see IS : 11089-19841~ and IS : 94.56- 19807. 3.2 Deep Foundations - This is a foundation generally in the form of piles, caissons, diaphragm walls, used separately or in combination to transmit Rules for rounding off numerical values ( revised ). tGlossary of terms and symbols relating to soil engineering ( first &vision ). SCode of practice for design and construction of shallow foundations in soils ( other than raft, ring and shell ) ( second revision ). $Code of practice for design and construction of raft foundations : Part 1 Design ( second revision ). Kode of practice for design and construction of ring foundation. Wade of practice for design and construction of conical and hyperboloidal typea of shell foundations, 41s: 1904- 1986 the loads to a deeper load bearing strata ahen, no adequate bearing strata exists at shallow depths. The transference of load by a deep foundation may be through friction, end-bearing or a combination of both. 3.2.1 The various types of deep foundations are as under: a) Pile Foundations 1) Driven cast in-situ - See IS : 2911 ( Part l/Set l)-1979. 2) Board cast in-situ - See IS : 2911 ( Part l/Set 2 )-1979. 3) Driven precast - See IS : 2911 ( Part l/Set 3 )-1979. 4) Board precast - See JS : 2911 ( Part l/Set 4 )-1984. 5) Timber - See IS : 2911 ( Part 2 )-1980t. 6) Urzder-reamed pi/p - See IS : 2911 ( Part 3 )-1980$. b) Caissons - See IS : 9527 ( Part 1 )-1981s. c) Diaphragm walls - See IS : 9556-198011. d) Well foundationI. e) Combirzedfoundations - Two or mnre types of above foundations. 3.3 Foundations for Special Structure - Foundations for certain structures and/or machineries require speciai design and detailing procedure taking into consideration the impact and vibration characteristics of the load and the soil properties under dynamic conditions and may have combination of foundation structure. 3.3.1 The various types of such foundations are as under: a) Machine foundations 1) Reciprocating type - See IS :‘2974 ( Part 1 )-1982*. 2) Impact type - See IS : 2974 ( Part 2 )-1980tt. Code of practice for design and construction of pile foundations : Part 1 Concrete piles ( Sections 1 to 4 ) ( firsr revision ). tCode of practice for design and construction of pile foundations : Part 2 Timber piles ( first revision ). $Code of practice for design and construction of pile foundations : Part 3 Under- reamed piles ( first revision ). $Code of practice for design and construction of port and harbour structures : Part 1 Concrete monoliths. IiCode of practice for design and construction of diaphragm walls. ‘-A detail code on this subject is formulated by IRC. *Code of practice for design and construction of machine foundations : Part 1 Foundation for reciprocating type machines ( second revision ) . ttCode of practice for design and construction of machine foundations : Part 2 Foundations for impact type machine ( Hammer foundations ) ( first revision ). 5IS: 1904-1986 3) Rotary type ( medium and high frequency ) - See IS : 2974 (Part 3 )-1975. 4) Rotary type lowfrequency - See IS : 2974 ( Part 4 )-1975t. 5) Impact type ( other than hammer j - SeeI S : 2974 ( Part 5 )- 19%7$. b) Tower foundations 1) Transmission line towers and poles - See IS : 4091-19795. 2) Radar antenna, microwave and TV tower - See IS : 11233- 198511. 4. GROUND 4.1 The natural geological deposits over, base rock extending to the surface level of the earth should be examined. 5. SITE INVESTIGATION 5.1 The investigation of the site is an essential prerequisite to theconstruc- ‘. tion of all civil engineering works with a view to assess the general suitabi- lity of the site for the proposed new works and to enable in preparing an adequate and economic design. In particular, it is necessary to assess the changes that may occur during or after the construction of the structure due to the choice of mate- rials or methods of construction which may adversely affect safety of structure or after its performance or utility. 5.2 The investigation of the site should be carried out in accordance with the principles set in IS : 1892-19797. As a preliminary, it is usually judicious to collect information relating to the site prior to commencing its exploration. The exploration of the site for an important structure requires the exploration and sampling of all strata likely to be significantly affected by the structural load. The extent of this exploration will depend on the site and structure. In any case, particular attention shall be paid to the ground water level, underground water courses, old drains, pits, wells, old foundation, etc, and presence of excessive sulphates or Other Code of ractice for design and construction of machine foundations : PM 3 Foundations Fo r rotary type machines ( medium and high frequency ) ( firsf revision ). tCode of practice for design and construction of machine foundations : Part 4 Foundations for rotary type machines of low frequency ( first revision ). $Code of practice for design and construction of machine foundations : Part 5 Foundations for impact type machines other than hammers ( first revision ). §Code of practice for design and construction of foundations for transmission line towers and poles ( first revision) . l/Code of practice for design and construction of radar antenna, microwave and TV tower foundations. aCode of practice for subsurface investigation for foundations ( first revision) . 6IS:l!M4-1986 injurious compound in the ground water and soil. The site should also be explored in detail, where necessary, to ascertain the type consistency, thick- ness, sequence and dip of the strata. 5.3 Mass movements of the ground are liable to occur from causesinde- pendent of the loads imposed by the structure. These include mining subsidence, land slips, unstable slopes and creep on clay slopes. These factors shall be observed in detail during site investigation and taken into account in the layout and design of the proposed works. However, if necessary, expert advice regarding the geological and hydro- logicai characteristics of the site shall be sought. 5.3.1 Mining subsidence is liable to occur in mining areas. The magni- tude of the movement and its distribution pver the area of the workings and their vicinity can be roughly estimated. Where future subsidence is likely, care should be taken to design the superstructure and foundation sufficiently strong or sufficiently flexible to cater for probable ground movements. Long continuous buildings should be avoided and large building should be divided into independent sections of suitable size, each with its own foundations. Expert advice from appropriate mining autho- rity should be sought. 5.3.2 Cuttings, excavations or sloping ground near foundations may increase the possibility of shear failure in the ground supporting the foundations. On sloping ground on clay soils there is always a tendency for the upper layers of soil to move downhill, the extent, however, depends on the type of soil, the angle of slope, ground water regime and climatic condi- tions. Instability may develop even after a long period of apparent stability, particularly in stiff, fissured and over consolidated clay soil. Uneven surface of a slope on virgin ground, curved tree trunks, tilted fence posts, tilted boundary walls, etc, indicate the creep of the sur- face layers. Areas subject to land slip and unstable slopes shall, therefore, be avoided. 5.3.3 Some clayey soils are susceptible to shrinkage and cracking in dry and hot weather, and swelling in wet weather. These conditions are simu- lated, sometimes, by extraneous agencies like trees, boiler installations, furnaces, kilns, underground cables, services and refrigeration installations. These factors shall be studied carefully before designing any foundations. Shrinkage of clay soils may be increased by the drying effect produced by nearby trees and shrubs. Swelling may occur, if they are cut down. NO trees which grow to a large size shall be planted within 8 m of foundations of buildings. 71S : 1904- 1986 5.3.4 New constructions may interfere with drainage regime of the ground and affect the stability of existing structure. Adequate precautions should be taken to protect these. On the uphill side of a building on a sloping site, land drainage requires special consideration for diverting the natural flow of water away from the foundations. If excavation involves cutting through existing land drains, consideraticn should be given for diverting into the ground-drainage system. %3.§ Increase in moisture extent results in substantial loss of bearing capacity in case of certain types of soils which may lead to differential settiements. On sites liable to be water iogged in wet weather, it is desir- rable to determine the contour of. the water-table surface in order to indicate the directions of the natural drainagd and to obtain the basis of the design of intercepting drains to prevent the influx of ground water into the site from higher ground. The seasonal variation in the level of the water table is of importance in some cases. In case of soils with low permeability, the water levels in boreholes or observation wells may take a considerable time to reach equilibrium with ground water Spot readings of Vater level in boreholes may, therefore, give an erroneous impression of the true ground water level. It is generally determined by measuring the water level in the borehole after a suitable time lapse for which a period of 14 hours or more be used as the case may be. In soils with high permeability, such as sand and gravels, lapse of sometime is ustially suffi- zient, unless the hole has been sealed with drilling mud. In these cases it nay be necessary to resort ?o indirect means to estab!ish the approximate location of the water table. Where deep excavation is required, the location of water bea,ring strata should be determined with particular care and the water pressure in each should be observed so that necessary precautions may be taken during excavation. 5.3.6 In certain localities where considerable quantities of soluble salts are contained in ground water and soil, portland cement concrete, especially thin members or buried metals are subjected to deterioration and corrosion. Certain soils have a corrosive action on metals, particular1.y on cast iron, due to either chemical or bacteriological agency. In industrial areas, corrosive action may arise from industrial wastes that have been dumped on the site. Chemical analysis of samples of ground water or soil ( or sometimes both ) should be done to assess the necessity of speciai precautions. The following are settle of suggested methods: a) Dense cement concerete M20 mix or richer may be used to reduce permeability and increase resistance tc attack from sulphates ( see I§ : 456-1978” ). code of practice for plain and reinforced concrete ( rhird revision ). 8b) Portland pozzolana cement may be used to control and reduce the activities of the sulphates. c) Special cements like high alumina cement, super sulphated cement, which are sulphate resistant, may be used. d) A thick coating of bitumen may be given over the exposed surfaces of foundation below the water table to prevent infiltration of water into the foundation ( see IS : 5871-1970* ). e) A thick layer of cement concrete (with sulphate resistant cement ) and coated with bitumen be laid before laying of foundation concrete to prevent infiltration of water from sulphate bearing soil. NOTE - The soluble salts are usually sulphates of calcium, magncaiuma nd sodium. Water containing these salts gets into the concrete and reacts with the set cement or hydraulic lime. This reaction is accompanied by considerable expansion which leads to the deterioration and cracking of the concrete. The amount of soluble sulphates may be considered excessive from the point of attack on concrete if it is more than 30 parts of SO, per 100 000 parts of subsoil water or in the case of clays if more than 0.2 percent SO, by weight of clay in air-dry condition, which should be determined by proper analysis. 6. METHODS OF SITE EXPLORATION 6.1 The most common and satisfactory methods of site explorations are given below: a) Trial pits, b) Boring, and c) Headings. The details of these methods are given in IS : 1892-1979f. 7. DEPTH OF FOUNDATION 7.1 The depth to which foundations should be carried depends upon the following principal factors: The securing of adequate allowable bearing capacity. In the case of clayey soils, penetration below the zone where shria- kage and swelling due to seasonal weather changes, and due to trees and shrubs are likely to cause appreciable movements. In fine sands and silts, penetration below the zone in which trouble may b9 expected from frost. -____- - Specification for bitumen mastic for tanking and damptproofing. tCode of practice for subsurface investigation for foundation (first revision 1. 9rs:l!xM-1986 a) The maximum depth of scour, wherever relevant, should also be considered and the foundation should be Iocatqd sufficiently below this depth. e) Other factors such as ground movements and heat transmitted from the building to the supporting ground may be important. 7.2 All foundations shall extend to a depth of at least 50 cm below natu- ral ground level. On rock or such other weather resisting natural ground, removal of the top soil may be all that is required. In suchcases, the surface shall be cleaned and, if necessary, stepped or otherwise prepared so as to provide a suitable bearing and thus prevent slipping or other unwanted movements. 7.3 Where there is excavation, ditch, pond, water course, filled up ground or similar condition adjoining or adjacent to the subsoil on which the structure is to be erected and which is likely to impair the stability of structure, either the foundation of such structure shall IX carried down to a depth beyond the detrimental infiuence of such conditions, or retaining walls or similar works shall be constructed for the purpose of shielding from their effects. 7.4 A foundation in any type of soil shall be below the zone significantly weakened by root holes or cavities produced by burrowing animals or works. The depth shall also be enough to prevent the rainwater scouring below the footings. 7.5 Clay soils, like black cotton soils, are seasonally affected by drying, shrinkage and cracking in dry and hot weather, and by swelling in the following wet weather to a depth which will vary according to the nature of the clay and the climatic condition of the region. It is necessary in these soils, either to place the foundation bearing at such a depth where the effects of seasonal changes are not important or to make the founda- tion capable of eliminating the undesirable effects due to relative move- ment by providing flexible type of construction or rigid foundations. Adequate load counteraction swelling pressures also provide satisfactory foundations. 8. FOUNDATION AT DIFFERENT LEVELS . 8.1W here footings are adjacent to sloping ground or where the bottoms of the footings of a structure are at different levels or at levels different from those ,of the footings of adjoining structures, the depth of the footings shall be such that the difference in footing elevations shall be subject to the following limitations: a) When the ground surface slopes downward adjacent to a footing, the sloping surface shall not intersect a frustum of bearing material IOIS:1904-1986 under the footing having sides which make an angle of 30” with the horizontal for soil and horizontal distance from the lower edge of the footing to the sloping surface shall be at least 60 cm for rock and 90 cm for soil ( see Fig. 1 ). b> In the case of footings in granular soil, a line drawn between the lower adjacent edges of adjacent footings shall not have a steeper slope than one vertical to two horizontal ( see Fig. 2 ). 4 In case of footing of clayey soils a line drawn between the lower adjacent edge of the upper footing and< the upper adjacent edge of lower footing shall not have a steeper slope than one vertical to two horizontal ( see Fig. 2 ). 8.2 The requirement given in 8.1 shall not apply under the following conditions: aj Where adequate provision is made for the lateral support ( such as with retaining walls ) of the material supporting the higher footing. b) When the factor of safety of the foundation soil against shearing is not less than four. 9. EFFECT OF SEASONAL WEATHER CHANGES - 9.1 During periods of hot, dry weather a deficiency of water develops near the ground surface and in clay soils, this is associated with a decrease of volume or ground shrinkage and the development of cracks. The shrinkage of clay will be increased by drying effect produced by fast growing and water seeking trees. The range of intluence depends on size and number of trees and it increases during dry periods. In general, it is desirable that there shall be a distance of at least g m between such trees. Railer installations, furnaces, kilns, underground cables and refrigeration installations and other artificial sources of heat may .also cause increased volume changes of clay by drying out the ground beneath them, the drying out can be to a substantial depth. Special precautions either in the form of insulation or otherwise should be taken. In periods of wet weather, clay soils swell and the cracks lend to close, the water deficiency developed in the previous dry periods may be partially replenished and a subsurface zone or zones deficient in water may persist for many years. Leakage from water mains and underground sewers may also result in large volume changes. Therefore, special care must be taken to prevent such leakages. 10. EFFECT OF MASS MOVEMENTS OF GROUND IN UNSTAB]LE ARRAS 10.0 In certain areas mass movements of the ground are liable to occur from causes independent of the loads applied by the foundations of 11THESE SURFACES SHOULD NOT INfERSECr FIG. 1 FELTING IN SLOPINGG ROUND L SLOPE OF JOINING LOWER LINE NOT STEEPER F 00TlN~ 1HAN ONE VERTICAL 10 TWO HORIZONTAL FIG. 2 &WING IN GRANULARS ort OR CLAYEY SOIL 12IS:1904 -1986 structures. These include mining subsidence, landslips on unstable slopes and creep on clay slopes. 10.1 Mining Subsidence - In mining areas, subsidence of the ground beneath a building or any other structure is liable to occur. The magni- tude of the movement and its distribution over the area are likely to be uncertain and attention shall, therefore, be directed to make the founda- tions and structures sufficiently rigid and strong to withstand the probable worst loading condition. In this connection, reference should also be made to 5.3.1. 10.2 Landslip Areas 10.2.1 The construction of structures on slopes which are suspected of being unstable and are subject to landslip shall be avoided. 10.2.2 On Joping ground on clay soils, there is always a tendency for the upper layers of soil to move downhill, depending on lype of soil, the angle of slope, climatic conditions, etc. In some cases, the uneven surface of the slope on a virgin ground bill indicate that the area is subject to small iand slips and, therefore, if used for foundation, will obviously necessitate special design consideration. 10.2.3 Where there may be creep of the surface layer of the soil, protec- tion against creep may be obtained by following special design considera- tions. 10.2.4 On sloping sites, spread foundations shall be on a horizontal bearing and stepped. At ail changes of levels, they shall be lapped at the steps for a distance at least equal to the thickness of the foundation or twice the height of the step, whichever is greater. The steps sha!l not be of greater height than the thickness of the foundation, unless special precautions are taken. 10.2.5 Cuttings, excavations or sloping ground near and below founda- tion level may increase the possibility of shear failure of the soil. The foundation shall be well beyond the zone of such shear failure. 10.2.6 If the probable failure surface intersects a retaining wall or other revetment, the latter shall be made strong enough to resist any unbalanced thrust. In case of doubt, as to the suitabmty of the natural slopes or cuttings, the structure shall be kept well away from the top of the slopes, or,the slopes shall be stabilized. 10.2.7 Cuttings and excavations adjoining foundations reduce stability and increase the likelihood of differential settlement. Their effect should be investigated not only when they exist but also when there is possibility that they are made subsequently. 13Is: 1904-1986 10.2.8 Where a structure is to be placed on sloping ground, additional complications are introduced. The ground itself, particularly if of clay, may be subject to creep or other forms of instability, which may be enhanced if the strata dip in the same direction as the ground surface. If the slope of the ground is large, the overall stability of the slope and substructure may be affected. These aspects should be carefully investi- gated. 11. PRECAUTIONS FOR FOUNDATIONS ON INCLINED STRATA 11.1 In the case of inclined strata, if they dip towards a cutting or base- ment, it may be necessary to carry foundation below the possible slip planes, land drainage also requires special consideration, particularly on the uphill side of a structure to divert the natural flow of water away from the foundations. 12. STRATA OF VARYING THICENESS 12.1 Strata of varying thickness, even at appreciable depth, may increase differential settlement. Where necessary, calculations should be made of the estimated settlement from different thicknesses of strata and the structure should be designed accordingly. When there is large change of thickness of soft strata, the stability of foundation may be affected. Site investigations should, therefore, ensure detection of significant variations in strata thickness. 13. LAYERS OF SOFTER MATERIAL 13.1 Some soils and rocks have layers of harder material between thin layers of softer material, which may not be detected unless thorough investigation is carried out. The softer layers may undergo marked changes in properties if the loading on them is increased or decreased by the proposed construction or affected by related changes in ground water conditions. These should be taken into account. 14. SPACING BETWEEN EXISTING AND NEW FOUNDATION 14.1 The deeper the new foundation and the nearer to the existing it is located, the greater the damage is likely to be. The minimum horizontal spacing between existing and new footings shall be equal to the width of the wider one. While the adoption of such provision shall help minimizing damage to adjacent foundation, an analysis of bearing capacity and settle- ment shall be carried out to have an appreciation of the effect on the adjacent existing foundation. 15. LOADS ON FOUNDATIONS 15.1 Loads on a foundation are those forces imparted by thestructure, it is supporting, in any of the form (i) vertical either upwards or downwards, 14IS:l!304-1986 (ii) horizontal or lateral, and (iii) moment or couple. The following loads shall be considered for design of foundations. 151.1 Pemzanent Load - This is the actual service load/sustained load consisting of dead loads and live loads of a structure which give rise to stresses and deformations in the soil below foundation causing its settlement. 15.1.2 Transient Load - This is a momentary or sudden load imparted to a structure due to wind or seismic vibrations. Due to its transitory nature, the stresses in the soil below the foundation carried by such loads are allowed certain percentage increase over the allowable safe values. 15.1.3 Foundations shall be proportioned for the following combination of loads: a) Dead load + live load, and b) Dead load + live load + wind load or seismic load. 15.1.4 Dead load also includes the weight of column/wall, footings, z,ndations, the overlying fill but excludes the weight of the drsplaced . 15.1.5 Live loads from the floors above as specified in IS : 875 ( Part 2 )- 1987 shall be taken in proportioning and designing the foundations. 15.16 Where wind or seismic load is less than 25 percent of that due to dead and live loads, it may be neglected in design and first combination of load shall be compared with the safe bearing load to satisfy allowable bearing pressure. 15.1.7 Where wind or seismic load is more than 25 percent of that due to dead and live loads, foundations may be so proportioned that the pressure due to combination of load ( that is, dead + live -,‘- wind load ) does not exceed the safe bearing capacity by more than 25 percent. When seismic forces are considered, the safe bearing capacity shall be increased as specified in IS : 1893-1984t. In non-cohesive soils, analysis for liquefaction and settlement under earthquake shall also be made. 16. SETTLEMENT 16.1 Uniform Settlement - The magnitude of the settlement that should occur, when foundation loads are applied to the ground, depend on the rigidity of substructure and compressibility of the underlying strata. In Code of practice for strucfural safety of buildings : Loading standards : Pati 2 Imposed loads ( second rev&&w tcriteria for earthquake resistant design of structures (fourrh revision ). 15IS:1904- 1986 silts and clays the settlement may continue for a long period after the construction of structure. Due allowance shall, therefore, need be made for this slow consolidation settlement. In sand and gravels, the settlement is likely to be complete to a great extent by the end of the construction activities. In strata of organic soils, settlement may continue almost indefiniteiy. For the safety of foundations, the engineer-in-charge should be well familiar with all causes of settlement. Foundations may settle due to some combination of the following reasons: a) Elastic compression of the foundation material and the underlying soil; b) Consolidation including secondary compression; 4 Ground Wufer Lowering-specially repeated lowering and raising of water level in loose granular soils tend to compact the soil and cause settlement of the foundations. Prolonged lowering of the water table in fine grained soils may introduce settlements because of the extrusion of water from the voids. Pumping water or draining water by wells or pipes from granular soils without ade- quate filter material as protection may, in a period of time, carry a sufficient amount of fine particles away from the soil and cause settlement; d) Seasonal swelling and shrinkage of expansive clays; e) Ground movement on earth slopes, for example, surface erosion, slow creep or land slides; f) Other causes, such as adjacent excavation, mining subsidence and underground erosion by streams or floods; and g) The effects of vegetation leading to shrinking and swelling of clay soils. 16.2 Differential Settlements -- The foundations of different elements of a structure may have unequal settlements and the difference between such settlements will cause differential settlement. Some of the causes for differential settlements are as follows: 4 Geologic and physical non-uniformity or anomalies in type, Qructure, thickness, and density of the soil medium ( pockets of sand in clay, clay lenses in sand, wedge like soil strata, that is, lenses in soil ), an admixture of organic matter, peat, mud, etc; -W Non-uniform pressure distribution from foundation to the soil due to non-uniform loading and incomplete loading of the foundations; Cl Varying water regime at the construction site; 16IS : 1904 - 1986 d) Over stressing of soil at adjacent site by heavy structures built next to light ones; e) Overlap of stress distribution in soil from adjoining structures; f) Unequal expansion of the soil due to excavation for footings; g) Non-uniform development of extrusion settlements; and h) Non-uniform structural disruptions or disturbance of soil due to freezing and thawing, swelling, softening and drying of soils. 16.3 Criteria for Settlement Analysis for Shallow Foundation 16.3.1 For foundations resting on coarse grained soils, the settlements shall be estimated corresponding to the load mentioned in 15.1.3(b). since in such type of soils, settlements occur within a very short period of loading. 16.3.2 For fine grained soils, the settlements shall be estimated corres- ponding to permanent loads. Dead load and all fixed equipments are considered as permanent. Generally, one half of the design live load may be taken as being permanent. The engineer shall use his judgement in each project work to determine what loads are permanent and what are temporary. Therefore, it appears reasonable to reduce the differential settlement due to live load variation by maintaining equal pressure for all foundations under the service load. This may be done by the following procedure: a) Determine the required bearing area for a column having the largest live load to dead load ratio. ln the conventional method of design, the area (A) is given by: A = -Dead load + live load . Allowable bearing capacity b) Compute for this same column the design bearing value service load qd = A c) Determine the area for all other COlUmnS by the use of qd, that is, Bearing area = SerViCe load iqd d) For calculation of settlement of foundations, IS : 8009 (Part 1) -1976 may be referred. 16.3.3 The total settlement of the foundations shall be not more than permissible. Code of practice for calculation of foundatioos : Part 1 Shallow foundations subjected to symmetrical static vertical loads. 17IS:1904-1986 16.3.4 The permissible value of settlement for different types of structures are given in Table 1. 16.3.5 Differential settlement and/or tilt ( angular distortion ) of the structures shall not be more than the permissible values. The diflerential settlement shall be obtained by taking the difference maximum and minimum settlement. Tilt shall be calculated by dividing the differential settlement by the distance between points of related maximum and minimum settlement. 16.4 Settlement Analysis for Deep Foundation 16.4.1. The permissible value of total sett!ement, differential settlement, and tilt ( angular distortion ) have been specified in the relevant Indian Standard (see 3). The settlement shall be calculated according to IS : 8009 (Part 2)-1980. 17 STABILITY AGAINST OVERTURNING AND SLIDING 17.1 The stability of the foundation against sliding and overturning shall be checked, and the factors of safety shall conform to the following requirements. 17.1.1 Sliding - The factor of safety against sliding of structures which resist lateral forces (such as retaining walls) shall be not less than 1a 5 when dead load, live load and earth pressures are considered together with wind load or seismic forces. When dead load, live load and earth pressure only are considered, the factor of safety shall be not less than l-75. Nore - For structures founded on soils with low frictional coefficient ( that is, slippery material ), safety against sliding may be improved by providing anchor type cut-off walls or piles to fake the excess load over that resisted by friction or an inclined underside of the base. 13.2 Overturning - The factor of safety for shallow foundation against overturning shall be not less than 1.5 when dead load, live load and earth pressures are considered together with wind load or seismic forces. When dead load, live load and earth pressures only are considered, the factor of safety shall be not less than 2. The tactor of safety of other types of foundation is covered in relevant Indian Standard ( see 3). , 1 18. BEARING CAPACITY l8.1 The sale bearing capacity for shallow foundation shall be calcuiated in accordance with IS . 6403-1981t. The method of computation of sa?c bearing capacity for other types of foundations has been specified in the code Of practice for calculation of foundations: Part 2 Deep foundations subjected to symmetrical static vertical loading. tCode of practice fo: determination of bearing capacity cf shallow foundations {first revirron ).TABLE 1 PERMISSIBLE DIFPERENTUL SRTTLEMENTS AND TILT (ANGULAR DISTORTION 1 FOR SHALLOW FOUNDATION IN SOfLS (Clarise 16.3.4 j &XATBD FOUNDATION8 RAFT FOUNDATIONS --.-I \ SI mured Saud and Hard Clay Plastic Clay Sand and Hard Clay Plastic Clay No. --- & , * v-7 mm mm mm mm mm. mm mm mm (1) (2) (3) (4) (5) (6) (7) (8) (9) (7) (Y) ( 12 ) (Y) (“1’3 i) For steel structure 50 +033L l/300 50 0039L l/300 75 +033L l/300 log 9033L l/3& ii) For reinforced con- 50 :0015L 11666 75 0015L l/666 75 0021L i/500 loo M2L l/500 crete Wuctums iii) For multistoreyed buildings a) RC or steelf ramed 60 .UO2L l/u)0 75 g02L l/500 75 oW25L l/400 12s 09033L l/300 buildings with panel walls bj IGr~oad bearing 1) L/H = 2+ 60 02L l/So00 60 Wo2L l/So00 Not likely to be encountered 2) L/H - 7+ 60 .ooO4L l/2500 60 00(,4L l/25@ 1 iv) For water towers 50 go15L l/666 75 +015L l/666 100 0025L l/400 125 6025L l/40 tj and silos . . Nom -The values given in the table may be taken only as a guide and the permissible total settlement/different y settlement and tilt ( angular distortion j in each case should be decided ss per rquirements of the designer. P L denotes the length of deflected part of wall/raft or centreAo-antre distsnce between columns. I H denotes the height of wall from foundation footing. CI +For intemxdiite ratios of L/H, the values can be+erpolated. #IS: 1904 - 1986 relevant Indian Standards. It is recommended that safe bearing capacity shall be calculated on the basis of soil test data and in the absence of such data for preliminary design, the local values may serve as guidelines. 19. PRELIMINARY WORK FOR CONSTRUCTION 19.1 The construction of access roads, main sewers and drains should preferably be completed before commencing the work of foundations; alternatively, sufficient precautions shall be taken to protect the already constructed foundations during subsequent work. 19.2 Clearance of Site - Any obstacles, including the stump of trees, likely to interfere with the work shall be removed. Holes left by digging, such as those due to removal of old foundation, uprooted trees, burrowing by animals, etc, shall be back-filled with soil and well compacted. 19.3 Drainage - If the site of a structure is such that surface water shall drain towards it, land may be dressed or drains l,lid ?o divert the water away from t!le site. 19.4 Setting Out -. Generally the site shall be levelled before the layout of foundations are set out. In case of sloping terrain, care shall be taken to ensure that the dimensions on plans are set out correctly in one or more horizontal planes. 19.5 The layout of foundations shall be set out with steel tapes. Angle!: should be set out with theodolites in the case of important and mlricate structures where the length of area exceeds 16 m. In other cases ihese shall be set out by measurement of sides. Jn rectangular or square setting out, diagonals shall be checked to ensure accuracy. The setting out of walls shall be facilitated by permanent row of pillars, parallel to and at a suitable distance beyond the periphery of the building. The pillars shall be located at junctions of cross walls with the penphera! line of pillars. The centre lines of the cross walls shall be extended to and permanently erected on the plastered tops of the corresponding sets of pillars.- The datum lines parallel to and at the known fixed distance from the centre lines of the external walls also be permanently worked on the correspond- ing rows of pillars to pillars to serve as checks on the accuracy of the work as it proceeds. The tops of these pillars shall be at the same level and preferably at the plinth or floor level. The pillars shall be of sizes not !ess Phan 25 cm wide and shall be bedded sufficiently deep into ground so that they are not disturbed. 20. PROTECTION OF EXCAVATION 20.1 The protection of excavation during construction of timbering and 20Is:1904-1986 dewatering operations, where necessary, shall be done in accordance with IS : 3764-1966. 20.2 After excavation, the bottom of the excavation shall be cleared of all loose soil and rubbish and shall be levelled, where necessary. The bed shall be wetted and compacted by heavy rammers to an even surface. 20.3 Excavation in clay or o.ther soils that are liable to be effected by exposure to atmosphere shall, wherever possible, be concreted as soon as they are dug. Alternatively the bottom of the excavation shall be protected immediately by 8 cm thick layer of cement concrete not leaner than mix 1 : 5 : 10 over which shall come the foundation concrete; or in order to obtain a dry hard boftom, the last excavation of about 10 cm shall be removed only before concreting. 20.4 The refilling of the excavation shall he done with care so as not to disturb the constructed foundation, and shall be compacted in layers not exceeding 15 cm thick with sprinkling of minimum quantity of water necessary for proper. compaction. Specificationf or safety code for excavation work. 21IS : 1904- 1986 ( Conf huedfrom page 2 ) Miscellaneous Foundation Subcommittee, BDC 43 : 6 Convener Representing SiiRI S. GUHA Calcutta Port Trust, Calcutta Members SHRI K.K. AGARWAL Ministry of Communication LT-COL C. L. ASSUDANI Engineer-in-Chief’s Branch, Ministry of Defence MAI T. K. GHOSH ( Alternote ) SHRJ S.P.CHAKRABARTI Ministry of Transport ( Roads Wing ) SHRJP . K. DATTA ( Alrernate ) DIRECTOR Highways and Rural Works Department, Madras DIVISIONALE NGINEERi SOILS) ( Abernafe ) EXECIJT~VFEZN GINEER( DESIGNS) V Central Public Works Department, New Delhi EXECUTIVEE NGINEER( DESIGNS) VII ( Alternate ) SHRI A. GHOSH Cent;~r~~~lding Research Institute ( CSIR ). SHRI M. R. SONEJA( Altermzfe ) SHRI G. R. HARJDAS Gammon India Ltd, Bombay SHRJ A. B. GHOSAL ( Alternate ) SHRIMIYENGAR Engineers India Ltd. New Delhi DR R. K. M. BHANDARJ ( Afternuts ) JOINTD IRECTOR ( GE ) Ministry of Railways DEPUTY DIRECTOR( GE III ) ( AlterRare ) SHRI D. J. KETKAR Cemindia Co Ltd, Bombay SHR~ R. L. TELANG ( Alternate ) SHRJ S. MUKHERJEE In personal capacity ( E-104A Simla House, Nepean Sea Road, Bombay ) SKRJ P. G. RAMKRJSHNAN Engineering Construction Corporation Ltd. Madras SHRJ A. G. DATAR ( Alternate ) SHRJ 0. S. SRIVASTAVA Cement Corporation of India, New Delhi SHRI SWAMI SARAN University of Roorkee, Roorkee Panel for Revision of IS : 1904, BDC 43 : 6/Pl Convener SHRJ S. GUHA Calcutta Port Trust, Calcutta Members SHRI S. C. BOSE Pile Foundations Construction ( I ) Pvt Ltd, Calcutta SHRI K. K. A~ARWAL Ministry .of Communication 22BUREAU OF INDIAN STA_NDARDS Manrk Bhavan, 0 Bahatir ShahZ atarM ar& NEW DELHI 110002 Tolophonos t 331 01 31,331 13 76 Tolograme I Manaksanrthr ( Common to all ofhcor ) R~gion8l Ol/lcor I ToIt @on. *Woetorn I Manakalaya, EO MIDC, Marol, Andherl ( East ), 6 32 92 96 BOMBAY 400093 fEaetorn I l/14 C. I. T. Scheme VII M, V. I. P. Road, 36 24 99 Maniktola, CALCUTTA 700054 Southern I C I. 1. Campus, MADRAS 600113 41 24 42 Northern I SC0 445-446, Sector 35-C, 2 13 43 CHANOIGARH 160036 3 16 41 8rwrch Otflc#s ) ‘Pumhpak’ Nurmohamed Shaikh Maw, Khrnpur, 2 63 48 AHMADABAD 330001 1 2 6348 ‘F’ Block Unlty Bldg, Naraslmharaja Squaw 22 43 06 BANGALORE 660002 Gangotrl Complex, Bhadbhada Road, f. T. Nagar, 667 16 BHOPAL 462003 Plot No. 3283, Lewis Road, BHUBANESHWAR 751009 6 36 27 6315, Ward No. 29, R. G. Barua Road 5th Byelane, -. GUWAHATI 781003 !I-866C L. N. Gupta Marg, HYDERABAD 500001 23 10 33 R14 Yudhlrter Marg, C Scheme, JAIPUR 302006 6 tI8 32 lt7/418 B Sarvodaya Nagar, KANPUR 2080(X1 21 68 76 Patllputra lndustrlal Estate, PATNA 800013 8 28 06 Hantex Bldg ( 2nd Floor ), Rly Statlon Road, 7 66 37 TRIVANORUM 695001 /nrgact/on Off/co ( Wlth Sale Point 1 I Pushpanjali 205-A West Hlgh Court Road, 2 51 71 Bharampeth Extension, NAGPUR 440010 lnstltutlon of Engineers ( lndla ) Bullding, 1332 Shlvajl Nagar, 8 24 36 PUNE411006 %~OS OftIc@ In Bombay Ir at N~volty Chambora, Grant Road, 89 55 s5 lo bay 400007 cb ato8 OfRco In Calcutta Ie at I Chowrlnghro Approach, P 0. prfnc., 575555 strot. Calcutta 700075
D4587.PDF	Designation: D 4587 – 91 AMERICANSOCIETYFORTESTINGANDMATERIALS 100BarrHarborDr.,WestConshohocken,PA19428 ReprintedfromtheAnnualBookofASTMStandards.CopyrightASTM Standard Practice for Conducting Tests on Paint and Related Coatings and Materials Using a Fluorescent UV-Condensation Light- and Water-Exposure Apparatus1 ThisstandardisissuedunderthefixeddesignationD4587;thenumberimmediatelyfollowingthedesignationindicatestheyearof originaladoptionor,inthecaseofrevision,theyearoflastrevision.Anumberinparenthesesindicatestheyearoflastreapproval.A superscriptepsilon(e)indicatesaneditorialchangesincethelastrevisionorreapproval. 1. Scope ness of Organic Coatings Using Micrometers3 1.1 Thispracticecoverstheselectionoftestconditionsfrom D1186 Test Methods for Nondestructive Measurement of PracticeG53tobeemployedforexposuretestingofpaintand Dry Film Thickness of Nonmagnetic CoatingsApplied to related coatings and materials. a Ferrous Base3 1.2 This standard does not purport to address all of the D1400 Test Method for Nondestructive Measurement of safety problems associated with its use. It is the responsibility DryFilmThicknessofNonconductiveCoatingsAppliedto oftheuserofthisstandardtoestablishappropriatesafetyand a Nonferrous Metal Base3 health practices and determine the applicability of regulatory D1654 Test Method for Evaluation of Painted or Coated limitations prior to use. Specimens Subjected to Corrosive Environments3 D1729 PracticeforVisualEvaluationofColorDifferences 2. Referenced Documents of Opaque Materials3 2.1 ASTM Standards: D 1730 Practices for Preparation of Aluminum and D358 Specification for Wood to Be Used As Panels in Aluminum-Alloy Surfaces for Painting4 Weathering Tests of Coatings2 D1731 Practices for Preparation of Hot-Dip Aluminum D523 Test Method for Specular Gloss3 Surfaces for Painting4 D609 Practice for Preparation of Cold-Rolled Steel Panels D1732 Practices for Preparation of MagnesiumAlloy Sur- for Testing Paint, Varnish, Conversion Coatings, and faces for Painting4 Related Coating Products3 D2092 Practice for Preparation of Zinc-Coated (Galva- D610 Test Method for Evaluating Degree of Rusting on nized) Steel Surfaces for Painting2 Painted Steel Surfaces2 D2244 Test Method for Calculation of Color Differences D659 Method of Evaluating Degree of Chalking of Exte- from Instrumentally Measured Color Coordinates3 rior Paints3 D2616 Test Method for Evaluation ofVisual Color Differ- D660 Test Method for Evaluating Degree of Checking of ence With a Gray Scale Exterior Paints3 D4214 TestMethodsforEvaluatingDegreeofChalkingof D661 Test Method for Evaluating Degree of Cracking of Exterior Paint Films3 Exterior Paints3 E97 Test Method for Directional Reflectance Factor, 45- D662 Test Method for Evaluating Degree of Erosion of deg 0-deg, of Opaque Specimens by Broad-Band Filter Exterior Paints3 Reflectometry5 D714 Test Method for Evaluating Degree of Blistering of G53 Practice for Operating Light- and Water-Exposure Paints3 Apparatus(FluorescentUV-CondensationType)forExpo- D772 TestMethodforEvaluatingDegreeofFlaking(Scal- sure of Nonmetallic Materials6 ing) of Exterior Paints3 3. Significance and Use D823 TestMethodsforProducingFilmsofUniformThick- ness of Paint, Varnish, and Related Products on Test 3.1 Organic coatings on exterior exposure are subjected to Panels3 attack by degrading elements of the weather, particularly D1005 TestMethodsforMeasurementofDryFilmThick- ultravioletlight,oxygen,andwater.Thispracticemaybeused for evaluating the behavior of films exposed in apparatus that produces ultraviolet radiation, high temperatures, and water 1ThispracticeisunderthejurisdictionofASTMCommitteeD-1onPaintand condensation on the films. This apparatus is used to make an Related Coatings, Materials, andApplications and is the direct responsibility of SubcommitteeD01.27onAcceleratedTesting. Current edition approved Feb. 22, 1991. Published April 1991. Originally publishedasD4587–86.LastpreviouseditionD4587–86. 4AnnualBookofASTMStandards,Vol02.05. 2AnnualBookofASTMStandards,Vol06.02. 5Discontinued;see1992AnnualBookofASTMStandards,Vol14.02. 3AnnualBookofASTMStandards,Vol06.01. 6AnnualBookofASTMStandards,Vol14.02. 1D 4587 early materials comparison of the exterior exposure quality of Bakedcoatings 24h paints. However, light sources, such as the fluorescent UV Radiation-curedcoatings 24h lamp, that emit a significant amount of radiation at wave- Allothercoatings 7daysminimum lengthsshorterthanthoseinnaturalsunlight,maycauseresults 6. Procedure that lead to unrealistic evaluations of weathering properties. 6.1 Place panels within the 8.25 by 35.35-in. (210 by 3.2 As no single light exposure apparatus, with or without 900-mm) area as described in Practice G53. Reposition the water, can be specified as a direct simulation of natural panels on a regular schedule as described in Practice G53 to exposure,thispracticedoesnotimplyexpressly,orotherwise, minimize any effects from temperature or UV light variation. a specific correlation with outdoor exposure. It has, however, When the test specimens do not completely fill the racks, fill been useful in many instances. theemptyspaceswithblanknon-rustingpanelstomaintainthe 3.3 Since climatic conditions vary with respect to time, test conditions within the chamber. geography,andtopography,itmaybeexpectedthattheeffects 6.2 Use the test conditions specified by mutual consent or ofnaturalexposurewillvaryaccordingly.Allmaterialsarenot required by a product quality specification. Some test condi- affectedequallybythesameenvironment.Resultsobtainedby tions in current use for testing paint and related coatings and use of this practice should not be represented as equivalent to materials are: those of any outdoor weathering test unless the degree of quantitativecorrelationhasbeenestablishedforthematerialin question. A 5 8hUV/70°Cfollowedby4hCON/50°Cforautomo- tive coatings, 3.4 Variations in results may be expected when operating B 5 4 h UV/60°C followed by 4 h CON/50°C for general conditions among similar type instruments vary within ac- metal coatings, cepted limits of this standard procedure. C 5 4hUV/60°Cfollowedby20hCON/60°Cforexterior wood coatings, 4. Apparatus D 5 8hUV/60°Cfollowedby4hCON/45°Cforindustrial 4.1 Fluorescent UV/Condensation Apparatus, complying maintenance coatings, with Practice G53.7 E 5 othertesttemperaturesandtimecyclesthatconformto the Procedure section of Practice G53. 5. Test Specimens where: 5.1 Unless otherwise agreed upon, choose panels that meet UV 5 ultraviolet light (lamps) only, and the applicable base panel requirements specified in Standards CON 5 condensation conditions only. D358, D609, D1730, D1731, D1732, or D2092. Select panel sizes suitable for exhibiting the failure mode to be NOTE 1—Temperatures are black panel temperatures measured in the observed. panelrack. 5.2 Apply the coatings to flat panels with the base panel 6.3 Program the selected test conditions and operate the material,methodofapplication,coatingsystem,filmthickness, apparatus continuously within the limits specified in Practice and method of drying consistent with the anticipated end use, G53. Service the apparatus in accordance with Practice G53. orasmutuallyagreeduponbetweentheproducerandtheuser. If it’s not possible to test flat samples, you may need to take NOTE 2—Variations in results can occur as the result of not changing lampsinaccordancewiththemanufacturer’sinstructions. special precautions to ensure that (1) the sample holders seal behind the samples so that the water vapor does not escape 7. Periods of Exposure from the test chamber, and (2) the closest part of the samples 7.1 Use one of the following methods to determine the totheUVlampsisatthe50-mmdistancespecifiedinPractice duration of the exposure under this practice: G53. If part of the sample is closer to the lamps, it will be 7.1.1 A mutually agreed upon specified number of total subject to more intense UV exposure. hours. 5.3 Unless otherwise agreed upon, coat test panels in 7.1.2 The number of total hours of exposure required to accordance with Test Methods D823 and measure the film produceamutuallyagreeduponamountofchangeineitherthe thicknessinaccordancewithanappropriateprocedureselected test specimen or an agreed upon standard sample. fromTestMethodsD1005,D1186,orD1400.Nondestructive methodsarepreferredbecausepanelssomeasureddonotneed 8. Evaluation of Results to be repaired. 8.1 Evaluateconditionsofexposedtestspecimensbymeans 5.4 Unless otherwise specified, before exposing coated of one or more of the following standards: D 523, D 610, D panelsintheapparatus,conditionthemat73.563.5°F(236 659,D660,D661,D662,D714,D772,D1654,D1729,D 2°C)and5065%relativehumidityforoneofthefollowing 2244,D2616,D4214andE97.Selectmethodsinaccordance periods in accordance with the type of coating: with product use requirements. 8.2 Becauseofpossiblevariationsinresultsasdescribedin 3.4,noreferenceshouldbemadetoresultsobtainedfromtests conducted in the apparatus using this practice unless accom- 7ApparatusandlampsfromQ-PanelCo.,26200FirstSt.,Cleveland,OH44145 paniedbySection9orunlessotherwisespecifiedinareference andfromAtlasElectricDevicesCo.,4114N.RavenswoodAve.,Chicago,IL60613, havebeenfoundsuitableforthispurpose. procedure. 2D 4587 9. Report the wavelength near low cut-off where 1% of peak emission 9.1 Report the following information: occurs. 9.1.1 Manufacturer and model of fluorescent UV/ 9.1.3 Exposure cycle, for example, 4 h UV/60°C, 4 h condensation apparatus. CON/50°C. 9.1.2 Manufacturer’s designation for the fluorescent UV 9.1.4 Total exposure time. lamp and the relative spectral energy distribution of the lamp. 9.1.5 Results of panel evaluation (see 8.1). This may be accomplished by listing the manufacturer’s 9.1.6 Identificationofstandardusedforcomparativeevalu- designation,wavelength(nm)wherepeakemissionoccurs,and ation, if any. TheAmericanSocietyforTestingandMaterialstakesnopositionrespectingthevalidityofanypatentrightsassertedinconnection withanyitemmentionedinthisstandard.Usersofthisstandardareexpresslyadvisedthatdeterminationofthevalidityofanysuch patentrights,andtheriskofinfringementofsuchrights,areentirelytheirownresponsibility. Thisstandardissubjecttorevisionatanytimebytheresponsibletechnicalcommitteeandmustbereviewedeveryfiveyearsand ifnotrevised,eitherreapprovedorwithdrawn.Yourcommentsareinvitedeitherforrevisionofthisstandardorforadditionalstandards andshouldbeaddressedtoASTMHeadquarters.Yourcommentswillreceivecarefulconsiderationatameetingoftheresponsible technicalcommittee,whichyoumayattend.Ifyoufeelthatyourcommentshavenotreceivedafairhearingyoushouldmakeyour viewsknowntotheASTMCommitteeonStandards,100BarrHarborDrive,WestConshohocken,PA19428. 3
D5256.PDF	Designation: D 5256 – 92 (Reapproved 1996) AMERICANSOCIETYFORTESTINGANDMATERIALS 100BarrHarborDr.,WestConshohocken,PA19428 ReprintedfromtheAnnualBookofASTMStandards.CopyrightASTM Standard Test Method for Relative Efficacy of Dynamic Solvent Systems for Dissolving Water-Formed Deposits 1 ThisstandardisissuedunderthefixeddesignationD5256;thenumberimmediatelyfollowingthedesignationindicatestheyearof originaladoptionor,inthecaseofrevision,theyearoflastrevision.Anumberinparenthesesindicatestheyearoflastreapproval.A superscriptepsilon(e)indicatesaneditorialchangesincethelastrevisionorreapproval. 1. Scope 3. Terminology 1.1 Thistestmethodcoversthedeterminationoftherelative 3.1 Definitions: efficacy of dynamic solvent systems for dissolving water- 3.1.1 water-formed deposits—any accumulation of in- soluble material derived from water or formed by the reaction formed deposits that have been either removed from the ofwateruponthesurfaceincontactwiththewater.See3.1.1.1. underlying material or synthetically prepared, or deposits 3.1.1.1 Discussion—Deposits formed from or by water in attached to the underlying material. all its phases may be further classified as scale, sludge, 1.2 Thenatureofthistestmethodissuchthatstatementsof corrosionproducts,orbiologicaldeposits.Theoverallcompo- precision and bias as determined by round robin tests could sitionofadepositorsomepartofadepositmaybedetermined mislead users of this test method (see Sections 11 and 12). by chemical or spectrographic analysis; the constituents actu- Therefore, no precision and bias statements are made. ally present as chemical substances may be identified by 1.3 The values stated in SI units are to be regarded as the microscope or x-ray diffraction studies. Organisms may be standard. identified by microscopical or biological methods. 1.4 This standard does not purport to address all of the 3.1.2 Fordefinitionsofothertermsusedinthistestmethod, safety concerns, if any, associated with its use. It is the refer to Terminology D1129 and Test Method D4743. 3.2 Definitions of Terms Specific to This Standard: responsibility of the user of this standard to establish appro- 3.2.1 dynamic solvent system—any closed loop system in priate safety and health practices and determine the applica- which the solvent is in motion across the deposit surface. bility of regulatory limitations prior to use. 3.2.2 single and multiple solvent systems—a single solvent systemisaone-solutiontreatment.Amultiplesolventsystemis 2. Referenced Documents a treatment using two or more solutions in sequence. 2.1 ASTM Standards: 3.2.3 solvent system—specified chemicals or combination D 887 Practice for Sampling Water-Formed Deposits2 ofchemicals,thatmayincludecorrosioninhibitors,formulated D 1129 Terminology Relating to Water3 to react with and remove deposits. D 1193 Specification for Reagent Water3 4. Summary of Test Method D2331 PracticesforPreparationandPreliminaryTestingof Water-Formed Deposits2 4.1 Thistestmethodconsistsofdeterminingtheabilityofa D2777 PracticeforDeterminationofPrecisionandBiasof dynamic solvent system to dissolve deposits. Applicable Methods of Committee D-19 on Water3 4.2 Fortheunattacheddeposits,thistestmethodconsistsof D 2790 Methods forAnalysis of Solvent Systems Used for exposing weighed amounts of deposit to the dynamic solvent Removal of Water-Formed Deposits4 systems and determining the weight loss of the exposed D 3263 Test Methods for Corrosivity of Solvent Systems deposit,therebydeterminingtheefficacyofthesolventsystem. for Removing Water-Formed Deposits2 4.3 Fortheattacheddeposits,theamountandtimerequired D 3483 Test Methods for Accumulated Deposition in a to yield a constant amount of certain loss of interest and the Steam Generator Tube2 amountofdepositnotremoveddeterminestherelativeefficacy D 4743 Test Methods for Efficacy of Solvent Systems for of the dynamic solvent system. Dissolving Water-Formed Deposits2 5. Significance and Use 5.1 This test method is useful because the choice of a 1ThistestmethodisunderthejurisdictionofASTMCommitteeD-19onWater solvent system for removing water-formed deposits depends andisthedirectresponsibilityofSubcommitteeD19.03onSamplingofWaterand upontheabilityofthedynamicsolventsystemtodissolveboth Water-FormedDeposits,SurveillanceofWater,andFlowMeasurementofWater. unattached and attached deposits. CurrenteditionapprovedJune15,1992.PublishedOctober1992. 2AnnualBookofASTMStandards,Vol11.02. 6. Apparatus 3AnnualBookofASTMStandards,Vol11.01. 4Discontinued;see1993AnnualBookofASTMStandards,Vol11.02. 6.1 Common Equipment: 1D 5256 NOTE 1—The equipment listed in this section is basic and serves the functionofthistestmethod.Thisbasictestprocedurecouldbemodified tomeetthespecificneedsofaparticularinvestigation.Thetestapparatus, however,mustbeidentifiedandreportedwiththeresults.Forcomparative typetests,asdescribedintheprocedure,itisimportantthatalltestsberun inanidenticalmanner. 6.2 Unattached or Synthetic Deposit Removal (See Fig. 1 and Fig. 2): 6.2.1 Balance, capable of weighing to the nearest 0.1 mg. 6.2.2 Heating Bath, thermostatically controlled to 6 1°C. 6.2.3 Stirrer, controlled agitation. 6.2.4 Temperature Indicator. 6.2.5 Reaction Flask, stirred tests are best accomplished in round bottom flasks. 6.2.6 Condenser. 6.3 Attached Deposit Removal (See Fig. 3): 6.3.1 Solvent Heater/Solvent Reservoir. 6.3.2 Sample Holder. 6.3.3 Flow Controller. 6.3.4 Sample System (usually with cooler). 6.3.5 Pressure Relief. A:Stirrer,B:PressureControl(Gauge,VentandRelief),C:TemperatureMea- surement,D:TemperatureControl,E:HeatedAutoclave 6.3.6 Pump. FIG.2HighTemperatureTestEquipment 6.3.7 Flow Meter. 6.3.8 Temperature Controller. 7. Reagents 7.1 PurityofReagents—Allsolventmaterialssuchasacids, inhibitors, and other additives shall be of the grade normally employed in chemical cleaning practices for the removal of water-formed deposits. Unless otherwise indicated, it is in- tendedthatallchemicalsshallconformtothespecificationsof theCommitteeonAnalyticalReagentsoftheAmericanChemi- A:HighPointPressureRelief,B:PressureGauge,C:Vent,D:SolventAddition Valve,E:TemperatureMeasurement,F:FlowMeasurement,G:TubeSample Holder,H:VariableSpeedPump,I:SampleValveWithIntegralCooler,J:Regu- latedHeatSource FIG.3DynamicTestEquipment cal Society,5 where such specifications are available. 7.2 PurityofWater—Unlessotherwiseindicatedreferences towatershallbeunderstoodtomeanreagentwaterconforming 5Reagent Chemicals, American Chemical Society Specifications, American ChemicalSociety,Washington,DC.Forsuggestionsonthetestingofreagentsnot listed by theAmerican Chemical Society, see Analar Standards for Laboratory A:Condenser,B:TemperatureMeasurement,C:Stirrer,D:HeatedReaction Chemicals,BDHLtd.,Poole,Dorset,U.K.,andtheUnitedStatesPharmacopeia Flask andNationalFormulary,U.S.PharmaceuticalConvention,Inc.(USPC),Rockville, FIG.1LowTemperatureTestEquipment MD. 2D 5256 to Type II of Specification D1193. 9.3.3 Use a measured volume of test solvent to fill the test apparatus. 8. Sampling 9.3.4 Establish solvent flow in the test apparatus. The 8.1 Collect and preserve the sample in accordance with solvent flow should bypass the test specimen until the proper Practices D887 (see Note 2). flowrate,systempressure,andsolventtemperatureisreached. NOTE 2—If Method A of Test Methods D3483 is being used, the 9.3.4.1 Establish and record the solvent flow rate based on depositremovedinthattestcanbeusedinthistestmethod. the cross section area of the test specimen. 8.2 Collect and preserve the sample(s) obtained during the 9.3.5 Heat the solvent to the appropriate test temperature. cleaning of attached deposit sample. After the solvent temperature and flow rate have stabilized, draw a sample for analysis. 9. Procedure 9.3.6 Establish flow through the test specimen. This is 9.1 Prepare a water solution of the solvent systems to be considered as“ time zero.” tested using a weight percentage basis for the acid or other 9.3.7 Monitor and record flow rate, pressure and tempera- active material including any additives. Add only inhibitors ture during the test interval. suppliedinliquidformonavolumebasisasprescribedbythe 9.3.8 Draw samples at periodic time intervals and analyze manufacturer. for ions of choices. 9.2 Synthetic or Unattached Deposits: 9.3.9 If necessary, use intermediate visual examinations to 9.2.1 Samplepreparationshallbeinaccordancewith9.2of determine cleaning efficacy. Test Method D4743. 9.3.10 At the completion of the test period, determined by 9.2.2 Pour a measured volume of the test solvent (see 9.1) 9.3.8and9.3.9,determinetheremainingdepositaccumulation into the chosen test apparatus (see Section 6). accordingtoTestMethodsD3483(seeNote6).Thisvalueas 9.2.2.1 The weighed deposit can be added to the solvent well as the time required to achieve the level of cleanliness is priortoheatingthesolvent;however,acontrolledandreported used as the relative measure of cleaning efficacy for attached temperature must be maintained so that the results between deposit. tests can be readily compared. 9.2.3 Heat the solvent to the test temperature while stirring NOTE 6—Since the remaining deposit may be acid insoluble, the at the specified RPM (see Note 3). preferredmethodisMethodAofTestMethodsD3483. NOTE 3—Astirrateof60to90RPMiscommonlyused. 10. Calculation 9.2.4 Takeaportionofthedeposit(see9.2.1),weightothe 10.1 For Synthetic or Unattached Deposits: nearest 0.01 g and record an original deposit weight. The 10.1.1 Determine the amount of deposit that was dissolved deposit weight should meet a solvent volume/deposit weight by subtracting the amount not dissolved (see 9.2.7) from the ratio for this specified application (see Note 4). original deposit weight (see 9.2.4). NOTE 4—Asolventvolume/depositweightratioof100mLsolvent/1g 10.1.2 Express the efficacy of the solvent system as the depositiscommonlyused. percent deposit dissolved, by dividing the amount dissolved 9.2.5 Afterthesolventhasstabilizedatthetesttemperature, (see 10.1.1) by the original amount (see 9.2.4) and converting drawasampleforanalysis,thenaddthedeposittothesolvent. the resultant decimal to a percentage. This is considered as “time zero.” 10.1.3 Use the following formula to calculate solvent effi- 9.2.6 If required, samples can be drawn at periodic time cacy: intervals. Maintain strict control of all sample weights (to OS2~FS! nearest 0.01 g). SE5 3100 (1) OS 9.2.7 At the termination of the test, cool and filter the solvent. Determine the deposit residue weight in accordance where: with 9.4 and 9.5 of Test Method D4743. SE 5 solvent efficacy, 9.3 Attached Deposit (Comparative Tests): OS 5 original deposit weight, g, and 9.3.1 Establish accumulated deposition in accordance with FS 5 final deposit residue weight, g. Test Methods D3483 on a portion of the sample adjacent to 10.2 For Attached Deposits: and representative of the section to be tested below. 10.2.1 Determine the amount of deposit that was removed 9.3.2 Theratiooftheweightofattacheddepositonthetest bysubtractingthefinaldepositaccumulation(see9.3.10)from specimen to test apparatus volume must be recorded and the original deposit accumulation (see 9.3.1). should be appropriate for the application (see Note 5). 10.2.2 Express the efficacy of the solvent system as the percent of accumulated deposit removed, by dividing the NOTE 5—Due to the constraints imposed by the solvent circulation system, the solvent volume/deposit weight ratio on attached deposits is amountremoved(see10.2.1)bytheoriginalamount(see9.3.1) often larger than desired.This excess capacity can be partially compen- and converting the resultant decimal to a percentage. sated by reducing the concentration of the active components of the 10.2.3 Use the following formula to calculate solvent solvent. However, in all cases the actual cleaning operation should be efficacy: designed and controlled according to the accepted practice for the particular solvent system being applied and not according to the values ODA2~FDA! SE5 3100 (2) generatedbythistestmethod. ODA 3D 5256 where: statement meets the requirements of Practice D 2777. SE 5 solvent efficacy, ODA 5 original deposit accumulation, mg/cm2, and 13. Keywords FDA 5 residual deposit accumulation, mg/cm2. 13.1 attached; deposit; dynamic; efficacy; removal; scale; 11. Interpretation of Results solvent; systems; unattached; water formed 11.1 Use the results of the procedure in this test method to determine if a solvent is be effective in removing the deposit. 11.2 The actual choice of a solvent system to remove the depositdependsnotonlyontheefficacy(see11.1)butonmany other factors as well. Some of these factors are: the compatibility of the solvent with the alloys contained in the system (see Test Methods D3263); the water requirements of thesolventsystem;thetemperaturerequirementsofthesolvent system; the disposal restrictions of the solvent system; the mechanicalrequirementstoapplythesolventsystem;andother considerations such as relative cost. 11.3 The results obtained by these test methods should include the type and method of test, the types and concentrations of the solvents tested, the physical parameters involved in the tests, the calculation of the efficacy of the solventstestedandanyobservationsthatmightbepertinentto choiceofasolventsystem.Toaidinreportingtheseparameters a guide to reporting is shown in Fig. 4. 12. Precision and Bias 12.1 Because of the many variables involved in the selectionofasolventsystem(see11.2),astatementregarding precision and bias would be meaningless and may even be misleading. The user is cautioned to select test conditions as close as possible to his actual system conditions. 12.2 The ResultsAdvisor and Technical Operation Section oftheExecutiveSubcommitteeconcurthattheaboveprecision 4D 5256 FIG.4GuidetoReporting TheAmericanSocietyforTestingandMaterialstakesnopositionrespectingthevalidityofanypatentrightsassertedinconnection withanyitemmentionedinthisstandard.Usersofthisstandardareexpresslyadvisedthatdeterminationofthevalidityofanysuch patentrights,andtheriskofinfringementofsuchrights,areentirelytheirownresponsibility. Thisstandardissubjecttorevisionatanytimebytheresponsibletechnicalcommitteeandmustbereviewedeveryfiveyearsand ifnotrevised,eitherreapprovedorwithdrawn.Yourcommentsareinvitedeitherforrevisionofthisstandardorforadditionalstandards andshouldbeaddressedtoASTMHeadquarters.Yourcommentswillreceivecarefulconsiderationatameetingoftheresponsible technicalcommittee,whichyoumayattend.Ifyoufeelthatyourcommentshavenotreceivedafairhearingyoushouldmakeyour viewsknowntotheASTMCommitteeonStandards,100BarrHarborDrive,WestConshohocken,PA19428. 5
D4797.PDF	Designation: D 4797 – 88 (Reapproved 1998) AMERICANSOCIETYFORTESTINGANDMATERIALS 100BarrHarborDr.,WestConshohocken,PA19428 ReprintedfromtheAnnualBookofASTMStandards.CopyrightASTM Standard Test Methods for Chemical and Gravimetric Analysis of White and Yellow Thermoplastic Traffic Marking Containing Lead Chromate and Titanium Dioxide1 ThisstandardisissuedunderthefixeddesignationD4797;thenumberimmediatelyfollowingthedesignationindicatestheyearof originaladoptionor,inthecaseofrevision,theyearoflastrevision.Anumberinparenthesesindicatestheyearoflastreapproval.A superscriptepsilon(e)indicatesaneditorialchangesincethelastrevisionorreapproval. 1. Scope 3.2 Definitions of Terms Specific to This Standard: 1.1 These test methods cover procedures for the chemical 3.2.1 ash—the inorganic components of thermoplastic traf- and gravimetric analysis of white and yellow thermoplastic fic marking including the pigment, glass spheres, and filler. traffic marking containing lead chromate and titanium dioxide 3.2.2 binder—theorganiccomponentsofthermoplastictraf- pigment. fic marking that bind the pigments, glass spheres, and filler 1.2 Theanalyticalproceduresappearinthefollowingorder: together as a unit. 3.2.3 filler—the inorganic components of thermoplastic Sections traffic marking not including the pigments or glass spheres. PercentBinder 10 PercentGlassBeads(Note1) 11 3.2.4 pigment—titanium dioxide and lead chromate colo- PercentTitaniumDioxide 12 rants. PercentLeadChromateandAnalysisofChromeYellowand 13 3.2.5 thermoplastic—See thermoplastic traffıc marking. ChromeOrangePigments(Note2) 3.2.6 thermoplastic traffıc marking—a highly filled 100% 1.3 This standard does not purport to address all of the total solids highway marking system that when heated to a safety concerns, if any, associated with its use. It is the moltenstatecanbeextrudedorsprayedontoaroadsurfaceand responsibility of the user of this standard to establish appro- when cooled forms a solid durable delineator. priate safety and health practices and determine the applica- bility of regulatory limitations prior to use. 4. Summary of Test Method NOTE 1—Testfor1.50glassspheresonly. 4.1 Thethermoplasticmaterialispreparedforthedescribed NOTE 2—Thismodifiedanalysisofchromeyellowandchromeorange testmethodsbymeltingasampletoitsapplicationtemperature pigmentsmustbeusedbecausetheheatresistantchromeyellowsinthe under continuous agitation. The specimen is then poured into thermoplasticcannotbeanalyzedbyTestMethodD126. roundpattiesonacleantinplateorbakingpan.Thepattiesare 2. Referenced Documents then broken into pieces for ignition in a muffle furnace. The percent binder is calculated from the ashed specimen and the 2.1 ASTM Standards: various tests for glass spheres, titanium dioxide, and lead D126 Test Methods for Analysis of Yellow, Orange, and chromate pigment are performed on the ashed residue. The Green Pigments Containing Lead Chromate and Chro- testsforpigmenttypeorglassspheresmayberunonthesame mium Oxide Green2 ashed specimen. Specimen selection and preparation are the D883 Terminology Relating to Plastics3 same for each sample tested. D1193 Specification for Reagent Water4 D1394 Test Methods for Chemical Analysis of White 5. Significance and Use Titanium Pigments2 5.1 The function of these test methods is to define the F412 Terminology Relating to Plastic Piping Systems5 percent of binder, glass, titanium dioxide, and lead chromate 3. Terminology presentinthecompositionofthethermoplastictrafficmarking as defined by the applicable specification for the manufacture 3.1 Definitions—Definitions are in accordance with Termi- of a specific thermoplastic traffic marking. nology D883 and F412, unless otherwise indicated. 6. Apparatus 1ThesetestmethodsareunderthejurisdictionofASTMCommitteeD-1onPaint 6.1 Balance, analytical, accurate to 0.1 mg. andRelatedCoatings,Materials,andApplicationsandarethedirectresponsibility 6.2 Buret, 10 mL, 0.1-mLdivisions. ofSubcommitteeD01.44onTrafficCoatings. 6.3 Buret, 50 mL, 0.1-mLdivisions. CurrenteditionapprovedOct.31,1988.PublishedDecember1988. 2AnnualBookofASTMStandards,Vol06.03. 6.4 Crucibles, 30 mL, porcelain. 3AnnualBookofASTMStandards,Vol08.01. 6.5 Desiccator. 4AnnualBookofASTMStandards,Vol11.01. 6.6 Erlenmeyer flask, 500 mL. 5AnnualBookofASTMStandards,Vol08.04. 1D 4797 6.7 Furnace (Muffle), capable of maintaining 1100°C. 10. Percent Binder 6.8 Hot Plate, capable of maintaining 537°C. 10.1 Procedure: 6.9 Jones Reductor. 10.1.1 Weigh the crucible and ash (see Section 9) to the 6.10 MortarandPestle,glazedceramicorotherimpervious nearest0.1mgandcalculatethepercentoforganicbinderDas type. follows: 6.11 Oven, capable of maintaining 260°C. D 5@12~S/W!#3100 (1) 6.12 Sieve, 3 in., 45-µm (No. 325) (metal). where: 7. Reagents S 5 ashed weight of thermoplastic specimen, g, and 7.1 Purity of Reagents—Reagent grade chemicals shall be W 5 weight of thermoplastic specimen, g. usedinalltests.Unlessotherwiseindicated,itisintendedthat allreagentsshallconformtothespecificationsoftheCommit- 11. Percent Glass Beads teeonAnalyticalReagentsoftheAmericanChemicalSociety, 11.1 Interferences—Acid-insoluble fillers will affect the where such specifications are available.6 Other grades may be glass-sphere analysis and must be removed by some physical used, provided it is first ascertained that the reagent is of separation method or accounted for quantitatively, or both. sufficiently high purity to permit its use without lessening the 11.2 Procedure: accuracy of the determination. 11.2.1 Weighthecrucibleandash(seeSection9)to0.1mg 7.2 PurityofWater—Unlessotherwiseindicated,references and calculate the percent ash. to water shall be understood to mean reagent water as defined 11.2.2 After the ashed material has been weighed, transfer by Type IV of Specification D1193. theashtoamortarandpestleandgrindwithminimalpressure 7.3 Alcohol—Ethyl alcohol 95%. toreducetheashtoafinegrainedconsistencywithoutcrushing 7.4 Potassium Chloride (KCl). thebeads.Carefullytransfertheashedcontentsintoa400-mL 7.5 PotassiumHydroxideSolution—Dissolve50gofpotas- beaker. sium hydroxide (KOH) in 100 mLof freshly distilled water. 11.2.3 Add to the ash approximately 150 mLof cold 1+2 7.6 Potassium Iodide (KI). HCl and stir occasionally until the effervescence has ceased 7.7 Potassium Permanganate Solution (KMnO ) (0.1N). 4 completely. 7.8 Sodium Thiosulfate, Standard Solution—(NA S O 2 2 3 11.2.4 Placethebeakeronahotplatepreheatedtoapproxi- ·5H O) (0.1 N). 2 mately260°Candboilfor20minundercontinuousagitationto 7.9 Starch (Soluble) Indicator Solution—Dissolve 10 g of dissolve all acid-soluble filler pigments. soluble starch in 1 Lof deionized or distilled water. 11.2.5 Removethebeakerfromthehotplate,andwhilehot, 7.10 Hydrochloric Acid Solution (HCl) (1+2). immediately dilute the contents with 150 mL of cold water. 7.11 Hydrochloric Acid, Concentrated (HCl). Allowthebeadstosettle.Decantthewatercarefullysoasnot 8. Sampling to lose any glass beads. 11.2.6 Continuedilutingwith150-mLaliquotsofwaterand 8.1 Samples may be obtained by an appropriate quartering decanting until the water is nearly clear. Then transfer the orrifflesamplingmethodwheredeemednecessaryconsidering residue into a weighed 3-in. 45-µm (No. 325) sieve and wash the physical form of the material. with 500 mLof cold water. 9. Preparation of Specimens 11.2.7 Drythesidesandthebottomofthesievewithapaper towel and dry for 1 h in a gravity oven preheated to 100°C. 9.1 Meltasampleofapproximately1000gofthermoplastic 11.2.8 Place the sieve in a desiccator and cool to room traffic marking to 210 to 218°C under continuous agitation on temperature. Weigh the sieve and glass beads to 0.1 mg and a hot plate set at 537°C or stir every 15 min in an oven set at calculate the percent beads G as follows: 260°C. 9.2 Flow the sample out on a smooth clean surface and G5~B/W!3100 (2) allowittocooltoroomtemperature.Patties1⁄ 8in.(3mm)thick where: willfacilitatebreakingupspecimensforthedescribedanalysis. B 5 weight of the glass beads, g, and 9.3 Breakthespecimenintosmallpiecesandweigh10gto W 5 weight of thermoplastic specimen, g. the nearest 0.1 mg into a 30-mLweighed crucible. 9.4 Cover the crucible and place into a muffle furnace 12. Percent Titanium Dioxide preheated to 540°C and ash for 1 h or until no carbonaceous 12.1 Procedure: materials remain. 12.1.1 Weighthecrucibleandash(seeSection9)to0.1mg 9.5 Remove the crucible with the ashed remains of the and calculate the percent of ash which is also equal to the specimen and place into a desiccator and cool to room percent filler (pigments and beads). temperature. 12.1.2 After weighing the above ashed materials, carefully transfer the ash to an agate or similar impervious-type mortar. 6“ReagentChemicals,AmericanChemicalSocietySpecifications,’’Am.Chemi- Grind the ash to a consistent fine powder except for the glass calSoc.,Washington,DC.Forsuggestionsonthetestingofreagentsnotlistedby beads.Thepulverizedashmustbestirredeachtimespecimens theAmericanChemicalSociety,see“ReagentChemicalsandStandards,’’byJoseph are taken to weigh the prescribed amount for the analysis. Rosin, D. Van Nostrand Co., Inc., New York, NY, and the “United States Pharmacopeia.’’ 12.1.3 Weigh 1 6 0.1 g of ash for the titanium analysis. 2D 4797 12.1.4 Proceed with the titanium analysis as described in 13.1.3 Weigh 1 6 0.1 g of the ash for the lead chromate Test Methods D1394. The Jones Reductor or aluminum (PbCrO ) analysis. 4 reduction method may be used. 13.1.4 Analyze the dry ash as follows: 12.1.5 At the end of the digestions described in Test 13.1.4.1 Transfer the ashed specimen to a 500-mLErlenm- MethodsD1394,filtertheundigestedmaterialsthrougha3-in. eyer flask.Add 6 mL of the (KOH) solution (see 7.5) and 10 45-µm (No. 325) sieve with hot water. This will prevent mLofdistilledwater.Heatuntildissolved.Donotallowtodry. cloggingoftheJonesReductor.Thisstepisnotnecessaryifthe To the hot solution add 50 g of KCl. Dilute with water to 200 aluminum reduction method is used. mLand swirl until dissolved.Add 16 mLof HCl slowly.Add 12.1.6 Calculatethepercentoftitaniumdioxide(TiO )from 10 g of KI and titrate with the standard sodium thiosulfate 2 the total ash weighed. The result gives the percent of TiO in solution (see 7.7) using the starch solution (see 7.8) as the 2 the total thermoplastic specimen. indicator. Titrate to a green endpoint. 12.1.7 Calculate the percent ash A as follows: NOTE 3—A10-mLburetmaybeusedsincethetitrantrequiredissmall A5~S/W!3100 (3) formostthermoplasticanalysis. where: 13.1.5 Calculate the percent ash A as follows: S 5 weight of ash, g, and A5~S/W!3100 (5) W 5 weight of thermoplastic specimen used, g. 12.1.8 CalculatethepercentoftotalTiO intheTbasedon where: 2 percent ash: S 5 weight of gas, g, and W 5 weight of the thermoplastic specimen used, g. T 50.08AMN/CS (4) a 13.1.6 Calculate the percent of total PbCrO in the sample 4 where: (binder+filler) L based on percent ash as follows: A 5 ash (pigment+filler+beads), %, L 50.1077AMN/CS (6) a S 5 weight of ash used, g, a M 5 amountof0.1Npotassiumpermanganate(KMnO ) where: 4 solution used, mL, (see the paragraph on titration A 5 ash (pigment+filler+beads), %, with KMnO 4 solution of the Procedure section of C 5 correction factor for PbCrO 4 pigment used (for ex- the Jones Reductor Method of Test Methods ample, 90 to 100%, normally 1.0). This represents D1394), the purity of the pigment if specified, N 5 normality of KMnO used, M 5 amount of 0.1 N sodium thiosulfate solution used, 4 C 5 correction factor for TiO pigment used (usually mL, 2 1.0). This represents the purity of the pigment if N 5 normality of sodium thiosulfate used, and specified, and S a 5 weight of ash used, g. 0.08 5 weight of TiO per 1 mLof 1 N KMnO , g. 2 4 14. Precision and Bias 13. Percent Lead Chromate 14.1 Nogeneralstatementofprecisioncanbemadebecause 13.1 Procedure: of lack of sufficient data at this time. 13.1.1 Weighthecrucibleandash(seeSection9)to0.1mg 14.2 No statement of bias can be prepared for this test and calculate the percent of ash. methodsincethereisnoabsolutemethodforuseasabasisfor comparison. 13.1.2 After weighing the above ashed materials, carefully transfer the ash to an agate or similar impervious type mortar 15. Keywords and grind the ash to a consistent fine powder except for the glass beads. The pulverized ash must be stirred when speci- 15.1 glassspheres(intrafficpaint);leadchromate;titanium mensaretakentoweightheprescribedamountfortheanalysis. dioxide; thermoplastic traffic marking material TheAmericanSocietyforTestingandMaterialstakesnopositionrespectingthevalidityofanypatentrightsassertedinconnection withanyitemmentionedinthisstandard.Usersofthisstandardareexpresslyadvisedthatdeterminationofthevalidityofanysuch patentrights,andtheriskofinfringementofsuchrights,areentirelytheirownresponsibility. Thisstandardissubjecttorevisionatanytimebytheresponsibletechnicalcommitteeandmustbereviewedeveryfiveyearsand ifnotrevised,eitherreapprovedorwithdrawn.Yourcommentsareinvitedeitherforrevisionofthisstandardorforadditionalstandards andshouldbeaddressedtoASTMHeadquarters.Yourcommentswillreceivecarefulconsiderationatameetingoftheresponsible technicalcommittee,whichyoumayattend.Ifyoufeelthatyourcommentshavenotreceivedafairhearingyoushouldmakeyour viewsknowntotheASTMCommitteeonStandards,100BarrHarborDrive,WestConshohocken,PA19428. 3
D4611.PDF	Designation: D 4611 – 86 (Reapproved 1995) AMERICANSOCIETYFORTESTINGANDMATERIALS 100BarrHarborDr.,WestConshohocken,PA19428 ReprintedfromtheAnnualBookofASTMStandards.CopyrightASTM Standard Test Method for Specific Heat of Rock and Soil1 ThisstandardisissuedunderthefixeddesignationD4611;thenumberimmediatelyfollowingthedesignationindicatestheyearof originaladoptionor,inthecaseofrevision,theyearoflastrevision.Anumberinparenthesesindicatestheyearoflastreapproval.A superscriptepsilon(e)indicatesaneditorialchangesincethelastrevisionorreapproval. 1. Scope 3.1.1 instantaneous specific heat—the rate of change of 1.1 This test method covers the determination of instanta- sample enthalpy, h, per unit mass with respect to temperature, neous and mean specific heat of rock and soil. T, at constant pressure, p, 1.2 This test method employs the classical method of c 5~dh/dT! p p mixtures.Thisprovidesproceduresandapparatussimplerthan (1) thosegenerallyusedinscientificcalorimetry,anaccuracythat 3.1.2 mean specific heat—the quantity of heat required to isadequateformostrocksandsoils,andadegreeofprecision change the temperature of a unit mass of a substance one that is reproducible by laboratory technicians of average skill. degree,measuredastheaveragequantityoverthetemperature Whilethistestmethodwasdevelopedfortestingrockandsoil, range specified. (It is distinguished from true specific heat by it is easily adaptable to measuring the specific heat of other being an average rather than a point value. The unit of materials. measurement is joule per kilogram Kélvin, J/kgK). 1.3 Thetestingprocedureprovidesaninstantaneousspecific 3.1.3 thermal capacity—the amount of heat necessary to heatoverthetemperature25to300°Corameanspecificheat change the temperature of the body one degree. For a homo- in that temperature range. geneous body, it is the product of mass and specific heat. For 1.4 The test procedure is limited to dry samples. anonhomogeneousbody,itisthesumoftheproductsofmass 1.5 This standard does not purport to address all of the and specific heat of the individual constituents. Thermal safety concerns, if any, associated with its use. It is the capacity has the units of joule per Kelvin, J/K. responsibility of the user of this standard to establish appro- 3.1.4 thermal diffusivity—the ratio of thermal conductivity priate safety and health practices and determine the applica- of a substance to the product of its density and specific heat. bility of regulatory limitations prior to use. Common unit for this property is m2/s. 3.2 Symbols: 2. Referenced Documents 3.2.1 DH—enthalpy change (J/kg). 2.1 ASTM Standards: 3.2.2 mc —thermal capacity (J/K). p C303 Test Method for Density of Preformed Block-Type 3.2.3 T —final temperature of the mixture obtained by Thermal Insulation2 extrapolatim on (K). C351 Test Method for Mean Specific Heat of Thermal 3.2.4 T —temperature of the calorimeter immediately prior Insulation2 to drop obc tained by extrapolation. D618 Practice for Conditioning Plastics and Electrical 3.2.5 T —temperature of capsule and sample, capsule or Insulating Materials for Testing3 standard inh the heater prior to drop (K). D2766 Test Method for Specific Heat of Liquids and 3.2.6 DT—temperature difference. Solids4 3.2.7 c¯ —mean specific heat (J/kgK). p E230 Temperature-Electromotive Force (EMF) Tables for 3.2.8 c —instantaneous specific heat (J/kgK). Thermocouples5 p E344 TerminologyRelatingtoThermometryandHydrom- 4. Summary of Test Method etry5 4.1 Themethodofmixturesconsistsessentiallyofaddinga known mass of material at a known temperature to a known 3. Terminology mass of calorimetric fluid at a known lower temperature and 3.1 Definitions: determining the equilibrium temperature that results.The heat absorbed by the fluid and containing vessel can be calculated 1ThistestmethodisunderthejurisdictionofASTMCommitteeD-18onSoil from calibrations and this value equated to the expression for and Rock and is the direct responsibility of Subcommittee D18.12 on Rock the heat given up by the hot material. From this equation, the Mechanics. unknownspecificheatcanbecalculated.Ifonlyonedropfrom CurrenteditionapprovedSept.26,1986.PublishedNovember1986. 2AnnualBookofASTMStandards,Vol04.06. asingletemperatureisperformed,thenonlythemeanspecific 3AnnualBookofASTMStandards,Vols08.01,10.01. heat can be calculated. If several drops are performed, the 4AnnualBookofASTMStandards,Vol05.02. instantaneous specific heat can be calculated. 5AnnualBookofASTMStandards,Vol14.03. 1D 4611 5. Significance and Use long as the requirements for the heater can be met. The relative dimensionsoftheheaterandcapsuleshallbesuchthatthespecimenwill 5.1 Specific heat is a basic thermodynamic property of all beheatedtoauniformandconstanttemperatureasrequired.Theheater substances.The value of specific heat depends upon chemical shouldbeprovidedwithaninsulatedremovablecoverdesignedtopermit compositionandtemperature.Therateoftemperaturediffusion passage of sample capsule temperature sensing devices and suspension throughamaterial,thermaldiffusivity,isafunctionofspecific wire.The bottom should be closed with a removable insulated cover to heat; therefore, specific heat is an essential property of rock permit free dropping of the capsule. Typically, the heater assembly is and soil when these materials are used under conditions of mounted so it can be swung quickly into place over the calorimeter immediately prior to drop and swung away after the sample has been unsteady or transient heat flow. dropped. 6. Apparatus 6.5 Capsule—The capsule shall be of the hermetically sealed type. The capsule’s heat capacity should be minimized 6.1 CalorimeterandAccessories—Thecalorimetershallbe and in no instance should be greater than the heat capacity of anunlaggedDewarflask.ThecapacityoftheDewarflaskshall the sample. The capsule should be made of high conductivity be such as to yield a 1 to 5 K temperature rise of the receiver material. Typically, capsules are thin wall copper or stainless fluid with average sample size used during testing (Note 1). steel containers. The flask shall have an insulated cover or stopper. Other 6.6 Specimen Temperature Readout Device—A convenient accessories shall include a magnetic stirrer equipped with a method of measuring the temperature of the sample in the speed regulating device. heater unit shall be provided. It is desirable to measure the NOTE 1—Typicalvolumesareapproximately500to750mLwithrock sample temperature inside the container; however, measuring orsoilsamplesof50ginthinwallstainlesssteelcontainers. of the outside of the container is permitted. Typically, a 6.2 Calorimeter Temperature-Sensing Device—A thermocouplecalibratedtothespeciallimitsoferrorspecified temperature-sensingdevicecapableof0.0025Kresolutionand in EMF Tables E230 is used for sample temperature readout. covering a minimum of 5 K range shall be used. The temperature shall be measured to 61% of the test temperature. NOTE 2—Asuitable temperature sensor is a multijunction thermopile 6.7 Test Room—The room temperature in which the tests typicallyreferencedtoanicebath. are conducted shall be maintained at 23 6 2°C. 6.3 Calorimeter Fluid—The calorimeter fluid should be a 6.8 CalibrationStandards—Aminimumofthreecalibration high specific heat fluid, stable to 250 to 300°C and having a standards are required.The standards must be traceable to the low vapor pressure. Silicone based fluids are frequently used. U.S. National Bureau of Standards (NBS) or other recognized 6.4 Heater—The heater shall be designed to provide a standard. uniform heating zone. A maximum variation of 61 % of the meanheatertemperaturealongtheheaterlengthcorresponding 7. Test Specimen to the sample is permitted. 7.1 Form—In order to increase the accuracy of this test NOTE 3—Typically, open-end radiation type heaters similar to the method, the sample mass should be maximized for a given cylindrical device shown in Fig. 1 are used. Such heaters are usually capsule volume. This usually means, for dense rocks, that the heatedbyelectricity;however,othermeansofheatingareacceptableas sample should be machined to fit the container tightly. How- ever,crushedrocksinpowderformorsoilscanbetestedwith a decrease in accuracy due to the lower contribution of the sample to the total measured heat capacity of the sample/ container combination. Porous rocks are usually tested in powder form. 7.2 SampleSizeandNumberofSamples—Thesampleshall be representative of the type of rock or soil tested. In cases where inhomogeneity is a problem, multiple samples of the same rock or soil shall be tested. In case of doubt, multiple samples shall be used. 7.3 SampleMachining—Samplesshallbemachinedinsuch amannerthatthemachiningprocessdoesnotaffectthespecific heat properties of the sample. Any fluids used in the process shall be compatible with the sample and removed from the sample prior to tests. 7.4 The sample shall dry to constant weight in accordance with Method D618, Procedure B, prior to testing. 8. System Calibration 8.1 Calorimeter Fluid Calibration—Perform a total of 15 drops in order to calibrate the receiver fluid. Drop three standards from five temperatures each approximately evenly FIG.1SpecificIlealCalorimeter spaced from 100 to 300°C. 2D 4611 8.2 CalculationoftheHeatCapacityoftheReceiver—After 10. Calculation the 15 drops have been performed as described in Section 9, 10.1 Plot the temperature of the calorimeter fluid versus calculate the mc p of the receiver for each drop (see 3.2). Plot time.An example of a temperature-time plot is shown in Fig. the results as a function of drop temperature. The results (at 2. each drop temperature) should be within 61.5%. Plot a 10.2 Fromthetemperature-timeplot,determinethevalueof straight line through the averaged results at each temperature. T andT byextrapolationasillustratedinFig.2.Calculatethe m c This is the calibration curve to be used in data reduction. To temperature change of the bath as follows: allow for minor loss in calibration fluid, the mc can be p DT 5T 2T (2) adjustedeachtimeforweightloss.Maximumtotalweightloss cal m c shall be less than 5%. 10.3 From the calibration graphs, find the (m cp) cal of the 8.3 System Verification—Every 10 drops or every 24 h, calorimeter for the given drop temperature T h. Calculate the checkthecalibrationofthereceiverbydroppingonestandard enthalpy change of the calorimeter as follows: from200°C.Theresultmustbewithin61.5%ofthecalibra- DH 5~mc ! 3DT (3) cal pcal cal tion curve determined in 8.2. If this is not the case, then the 10.4 Theheatreleasedtothecalorimeterisequaltothesum receiverfluidmustberecalibratedorchangedandthenewfluid oftheenthalpychangesofthesampleandcapsule,asfollows: calibrated. DH 5@~mc ! 1~mc ! #~T 2T ! (4) 8.4 Capsule Calibration—The capsule shall be calibrated cal pcap psamp h m by testing it in accordance with the sample testing procedure. 10.5 Therefore, the enthalpy change of the sample can be Thecapsuleshallberecalibratedeverytimeachangeismade calculated from the following equation: (thatis,anewgasket),anditscalibrationshallbeverifiedwith ~mc ! ~T 2T !5~mc ! 3DT 2~mc ! ~T 2T ! (5) psamp h m pcal cal pcap h m a single drop, once a week. 10.6 If only one drop is performed, then the mean specific heat of the sample can be calculated as follows: 9. Procedure ~mc ! 3DT 2~mc ! ~T 2T ! 9.1 Dry the sample to constant weight in accordance with c¯ 5 pcal cal pcap h m (6) p samp. m ~T 2T ! Method D618, Procedure B. Record the weight to 0.1%. samp h m 10.7 If the instantaneous specific heat is to be determined, 9.2 Measurethemassofthecalorimeterfluidinthereceiver perform drops from a minimum of three temperatures. Calcu- (Note 4) to 0.1%, and cover the Dewar. late the enthalpy change of the sample for each drop and plot 9.3 Install the sample in the capsule and seal the capsule. asafunctionofdroptemperature.Theenthalpychangeshould Suspend the sealed capsule in the heating system and monitor be zero at T . Use a curve fitting routine to fit the data and the temperature of the sample. Record sample temperature at m obtain a polynominal equation. Use DH 50 at T as one of least once every five minutes until thermal equilibrium is m the points. achieved(Note5).Itshallbeassumedthatthermalequilibrium 10.8 Calculate the instantaneous specific heat by differenti- isachievedwhenthesampletemperatureiswithin0.5%ofthe ating the enthalpy change versus drop temperature curve as furnace temperature and the sample temperature does not follows: change by more than 0.02°C/min over a 10-min period. 9.4 During the entire time that the sample temperature is c 5d~DH samp! (7) equilibrating in the furnace, the temperature of the receiver psamp dT should be monitored and recorded to 0.0025°C at least once every 5 min. If there is a drift in the receiver temperature, it should be constant and less than 0.05°C/min. 9.5 After the sample has reached thermal equilibrium, position the furnace over the Dewar (Note 6). Momentarily removethecoverfromtheDewaranddropthesampleintothe calorimeterfluid.Replacethecoverimmediatelyafterthedrop. If during the drop, the sample hits anything prior to reaching the calorimeter fluid, the drop shall be disregarded and re- peated. 9.6 Continuouslymonitorthetemperatureofthecalorimeter fluid after the drop until the temperature drift is less than or equal to the drift just prior to the drop. NOTE 4—Acommonmethodformeasuringthemassofthefluidisto measure the total mass of the Dewar and fluid and mass of the empty Dewar.Themassofthefluidisthedifferenceinthetwomasses. NOTE 5—Thetimerequiredforthesampletoreachthermalequilibrium depends on such factors as furnace design, capsule design, sample size, andthermaldiffusivityofthecapsuleandsample. NOTE 6—For swinging furnaces, the time that the furnace is over the FIG.2CurveShowingRelationofTemperaturetoTimefora Dewarshouldbeminimized. TypicalSpecificHeatDetermination 3D 4611 10.9 Calculation of Capsule Calibration—Perform capsule 11.1.9 Any deviation from test procedure. calibration prior to test drops by dropping empty capsules, calculating the enthalpy change, and plotting it versus drop 12. Precision and Bias temperature.Afteranadequatecurvehasbeenestablishedover 12.1 An interlaboratory testing program to determine the the temperature range of interest, the enthalpy change of the precision and bias of this test method for rocks has not been capsuleforagiventestcanbepickedoffthecurve.Usually,a conducted. However, a limited round-robin study on thermal minimumoffivedropsisrequiredtocharacterizethecapsule. insulation6andacompilationofadiabaticcalorimeterdatafor Carbon-Carbon composites7 indicates that results from two or 11. Report more tests performed on essentially identical materials should 11.1 The report shall contain the following information: not vary by more than 610%. 11.1.1 Sample description including size, form, and mass. 11.1.2 The enthalpy change and drop temperatures. 13. Keywords 11.1.3 The calculated mean or instantaneous, specific heat, 13.1 calibration; calorimeter; enthalpy; equilibrium tem- or both. perature; heating tests-specific heat; rock; soil; temperature 11.1.4 Type of calorimeter fluid used. tests; thermal analysis-diffusivity 11.1.5 Curve fitting procedure. 11.1.6 Statistical procedures used (if any). 11.1.7 The contribution of the capsule to the total enthalpy 6“AProposedMethodofTestforSpecificHeatofThermalInsulatingMateri- change for each drop (%). als,”NormalH.Spear,ASTMBulletin,ASTM,1950,pp79–82. 7Desphande,M.S.,andBogaard,R.H.,“EvaluationofSpecificHeatDatafor 11.1.8 Type of temperature readout used (both on the POCO Graphite and Carbon-Carbon Composites,” Thermal Conductivity 17, calorimeter and sample). PlenumPress,1983,pp45–54. TheAmericanSocietyforTestingandMaterialstakesnopositionrespectingthevalidityofanypatentrightsassertedinconnection withanyitemmentionedinthisstandard.Usersofthisstandardareexpresslyadvisedthatdeterminationofthevalidityofanysuch patentrights,andtheriskofinfringementofsuchrights,areentirelytheirownresponsibility. Thisstandardissubjecttorevisionatanytimebytheresponsibletechnicalcommitteeandmustbereviewedeveryfiveyearsand ifnotrevised,eitherreapprovedorwithdrawn.Yourcommentsareinvitedeitherforrevisionofthisstandardorforadditionalstandards andshouldbeaddressedtoASTMHeadquarters.Yourcommentswillreceivecarefulconsiderationatameetingoftheresponsible technicalcommittee,whichyoumayattend.Ifyoufeelthatyourcommentshavenotreceivedafairhearingyoushouldmakeyour viewsknowntotheASTMCommitteeonStandards,100BarrHarborDrive,WestConshohocken,PA19428. 4
4410_10.pdf	IS : 4410 ( Part 10 ) - 1988 Indian Standard ‘-9 I GLOSSARY OF TERMS RELATING TO \ t .* RIVER VALLEY PROJECTS PART 10 HYDRO-ELECTRIC POWER STATION INCLUDING WATER CONDUCTOR SYSTEM ( First Revision ) UDC 001’4 : 627’81 : 621.311’21 @ Copyright 1989 I-- ; BUREAU OF INDIAN STANDARDS ‘r@ MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG NEW DELHI 110002 . Gr 4 January 1989hidian Standard GLOSSARY OF TERMS RELATING TO RIVER VALLEY PROJECTS PART 10 HYDRO-ELECTRtC POWER STATION INCLUDING WATER CONDUCTOR SYSTEM ( First R&ion ) 0. FO REWORD b.1 This Indian Standard ( Part 10 ) ( First Revision ) light of experience gained during the last few years was adopted by the Bureau of Indian Standards on 20 in the use of this standard. Some of the terms have September 1988, after the draft finalized by the been added in this revision. Terminology Relating to River Valley Projects Sec- tional Committee had been approved by the Civil 0.4 In the formulation of this standard due weigh- Engineering Division Council. tage has been given to international coordination among the standards and practices prevailing in 0.2 A number of Indian Standards have already different countries in addition to relating it to the been published covering various aspects of river practice in the field in this country. This has valley projects and a large number of similar been met by deriving considerable assistance from standards are in the process of formulation. These ‘Multilingual technical dictionary on irrigation and standards include technical terms and precise defini- drainage’ published by the International Commission tions for the terms which are required to avoid on Irrigation and Drainage ( ICID ), and other ambiguity in their interpretation. sources. All the definitions taken from ‘Multilingual 0.3 This standard was first published in 1969. The technical dictionary on irrigation and drainage’ are revision of this standard has been taken up in the marked with asterisk. 1. SCOPE control equipment, is housed in a permanent building with superstructure of conventional type. i.1 This, standard ( Part 10 ) covers definitions of terms relating to hydro-electric power station includ- 2.5 Installed Capacity - The total capacity of all ing water conductor system. the generating units installed in a power station. 1.2 This standard does not contain terms relating to 2.6 LOW Head Power Station - A power station dams, gates and valves. operating under heads less than 30 m ( see Note 2. GENERAL TERMS AND TERMS RELATING under 2’7 )* TO TYPES OF HYDRO-ELECTRIC POWER 2.7 Medium Head Power Station - A power station STATIONS operating under heads from 30 to 300 m. 2.i Base Load Power Station - A power station NOTE - The limits are not exactly defined and some- operating continuously at a constant or nearly cons- times the upper limit for medium head power station may be taken as 200 to 250 m. tant power and which operates at relatively high load factors. It caters to power demand at base of 2.8 Outdoor Power Station - A power station where the load curve. the superstructure is eliminated and the generating equipment is protected against the weather by a 2.2 Dam iower Station - A power station located suitable covering. at the toe of a dam thus using relatively small length of water conductor system. 2.9 Peak Load Power Station - A power station ,., 2.3 High Head Power Station - A power station primarily designed for the purpose of operating to operating under heads above 300 m ( see Note supply the peak load of a power system. Also called under 2.1 ). ‘Peaking Station’. 2.6 &&j&r Power Siathn - A power station where 2.10 Pumped Storage Power Station - A power the machinery, namely, turbine, generator and station which, during periods of high demand forIS ; 4410 ( Part 10 ) - 1988 energy, generates power from water stored in the 3.8 Drainage and Inspection Galleries - Suitable upper reservoir; and which pumps the water from galleries in the substructure of power station to faci- a lower reservoir back into the upper reservoir litate drainage and inspection. during periods of low demand utilizing low value 3.9 Drainage Sump - A pit provided in the machine energy from the system. Usually such stations hall for collecting and pumping out the water from follow the diurnal cycles but some may follow inside the power station. seasonal cycles. 3.10 Fire Protection Wall - Protection walls pro- 2.11 Run-of-the River Power Station - A power vided in between equipments for protection against station utilizing the run-of-the river flows for gene- spread of fire. ration of power with sufficient pondage for supplying water for meeting diurnal or weekly fluctuations of 3.10.1 Generator Floor - The floor in the power demand. In such stations, the normal course of the house from where inspection, repairs and mainte- river is not materially altered. nance of the generator are carried out. 3.10.2 Gantry Column - Columns ( RCC/steel ) 2.12 Semi-outdoor Power Station - A power station which support the crane beams. with a low superstructures over the machine hall with hatches in the roof for handling the generating 3.11 Intermediate Structure - The portion of equipment. power station extending from the top of the draft tube top slab to the generator floor consisting of 2.13 Surface Power Station or Overground Power speed ring and its support, the generator supporting Station - A power station which is constructed over barrel, and the concrete around the scroll case and the ground with necessary open excavation for various floors. foundations. 3.12 Outdoor Switch Yard - The area where outdoor 2.14 Underground Power Station -A power station switching and associated equipment are installed. located in a cavity in the ground with no part of the structure exposed to outside. 3.13 Power House - Power house is the structure housing the generating and control equipments and 2.15 Semi-Underground Power Station - A power service bay. station located partly below the ground level and followed by a tail race tunnel. 3.14 Power Station - Power station denotes the entire complex including power house, ancillary 3. TERMS RELATING TO COMPONENTS OF structure and switchyard. POWER STATIONS 3.15 Service Bay - Area of the power house in continuation of the machine hall where the assembly 3.1 Access Tunnel - The underground approach for and maintenance of equipment may be carried out. the power station. This may also refer to the maintenance and repair 3.2 Auxiliary Rooms or Auxiliary Bays - Portion of area provided separately for transformers. the power station annexe to the machine hall where the control and auxiliary station service equipment 3.16 Stages of Concreting -- Stages of concreting in the concrete monolith of power house to facilitate like cooling water supply, compressed air pumps, installation of embedded parts of equipments. Nor- etc, are positioned. mally there are five stages of concreting: 3.3 Cable Racks - Racks or trays supported by brackets or frames fixed in the walls, floors or ceil- a) Base Course/Zero Stage Concreting - Con- ing for carrying the cables. creting for filling the irregularities in founda- tion and to make the surface uniform for 3.4 Control Room - A room located near the units placement of reinforcement and other either just on the downstream or the upstream side embedments. of the unit blocks or at one end of the machine hall b) First Stage Concreting - Concreting of which houses the control panels. foundation and main columns leaving the 3.5 Crane Beam - Beams over which the overhead block-out for draft tube liners and other crane traverses on the rails placed over the beam in equipments. the power station for carrying the loads. c) Second Stage Concreting - Concreting around draft tube liners and formation of scroll 3.6 Dewatering Sump - A pit provided in the power case supports. house for collecting the water to be pumped out from the turbine for evacuating it for inspection and 4 Third Stage Concreting - Concreting around maintenance. scroll case and formation of generator foundation. 3.7 Draft Tnbe Deck - A slab over the draft tube openings supported on draft tube pier above maxi- 4 Fourth Stage Concreting - Concreting of mum tail water level for gantry cranes operating the generator barrel and floor in the machine draft tube gates. hall. 2iii : 4410i Part 16 i - 19Sd Q.i7 Substructure - The substructure of power 4.13 Pressure Conduit - A closed conduit which house housing the reaction turbine is that portion entirely confines and guides the movement of water of the structure which is below the top level of the under pressure. draft tube top slab; and in the case of a power house 4.14 Reservoir - It is a water storage created having impulse wheel, it is that portion of the by putting an obstruction across a stream or river. structure which is below the distributor pipe. 4.14.1 Lower Reservoir ( Pumped Storage ) - A 3.18 Superstructure - The portion of power house reservoir downstream of the draft tube usually extending from generator floor right up to the top created for pumped storage schemes ( see 2.10 ) including gantry columns, roofs, walls, etc. 4.14.2 Upper Reservoir ( Pumped Storage ) - High 3.19 Transformer Deck - The draft tube deck over elevation reservoir serving as head reservoir for which the transformer is positioned. pumped storage schemes for storage of water. 3.20 Transformer Yard - The area where trans- 4.15 Shafts - Vertical or inclined bores in rock formers are positioned. or in over burden. 3.21 Turbine Floor - The floor from where there 4.16 Tunnel - An underground passage construct- is access to the turbine pit for inspection and regular ed for conveyance of water, equipment, materials maintenance. and movement of traffic. 4. TERMS RELATING TO WATER 4.16.1 Approach - Approach tunnel is a perma- CONDUCTOR SYSTEM nent underground passage to the underground structure. 4.1 Adit - It is an underground opening from hill face either for facilitating underground construction 4.16.2 Goose Neck - A relatively short length (construction adit) or for explorationiinstrumenta- of tunnel connecting a high level intake and a low tion (exploratory adit). level tunnel which is usually a diversion tunnel. 4.2 Balancing Reservoir - A reservoir created upst- 4.16.3 Head Race - A power tunnel between ream of the forebay to cater for the diurnal or the intake and surge tanklforebay is called a head weekly fluctuations in water demand due to variations race tunnel. in power generation. 4.16.4 Hydraulic Tunnel - A tunnel to carry 4.3 Bypass Channel ( or Bypass Tunnel ) - The water under free-flow or pressure. channel ( or tunnel ) bypassing power station to permit direct flow of water from head race or surge 416.5 Tunnel Lining - Protective treatment in tank to the tail race. the form of plain or reinforced concrete, steel, etc, given to reduce frictional resistance to prevent the 4.4 Chute - Pipe, flume or open channel on rela- loss of water to the surrounding rock and to provide tively steep slopes carrying a free surface flow. support to the excavated rocks in poor reaches. 4.5 Cut and Cover Conduit - A conduit usually 4.16.6 Power Tunnel - A tunnel to carry water of concrete/RC construction placed in a cut and for generation of hydro-electric power. covered with backfill to the required extent. 4.16.7 Pressure Tunnel - Tunnel operating under 4.6 Draft Tube - A passage of gradually expanding pressure. area from runner to tail race which enables retrieval of the considerable velocity head at runner outlet. 4.16.8 Tail Race - A tunnel/channel carrying water downstream of the power house to the connect- 4.7 Flume - An artificial water channel of wood, ing stream. metal, concrete or masonry usually supported above the surfaces of the ground. 4.16.9 Tunnel Support - Supports provided to the rock around the tunnel. 4.8 Forebay - A small balancing storage upstream of the power house to absorb the short interval 4.17 Water Conductor System - It consists ot variations of intakes of water into the turbines in one or any combination, of the means of conveyance accordance with the fluctuating loads. of water from the reservoir or diversion structure to 4.9 Free-Flow Conduit - Channel, pipe or other the turbine and thence to the exit of the tail race. enclosed structure carrying water partially full; the 5. TERMS RELATING TO INTAKES flow conditions are similar to those in open channel. Also called ‘Open Conduit’ or ‘Free-Flow Tunnel’. 5.1 Air-Vent or Air-Vent Pipe - Vent or pipe provided downstream of gate groove for entry of air 4.10 Head Race Tunnel/Channel -- A channel or into the conduit to prevent formation of negative a free-flow tunnel leading water to the forebay or a pressures in the conduit and cavitation, and also to pressure tunnel leading the water to the surge tank. prevent possible collapse of the conduit when the 4.11 Penstock - A closed conduit for supplying conduit is drained with the gate closed. water under pressure to a water turbine. 5.2 Bell-Mouth Transition - Bell shaped transition 4.12 Power Channel - A channel constructed to provided at the entry of the penstock or a tunnel to carry water for power generation. ensure smooth inflow and minimize entry losses, 3h : 4410 ( Part 10 ) - 1984 5.3 Ice Removal System - An arrangement for 7.7.1 Air Cushioned - It is a closed surge tank removal of different types of ice formation in case of having a provision of air cushion to absorb change in intakes located in very cold climates so as to prevent pressure in the water conductor system ( see Fig. 1 ). the blocking of the intake opening and also to prevent pieces of ice reaching the turbine runner. 5.4 Intake Gates - The gates regulating the entry of flow into the power channel, tunnels or penstocks. 5.5 Intake Ports - The openings of the intake well ( tower ) which admit water into the tower. 5.6 I&&e or Intake Structure - A structure to FIG. 1 AIR CUSHIONEDS URGET ANK .‘I withdraw water from a surface water source to feed a power house. 7.7.2 Differential - A type of surge tank with a main chamber and central riser with port holes ( see 5.7 Intake Tower - Intake structure constructed in Fig. 2 ). the form of a tower in the reservoir with entry of flow at one level or at more than one levels, when rRl.SER there is wide variation of water level in the reservoir. This can be a submerged structure also. 6. TERMS RELATING TO TRASH RACKS PORTS 6.1 Raking - Raking is a manual/electrical opera- tion to clean the trash rack. 6.2 Trash Rack - A grill or screen cover at intake openings for preventing the entry of suspended or floating material into the water conductor system. FIG. 2 DIFFERENTIALS URGET ANK Trash racks may have fine/coarse openings depend- ing upon the nature of debris to be excluded. 7.7.3 Multiple - The water conductor system having two or more shafts with free surface upstream, 7. TERMS RELATING TO SURGE TANKS of power station ( see Fig. 3 ). 7.1 Downsurge - Fall of water level in the surge tank/shaft below the static water level due to load acceptance. 7.2 Expansion Gallery/Expansioa Chamber - It is a gallery ‘or chamber attached to the surge tank to provide additional storage capacity. : 7.3 Mass Oscillation - Oscillation of relatively low frequency in the closed water conductor system caused by changes in the flow conditions. FIG. 3 MULTIPLES URGET ANK 7.4 Pressure Drop - Decrease in the pressure head due to sudden increase of flow in the pipe. 7.7.4 Restricted Orifice - A tank having an ori- fice at its base with a restricted area. 7,9 Pressure Rise - Increase above normal condi- tion iti the pressure head due to sudden decrease of 7.7.5 Simple - A shaft, vertical or inclined, at a fl$ti in the pipe. suitable point along the water conduit intended to absorb surges. 7.6 Stability of Surge Tank - Condition for damp- ing the mass oscillations caused by the change in the 7.7.6 Tail Race - A tank provided after the draft steady flow condition of system due to the governor tube in the tail race tunnel/conduit. action. 7.8 Up Surge - Rise of the water level in the surge 7.3’ Surge Tank/Chamber - A surge chamber/tank shaft above static water level due to load rejection. is a device introduced in the system near the power plant and in a long pressure conduit to provide the 7.9 Water Hammer - The pressure wave set up due required force of retardation in case of sudden load to change of kinetic energy to elastic strain energy rejection and force of acceleration during the load caused by any change in the flow condition in a acceptance. closed conduit. 48, TERMS RELATING TO PENSTOCK AND. ITS 8.1.0. Perrule - Single unit of pipe length, APPURTENANT STRUCTURE 8.11 Friction Loss - Loss of head:of- water~,dycz-to:. 8.1. Anchorage - Anchor Block or Anchor Pier - A friction during flow. sti-ucture built to hold down penstocks in position at the points where the direction or inclination of the 8.12 Horizontal Bend - Change in the directionof! axis changes and also at some regular intervals. the penstock alignment in horizontal plane. 8.1.1 Close Type - In this type of anchor, the 8.13 Hydrostatic Test - This is the test condncte,d penstock is embedded in concrete. on fabricated pipe shell at such a pressure so.as to, prove the adequacy of the strength of the mate@. 8.1.2 Open Type - In this type of anchor, the of the shell and the joints with required mar@.of penstock is anchored to the concrete by rings. safety. 81.3 Umbrella Type - In this type, the bend pipe 8.14 Intermediate Support - Support provided: for: is anchored to the rock with umbrella type reinforce- the pipe line in between two anchor blocks, over ment as shown in Fig. 4. which the pipe can slide while expanding-orcon- tracting. 8.15 Joint Efficiency - Actual strength of the joint riveted or welded expressed as a percentage of the strength of the full pipe. 8.16 Longitudinal Joint - Joints provided long& tudinally to fabricate circular sections or the ~ferrule_ from the plates. These may be welded or riveted. 8.17 Manhole - Opening for entry into, the_ peni: FIG. 4 UMBRELLA TYPE ANCHOR BLOCK stock provided for the purpose of inspe@io,p.ap~-.. 8.2 Banded Pipe or Rimmed Pipe - Pipe provided repairs. with forged-steel hoops called bands or rims so as to 8.18 M@fold, .- The portion ,beyond the main pea- induce pre-stress in the relatively thin pipe shell, stock which feeds the. branches fgr. the. in&vi&u& thus enabling the shell to withstand more internal units, when two or more units are: fed from. am-- pressure. stock ( see Fig. 5 >. 8.3 Bikrcation Piece - A separate piece of the pipe where the main pipe is to be divided into two separate pipes. Also known as ‘Wye Piece’. 8.4 Burried Pipe - Pipe laid burried underground. 8.5 Circumferential Joint - Joint by which two fer- rules are joined circumferentially. This may be welded or riveted. 8.6 Compound +BenQ- A bend having change-in. the direction of the axis or centre line of the penstock in more than one plane. b4Al.N PENSTOCK 8.7 Concpte SaddIe Supports - Type-of intermediate supports with concrete .base shapped to suit the bottom of the pipe. A well lubricated steel plate, FIG. 5 MANWOW rolled to suit the shape of the pipe shell in contact, 8.19 Open Grog Pipe - Pipe laid over the surface is provided in between the concrete surface and the of the ground with anchor blocks and intermediate pipe to facrlitate smooth movement of the pipe over supports with provision for the expansion or con- the saddles. traction due to temperature changes. 8.8 Economic Diameter - The optimum size of the penstock for which the total annual cost or the 8.20 Penstock Piers, Penstock Supports or Support power loss due to friction and the fixed annual Piers - Intermediate supports for penstocks installed.. charges of the penstock is minimum. above the ground or in open tunnels between the anchorages. 8.9 Expansion Joint - Device provided for taking care of expansion or contraction of the penstocks 8.21 Radiographic Test - A method of test using due to variation in the temperature or unequal X-rays or gamma rays employed to detect any_d&ct.: settlement of the foundation or both. in the welded joints and cas.tings of the: she&. 5.T8.22 Reducer Bend - A fitting or device provided 9.4 Generator - A machine that transi’orml in a pipeline for gradual reduction in the diameter mechanical energy into electrical energy. as well as the change in direction of flow. 9.5 Guide Vanes - Moveable gates controlling the 8.23 Rocker - A casting or fabricated construction discharge from the scroll case into the turbine runner. used in supports which allows for expansion or Also called ‘Wicket Gates’. contraction by a rocking motion. 9.5.1 Gross Head - Difference in elevation of the 8.24 Rocker Support - Rocker supported at the head water level and tail water level when no water bottom on concrete piers and attached at the top to is flowing. ring girders or stiffener rings around the pipe. 9.5.2 Net Head - Effective head available for 8.24.1 Rigid Type Support - When penstock power generation which is gross head less all the pipe is rigidly connected to anchorage at the two losses in the water conductor system including ends and there is a flexible joint in the pipeline. penstocks. 8.24.2 Semi-Rigid Type -- When the penstock is 9.5.3 Rated Head - The head at which the tur- divided in the long segments which are connected by bine produces the rated output at specified gate any expansion joint or by flexible coupling. opening. 8.25 Simple Bend - Change in the direction of the 9.5.4 Weighted Average Head - It is the net head alignment of the penstock only in one plane. determined from reservoir operational calculation which will produce the same amount of energy in 8.26 Stress Relieving of the Joints - The process of kilowatt hours between that head and maximum head heating to a specilied temperature and controlled as it developed between that same head and mini- cooling by which the residual stresses in the joint mum head. welds are reduced to a minimum. 9.6 Horizontal Generator - A generator with its 8.27 Terminal Anchors - Anchors built at the termi- axis of rotation in the horizontal plane. nal ends of the penstocks. 8.28 Thrust Blocks - Supports build on either side 9.7 Horizontal Shaft Machine - Setting of a turbine of branch connections to resists unbalanced forces at in which the runner of the turbine is in a vertical the ‘penstock connection and thus to maintain align- plane so that the connecting shaft to the generator ment of outlet headers. is horizontal. 8.29 Ultrasonic Test - A method of test employed 9.8 Open Pit Setting - Setting in which the turbine is installed in an open pit, horizontally or vertically. to detect any defects in the welded joints of the shell, and the turbine shaft passes from the pit into the wherein principle of propagation of high frequency machine room, if necessary, by means of a stuffing sound waves through homogeneous material is used. box ( see Fig. 6 ). 8.30 Valve House - A structure housing the regu- lating valves, control mechanisms for operation of valves, equipment required to remove parts for repair, etc. Also called ‘Valve Chamber’. 8.31 Vertical Bend - Change in the direction of the penstock alignment in vertical plane. 8.32 Yoke Girder - Structural member provided as a reinforcement around the contact of the two bifur- cating pipes for strengthening. 9. TERMS RELATING TO TURBINE AND ITS RELATED COMPONENTS FIG. 6 OPEN PIT SETTING 9.1 Discharge Diameter - Parameter describing the 9.9 Speed size of the runner of a turbine. 9.9.1 Runaway Speed - Steady speed attained by the unit with wicket gates or nozzles fully open and 9.2 Draft Tube - A passage of gradually expanding with no external load. area which enables the utilization of the considerable velocity head, still remaining in the water after it has 9.9.2 Spec$c Speed - The speed of a homologous gone through a reaction turbine. 1 hp turbine under 1 metre head and is given by: 9.3 Design Head - The head at which the turbine is designed to give its maximum efficiency. 68.22 Reducer Bend - A fitting or device provided 9.4 Generator - A machine that transi;ormS in a pipeline for gradual reduction in the diameter mechanical energy into electrical energy. as well as the change in direction of flow. 9.5 Guide Vanes - Moveable gates controlling the 8.23 Rocker - A casting or fabricated construction discharge from the scroll case into the turbine runner. used in supports which allows for expansion or Also called ‘Wicket Gates’. contraction by a rocking motion. 9.5.1 Gross Head - Difference in elevation of the 8.24 Rocker Support - Rocker supported at the head water level and tail water level when no water bottom on concrete piers and attached at the top to is flowing. ring girders or stiffener rings around the pipe. 9.5.2 Net Head - Effective head available for 8.24.~ Rigid Type Support - When penstock power generation which is gross head less all the pipe is rigidly connected to anchorage at the two losses in the water conductor system including ends and there is a flexible joint in the pipeline. penstocks. 8.24.2 Semi-Rigid Type -- When the penstock is 9.5.3 Rated Head - The head at which the tur- divided in the long segments which are connected by bine produces the rated output at specified gate any expansion joint or by flexible coupling. opening. 8.25 Simple Bend - Change in the direction of the 9.5.4 Weighted Average Head - It is the net head alignment of the penstock only in one plane. determined from reservoir operational calculation which will produce the same amount of energy in 8.26 Stress Relieving of the Joints - The process of kilowatt hours between that head and maximum head heating to a speciiied temperature and controlled as it developed between that same head and mini- cooling by which the residual stresses in the joint mum head. welds are reduced to a minimum. 9.6 Horizontal Generator - A generator with its 8.27 Terminal Anchors - Anchors built at the termi- axis of rotation in the horizontal plane. nal ends of the penstocks. 8.28 Thrust Blocks - Supports build on either side 9.7 Horizontal Shaft Machine - Setting of a turbine of branch connections to resists unbalanced forces at in which the runner of the turbine is in a vertical the ‘penstock connection and thus to maintain align- plane so that the connecting shaft to the generator ment of outlet headers. is horizontal. 8.29 Ultrasonic Test - A method of test employed 9.8 Open Pit Setting - Setting in which the turbine is installed in an open pit, horizontally or vertically, to detect any defects in the welded joints of the shell, and the turbine shaft passes from the pit into the wherein principle of propagation of high frequency machine room, if necessary, by means of a stuffing sound waves through homogeneous material is used. box ( see Fig. 6 ). 8.30 Valve House - A structure housing the regu- lating valves, control mechanisms for operation of valves, equipment required to remove parts for repair, etc. Also called ‘Valve Chamber’. 8.31 Vertical Bend - Change in the direction of the penstock alignment in vertical plane. 8.32 Yoke Girder - Structural member provided as a reinforcement around the contact of the two bifur- cating pipes for strengthening. 9. TERMS RELATING TO TURBINE AND ITS RELATED COMPONENTS FIG. 6 OPEN PIT SETTING 9.1 Discharge Diameter - Parameter describing the 9.9 Speed size of the runner of a turbine. 9.9.1 Runaway Speed - Steady speed attained by 9.2 Draft Tube - A passage of gradually expanding the unit with wicket gates or nozzles fully open and with no external load. area which enables the utilization of the considerable velocity head, still remaining in the water after it has 9.9.2 Spec$c Speed - The speed of a homologous gone through a reaction turbine. 1 hp turbine under 1 metre head and is given by: 9.3 Design Head - The head at which the turbine is N _K’F _- designed to give its maximum efficiency. S H6 14 6IS : 4410 ( Part 10 ) - 1988 where 9.13.4 Francis - A radial axial flow reaction turbine having fixed runner blades. N = speed in rev/min, H = design net head in metres, and 9.13.5 Impulse - A turbine in which all the P = metric horse power at full gate potential energy of water is converted to kinetic opening. energy before it acts on the runner. 9.9.3 Unit Speed - It is the speed under one 9.13.6 PeItonlPelton Wheel - An impulse turbine metre head and with one metre diameter of runner. comprising a set of double cup-shaped buckets fitted on to the rim of a disc attached to a shaft, and 9.9.4 Synchronous - The speed at which an alter- operated by impact of one or more jets of water on nating-current generator runs corresponding to a the buckets from water nozzle. The flow of jet or particular frequency. jets is tangential to the wheel. 9.10 Sypbon Setting - A type of turbine setting 913.7 Propeller - A propeller turbine is an where the water passes through the turbine under axial flow reaction turbine and is of two types- syphonic action ( see Fig. 7 ). fixed blade or adjustable blade ( kaplan >. 9.13.8 Reaction - A type of turbine in which SVPMONIC only a part of the available energy is converted into kinetic energy at entry into the runner, a substantial part remaining as pressure energy which varies during the passage of the water through the runner. 9.14 Unit - Term describing the set of combination of turbine and generator. 9.15 Wicket Gates - See 9.5. 10. SHAFTS 10.1 Drop Shaft - A shaft vertical or inclined FIG. 7 SYPHON SETTING through which the water from the source of supply is dropped into the head race tunnel. 9.11 Spiral Casing - The fixed c ircumferential casing of a reaction turbine of gradually contracting 10.2 Air-Entrainment - The air which enters into cross-section so designed as to impart to the the head race tunnel along with the water while incoming water an initial whirl component and to droping through the drop shaft. feed the water uniformly to the turbine runner. 10.3 Anti Air-Entrainment Chamber - A chamber 9.12 Stay Ring/Speed Ring - Component of turbine made at downstream end of the drop shaft to release consisting of fixed vanes fitted to the inner periphery the air entrained in water during its fall in the drop of the scroll case. It transmits the load of turbine shaft SO that air free water goes into the head race pit, the weight of the hydro-generator parts and the tunnel. axial water load of the fundations. It is also called 10.4 Desilting Chamber - It is a chamber in which ‘Speed Ring’. the sediment particles up to a specified grain size and 9.13 Turbine - A rotary prime mover operated by above would settle ( by slowing down their velocity ) the reaction or impulse, or both, of a current of thereby allowing relatively silt-free water to flow flowing fluid acting on a series of vanes or buckets. into the head race tunnel. 9.13.1 Bulk Unit - It is a horizontal or inclined 10.5 Silt Ejector/Extractor - A structure provided shaft kaplan turbine with its directly coupled gene- in a canal/tunnel for setting and ejecting/flushing of rator ( placed inside a bulk shaped casing ) located in finer sand particles ( generally in the range of 0’1 to a straight water passage. 1 mm). 9.13.2 Cased - A turbine in which the water is 10.6 Silt Excluder - A structure provided in the conducted to the runner through a casing. barrage at the mouth of offtake channel for intercept- ing coarser particles ( generally above 4’75 mm ). 9.13.3 Deriaz - A mixed flow reaction type tur- bine ( akin to Francis turbine ) with moveable 10.7 Spiral Spillway - A spiral type of spillway ( feathering > runner blades. through which the water enters into the drop shaft. 7BUREAU OF INDIAN STANDARDS Headquarters: Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002 Telephones : 3310131, 3311375 Telegrams : Manaksanstha ( Common to all offices 1 Regional Offices: Telephone Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, 3310131, 3311375 NEW DELHI 110002 Eastern : 1114 C. I. T. Scheme VII M, V. I. P. Road, Maniktola, 362499 CALCUTTA 700054 Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036 21843, 31641 Southern : C. I. T. Campus, IV Cross Road, MADRAS 600113 412442,412519,412916 TWestern : Manakalya, E9 MIDC, Marol, Andheri ( East ), 6329295 BOMBAY 400093 Branch Offices: ‘Pushpak’, Nurmohamed Shaikh Marg, Kh anpur, AHMADABAD 380001 26348,26349 $Peenya Industrial Area, 1st Stage, Bangalore-Tumkur Road, 384955, 384956 BANGALORE 560158 Gangotri Complex, 5th Floor, Bhadbhada Road, T. T. Nagar, 66716 BHOPAL 462003 Plot No. 82/83, Lewis Road, BH UBANESHWAR 751002 53627 5315, Ward No. 29, R. G. Barua Road, 5th By-lane, GUWAHATI 781003 33177 5-8-56C L. N. Gupta Marg ( Nampally Station Road ), 231083 HYDERABAD 500001 R14 Yudhister Marg, C Scheme, JAIPUR 302005 63471,69832 117/418 B Sarvodya Nagar, KANPUR 208405 216876,218292 Patliputra Industrial Estate, PATNA 8000 13 62305 T.C. No. 14/1421, University P.O., Palayam, TRIVANDRUM 695034 62104, 62117 Inspection Ofices ( With Sale joint ): ‘Pushpanjali’, First Floor, 205A West High Court Road, Shankar Nagar 25171 Square, NAGPUR 440010 Institution of Engineers ( India ) Building, 1332 Shivaji Nagar, 52435 Pune 411005 Sales Office in Calcutta is at 5 Chowringhee Approach, P.O. Princep Street, 276800 Calcutta 700072 iSales Ofice in Bombay is at Novelty Chambers, Grant Road, Bombay 4WOO7 896528 $Sales Office in Bangalore is at Unity Building, Narasimharaja Square, Bangalore 560002 223971 Printed at Printwell Printers, Delhi, India
D4887.PDF	Designation: D 4887 – 99 Standard Practice for Preparation of Viscosity Blends for Hot Recycled Bituminous Materials1 ThisstandardisissuedunderthefixeddesignationD4887;thenumberimmediatelyfollowingthedesignationindicatestheyearof originaladoptionor,inthecaseofrevision,theyearoflastrevision.Anumberinparenthesesindicatestheyearoflastreapproval.A superscriptepsilon(e)indicatesaneditorialchangesincethelastrevisionorreapproval. 1. Scope asphalt required to meet a target viscosity is initially deter- 1.1 Thispracticecoverstheprocedureforpreparationofhot mined on a weight basis by the use of a viscosity blend chart recycled bituminous blends for testing in the laboratory. The as illustrated in Fig. 1. A 10.06 0.1-g (minimum) trial blend procedureinvolvesaniterativetrialblendprocessfollowedby consisting of the recycling agent or paving grade asphalt and the preparation of batch blends. reclaimed RAP binder is prepared in the laboratory. The 1.2 The batch blends can be used for extensive evaluation viscosityofthetrialblendat60°C(140°F)iscomparedtothe such as viscosity, penetration, ductility, aging properties (such targetviscosity.Iftheblendviscosityisnotwithinthelimitsof as Rolling Thin Film Oven or Thin-Film Oven tests, or both SpecificationD3381aboutthetargetvalue,anothertrialblend (RTFO/TFO)), composition analysis, solubility analysis, and is prepared using adjusted proportions of the same or an other user-selected tests. alternategrademodifier,orboth,andtheRAPbinder.Abatch 1.3 This practice assumes that a representative reclaimed blendlargerthanthetrialblendcanthenbepreparedafterthe asphalt pavement (RAP) sample is extracted and the aged target viscosity is achieved to facilitate additional tests. binderrecoveredusingTestMethodsD2172andD1856(this NOTE 1—It is recognized that Test Method D2171 requires 20 mL practicemaybemodifiedbyusingarotaryevaporatorwhichis (minimum) of asphalt sample; however, due to enormous resources extensively evaluated in the minutes of the18th Pacific Coast involved in extraction and recovery plus conducting a number of ConferenceonAsphaltSpecifications2)oranyotheracceptable iterations,a10.060.1-g(minimum)sampleissuggestedtobeadequate test method. forthispractice.TheaccuracyofTestMethodD2171isnotsignificantly affectedbythechangeinsamplesize. 1.4 This standard does not purport to address all of the safety concerns, if any, associated with its use. It is the 4. Significance and Use responsibility of the user of this standard to establish appro- 4.1 Astandard procedure for blend preparation is essential priate safety and health practices and determine the applica- to ensure material quality, specification compliance, and pro- bility of regulatory limitations prior to use. cedural uniformity. 2. Referenced Documents 5. Apparatus 2.1 ASTM Standards: 5.1 Beakers, 50-mL, 600-mL capacity or other suitable D1856 TestMethodforRecoveryofAsphaltfromSolution containers. byAbson Method3 5.2 Hot plate. D2171 Test Method for Viscosity of Asphalts by Vacuum 5.3 Glass stirring rod. Capillary Viscometer3 D2172 Test Methods for Quantitative Extraction of Bitu- 6. Procedure men from Bituminous Paving Mixtures3 6.1 Weigh the RAP binder and recycling agent or paving- D3381 SpecificationforViscosity-GradedAsphaltCement grade-asphaltinappropriateproportionsinaccordancewith3.1 for Use in Pavement Construction3 in a 10.0 6 0.1-g specimen or larger for a trial blend. Prepare the 10.0 6 0.1-g trial blend in the 50-mL container while 3. Summary of Practice preparing a larger batch (if required) in the 600-mLcontainer 3.1 The percentage of a recycling agent or paving-grade- or other suitable containers. NOTE 2—For ease of handling during proportioning, the RAP binder 1ThispracticeisunderthejurisdictionofASTMCommitteeD-4onRoadand and recycling agent or paving grade asphalt may be frozen (6 6 1°F is Paving Materials and is the direct responsibility of Subcommittee D04.25 on suggested)for1to2h.Aromaticoilsmaynotrequirefreezing.Thefrozen AnalysisofBituminousMixtures. statefacilitateschippingandweighingthedesiredquantitieswithrelative Current edition approved June 10, 1999. Published August 1999. Originally ease.Weighingshouldbeexecutedquicklybecausecoldspecimensmay publishedasD4887–89.LastpreviouseditionD4887–98. attract moisture especially in humid environments that may result in 2Asphalt Recovery Subcommittee Report, San Francisco, CA, May 17–18, bubblyactionduringheating. 1983. 3AnnualBookofASTMStandards,Vol04.03. 1D 4887 NOTE 1—HowtoUsetheChart: (1) Plotreclaimedasphaltviscosity60°C(140°F)onleftordinate(A). (2) Plotrecyclingagentviscosity60°C(140°F)onrightordinate(B). (3) ConnectpointsAandBwithastraightline. (4) Drawahorizontallinethroughthetarget(blend)viscosityintersectingthecomponentviscosityline(AB). (5) Repeatsteps2through4toformlineACforanothercandidaterecyclingagentorpaving-gradeasphalt. (6) TheprojectionsofpointsCandDyieldestimatesofpercentrecyclingagentorpaving-gradeasphaltrequiredtomeetthetargetblendviscosity. (7) Theestimateinstep6canbescaledbackandforthtoestablishtheexactblendthatwillproducethedesiredviscosityorothertargetpropertywithin thelimitsofthetestmaterial. NOTE 2—Calculationsusingordinateviscosity(h)values(scalesAandB)canbesimplifiedbyusingloglog(1003h Aorh B(Pa·s))suchthatordinates andabsciscaaxesbecomelinear. FIG.1PercentRecyclingAgentRequiredDependsonViscosity 6.2 Place the container with the 10.0 6 0.1-g target blend intheovenforanother30minwhilestirringfor1minatevery sample on a hot plate at 93 to 121°C (200 to 250°F) and 5-mininterval.Removethebatchblendsamplefromtheoven continually stir by hand using a glass rod until the material for subsequent testing. becomes fluid. Place the container with the sample in an oven NOTE 3—Larger quantities of blended material may be prepared by at 135°C (275°F) for 10 min and stir for 30-s durations at combiningtwoormore200.060.1-gbatchblends.Alternatively,single 5-min intervals. Transfer the sample to viscosity tubes for largebatchesmaybemadeprovideduniformmixingisachieved. viscositytestingat60°C(140°F)asprescribedinTestMethod 6.4 The batch blend prepared in 6.3 can be divided into D2171. Repeat the procedure until the desired viscosity is smaller quantities for physical or chemical tests to meet the achieved. various test requirements of the investigator. 6.3 Once the desired viscosity is achieved, prepare a batch blend sample.About 200 g is normally sufficient. Weigh in a 7. Report 600-mLcontainerandplaceina135°C(275°F)ovenandstir, 7.1 The report shall include the following information: using a glass rod, for 1 min at every 10-min interval until the 7.1.1 The target blend viscosity, mixturemelts.Afterthematerialisthoroughlymelted,keepit 7.1.2 The type of materials blended and the viscosity of 2D 4887 each component material at 60°C (140°F), 8. Keywords 7.1.3 The proportions of the blended materials, and 8.1 asphalt viscosity; binder viscosity; RAP binder; re- 7.1.4 Thepropertiesofthebatchblendifthelatterismade. claimed asphalt pavement (RAP); recycled asphalt; recycled bituminous material TheAmericanSocietyforTestingandMaterialstakesnopositionrespectingthevalidityofanypatentrightsassertedinconnection withanyitemmentionedinthisstandard.Usersofthisstandardareexpresslyadvisedthatdeterminationofthevalidityofanysuch patentrights,andtheriskofinfringementofsuchrights,areentirelytheirownresponsibility. Thisstandardissubjecttorevisionatanytimebytheresponsibletechnicalcommitteeandmustbereviewedeveryfiveyearsand ifnotrevised,eitherreapprovedorwithdrawn.Yourcommentsareinvitedeitherforrevisionofthisstandardorforadditionalstandards andshouldbeaddressedtoASTMHeadquarters.Yourcommentswillreceivecarefulconsiderationatameetingoftheresponsible technicalcommittee,whichyoumayattend.Ifyoufeelthatyourcommentshavenotreceivedafairhearingyoushouldmakeyour viewsknowntotheASTMCommitteeonStandards,100BarrHarborDrive,WestConshohocken,PA19428. 3
D4361.PDF	Designation: D 4361 – 97 AMERICANSOCIETYFORTESTINGANDMATERIALS 100BarrHarborDr.,WestConshohocken,PA19428 ReprintedfromtheAnnualBookofASTMStandards.CopyrightASTM Standard Test Method for Apparent Tack of Printing Inks and Vehicles by a Three- Roller Tackmeter1 ThisstandardisissuedunderthefixeddesignationD4361;thenumberimmediatelyfollowingthedesignationindicatestheyearof originaladoptionor,inthecaseofrevision,theyearoflastrevision.Anumberinparenthesesindicatestheyearoflastreapproval.A superscriptepsilon(e)indicatesaneditorialchangesincethelastrevisionorreapproval. 1. Scope 2.1.3.1 Discussion—Flying is generally most severe during 1.1 This test method covers the procedure for determining rapidrolleraccelerationsuchasoccurswhenswitchingimme- the apparent tack of printing inks using a mechanical or diately from zero or a slow speed to a high operating speed. electronic model of a three-roller tackmeter. 2.1.4 misting—the tendency of a printing ink or vehicle to 1.2 Thistestmethodisapplicabletopaste-typeprintinginks be ejected as a fine aerosol from a roller distribution system. and vehicles that are essentially nonvolatile under ordinary 2.1.4.1 Discussion—Misting is generally most severe at room conditions. high operating speeds and with fluids that produce long 1.3 Thevaluesstatedininch-poundunitsaretoberegarded filaments. as the standard. The values given in parentheses are for 3. Summary of Test Method information only. 3.1 Athin film of the test printing ink or vehicle is applied 1.4 This standard does not purport to address all of the to the three-roller distribution system of the tackmeter, which safety concerns, if any, associated with its use. It is the operates at speeds comparable to those on production printing responsibility of the user of this standard to establish appro- presses.Measurementofthefrictionaltorqueinducedbydrag priate safety and health practices and determine the applica- forces in the splitting film provides an arbitrary value for bility of regulatory limitations prior to use. apparenttack.Onmechanicalmodels,thetorqueisdetermined 2. Terminology with a manually balanced lever arm, a direct-reading attach- 2.1 Definitions of Terms Specific to This Standard: ment, or a recorder; on electronic models, with a digital 2.1.1 tack—a function of the force required to split a thin readout, recorder, or printer. Readings are in units of gram- fluid film of a printing ink or vehicle between two rapidly meters (g-m). separating surfaces; it is a rheological parameter indicative of 3.2 The procedure in this test method is designed to give a internal cohesion of the fluid. single value for apparent tack at a specific set of instrument 2.1.1.1 Discussion—Tackofaprintinginkorvehicleisnot conditions. Typical conditions are as follows: a cooling water afixednumberbutvarieswithoperatingconditions,primarily temperature of 90°F (32.2°C); a volume of 1.32 mL (film separationvelocity,splittingarea,andfilmthickness.Tackalso thickness12.3µm)ofthetestprintinginkorvehicleappliedto varies with changes in the rheological properties of the ink or the rollers; an operating speed of 400 r/min for vehicles, 800 vehicle due to time, temperature, and interactions with the r/min for sheet-fed offset inks, and 1200 r/min for web-fed separating surfaces. In practice, one or more of these surfaces inks; and a reading after 1 min of operation. Alternative usuallyconsistofrubber-likerollersthatdifferincomposition conditionsmaybeusedbyagreementbetweenthesupplierand and geometry and whose properties tend to change with age, the customer. nature of previously run fluids, type of wash-up solvent, and 3.3 Instructions are also given for calibration of the Inko- mechanicalflaws.Onlaboratoryinstruments,tackreadingsare meter and for minimizing effects of interactions among the also sensitive to the calibration and zero accuracy of the rollers, test fluids, and wash-up solvents. tackmeter employed. 4. Significance and Use 2.1.2 apparent tack—a tack reading obtained at a specific 4.1 Tack of printing inks controls their high-speed transfer set of conditions. properties,asmanifestedbythroughputinrollmilling,picking 2.1.3 flying—thetendencyofaprintinginkorvehicletobe of paper during printing, and wet trapping in multicolor ejected as large globules from a roller distribution system. printing. Although an apparent tack measurement does not completely predict the transfer performance of an ink or a 1ThistestmethodisunderthejurisdictionofASTMCommitteeD-1onPaint vehicle,itprovidesameaningfulparameterforqualitycontrol, andRelatedCoatings,Materials,andApplicationsandisthedirectresponsibilityof development, and research. Subcommittee D01.56 on Printing Inks. Subcommittee D01.37 on Ink Vehicles assistedinthedevelopmentofthevehicleportionofthistestmethod. 4.2 Agiven tackmeter will produce repeatable results on a CurrenteditionapprovedDec.10,1997.PublishedSeptember1998.Originally day-to-day basis only if proper attention is paid to calibration publishedasD4361–84.LastpreviouseditionD4361–89(1996). 1D 4361 and maintenance procedures and to control of experimental 7.2 Rags or Wipers, clean, soft, absorbent, lint-free. variables referred to in 2.1.1.1. 7.3 Manufacturer’s Current Manual, for the specific model 4.3 Two or more instruments may not produce identical tackmeter. apparent tack readings, but if each gives repeatable results, 8. Hazards they may be mathematically correlated. 8.1 Never let an ink or a vehicle dry completely on the NOTE 1—Anumberofthree-rollertackmetersareavailablewhichdiffer rollers of the tackmeter. indesignfeaturessuchasrollerweight,geometry,andcompositionofthe 8.2 Caution—Never turn the ZERO button except during distribution system. It cannot be presumed that test results from these the calibration process (see 12.2.1). othertypesoftackmeterswilleitheragreeorcorrelatewiththosefromthe 8.3 Take care not to damage the rollers during the cleaning tackmetersspecifiedin6.1and6.2ofthistestmethod.. process or by leaving them in contact when the instrument is 5. Interferences not in use. 5.1 TackmeterSqueal—Ahighpitchedwhineorsquealmay 8.4 Do not disengage the balance beam of a mechanical be noted when running high tack fluids or at high rotating model except when taking a reading. speeds,orboth.Squealmayresultininstabilityofthebalance 9. Sampling and Test Specimen beam or direct reading attachment of mechanical models or 9.1 Carefully select a sample that is free of skin and other fluctuationofthedigitalreadoutofelectronicmodels,making contaminationandrepresentativeofthelotbeingevaluated.A definite readings difficult. minimumof3to4mLissufficientfortwospecimens.Transfer 6. Apparatus to a clean container, protect with skin paper, close, and seal. 9.2 When ready to make a run (see 12.3), fill the ink pipet 6.1 Three-Roller Tackmeter—Models differ in available as follows: Transfer 1.5 to 2 mL of sample to a clean glass speeds and type of readout as follows: plate; close and reseal the container. Gently work up with an 6.1.1 MechanicalModels,operatethreeorfourfixedspeeds ink knife but do not aerate. Fill the ink pipet with 1.32 mLof selectedfromamong400,800,1200,and2000r/min.Adirect the worked sample (or with a smaller volume (0.5 to 1.0 mL) reading attachment or a recorder is recommended to supple- ifathinnerfilmthicknessisdesired).Usetheinkknifetoforce ment the manually operated balance beam. the specimen into the cylinder while slowly pulling back the 6.1.2 Electronic Models, operate at variable speeds ranging ram. Wipe excess material off the top of the pipet. from100to2000or3000r/min.Arecorderorprinter,orboth, are recommended to supplement the digital readout. NOTE 3—Aspecimenvolumeof1.32mL,dividedbytherollersurface area of 0.010 ft2 (0.107 m2), gives an initial film thickness of 12.3 µm NOTE 2—Toconverttounitsoflinearspeed,multiplyrevolutionsper whendistributeduniformlyontherollersystem.However,theoccurrence minuteby0.785toobtainfeetperminuteorby0.004toobtainmetresper ofappreciableflyingormistingwillresultinlossofspecimenfromthe second. rollers.Hence,operatingfilmthicknessisunknown. 6.2 Tackmeter Rollers, of suitable composition, preferably 10. Preparation and Conditioning of the Tackmeter one set for each major system to be evaluated (see 10.3.1.)A set consists of a top (measuring) roller 31⁄ 8 in. (79 mm) in 10.1 Locate the tackmeter on a sturdy bench in a draft-free diameterand61⁄ 8in.(155mm)inlength,andavibrator2.0in. temperature-controlled environment, preferably 73.5 6 3.5°F (51mm)indiameterand71⁄ 4in.(184mm)inlength.Together (2362°C).Humiditycontrolisnecessaryfortestsamplesthat with the fixed brass roller, the total surface area of the are moisture-sensitive or prone to misting. distributionsystemis166in.2(0.107m2).Themeasuringroller 10.2 Set the water bath at 90.06 0.2°F (32.26 0.1°C).All weighs 9.2 lb (4.2 kg) on mechanical models and 9.6 lb (4.4 tests are to be run at this temperature. (See alsoA1.3.) kg) on electronic models. 10.3 Priortouse,ascertainthenatureofthetestsamplefor 6.3 Ink Pipet, consisting of a metal cylinder and a metal or the following reasons: TFE-fluorocarbon plunger. Suitable pipets include fixed- 10.3.1 Rollerconditioning—Useonlyaninstrumenthaving volume pipets, 1.32-mL capacity; and variable volume mi- rollerswellbrokeninforthetypeoftestsystem.Thebreak-in cropipets, 2-mLcapacity, accurate to 0.01 mL. procedure is given inA1.2.Aseparate set of broken-in rollers 6.4 Stopwatch or Timer, accurate to 1 s. is mandatory for radiation curing systems. The necessity for 6.5 Ink Knife, small, free from nicks and rough edges. separatesetsofbroken-inrollers,orforextensiverecondition- 6.6 Manufacturer’s Calibration Apparatus, for the specific ingwhenswitchingamongdifferenttypesofconventionaltest model tackmeter. systems shall be determined in each laboratory. 10.3.2 Operating speed—Vehicles are most commonly run 7. Reagents and Materials at 400 r/min, alternatively at 800 r/min; sheet-fed inks at 800 7.1 Wash-Up Solvent, compatible with the test system, fast r/min, alternatively at 400 or 1200 r/min; and web-fed inks at evaporating,andhavingminimaleffectontherollers;itshould 1200r/min,alternativelyat800or2000r/min.(Theconversion be acceptable environmentally. Hydrocarbon solvents with an to linear speed is given in Note 2.) initial boiling range of 250 to 350°F (120 to 177°C), a final 10.4 Prior to the first use of the day, equilibrate the boilingrangeof300to400°F(150to205°C),aKauri-Butanol tackmeter as follows: value of 30 to 40 and less than 1% benzene content are 10.4.1 Warm up the instrument by activating the water appropriate for many sheet-fed and heat-set systems. Specific coolingsystem.Engagethetwocompositionrollersandrunat solvents may be required for unique systems. the lowest available speed for about 30 min. 2D 4361 10.4.2 Make a conditioning run with a specimen represen- lutions,oruntilthespecimenappearsevenlydistributedamong tative of the system to be evaluated.Apply 1 to 1.5 mLof the the three rollers. ink or vehicle, and run for 5 to 10 min at the specified test 12.4.1.2 Set the gears at 400 r/min, start the motor and the speed (see 10.3.2). Clean up as directed in Section 13. stopwatch simultaneously, and let the ink distribute for 15 s. Stop the motor but not the stopwatch. 11. Calibration of the Tackmeter 12.4.1.3 Quicklyswitchthegearstothetestspeed(specified 11.1 Calibrate the tackmeter before initial use and periodi- in10.3.2)andimmediatelyrestartthemotor,notingthetimeon cally as needed. First, conduct the necessary steps in 10.3 and the stopwatch. 10.4. 12.4.2 Mechanical Model MBC: 11.2 Usingthemanufacturer’scalibrationapparatus,follow 12.4.2.1 Place the fingertips against the sides of the brass the directions in the instrument manual. roller and manually turn about ten revolutions, or until the 11.2.1 Mechanical Models—Zero and calibrate the balance specimen appears evenly distributed among the three rollers. beam(anddirectreadingattachmentorrecorder,iftheyareto Do not touch the surface of the rollers. be used) at the test speed specified in 10.3.2. 12.4.2.2 Place the speed control switch at the 150 r/min 11.2.2 Electronic Models—Zero and calibrate the digital position.Simultaneouslydepressthepowerswitchandstartthe readout (and recorder, if it is to be used) at 1000 r/min.When stopwatch. Let the ink distribute for 15 s. calibrationiscompleted,checkthedryreadingatthespecified 12.4.2.3 Quickly reposition the speed control switch to the test speed (see 10.3.2). test speed, noting the time on the stopwatch. 12.4.3 Electronic Models: NOTE 4—Three-rollertackmeterscanbecalibratedatonlyonespeed. 12.4.3.1 Place the fingertips against the sides of the brass 11.3 Aftereachcalibrationoratregularperiods,makeatest roller and manually turn about ten revolutions, or until the run with a standard ink or vehicle. (SeeA1.5.) specimen appears evenly distributed among the three rollers. Do not touch the surface of the rollers. 12. Procedure forTack Evaluation 12.4.3.2 Depress the DRIVE button and simultaneously 12.1 If necessary, make preparations as in 10.3 and 10.4, activate the stopwatch. Let the ink distribute for 15 s at the and calibrate as in Section 11. If using an electronic model, automatic LOW speed of 150 r/min. make sure the motor is preset to the test speed specified in 12.4.3.3 Quicklyswitchtothetestspeed(presetin12.1)by 10.3.2 and the drive is in the LOW mode. depressing the HIGH/LOW button again, noting the time on 12.2 Engagetherollersandrunatthespecifiedtestspeed.If the stopwatch. the dry reading differs from zero by more than 60.5 g-m, 12.5 After 60 s of running at the test speed, record the reclean the rollers in accordance with 13.1 or recalibrate in apparenttackofthetestspecimenfromthebalancebeam(see accordance with Section 11. A1.4);direct-readingattachment,ortherecorderofamechani- 12.2.1 The dry reading on a properly calibrated instrument cal model or the digital readout, recorder, or printer of an isdirectlyrelatedtotheconditionofthetop(measuring)roller; electronic model. therefore,largedeviationsfromzeroaresuspect.Usualcauses 12.6 Optional—Rather than restrict the test to a single areinadequatecleaning,residualsampleorwash-upsolvent,or apparent tack determination, valuable information may, in mechanicaldamage.DonotturntheZERObutton,asdoingso somecases,begainedbycontinuingtherun,takingreadingsat willshiftthescale.Donotattempttocompensatebysubtract- uniform time intervals (facilitated by the use of a recorder) ing the dry reading from the test reading. Always reclean or until the apparent tack begins to decrease. Alternatively, the recalibrate. Should large deviations from zero persist, contact tackmeter speed may be varied stepwise and a tack reading the manufacturer about the possibility of serious mechanical taken after a specified time at each speed. damage. 12.7 After the run, stop the instrument and clean up, as 12.3 Turn the instrument off, disengage the rollers, and fill directed in Section 13. the pipet as in 9.2. Transfer its contents to the vibrator in a 12.8 Make a replicate test with another specimen of the seriesofthinribbonsaroundthemiddle5in.(125mm)ofthe same sample by repeating 12.2-12.6. The two tests should roller.Wipe any specimen remaining in the pipet onto a clean agree within the repeatability given in Table 1. place on the same roller. Reengage the rollers. 12.4 Distributethespecimenontherollersandstarttherun 13. Wash-up Procedure as follows: 13.1 With the tackmeter running at the lowest speed, apply 12.4.1 Mechanical Models with Electronic Transmission: asmallamountofwash-upsolventtotherollers.Removemost 12.4.1.1 Manually turn the motor coupling about ten revo- ofthespecimenfromthesystembyplacingpadsoftheclean, TABLE1 StandardDeviationandPrecisionofApparentTackReadings Speedof StandardDeviation Repeatability Reproducibility Tackmeter Samples Rollers, Within-laboratory Between-laboratory Type 1min 5min 1min 5min r/min 1min 5min 1min 5min Ink mechanical 800 0.49 0.47 0.52 0.97 2.0 1.8 2.0 3.8 electronic 800 0.31 0.46 0.67 1.26 1.2 1.8 2.6 5.0 Vehicles electronic 400 0.38 0.37 1.30 1.60 1.1 1.0 3.8 4.7 electronic 800 0.26 ... 1.20 ... 0.7 ... 3.4 ... 3D 4361 soft, absorbent lint-free rags or wipers firmly against the 15.1.1 In an interlaboratory study2 of this test method six bottom of the brass roller. Repeat this procedure with addi- inks with a broad range in tack were measured for apparent tional solvent and pads until the rollers are free from ink or tack ten times at 1 min and 5 min on mechanical in six vehicle. If any material remains on the edges of the composi- laboratoriesandonelectronictackmetersineightlaboratories. tion rollers, remove very gently with a solvent-moistened rag. 15.1.2 In a separate interlaboratory study3 of this test NOTE 5—Caution:Remove material directly from the measuring or method,fourquick-setvehiclesandfourheat-setvehicleswith vibratorrollerswithextremecare.Unduepressurewillcauseunevenwear a broad range in tack were measured in duplicate on two of the rollers and may place significant strain on the torsion bar of the different days at 1 min and 5 min at 400 r/min on electronic electronicmodel.Useextremecaretoensurethatthecleaningpaddoes Inkometers in six laboratories. The four quick-set vehicles notgothroughtherollernip;otherwise,seriousmechanicalproblemsmay were also measured at 1 min at 800 r/min. resultandrecalibrationwillbeessential. 15.1.3 The within-laboratory and between-laboratory stan- 13.2 Dry the rollers thoroughly by running them in contact darddeviationsareshowninTable1.Basedonthesestandard athighspeedforaminimumof5minoruntilallofthesolvent deviationsthefollowingcriteriashouldbeusedforjudgingthe has evaporated. acceptability of results at the 95% confidence level: 13.3 Check the zero reading as in 12.2. Continue cleaning and drying until the dry reading reaches 0 6 0.5 g-m. 15.1.3.1 Repeatability—Two individual results obtained by 13.4 When the rollers are satisfactorily clean, stop the thesameoperatorshouldbeconsideredsuspectiftheydifferby Inkometer and disengage the measuring and vibrator rollers. more than the values given in Table 1. 13.5 Cleanthepipet,theinkknife,andtheglassplatewith 15.1.3.2 Reproducibility—Two results, each the mean of a solvent-wet rag. two readings, obtained by operators in different laboratories should be considered suspect if they differ by more than the 14. Report values given in Table 1. 14.1 Report the following information: 15.2 Bias—Bias cannot be determined as there are no 14.1.1 Complete identification of the sample, knownmethodsformeasuringactualsplittingforces.Thereare 14.1.2 Tackmeter model used, indications that apparent tack measurements from three-roller 14.1.3 Test speed, tackmeters correlate best with transfer performance when a 14.1.4 Ambient temperature, series of test samples is based on the same vehicle chemistry. 14.1.5 Any modifications to this test method, 14.1.6 Whether significant flying or misting was observed, 16. Keywords 14.1.7 Whether squeal was noted during the test, 14.1.8 Average apparent tack reading of two determina- 16.1 apparent tack; printing inks; splitting forces; tack; tions, and tackmeters; three-roller tackmeters; vehicles 14.1.9 Any additional apparent tack readings determined at constant speed-constant time intervals or varying speeds- constant time intervals. 2Supporting data are available fromASTM Headquarters. Request RR:D01- 15. Precision and Bias 1039. 3Supporting data are available fromASTM Headquarters. Request RR:D01- 15.1 Precision: 1062. ANNEX (MandatoryInformation) A1. INFORMATIONCONCERNINGTHREE-ROLLERTACKMETERS A1.1 Routine Maintenance of the Tackmeter A1.2 Breaking-in the Tackmeter Rollers A1.1.1 Routine maintenance is extremely important to the A1.2.1 New tackmeter measuring and vibrator rollers may mechanicalintegrityoftheinstrument;seethemanufacturer’s selectivelyabsorbcertaincomponentsofsometestsystems,up current instruction manual for the specific model. to a saturation point, at which point they may be said to be A1.1.2 The measuring and vibrator rollers may acquire a broken in. Until this selective absorption is complete, tack glazed or shiny appearance with use, depending on the test determinationsmadewiththeserollersmaynotberepeatable. system and the wash-up solvent. This glaze may result in a Break in new rollers using the following procedure: significant change in the apparent tack reading of an ink or A1.2.1.1 Place the rollers on the instrument. Choose as vehicle. The glaze may be removed by extra cleaning with a break-insamplesthoserepresentativeofthesystemthatwillbe strong solvent such as acetone. If not, the composition rollers evaluated on the rollers. Run approximately 1.0 to 1.5 mL of should be replaced. thebreak-insampleforextendedperiodsoftime,wash-upwith 4D 4361 the solvent to be used, reapply the sample, run, wash-up, etc. instrument is in constant use, to augment the temperature control system with a cold-water cooling coil.Acoiled length NOTE A1.1—Thewash-upisasignificantpartofthebreak-inprocess. of 1⁄ 4-in. (6.3-mm) outside-diameter copper tubing may be A1.2.1.2 Break-in time may vary from several hours to placed in the water-bath reservoir, in the flow area away from severaldays.Reproducibleapparenttackreadingsonstandard thethermometer.Thecoilisconnectedtoacold-watertapwith samples (see A1.5.1), over a period of several days, indicate a pressure regulator and emptied into a sink or drain. that the rolls are broken in; they may then be put into routine use. A1.4 Reading the Balance-Beam of Mechanical A1.2.2 Amajorchangeininksystemsmayadverselyaffect Tackmeters therollers.Whenasetofrollershasbeenusedforonesystem, A1.4.1 Inordertotakeareadingfromthebalancebeamof and it is to be used for another, use this same break-in amechanicalmodel,disengagethebeamandmovethesliding procedure. The rollers may then no longer be suitable for the weight until the beam is continuously in balance. Read the original system. scaleattheleftoftheslidingweight,usingthescalealignment cutout to facilitate reading. A1.3 Temperature Control of the TackmeterWater Bath A1.4.2 Minimizationofparallaxisnecessaryforrepeatable A1.3.1 Extremely precise temperature control of the water apparent tack readings. It may be useful to mount a small bath is essential for repeatable apparent tack readings. reflective surface on the beam stop behind the zero indicator A1.3.2 Thethermometerfurnishedwithmechanicalmodels, and the balance beam.The zero indicator and the zero line on and the temperature gage of electronic models are accurate to thebalancebeamarealignedinthereflectivesurfacewhenan 60.5°F (60.3°C). apparent tack reading is being taken. A1.3.2.1 ItmaybeadvantageoustouseaBombCalorimeter A1.4.3 Reengage the balance beam immediately after tak- Thermometer ASTM 56F, 66.0 to 95.00°F, with divisions of ing the reading. 0.05°F, or ASTM 56C, 19.00 to 35.00°C, with divisions of 0.02°C, in the water bath. Position the thermometer in such a A1.5 Standard Test Samples mannerthatthebottomofthemercurybulbisinlinewiththe A1.5.1 It may be useful to designate one or more inks or return inlet from the brass roller. vehiclesasstandards.Samplesthatarestableandhaveagood A1.3.3 Thetemperature-controlsystemoftheinstrumentis shelf life without a change in apparent tack reading (for capable of controlling the temperature inside the brass roller example, tack rated or tack graded) are appropriate. Daily within 60.5°F (60.3°C). apparent tack readings on these samples ensures that the A1.3.3.1 It may be advantageous, particularly, if high-tack instrument is in calibration and serves as a check on repeat- samples are run for extended periods of time, or if the ability. TheAmericanSocietyforTestingandMaterialstakesnopositionrespectingthevalidityofanypatentrightsassertedinconnection withanyitemmentionedinthisstandard.Usersofthisstandardareexpresslyadvisedthatdeterminationofthevalidityofanysuch patentrights,andtheriskofinfringementofsuchrights,areentirelytheirownresponsibility. Thisstandardissubjecttorevisionatanytimebytheresponsibletechnicalcommitteeandmustbereviewedeveryfiveyearsand ifnotrevised,eitherreapprovedorwithdrawn.Yourcommentsareinvitedeitherforrevisionofthisstandardorforadditionalstandards andshouldbeaddressedtoASTMHeadquarters.Yourcommentswillreceivecarefulconsiderationatameetingoftheresponsible technicalcommittee,whichyoumayattend.Ifyoufeelthatyourcommentshavenotreceivedafairhearingyoushouldmakeyour viewsknowntotheASTMCommitteeonStandards,100BarrHarborDrive,WestConshohocken,PA19428. 5
D4838.PDF	Designation: D 4838 – 88 (Reapproved 1998) AMERICANSOCIETYFORTESTINGANDMATERIALS 100BarrHarborDr.,WestConshohocken,PA19428 ReprintedfromtheAnnualBookofASTMStandards.CopyrightASTM Standard Test Method for Determining the Relative Tinting Strength of Chromatic Paints1 ThisstandardisissuedunderthefixeddesignationD4838;thenumberimmediatelyfollowingthedesignationindicatestheyearof originaladoptionor,inthecaseofrevision,theyearoflastrevision.Anumberinparenthesesindicatestheyearoflastreapproval.A superscriptepsilon(e)indicatesaneditorialchangesincethelastrevisionorreapproval. 1. Scope For scattering and absorbing colorants (pigments), both ab- 1.1 This test method describes the determination of the sorption and scattering tinting strength must be specified. absorption tinting strength of a chromatic test paint relative to 3.1.2 tinting strength, absorption—relative change in the thatofastandardorreferencepaintofthesamechemicaltype. absorption properties of a standard white material when a The procedures are based on dilution of the paints with a specifiedamountofanabsorbingpigment,blackorchromatic, standard mixing white paint, followed by instrumental mea- is added to it. surementandcalculation.Provisionismadeforcorrectingthe 3.1.2.1 Discussion—This is the common definition of tint- resultsforsmalldifferencesinhueorchroma,orboth,between ing strength; however, this definition of the term can be the test and reference chromatic paints. misleading. For example, the tinting strength of a yellow 1.2 This test method is intended for the comparison of colorant depends on its scattering as well as its absorption. Its paints containing the same type of vehicle (acrylic, alkyd, or tinting strength as determined from a mixture with white oil) and single-pigment colorants of the same Colour Index2 provides no information about its behavior when mixed with nameandnumber.Theamountsofthepigmentandoftheother low-scattering colorants, such as a black. components of the paint need not be known. 3.1.3 tinting strength, scattering—relative change in the 1.3 This standard does not purport to address all of the scattering properties of a standard black material (with no safety concerns, if any, associated with its use. It is the whitepigmentpresent)whenaspecifiedamountofawhiteor responsibility of the user of this standard to establish appro- chromatic scattering pigment is added to it. priate safety and health practices and determine the applica- 3.1.4 For other definitions, see Terminology E284. bility of regulatory limitations prior to use. 3.2 Definitions of Terms Specific to This Standard: 3.2.1 drawdown—a layer of paint deposited on a substrate 2. Referenced Documents byuseofadrawdownbartoevaluatethecharacteristicsofthe 2.1 ASTM Standards: paint. D1640 Test Methods for Drying, Curing, or Film Forma- 3.2.2 drawdown bar—a bar designed to deposit a specified tion of Organic Coatings at Room Temperature3 thickness of wet paint film uniformly on a specified test panel D4303 TestMethodsforLightfastnessofPigmentsUsedin or other substrate. Artists’ Paints4 4. Summary of Test Method E284 Terminology ofAppearance3 E308 Practice for Computing the Colors of Objects by 4.1 Chromatic paints are diluted with white paint to obtain Using the CIE System3 mixtures that will produce a drawdown having 35 to 45% E1164 Practice for Obtaining Spectrophotometric Data for reflectance factor at the wavelength of maximum absorption. Object-Color Evaluation3 4.2 Drawdowns of these mixture paints are produced at complete hiding. 3. Terminology 4.3 Thedrawdownsaremeasuredtoobtaintristimulusfilter 3.1 Definitions: readings R, G, B either directly or by computation from CIE 3.1.1 tinting strength—measure of the effectiveness with tristimulus values X, Y, Z. whichaunitquantityofacolorantaltersthecolorofamaterial. 4.4 One of the samples is designated the standard, and the percents of tinting strength, % TS, of the others are calculated relativetothatofthestandard.Provisionismadeforcorrecting 1ThistestmethodisunderthejurisdictionofASTMCommitteeD-1onPaint this tinting strength for small differences in hue, chroma, or andRelatedCoatings,Materials,andApplicationsandisthedirectresponsibilityof SubcommitteeD01.57onArtistPaintsandRelatedMaterials. both, between the standard and the test specimen, and for CurrenteditionapprovedJune24,1988.PublishedNovember1988. obtaining an average tinting strength and a range. 2ColourIndex,TheSocietyofDyersandColourists,London,1987.Available fromtheAmericanAssociationofTextileChemistsandColorists,P.O.Box12215, 5. Significance and Use ResearchTrianglePark,NC27709. 3AnnualBookofASTMStandards,Vol06.01. 5.1 Tinting strength may be one factor in judging the 4AnnualBookofASTMStandards,Vol06.02. 1D 4838 relativeeconomicvalueofpaints,sincepigmentconcentration 6.5 MixingWhitePaint,preparedasdescribedintheSpeci- contributes to strength in a major way; other factors are menPreparation,MixingWhitesforDilutionofColorssection formulation and color development in grinding.The user may ofTest Method D4303.Alternatively, a commercial titanium- also select products for other properties, such as transparency, dioxide white artists’ paint may be used. The mixing white thatareaccompaniedbydifferenttintingstrengths.Theresults paintmustbemadewiththesamevehicletype(acrylic,alkyd, of this test method may be used for production control or or oil) as the paints to be tested. quality comparisons. 5.2 Theproductwiththegreatestortheleasttintingstrength 7. Specimen Preparation may not be the most desirable for a given artistic use. For 7.1 Obtainrepresentativesamplesofthechromaticpaintsto example, low tinting strength may lead to the need to use an betested.Fortubepaints,expeltheentirecontentsofthetube excessively high pigment concentration to obtain a desired and mix thoroughly before sampling. coloreffect,andthismayleadtodefectsinthedrypaintfilm. 7.2 Determine the approximate amount of chromatic paint 5.3 This test method applies only to single-pigment paints. tobeaddedto20gofmixingwhitepainttoobtainadrawdown The tinting strength of paints that contain two or more with 35 to 45% reflectance factor at the wavelength of chromaticpigmentswithdifferentopticalpropertiescannotbe maximum absorption. If the amount of chromatic paint is not evaluated by this test method. known in advance, consult the tables in Appendix X1. For 5.4 The term “similar chemical type” used in 1.1 does not pigments other than those listed, use as the general guideline limit the ingredients in the paints to identity, but refers to the addition of 5 g of chromatic paint containing an inorganic compatibility in the case of vehicles and to similarity in the pigment or 1 g of chromatic paint containing an organic case of pigment types. pigment to the 20 g of mixing white paint. 5.5 While the instrumental evaluation of tinting strength is described, visual comparisons can also be used, with lower NOTE 1—AppendixX1ofTestMethodD4303describesamethodfor computing the necessary adjustments in quantities required if additional precision, and should be made to provide confirmation of the trialsareneededtoobtainthedesiredlevelofreflectancefactor. instrumental and computational results. 7.3 Weighoutthechromaticandmixingwhitepaintstothe 5.6 If the sample and standard are widely different in nearest 0.01 g, and mix thoroughly. appearance when prepared at the same ratio of chromatic to 7.4 Preparedrawdownsbyplacingthepaintmixtureatone white paint, another sample should be prepared to bring the endofanopacitychartandpullingthedrawdownbarsmoothly two closer in appearance, to obtain the most accurate results. through the paint and across the chart. Paste paints should be 5.7 The quantities of chromatic and white paints mixed spreadwithaspatulaorpaletteknifeovertheentirechartarea must be accurately known, on either a weight or a volume to be covered before pulling the bar down the chart. basis, but the concentration of pigment in the chromatic paint 7.5 Allowthedrawdownstoreachthedry-to-touchtimeas need not be known. described in the Procedure section of Test Method D1640. 5.8 Whenthepaintsbeingcomparedhavethesamevehicle Acrylic paints should dry in air overnight. Alkyd paints may andpigment(sameColourIndexnameandnumber)thevalues require 5 days to dry. Oil paints may require 2 months to dry. of uncorrected tinting strength from 9.1 and corrected tinting 7.6 Determine whether each drawdown is at complete strengthfrom9.2shouldbenearlythesame.Iftheyarenot,an hidingbymeasuringtheportionsofitovertheblackandover averageofthetwotintingstrengthsisrecommendedasthebest thewhiteareasofthecharttodeterminetristimulusvalueYor estimate of the true value, and a range provides a measure of colorimeterreadingG.IfthequotientY /Y orG /G ,where themagnitudeoftheuncertainty,whichisduetodifferencesin B W B W the subscripts refer to measurements over black and white, hue or chroma, or both, between the paints. respectively, is greater than 0.98, the drawdown can be 5.9 Strictly speaking, the Kubelka-Munk-type analysis of considered at complete hiding. If the drawdown is not at this test method should not be applied to the tristimulus filter complete hiding, prepare a thicker drawdown or a drawdown readingsused,butonlytospectraldata.Forthepurposesofthe made with multiple coats of paint, one over another. relative comparisons of this test method, however, the errors introduced by the calculations used cancel to an adequate NOTE 2—Attherequireddilutionwithwhite,adrawdownbarwithan degree. aperture of 0.006 in. (0.15 mm) will usually make a drawdown at completehiding.Inthecasesofsomeacrylicpaintsandafewoilpaints 6. Apparatus and Materials it may be necessary to increase the aperture to 0.010 in. (0.25 mm) to obtaincompletehiding.Ifthisleadstoaslow-dryingfilmorafilmthatis 6.1 LaboratoryBalance,top-loading,havingasensitivityof wrinkledwhendry,multiplecoatscanbeappliedbydepositingasecond 0.01 g. 0.006in.(0.15mm)coat,drawingdownatarightangletothefirstcoat. 6.2 Drawdown bars, capable of producing smooth paint Afterthiscoatdries,athirdcoatcanbeappliedifnecessarybyusinga films with wet-film thicknesses between 0.003 and 0.010 in. shorterbarthatridesoverthepreviouscoats. (0.075 and 0.25 mm). 8. Procedure 6.3 Opacity charts, sealed-paper type with black and white areas. 8.1 ObtainvaluesofR,G,Bforeachsamplebyeitherofthe 6.4 Color-Measuring Instrument, either a spectrophotom- two following procedures. eter providing 1931 CIE tristimulus values X, Y, Z for CIE 8.1.1 Measurethedrawdownwithaspectrophotometerora standard illuminant C, or a tristimulus colorimeter providing tristimulus colorimeter to determine 1931 CIE tristimulus either such tristimulus values or colorimeter readings R, G, B. values X, Y, Z for CIE standard illuminant C. Follow Practice 2D 4838 E1164 and Practice E308. If hemispherical (integrating- 9.1.5 Select the value of N to be used in the calculation of sphere) geometry is used, measure with the specular compo- % TS by one of the following three methods: UC nent excluded. 9.1.5.1 Select N based on the visually determined color of 8.1.2 If a colorimeter that is direct reading in R, G, B is the specimen: For blue and green specimens, select N ; for R used, measure these quantities. purpleandredspecimens,selectN ;andforyellowandorange G 8.2 If X, Y, Z are measured, calculate R, G, B by use of the specimens, select N . Relabel the selected value N1 and B SPEC following equations: N forthespecimensandthestandard,respectively.Relabel STD the remaining two values of N as N2 and N3 for the R5~X/0.9820.2Z/1.18!/0.8 (1) SPEC SPEC specimens and N2 and N3 for the standard. G5Y (2) STD STD 9.1.5.2 Ifthespecimencolorcannotbeclassifiedaccurately B5Z/1.18 (3) in 9.1.5.1, select the lowest value of N as N1. The same NOTE 3—Theuseofthe1931CIEsystem(andstandardobserver)and selectionmustbemadeforthestandardandallspecimenstobe standardilluminantCisspecifiedbecauseallknowntristimuluscolorim- compared. Relabel the values of N as in 9.1.5.1. eters that are direct reading in R, G, B measure for these conditions. If 9.1.5.3 IfthevaluesofN andN forthespecimenareboth R B valuesofX,Y,Zareobtainedbyspectrophotometry,the1964CIEsystem low and approximately equal, follow the procedure in Annex andotherCIEstandardilluminantsmaybeused.Eq1-3arespecifictothe A1 to select N and calculate the tinting strength. conditions, and must be replaced by the appropriate equations if other 9.1.6 Calculate % TS as follows: conditionsarespecified.5Thearticlereferencedalsodiscussescorrecting UC themeasuredvaluesforsurfacereflections. %TS 5100~N1 /N1 ! (11) UC SPEC STD 9. Calculation 9.2 Calculate tinting strength corrected for differences in hue and chroma, % TS , by use of the following equations: 9.1 Calculate uncorrected relative tinting strength, % TS C UC as follows: d SPEC5N2 SPEC1N3 SPEC (12) 9.1.1 Using decimal-fraction values of R, G, B, calculate d 5N2 1N3 (13) STD STD STD Kubelka-Munk-type ratios of absorption coefficient, K, to D5~d 2d !/2 (14) SPEC STD scattering coefficient, S: %TS 5100~N1 2D!/N1 (15) C SPEC STD ~K/S! R5~12R!2/2R (4) 9.3 Calculateaveragetintingstrength,%TS ,andrangeE AV ~K/S! 5~12G!2/2G (5) as follows: G ~K/S! B5~12B!2/2B (6) %TS AV5~%TS UC1%TS C!/2 (16) 9.1.2 Calculate the pigment concentration term C : E56~%TS 2%TS !/2 (17) P UC C C 5Q/~Q 1Q ! (7) P c c w 10. Report where: 10.1 Report the following information: Q c 5 quantity of chromatic paint, g, 10.1.1 Complete identification of the specimens, including Q 5 quantity of white paint, g. w brand and color name, date of manufacture, and lot number if available. NOTE 4—Ifitisdesirabletousevolumeratherthanweightasthebasis 10.1.2 Name of color-measuring instrument used, method forcomparisonoftintingstrengths,determinethedensitiesofthepaints of standardization, and other information required in the andcomputethevolumesoftheweighedsamples.CalculateC byuseof Eq7usingvolumesinsteadofweights. P Report section of Practice E1164 and Methods E308. 10.1.3 Date of test. 9.1.3 Calculate normalized values of (K/S), denoted N, as 10.1.4 Test results for % TS , % TS , or % TS , and follows: UC C AV range. N 5~K/S! /C (8) R R P N 5~K/S! /C (9) 11. Precision and Bias 6 G G P N 5~K/S! /C (10) 11.1 Based on interlaboratory intercomparisons, the results B B P 9.1.4 Selectoneofthespecimenstobedenotedthestandard ofthistestmethodagreetowithin66%onanabsolutebasis. and assigned the value of 100% tinting strength. The tinting 12. Keywords strength of the remaining specimens will be determined rela- tive to that of the standard. 12.1 artists’ paints; chromate coatings; tinting strength 5Johnston-Feller, R. M., and Bailie, C. W., “Determination of the Tinting Strength of Chromatic Pigments,’’ Journal of Coatings Technology,Vol 54, No. 6Supporting data are available fromASTM Headquarters. Request RR:D01- 692,1982,pp.43–56. 1057. 3D 4838 ANNEX (MandatoryInformation) A1. PROCEDUREforPIGMENTSWITHTWOSEPARATEDABSORPTIONMAXIMA A1.1 The tinting strength of pigments, such as chromium D5~N 1N !/2 (A1.3) G.SPEC G.STD oxide green, for which both N and N are low and approxi- R B %TS UC5100 NUM/DENOM (A1.4) mately equal, must be calculated by the following equations: %TS 5~NUM2D!/DENOM (A1.5) C NUM5~N 1N !/2 (A1.1) R.SPEC B.SPEC DENOM5~N 1N !/2 (A1.2) R.STD B.STD APPENDIX (NonmandatoryInformation) X1. TABLEILLUSTRATINGWEIGHTofACRYLICPAINTtoMIXWITH20-gofMIXINGWHITEPAINT TableX1.1showstheapproximateweightofacrylicpaintto mix with 20-g of mixing white paint. TABLEX1.1 ApproximateWeightofAcrylicPainttoMixWith 20-gofMixingWhitePaint Colour Chromatic PigmentName IndexName Paint,g Alizarincrimson PR83 2.5 Azoyellowmedium PY74 2.5 Burntumber PBr7 3.0 Cadmium-bariumorange PO20:1 2.5 Cadmium-bariumredmedium PR108:1 4.0 Cadmium-bariumyellowlight PY35:1 4.0 Cadmium-bariumyellowmedium PY37:1 3.3 CeruleanblueCo-Cr PB36 9.0 CeruleanblueCo-Sn PB35 10.0 Chromiumoxidegreen PG17 4.0 Cobaltblue PB28 5.0 Dioxazinepurple PV23RS 1.0 Hansayellowlight PY3 3.0 NaphtholAS-OLred PR9 2.5 NaphtholredlightAS-D PR14 2.0 Phthalocyanineblue PB15 0.4 Phthalocyaninegreen PG7,PG36 0.5 Rawsienna PBr7 4.0 Rawumber PBr7 6.0 Redoxide PR101 1.0 Ultramarineblue PB29 4.0 Yellowoxide PY42 4.0 4D 4838 TheAmericanSocietyforTestingandMaterialstakesnopositionrespectingthevalidityofanypatentrightsassertedinconnection withanyitemmentionedinthisstandard.Usersofthisstandardareexpresslyadvisedthatdeterminationofthevalidityofanysuch patentrights,andtheriskofinfringementofsuchrights,areentirelytheirownresponsibility. Thisstandardissubjecttorevisionatanytimebytheresponsibletechnicalcommitteeandmustbereviewedeveryfiveyearsand ifnotrevised,eitherreapprovedorwithdrawn.Yourcommentsareinvitedeitherforrevisionofthisstandardorforadditionalstandards andshouldbeaddressedtoASTMHeadquarters.Yourcommentswillreceivecarefulconsiderationatameetingoftheresponsible technicalcommittee,whichyoumayattend.Ifyoufeelthatyourcommentshavenotreceivedafairhearingyoushouldmakeyour viewsknowntotheASTMCommitteeonStandards,100BarrHarborDrive,WestConshohocken,PA19428. 5
D4400.PDF	Designation: D 4400 – 99 AMERICANSOCIETYFORTESTINGANDMATERIALS 100BarrHarborDr.,WestConshohocken,PA19428 ReprintedfromtheAnnualBookofASTMStandards.CopyrightASTM Standard Test Method for Sag Resistance of Paints Using a Multinotch Applicator1 ThisstandardisissuedunderthefixeddesignationD4400;thenumberimmediatelyfollowingthedesignationindicatestheyearof originaladoptionor,inthecaseofrevision,theyearoflastrevision.Anumberinparenthesesindicatestheyearoflastreapproval.A superscriptepsilon(e)indicatesaneditorialchangesincethelastrevisionorreapproval. INTRODUCTION Themultinotchapplicatorusedinthistestmethodisadrawdownbladewithaseriesofnotchesof successively higher clearance, referred to as the Anti-Sag Meter. See Fig. 1 and Fig. 2 for a representative diagram and photograph. The numerical value for sag resistance obtained with this instrument is referred to as theAnti-Sag Index. Anti-SagMetersaremadewithseveralclearancerangesfordifferenttypesofcoatings(see5.1and Table1).Indevelopingthisstandardthetaskgroupusedaninstrumentwitharangefrom4to24mils, but the method is applicable to any clearance range, and results using instruments with overlapping ranges correlate and have equal validity. The basic method was developed in 19622 and is referenced in U.S. Federal specifications TT-E-508, TT-E-506, and TT-P-1511. Apreshearprogramisessentialforadrawdownsagtesttoduplicatethebreakdowninstructurethat occurs when thixotropic paints are applied by brushout or other practical application methods. The procedures therefore include the preshearing of paints just prior to making test applications. 1. Scope 2. Referenced Documents 1.1 Thistestmethodcoversthelaboratorydeterminationof 2.1 ASTM Standards: thesagresistanceofaqueousandnonaqueousliquidcoatingsat D2196 Test Methods for Rheological Properties of Non- any level of sag resistance. –NewtonianMaterialsbyRotational(Brookfield)Viscom- 1.2 Thevaluesstatedininch-poundunitsaretoberegarded eter3 as the standard. The values given in parentheses are for 2.2 U.S. Federal Specifications:4 information only. Fed. Spec. TT-E-508 Alkyd semi-gloss enamel 1.3 This standard does not purport to address all of the Fed. Spec. TT-E-506 Alkyd gloss enamel safety concerns, if any, associated with its use. It is the Fed. Spec. TT-P-1511 Interior latex gloss and semi-gloss responsibility of the user of this standard to establish appro- finishes priate safety and health practices and determine the applica- 3. Summary of Test Method bility of regulatory limitations prior to use. 3.1 After preshearing, the coating is applied to a test chart withamultinotchapplicator.Thechartsareimmediatelyhung vertically with the drawdown stripes horizontal, similar to 1ThistestmethodisunderthejurisdictionofASTMCommitteeD-1onPaint rungs of a ladder, with the thinnest stripe at the top. After andRelatedCoatings,Materials,andApplications,andisthedirectresponsibilityof dryinginthisposition,thedrawdownisexaminedandratedfor SubcommitteeD01.42onArchitecturalFinishes. sagging. A typical sag pattern obtained by this procedure is Current edition approved Feb. 10, 1999. Published April 1999. Originally publishedasD4400–84.LastpreviouseditionD4400–89a(1993). shown in Fig. 3. 2“DesignofanImprovedSagTester,”OffıcialDigest,Vol34,No.453,October 1962. 4. Significance and Use 4.1 Evaluation of sag resistance is essential in quality controlforbothproducersandpurchasersofcoatings.Practical application tests are poor in reproducibility, while viscometric methods, for example Test Methods D2196, are time- consuming and lack the convincing aspect of actual sagging. 3AnnualBookofASTMStandards,Vol06.01. 4AvailablefromStandardizationDocumentsOrderDesk,Bldg.4,SectionD, 700RobbinsAve.,Philadelphia,PA19111-5094. 1D 4400 FIG.1DiagramoftheMediumRangeAnti-SagMeter 5.4 Catch-papers, thin sheets of sealed paper, for catching surplus paint at the completion of a drawdown. 5.5 Equipment for the Preshearing of Aqueous Coatings: 5.5.1 Syringe, 10-mL, disposable plastic type. 5.5.2 SyringeNeedle,15gby11⁄ 2in.(40mm)tofitsyringe. 5.5.3 SyringeExtensionTubing,clearvinyl,insidediameter \|n! in. (3.2 mm), outside diameter 3⁄ 6 in. (5 mm). 5.6 Equipment for the Preshearing of Nonaqueous Coat- FIG.2MediumRangeAnti-SagMeter ings: 5.6.1 Rotary Mechanical Stirrer, variable speed. This method provides simple and rapid tests, whereby sag 5.6.2 Circular Mixing Paddle, diameter approximately resistanceisdemonstratedbyavisiblesagpattern,andisrated 17⁄ 8in. (48 mm). objectively in terms of numerical values that correlate with 5.6.3 MixingContainer,cylindricaljarorcanwithcapacity brushout test observations. of up to 1 pt (500 mL). 5. Apparatus 6. Procedure 5.1 Multinotch Applicator, Anti-Sag Meter5, a drawdown 6.1 Preparation of Sample: bladewithaseriesofnotchesofsuccessivelyhigherclearance. 6.1.1 Stirthoroughlywithaspatulaintheoriginalcontainer. Select a clearance range suitable for the type of coating under 6.1.2 Strain if necessary to remove large particles or skins. test in accordance with Table 1. 6.1.3 Adjustthetemperatureofthecoatingto73.563.5°F 5.2 TestSurfaces,sealed,smooth-surfacedpapertestcharts, (23 6 2°C). with sizes and designs as follows: 6.2 Preshearing with Syringe and Needle (Aqueous Coat- 5.2.1 BlackandWhiteCharts,about75⁄ 8by113⁄ 8in.(193by ings): 288 mm), the black area comprising about 51⁄ 2 in. (140 mm) 6.2.1 Prepare the paint as described in 6.1. centeredonthedrawdownpath.Achartofthisdesignisshown 6.2.2 Cut a 21⁄ 2-in. (60-mm) length of syringe extension in Figs. 3 and 4. tubing and attach it to the syringe. 5.2.2 PlainWhiteCharts,about75⁄ 8by111⁄ 4in.(193by285 6.2.3 Pressthesyringebarrelfirmlytoexpelair,diptheend mm). ofthesyringeintothecoating,pumpslightlytoexpelremain- 5.3 Glass Drawdown Plate, plus straightedge guide for ing air, then withdraw 8 mLof coating. attachment thereto. 6.2.4 Remove and discard the extension tubing and then attach a syringe needle. 6.2.5 Eject the contents of the syringe in front of the 5Thesolesourceofsupplyoftheanti-sagmeterknowntothecommitteeatthis applicator as rapidly as possible, with firm, steady pressure. timeisTheLenetaCo.,15WhitneyRd.,Mahwah,NJ07430.Ifyouareawareof 6.3 Preshearing with a Rotary Mechanical Mixer (Non- alternativesuppliers,pleaseprovidethisinformationtoASTMHeadquarters.Your aqueous Coatings): comments will receive careful consideration at a meeting of the responsible technicalcommittee,1whichyoumayattend. 6.3.1 Prepare the paint as described in 6.1 and fill the 2D 4400 TABLE1 Anti-SagMeters—AvailableRanges Range ForCoatingType: NotchClearancesA ASM-1 Standard Solvent-bornearchitectural Mils 3 4 5 6 7 8 9 10 11 12 µm 75 100 125 150 175 200 225 250 275 300 ASM-2 Low IndustrialO.E.M.coatings Mils 1 1.5 2 2.5 3 3.5 4 4.5 5 5.5 6 µm 25 38 50 63 75 88 100 113 125 138 150 ASM-3 High Highbuildcoatings Mils 14 16 18 20 25 30 35 40 45 50 60 µm 350 400 450 500 625 750 875 1000 1125 1250 1500 ASM-4 Medium Waterbornearchitectural Mils 4 6 8 10 12 14 16 18 20 22 24 µm 100 150 200 250 300 350 400 450 500 550 600 AMilsareexact.Wetfilmthicknessisabouthalfofclearance. Useblackandwhitechartsinaccordancewith5.2.1forlightor moderately dark colored coatings and white charts in accor- dance with 5.2.2 for very dark coatings. 6.4.2 Fasten the straightedge onto the drawdown plate in a suitable position. 6.4.3 Place the Anti-Sag Meter at the far end of the chart, the open side toward the operator and shoulder against the straightedge guide. 6.4.4 If desired, position a catch-paper just underneath the lower edge of the chart. 6.4.5 Preshear in accordance with 6.2 or 6.3 and immedi- FIG.3TypicalSagPattern ately draw down the coating at a uniform speed of about 6 in. (150 mm)/s, with the applicator pressed against the straight- edge to maintain a straight path. See Fig. 4 for illustration of this step. 6.4.6 Immediatelyhangthechartwiththedrawdownstripes in a horizontal position like rungs in a standing ladder, the thinnest stripe at the top, and allow to dry in that position.A typical test pattern derived using this procedure is shown in Fig. 3. 6.5 Rating the Drawdown: 6.5.1 When the film is dry, note the notch numbers marked on the Anti-Sag Meter and identify the corresponding stripes accordingly. 6.5.2 Observe the sag pattern, ignoring the bottom stripe, which serves only as a position reference for the stripe above it, and the leading and trailing edges of the drawdown, NOTE 1—Noteuseofstraightedgeguide. consideringonlythecentral51⁄ 2in.(140mm)ofthebladepath. FIG.4DrawingDownwiththeAnti-SagMeter Thiscorrespondstotheblackareaoftheblackandwhitechart described in 5.2.1. (See Fig. 3 for a typical sag pattern of this mixing container slightly more than half. Set the container type.) underthestirrersothatthepaddleisabout1⁄ 4in.(5mm)from 6.5.3 Select the lowest (thickest) stripe that has resisted the bottom. crossingthegaptotouchthenextlowerstripe.Thisisreferred 6.3.2 Mixvigorouslyfor1minataspeedsufficienttoform to as the index stripe. a moderate vortex, with the entire contents of the can in rapid 6.5.4 Estimatethedegreetowhichthenextlowerstripe(the circularmotion.Rotorspeedsof1300to3600r/minhavebeen post-index stripe) has merged with the one below it, and found satisfactory, the optimum speed depending on the determinethecorrespondingaddendumfraction,asspecifiedin relative diameters of the mixing paddle and container. For Table 2. referee tests the operators should agree upon the specific container, paddle, and mixing speed. 6.5.5 Multiply the fraction from 6.5.4 by the difference 6.3.3 Immediatelyaftermixingplaceabout8mLofpaintin between the index and post-index stripe number to obtain the frontoftheapplicatoranddrawdowninaccordancewith6.4. index addendum. 6.4 Application of the Test Coating: 6.5.6 Addtheindexaddendumtotheindexstripenumberto 6.4.1 Affix a suitable test chart onto the drawdown plate. obtain theAnti-Sag Index and record same. 3D 4400 TABLE2 IntermediateRatings approximately three times more sensitive to differences in sag DegreeofMergerof Addendum resistance than brushouts. Post-IndexStripe Fraction 8.3 Precision: Complete 0.0 8.3.1 Two interlaboratory tests were conducted to establish Almostcomplete 0.2 the precision of this test method. The first test was that Somewhatmorethanhalf 0.4 Half 0.5 describedin8.1.Thesecondtestconsistedofoperatorsinfive Somewhatlessthanhalf 0.6 laboratoriesperformingthreetestsoneachofthreepaints.On Slight(justtouching) 0.8 the basis of the second interlaboratory test, the within- laboratorypooledcoefficientsofvariationsforbothwater-and 7. Report solvent-reducible paints were 4.4%. On the basis of the first interlaboratory test, the between-laboratory pooled coefficient 7.1 ReporttheAnti-SagIndexofthecoatingasrecordedin ofvariationwasfoundtobe12.4%forwater-reduciblepaints 6.5.6. and 8.8% for solvent-reducible paints. Based on these coeffi- 8. Precision 6 cients of variation, the following criteria should be used for judging the acceptability of results at the 95% confidence 8.1 Correlation—In an interlaboratory study in which op- level: erators in seven laboratories tested six water-reducible paints coveringawiderangeofsagresistanceandinfivelaboratories 8.3.1.1 Repeatability—Two results obtained by the same tested four solvent-reducible paints covering a wide range of operator for either water-reducible or solvent-reducible paints sagresistance,theSpearmanRankCorrelationCoefficientwas should be considered suspect if they differ by more than 0.92 versus brushouts (a coefficient of 1.0 indicates perfect 10.7%. agreement in ranking). 8.3.1.2 Reproducibility—Two results obtained by operators 8.2 Sensitivity—In the interlaboratory study described in indifferentlaboratoriesshouldbesuspectiftheydifferbymore 8.1, the sensitivity criterion values have been computed to be than34.4%forwater-reduciblepaintsand23.4%forsolvent- 4 for brushouts versus 11 for this procedure.The latter is thus reducible paints. 9. Keywords 6Supporting data are available fromASTM Headquarters. Request RR: D01- 1040. 9.1 Anti-Sag Index; rheological properties; sag-resistance TheAmericanSocietyforTestingandMaterialstakesnopositionrespectingthevalidityofanypatentrightsassertedinconnection withanyitemmentionedinthisstandard.Usersofthisstandardareexpresslyadvisedthatdeterminationofthevalidityofanysuch patentrights,andtheriskofinfringementofsuchrights,areentirelytheirownresponsibility. Thisstandardissubjecttorevisionatanytimebytheresponsibletechnicalcommitteeandmustbereviewedeveryfiveyearsand ifnotrevised,eitherreapprovedorwithdrawn.Yourcommentsareinvitedeitherforrevisionofthisstandardorforadditionalstandards andshouldbeaddressedtoASTMHeadquarters.Yourcommentswillreceivecarefulconsiderationatameetingoftheresponsible technicalcommittee,whichyoumayattend.Ifyoufeelthatyourcommentshavenotreceivedafairhearingyoushouldmakeyour viewsknowntotheASTMCommitteeonStandards,100BarrHarborDrive,WestConshohocken,PA19428. 4
D4779.PDF	Designation: D 4779 – 93 AMERICANSOCIETYFORTESTINGANDMATERIALS 100BarrHarborDr.,WestConshohocken,PA19428 ReprintedfromtheAnnualBookofASTMStandards.CopyrightASTM Standard Test Method for Total, Organic, and Inorganic Carbon in High Purity Water by Ultraviolet (UV) or Persulfate Oxidation, or Both, and Infrared Detection 1 ThisstandardisissuedunderthefixeddesignationD4779;thenumberimmediatelyfollowingthedesignationindicatestheyearof originaladoptionor,inthecaseofrevision,theyearoflastrevision.Anumberinparenthesesindicatestheyearoflastreapproval.A superscriptepsilon(e)indicatesaneditorialchangesincethelastrevisionorreapproval. 1. Scope 4. Summary of Test Method 1.1 This test method covers the determination of total 4.1 Fortotalcarbonmeasurement,sampleisinjectedintoa carbon (TC), organic carbon (OC), and inorganic carbon (IC), gas-sparged reactor containing acidified potassium persulfate in makeup water and high purity process water such as (K S O ) or sodium persulfate (Na S O ) solution; either 2 2 8 2 2 8 demineralizer effluent, condensate, and electronic grade rinse elevated temperature or ultraviolet (UV) radiation is used to water.Thetestedconcentrationrangeisfrom50to1000µgof enhance the oxidation. Both inorganic and organic carbon carbon per litre. compounds are converted into CO , which is swept, either 2 1.2 Itistheuser’sresponsibilitytoensurethevalidityofthis directly or by trapping and thermal desorption, to a CO - 2 test method for waters of untested matrices. specificlinearizedinfrareddetector.Outputsignalismeasured 1.3 This standard does not purport to address all of the as peak height or integrated area and results displayed as safety problems, if any, associated with its use. It is the fractional milligrams of carbon per litre or equivalent. For responsibility of the user of this standard to establish appro- directorganiccarbondetermination,thesampleisacidifiedand priate safety and health practices and determine the applica- spargedtoremoveinorganiccarbon,priortooxidation(purge- bility of regulatory limitations prior to use. able organic compounds may be lost in this procedure). For inorganic carbon measurement, the CO sparged off in the 2 2. Referenced Documents organic carbon step may be quantified, or the sample may be 2.1 ASTM Standards: injectedintothereactorwiththeUVsourceoffsothatorganics D 1129 Terminology Relating to Water2 are not oxidized. D 1192 Specification for Equipment for Sampling Water 4.2 Organic carbon may also be measured as the difference and Steam in Closed Conduits2 between“ total carbon’’ and “inorganic carbon’’ results. D 1193 Specification for Reagent Water2 5. Significance and Use D2777 PracticeforDeterminationofPrecisionandBiasof Applicable Methods of Committee D-19 on Water2 5.1 Accuratemeasurementoforganiccarboninwateratlow D 3370 Practices for Sampling Water from Closed Con- and very low levels is of particular interest to the electronic, duits2 pharmaceutical, and steam power generation industries. 5.2 Elevatedlevelsoforganicsinrawwatertendtodegrade 3. Terminology ion exchange capacity. Elevated levels of organics in high puritywatertendtoencouragebiologicalgrowthand,insome 3.1 Definitions—For definitions of terms used in this test cases,aredirectlydetrimentaltotheprocessesthatrequirehigh method, refer to Terminology D1129. purity water. 3.2 Definitions of Terms Specific to This Standard: 5.3 In the case of steam power generation, naturally occur- 3.2.1 inorganic carbon (IC)—carbon in the form of carbon ring organics can degrade to CO and low molecular weight dioxide, carbonate ion, or bicarbonate ion. 2 organic acids which, in turn, are corrosive to the process 3.2.2 organiccarbon(OC;frequentlyalsoTOC)—carbonin equipment. the form of organic compounds. 5.4 Inorganic carbon can also cause problems in a steam 3.2.3 total carbon (TC)—the sum of inorganic and organic power system. CO entering steam condensate that contains carbon. 2 ammonia, reacts to form ammonium carbonate, which is not removed by the condenser air ejection system. If condensate 1ThistestmethodisunderthejurisdictionofASTMCommitteeD-19onWater polishers are operated beyond the ammonia break, continued andisthedirectresponsibilityofSubcommitteeD19.11onStandardsforWaterfor operation on an ammonium cycle can result in selective PowerGenerationandProcesses. exhaustion of the anion resin to the carbonate form, eluting CurrenteditionapprovedSept.15,1993.PublishedNovember1993.Originally silica, chloride, and sulfate into the condensate. The effect is publishedasD4779–88.LastpreviouseditionD4779–88. 2AnnualBookofASTMStandards,Vol11.01. immediatelyfeltwithpowderedresinsystemsthathaveavery 1D 4779 small inventory of anion resin. entailslimitations.Forexample,therelativelylowtemperature oxidation will not oxidize graphite or fines from an activated 6. Interferences and Limitations carbon bed. Certain dissolved organics in water may not fully 6.1 IfIClevelismuchhigherthanOC,thelattershouldbe oxidize in this test method, yielding an error. One such determined directly by acidifying the sample and sparging off componentknowntoproducelowrecoveryiscarbontetrachlo- IC before injection. Determination of OC by difference may ride. The users of this test method are encouraged to verify introduce large error in such circumstances. performanceofthemethodonthecompoundsorsampletypes 6.2 The process of removing IC by sparging may also of interest in their application. remove some organic compounds, termed purgeable organic carbon (POC). The measurement done on the sparged sample 7. Apparatus will therefore be nonpurgeable organic carbon, and will not 7.1 Carbon Analyzer3—Areagent and sample introduction necessarilybeequaltotheOCfigurearrivedatbysubtracting mechanism, a gas-sparged reaction vessel, a gas demister or the IC measurement from the TC measurement. Users of this dryer, or both, a CO trap (optional), a CO -specific infrared test method are responsible for determining whether the POC 2 2 detector, a control system, and a display. fraction is significant in their samples. 7.2 Sparging Apparatus—A glass vessel and supply of 6.3 High-puritywaterisaveryactivescavengerofCO and 2 CO -freegastobebubbledthroughawatersampletoremove otherimpuritiesfromair,syringes,bottles,pipes,etc.Stringent 2 inorganic carbon as CO . precautions must be taken to prevent sample contamination 2 7.3 Sample Injector—An all-fluorocarbon sampling valve, during collection, transportation, storage, and analysis. suchasusedforsampleintroductioninliquidchromatography, 6.4 Method Accuracy: may be used to introduce the sample. 6.4.1 To produce accurate OC data, both method blank and 7.4 Fig.1showsadiagrammaticpresentationofananalyzer recovery must be known. that has been found satisfactory for this purpose. 6.4.1.1 Method Blank—The blank response of a method must be determined and subtracted from the sample response. 8. Reagents and Materials This is especially true when making very low level measure- ments as in the case of high purity water applications. Some 8.1 Purity of Reagents—Reagent grade chemicals shall be examples of contributors to method blank are: (1) the sample usedinalltests.Unlessotherwiseindicated,itisintendedthat injection device used; (2) inlet septa; (3) chemical conversion allreagentsshallconformtothespecificationsoftheCommit- method used; and (4) carrier gases, etc. teeonAnalyticalReagentsoftheAmericanChemicalSociety,4 6.4.1.2 Method Recovery—To produce valid OC data, it where such specifications are available. Other grades may be must be assumed that all compounds are converted to a used, provided it is first ascertained that the reagent is of detectable species (that is, CO ) with the same efficiency, sufficient purity to permit its use without decreasing the 2 independent of compound type or sample matrix. Since the accuracy of the determination. conversionefficiencycanbeaffectedbymanyfactors,itshould 8.2 PurityofWater—Unlessotherwisestated,referencesto be checked from time to time with selected compound types. watershallbeunderstoodtomeanreagentwaterconformingto 6.4.2 As an aid to checking recovery, the following com- SpecificationD1193,TypeII.TheOCofthiswatershouldbe pounds are listed in decreasing order of oxidation rate by measuredregularlyandthisvalueshouldbetakenintoconsid- UV-promoted persulfate oxidation: eration when preparing standards. It will typically be in the 6.4.2.1 Potassium acid phthalate (KHP), range of 0.2 mg/L or less. Organic-free water is desired for 6.4.2.2 Urea, establishingthemethodblankwhenmeasuringOCbelow1mg 6.4.2.3 Nicotinic acid, of carbon per litre. Absolutely carbon free water may not be 6.4.2.4 Pyridine, realisticallyobtainableandmeasurementofitscarbonlevel,if 6.4.2.5 n-Butanol, any,maybebeyondthescopeofthistestmethod.However,a 6.4.2.6 Acetic acid, workingapproximationofthisgoalisthesolutioncontainedin 6.4.2.7 Leucine, and 6.4.2.8 Acetonitrile. 3Model DC-80 TOC analyzer marketed by Dohrmann and model 700 TOC 6.4.3 As an expedient for most applications, method vali- analyzermarketedbyOICorpwereusedinthecollaborativestudy. dationcanbecheckedusingKHP,aceticacid,andacetonitrile 4Reagent Chemicals, American Chemical Society Specifications, American indeionizedwater.Ideally,allsolutionsshouldgiveequivalent ChemicalSociety,Washington,DC.Forsuggestionsonthetestingofreagentsnot conversion efficiencies (for example, percent recovery). listed by theAmerican Chemical Society, see Analar Standards for Laboratory Chemicals,BDHLtd.,Poole,Dorset,U.K.,andtheUnitedStatesPharmacopeia 6.5 AswithothermethodsforTC,IC,OC,andotherwater andNationalFormulary,U.S.PharmaceuticalConvention,Inc.(USPC),Rockville, quality parameters such as COD, this test method inherently MD. FIG.1DiagrammaticPresentationofanAnalyzer 2D 4779 the reaction vessel of certain designs of instrument. Alterna- 9.2 Sampling and Preservation—Collect the sample in ac- tively,waterthathasbeenacidified,mixedwithpersulfatetoa cordance with Specification D1192 and Practice D3370. finalconcentrationof2%w/v,heated,orexposedtoultraviolet 9.2.1 It is recommended that any sample conditioning radiation, or both, and thoroughly sparged (see 9.3) may be condensers, coolers, and associated fittings and valves used used. should be of either stainless steel orTFE-fluorocarbon and be 8.3 Amber glass bottles should be used to store reagent maintained leak-free. When sampling steam condensate, the water, organic-free water, and also standard solutions. See sampleshouldbeatlessthan50°Candpreferablynearambient Section9forpreparationofbottles.Itispreferabletodedicate temperature. Sampling points should never be in dead-ended bottles for these uses. portions of the high purity water systems. 8.4 GasSupply—UseagasfreeofCO andorganicmatter, 2 9.2.2 Priortotakingasample,flushthesamplelineusinga ofapurityasspecifiedbytheequipmentmanufacturer.Oxygen continuousflowofhighpuritywater.Sometimesseveralhours is recommended. may be required, depending upon the length of the lines and 8.5 Organic Carbon, Standard Solution—Prepare a high- flowratepermitted.Donotreadjustflowratebeforesampling. concentration standard using a water-soluble, stable reagent 9.2.3 When sampling, rinse and empty the bottle and the grade compound (see 6.4.2). This stock solution can then be closurethreetimes,fillthebottlefromthebottomtooverflow- furtherdilutedtoaconcentrationsuitableforthemethodused. ingandcapthebottle.IfOCistobemeasuredinsteadofTC, For example, to prepare a 2000 mg/L carbon standard of it may be necessary to add H PO to the sample bottle before potassium hydrogen phthalate (KHP), note that KHPcontains 3 4 the final fill-to-overflow, depending on the instrument used. 0.471gofcarbonpergram,so1Lofstandardcanbemadeby Follow the manufacturer’s instruction to bring the pH of the dissolving 2 divided by 0.471, or 4.25 g, of KHP in 1 L of sample to about 2.Three drops of acid per 250 mLof sample water using a volumetric flask and reagent-grade water. is sufficient to acidify high purity water to a pH of 2 6 1. 8.5.1 Whenpreparinglow-levelstandards,keepinmindthe Confirm this on a separate aliquot. OC content of the reagent water used for dilutions (see Appendix X1). 9.2.4 If the sample cannot be analyzed within 24 h of 8.6 PhosphoricAcid(H PO )(spgr1.69)—Thiscompound collection, it should be refrigerated at 4°C in an atmosphere 3 4 may be used neat or diluted, as required by the manufacturer. free of organic vapors. Since it is added to the sample, the H PO must be of the 9.3 SpargingtoRemoveInorganicCarbon—Since,bydefi- 3 4 highest quality and must be handled carefully to minimize nition, low levels of carbon are to be expected in high-purity contamination. water,itisimportanttoremoveasmuchICaspossiblebefore 8.7 PersulfateSolution—Preparebydissolvinganappropri- measuring OC. Use a high-efficiency fritted-glass sparger to ate weight of K S O or Na S O in 1 Lof water, to produce admit 200 mL/min of carbon-free oxygen or nitrogen to the 2 2 8 2 2 8 the concentration specified by the manufacturer. If specified, acidified sample in the original sample bottle. Fit the sparger add1mLofH PO (spgr1.69)andmixwell.Storeinacool, and a coiled gas vent line into a bottle cap with TFE- 3 4 dark location. fluorocarbon-backedliner.Thiscapshouldtemporarilyreplace theoriginalbottlecapwhenspargingistakingplace.Continue NOTE 1—Certaininstrumentsmayrequirecarbontoberemovedfrom acid and reagent as completely as possible. See the manufacturer’s sparging for at least 5 min. Take care to prevent cross- instructions. contamination during transfer of the sparger from one sample toanother.Alternatively,suchspargingmaybedonewithinthe 9. Sample Handling instrument. 9.1 Containers and Their Treatment—Only amber glass 9.4 Analysis of Sample—To minimize contamination, con- bottles with TFE-fluorocarbon-lined bottle closures should be veythesampletothereactionvesselthroughinerttubing,with used. Clear glass bottles may be used if protected from volume determined by a sample loop filled and emptied by sunlight. Where possible, bottles with volumes greater than manualorautomaticswitching.Itisimportantthatthesample 200mLshouldbeused,sincesmallvolumes(forexample,10 not be transferred to another container, or to a syringe. mL) are proportionately more susceptible to accidental con- 9.4.1 Purge the head space in the sample bottle with pure tamination. gas as the sample is withdrawn to prevent contamination by 9.1.1 Clean sample bottles with chromic acid, rinse several laboratory air. This can most readily be accomplished if the times with water, and dry overnight at 400°C in a muffle sample pick-up tube, purge line, and gas vent line are all furnace. If bottles are new, cleaning with laboratory detergent inserted into a bottle cap with TFE-fluorocarbon-backed liner andrinsingwithwatermaybesufficient,butblankvaluesmust thattemporarilyreplacestheoriginalbottlecapduringsample be checked. analysis. 9.1.2 Rinse the TFE-fluorocarbon-linked closures several times with water, then allow them to soak in water overnight. 9.4.2 Because of the low carbon levels expected, it is Rinse these closures again with water before use. advisabletoanalyzeanyonesampleatleastthreetimesandto 9.1.3 Puttheclosureslooselyonthebottleswhilethebottles average the results. arestillwarm.Whenthebottleshavecooledtoroomtempera- 9.4.3 After the analysis of a particular sample, empty the ture, tighten the closure. bottle,rinsewithhigh-puritywater,addthreedropsofconcen- 9.1.4 Follow this cleaning procedure before each re-use of trated H PO , and refill with pure water and cap for storage 3 4 the bottles. until the next use. 3D 4779 10. InstrumentAdjustment, Calibration, and Operation dancewithPracticeD2777.Allresultspassedthesetests.The 10.1 Follow the manufacturer’s instructions for instrument Ftestat95%confidencelevelwasthenappliedtothetwosets warmup, gas flows, and liquid flows. of data to determine if there was a difference between the 10.2 For calibration, make various dilutions of the 2000 results of the two oxidation methods. None was found, so the mg/L standard organic solution. Also, see the Appendix X1 results were pooled for further analysis. Outlier tests were regarding dilutions. Dilutions used should be as specified by repeated and again all laboratories and results passed. the manufacturer. 13.3 Precision—Separate determinations of precision were made for TC and OC measurements. The results of weighted NOTE 2—Glasswareusedinpreparationofstandardsshouldbecleaned least-squares calculations were as follows: asscrupulouslyasthatusedforsamples(see9.1.1). NOTE 3—Low-concentration standards are particularly subject to TC S t50.02x143 changesovertime,duetocontaminationordecomposition,andshouldbe S 50.01x15 o madefreshasneeded. OC S 50.18x126 t 10.3 Calibrationprotocolsmayvarywithequipmentmanu- S 50.01x14 facturers. Calibrate the instrument as instructed by the manu- o facturer,andusestandardstoverifylinearitywithinthespecific where: range of interest for actual measurements. Plots of standard x 5 average amount found, µg of carbon per litre, concentration versus instrument reading may be used for this S 5 overall precision, and t purpose. S 5 single-operator precision. o 13.3.1 Fig. 2 shows a plot of the four precision 11. Procedure determinations against the amount recovered. The linear 11.1 For sample sparging and introduction, see 9.3. regression fits are also shown in Fig. 2. 11.1.1 To measure IC, inject sample into the analyzer and 13.3.2 Single-operator precision is similar for both TC and analyze under conditions preventing oxidation of organic OC. compounds (for example, low temperature, absence of UV 13.3.3 OverallprecisionismarkedlypoorerforOCthanfor radiation, absence of chemical oxidizer). TC. This is probably attributable to the sparging step used to 11.1.2 TomeasureOC,injectappropriatevolumeofsparged remove IC. Whether this is performed manually or sample into the analyzer, or, alternatively, set the analyzer to automatically, the additional sample handling can introduce automatically remove IC. errors through different sparging conditions, or through 11.1.3 TomeasureTC,injectappropriatevolumeofunspar- contamination, or both. ged sample. 13.3.4 In general, overall precision is much poorer than 11.2 InstrumentBlank—Inaccordancewiththemanufactur- single-operatorprecision.Variousinstrumentalandoperational er’s instructions, measure the blank by sampling the reaction factors can contribute to this, in addition to those in 13.3.3. vessel fluid. Make the measurement five times. Calculate the Because of the difficulty of making up accurate calibration average and precision of the last three measurements. Deduct standards at very low concentrations, most instruments in the the average from the measured value for samples. Keep a study were probably calibrated at well above the levels of record of the average over time as a means to monitor carbon actually in the samples. Consequently, variations in instrument performance. linearity from detector to detector would be particularly pronounced.Treatmentofinstrumentblankwillalsocontribute 12. Calculations to interlaboratory discrepancies. Finally, variation will almost 12.1 Read carbon concentrations directly from the instru- certainly be introduced through unavoidable, though slight, ment, and subtract instrument blank values if necessary. contamination during preparation, shipping, and handling of samples. Note that the validation study samples were shipped 13. Precision and Bias 5 ready-to-analyze rather than as concentrated samples for 13.1 Collaborative Test—This test method was tested by dilution at the analysis site. sending four identical samples to each of twelve laboratories 13.4 Bias—Fig. 3 shows bias in the form of amount added andaskingthemtomeasureTCandOCexactlyinaccordance plottedagainstamountrecovered.IntheTCmeasurement,the with this test method. Nine laboratories returned data. One three spiked samples showed relatively similar positive biases sample was of acidified laboratory deionized water that had offrom92to125µgofcarbonperlitre,afterallowanceforthe beenspargedwhilesubjectedtoUVirradiation.Theotherthree measured TC level of the reagent water. These values were were of laboratory DI water spiked from 50 to 1000 µg/LTC, from one to four times the S for the sample. This bias was and 0 to 375 µg/L OC. The spiking chemicals used were t probably due to absorption of atmospheric CO during the sodium carbonate, acetic acid, and pyridine. 2 preparation and bottling of the samples. 13.2 AnalysisofData—Thereturneddataweredividedinto 13.4.1 The OC bias was lower than Sfor each of the three two groups according to oxidation method and independently t spiked samples, after allowance for the measured OC content tested for outlier laboratories and individual results in accor- ofthewater.Thisfactsupportsthecontentionthatthesamples were subject only to CO contamination during the artificial 2 processofspiking,andthatadditionalorganiccarbonwasnot 5SupportingdataareavailablefromASTMHeadquarters.RequestRR:D-19- 1135. picked up. 4D 4779 FIG.2PrecisionversusAmountFound FIG.3Bias 13.5 MatrixEffects—Allparticipantswereaskedtoanalyze concluded that there was substantial contamination during the a high-purity water of choice, then to use it to dilute the process of dilution and analysis, in addition to errors from remainder of one of the samples provided, and finally to sources mentioned in 13.3.4. analyze that diluted sample. The waters taken were all 13.6 Conclusion—The interlaboratory study indicates that nominallyofhighpurity,yetvariedfrom7to370µgofcarbon this test method can provide unbiased OC results down to the perlitreinTCcontent.Recoveryofanominal119µgofcarbon limit of the applicable range. TC figures, however, may be per litre of added TC varied from 54 to 279 µg of carbon per subject to positive bias from CO in entrained air. Single- 2 litre. Similar highly variable results were found for OC operator precision is generally adequate, but many factors measurement. No conclusions can be drawn about matrix combine to make interlaboratory comparisons difficult. effectsonrecovery,partlybecauseofthepoordata,andpartly Laboratories desiring to use this test method should be aware because the matrix was of essentially the same nature as the of the possibility of poor reproducibility and should refine reagent water used in the test samples. Instead, it can be techniques to minimize this problem. 5D 4779 14. Keywords 14.1 carbon; high purity water; ion exchange; organic compound; process water APPENDIX (NonmandatoryInformation) X1. COMPENSATION FOR CARBON CONTENT OF WATER WHEN PREPARING CALIBRATION STANDARDS X1.1 Although it is possible to prepare water with a low X1.1.3 Calculate the volume of water to be added to the level of carbon (less than 100 µg/L) by such procedures as reservedstandardtobringitsconcentrationdownto10.0mgof acidification,irradiation,ortreatmentwithachemicaloxidant, carbon per litre as follows: followedbyspargingorboiling,itisimpossibletoremoveall volumetobeadded,mL,520x 12x2 carbon.Consequently,whenpreparinglow-levelstandards,the levelofcarboninthewatermustbeallowedfor.Thefollowing where x is the average TC level in the water in milligrams procedure uses a 10 mg of carbon per litre standard as an per litre. example.Observecautionsregardingcontaminationmentioned X1.1.4 Add this volume to the 200-mL volumetric flask in this test method. using a Mohr measuring pipet and mix well. X1.1.1 Prepare a 10.0 mg carbon per litre standard by X1.1.5 Recalibratetheinstrumentat10.0mgofcarbonper drawing 1.00 mL of 2000 mg of carbon per litre carbon litre using this test method. standard solution into two separate 200-mL volumetric flasks X1.1.6 Redetermine the TC content of the water, readjust usingaMohrmeasuringpipetandmakinguptothemarkwith the standard, and repeat this procedure until no significant water. Calibrate the analyzer at 10.0 mg of carbon per litre change is found in the TC value of the water. using one solution, while reserving the other. X1.1.2 Aftercarefulflushingoftheinjectionequipmentand X1.2 An alternative procedure is to add aliquots of carbon lines, analyze replicate injections of the reagent water forTC. tothewateroverarangefrom0to2.00mgofcarbonperlitre, Determine and subtract a system blank as instructed by the determine TC, and extrapolate to zero-added. The intercept manufacturer. will then be the TC concentration in the water. TheAmericanSocietyforTestingandMaterialstakesnopositionrespectingthevalidityofanypatentrightsassertedinconnection withanyitemmentionedinthisstandard.Usersofthisstandardareexpresslyadvisedthatdeterminationofthevalidityofanysuch patentrights,andtheriskofinfringementofsuchrights,areentirelytheirownresponsibility. Thisstandardissubjecttorevisionatanytimebytheresponsibletechnicalcommitteeandmustbereviewedeveryfiveyearsand ifnotrevised,eitherreapprovedorwithdrawn.Yourcommentsareinvitedeitherforrevisionofthisstandardorforadditionalstandards andshouldbeaddressedtoASTMHeadquarters.Yourcommentswillreceivecarefulconsiderationatameetingoftheresponsible technicalcommittee,whichyoumayattend.Ifyoufeelthatyourcommentshavenotreceivedafairhearingyoushouldmakeyour viewsknowntotheASTMCommitteeonStandards,100BarrHarborDrive,WestConshohocken,PA19428. 6
D4537.PDF	Designation: D 4537 – 91 (Reapproved 1996) AMERICANSOCIETYFORTESTINGANDMATERIALS 100BarrHarborDr.,WestConshohocken,PA19428 ReprintedfromtheAnnualBookofASTMStandards.CopyrightASTM Standard Guide for Establishing Procedures to Qualify and Certify Inspection Personnel for Coating Work in Nuclear Facilities1 ThisstandardisissuedunderthefixeddesignationD4537;thenumberimmediatelyfollowingthedesignationindicatestheyearof originaladoptionor,inthecaseofrevision,theyearoflastrevision.Anumberinparenthesesindicatestheyearoflastreapproval.A superscriptepsilon(e)indicatesaneditorialchangesincethelastrevisionorreapproval. 1. Scope determinestheconformanceofcoatingworktopredetermined 1.1 Thisguidedelineatestherequirementsfordevelopment quality requirements. of procedures for the qualification of personnel who perform 3.1.3 qualifications—skills, training, and experience re- inspection of coating work. These activities are accomplished quiredforpersonneltoperformproperlythedutiesandexecute to verify conformance to specified requirements for nuclear the responsibilities of the appropriate certification level. facility coatings work whose satisfactory performance is re- 3.1.4 training—the program developed to ensure that per- quiredinordernottocompromisesystemsusedtomitigatethe sonnel receive the knowledge and skills necessary for qualifi- consequences of postulated accidents. cation. 1.2 This guide provides a uniform interpretation of the 4. Significance and Use requirements inANSI/ASME N45.2.6-1978 for the inspection 4.1 The requirements of this guide apply to personnel who of coating work in nuclear facilities. performinspectionsofcoatingworkduring(1)fabrication,(2) 1.3 This guide meets the intent ofANSI/ASME NQA-1. receipt of items at the construction site, (3) construction, (4) 1.4 It is the intent of this guide to provide a recommended pre-operational and startup testing, and (5) operational phases basis for qualification, not to mandate a singular basis for all of nuclear facilities. qualifications.Variationsorsimplificationsofthequalifications 4.2 Itistheresponsibilityofeachorganizationparticipating describedinthisguideareappropriateforspecialcoatingwork in the project to ensure that only those personnel within their outside of safety-related areas. respective organizations who meet the requirements of this 1.5 This standard does not purport to address all of the guidearepermittedtoperforminspectionactivitiescoveredby safety concerns, if any, associated with its use. It is the this guide. responsibility of whoever uses this standard to consult and 4.3 The organization(s) responsible for establishing the establish appropriate safety and health practices and deter- applicable requirements for activities covered by this guide mine the applicability of regulatory limitations prior to use. shallbeidentified,andthescopeoftheirresponsibilityshallbe 2. Referenced Documents documented.Delegationofthisresponsibilitytootherqualified 2.1 ANSI/ASME Standards: organizations is permitted and shall be documented. ANSI/ASMEN45.2.6 QualificationsofInspection,Exami- 4.4 It is the responsibility of the organization performing nation, and Testing Personnel for Nuclear Power Plants2 theseactivitiestospecifythedetailedmethodsandprocedures ANSI/ASME NQA-1 QualityAssurance Program Require- for meeting the requirements of this guide, unless they are ments for Nuclear Facilities.2 otherwise specified in the contract documents. 3. Terminology 5. General Requirements for Inspection Personnel 3.1 Definitions of Terms Specific to This Standard: 5.1 Provisions shall be made for the indoctrination of 3.1.1 certification—written documentation of qualification. personnelastothetechnicalobjectivesoftheproject,thecodes 3.1.2 coating work inspection—a phase of quality control and standards that are to be used, and the quality assurance which,bymeansofexamination,observation,ormeasurement, elements that are to be employed. 5.2 The need for formal training programs shall be deter- mined, and such training activities shall be conducted as requiredtoqualifypersonnelwhoperforminspections.On-the- 1ThisguideisunderthejurisdictionofASTMCommitteeD-33onProtective job participation shall also be included in the program, with Coating and Lining Work for Power Generation Facilities and is the direct emphasis on first-hand experience gained through actual per- responsibilityofSubcommitteeD33.04onInspection. formance of inspections. Current edition approvedAug. 15, 1991. Published October 1991. Originally 5.3 A candidate’s qualifications for certification shall be publishedasD4537–86.LastpreviouseditionD4537–86. 2AvailablefromAmericanNationalStandardsInstitute,11W.42ndStreet,13th initiallydeterminedbyasuitableevaluationofthecandidate’s Floor,NewYork,NY10036. 1D 4537 education,experience,training,examinationresults,andcapa- eye. The individual shall read the J-1 letters on a Standard bility demonstration. Jaeger Test Chart, or equivalent, at a distance of not less than 5.4 Thejobperformanceofcoatingworkinspectionperson- 12 in. with one or both eyes, uncorrected or corrected. nelshallbereevaluatedatperiodicintervalsnottoexceedthree 7.2 Each candidate shall be examined for color preception years.Reevaluationshallbebyevidenceofcontinuedsatisfac- usingtheIshiharaTestortheFarnsworthD-15Testwhenbeing tory performance or redetermination of capability in accor- certified or recertified. If a candidate does not pass the dance with 5.3. If, during this evaluation or at any other time, Red/Green Sensitive IshiharaTest, the candidate may take the it is determined by the responsibile organization that the Farnsworth D-15 Test. capabilities of an individual are not in accordance with the 7.3 If a candidate does not pass the Farnsworth D-15 Test qualifications specified for the job, that person shall be re- the candidate may be evaluated by a licensed medical practi- movedfromthatactivityuntiltherequiredcapabilityhasbeen tioner to provide the necessary data to determine the candi- demonstrated. date’scolorperception.Individualscertifiedafteranevaluation 5.5 Any person who has not been actively engaged in the by a licensed medical practioner may only be certified to performance or supervision of coating work inspection for a perform inspection work that is within the candidates’s color periodofoneyearshallbereevaluatedinaccordancewith5.3. perception capability. 7.4 The examinations required by 7.1 and 7.2 shall be 6. Functional Qualifications of Inspectors administered by a licensed medical practitioner or a person 6.1 All physical inspection activities can be performed by familiarwiththetestsinvolved.Theresultsofvisiontestsshall certified Level I, Level II, or Level III inspectors. be documented on a Vision Test Record (Fig. 1 or equivalent 6.2 Level I Coatings Inspector, shall be capable of the form). following: 7.5 The responsible organization shall identify any other 6.2.1 Implementing and recording all inspections required physicalqualificationsrequiredtoperformtheassignedinspec- by the applicable procedures. tion duties. Inspectors requiring the identified physical quali- 6.2.2 Verifying instrument calibration. fications shall have them confirmed by examinations at inter- 6.2.3 Performing hold point inspections in accordance with vals not to exceed one year. the applicable procedures. 8. Education, Training, and Experience Qualifications 6.3 Level II Coatings Inspector, shall be capable of the following: 8.1 Candidates for certification as coatings inspectors shall 6.3.1 Performing all of the duties and responsibilities of a havesufficienteducation,experience,andtrainingtoensurean Level I coatings inspector. understanding of the principles and procedures in those areas 6.3.2 Planning and supervising inspections, initiating and ofinspection,examination,andtestingactivitiesforwhichthey reviewing inspection procedures, and evaluating the adequacy are being considered for certification. of activities. 8.2 Level I Coatings Inspectors, shall, as a minimum, meet 6.3.3 Reviewing, organizing, and approving results of in- one or more of the following requirements: spections. 8.2.1 High school graduation plus six months of related 6.3.4 Monitoring the performance of and supervising the experience in equivalent inspection activities. work of Level I coatings inspectors. 8.2.2 Completion of college level work leading to an 6.3.5 Training and verifying the qualifications of Level I Associate Degree or higher, plus three months of related coatings inspectors for certification. experience in equivalent inspection activities. 6.3.6 Initiating changes to quality procedures. 8.3 LevelIICoatingsInspectors,shall,asaminimum,meet 6.3.7 Implementing the Quality Assurance Program if as- one or more of the following requirements: signed that authority by company policy or the Quality 8.3.1 High school graduation plus one year of satisfactory Assurance Program. performance as a Level I coating inspector in the correspond- 6.4 Level III Coatings Inspector, shall be capable of the ing inspection activity. following: 8.3.2 High school graduation plus three years of related 6.4.1 Carryingoutallofthedutiesandresponsibilitiesofa experience in equivalent inspection activities. Level II coatings inspector. 8.3.3 Completion of college level work leading to an 6.4.2 Certifying Level I, Level II, and other Level III Associate Degree plus one year of related experience in coatings inspectors. equivalent inspection activities. 6.4.3 Responsible for evaluating the adequacy of programs 8.3.4 Four-year college graduation plus six months of re- used to train coatings inspectors. lated experience in equivalent inspection activities. 6.4.4 Responsible for authorizing Level II coatings inspec- 8.4 LevelIIICoatingsInspectors,shallmeetoneormoreof tors to carry out training and examination duties. the following requirements: 6.4.5 Responsible for approving all safety-related inspec- 8.4.1 High school graduation plus six years of satisfactory tion procedures. performanceasaLevelIIcoatingsinspectorinthecorrespond- ing inspection activity. 7. Physical Qualifications of Inspectors 8.4.2 High school graduation plus ten years of related 7.1 Each inspector shall be examined annually to ensure experience in equivalent inspection activities; or high school natural or corrected near-distance visual acuity in at least one graduationpluseightyearsexperienceinequivalentinspection 2D 4537 FIG.1SampleVisionTestRecord activities, with at least two years as a Level II coatings 9. Examination inspector. The candidate shall have at least two years associ- 9.1 Each candidate for coatings inspector shall be given an ated with nuclear facilities or sufficient training to be knowl- examination covering the general, specific, and practical as- edgeable of the quality assurance requirements for nuclear pectsofcoatingsinspection.Thegeneralandspecificportions coating work. of the examination may be written, in the form of a personal 8.4.3 Completion of college level work leading to an interview, or a combination of both. The examination results Associate Degree and seven years of related experience in shall be documented in accordance with 11.1. equivalent inspection activities. The candidate shall have at 9.1.1 Thegeneralportionoftheexaminationshallcoverthe least two years of this experience associated with nuclear basicprinciplesofqualityassuranceandcoatingworkinspec- facilities or sufficient training to be knowledgeable of the tion. quality assurance requirements for nuclear coating work. 9.1.2 The specific portion of the examination shall cover 8.4.4 Four-yearcollegegraduationplusfiveyearsofrelated specificcoatingworkrequirementsandinspectionprocedures. experience in equivalent inspection activities. The candidate shallhaveatleasttwoyearsofthisexperienceassociatedwith 9.1.3 The practical portion of the examination shall cover nuclear facilities or sufficient training to be knowledgeable of the use of coating work inspection equipment and inspection the quality assurance requirements for nuclear coating work. procedures. 8.5 Compliance with the requirements of 8.1, 8.2, 8.3, and 9.1.4 All parts of the examination for a Level I or Level II 8.4 shall be documented on an Education and Experience coatingsinspectorshallbeadministeredbyaLevelIIIcoatings Record (Fig. 2 or equivalent form). inspector or a duly authorized Level II coatings inspector. 8.6 Training leading to certification or recertification as a 9.1.5 Examinations for a Level III coatings inspector shall qualified coatings inspector shall be documented on an Orga- beadministeredbyacertifiedLevelIIIcoatingsinspectororby nizational Training Record (Fig. 3 or equivalent form). the responsible organization’s management. 3D 4537 FIG.2SampleEducationandExperienceRecord 10. Performance niversary dates shall be recertified in accordance with 11.2, 10.1 Personnel assigned the responsibility and authority to afteritisreconfirmedthattheinspector’scapabilitiesmeetthe perform functions covered by this guide shall have, as a requirements of this guide. minimum, the appropriate level of capability given in Section 6.Whenasingleinspectionrequiresimplementationbyateam 11. Certification of Inspectors orgroup,personnelnotmeetingtherequirementsofthisGuide 11.1 Level I and Level II coatings inspection certifications may be used in data-taking assignments or in plant or equip- are valid for a period not to exceed three years. Level III ment operation provided they are supervised or overseen by a coatings inspector certifications are valid for a period not to qualified individual participating in the inspection. exceedfiveyears.Coatingsinspectorsarecertifiedafterreview 10.2 A certified coatings inspector shall submit annually a of the candidate’s qualifications for compliance with this summary of coatings related inspection/testing activities per- guide. The examiner shall document the interview of the formed between certification anniversary dates in order to candidate and the review of the candidate’s capabilities, maintain the validity of the certification. This summary for a education, experience, vision records, training records, and Level I or Level II coatings inspector shall be reviewed by a applicableexaminationrecords.Certificationsaredocumented certified Level III coatings inspector or his designee, signed on a Record of Certification (Fig. 4 or equivalent form). and placed in the coatings inspector’s certification file. The summary review for a Level III coatings inspector shall be 11.2 Coatings inspectors shall be recertified as required by conducted by another certified Level III coatings inspector or 11.1 after evaluation of their work record. Individual work theresponsibleorganization’smanagement,signedandplaced records shall show evidence of continuing satisfactory perfor- in the inspector’s certification file. mance. 10.3 Any certified coatings inspector not performing coat- 11.3 LevelIandLevelIIcoatingsinspectorsarecertifiedor ings related inspection/testing work between certification an- recertifiedbyacertifiedLevelIIIcoatingsinspector.LevelIII 4D 4537 FIG.3SampleOrganizationTrainingRecord coatings inspectors are certified or recertified by the respon- and control of records required by this guide shall be in sible organization’s management or by a certified Level III accordance with the requirements of the responsible organiza- coatings inspector. tion and appropriate specifications. 11.4 Certification by a given employer shall be considered 13. Keywords revoked when employment is terminated. 13.1 certified coatings inspector; coatings inspection; coat- 12. Records ings inspector; inspector certification; Level II Coatings In- 12.1 A personnel qualification records file shall be estab- spector;LevelIIICoatingsInspector;nuclearcoatingsinspec- lished and maintained by the employer. Collection, storage, tor; qualified coatings inspector 5D 4537 FIG.4SampleRecordofCertification TheAmericanSocietyforTestingandMaterialstakesnopositionrespectingthevalidityofanypatentrightsassertedinconnection withanyitemmentionedinthisstandard.Usersofthisstandardareexpresslyadvisedthatdeterminationofthevalidityofanysuch patentrights,andtheriskofinfringementofsuchrights,areentirelytheirownresponsibility. Thisstandardissubjecttorevisionatanytimebytheresponsibletechnicalcommitteeandmustbereviewedeveryfiveyearsand ifnotrevised,eitherreapprovedorwithdrawn.Yourcommentsareinvitedeitherforrevisionofthisstandardorforadditionalstandards andshouldbeaddressedtoASTMHeadquarters.Yourcommentswillreceivecarefulconsiderationatameetingoftheresponsible technicalcommittee,whichyoumayattend.Ifyoufeelthatyourcommentshavenotreceivedafairhearingyoushouldmakeyour viewsknowntotheASTMCommitteeonStandards,100BarrHarborDrive,WestConshohocken,PA19428. 6
D4515.PDF	Designation: D 4515 – 85 (Reapproved 1995)e1 AMERICANSOCIETYFORTESTINGANDMATERIALS 100BarrHarborDr.,WestConshohocken,PA19428 ReprintedfromtheAnnualBookofASTMStandards.CopyrightASTM Standard Practice for Estimation of Holding Time for Water Samples Containing Organic Constituents1 ThisstandardisissuedunderthefixeddesignationD4515;thenumberimmediatelyfollowingthedesignationindicatestheyearof originaladoptionor,inthecaseofrevision,theyearoflastrevision.Anumberinparenthesesindicatestheyearoflastreapproval.A superscriptepsilon(e)indicatesaneditorialchangesincethelastrevisionorreapproval. e1 NOTE—Section12wasaddededitoriallyinJune1995. 1. Scope 3.2 Definitions of Terms Specific to This Standard: 1.1 This practice describes the means of estimating the 3.2.1 acceptable holding time—acceptable holding time is periodoftimeduringwhichawatersamplecanbestoredafter anyperiodoftimelessthanorequaltothemaximumholding collection and preservation without significantly affecting the time. accuracy of analysis. 3.2.2 maximum holding time—maximum holding time is 1.2 Themaximumholdingtimeishighlymatrix-dependent themaximumperiodoftimeduringwhichaproperlypreserved and is also dependent on the specific analyte of interest. samplecanbestoredbeforesuchdegradationoftheconstituent Therefore,watersamplesfromaspecificsourcemustbetested of interest occurs or change in sample matrix occurs that the to determine the period of time that sample integrity is systematic error exceeds the 99% confidence interval (not to maintained by standard preservation practices. exceed15%)ofthetestaboutthemeanconcentrationfoundat 1.3 In those cases where it is not possible to analyze the zero time. sampleimmediatelyatthetimeofcollection,thispracticedoes 4. Summary of Practices notprovideinformationregardingdegradationoftheconstitu- 4.1 Holdingtimeisestimatedbymeansofreplicateanalysis ent of interest or changes in matrix that may occur from the at discrete time intervals of a large volume of a water sample time of sample collection to the time of the initial analysis. that has been properly collected and preserved. Concentration 1.4 This practice does not provide information regarding of the constituent of interest is plotted versus time. The holdingtimeforconcentrationofanalytelessthanoneorderof maximum holding time is the period of time from sample magnitude above the criterion of detection. collection to such time that degradation of the constituent of 1.5 This standard does not purport to address all of the interest occurs or change in sample matrix occurs that the safety concerns, if any, associated with its use. It is the systematic error exceeds the 99% confidence interval (not to responsibility of the user of this standard to establish appro- exceed 15%) of the test about the mean concentration at zero priate safety and health practices and determine the applica- time. Prior to determination of holding time, each laboratory bility of regulatory limitations prior to use. mustgenerateitsownprecisiondataforuseinthecalculation. For those tests which are relatively imprecise, replicate deter- 2. Referenced Documents minations are performed at each time interval to maintain the 2.1 ASTM Standards: 99% confidence interval within 15% of the concentration D 1129 Terminology Relating to Water2 found at zero time. D 1193 Specification for Reagent Water2 D2777 PracticeforDeterminationofPrecisionandBiasof NOTE 1—Thispracticegeneratesonlylimiteddatathatmaynotleadto Applicable Methods of Committee D-19 on Water2 consistent conclusions each time the test is applied. In cases where the concentrationoftheconstituentofinterestchangesverygraduallyoveran D3694 PracticesforPreparationofSampleContainersand extendedperiodoftime,theinherentvariabilityintestresultsmayleadto for Preservation of Organic Constituents3 somewhatdifferentconclusionseachtimethatthepracticeisapplied. 3. Terminology 5. Significance and Use 3.1 Definitions—For definitions of terms used in this prac- 5.1 In order to obtain meaningful analytical data, sample tice, refer to Terminology D1129. preservation techniques must be effective from the time of sample collection to the time of analysis. This period of time must be defined in order that the analyst may know how long 1ThispracticeisunderthejurisdictionofASTMCommitteeD-19onWaterand samples may be stored prior to analysis. isthedirectresponsibilityofSubcommitteeD19.06onMethodsforAnalysisfor OrganicSubstancesinWater. 6. Reagents CurrenteditionapprovedAug.30,1985.PublishedOctober1985. 6.1 Purity of Reagents—Reagent grade chemicals shall 2AnnualBookofASTMStandards,Vol11.01. 3AnnualBookofASTMStandards,Vol11.02. beused in all tests. Unless otherwise indicated, it is intended 1D 4515 that all reagents shall conform to the specifications of the TABLE1 EstimatedNumberofReplicateDeterminations committee onAnalytical Reagents of theAmerican Chemical RequiredatEachIntervalintheHoldingTimeStudyBasedon theEstimatedRelativeStandardDeviationoftheTestinthe Society,wheresuchspecificationsareavailable.4Othergrades MatrixUnderStudy maybeused,provideditisfirstascertainedthatthereagentis EstimatedRSD,% ApproximateNumberofReplicates of sufficiently high purity to permit its use without lessening the accuracy of the determination. 1to4 1 5to6 2 6.1.1 Refer to the specific test method and to Practices 7to8 3 D3694 for information regarding necessary equipment and 9 4 preparation of reagents. 10 5 11 6 6.2 PurityofWater—Referencetowatershallbeunderstood 12 7 to mean reagent water conforming to Specification D1193, 13 8 TypeIIanddemonstratedtobefreeofspecificinterferencefor 14 10 15 11 the test being performed. 7. Determination of Holding Time samplecollectioninordertobecertainthattheestimateofprecisionmade in7.1.1isreasonablyaccurate. 7.1 Collection of Sample: 7.1.3 Add the appropriate preservation reagents to the NOTE 2—In some instances, it may be of interest to determine the sample. Immediately proceed to 7.2. holdingtimeofstandardsolutionspreparedinwater.Insuchcases,alarge 7.2 Determination of Single Operator Precision: volume of properly preserved standard solution should be prepared and carriedthroughthestepsofthepracticeinthesamemannerasasample. 7.2.1 General Organic Constituent Methods: The volume of solution required can be estimated using the equation in 7.2.1.1 Immediately after sample collection, analyze an 7.1.1. appropriate number (usually 10) of measured volumes of 7.1.1 Based on the estimated precision of the test in the sample as described in the appropriate procedure. If a matrix to be tested, calculate the estimated total volume of sufficiently high concentration of the constituent of interest is samplerequiredtoperformtheholdingtimedeterminationplus found (concentration must be at least one order of magnitude a precision study. The following formula may be used to higherthanthecriterionofdetection)proceedto7.2.1.2.Ifnot, estimate this volume. collect another sample and repeat the analysis until a sample containing a sufficiently high concentration is obtained. V5~A3B3C!12~A3D! NOTE 4—Since there is no way of positively identifying all of the where: compoundswhichmaybecontributingtothevaluesfoundintheGeneral V 5 estimated volume of sample required, mL, OrganicConstituentMethods,thesamplecannotbefortified.Inorderto A 5 volume of sample required to perform each separate carry out the holding time determination, a sample must be obtained analysis, mL, whichcontainsasufficientlyhighconcentrationtocarryoutthestudy. B 5 estimatednumberofreplicateanalysesrequiredateach 7.2.1.2 Calculate the mean concentration, the standard interval in the holding time study (see Table 1), deviation,andtherelativestandarddeviationofthesereplicate C 5 estimated number of time intervals required for the determinations. (See Practice D2777.) Proceed to 8.1. holding time study (excluding the initial time zero 7.2.2 Specific Organic Constituent Methods (Applicable to precision study), and methods that do not require extraction of the sample D 5 numberofreplicatedeterminationsperformedininitial container.): precision study (usually 10). 7.2.2.1 Immediately after sample collection, analyze an 7.1.2 Based on the volume calculated in 7.1.1, collect a appropriate number (usually 10) of measured volumes of sufficientvolumeofthespecificmatrixtobetestedtoperform sample as described in the appropriate procedure. If a theholdingtimestudyandaprecisionstudy.Thesamplemust sufficiently high concentration of the constituent of interest is be collected in a properly prepared sample container or series found (mean concentration must be at least one order of ofcontainers.RefertoPracticesD3694andtheprocedurefor magnitude higher than the criterion of detection), proceed to the constituent of interest for specific instructions on sample 7.2.2.4. If not, fortify the sample as described in 7.2.2.2 and collection procedures. reanalyze. NOTE 3—The total volume of sample calculated in 7.1.1 is only an 7.2.2.2 Accurately measure the volume of the remainder of estimate.Dependinguponthedegreeofcertaintywithwhichtheprecision the sample and fortify with a known concentration of the canbeestimated,itisrecommendedthatavolumesomewhatinexcessof constituent of interest. The fortified sample must contain a thatcalculatedin7.1.1becollectedinordertomakecertainthatsufficient concentrationoftheconstituentofinterestwhichisatleastone samplewillbeavailabletocompletetheholdingtimestudy.Theanalyst orderofmagnitudehigherthanthecriterionofdetectionofthe may want to consider performing a preliminary precision study prior to method. 7.2.2.3 Immediately perform an appropriate number 4Reagent Chemicals, American Chemical Society Specifications, American (usually 10) of replicate analyses of the fortified sample as ChemicalSociety,Washington,DC.Forsuggestionsonthetestingofreagentsnot described in the appropriate procedure. listed by theAmerican Chemical Society, see Analar Standards for Laboratory 7.2.2.4 Calculate the mean concentration, the standard Chemicals,BDHLtd.,Poole,Dorset,U.K.,andtheUnitedStatesPharmacopeia deviation and relative standard deviation of these replicate andNationalFormulary,U.S.PharmaceuticalConvention,Inc.(USPC),Rockville, MD. determinations. (See Practice D2777.) Proceed to 8.1. 2D 4515 7.2.3 Specific Organic Constituent Methods (Applicable to intransferringsolutionsofpurgeableorganiccompoundsbypreparation methods that require extraction of the sample container.): andanalysisofreplicatespreparedfromastandardsolution.Thisshould bedonetomakecertainthatnolossofpurgeableorganiccompoundsis 7.2.3.1 Ifthesamplewascollectedinacontainerotherthan occurringduringtransfer.Suchlosscanseriouslybiastheresultsofthis litreglassbottles,immediatelytransfershaken1-Lportionsof test. the sample to separate properly prepared (see Practices 7.2.4.4 Perform an appropriate number (usually ten) D3694)litreglassbottleswhichhavehadthelitremarkplaced replicate analyses of the fortified sample as described in the on the neck of the container. appropriate procedure. 7.2.3.2 Immediately perform an appropriate number 7.2.4.5 Calculate mean concentration, the standard (usually 10) replicate determinations of the constituent of deviationandrelativestandarddeviationofthevaluesfoundin interest by analyzing the sample in the containers. If a either7.2.4.1or7.2.4.4.(SeePracticeD2777.)Proceedto8.1. sufficiently high concentration of the constituent of interest is found (mean concentration must be at least one order of 8. Calculation of Replicates Required for Holding Time magnitude higher than the criterion of detection), proceed to Study 7.2.3.5. If not, fortify the sample as described in 7.2.3.3 and reanalyze. 8.1 Based on the relative standard deviation found in 7.2, calculate the number of replicate determinations that will be 7.2.3.3 Fortify the sample in all of the remaining glass required at each time interval in the holding time study. The bottles with a known concentration of the constituent of following formula is used for the calculations: interest by adding an accurately measured small volume of a concentrated standard solution of the analyte. The fortified Sts D2 n5 0 sample must contain a concentration of the constituent of D interestwhichisatleastoneorderofmagnitudehigherthanthe where: criterion of detection of the method. n 5 number of replicates required in the holding time 7.2.3.4 Immediately perform an appropriate number determination, (usually 10) of replicate analyses of the fortified sample as t 5 student’s t (based on number of replicates used in described in the appropriate procedure. precision study. See Table 2.), 7.2.3.5 Calculate the mean concentration, the standard s 5 relative standard deviation expressed as percent 0 deviation,andtherelativestandarddeviationofthesereplicate (Determined in 7.2.), and determinations. (See Practice D2777.) Proceed to 8.1. D 5 15%(maximumvariationfrommeanconcentrationto 7.2.4 Purgeable Organic Compounds: be tolerated). 7.2.4.1 Immediatelyaftercollection,performanappropriate number (usually 10) of replicate determinations of the NOTE 6—Thenumberofreplicatedeterminationscalculatedusingthis formulaisroundedofftothenexthighestwholenumber.Forexample,a constituent of interest by analyzing separate aliquots of the valueof1.09wouldberoundedto2. sample that have been collected in hermetically sealed containers. If the concentration is sufficiently high 9. Analyses at Specified Time Intervals (concentration must be at least one order of magnitude higher 9.1 At appropriate intervals following the initial analysis, than the criterion of detection), proceed to 7.2.4.5. perform the appropriate number of replicate analyses as 7.2.4.2 If the concentration found in 7.2.4.1 is not calculated in 8.1. The intervals at which the subsequent sufficiently high to accurately determine holding time analyses are carried out are left to the judgment of the analyst (concentration must be at least one order of magnitude higher and are somewhat dependent on whether a measure of than the criterion of detection of the method), collect another maximum or acceptable holding time is desired. For example, sample and repeat the analysis or fortify the sample as days 1, 5, 10, and 14 would be appropriate for a two week described in 7.2.4.3. study. In some cases, shorter or longer time intervals may be 7.2.4.3 If the sample requires fortification, open all of the remaining containers and transfer the contents to a graduated cylindertomeasurethetotalvolumeandtheremainingsample. TABLE2 ValuesofStudenttat99%ConfidenceIntervalA Then transfer the sample to an aspirator bottle fitted with a NumberofReplicates tValue stopcock at the bottom. Transfer, by means of a syringe, a 2 63.657 measured volume of stock solution containing a known 3 9.925 4 5.841 concentrationoftheconstituentofinterestintothesample.The 5 4.604 syringeneedleshouldbebelowthesurfaceoftheliquidduring 6 4.032 thetransfer.Stopperthebottleandmixwell.Carefullytransfer 7 3.707 8 3.499 (bydrainingthroughthestopcock)thesampletoseparatesmall 9 3.355 glass sample vials. Great care must be exercised to carry out 10 3.250 the sample transfer with a minimum of sample agitation and 11 3.169 12 3.106 aeration.Eachsamplevialmustbefilledtooverflowingsothat 13 3.055 aconvexminiscusformsatthetop.Sealeachvialasdescribed 14 3.012 in Practices D3694. 15 2.977 A University of Kentucky College of Engineering,“ Design of Experiments NOTE 5—Itisrecommendedthattheoperatortesthisorhertechnique Course”,Vol7,p.146. 3D 4515 appropriate. During this period, the sample must be stored V 5~1003335!12~100310!53500mL under the conditions defined for sample preservation. The laboratory decides to collect a total of 5000 mL of NOTE 7—In some cases, degradation of the analyte may occur more sample in case the estimate of precision is somewhat low. rapidlythananticipatedandacceptablerangeofvariationisexceededafter 11.3 Immediately after sample collection and preservation, thefirstorsecondchoseninterval.Insuchcases,theholdingtimestudy tenmeasuredaliquotsofsampleareanalyzedaccordingtothe shouldberepeatedusingshortertimeintervalsifanaccurateestimationof prescribed procedure. The mean concentration found is 8.5 maximumholdingtimeisrequired. mg/L.Thisvalueislessthanoneorderofmagnitudeabovethe NOTE 8—Ifitisdesiredtoknowonlywhetheraspecifictimeinterval criterion of detection. The remaining sample is fortified with isanacceptableholdingtime,asingletimeintervalmaysuffice. 40mg/Loftheconstituentofinterest.Tenmeasuredaliquotsof 10. Calculation and Evaluation of Data thefortifiedsamplearethenimmediatelyanalyzed.Thesedata 10.1 Calculatetheaverageconcentrationfoundateachtime are tabulated and the mean, standard deviation, and relative interval in the holding time study. standard deviation of the fortified values are calculated. 10.2 Calculate the tolerable range of variation (99% ReplicateNumber Concentration,mg/L confidence interval) from the initial mean concentration that 1 44.8 2 46.5 will be used as the criterion for the holding time evaluation. 3 52.2 Use the following equation: 4 46.2 5 46.6 d56~ts/=n! 6 49.5 7 47.6 where: 8 51.1 d 5 range of tolerable variation from the initial mean 9 55.2 10 46.3 concentration (in concentration terms), t 5 student’s t (based on the number of replicates used in Themeanoftheabovevaluesiscalculatedbysummingthe the precision study), concentrations and dividing by the number of replicate s 5 standard deviation (in concentration terms) calculated determinations. in 7.2, and Sumofconcentrations5486.0 n 5 number of replicate determinations used at each time 486.0 intervalintheholdingtimedetermination(calculatedin Meanconcentration,X¯ 5 548.6mg/L 10 8.1). 10.3 Plot the average concentration found at each time Calculatethestandarddeviationoftheconcentrationvalues intervalversustimeonlineargraphpaper.Indicateontheplot using the following equation: the range of variation from the initial mean concentration that s5=(~Xi2 X¯!2/~n21! can be tolerated before the holding time is exceeded. 10.4 Drawthebestgraphicalfitofthedatapoints.Evaluate where: thechangesinconcentrationasafunctionoftimetodetermine s 5 estimated standard deviation of the series of results, whetherthechangesrepresentasignificantsystematicerrorin Xi 5 each individual concentration value, analysis due to increase or decrease in analyte concentration. X¯ 5 the mean concentration (calculated above), and The maximum holding time is the maximum period of time n 5 number of replicate determinations. duringwhichaproperlypreservedsamplecanbestoredbefore Replicate the systematic error exceeds the tolerable range of variation Number (Xi−X¯) (Xi−X¯)2 1 −3.8 14.44 calculated in 10.2. See Note 1. 2 −2.1 4.41 3 3.6 12.96 11. Example of Holding Time Evaluation 4 −2.4 5.76 5 −2.0 4.00 11.1 Assume that a laboratory is planning on determining 6 0.9 0.81 theholdingtimeforaspecificorganicconstituentinaspecific 7 −1.0 1.00 8 2.5 6.25 water. Historically, the concentration of the constituent of 9 6.6 43.56 interest has ranged from below the criterion of detection (<1 10 −2.3 5.29 mg/L) to as high as 80 mg/L. Based on limited precision 98.48 studiesperformedinthepastandexperiencewiththemethod, the single operator precision is estimated to be in the range of (~Xi2 X¯!2598.48 3to8%(RSD)overtheconcentrationrangeof10to50mg/L. s 5=98.48/953.307953.31mg/L Thelaboratoryisinterestedindeterminingwhethertheanalyte ReplicateNo.9istestedtodeterminewhetheritisanoutlier is stable in the water for a period of up to 30 days. The time (See Practice D2777) and found not to be an outlier. intervalschosenforthestudyare0,6,12,18,24,and30days. Calculate the relative standard deviation (RSD): Thevolumerequiredtoperformeachindividualtestis100mL. 11.2 The total amount of sample required for the study is s 3.31 RSD,%5 31005 310056.8% calculated using the equation in 7.1.1. X¯ 48.6 4D 4515 FIG.1PlotofDataforHoldingTimeEstimation The final tabulation of the data is as follows: 542.4 to 54.8 mg/L. Standard Relative 11.6 Aplotofthedataispreparedandthebestgraphicalfit Numberof Deviation, Standard of the data is drawn (see Fig. 1). The point at which this line Replicates Mean,mg/L mg/L Deviation,% crosses the tolerable range of variation is the estimated 10 48.6 3.31 6.8 maximum holding time. 11.4 Calculate the number of replicates required in the EvaluationofDataforHoldingTimeDetermination holding time study using the equation in 8.1. ConcentrationFound, Day mg/L S3.2536.8D2 n5 15 52.17 0 48.6 6 51.9 Thecalculatedvalueof2.17isroundedto3.Threereplicate 12 45.6 determinations will be required at each time interval in the 18 42.1 24 43.2 holding time study. 30 37.9 11.5 All of the tests are carried out at the appropriate time intervals. The average concentration found at each time 12. Keywords intervaliscalculated.Thetolerablerangeofvariationfromthe 12.1 acceptable holding time; maximum holding time; mean concentration (99% confidence interval) is calculated preserved samples; purgeable organic compounds; specific using the equation in 10.2. organic constituents 3.2533.31 d56 566.2mg/L =3 The tolerable interval of variation is therefore, 48.6 6 6.2 TheAmericanSocietyforTestingandMaterialstakesnopositionrespectingthevalidityofanypatentrightsassertedinconnection withanyitemmentionedinthisstandard.Usersofthisstandardareexpresslyadvisedthatdeterminationofthevalidityofanysuch patentrights,andtheriskofinfringementofsuchrights,areentirelytheirownresponsibility. Thisstandardissubjecttorevisionatanytimebytheresponsibletechnicalcommitteeandmustbereviewedeveryfiveyearsand ifnotrevised,eitherreapprovedorwithdrawn.Yourcommentsareinvitedeitherforrevisionofthisstandardorforadditionalstandards andshouldbeaddressedtoASTMHeadquarters.Yourcommentswillreceivecarefulconsiderationatameetingoftheresponsible technicalcommittee,whichyoumayattend.Ifyoufeelthatyourcommentshavenotreceivedafairhearingyoushouldmakeyour viewsknowntotheASTMCommitteeonStandards,100BarrHarborDrive,WestConshohocken,PA19428. 5
D6.PDF	Designation: D 6 – 95 (Reapproved 2000)e1 AmericanAssociationState HighwayandTransportationOfficialsStandard AASHTONo.:T47 Standard Test Method for Loss on Heating of Oil and Asphaltic Compounds1 ThisstandardisissuedunderthefixeddesignationD6;thenumberimmediatelyfollowingthedesignationindicatestheyearoforiginal adoptionor,inthecaseofrevision,theyearoflastrevision.Anumberinparenthesesindicatestheyearoflastreapproval.Asuperscript epsilon(e)indicatesaneditorialchangesincethelastrevisionorreapproval. e1 NOTE—EditoriallyswitchedfromEnglishdominanttoSIdominant. 1. Scope E145TypeI,GradeB,foroperatingtemperaturesupto180°C 1.1 Thistestmethodcoversthedeterminationofthelossin (365°F).DuringthetestsforcompliancetoSpecificationE145 mass(exclusiveofwater)ofoilandasphalticcompoundswhen requirements,theovenshelf,properlyplacedshallbeinplace heated as hereinafter prescribed. and rotating. In addition, it shall also comply with the 1.2 The values in SI units are to be regarded as standard. following requirements: The values in parentheses are for information only. 5.1.1 Construction(Note1)—Theovenshallberectangular 1.3 This standard does not purport to address all of the withminimuminteriordimensionsof330mm(13in.)ineach safety concerns, if any, associated with its use. It is the direction. The oven shall have in front a tightly fitting hinged responsibility of the user of this standard to establish appro- door, which shall provide a clear opening substantially the priate safety and health practices and determine the applica- same as the interior height and width of the oven. The door bility and regulatory limitations prior to use. maycontainawindowwithdimensionsofatleast100by100 mm (4 by 4 in.), and with two sheets of glass separated by an 2. Referenced Documents air space, through which a vertical thermometer located as 2.1 ASTM Standards: specified in Section 8, may be read without opening the door; D5 Test Method for Penetration of Bituminous Materials2 ortheovenmaybeprovidedwithaninnerglassdoor,through E1 Specification forASTM Thermometers3 whichthethermometermaybeobservedonopeningtheouter E145 Specification for Gravity-Convection and Forced- door momentarily.The oven shall be adequately ventilated by Ventilation Ovens4 convection currents of air and for this purpose shall be providedwithopeningsfortheentranceofairandfortheexit 3. Summary of Test Method of heated air and vapors. Openings may be of any size and 3.1 Fifty grams of material, spread out in a dish 55 mm in arrangementprovidedtherequirementsofSpecificationE145, diameter,isheatedinmovingairfor5hat163°C(325°F)and Type I, Grade B, are met. the percent loss of mass determined along with a comparison, 5.1.2 Rotating Shelf— The oven shall be provided with a before and after, of any other desired characteristics.This test circular metal shelf having a minimum diameter of 250 mm method provides only a relative measurement of the volatility (9.8in.).(Arecommendedformofaluminumshelfisshownin of a material under test conditions. Fig. 1.) The shelf shall be suspended by a vertical shaft and centeredwithrespecttothehorizontalinteriordimensions.The 4. Significance and Use shelf shall be provided with a mechanical means of rotating it 4.1 This test method is useful in characterizing certain at the rate of 5 to 6 rpm. The shelf shall be vertically located petroleum products by the determination of their loss of mass as close to the center of the oven as permitted by compliance upon heating under standardized conditions. withtherequirementsof7.2regardingthermometerplacement. 5. Apparatus NOTE 1—Continueduseofexistingsmallerovenscomplyingwiththe requirements of this test shall be permitted for an indefinite period to 5.1 Oven—The oven shall be electrically heated and shall providefornormalamortizationofpresentequipment.However,allnew conform to the performance requirements of Specification ovens purchased should comply with the minimum dimensions and requirementsofthistestmethod. 1ThistestmethodisunderthejurisdictionofASTMCommitteeD-8onRoofing, 5.2 Thermometer—AnASTM Loss on Heat Thermometer Waterproofing, and Bituminous Materials and is the direct responsibility of graduated in Celsius degrees, having a range from 155 to Subcommittee D08.03 on Surfacing and Bituminous Materials for Membrane 170°C and conforming to the requirements for Thermometer WaterproofingandBuiltupRoofing. 13C as prescribed in the Specification E1. Current edition approved Nov. 10, 1995. Published January 1996. Originally publishedasD6–10.LastpreviouseditionD6–80(1990). 5.3 Container—The container in which the sample is to be 2AnnualBookofASTMStandards,Vol04.03. testedshallbeofmetalorglass,cylindricalinshape,andshall 3AnnualBookofASTMStandards,Vol14.03. haveaflatbottom.Itsinsidedimensionsshallbesubstantially 4AnnualBookofASTMStandards,Vol14.02. Copyright©ASTM,100BarrHarborDrive,WestConshohocken,PA19428-2959,UnitedStates. 1D 6 MetricEquivalents in. 1⁄16 9⁄64 1⁄4 5⁄16 23⁄64 15⁄32 1⁄2 3⁄4 115⁄32 11⁄2 215⁄16 47⁄8 mm 1.6 3.6 6.4 7.9 9.1 11.9 12.7 19.0 37.3 38.1 74.6 123.8 FIG.1AluminumShelf as follows: diameter, 55 mm (2.17 in.), depth, 35 mm (1.38 during the entire test at a rate of 5 to 6 rpm. Maintain the in.). temperature at 163 6 1°C (325 6 1.8°F) for 5 h after the sample has been introduced and the oven has again reached NOTE 2—Containers known in the drug trade as seamless “ointment thattemperature.The5-hperiodshallstartwhenthetempera- boxes”maybeobtainedindimensionsconformingtotheaboverequire- turereaches162°C(324°F),andinnocaseshallthetotaltime ments. that a sample is in the oven be more than 5 h and 15 min.At 6. Technical Hazards the conclusion of the heating period, remove the sample from 6.1 Under ordinary circumstances a number of samples the oven, cool to room temperature, weigh to the nearest 0.01 havingaboutthesamedegreeofvolatilitymaybetestedatthe g, and calculate the loss due to heating. same time. Samples varying greatly in volatility should be 8.2 Determine temperatures by means of the specified testedseparately.Whenextremeaccuracyisrequirednotmore thermometer, which shall be supported from the shaft of the than one material should be tested at one time and duplicate circularshelfinaverticalpositionapproximately19mm(0.75 samples of it should be placed simultaneously in the oven. in.)insidetheperipheryoftheshelf,andwiththebottomofthe Suchduplicatesshallcheckwithinthelimitsofaccuracygiven thermometer bulb 6 mm (0.25 in.) above the shelf. in Section 9. Results obtained on samples showing evidences NOTE 3—Ifadditionalperiodsofheatingaredesired,itisrecommended of foaming during the test shall be rejected. thattheybemadeinsuccessiveincrementsof5heach. NOTE 4—Whenitisrequiredthatthepenetrationorothercharacteris- 7. Preparation of Sample tics of the sample after heating be determined, the residue should be 7.1 Thoroughly stir and agitate the sample as received, meltedinthecontaineratthelowestpossibletemperatureandthoroughly mixed by stirring, taking care to avoid incorporating air bubbles in the warming,ifnecessary,toobtainacompletemixturebeforethe material.Forthepenetrationtest,thewell-mixedresidueshallbebrought portion for analysis is removed. tostandardtemperatureandtestedasprescribedinTestMethodD5.For 7.2 First test the material under examination for water and, othertests,thewell-mixedresidueshouldbetestedaccordingtostandard if water is present, remove it by suitable methods of dehydra- conditionsasrequiredbythetestprocedureinvolved. tion before subjecting the material to the loss on heating test; or, obtain another sample that is free of water. 9. Precision and Bias 9.1 Up to 5% loss in mass, the results obtained may be 8. Procedure considered as correct within 0.5.Above 5% loss in mass, the 8.1 Place 50.0 6 0.5 g of the sample of the water-free TABLE1 ReproducibilityofResults material to be tested in a tared container conforming to the requirements of 5.3, and weigh to the nearest 0.01 g. If the VolatilizationLoss,% NumericalCorrection TrueVolatilizationLoss,% material has been heated to facilitate transfer, cool the sample 5.0 60.50 4.50to5.50 toroomtemperaturebeforemakingthisinitialweighing.Bring 5.5 60.51 4.99to6.01 6.0 60.52 5.48to6.52 the oven to a temperature of 163°C (325°F), and place the 10.0 60.60 9.40to10.60 containerwiththeweighedsampleonandnearthecircumfer- 15.0 60.70 14.30to15.70 25.0 60.90 24.10to25.90 ence of the circular shelf, in one of the recesses if the 40.0 61.20 38.80to41.20 recommendedshelfisused.Closetheovenandrotatetheshelf 2D 6 numericallimitoferrorincreases0.01forevery0.5%increase 10. Keywords in loss by volatilization as shown in Table 1. 10.1 asphalt; heating; oil; oven 9.2 Bias—The procedure in Test Method D6 has no bias because the value of the loss on heating of oil and asphaltic compounds test, is defined in terms of the test method. TheAmericanSocietyforTestingandMaterialstakesnopositionrespectingthevalidityofanypatentrightsassertedinconnection withanyitemmentionedinthisstandard.Usersofthisstandardareexpresslyadvisedthatdeterminationofthevalidityofanysuch patentrights,andtheriskofinfringementofsuchrights,areentirelytheirownresponsibility. Thisstandardissubjecttorevisionatanytimebytheresponsibletechnicalcommitteeandmustbereviewedeveryfiveyearsand ifnotrevised,eitherreapprovedorwithdrawn.Yourcommentsareinvitedeitherforrevisionofthisstandardorforadditionalstandards andshouldbeaddressedtoASTMHeadquarters.Yourcommentswillreceivecarefulconsiderationatameetingoftheresponsible technicalcommittee,whichyoumayattend.Ifyoufeelthatyourcommentshavenotreceivedafairhearingyoushouldmakeyour viewsknowntotheASTMCommitteeonStandards,attheaddressshownbelow. ThisstandardiscopyrightedbyASTM,100BarrHarborDrive,POBoxC700,WestConshohocken,PA19428-2959,UnitedStates. Individualreprints(singleormultiplecopies)ofthisstandardmaybeobtainedbycontactingASTMattheaboveaddressorat 610-832-9585(phone),610-832-9555(fax),orservice@astm.org(e-mail);orthroughtheASTMwebsite(www.astm.org). 3
D5235.PDF	Designation: D 5235 – 97 AMERICANSOCIETYFORTESTINGANDMATERIALS 100BarrHarborDr.,WestConshohocken,PA19428 ReprintedfromtheAnnualBookofASTMStandards.CopyrightASTM Standard Test Method for Microscopical Measurement of Dry Film Thickness of Coatings on Wood Products1 ThisstandardisissuedunderthefixeddesignationD5235;thenumberimmediatelyfollowingthedesignationindicatestheyearof originaladoptionor,inthecaseofrevision,theyearoflastrevision.Anumberinparenthesesindicatestheyearoflastreapproval.A superscriptepsilon(e)indicatesaneditorialchangesincethelastrevisionorreapproval. 1. Scope a nonuniform nature and influenced by localized surface 1.1 This test method covers the measurement of dry film density differences or wood pore size. These conditions of thickness of coatings applied to a smooth, textured or curved coating absorption are commonly referred to as soak in. rigid substrate of wood or a wood-based product. 3. Summary of Test Method 1.2 This test method covers the preparation of wood or 3.1 A specimen of coated wood or wood-based product is wood-based specimens for the purpose of microscopical mea- cut to convenient size and edge polished with sandpaper. surement of dry film thickness. 3.2 The polished edge of the specimen is viewed through a 1.3 This test method suggests an interpretation of dry film calibrated microscope in order to measure dry film thickness. thickness of coatings on wood or wood-based products when 3.3 Suggestions regarding interpretation of dry film thick- porous substrates are coated. ness on porous wood or wood-based material are offered. 1.4 This test method suggests an interpretation of dry film 3.4 Suggestions regarding interpretation of dry film thick- thickness of coatings on wood or wood-based products when ness on wood or wood-based material that have attached or substrateattachedornon-attachedfibersoccurinthedryfilm. encapsulated fibers in the coating are offered. 1.5 Thevaluesstatedininch-poundunitsaretoberegarded as the standard. The values given in parentheses are for 4. Significance and Use information only. 4.1 The dry film thickness of coatings on wood or wood- 1.6 This standard does not purport to address all of the based products is specified in written product warranties for safety concerns, if any, associated with its use. It is the proper decorative and protective performance of coatings on responsibility of the user of this standard to establish appro- wood or wood-based products. priate safety and health practices and determine the applica- 4.2 The minimum and maximum dry film thickness of bility of regulatory limitations prior to use. Specific hazard coatingsisrecommendedbycoatingcompaniesforsatisfactory statements are given in Section 7. decorativeandprotectiveperformanceonwoodorwood-based 2. Terminology products. 4.3 The average dry film thickness of coatings on wood or 2.1 Definitions of Terms Specific to This Standard: wood-based material may be used by manufacturing compa- 2.1.1 dry film thickness—that layer of thickness of dried nies to calculate theoretical cost of applied coatings. By coating above the microscopically visible board surface that comparison with actual cost, utilization efficiency may be also comprises attached fibers but excludes free fibers that are calculated. encapsulated in the layer itself. 4.4 Theratioofpeaktovalleydryfilmthicknessontextured 2.1.2 edge face—That part of the specimen that is a plane products is used as an indication of coating uniformity. perpendicular to the surface showing a cross section of the 4.5 Specific coated product requirements may dictate cer- coating and substrate. tain film thickness determinations to be made. Discussions 2.1.3 soak in—refers to a coating on a porous substrate between buyer and seller may be advisable to accommodate wherethecoatingdoesnotlieessentiallyonthesurfaceofthe product needs relative to dry film thickness. woodorwood-basedproduct,buthaspenetratedintothefiber structure of the wood or wood-based material. 5. Apparatus 2.1.3.1 Discussion—Woodorwood-basedproductsaregen- 5.1 Calibrated2 Monocular Microscope, equipped with an erally of a porous nature; sometimes exhibiting uniform opticalsystem3providingsufficientresolutionof0.1-mil(2.54- absorptionofcoatings.Frequentlyabsorptionofcoatingsisof µm) dry film thickness. One system consisting of a 16-mm 1ThistestmethodisunderthejurisdictionofASTMCommitteeD-1onPaint andRelatedCoatings,Materials,andApplicationsandisthedirectresponsibilityof 2Consult the microscope manufacturer’s operational manual for the correct SubcommitteeD01.52onFactory-CoatedWoodProducts. calibrationprocedure. CurrenteditionapprovedFeb.10,1997.PublishedSeptember1997.Originally 3Videomicroscopeinstrumentsareavailablethatarealsocapableoftherequired publishedasD5235–92.LastpreviouseditionD5235–92. resolutionandmeasurementaccuracy. 1D 5235 objective and a 10-power filar micrometer eyepiece, resulting 8.1.7 Usingadiscsander,beltsanderor200-gritsandpaper in a magnification of at least 100 diameters, has been found mounted on a glass plate, sand the edge face of the encapsu- satisfactory. Other combinations of objectives and eyepieces latedspecimentobemeasureduntiltheedgefaceisrelatively and other magnifications may also be suitable, although mag- smooth. Maintain the edge face of the specimen as flat as nificationsabove200diametersmayresultindistortionofthe possible during sanding. Avoid heat buildup of the sanding viewed cross section. adhesive by intermittent sanding if necessary. 5.2 Source of Oblique Illumination, for the microscope. 8.1.8 Polishtheedgefaceoftheroughsandedspecimenas 5.3 Cutoff Saw. follows: 5.4 Belt or Disc Sander. 8.1.8.1 Mount a piece of 600-grit sandpaper on a flat glass 5.5 C-Type Clamp. plate.Rubtheedgefaceoftheroughsandedspecimenoverthe 600-grit sandpaper in one direction, then reverse direction by 6. Materials 180° for several more rubs. Zinc stearate powder can be 6.1 200 and 600-Grit Sand Paper. sprinkled on the 600-grit sandpaper or the 600-grit sandpaper 6.2 Mold,suchasapapercup,aluminumweighingdish,or can be wetted with mineral oil to produce a highly polished a2-in.(50.8-mm)orlargerdiameterplasticpipethatisatleast edge face free of scratches. 1-in. (25.4-mm) high. 8.1.9 To improve the microscopic contrast between the 6.3 Source of SandingAdhesive, which is used as encapsu- coatingandthewoodorwood-basedproduct,wipealightfilm lating medium such as: of mineral oil or automotive red transmission oil across the 6.3.1 Hot Melt Glue, polished edge face with a clean cotton rag or equivalent. 6.3.2 Fast-Cure Acrylic Mounting Kit,4 and 8.1.10 Some coatings and substrates are hard enough that 6.3.3 Epoxy. encapsulation with a sanding adhesive is not necessary. Al- 6.4 Solvent-borneTintDispersion,whichiscompatiblewith though in all cases, use of the encapsulating sanding adhesive the sanding adhesive. willleadtothesharpestmicroscopicedgefaceandthehighest 6.5 Mineral Oil. degree of accuracy. 6.6 Automotive Red Transmission Oil. 8.1.11 Some laboratories find that a mold for the specimen 6.7 Zinc Stearate Powder. encapsulation with sanding adhesive is not necessary. In this case two specimens are prepared with the cut off saw. The 7. Hazards sanding adhesive after proper mixing is generously applied to 7.1 Use saws and sanders with goggles, dust mask, and the coated face of each specimen, the specimens are placed proper machine safeguards to prevent injury to body limbs. together and a C-clamp is used to squeeze out some of the 7.2 Solvent-based tint dispersions and adhesives may be sanding adhesive. The C-clamp is not removed until the flammable and contain toxic solvents. See manufacturer’s sanding adhesive has hardened. instructions for use and proper disposal. 8.2 MeasurementfortheMicroscopicDryFilmThicknessof the Polished Edge Face of the Specimen: 8. Procedure 8.2.1 Place the polished edge face under the microscope 8.1 Specimen Preparation: lens. 8.1.1 Select the desired coated area of a wood or wood- 8.2.2 Adjust the illuminating light at a convenient oblique based material that is to be measured for dry film thickness. angle. Withthecutoffsaw,cutoffasampleatleast11⁄ 2-in.(38.1mm) 8.2.3 Focus the 10-power filar micrometer eyepiece on one wide from this area. side of the dry film thickness spot to be measured. 8.1.2 Cut this specimen to a length that is at least 1⁄ 2-in. 8.2.4 Advancethe10-powerfilarmicrometersoastoreach (12.7mm)lessthantheinsidediameterofthemoldtobeused. the other side of the spot to be measured in 8.2.3. 8.1.3 Place the specimen, with the sample edge to be 8.2.5 Readthemicrometerandcalculatethedryfilmthick- measured,facedownandapproximatelycenteredinthemold. ness by multiplying the distance in millimetres or inches per 8.1.4 Prepare the sanding adhesive according to the manu- facturer’s direction for use. A dispersed pigment5 may be drum division on the micrometer by the number of drum divisions in the reading by the calibration factor. added to the adhesive for better microscopic contrast between the dry film and the adhesive. 8.2.6 Multiply the calculated number in 8.2.5 by 1000 for 8.1.5 Pour the sanding adhesive around the sample in the English units (39.37 for metric units), for conversion to a dry mold and allow to harden according to the manufacturer’s film thickness in mils. directions. 8.2.7 Poroussubstratestendtohavethecoatingsoakedinto 8.1.6 Removethemoldfromthehardenedandencapsulated theopenfiberstructureofthewoodorwood-basedproduct.A specimen edge. clear demarcation line between substrate and coating is not discernible. In this case, it is suggested that film thickness is that layer of dry film thickness above the microscopically 4Thesolesourceofsupplyofthisitemknowntothecommitteeatthistimeis visible board surface that also comprises attached fibers but BuehlerLtd.,41WaukeganRd.,P.O.Box1,LakeBluff,IL60044.Ifyouareaware excludesfreefibersthatareencapsulatedinthelayeritself(see of alternative suppliers, please provide this information toASTM Headquarters. Fig. 1, Fig. 2 and Fig. 3). Yourcommentswillreceivecarefulconsiderationatameetingoftheresponsible technicalcommittee,1whichyoumayattend. 8.2.8 Severalmicroscopecompanieshaveadvancedoptical 2D 5235 FIG.1IllustratesFilmThicknessAbovetheWoodSurfaceWhere theCoatingLayerEncapsulatesFreeWoodFibers FIG.4IllustratesthePeaks,Shoulders(Slopes),ValleysandFlat AreasofaTexturedSubstrate FIG.2IllustratesFilmThicknesswithWoodFibersAttachedto theWoodSurfaceandSurroundedbyaCoatingLayer 9.2.4 The dry film thickness on the flat areas if any, and 9.2.5 Optionally some laboratories report the ratio of the peaktovalleydryfilmthicknessortheaverageofmultipledry film readings of one or all of these substrate areas. 9.3 Forwoodswithlargeporesignorethesoakinofcoating intothewoodporeorcellandreportonlythedryfilmthickness above the microscopically visible board surface (see Fig. 5). 10. Precision and Bias FIG.3IllustratesCoatingSoakIn,NotReportableasFilm Thickness 10.1 The precision and bias for this test method are prima- rily dependent upon each operator choosing exactly the same systems and useful accessories for measuring dry film thick- spot on the polished specimen for measurement. ness of coatings on properly prepared coated wood or wood- 10.2 Theprecisionandbiasstatementswillbedevelopedin basedspecimens.Theuseoftheirequipmentforthemeasure- round-robin testing. mentofdryfilmthicknessonwoodorwood-basedproductsis 11. Keywords highly recommended.The directions for use of the equipment are specific to each microscope company. Closely follow the 11.1 coated wood or wood-based product; dry film thick- manufacturer’s instructions. ness; microscopic measurement 9. Report 9.1 Reportthedryfilmthicknessofthespottobemeasured in mils or microns. 9.2 Fortexturedsubstrates,reportthefollowinginformation (see Fig. 4): 9.2.1 The dry film thickness in the valleys, 9.2.2 The dry film thickness on the shoulders or slopes, FIG.5IllustratesFilmThicknessOnWoodSubstratesWithLarge 9.2.3 The dry film thickness on the peaks, Pores TheAmericanSocietyforTestingandMaterialstakesnopositionrespectingthevalidityofanypatentrightsassertedinconnection withanyitemmentionedinthisstandard.Usersofthisstandardareexpresslyadvisedthatdeterminationofthevalidityofanysuch patentrights,andtheriskofinfringementofsuchrights,areentirelytheirownresponsibility. Thisstandardissubjecttorevisionatanytimebytheresponsibletechnicalcommitteeandmustbereviewedeveryfiveyearsand ifnotrevised,eitherreapprovedorwithdrawn.Yourcommentsareinvitedeitherforrevisionofthisstandardorforadditionalstandards andshouldbeaddressedtoASTMHeadquarters.Yourcommentswillreceivecarefulconsiderationatameetingoftheresponsible technicalcommittee,whichyoumayattend.Ifyoufeelthatyourcommentshavenotreceivedafairhearingyoushouldmakeyour viewsknowntotheASTMCommitteeonStandards,100BarrHarborDrive,WestConshohocken,PA19428. 3
D4266.PDF	Designation: D 4266 – 96 AMERICANSOCIETYFORTESTINGANDMATERIALS 100BarrHarborDr.,WestConshohocken,PA19428 ReprintedfromtheAnnualBookofASTMStandards.CopyrightASTM Standard Test Methods for Precoat Capacity of Powdered Ion-Exchange Resins1 ThisstandardisissuedunderthefixeddesignationD4266;thenumberimmediatelyfollowingthedesignationindicatestheyearof originaladoptionor,inthecaseofrevision,theyearoflastrevision.Anumberinparenthesesindicatestheyearoflastreapproval.A superscriptepsilon(e)indicatesaneditorialchangesincethelastrevisionorreapproval. 1. Scope 3.1.1 powdered ion-exchange material,, n—an ion- 1.1 These test methods cover the determination of the exchange resin that has undergone post-manufacturing size operating ion-exchange capacity of both powdered cation- reduction to less than 300 µm. exchange resins (hydrogen form) and powdered anion- 3.1.2 resin dosage,, n—the weight of mixed resin applied exchange resins (hydroxide form). These test methods are per unit area of precoatable filter surface.This is expressed as intended for use in testing new powdered ion-exchange resins dry pounds per square foot. when used for the treatment of water. The following two test 3.1.3 resin floc,, n—that voluminous aggregate formed methods are included: when powdered anion-exchange resin and powdered cation- exchangeresinareslurriedtogetherinanaqueoussuspension. 3.1.4 resin ratio,, n—the ratio of the weights of powdered Sections cation-exchange resin to powdered anion-exchange resin used TestMethodA—OperatingCapacity,Anion-Exchange 7to15 to prepare a resin slurry. If not otherwise indicated, it is Resin,HydroxideForm........................................... understood to be the ratio of the dry resin weights. TestMethodB—OperatingCapacity,Cation-Exchange 16to24 3.2 Definitions—Fordefinitionsofothertermsusedinthese Resin,HydrogenForm........................................... test methods, refer to Terminology D1129. 1.2 The values stated in SI units are to be regarded as the standard. The inch-pound units given in parentheses are for 4. Significance and Use information only. 4.1 Thesaltremovalcapacityofapowderedresinprecoatis 1.3 This standard does not purport to address all of the limited by the capacity of either the anion-exchange resin or safety concerns, if any, associated with its use. It is the thecation-exchangeresincontainedinit.Applicationsinclude responsibility of the user of this standard to establish appro- condensatepolishinginfossil-fueledelectricgeneratingplants, priate safety and health practices and determine the applica- as well as condensate polishing, spent fuel pool water treat- bility of regulatory limitations prior to use. ment,reactorwatertreatment,andlow-levelradioactiveliquid 2. Referenced Documents waste treatment in nuclear-powered electric generating plants. 2.1 ASTM Standards: 4.2 By determining the ion-exchange capacity profile of D 1125 Test Methods for Electrical Conductivity and Re- either a cation exchange resin or an anion-exchange resin sistivity of Water2 (capacityexpendedperunitoftimeunderspecificconditions), D 1129 Terminology Relating to Water2 it is possible to estimate runlength and remaining capacity D 1193 Specification for Reagent Water2 when treating a liquid of the same makeup. Although they D 2687 Practices for Sampling Particulate Ion-Exchange cannotaccuratelypredictperformanceduringcondenserleaks, Materials3 thesetestmethodsareusefulfordeterminingoperatingcapaci- D4456 TestMethodsforPhysicalandChemicalProperties ties as measured under the test conditions used. of Powdered Ion-Exchange Resins3 4.3 These test methods may be used to monitor the perfor- E200 PracticeforPreparation,Standardization,andStorage mance of either powdered anion-exchange resin or powdered ofStandardandReagentSolutionsforChemicalAnalysis4 cation-exchange resin. The total capacity of either resin de- pendsprimarilyuponthenumberdensityofion-exchangesites 3. Terminology within the resin. The operating capacity is a function of the 3.1 Definitions of Terms Specific to This Standard: total capacity, degree of conversion to the desired ionic form when received, and properties of the resin and the system that affect ion exchange kinetics. 1ThesetestmethodsareunderthejurisdictionofASTMCommitteeD-19on WaterandarethedirectresponsibilityofSubcommitteeD19.08onMembranesand 5. Purity of Reagents Ion-ExchangeMaterials. CurrenteditionapprovedJuly10,1996.PublishedNovember1996.Originally 5.1 Reagent grade chemicals shall be used in all tests. publishedasD4266–83.LastpreviouseditionD4266–83(1990)e1. Unlessotherwiseindicated,itisintendedthatallreagentsshall 2AnnualBookofASTMStandards,Vol11.01. conform to the specifications of the Committee onAnalytical 3AnnualBookofASTMStandards,Vol11.02. 4AnnualBookofASTMStandards,Vol15.05. Reagents of the American Chemical Society, where such 1D 4266 specifications are available.5 9.1.6 Beaker, stainless steel, 4 L to volume with bulkhead 5.2 PurityofWater—Unlessotherwiseindicated,references fittings installed at tubing penetrations. to water shall be understood to mean Type II reagent water, 9.1.7 Chemical Pump, with pumping rate between Specification D1193. 8.33310−6 and 8.33310−5 L/s (30 to 300 mL/h) at 3.453106 Pa (500 psig) pressure. Suction tubing should be 6. Sampling 3.2-mm (1⁄ 8-in.) outside diameter stainless steel and discharge 6.1 Obtain a representative sample of the powdered ion- tubing should be 1.6-mm (1⁄ 16-in.) outside diameter stainless exchange resin in accordance with Practices D2687 but steel.9 substituting a 12.5-mm (1⁄ 2-in.) inside diameter tube. 9.2 Electrical Conductivity Measurement Apparatus, conformingtotherequirementsgiveninTestMethodsD1125, TEST METHODA—OPERATING CAPACITY, ANION- Method B. EXCHANGE RESIN, HYDROXIDE FORM 7. Scope 10. Reagents 7.1 This test method covers the determination of ion- 10.1 Hydrochloric Acid Solution, Standard (0.10 N)— exchange capacity, on a dry weight basis, of new powdered Prepare and standardize as described in Practice E200. anion-exchange resins in the hydroxide form. 10.2 PolyacrylicAcid Solution, Standard (1+99)—Pipet 1 7.2 The ion-exchange capacity obtainable in commercial mLofpolyacrylicacid10(25weight%solids,MW<50 000) installations depends not only upon the initial state of the into a 100 mL volumetric flask and dilute to 100 mL with powderedresin,butalsoonhowtheresinflocispreparedand water. Mix well. Prepare this solution fresh daily. applied,ontheconditionoftheequipmentonwhichitistobe used, and the pH and general chemistry of the water system 11. Sample Preparation being treated. Thus, this test method has comparative rather 11.1 Selection of Proper Sample Weight—Use a resin thanpredictivevalueandprovidesanupperlimitonexchange dosage of 1 kg/m2 (0.2 lb/ft2) and a resin ratio of 2:1. capacity that may be expected. 11.1.1 If the purpose of the capacity test is to eliminate the resinasaconsiderationinasituationinvolvingaperformance 8. Summary of Test Method problem in a commercial plant, then the capacity test may be 8.1 The powdered anion-exchange resin to be tested is performed using the same wet resin ratio and the same resin slurried with an appropriate amount of powdered cation- dosage as is used in the commercial equipment. exchange resin in the hydrogen form, and the resulting floc is 11.1.2 Using a resin dosage of 1 kg/m2 (0.2 lb/ft2), the precoatedontoafilterdisk.Thenadilutestandardizedsolution correct dry weight of resin to be used on a 142-mm diameter of a strong acid is fed to the precoat while monitoring the filteris15.5g.Ataresinratioof2:1,thedryweightstouseare effluent stream conductometrically. 10.3gofcationand5.2gofanionexchangeresins.Thesolids 9. Apparatus contents should be determined by Method B of Test Methods D4456. 9.1 Test apparatus, as shown in Fig. 1, with the following 11.1.3 Fromtheknownsolidscontentoftheresins,andthe components: dryweightofresindesiredforthetest,calculatetheweightof 9.1.1 Water Pump—adjustable between 0 to 7.57 L/min (0 wet resin to be taken for analysis as follows: to 2 gal/min) at 2.763105 Pa (40 psig) pressure.6 9.1.2 Pressure Gages (2), 0 to 4.1373105 Pa (0 to 60 W5~B/S!3100 psig) with appropriate snubbers. where: 9.1.3 Disk Filter Holder, 142-mm diameter with sufficient W 5 weight of wet resin, g, clearanceabovethefilterdisktoallowforuniformapplication B 5 weight of dry resin, g, and of resin precoat.7 S 5 solids content of resin,%. 9.1.4 Filter-Disk,142-mmdiameter,withnominalretention 11.2 Resin Slurry Preparation: ratingof25to30µmandabsoluteretentionratingof40to60 11.2.1 Measure300mLofwaterintoeachofthree500-mL µm.8 beakersandplaceeachbeakeronamagneticstirrer.Adjustthe 9.1.5 Flow Metre, 0 to 1.89 L/min (0 to 30 gal/h) with stirringspeedtoashighaspossiblewithoutappreciablevortex regulating valve. formation. 11.2.2 Accurately weigh three portions each of the cation resinandtheanionresin,usingthewetweightsasdetermined 5Reagent Chemicals, American Chemical Society Specifications, American in11.1.Placetheproperamountofcationresinandanionresin ChemicalSociety,Washington,DC.Forsuggestionsonthetestingofreagentsnot listed by theAmerican Chemical Society, see Analar Standards for Laboratory in each of the three beakers and stir gently for 5 min. Chemicals,BDHLtd.,Poole,Dorset,U.K.,andtheUnitedStatesPharmacopeia 11.2.3 For each beaker, after mixing for 5 min, turn off the andNationalFormulary,U.S.PharmacopeialConvention,Inc.(USPC),Rockville, magnetic stirrer and allow the floc to settle for 5 min. The MD. 6MilliporepumpZPN100400,orequivalent,hasbeenfoundsatisfactoryforthis use. 7Millipore filter holder YY22 14230 with acrylic cylinder XX42 14201 and 9MiltonRoypump1960066002,oranequivalent,hasbeenfoundsatisfactory accessories,oranequivalent,hasbeenfoundsatisfactoryforthisuse. forthisuse. 8BGorDGfilters,availablefromPallCorporation,30SeaCove,NY,11542,or 10Accumer1510obtainablefromRohmandHaasCo.,Philadelphia,Pa.,oran equivalent,havebeenfoundsatisfactoryforthisuse. equivalent,issuitable. 2D 4266 (A) Pump,adjustablebetween0to2gal/minat40psig(0.27MPa)pressure.MilliporepumpZPN100400orequivalenthasbeenfoundsatisfactoryforthis use. (B) Gages,0to60psig(0.41Pa)pressurewithappropriatesnubbers. (C) Diskfilterholder,142-mmdiameterwithsufficientclearanceabovethefilterdisktoallowfora1⁄2in.(12.5mm)powderedresinprecoat. MilliporefilterholderYY2214230withXX4214201acryliccylinderandaccessorieshasbeenfoundsatisfactoryforthisuse. (D) Flowmetre,0to30gal/hwithregulatingvalve. (E) Stainlesssteelbeaker,4-Lvolumewithbulkheadfittingsinstalledatthetubingpenetrations. (F) Magneticstirrerandhotplate. (G) InstrumentPump,withpumpingratebetween30–300mL/hat100-psigpressure.Provideexternalpressurereliefprotectionsetfor100psig. MiltonRoypumpmodel1960066002hasbeenfoundsatisfactoryforthisuse. (H) Tubing,3⁄8in.(9.5mm),precoatcircuit (I) Tubing,1⁄4in.(6.4mm)Includingregulatingvalve (J) Tubing,1⁄8in.(3.2mm) (K) Tubing,1⁄16in(1.6mm)Includingthree-wayballvalveandflushingline. (L) GraduatedCylinder,250mL. DiskFilters,142mmeitherpolypropyleneorcellulose Nominalrating25–30µm Absoluterating40–60µm ThePallCorphasdiskfiltersthathavebeenfoundsatisfactoryforthisuse. (M) Electricalconductivitycellandmeasurementapparatus,includingtemperaturemeasurement. FIG.1 EquipmentLayoutforPrecoatCapacityDetermination desiredflocdensityisobtainedifthetopsurfaceofthesettled slurry. The addition of an insufficient amount of polyacrylic floc appears flat and uniform. acidwillresultinaflocthatistoovoluminousandprecoating 11.2.4 Ifthedesiredsettledflocdensityisnotobtainedafter difficultiesandtooporousaprecoatwillresult.Conversely,an theinitial5minsettlingtime,turnthemagneticstirreronand excess of polyacrylic acid solution will declump the floc add1mLofthepolyacrylicacidsolution.Mixfor5min,allow excessively, and may result in the release of resin fines, thefloctosettleanadditional5min,andcheckthesettledfloc observed as turbidity, that tend to foul the precoat filter. densityagain.Continuewith1mLincrementaladditionsofthe polyacrylic acid solution until the desired floc density is 12. Procedure obtained. Use the minimum required amount of polyacrylic acidsolution.Thefunctionofthepolyacrylicacidistopartially 12.1 Installa142-mmdiameterdiskfilter(C)intothefilter declump the floc to ensure optimum precoatability of the holder and arrange the apparatus as shown in Fig. 1.8 3D 4266 12.2 Add water to the beaker (E) as required to maintain a method can be made since the material is of unknown 3⁄ 4-full level. composition and is prepared, tested, and destroyed in one 12.3 Open the filter inlet sample valve, the flowmeter process.Preparationofthismaterialinsufficientquantitytobe regulating valve, and the filter holder vent valve. subdivided is similarily not possible since the preparation and 12.4 Startthewaterpump(A)andfillandventthefilterdisk testing is one procedure. holder and tubing from the beaker. Close the filter vent valve 15.2 Bias—Ion exchange resins are the products of a and the filter inlet valve when full. Further additions of water complex, multiple step synthesis involving a polymerization to the beaker may be required during the filling and venting reaction followed by one or more additional reactions to put procedures. functional groups on the polymeric structure. Consequently, 12.5 Add 0.10 N HCl to approximately 5 mL above the the true value for any property of the finished product is 250-mLmark in a graduated cylinder (L). unknown and a bias statement cannot be given. 12.6 Adjust the chemical pump (G) to 1⁄ 2-full stroke, open TEST METHOD B—OPERATING CAPACITY, thethree-wayvalvetotheventpositionandoperatethepump CATION-EXCHANGE RESIN, to vent the pump and tubing. Shut off the pump when vented HYDROGEN FORM andadjustthevolumeof0.10NHCltoexactly250mLinthe graduated cylinder, if required.Adjust the three-way valve to 16. Scope feed into the filter circulation pump suction. 16.1 This test method covers the determination of ion- 12.7 Maintain the filter circulation flow rate at 1.406 0.05 exchange capacity, on a dry weight basis, of new powdered L/min(2260.5gal/h)andmaintainthefilterinletpressureat cation-exchange resin in the hydrogen form. 2.07 Pa (30 psig) by adjusting the water pump output and the 16.2 The ion-exchange capacity obtainable in commercial flowmeter regulating valve (D). installations depends not only upon the initial state of the 12.8 Turn on the magnetic stirrer (F) under the stainless powderedresin,butalsoonhowtheresinflocispreparedand steel beaker and adjust the speed so that minimal vortex applied,ontheconditionoftheequipmentonwhichitisused, formation occurs. and the pH and general chemistry of the water system being 12.9 Transferthecontentsofoneoftheresinslurrybeakers treated. Thus, this test method has comparative, rather than into the stainless steel beaker and allow the resin to precoat predictive,valueandgivesanupperlimitonexchangecapacity onto the disk filter. Continue circulation until the water above that may be expected. the filter appears clear. 12.10 Open and adjust the inlet valve. Start the chemical 17. Summary of Test Method pumpandadjustthepumpratetomaintaina25°Cconductivity 17.1 The powdered cation exchange resin to be tested is of 50 6 2 µS/cm at the inlet sample point. slurried with an appropriate amount of powdered anion- 12.11 Monitor and record the filter inlet and outlet exchangeresininthehydroxideform,andtheresultingflocis conductivities(M),thestreamtemperature,andvolumeof0.10 precoatedontoafilterdisk.Thenadilutestandardizedsolution N HCl consumed as a function of time. When the filter outlet of a strong base is fed to the precoat while monitoring the conductivity rises to 0.2 µS/cm (25°C), or other desired effluent stream conductometrically. conductivity endpoint, record the volume of 0.10 N HCl consumed, and shut down the chemical pump. 18. Apparatus 12.12 Turnoffthewaterpumpandvent,drain,andcleanthe 18.1 Testapparatus,asdescribedinSection9andshownin filter holder and tubing. Fig. 1. 12.13 Repeat 12.1 through 12.12 on each of the remaining two resin slurry samples. 19. Reagents 13. Calculation and Interpretation of Results 19.1 Sodium Hydroxide Solution (0.10 N)—Prepare and 13.1 Foreachofthethreetestruns,calculatethecapacityas standardize as described in Practice E200. follows: 20. Sample Preparation C5~N3V!/B 20.1 Selection of Proper Sample Weight, as described in where: 11.1. C 5 anion resin capacity, milliequivalents HCl/dry gram 20.2 Resin Slurry Preparation, as described in 11.2. anion resin, N 5 concentration of HCl used, eq/L, 21. Procedure V 5 volume of HCl consumed at endpoint, mL, and 21.1 The procedure is the same as described in Section 12, B 5 dry weight of anion resin, g. except wherever HCl appears, it should be substituted by NaOH and a 750 mL graduated cylinder should be subtituted 14. Report for the 250 mLcylinder in 12.5 and 12.6. 14.1 Report the average of the capacities for the three tests and the effluent conductivity endpoint used. 22. Calculation and Interpretation of Results 15. Precision and Bias 22.1 For each of the three test runs, calculate the capacity: 15.1 Precision—No statement of precision for this test C5~N3V!/B 4D 4266 24. Precision and Bias C 5 cationresincapacity,milliequivalentsNaOH/drygram 24.1 Precision—See 15.1. cation resin, 24.2 Bias—See 15.2. N 5 concentration of NaOH used, eq/L, V 5 volume of NaOH consumed at endpoint, mL, and B 5 dry weight of anion resin, g. 25. Keywords 25.1 floc; ion exchange; powdered resin 23. Report 23.1 Report the average of the capacities for the three tests and the effluent conductivity endpoint used. TheAmericanSocietyforTestingandMaterialstakesnopositionrespectingthevalidityofanypatentrightsassertedinconnection withanyitemmentionedinthisstandard.Usersofthisstandardareexpresslyadvisedthatdeterminationofthevalidityofanysuch patentrights,andtheriskofinfringementofsuchrights,areentirelytheirownresponsibility. Thisstandardissubjecttorevisionatanytimebytheresponsibletechnicalcommitteeandmustbereviewedeveryfiveyearsand ifnotrevised,eitherreapprovedorwithdrawn.Yourcommentsareinvitedeitherforrevisionofthisstandardorforadditionalstandards andshouldbeaddressedtoASTMHeadquarters.Yourcommentswillreceivecarefulconsiderationatameetingoftheresponsible technicalcommittee,whichyoumayattend.Ifyoufeelthatyourcommentshavenotreceivedafairhearingyoushouldmakeyour viewsknowntotheASTMCommitteeonStandards,100BarrHarborDrive,WestConshohocken,PA19428. 5
D946.PDF	Designation: D 946 – 82 (Reapproved 1999) AnAmericanNationalStandard Standard Specification for Penetration-Graded Asphalt Cement for Use in Pavement Construction1 ThisstandardisissuedunderthefixeddesignationD946;thenumberimmediatelyfollowingthedesignationindicatestheyearof originaladoptionor,inthecaseofrevision,theyearoflastrevision.Anumberinparenthesesindicatestheyearoflastreapproval.A superscriptepsilon(e)indicatesaneditorialchangesincethelastrevisionorreapproval. ThisstandardhasbeenapprovedforusebyagenciesoftheDepartmentofDefense. 1. Scope Materials (Thin-Film Oven Test)2 1.1 This specification covers asphalt cement for use in the D2042 Test Method for Solubility ofAsphalt Materials in construction of pavements. Trichloroethylene2 1.2 This specification covers the following penetration 3. Manufacture grades: 3.1 Asphalt cement shall be prepared by the refining of 40–50, 120–150,and crude petroleum by suitable methods. 60–70, 200–300. 85–100, 4. Properties 2. Referenced Documents 4.1 Theasphaltcementshallbehomogeneousandshallnot 2.1 ASTM Standards: foam when heated to 347°F (174°C). D5 Test Method for Penetration of Bituminous Materials2 4.2 The various grades of asphalt cement shall conform to D92 Test Method for Flash and Fire Points by Cleveland the requirements prescribed in Table 1. Open Cup3 D113 Test Method for Ductility of Bituminous Materials2 5. Methods of Sampling and Testing D140 Practice for Sampling Bituminous Materials2 5.1 The material shall be sampled and the properties enu- D1754 TestMethodforEffectofHeatandAironAsphaltic meratedinthisspecificationshallbedeterminedinaccordance with the followingASTM methods: 5.1.1 Sampling—Practice D140. 5.1.2 Penetration—Test Method D5. 1ThisspecificationisunderthejurisdictionofASTMCommitteeD-4onRoad 5.1.3 Flash Point—Test Method D92. andPavingMaterialsandisthedirectresponsibilityofSubcommitteeD04.40on AsphaltSpecifications. 5.1.4 Ductility—Test Method D113. Current edition approved Feb. 5, 1982. Published April 1982. Originally 5.1.5 Thin Film Oven Test—Test Method D1754. publishedasD946–47T.LastpreviouseditionD946–74(1980). 5.1.6 SolubilityinTrichloroethylene—TestMethodD2042. 2AnnualBookofASTMStandards,Vol04.03. 3AnnualBookofASTMStandards,Vol05.01. Copyright©ASTM,100BarrHarborDrive,WestConshohocken,PA19428-2959,UnitedStates. 1D 946 TABLE1 RequirementsforAsphaltCementforUseinPavementConstruction PenetrationGrade 40–50 60–70 85–100 120–150 200–300 Min Max Min Max Min Max Min Max Min Max Penetrationat77°F(25°C)100g,5s 40 50 60 70 85 100 120 150 200 300 Flashpoint,°F(Clevelandopencup) 450 ... 450 ... 450 ... 425 ... 350 ... Ductilityat77°F(25°C)5cm/min,cm 100 ... 100 ... 100 ... 100 ... 100A ... Solubilityintrichloroethylene,% 99.0 ... 99.0 ... 99.0 ... 99.0 ... 99.0 ... Retainedpenetrationafterthin-filmoventest, % 55+ ... 52+ ... 47+ ... 42+ ... 37+ ... Ductilityat77°F(25°C)5cm/min,cmafterthin-film ... ... 50 ... 75 ... 100 ... 100A ... oventesttest AIfductilityat77°F(25°C)islessthan100cm,materialwillbeacceptedifductilityat60°F(15.5°C)is100cmminimumatthepullrateof5cm/min. TheAmericanSocietyforTestingandMaterialstakesnopositionrespectingthevalidityofanypatentrightsassertedinconnection withanyitemmentionedinthisstandard.Usersofthisstandardareexpresslyadvisedthatdeterminationofthevalidityofanysuch patentrights,andtheriskofinfringementofsuchrights,areentirelytheirownresponsibility. Thisstandardissubjecttorevisionatanytimebytheresponsibletechnicalcommitteeandmustbereviewedeveryfiveyearsand ifnotrevised,eitherreapprovedorwithdrawn.Yourcommentsareinvitedeitherforrevisionofthisstandardorforadditionalstandards andshouldbeaddressedtoASTMHeadquarters.Yourcommentswillreceivecarefulconsiderationatameetingoftheresponsible technicalcommittee,whichyoumayattend.Ifyoufeelthatyourcommentshavenotreceivedafairhearingyoushouldmakeyour viewsknowntotheASTMCommitteeonStandards,100BarrHarborDrive,WestConshohocken,PA19428. ThisstandardiscopyrightedbyASTM,100BarrHarborDrive,WestConshohocken,PA19428-2959,UnitedStates.Individual reprints(singleormultiplecopies)ofthisstandardmaybeobtainedbycontactingASTMattheaboveaddressorat610-832-9585 (phone),610-832-9555(fax),orservice@astm.org(e-mail);orthroughtheASTMwebsite(http://www.astm.org). 2
D4194.PDF	Designation: D 4194 – 95 AMERICANSOCIETYFORTESTINGANDMATERIALS 100BarrHarborDr.,WestConshohocken,PA19428 ReprintedfromtheAnnualBookofASTMStandards.CopyrightASTM Standard Test Methods for Operating Characteristics of Reverse Osmosis Devices 1 ThisstandardisissuedunderthefixeddesignationD4194;thenumberimmediatelyfollowingthedesignationindicatestheyearof originaladoptionor,inthecaseofrevision,theyearoflastrevision.Anumberinparenthesesindicatestheyearoflastreapproval.A superscriptepsilon(e)indicatesaneditorialchangesincethelastrevisionorreapproval. 1. Scope through the membrane. 1.1 These test methods cover the determination of the 3.2.7 permeate flow rate—the quantity of permeate pro- operating characteristics of reverse osmosis devices using duced per unit time. standard test conditions and are not necessarily applicable to 3.2.8 rejection—that portion of the salt in the feed which natural waters. Two test methods are given, as follows: does not pass through the reverse osmosis membrane, ex- pressed as percent and is equal to (100%−salt passage). 3.2.9 saltpassage—theratioofpermeatesaltconcentration Sections to feed salt concentration, expressed as percent. TestMethodA—BrackishWaterReverseOsmosisDe- 8-13 vices 4. Summary of Test Methods TestMethodB—SeawaterReverseOsmosisDevices 14-19 4.1 Thesetestmethodsconsistofdeterminingthedesalinat- 1.2 This standard does not purport to address all of the ing ability and permeate flow rate of reverse osmosis devices. safety concerns, if any, associated with its use. It is the They are applicable to both new and used reverse osmosis responsibility of the user of this standard to establish appro- devices. priate safety and health practices and determine the applica- bility of regulatory limitations prior to use. 5. Significance and Use 2. Referenced Documents 5.1 Reverse osmosis desalinating devices can be used to producepotablewaterfrombrackishsupplies(<10000mg/L) 2.1 ASTM Standards: D 512 Test Methods for Chloride Ion in Water2 and seawater as well as to upgrade the quality of industrial water. These test methods permit the measurement of the D 1125 Test Methods for Electrical Conductivity and Re- sistivity of Water2 performanceofreverseosmosisdevicesusingstandardsetsof D 1129 Terminology Relating to Water2 conditions and are intended for short-term testing (<24 h). D 1193 Specification for Reagent Water2 Thesetestmethodscanbeusedtodeterminechangesthatmay have occurred in the operating characteristics of reverse 3. Terminology osmosis devices but are not intended to be used for plant 3.1 Definitions—For definitions of terms used in these test design. methods, refer to Terminology D1129. 6. Reagents 3.2 Definitions of Terms Specific to This Standard: 3.2.1 concentrate, reject, or brine—that portion of feed 6.1 Purity of Reagents—Reagent grade chemicals shall be which does not pass through the membrane. usedinalltests.Unlessotherwiseindicated,itisintendedthat 3.2.2 conversion or recovery—the ratio of permeate flow allreagentsshallconformtothespecificationsoftheCommit- rate to feed flow rate, expressed as percent. teeonAnalyticalReagentsoftheAmericanChemicalSociety, 3.2.3 desalinationdevice—asinglepressurevesselcontain- wheresuchspecificationsareavailable.3Othergradesmaybe ing a reverse osmosis element or elements and supporting used, provided it is first ascertained that the reagent is of materials. sufficiently high purity to permit its use without lessening the 3.2.4 device pressure drop (DP)—the difference between accuracy of the determination. the feed pressure and the concentrate pressure. 6.2 PurityofWater—Unlessotherwiseindicated,references 3.2.5 feed—the solution that enters the device. to water shall be understood to mean Type III reagent con- 3.2.6 permeate—that portion of the feed which passes forming to Specification D1193. 1ThesetestmethodsareunderthejurisdictionofASTMCommitteeD-19on 3Reagent Chemicals, American Chemical Society Specifications, American Water,andarethedirectresponsibilitiesofSubcommitteeD19.08onMembranes ChemicalSociety,Washington,DC.Forsuggestionsonthetestingofreagentsnot andIonExchangeMaterials. listed by theAmerican Chemical Society, see Analar Standards for Laboratory Current edition approved April 15, 1995. Published June 1995. Originally Chemicals,BDHLtd.,Poole,Dorset,U.K.,andtheUnitedStatesPharmacopeia publishedasD4194–82.LastpreviouseditionD4194–89(1994). andNationalFormulary,U.S.PharmaceuticalConvention,Inc.(USPC),Rockville, 2AnnualBookofASTMStandards,Vol11.01. MD. 1D 4194 7. Apparatus degrease or both, before use. All pressurized components 7.1 The apparatus for both methods is schematically de- whether stainless steel or plastic should be designed based on scribed in Fig. 1 and Fig. 2.Aconductivity meter can be used the manufacturer’s working pressure rating. Review manufac- to determine the salt concentration in accordance with Test turer’s rating for compliance with standard engineering prac- Methods D1125. tice. 7.2 Installation: 7.2.2 The reverse osmosis testing apparatus, represented 7.2.1 Materials of construction shall be of high-quality schematicallyinFig.1usingacentrifugalpump,consistsofa stainless steel (Type 316) or plastic for all wetted parts to feed holding tank equipped with a thermostated heat ex- prevent contamination of the feed solution by corrosion prod- changer system to maintain the feed solution at the desired ucts. Do not use reactive piping material such as plain carbon temperature, a booster pump, a high-pressure centrifugal steel,galvanizedorcadmium-platedcarbonsteel,andcastiron pump, and a reverse osmosis device. Use a valve with a forpiping.Takecaretoensurethatnocontaminationwilloccur minimum flow restriction (for example, ball valve or plug from oil films on new metal piping, release agents on raw valve)fortheshut-offvalvetopreventexcessivepressuredrop. plastic components, or from feed solutions previously used in The filter can be either a strainer (100-mesh) or a 5-µm filter the system. If materials are suspect, thoroughly clean or (based on supplier’s recommendation). Use a pressure control P—pressuretaplocations T—temperaturemeasurementlocation L—low-pressureshutoffprobelocation H—high-pressureshutoffprobelocation HT—high-temperatureshutoffprobelocation FIG.1CentrifugalHigh-PressurePumpSystemPipingDiagram 2D 4194 P—pressuretaplocations T—temperaturemeasurementlocation L—low-pressureshutoffprobelocation H—high-pressureshutoffprobelocation HT—high-temperatureshutoffprobelocation FIG.2PositiveDisplacementHigh-PressurePumpSystemPipingDiagram valvesuchasaballvalveforthrottlingthepumpdischarge.A 7.2.4 Operate the apparatus by drawing the feed solution flowcontrolvalveisneededtoregulatetheconcentrateflow.A from the tank and pumping it through the reverse osmosis manualthrottlingvalve,suchasaneedlevalve,issufficientfor deviceunderpressure.Returnboththeconcentratestreamand thisapplicationunlesstheflowsaresolowthatpluggingcould the permeate to the feed tank so that its volume and solute becomeaproblem.Inthatcase,usealongcoilofhigh-pressure concentrationremainconstant.Usetheheatexchangercoilsin media tubing to take the entire pressure drop through the thefeedtanktoadjustthefeedtospecifiedoperatingtempera- tubing. Cut the tubing to length for the required flow. tureandthereafterusetoremovetheenergyloadgeneratedby 7.2.3 See Fig. 2 for a schematic piping diagram for a the pump. Monitor the permeate temperature very near the positive displacement high-pressure pump test system.Valves reverse osmosis device (within 500 mm). Pressure gages and arrangements are similar to the centrifugal system except before and after the reverse osmosis device give the feed forthehigh-pressurepumppiping.Theback-pressureregulator pressure and the pressure drop across the device (DP; feed on the by-pass controls pressure on the pump discharge line. pressure−concentrate pressure). Locate these gages as close Under no circumstances install throttling valves directly on a as possible to the reverse osmosis device. Measure the con- positive displacement pump discharge line.An accumulator is centrate and permeate flow rates with calibrated flowmeters required to minimize pressure pulsations (<1% of value) if a from which the feed rate to the device may be determined. reciprocating piston-type positive displacement pump is used Removesamplesofthesetwostreamsthroughsamplingvalves to feed the reverse osmosis device. forconductivity/concentrationmeasurements.Samplethefeed 3D 4194 usingthefeedsamplevalve.Directthereturnflowsinthefeed 10.3 Sodium Chloride Feed Solution (0.5 g/L)—Dissolve tank to provide adequate mixing. enough sodium chloride (NaCl) in water to make a solution 7.3 Systems—Toprotectthereverseosmosisdeviceandthe containing in each litre 0.5 g of NaCl. high-pressure pump from abnormal operating conditions, in- 10.4 Sodium Chloride Feed Solutions, Optional—Other stall limit controls in the system. An electric limit control is concentrations of NaCl solutions (<10 g/L) can be used. used to shut down the high-pressure feed pump. The limit 11. Procedure control circuit should have a manual reset relay in it so that whenitshutsdownitwillnotautomaticallyrestart.SeeFig.1 11.1 Start-Up and Operating Procedure: andFig.2forthelimitcontrollocations.Theirfunctionsareas 11.1.1 If the reverse osmosis device contains sanitizing or follows: winterizingagents,orboth,flushthedeviceinaccordancewith 7.3.1 High-PressureShut-Off—Setthecutoffpointinaccor- the supplier’s recommendations. dance with the supplier’s recommendations (protects the re- 11.1.2 Makepreliminarycheckstomakesureallfittingsare verse osmosis device against excessive pressure). tight,allcomponentsareoperational,andthefeedsolutionisat 7.3.2 Low-PressureShut-Off—Setthecutoffpointatagage the proper concentration and temperature. Before energizing pressureof103kPa(15psi)(shutsthesystemdownwhenthe the high-pressure pump, the low-pressure switch must be off pumpwatersupplyisinterruptedandthusprotectsthereverse forstart-uptocompletethecircuitpastthelow-pressurecutout. osmosis pump). Energizethehigh-pressurepumpmomentarilytocheckproper 7.3.3 High-Temperature Shut-Off—Set the maximum tem- rotation. perature at 30°C (protects the reverse osmosis device against 11.1.3 Open the feed supply valve, the concentrate flow excessive temperature). control valve, the pump by-pass on the positive displacement 7.4 Instrumentation : feed pump, or the centrifugal pump throttling valve. Start the 7.4.1 Pressure—See Fig. 1 and Fig. 2 for pressure tap booster pump and then the high-pressure pump. locations. Use a single gage equipped with a high-pressure“ 11.1.4 Bringthefeedpressuretoagagepressureof2.756 quick-connect” or Taylor plug gage fitting for measuring 0.07MPa(400610psi).Toreach2.75MPa,itispossiblethat individualpressuresanddevicepressuredrop(DP).Individual the by-pass valve or the throttling valve (depending on pump gages are also satisfactory but not as reliable as a“ quick- system)andtheconcentrateflowcontrolvalvemayneedtobe connect”testgageoraspecialDPgage.Usepressuresnubbers adjusted simultaneously. If necessary, another pressure agreed topreventpulsationdamagetogages,andcalibrateallpressure upon between the user and the supplier may be used. gages. 11.1.5 Set concentrate flow in accordance with the suppli- 7.4.2 Temperature—See Fig. 1 and Fig. 2 for temperature- er’srecommendationbyadjustingtheconcentrateflowcontrol measurement locations. Calibrated dial thermometers with the valve. But maintain conversion within 62% of the supplier’s probeimmersedintheflowingwatershouldprovidegooddata. recommendation. 7.4.3 Permeate Back-Pressure Considerations—It is per- 11.1.6 Recheckandadjustifnecessaryboththeconcentrate missible to operate reverse osmosis devices with a back- flowandfeedpressuretogivetheselectedvaluesforflowand pressure on the permeate. The maximum recommended back- pressure. pressure for these methods is 35 kPa (5 psi). This pressure is 11.1.7 Check and adjust the cooling system in the feed more than adequate for transferring the permeate back to the solution to give a permeate temperature of 25 6 1°C. feed tank. 11.1.8 Once sustained operation is attained, energize the low-pressure shut-off switch. TEST METHODA—BRACKISH WATER REVERSE 11.2 Data Recording: OSMOSIS DEVICES 11.2.1 Onehourafterstart-up,measureandrecordonadata sheet the inlet and outlet pressures of the filter and the feed, 8. Scope concentrate, and permeate pressures. 8.1 This test method covers the determination of the oper- 11.2.2 At the same time measure and record the permeate atingcharacteristicsofbrackishwaterreverseosmosisdevices and concentrate flows using the calibrated flowmeters or a using standard test conditions and can be used for all types of calibrated volume container and stopwatch. devices (tubular, spiral wound, and hollow fiber). 11.2.3 Also at the same time measure and record the permeatetemperatureandtheconductivityofthefeed,perme- 9. Summary of Test Method ate, and concentrate, using a conductivity meter, or determine 9.1 The test method provides for at least three different the chloride content of the three streams in accordance with concentrations of sodium chloride feed solution. Test Methods D512. 11.2.4 Repeattheabovemeasurements2to3hafterstart-up 10. Reagents and Materials andhourlythereafteruntilthreesuccessivepermeateflowrates 10.1 Sodium Chloride Feed Solution (5.0 g/L)—Dissolve (corrected to 25°C) and salt passages agree within 5% (rela- enough sodium chloride (NaCl) in water to make a solution tive). containing in each litre 5.0 g of NaCl. 11.2.5 All data shall be obtained using the specified condi- 10.2 Sodium Chloride Feed Solution (1.5 g/L)—Dissolve tions of temperature, pressure, and conversion. If any of these enough sodium chloride (NaCl) in water to make a solution parametersneedadjusting,allow1haftermakingadjustments containing in each litre 1.5 g of NaCl. before collecting data. 4D 4194 11.3 Shutdown Procedure—Shut down by adjusting the reverse osmosis devices is as follows: by-pass valve or throttling valve to reduce the pressure, S 50.166920.0015Y o depressing the stop buttons on the high-pressure pump motor S 50.668410.026Y and the booster pump motor, and shutting off the feedsupply t valve(shutoffvalve).Whenhighconcentrations(>5000mg/L) where: areused,itisbesttoflushthereverseosmosisdevicewiththe S 5 single-operator precision, salt passage expressed as o feed solution to remove the high salt concentration in the percent, device. This can be done by opening the concentrate flow S 5 overall precision, salt passage expressed as percent, t control valve for approximately 10 min with at least 345 kPa and (50psi)feedpressure.Allowthepressuretoreachzerobefore Y 5 determined salt passage of reverse osmosis device, disconnecting the reverse osmosis device or carrying out expressed as percent. maintenanceonthepipingsystem.Takecaretoensurethatthe 13.3 Seven laboratories, each using a single operator, membranesarekeptwetatalltimesandareproperlysanitized performed the testing at two concentration levels (500 mg/L or winterized, or both (based on supplier’s recommendations) and 5000 mg/L) using three different reverse osmosis devices for long-term storage (more than 5 days). (tubular, spiral wound, and hollow fiber). 13.4 Since the test method determines the operating 12. Calculation characteristics of reverse osmosis devices on a relative basis, 12.1 Calculate the feed flow rate as follows: no true values can be assigned and thus the determination of the bias is not applicable. Q 5Q 1Q f p c where: TEST METHOD B—SEAWATER REVERSE OSMOSIS Q 5 feed flow rate, DEVICES f Q 5 permeate flow rate, and p Q 5 concentrate flow rate. 14. Scope c 12.1.1 The permeate flow rate (Q ) should be corrected to 14.1 This test method covers the determination of the p 25°Cusingthesupplier’scorrectionfactor,or,ifunavailable,a operating characteristics of seawater reverse osmosis devices 3% per degree correction factor can be used. using standard test conditions and can be used for both spiral 12.2 Calculate the conversion as follows: wound and hollow fiber devices. Conversion,%5~Q/Q!3100 p f 15. Summary of Test Method 12.3 Calculate the salt passage as follows: 15.1 The test method uses a 30 000 mg/Lsodium chloride Saltpassage,%5~K p/K f!3100 feedsolution.Optionalsodiumchloridefeedsolutionsarealso given. where: K 5 conductivity of permeate, and p 16. Reagents and Materials K 5 conductivity of feed. f 16.1 Sodium Chloride Feed Solution (30.0 g/L)—Dissolve NOTE 1—Theuseofconductivityratiosforcalculatingsaltpassagewill enough sodium chloride (NaCl) in water to make a solution giveslightlydifferentresultsascomparedtousingratiosfromchlorideion containing in each litre 30.0 g of NaCl. analyses.However,fortheconcentrationrangesinvolvedforthismethod, 16.2 Sodium Chloride Feed Solutions, Optional—Other theslighterrorresultingfromusingconductivityratiosisnotconsidered significant. concentrationsofsodiumchloridesolutions,forexample,32.8 g/Lor 35.0 g/Lof NaCl can be used. 12.4 Calculate the rejection as follows: Rejection,%5~12~K/K!3100! 17. Procedure p f 13. Precision and Bias 4 17.1 Start-up and Operating Procedure: 17.1.1 If the reverse osmosis device contains sanitizing or 13.1 Theprecisionofthetestmethodforpermeateflowrate winterizingagents,orboth,flushthedeviceinaccordancewith of reverse osmosis devices is as follows: the supplier’s recommendations. S 50.016X24.542 17.1.2 Perform any posttreatments (if required) on the o S 50.058X217.411 reverse osmosis device in accordance with the supplier’s t recommendations. where: 17.1.3 Makepreliminarycheckstomakesureallfittingsare S 5 single-operator precision, mL/min, o tight,allcomponentsareoperational,andthefeedsolutionisat S 5 overall precision, mL/min, and t the proper concentration and temperature. Before energizing X 5 determined permeate flow rate of reverse osmosis the high-pressure pump, the low-pressure switch must be off device, mL/min. forstart-uptocompletethecircuitpastthelow-pressurecutout. 13.2 The precision of the test method for salt passage of Energizethehigh-pressurepumpmomentarilytocheckproper rotation. 17.1.4 Open the feed supply valve, the concentrate flow 4Supporting data are available fromASTM Headquarters. Request RR:D19- 1051. control valve, the pump bypass on the positive displacement 5D 4194 feed pump, or the centrifugal pump throttling valve. Start the 18. Calculation booster pump and then the high-pressure pump. 18.1 Calculate the feed flow rate as follows: 17.1.5 Bringthefeedpressuretoagagepressureof5.506 Q 5Q 1Q 0.07MPa(800610psi).Toreach5.50MPa,itispossiblethat f p c the bypass valve or the throttling valve (depending on pump where: system)andtheconcentrateflowcontrolvalvemayneedtobe Q 5 feed flow rate, f adjusted simultaneously. If necessary, another pressure agreed Q 5 permeate flow rate, and p upon between the user and the supplier may be used. Q 5 concentrate flow rate. c 17.1.6 Set concentrate flow in accordance with the 18.1.1 The permeate flow rate (Q ) should be corrected to p supplier’s recommendation by adjusting the concentrate flow 25°Cusingthesupplier’scorrectionfactor,or,ifunavailable,a control valve. But maintain conversion within 62% of 3% per degree correction factor can be used. supplier’s recommendation. 18.2 Calculate the conversion as follows: 17.1.7 Recheckandadjustifnecessaryboththeconcentrate Conversion,%5Q/Q 3100 p f flowandfeedpressuretogivetheselectedvaluesforflowand 18.3 Calculate the salt passage as follows: pressure. 17.1.8 Check and adjust the cooling system in the feed Saltpassage,%5C p/C f3100 solution to give a permeate temperature of 25 6 1°C. where: 17.1.9 Once sustained operation is attained, energize the C 5 concentration of salt in permeate, and p low-pressure shut-off switch. C 5 concentration of salt in feed. f 17.2 Data Recording: 17.2.1 Onehourafterstart-up,measureandrecordonadata NOTE 2—Salt concentration can be calculated from chloride ion analyses or conductivity but if conductivity is used, it must first be sheet the inlet and outlet pressures of the filter and the feed, convertedtoconcentrationfromcalibrationcurvesbecauseconductivityis concentrate, and permeate pressures. notalinearfunctionofconcentrationoverthelargerangeinvolvedinthis 17.2.2 At the same time, measure and record the permeate method. and concentrate flows using the calibrated flowmeters or a 18.4 Calculate the rejection as follows: calibrated volume container and stopwatch. Rejection,%5~12C/C!3100 17.2.3 Also at the same time, measure and record the p f 19. Precision and Bias 5 permeate temperature and the conductivity of the feed, permeate, and concentrate, using a conductivity meter, or 19.1 Theprecisionofthetestmethodforpermeateflowrate determine the chloride content of the three streams in of reverse osmosis devices is as follows: accordance with Test Methods D512. S 50.017X 12.750 17.2.4 Repeattheabovemeasurements2to3hafterstart-up o S 50.068X 12.000 andhourlythereafteruntilthreesuccessivepermeateflowrates T (corrected to 25°C) and salt passages agree within 5% where: (relative). S 5 single-operator precision, mL/min, o 17.2.5 All data shall be obtained using the specified S 5 overall precision, mL/min, and T conditions of temperature, pressure, and conversion. If any of X 5 determined permeate flow rate of reverse osmosis these parameters need adjusting, allow 1 h after making device, mL/min (range 496 to 594 mL/min for adjustments before collecting data. hollow fiber and 1833 to 2190 mL/min for spiral 17.3 Shutdown Procedure: devices). 17.3.1 Adjustthebypassvalveorthrottlingvalvetoreduce 19.2 The precision of the test method for salt passage of the pressure. reverse osmosis devices is as follows: 17.3.2 Depress the stop buttons on the high-pressure pump S 50.0208Y 10.0120 o motor and the booster pump motor. S 50.1786Y20.0700 T 17.3.3 Shut off the feed supply valve (shutoff valve). 17.3.4 Allow the pressure to reach zero before where: disconnecting the reverse osmosis device or carrying out S o 5 single-operator precision, salt passage expressed as maintenance on the piping. percent, S 5 overall precision, salt passage expressed as percent, 17.3.5 If the test system is to be left out of service, flush T and with Type III reagent water to minimize corrosion. Y 5 determined salt passage of reverse osmosis device, 17.3.6 Flushthereverseosmosisdevicebasedonsupplier’s expressed as percent (range 0.76 to 0.99% for recommendationswithrespecttotimebetweentestcompletion hollow fiber and 3.48 to 5.59% for spiral devices). and flushing, water quality used for flushing and flushing 19.3 Fourlaboratories,eachusingtwooperators,performed procedure. the testing using two different reverse osmosis devices (spiral 17.3.7 Takecaretoensurethatthemembranesarekeptwet at all times and are properly sanitized or winterized or both (based on supplier’s recommendation) for long-term storage 5Supporting data are available fromASTM Headquarters. Request RR:D19- (more than 5 days). 1085. 6D 4194 wound and hollow fiber). no true values can be assigned and thus the determination of 19.4 Since the test method determines the operating the bias is not applicable. characteristics of reverse osmosis devices on a relative basis, TheAmericanSocietyforTestingandMaterialstakesnopositionrespectingthevalidityofanypatentrightsassertedinconnection withanyitemmentionedinthisstandard.Usersofthisstandardareexpresslyadvisedthatdeterminationofthevalidityofanysuch patentrights,andtheriskofinfringementofsuchrights,areentirelytheirownresponsibility. Thisstandardissubjecttorevisionatanytimebytheresponsibletechnicalcommitteeandmustbereviewedeveryfiveyearsand ifnotrevised,eitherreapprovedorwithdrawn.Yourcommentsareinvitedeitherforrevisionofthisstandardorforadditionalstandards andshouldbeaddressedtoASTMHeadquarters.Yourcommentswillreceivecarefulconsiderationatameetingoftheresponsible technicalcommittee,whichyoumayattend.Ifyoufeelthatyourcommentshavenotreceivedafairhearingyoushouldmakeyour viewsknowntotheASTMCommitteeonStandards,100BarrHarborDrive,WestConshohocken,PA19428. 7
D5407.PDF	Designation: D 5407 – 95 AMERICANSOCIETYFORTESTINGANDMATERIALS 100BarrHarborDr.,WestConshohocken,PA19428 ReprintedfromtheAnnualBookofASTMStandards.CopyrightASTM Standard Test Method for Elastic Moduli of Undrained Intact Rock Core Specimens in Triaxial Compression Without Pore Pressure Measurement1 ThisstandardisissuedunderthefixeddesignationD5407;thenumberimmediatelyfollowingthedesignationindicatestheyearof originaladoptionor,inthecaseofrevision,theyearoflastrevision.Anumberinparenthesesindicatestheyearoflastreapproval.A superscriptepsilon(e)indicatesaneditorialchangesincethelastrevisionorreapproval. 1. Scope 1.5 This standard does not purport to address all of the 1.1 This test method covers the determination of elastic safety concerns, if any, associated with its use. It is the moduli of intact rock core specimens in undrained triaxial responsibility of the user of this standard to establish appro- compression. It specifies the apparatus, instrumentation, and priate safety and health practices and determine the applica- procedures for determining the stress-axial strain and the bility of regulatory limitations prior to use. Specific safety stress-lateralstraincurves,aswellasYoung’smodulus,E,and precautions are given in Section 6. Poisson’s ratio, v. 2. Referenced Documents NOTE 1—Thistestmethoddoesnotincludetheproceduresnecessaryto 2.1 ASTM Standards: obtainastress-straincurvebeyondtheultimatestrength. D2216 TestMethodforLaboratoryDeterminationofWater 1.2 Foranisotropicmaterial,therelationbetweentheshear (Moisture) Content of Soil and Rock2 andbulkmoduliandYoung’smodulusandPoisson’sratioare: D4543 Practice for Determining Dimensional and Shape Tolerances of Rock Core Specimens2 E G5 2~11v! (1) E4 Practices for Load Verification of Testing Machines3 E 3. Summary of Test Method K5 (2) 3~122v! 3.1 A rock core sample is cut to length and the ends are where: machined flat. The specimen is placed in a triaxial loading G 5 shear modulus, chamber, subjected to confining pressure and, if required, K 5 bulk modulus, heated to the desired test temperature. Axial load is continu- E 5 Young’s modulus, and ouslyincreasedonthespecimen,anddeformationismonitored v 5 Poisson’s ratio. as a function of load. 1.2.1 The engineering applicability of these equations is decreased if the rock is anisotropic. When possible, it is 4. Significance and Use desirable to conduct tests in the plane of foliation, bedding, 4.1 Deformation and strength of rock are known to be etc., and at right angles to it to determine the degree of functionsofconfiningpressure.Thetriaxialcompressiontestis anisotropy. It is noted that equations developed for isotropic commonly used to simulate the stress conditions under which materials may give only approximate calculated results if the most underground rock masses exist. differenceinelasticmoduliinanytwodirectionsisgreaterthan 4.2 The deformation and strength properties of rock cores 10% for a given stress level. measured in the laboratory usually do not accurately reflect large-scale in situ properties because the latter are strongly NOTE 2—Elastic moduli measured by sonic methods may often be employedaspreliminarymeasuresofanisotropy. influencedbyjoints,faults,inhomogeneities,weaknessplanes, and other factors. Therefore, laboratory values for intact 1.3 This test method given for determining the elastic specimens must be employed with proper judgment in engi- constants does not apply to rocks that undergo significant neering applications. inelastic strains during the test, such as potash and salt. The elastic moduli for such rocks should be determined from 5. Apparatus unload-reload cycles, that is not covered by this test method. 5.1 Loading Device—The loading device shall be of suffi- 1.4 The values stated in SI units are to be regarded as the cient capacity to apply load at a rate conforming to the standard. requirements specified in 9.6. It shall be verified at suitable time intervals in accordance with the procedures given in 1ThistestmethodisunderthejurisdictionofASTMCommitteeD-18onSoil and Rock and is the direct responsibility of Subcommittee D18.12 on Rock Mechanics. Current edition approved Dec. 10, 1995. Published June 1996. Originally 2AnnualBookofASTMStandards,Vol04.08. publishedasD5407–93.LastpreviouseditionD5407–93. 3AnnualBookofASTMStandards,Vol03.01. 1D 5407 Practice E4 and comply with the requirements prescribed in along the specimen during the test is to determine the temperature this test method. The loading device may be equipped with a distributioninadummyspecimenthathastemperaturesensorslocatedin displacement transducer that can be used to advance the drill holes at a minimum of six positions: along both the centerline and specimen periphery at midheight and each end of the specimen. The loading ram at a specified rate. temperature controller set point shall be adjusted to obtain steady-state NOTE 3—If the load measuring device is located outside the triaxial temperaturesinthedummyspecimenthatmeetthetemperaturerequire- apparatus,calibrationstodeterminethesealfrictionneedtobemadeto ments at each test temperature (the centerline temperature at midheight ensuretheaccuracyspecifiedinPracticeE4. shall be within 61°C of the required test temperature, and all other specimen temperatures shall not deviate from this temperature by more 5.2 TriaxialApparatus—Thetriaxialapparatusshallconsist than 3°C. The relationship between controller set point and dummy of a chamber in which the test specimen may be subjected to specimentemperaturecanbeusedtodeterminethespecimentemperature aconstantlateralfluidpressureandtherequiredaxialload.The duringtestingprovidedthattheoutputofthetemperaturefeedbacksensor apparatus shall have safety valves, suitable entry ports for (or other fixed-location temperature sensor in the triaxial apparatus) is fillingthechamber,andassociatedhoses,gages,andvalvesas maintained constant within 61°C of the required test temperature. The needed. relationship between temperature controller set point and steady-state specimentemperatureshallbeverifiedperiodically.Thedummyspecimen 5.3 Flexible Membrane—This membrane encloses the rock isusedsolelytodeterminethetemperaturedistributioninaspecimenin specimen and extends over the platens to prevent penetration thetriaxialapparatus—itisnottobeusedtodetermineelasticconstants. bytheconfiningfluid.Asleeveofnaturalorsyntheticrubberor 5.7 TemperatureMeasuringDevice—Speciallimits-of-error plastic is satisfactory for room temperature tests; however, thermocouples or platinum resistance thermometers (RTDs) metal or high-temperature rubber (for example, viton) jackets are usually required for elevated temperature tests. The mem- have accuracies of at least 61°C with a resolution of 0.1°C. brane shall be inert relative to the confining fluid and shall 5.8 Platens—Twosteelplatensareusedtotransmittheaxial cover small pores in the specimen without rupturing when loadtotheendsofthespecimen.Theyshallhaveahardnessof confining pressure is applied. Plastic or silicone rubber coat- notlessthan58HRC.Oneoftheplatensshouldbespherically ings may be applied directly to the specimen, provided these seatedandtheotheraplainrigidplaten.Thebearingfacesshall materials do not penetrate and strengthen the specimen. Care not depart from a plane by more than 0.015 mm when the must be taken to form an effective seal where the platen and platens are new and shall be maintained within a permissible specimen meet. Membranes formed by coatings shall be variationof0.025mm.Thediameterofthesphericalseatshall subjecttothesameperformancerequirementsaselasticsleeve be at least as large as that of the test specimen, but shall not membranes. exceed twice the diameter of the test specimen. The center of 5.4 Pressure-MaintainingDevice—Ahydraulicpump,pres- the sphere in the spherical seat shall coincide with that of the sure intensifier, or other system of sufficient capacity to bearing face of the specimen. The spherical seat shall be maintain constant the desired lateral pressure. The pressuriza- properly lubricated to assure free movement. The movable tion system shall be capable of maintaining the confining portionoftheplatenshallbeheldcloselyinthesphericalseat, pressure constant to within 61% throughout the test. The butthedesignshallbesuchthatthebearingfacecanberotated confiningpressureshallbemeasuredwithahydraulicpressure and tilted through small angles in any direction. If a spherical gage or electronic transducer having an accuracy of at least seatisnotused,thebearingfacesoftheblocksshallbeparallel 61%oftheconfiningpressure,includingerrorsduetoreadout to 0.0005 mm/mm of platen diameter. The platen diameter equipment, and a resolution of at least 0.5% of the confining shall be at least as great as the specimen, but shall not exceed pressure. the specimen diameter by more than 1.50 mm. This platen 5.5 Confining-PressureFluids—Forroomtemperaturetests, diameter shall be retained for a length of at least one-half the hydraulic fluids compatible with the pressure-maintaining specimen diameter. deviceshouldbeused.Forelevatedtemperaturetests,thefluid 5.9 Strain/Deformation Measuring Devices—The strain/ must remain stable at the temperature and pressure levels deformation measuring system shall measure the strain with a designated for the test. resolution of at least 25310−6 strain and an accuracy within 5.6 Elevated-Temperature Enclosure—The elevated- 2% of the value of readings above 250310−6 strain and temperatureenclosuremaybeeitheraninternalsystemthatfits accuracy and resolution within 5310−6 for readings lower inthetriaxialapparatus,anexternalsystemenclosingtheentire than 250310−6 strain, including errors introduced by excita- triaxial apparatus, or an external system encompassing the tion and readout equipment. The system shall be free from complete test apparatus. For high temperatures, a system of noncharacterizable long-term instability (drift) that results in heaters, insulation, and temperature measuring devices are an apparent strain of 10−8/s. normallyrequiredtomaintainthespecifiedtemperature.Tem- NOTE 5—The user is cautioned about the influence of pressure and perature shall be measured at three locations, with one sensor temperatureontheoutputofstrainanddeformationsensorslocatedwithin nearthetop,oneatmidheight,andonenearthebottomofthe thetriaxialapparatus. specimen. The average specimen temperature based on the 5.9.1 Axial Strain Determination—The axial deformations midheight sensor shall be maintained to within 61°C of the or strains may be determined from data obtained by electrical required test temperature. The maximum temperature differ- resistance strain gages, compressometers, linear variable dif- encebetweenthemidheightsensorandeitherendsensorshall ferential transformers (LVDTs), or other suitable means. The not exceed 3°C. design of the measuring device shall be such that the average NOTE 4—Analternativetomeasuringthetemperatureatthreelocations of at least two axial strain measurements can be determined. 2D 5407 Measuring positions shall be equally spaced around the cir- lower platens and of the test specimen, and place the test cumference of the specimen close to midheight. The gage specimen on the lower platen. Place the upper platen on the length over which the axial strains are determined shall be at specimen and align properly. Fit the membrane over the least ten grain diameters in magnitude. specimen and platens to seal the specimen from the confining 5.9.2 Lateral Strain Determination—The lateral deforma- fluid. Place the specimen in the test chamber, ensuring proper tions or strains may be measured by any of the methods sealwiththebase,andconnecttheconfiningpressurelines.A mentioned in 5.9.1. Either circumferential or diametric defor- small axial load, approximately 100 N, may be applied to the mations(orstrains)maybemeasured.Asingletransducerthat triaxial compression chamber by means of the loading device wrapsaroundthespecimencanbeusedtomeasurethechange to properly seat the bearing parts of the apparatus. in circumference. At least two diametric deformation sensors 9.3 When appropriate, install elevated-temperature enclo- shall be used if diametric deformations are measured. These sureanddeformationtransducersfortheapparatusandsensors sensorsshallbeequallyspacedaroundthecircumferenceofthe used. specimen close to midheight. The average deformation (or 9.4 Put the confining fluid in the chamber and raise the strain) from the diametric sensors shall be recorded. confining stress uniformly to the specified level within 5 min. NOTE 6—Theuseofstraingageadhesivesrequiringcuretemperatures Donotallowthelateralandaxialcomponentsoftheconfining above65°Cisnotallowedunlessitisknownthatmicrofracturesdonot stresstodifferbymorethan5%oftheinstantaneouspressure developatthecuretemperature. at any time. 6. Hazards 9.5 If testing at elevated temperature, raise the temperature ataratenotexceeding2°C/minuntiltherequiredtemperature 6.1 Dangerexistsneartriaxialtestingequipmentbecauseof isreached(seeNote7).Thetestspecimenshallbeconsidered the high pressures and loads developed within the system. tohavereachedpressureandtemperatureequilibriumwhenall Elevatedtemperaturesincreasetherisksofelectricalshortsand deformation transducer outputs are stable for at least three fire. Test systems must be designed and constructed with readings taken at equal intervals over a period of no less than adequatesafetyfactors,assembledwithproperlyratedfittings, 30 min (3 min for tests performed at room temperature). and provided with protective shields to protect people in the Stability is defined as a constant reading showing only the area from unexpected system failure. The use of a gas as the effects of normal instrument and heater unit fluctuations. confining pressure fluid introduces potential for extreme vio- Recordtheinitialdeformationreadings.Considerthistobethe lence in the event of a system failure. The flash point of the zero for the test. confining pressure fluid should be above the operating tem- peratures during the test. NOTE 7—Ithasbeenobservedthatforsomerocktypesmicrocracking willoccurforheatingratesabove1°C/min.Theoperatoriscautionedto 7. Sampling selectaheatingratesuchthatmicrocrackingisnotsignificant. 7.1 Select the specimen from the cores to represent a valid 9.6 Apply the axial load continuously and without shock average of the type of rock under consideration. This can be until the load becomes constant, reduces, or a predetermined achieved by visual observations of mineral constituents, grain amountofstrainisachieved.Applytheloadinsuchamanner sizesandshape,partingsanddefectssuchasporesandfissures, as to produce either a stress rate or a strain rate as constant as orbyothermethodssuchasultrasonicvelocitymeasurements. feasible throughout the test. Do not permit the stress rate or 8. Test Specimens strainrateatanygiventimetodeviatebymorethan10%from that selected. The stress rate or strain rate selected should be 8.1 Preparation—Prepare test specimens in accordance that which will produce failure of a similar test specimen in with Practice D4543. unconfinedcompression,inatesttimebetween2and15min. 8.2 Moisture condition of the specimen at the time of test Theselectedstressrateorstrainrateforagivenrocktypeshall canhaveasignificanteffectuponthedeformationoftherock. beadheredtoforalltestsinagivenseriesofinvestigation(see Good practice generally dictates that laboratory tests be made Note 8). Maintain constant the predetermined confining pres- upon specimens representative of field conditions. Thus, it sure throughout the test and observe and record readings of follows that the field moisture condition of the specimen deformation at a minimum of ten load levels that are evenly should be preserved until the time of test. On the other hand, spaced over the load range. Continuous data recording is there may be reasons for testing specimens at other moisture permitted provided that the recording system meets the preci- contents, including zero. In any case, the moisture content of sion and accuracy requirements of 5.9. thetestspecimenshouldbetailoredtotheproblemathandand reported in accordance with 11.1.3. If the moisture content of NOTE 8—Resultsoftestsbyotherinvestigatorshaveshownthatstrain thespecimenistobedetermined,followtheproceduresgiven rates within this range will provide strength and moduli values that are in Test Method D2216. reasonably free from rapid loading effects and reproducible within acceptable tolerances. Lower strain rates are permissible, if required by 9. Procedure theinvestigation.Thedriftofthestrainmeasuringsystem(see5.9)shall bemorestringent,correspondingtothelongerdurationofthetest. 9.1 Checktheabilityofthesphericalseattorotatefreelyin its socket before each test. 9.7 Tomakesurethatnotestingfluidhaspenetratedintothe 9.2 Placethelowerplatenonthebaseoractuatorrodofthe specimen,carefullycheckthespecimenmembraneforfissures loading device.Wipe clean the bearing faces of the upper and or punctures at the completion of each triaxial test. 3D 5407 10. Calculation 10.1 The axial strain, e and lateral strain, e , may be a 1 obtained directly from strain-indicating equipment or may be calculated from deformation readings, depending on the type of apparatus or instrumentation employed. 10.1.1 Calculate the axial strain, e as follows: a DL e 5 (3) a L where: L 5 original undeformed axial gage length, and DL 5 change in measured axial length (negative for de- crease in length). NOTE 9—Tensile stresses and strains are used as being positive. A consistentapplicationofacompression-positivesignconventionmaybe FIG.1FormatforGraphicalPresentationofData employed if desired. The sign convention adopted needs to be stated explicitly in the report. The formulas given are for engineering stresses nonlinear stress-strain relationships at low- and high-stress andstrains.Truestressesandstrainsmaybeused,ifdesired. levels. NOTE 10—Inthedeformationrecordedduringthetestincludesdefor- mation of the apparatus, suitable calibration for apparatus deformation 10.4 The value of Young’s modulus, E, may be calculated mustbemade.Thismaybeaccomplishedbyinsertingintotheapparatus using any of several methods employed in engineering prac- asteelcylinderhavingknownelasticpropertiesandobservingdifferences tice. The most common methods, described in Fig. 2, are as in deformation between the assembly and steel cylinder throughout the follows: loadingrange.Theapparatusdeformationisthensubtractedfromthetotal 10.4.1 Tangent modulus at a stress level that is some fixed deformationateachincrementofloadtoarriveatspecimendeformation percentage (usually 50%) of the maximum strength. fromwhichtheaxialstrainofthespecimeniscomputed.Theaccuracyof 10.4.2 Average slope of the more-or-less straight-line por- thiscorrectionshouldbeverifiedbymeasuringtheelasticdeformationof a cylinder of material having known elastic properties (other than steel) tion of the stress-strain curve. The average slope may be andcomparingthemeasuredandcomputeddeformations. calculatedeitherbydividingthechangeinstressbythechange in strain or by making a linear least squares fit to the 10.1.2 Calculate the lateral strain, e , as follows: 1 stress-strain data in the straight-line portion of the curve. DD 10.4.3 Secant modulus, usually from zero stress to some e 5 (4) 1 D fixed percentage of maximum strength. where: 10.5 The value of Poisson’s ratio, v, is greatly affected by D 5 original undeformed diameter, and nonlinearities at low-stress levels in the axial and lateral DD 5 change in diameter (positive for increase in diam- stress-strain curves. It is suggested that Poisson’s ratio be eter). calculated from the following equation: slopeofaxialcurve NOTE 11—Manycircumferentialtransducersmeasurechangeinchord v52 (6) slopeoflateralcurve length and not change in arc length (circumference). The geometrically nonlinear relationship between change in chord length and change in E 52 diametermustbeusedtoobtainaccuratevaluesoflateralstrain. slopeoflateralcurve 10.2 Calculate the compressive stress in the test specimen wheretheslopeofthelateralcurveisdeterminedinthesame from the compressive load on the specimen and the initial manner as was done in 10.4 forYoung’s modulus, E. computed cross-sectional area as follows: NOTE 13—Thedenominatorintheequationin10.5willusuallyhavea P negativevalueifthesignconventionisappliedproperly. s5 (5) A 11. Report where: 11.1 Report the following information: s 5 stress, 11.1.1 Source of sample including project name and loca- P 5 load, and tion (often the location is specified in terms of the drill hole A 5 area. number and depth of specimen from the collar of the hole), NOTE 12—If the specimen diameter is not the same as the piston 11.1.2 Lithologic description of the rock, formation name, diameterthroughthetriaxialapparatus,acorrectionmustbeappliedtothe and load direction with respect to lithology, measured load to account for the confining pressure acting on the 11.1.3 Moisture condition of specimen before test, differenceinareabetweenthespecimenandtheloadingpistonwhereit 11.1.4 Specimen diameter and height, conformance with passesthroughthesealsintothetriaxialapparatus. dimensional requirements, 10.3 Plot the stress-versus-strain curves for the axial and 11.1.5 Confining stress level at which the test was per- lateral directions (see Fig. 1). The complete curve gives the formed, best description of the deformation behavior of rocks having 11.1.6 Temperature at which the test was performed, 4D 5407 FIG.2MethodsforCalculatingYoung’sModulusfromAxialStress-AxialStrainCurve 11.1.7 Rate of loading or deformation rate, will not differ by more than the repeatability limit. Likewise, 11.1.8 Plot of the stress-versus-strain curves (see Fig. 1), the probability is approximately 95% that two test results 11.1.9 Young’s modulus, E, method of determination as obtainedindifferentlaboratoriesonthesamematerialwillnot giveninFig.2,andatwhichstresslevelorlevelsdetermined, differ by more than the reproducibility limit. 11.1.10 Poisson’sratio,v,methodofdeterminationin10.5, Young’sModulus(GPa)@10MPaConfiningPressure and at what stress level or levels determined, BereaSandstone TennesseeMarble BarreGranite 11.1.11 Description of physical appearance of specimen 25–50% 40–60% 25–50% 40–60%25–50%40–60% AverageValue 21.4 21.3 73.2 70.6 56.6 57.3 after test, including visible end effects such as cracking, Repeatability 1.19 1.26 9.13 16.4 2.20 2.19 spalling, or shearing at the platen-specimen interfaces, and Reproducibility 3.25 3.12 12.2 19.1 7.32 6.90 11.1.12 If the actual equipment or procedure has varied Young’sModulus(GPa)@25MPaConfiningPressure BereaSandstone TennesseeMarble BarreGranite from the requirements contained in this test method, each 25–50% 40–60% 25–50% 40–60%25–50%40–60% variation and the reasons for it shall be discussed. AverageValue 23.5 22.5 71.1 65.2 60.4 59.8 Repeatability 0.90 1.28 11.4 9.15 2.53 2.49 12. Precision and Bias Reproducibility 3.34 3.47 13.9 11.6 6.80 6.12 Young’sModulus(GPa)@40MPaConfiningPressure 12.1 An interlaboratory study was conducted in which six BereaSandstone TennesseeMarble BarreGranite laboratorieseachtestedfivespecimensofthreedifferentrocks, 25–50% 40–60% 25–50% 40–60%25–50%40–60% threeconfiningpressuresandfourreplications.Thespecimens AverageValue 24.2 22.8 70.0 63.4 61.9 60.6 Repeatability 1.09 0.79 9.60 9.57 2.27 2.49 were prepared by a single laboratory from a common set of Reproducibility 3.82 3.57 9.69 9.57 5.95 5.34 samplesandrandomlydistributedtothetestinglaboratoriesfor Poisson’sRatio@10MPaConfiningPressure testing.ThestudywascarriedoutinaccordancewithPractice BereaSandstone TennesseeMarble BarreGranite 25–50% 40–60% 25–50% 40–60%25–50%40–60% E691. Details of the study are given in ISR Research Report AverageValue 0.28 0.34 0.30 0.33 0.26 0.30 “InterlaboratoryTestingProgramforRockProperties(ITP/RP) Repeatability 0.03 0.04 0.03 0.07 0.03 0.03 RoundTwo”,1994.ValuesforYoung’sModulusandPoisson’s Reproducibility 0.05 0.05 0.06 0.09 0.04 0.04 Poisson’sRatio@25MPaConfiningPressure ratio were calculated for the intervals from 25–50% and BereaSandstone TennesseeMarble BarreGranite 40–60%ofthemaximumdifferentialstress.Thetablesbelow 25–50% 40–60% 25–50% 40–60%25–50%40–60% givetherepeatability(withinalaboratory)andreproducibility AverageValue 0.23 0.27 0.31 0.34 0.28 0.33 Repeatability 0.02 0.02 0.05 0.05 0.03 0.03 (betweenlaboratories)forthemethodatconfiningpressuresof Reproducibility 0.04 0.04 0.06 0.05 0.04 0.05 10, 25 and 40 MPa. Poisson’sRatio@40MPaConfiningPressure BereaSandstone TennesseeMarble BarreGranite 12.1.1 The probability is approximately 95% that two test 25–50% 40–60% 25–50% 40–60%25–50%40–60% results obtained in the same laboratory on the same material 5D 5407 to compare with values determined using this test method. AverageValue 0.20 0.24 0.32 0.34 0.29 0.33 Repeatability 0.01 0.02 0.04 0.05 0.03 0.04 Reproducibility 0.03 0.03 0.04 0.05 0.05 0.06 13. Keywords 12.2 Bias—Bias cannot be determined since there is no 13.1 compressiontesting;loadingtests;modulusofelastic- standardvalueofeachoftheelasticconstantsthatcanbeused ity; modulus–Young’s; rock; triaxial compression TheAmericanSocietyforTestingandMaterialstakesnopositionrespectingthevalidityofanypatentrightsassertedinconnection withanyitemmentionedinthisstandard.Usersofthisstandardareexpresslyadvisedthatdeterminationofthevalidityofanysuch patentrights,andtheriskofinfringementofsuchrights,areentirelytheirownresponsibility. Thisstandardissubjecttorevisionatanytimebytheresponsibletechnicalcommitteeandmustbereviewedeveryfiveyearsand ifnotrevised,eitherreapprovedorwithdrawn.Yourcommentsareinvitedeitherforrevisionofthisstandardorforadditionalstandards andshouldbeaddressedtoASTMHeadquarters.Yourcommentswillreceivecarefulconsiderationatameetingoftheresponsible technicalcommittee,whichyoumayattend.Ifyoufeelthatyourcommentshavenotreceivedafairhearingyoushouldmakeyour viewsknowntotheASTMCommitteeonStandards,100BarrHarborDrive,WestConshohocken,PA19428. 6
D4832.PDF	Designation: D 4832 – 95e1 AMERICANSOCIETYFORTESTINGANDMATERIALS 100BarrHarborDr.,WestConshohocken,PA19428 ReprintedfromtheAnnualBookofASTMStandards.CopyrightASTM Standard Test Method for Preparation and Testing of Controlled Low Strength Material (CLSM) Test Cylinders1 ThisstandardisissuedunderthefixeddesignationD4832;thenumberimmediatelyfollowingthedesignationindicatestheyearof originaladoptionor,inthecaseofrevision,theyearoflastrevision.Anumberinparenthesesindicatestheyearoflastreapproval.A superscriptepsilon(e)indicatesaneditorialchangesincethelastrevisionorreapproval. e1 NOTE—EditorialchangesweremadeinJanuary1997. 1. Scope * D653 Terminology Relating to Soil, Rock, and Contained 1.1 This test method covers procedures for the preparation, Fluids3 curing,transportingandtestingofcylindricaltestspecimensof PS28 TestMethodforFlowConsistencyofControlledLow controlledlowstrengthmaterial(CLSM)forthedetermination Strength Material (CLSM)4 of compressive strength. PS29 TestMethodforUnitWeight,Yield,andAirContent 1.2 This test method also may be used to prepare and test (Gravimetric) of Controlled Low Strength Material specimensofothermixturesofsoilandcementitiousmaterials, (CLSM)4 such as self-cementing fly ashes. PS30 PracticeforSamplingFreshlyMixedControlledLow 1.3 CLSMisalsoknownasflowablefill,controlleddensity Strength Material (CLSM)4 fill, soil-cement slurry, soil-cement grout, unshrinkable fill, PS 31 Test Method for the Ball Drop on Controlled Low K-Krete, and other similar names. Strength Material (CLSM) to Determine Suitability for 1.4 The values stated in SI units are to be regarded as the LoadApplication4 standard. The inch-pound equivalents are shown for informa- 3. Terminology tion only. 3.1 Definitions—Exceptasfollowsin3.2,alldefinitionsare 1.5 This standard does not purport to address all of the in accordance with Terminology D653. safety concerns, if any, associated with its use. It is the 3.2 Definitions of Terms Specific to This Standard: responsibility of the user of this standard to establish appro- 3.2.1 Controlled Low Strength Material (CLSM)—A mix- priate safety and health practices and determine the applica- ture of soil, cementitious materials, water, and sometimes bility of regulatory limitations prior to use. See Section 7. admixtures,thathardensintoamaterialwithahigherstrength 2. Referenced Documents than the soil but less than 8400 kPa (1200 psi). Used as a 2.1 ASTM Standards: replacementforcompactedbackfill,CLSMcanbereplacedas C31 Method of Making and Curing Concrete Test Speci- a slurry, a mortar, or a compacted material and typically has mens in the Field2 strengths of 350 to 700 kPa (50 to 100 psi) for most C39 Test Method for Compressive Strength of Cylindrical applications. Concrete Specimens2 4. Summary of Test Method C172 Method of Sampling Freshly Mixed Concrete2 4.1 Cylinders of CLSM are tested to determine the com- C192 Method of Making and Curing ConcreteTest Speci- mens in the Laboratory2 pressivestrengthofthematerial.Thecylindersarepreparedby pouring a representative sample into molds, curing the cylin- C470 Specification for Molds for Forming Concrete Test Cylinders Vertically2 ders, removing the cylinders from the molds, and capping the cylindersforcompressiontesting.Thecylindersarethentested C617 Practice for Capping Cylindrical Concrete Speci- mens2 to obtain compressive strengths. Duplicate cylinders are re- quired. C1231 Practice for Use of Unbonded Caps in Determina- tion of Compressive Strength of Hardened Concrete Cyl- 5. Significance and Use inders 5.1 This test method is used to prepare and test cylindrical specimens of CLSM to determine the compressive strength of 1ThistestmethodisunderthejurisdictionofASTMCommitteeD-18onSoil the hardened material. andRockandisthedirectresponsibilityofSubcommitteeD18.15onStabilization withAdmixtures. Current edition approved Dec. 10, 1995. Published May 1996. Originally publishedasD4832–88.LastpreviouseditionD4832–88. 3AnnualBookofASTMStandards,Vol04.08. 2AnnualBookofASTMStandards,Vol04.02. 4AnnualBookofASTMStandards,Vol04.09. *ASummaryofChangessectionappearsattheendofthisstandard. 1D 4832 5.2 CLSM is typically used as a backfill material around as shovels, pails, trowels, and scoops. structures,particularlyinconfinedorlimitedspaces.Compres- 7. Hazards sivestrengthtestingisperformedtoassistinthedesignofthe mix and to serve as a control technique during construction. 7.1 Technical Precaution—The procedure for the prepara- Mix design is typically based on 28 day strengths and tionofCLSMtestcylindershasmanysimilaritiestopreparing construction control tests performed 7 days after placement. concrete test cylinders (Method C31 and Method C192). The compressive strength(s) and other test age(s) will vary However, the cylinders are much more fragile than concrete according to the requirements for the end product.Additional cylinders,andspecialcareshouldbetakenintheirpreparation, information on the use and history of CLSM is contained in storage, and handling. Appendix X1. 7.2 Safety Hazards: 5.3 This test is one of a series of quality control tests that 7.2.1 Strictly observe the safety precautions stated in Prac- can be performed on CLSM during construction to monitor tice C617. compliance with specification requirements. The other tests 7.2.2 Ifthecylindersarecappedwithmoltensulfurmortar, thatcanbeusedduringconstructioncontrolofCLSMareTest wear proper personnel protective equipment, including gloves Methods PS28, PS29, PS30, and PS31. with cuffs at least 15 cm (6-in.) long. 5.4 There are many other combinations of soil, cement, 8. Sampling and Test Specimens flyash(cementitiousornot),admixturesorothermaterialsthat 8.1 Take samples of the CLSM for each test specimen in could be tested using this method. The mixtures would vary accordance with PS30. Record the identity of the CLSM depending on the intended use, availability of materials, and represented and the time of casting. placement requirements. 8.2 Thesamplefromthebatchshouldbeaminimumof0.03 6. Apparatus m3 (1 ft3) for each two cylinders to be prepared. Prepare a 6.1 Single-UseCylindricalMolds—Plasticsingle-use15cm minimum of two compressive strength cylinders for each test (6-in.)diameterby30cm(12-in.)highmoldswithtightfitting age to represent each sampled batch.Additional material may lids,conformingtoSpecificationC470.Othersizesandtypes be required if other testing is to be performed, such as inTest ofmoldsmaybeusedaslongasthelengthtodiameterratiois Methods PS28, PS29, PS30,, and PS31. 2to1.The15cmby30cm(6in.by12in.)moldsarepreferred because of the low strength of the material and the larger NOTE 2—In the initial stage of CLSM usage, preparation of three cylindersisrecommendedtoobtainreliablecompressivestrengthdatafor surface area of the ends of the cylinders. eachtestage.Subsequently,twocylindersmaybeusedtomaintaintesting 6.2 Sampling and Mixing Receptacle—The receptacle shall recordsandtoascertainanoverallqualityofthemix.However,sincethe be a suitable heavy-gage container, wheelbarrow, etc. of cylinders are fragile and may be damaged during transportation, mold sufficient capacity to allow easy sampling and mixing and to removal,andcapping,preparationofanextracylindermaybenecessary allow preparation of at least two cylinders and for other tests toprovidetheminimumnumberoftestspecimens(seeNote5andNote 6). In addition, it may be useful to determine the density of the test such as described in Test Methods PS28, PS29, PS30, and cylinders to help evaluate the uniformity of the compressive strength PS31. values. 6.3 Storage Container—A tightly constructed, insulated, firmly braced wooden box with a cover or other suitable 9. Specimen Molding and Curing containerforstorageoftheCLSMcylindersattheconstruction 9.1 Place of Molding—Mold specimens promptly on a site.Thecontainershallbeequipped,asnecessary,tomaintain level, rigid, horizontal surface free from vibration and other the temperature immediately adjacent to the cylinders in the disturbances. The specimens should be prepared at a place as range of 16 to 27°C (60 to 80°F). The container should be near as practicable to the location where they are to be stored markedforidentificationandshouldbeabrightcolortoavoid during the first four days. disturbance. 9.2 Placing the CLSM: 6.4 Transportation Container—A sturdy wooden box or 9.2.1 Thoroughly mix the CLSM in the sampling and other suitable container constructed to minimize shock, vibra- mixing receptacle. tion,ordamagetotheCLSMcylinderswhentransportedtothe 9.2.2 Withabucketorpail,scoopthroughthecenterportion laboratory. of the receptacle and pour the CLSM into the cylinder mold. 6.5 Testing Machine—The testing machine shall meet the Repeat until the mold is full. Place a lid on the mold. requirements as described in Test Method C39. NOTE 3—Useofanair-tightlidhasbeenknowntocauselowstrength NOTE 1—Since the compressive strength of CLSM cylinders will materialstocrack,possiblyduetoacreationofavacuuminsidethemold. typicallybe100kPa(about15to1200lbf/in.2),thetestingmachinemust Ifanair-tightlidiscontemplated,itsuseshouldbeevaluatedbeforedoing havealoadingrangesuchthatvalidvaluesofcompressivestrengthcanbe routinetesting. obtained. NOTE 4—Some mixtures will bleed rapidly, that is, free water will 6.6 Curing Environment—A curing environment (water appearinthemixingreceptacleandthemold.Obtainingthematerialtofill bath, damp sand, fog room) that meets the requirements of thecylindermustbedonequicklyaftermixing.Afewminutesafterfilling the mold, thoroughly mix the CLSM in the sampling and mixing MethodC192.Thecylindersmaybecuredinthesamecuring receptacle and place a scoopful in the top of the mold, displacing the environment used for concrete cylinders at the laboratory water.Ifpossible,aslightmoundofmaterialshouldbeleftonthetopof performing the testing. themold.Thisrefillingmayberequiredagainafterabout15min.Leave 6.7 SmallTools—Toolsanditemsthatmayberequiredsuch themoundonthetopofthemoldandcover. 2D 4832 9.3 Curing: machine directly under the spherically seated (upper) bearing 9.3.1 Store the cylinders at the construction site in the block. Wipe clean the bearing faces of the upper and lower storage container until the fourth day after preparation. bearing blocks and of the test specimen, and place the test 9.3.2 The cylinders shall be stored under conditions that specimen on the lower bearing block. Carefully align the axis maintainthetemperatureimmediatelyadjacenttothecylinders of the specimen with the center of thrust of the spherically in the range of 16 to 27°C (60 to 80°F). The cylinders must seatedblock.Asthesphericallyseatedblockisbroughttobear always be protected from freezing.After the first day, provide onthetopofthespecimen,rotateitsmovableportiongentlyby ahighhumidityenvironmentbysurroundingthecylinderswith hand so that uniform seating is obtained. wet burlap or other highly adsorbent material. 11.2 Rate of Loading—Apply the load continuously and 9.3.3 On the fourth day, carefully transport the cylinders to without shock.Apply the load at a constant rate such that the the site of the curing environment in the transportation con- cylinderwillfailinnotlessthan2min.Makenoadjustmentin tainer and place in a curing environment (see 6.6). thecontrolsofthetestingmachinewhileaspecimenisyielding 9.3.4 The cylinders are typically left at the contruction site rapidly immediately before failure. for four days and then transported to a curing environment. If 11.3 Applytheloaduntilthespecimenfails,andrecordthe extremely low strength CLSM (below 350 kPa) would be maximum load carried by the specimen during the test. For damagedbymovingonthefourthday,thenthecylindersareto aboutoneoutofeverytencylinders,continuetheloadinguntil be placed in a water storage tank with a temperature between the cylinder breaks enough to examine the appearance of the 16°and27°C(60°and80°F)attheconstructionsiteuntilthey interiorofthespecimen.Noteanyapparentsegregation,lenses, are able to be moved without damage. pockets, and the like in the specimen. 10. Capping the Cylinders 12. Calculation 10.1 Onthedayoftesting,carefullyremovethemoldsfrom 12.1 Calculate and record the compressive strength of the the cylinders and allow the cylinders to air-dry for 4 to 8 h specimen as follows: before capping. If the upper surface of the cylinder is not a horizontalplane,useawirebrushtoflattenthesurface.Brush L C5 (1) offalllooseparticles.Provideacapforthecylindersusingone p~D2!/4 the following methods: where: 10.1.1 Cap the cylinders using sulfur mortar in accordance C 5 compressive strength, kPa (lbf/in.2), with Practice C617. D 5 nominal diameter of cylinder (normally 15 cm or 6 10.1.2 Capthecylinderusinggypsumplasterinaccordance in.), and with Practice C617. L 5 maximum load, kN (lbf). 10.1.3 Use elastomeric pads in accordance with Practice C1231.TheresultsofthequalificationtestsinPracticeC1231 13. Report for acceptance of the caps must not indicate a reduction of strength of more than 20%, rather than 2% as stated in 13.1 The report shall include the following: PracticeC1231.Thelargerdifferenceisacceptablebecauseof 13.1.1 Identification, for example, mix, cylinder number, thelesscriticalusesofCLSMand20%isestimatedtobethe location, etc. inherent variation in compressive strength results because of 13.1.2 Diameter and length, cm (in.). the lower strength values, for example 350 kPa (50 psi). 13.1.3 Cross-sectional area, cm2 (in.2). 10.2 Usethesamecappingmethodthroughouteachproject 13.1.4 Maximum load, kN (lbf). to avoid any variation in the test results from using different 13.1.5 Compressive strength, kPa (lbf/in.2). capping systems. 13.1.6 Age of specimen. NOTE 5—CLSMcylindersaremorefragilethanconcretecylindersand 13.1.7 Appropriate remarks as to type of failure, defects mustbehandledcarefullyduringthemoldremovalandduringcapping. noted, or nonuniformity of material. NOTE 6—Ifsulfurmortarisusedasthecappingcompound,oilisplaced on the capping plate to ensure release of the capping material from the 14. Precision and Bias capping plate. More oil may be required on the capping plate when capping CLSM cylinders than is normally used when capping concrete 14.1 Theprecisionandbiasofthistestmethodhavenotyet cylinders.CappedCLSMcylinderswillnormallycontainmoreairvoids beendetermined.Dataarebeingsoughtthatwillbesuitablefor betweenthecapandthecylinderthancappedconcretecylinders,andthis use in developing precision and bias statements. shouldbeconsideredifthecapsaretappedtocheckforvoids. 11. Compressive Strength Testing 15. Keywords 11.1 PlacingtheSpecimen—Placethelowerbearingblock, 15.1 backfill; CLSM; compressive strength; construction with its hardened face up, on the table or platen of the testing control; mix design; quality control; soil stabilization 3D 4832 APPENDIX (NonmandatoryInformation) X1. HISTORY X1.1 This standard was developed to provide an accepted, suggested as a matter of economics; that size is not necessary consensus method of preparing and testing CLSM cylinders. based on the particle sizes normally used in CSLM. A Because the cylinders are more fragile than normal concrete minimum test age of 7 days is recommended for construction cylinders, the standard provides a workable method of prepa- controltestingbecausethecylindersmaynotbeintactenough ration and testing based on much trial and error. for transporting and testing in 3 days. In addition, the testing thathasbeendonefor3-daystrengthhasresultedinextremely X1.2 CLSM is a combination of soil, portland cement, erratic values. sometimes admixtures, and enough water so that the mixture X1.5.2 The mounding of the material in the cylinders was has the consistency of a thick liquid. In this form, the CLSM found to be necessary for mixtures that did not contain many flows readily into openings, filling voids, and provides a fines;thewaterbledsoquicklythataspacewasleftontopof hardenedmaterialthathasastrengthgreaterthantheuntreated thecylindersandthehardenedcylinderswerenotofauniform soil used in the mix. Some cementitious fly ashes have been height. successfully used in place of the cement. X1.5.3 At the moisture content required for the mixture to X1.3 Although the primary use to date of CLSM or other havethenecessaryflowproperties,consolidationoftheCSLM similar materials has been as embedment for pipelines, it also in the cylinder mold by vibration is not necessary. has been used as trench backfill and structure backfill.5,6 X1.6 Typical Use: X1.4 Typically, CLSM contains about 5 to 10% cement. OneofthedefiniteadvantagesisthatCLSMmaybeproduced X1.6.1 TheuseofCLSMaspipeembedmentillustratesthe usinglocalsoils.Asopposedtoaleanconcreteslurry,thesoil relationship between the testing requirements and a typical fortheCLSMcancontainuptoabout20to25%nonplasticor application.Forpipeinstallations,CLSMisusedtofillthegap slightlyplasticfines.Althoughcleanconcretesandshavebeen between the pipe and the excavated trench. The CLSM used, the presence of fines can help keep the sand-sized transfers the load from the pipe to the in situ material, so the particles in suspension.This allows the mixture to flow easier nativesoilmustbeabletoprovidethenecessarysupportforthe and helps prevent segregation. Soils that are basically sand pipe. The circular trench bottom shape is advantageous be- sizesworkbestwiththemaximumparticlecompatiblewiththe cause it reduces excavation quantities and thus reduces han- spacetobefilled.Centralbatchplantswiththeslurrydelivered dling of the soil materials.The CLSM eliminates the problem in ready-mix trucks and trench-side, trail-along portable batch oftryingtoshapeacradleinthetrenchbottomtofitthepipe. plants have been used, with the latter normally used when the A cradle is labor intensive and may not result in full contact soil comes from the trench excavation. betweenthepipeandthesoil.TheCLSMdoesensureuniform support for the pipe. Placement of the CLSM is much faster X1.5 Testing Techniques: than compacting the soil in layers alongside the pipe, and X1.5.1 The 15 by 30 cm plastic cylinders (see 6.1) are potentialdamagetothepipefromthecompactingequipmentis eliminated. It is also quicker than flooding and jetting or the saturation and vibration methods of compacting granular 5Lowitz,C.A.,andDeGroot,G.,“Soil-CementPipeBedding,CanadianRiver bedding materials. This faster installation is a distinct advan- Aqueduct,”JournaloftheConstructionDivision,ASCE,Vol94,No.C01,1968. tage where the construction is in populated areas or through 6“Cement-TreatedPipelineBedding,”PortlandCementAssociationPublication No.PA0011.01. streets. 4D 4832 SUMMARYOFCHANGES This section identifies the location of changes to this test (3) Reference made to other test methods for CLSM and method since the last edition. procedure modified to include necessary interaction with the (1) The term “soil-cement slurry” was changed to “Con- other standards. trolled Low-Strength Material (CLSM)” and the definition (4) SI units made the standard. modified. (5) Additional section on keywords added. (2) Capping methods expanded to include gypsum mortar and elastomeric pads. TheAmericanSocietyforTestingandMaterialstakesnopositionrespectingthevalidityofanypatentrightsassertedinconnection withanyitemmentionedinthisstandard.Usersofthisstandardareexpresslyadvisedthatdeterminationofthevalidityofanysuch patentrights,andtheriskofinfringementofsuchrights,areentirelytheirownresponsibility. Thisstandardissubjecttorevisionatanytimebytheresponsibletechnicalcommitteeandmustbereviewedeveryfiveyearsand ifnotrevised,eitherreapprovedorwithdrawn.Yourcommentsareinvitedeitherforrevisionofthisstandardorforadditionalstandards andshouldbeaddressedtoASTMHeadquarters.Yourcommentswillreceivecarefulconsiderationatameetingoftheresponsible technicalcommittee,whichyoumayattend.Ifyoufeelthatyourcommentshavenotreceivedafairhearingyoushouldmakeyour viewsknowntotheASTMCommitteeonStandards,100BarrHarborDrive,WestConshohocken,PA19428. 5
D4417.PDF	Designation: D 4417 – 93 AMERICANSOCIETYFORTESTINGANDMATERIALS 100BarrHarborDr.,WestConshohocken,PA19428 ReprintedfromtheAnnualBookofASTMStandards.CopyrightASTM Standard Test Methods for Field Measurement of Surface Profile of Blast Cleaned Steel1 ThisstandardisissuedunderthefixeddesignationD4417;thenumberimmediatelyfollowingthedesignationindicatestheyearof originaladoptionor,inthecaseofrevision,theyearoflastrevision.Anumberinparenthesesindicatestheyearoflastreapproval.A superscriptepsilon(e)indicatesaneditorialchangesincethelastrevisionorreapproval. 1. Scope microscope.Thisisdonebecauseofevidencethatcoatingsperformance in any one small area is primarily influenced by the highest surface 1.1 These test methods cover the description of techniques featuresinthatareaandnotbytheaverageroughness.2 for measuring the profile of abrasive blast cleaned surfaces in the laboratory, field, or in the fabricating shop. There are 4. Apparatus additionaltechniquessuitableforlaboratoryusenotcoveredby 4.1 MethodA—Aprofile comparator3 consisting of a num- these test methods. ber of areas (each approximately one square inch in size), 1.2 This standard does not purport to address all of the usually side by side, with a different profile or anchor pattern safety problems, if any, associated with its use. It is the depth.Eachareaismarkedgivingthenominalprofiledepthin responsibility of whoever uses this standard to consult and milsormicrometres.Typicalcomparatorsurfacesareprepared establish appropriate safety and health practices and deter- withsteelshot,steelgrit,orsandorothernonmetallicabrasive, mine the applicability of regulatory limitations prior to use. since the appearance of the profile created by these abrasives may differ. The comparator areas are used with or without 2. Summary of Test Method magnification of 5 to 10 power. 2.1 The methods are: 4.2 MethodB—Adialgage4depthmicrometerfittedwitha 2.1.1 Method A—The blasted surface is visually compared pointed probe. The probe is machined at a 60° angle with a to standards prepared with various surface profile depths and nominal radius of 50 µm. The base of the instrument rests on the range determined. the tops of the peaks of the surface profile while the spring 2.1.2 Method B—The depth of profile is measured using a loaded tip projects into the valleys. fine pointed probe at a number of locations and the arithmetic 4.3 Method C—A special tape containing a compressible mean determined. foam attached to a noncompressible uniform plastic film. A 2.1.3 MethodC—Acompositeplastictapeisimpressedinto burnishingtoolisusedtoimpressthefoamfaceofthetapeinto theblastcleanedsurfaceformingareverseimageoftheprofile, the surface to create a reverse replica of the profile that is and the maximum peak to valley distance measured with a measured using a spring-loaded micrometer.5 micrometer. 5. Test Specimens 3. Significance and Use 5.1 Useanymetalsurfacethat,afterblastcleaning,isfreeof 3.1 The height of surface profile has been shown to be a loose surface interference material, dirt, dust, and abrasive factor in the performance of various coatings applied to steel. residue. For this reason, surface profile should be measured prior to coating application to ensure that it meets that specified. The 6. Procedure instruments described are readily portable and sufficiently 6.1 Method A: sturdy for use in the field. 6.1.1 Select the comparator standard appropriate for the abrasive used for blast cleaning. NOTE 1—Optical microscope methods serve as a referee method for surfaceprofilemeasurement.Profiledepthdesignationsarebasedonthe 6.1.2 Place the comparator standard directly on the surface conceptofmeanmaximumprofile(h¯ max);thisvalueisdeterminedby to be measured and compare the roughness of the prepared averagingagivennumber(usually20)ofthehighestpeaktolowestvalley measurements made in the field of view of a standard measuring 2JohnD.Keane,JosephA.Bruno,Jr.,RaymondE.F.Weaver,“SurfaceProfile forAnti-CorrosionPaints,”Oct.25,1976,SteelStructuresPaintingCouncil,4400 FifthAve.,Pittsburgh,PA15213. 1ThesetestmethodsareunderthejurisdictionofASTMCommitteeD-1onPaint 3Suitable comparators include Keane-Tator Surface Profile Comparator and andRelatedCoatings,Materials,andApplicationsandarethedirectresponsibility Clemtexcoupons. ofSubcommitteeD01.46onIndustrialProtectivePainting. 4SuitabledepthmicrometersincludetheElcometerModel123SurfaceProfile Current edition approved May 15, 1993. Published July 1993. Originally Gage. publishedasD4417–84.LastpreviouseditionD4417–84. 5SuitablereplicatapeandmicrometersincludeTestex“Press-O-Film”tapeand MitutoyoModel7326SpringMicrometer. 1D 4417 surface with the roughness on the comparator segments. This Method A was found to be 0.75 and the coefficient of can be done with the unaided eye, under 5 to 10 power determination was found to be 0.54. magnification, or by touch. When using magnification, the 8.1.2 Precision—InaninterlaboratorystudyofTestMethod magnifier should be brought into intimate contact with the Ainwhich2operatorseachrunning2testsonseparatedaysin standard, and the depth of focus must be sufficient for the each of 6 laboratories tested 8 surfaces with a broad range of standard and surface to be in focus simultaneously. profilecharacteristicsandlevels,theintralaboratorycoefficient 6.1.3 Select the comparator segment that most closely of variation was found to be 20% with 141 df and the approximates the roughness of the surface being evaluated or, interlaboratory coefficient was found to be 19% with 40 df, if necessary, the two segments to which it is intermediate. afterrejecting3resultsforonetimebecausetherangebetween 6.1.4 Evaluate the roughness at a sufficient number of repeats differed significantly from all other ranges. Based on locationstocharacterizethesurfaceasspecifiedoragreedupon these coefficients, the following criteria should be used for betweentheinterestedparties.Reporttherangeofresultsfrom judging, at the 95% confidence level, the acceptability of all locations as the surface profile. results: 6.2 Method B: 8.1.2.1 Repeatability—Two results, each the mean of four 6.2.1 Priortousesetthegagetozerobyplacingitonapiece replicates,obtainedbythesameoperatorshouldbeconsidered of plate float glass. Hold the gage by its base and press firmly suspect if they differ by more than 56%. against the glass.Adjust the instrument to zero. 8.1.2.2 Reproducibility—Tworesults,eachthemeanoffour 6.2.2 To take readings, hold the gage firmly against the replicates, obtained by operators in different laboratories prepared substrate. Do not drag the instrument across the shouldbeconsideredsuspectiftheydifferbymorethan54%. surfacebetweenreadings,orthespring-loadedtipmaybecome 8.2 Test Method B: rounded leading to false readings. 8.2.1 Applicability—Based on measurements of profiles on 6.2.3 Measuretheprofileatasufficientnumberoflocations surfaces of 8 steel panels, each blast cleaned with 1 of 8 tocharacterizethesurface,asspecifiedoragreeduponbetween differentabrasivestoawhitemetaldegreeofcleaning,having the interested parties.At each location make ten readings and knownratingsofprofileheightrangingfrom1.5mils(37µm) determine the mean. Then determine the mean for all the to 5.4 mils (135 µm), the correlation coefficient for Test locations and report it as the profile of the surface. Method B was found to be 0.99 and the coefficient of 6.3 Method C: determination was found to be 0.93. 6.3.1 Select the correct tape range for the profile to be 8.2.2 Precision—InaninterlaboratorystudyofTestMethod measured:coarse,0to2mils(0to50µm)andextracoarse,1.5 Binwhich2operators,eachrunning2testsonseparatedays, to 4.5 mils (40 to 115 µm). ineachof5laboratoriestested8surfaceswithabroadrangeof 6.3.2 Removethewaxpaperbackingandplacethetapeon profilecharacteristicsandlevels,theintralaboratorycoefficient the prepared surface with the foam side down, that is, put the of variation was found to be 19% with 113 df and the dull side down. interlaboratory coefficient was found to be 28% with 32 df, 6.3.3 Holdthetapefirmlyonthesurfaceandrubthecircular afterrejecting3resultsforonetimebecausetherangebetween cut-outportion(approximately3⁄ 8in.(6.5mm)diameter)with repeats differed significantly from all other ranges. Based on the burnishing tool until a uniform gray color appears. these coefficients, the following criteria should be used for 6.3.4 Remove the tape and place it between the anvils of a judging, at the 95% confidence level, the acceptability of spring-loaded micrometer. Measure the thickness of the tape results: (compressed foam and non-compressible plastic film com- 8.2.2.1 Repeatability—Two results, each the mean of four bined). Subtract the thickness of the noncompressible plastic replicates,obtainedbythesameoperatorshouldbeconsidered film to obtain the surface profile. suspect if they differ by more than 54%. 6.3.5 Measuretheprofileatasufficientnumberoflocations 8.2.2.2 Reproducibility—Tworesults,eachthemeanoffour tocharacterizethesurface,asspecifiedoragreeduponbetween replicates, obtained by operators in different laboratories theinterestedparties.Ateachlocationmakethreereadingsand shouldbeconsideredsuspectiftheydifferbymorethan79%. determine the mean. Then determine the mean for all the 8.3 Method C (X-Coarse Tape): locations and report it as the profile of the surface. 8.3.1 Applicability—Based on measurements of profiles on 7. Report surfaces of 8 steel panels, each blast cleaned with 1 of 8 7.1 Report the range and the appropriate average (mean or differentabrasivestoawhitemetaldegreeofcleaning,having mode) of the determinations, the number of locations mea- knownratingsofprofileheightrangingfrom1.5mils(37µm) sured, and the approximate total area covered. to 5.4 mils (135 µm), the correlation coefficient for Test Method C (X-Coarse Tape) was found to be 0.96 and the 8. Precision and Bias coefficient of determination was found to be 0.93. 8.1 Test Method A: 8.3.2 Precision—InaninterlaboratorystudyofTestMethod 8.1.1 Applicability—Based on measurements of profiles on C(X-CoarseTape)inwhich2operatorseachrunning2testson surfaces of 8 steel panels, each blast cleaned with 1 of 8 separatedaysineachof6laboratoriestested8surfaceswitha differentabrasivestoawhitemetaldegreeofcleaning,having broadrangeofprofilecharacteristicsandlevels,theintralabo- knownratingsofprofileheightrangingfrom1.5mils(37µm) ratorycoefficientofvariationwasfoundtobe9%with120df to 5.4 mils (135 µm), the correlation coefficient for Test and the interlaboratory coefficient 13% with 32 df. Based on 2D 4417 these coefficients, the following criteria should be used for 8.4.2.1 Repeatability—Two results, each the mean of four judging, at the 95% confidence level, the acceptability of replicates,obtainedbythesameoperatorshouldbeconsidered results: suspect if they differ by more than 30%. 8.3.2.1 Repeatability—Two results, each the mean of four 8.4.2.2 Reproducibility—Tworesults,eachthemeanoffour replicates,obtainedbythesameoperatorshouldbeconsidered replicates, obtained by operators in different laboratories suspect if they differ by more than 25%. shouldbeconsideredsuspectiftheydifferbymorethan28%. 8.3.2.2 Reproducibility—Tworesults,eachthemeanoffour 8.5 Bias—Since there is no accepted reference material replicates, obtained by operators in different laboratories suitablefordeterminingthebiasfortheprocedureinthesetest shouldbeconsideredsuspectiftheydifferbymorethan37%. methods for measuring surface profile, bias cannot be deter- 8.4 Test Method C (Coarse Tape): mined. 8.4.1 Applicability—Based on measurements of profiles on surfaces of 6 steel panels, each blast cleaned with 1 of 6 NOTE 2—Thetestmethodsmeasuredifferentvaluesandthequalitative ratingonwhichtheapplicabilitywasdeterminedalsomeasuresadifferent differentabrasivestoawhitemetaldegreeofcleaning,having value.ThemodeisdeterminedwiththecomparatorofTestMethodA.The knownratingsofprofileheightrangingfrom1.5mils(37µm) height of a single valley below a plane at the level of the highest to2.3mils(57µm),thecorrelationcoefficientforTestMethod surroundingpeaksismeasuredwiththefinepointedprobeofTestMethod C (Coarse Tape) was found to be 0.48 and the coefficient of B.Thedistancefromthebottomsofmanyofthedeepestvalleystothe determination was found to be 0.23. tops of the highest peaks (maximum profiles) are measured with the compositeplasticofTestMethodC.Theheightofasinglepeakabovean 8.4.2 Precision—InaninterlaboratorystudyofTestMethod adjacentvalleybelowismeasuredwithamicroscopeforthequalitative C (Coarse Tape) in which 2 operators each running 2 tests on ratingthatiscomparedwitheachofthemethodsincorrelationcalcula- separatedaysineachof5laboratoriestested6surfaceswitha tions.Becausetheresultsforthemicroscopeandforthefinepointedprobe broadrangeofprofilecharacteristicsandlevels,theintralabo- aremeasurementstoanindividualvalley,thereadingsrangeovermuch ratorycoefficientofvariationwasfoundtobe11%with90df broaderlimitsthantheresultsofthetapeorthecomparator. and the interlaboratory coefficient 11% with 24 df. Based on 9. Keywords these coefficients, the following criteria should be used for judging, at the 95% confidence level, the acceptability of 9.1 abrasive;abrasiveblastcleaning;anchorpattern;surface results: profile; surface roughness TheAmericanSocietyforTestingandMaterialstakesnopositionrespectingthevalidityofanypatentrightsassertedinconnection withanyitemmentionedinthisstandard.Usersofthisstandardareexpresslyadvisedthatdeterminationofthevalidityofanysuch patentrights,andtheriskofinfringementofsuchrights,areentirelytheirownresponsibility. Thisstandardissubjecttorevisionatanytimebytheresponsibletechnicalcommitteeandmustbereviewedeveryfiveyearsand ifnotrevised,eitherreapprovedorwithdrawn.Yourcommentsareinvitedeitherforrevisionofthisstandardorforadditionalstandards andshouldbeaddressedtoASTMHeadquarters.Yourcommentswillreceivecarefulconsiderationatameetingoftheresponsible technicalcommittee,whichyoumayattend.Ifyoufeelthatyourcommentshavenotreceivedafairhearingyoushouldmakeyour viewsknowntotheASTMCommitteeonStandards,100BarrHarborDrive,WestConshohocken,PA19428. 3
D5091.PDF	Designation: D 5091 – 95 AMERICANSOCIETYFORTESTINGANDMATERIALS 100BarrHarborDr.,WestConshohocken,PA19428 ReprintedfromtheAnnualBookofASTMStandards.CopyrightASTM Standard Guide for Water Analysis for Electrodialysis/Electrodialysis Reversal Applications 1 ThisstandardisissuedunderthefixeddesignationD5091;thenumberimmediatelyfollowingthedesignationindicatestheyearof originaladoptionor,inthecaseofrevision,theyearoflastrevision.Anumberinparenthesesindicatestheyearoflastreapproval.A superscriptepsilon(e)indicatesaneditorialchangesincethelastrevisionorreapproval. 1. Scope D3561 Test Method for Lithium, Potassium and Sodium 1.1 This guide covers the determinations that should be Ions in Brackish Water, Seawater, and Brines by Atomic performedonanygivenwaterifprocessingbyelectrodialysis/ Absorption Spectrophotometry3 electrodialysis reversal is being considered. D3867 Test Methods for Nitrite-Nitrate in Water2 1.2 This guide is applicable to all waters but is not neces- D3920 Test Method for Strontium in Water2 sarily complete for wastewaters. D4189 TestMethodforSiltDensityIndex(SDI)ofWater2 1.3 This is a guide only and should not be construed as a D4191 Test Method for Sodium in Water by Atomic complete delineation of all analysis required for a specific Absorption Spectrophotometry2 application. D4192 Test Method for Potassium in Water by Atomic 1.4 This standard does not purport to address all of the Absorption Spectrophotometry2 safety concerns, if any, associated with its use. It is the D4327 Test Method for Anions in Water by Chemically responsibility of the user of this standard to establish appro- Suppressed Ion Chromatography2 priate safety and health practices and determine the applica- D4382 Test Method for Barium in Water,Atomic Absorp- bility of regulatory limitations prior to use. tion Spectrophotometry, Graphite Furnace2 D4658 Test Method for Sulfide Ion in Water2 2. Referenced Documents D4839 Test Method for Total Carbon and Organic Carbon 2.1 ASTM Standards: in Water by Ultraviolet, or Persulfate Oxidation, or Both, D511 TestMethodsforCalciumandMagnesiuminWater2 and Infrared Detection3 D512 TestMethodsforChlorideIoninWater(MethodB)2 2.2 AmericanPublicHealthAssociationStandards: Stan- D516 Test Method for Sulfate Ion in Water2 dard Methods for the Examination of Water and Wastewater, D857 Test Methods forAluminum in Water2 Eighteenth Edition, 1992, pp. 4-123 to 4-1284 D1067 Test Methods forAcidity orAlkalinity of Water2 3. Terminology D858 Test Methods for Manganese in Water2 D1068 Test Methods for Iron in Water (Method C or D)2 3.1 Definitions—Fordefinitionsoftermsusedinthisguide, D1125 Test Methods for Electrical Conductivity and Re- refer to Terminology D1129. sistivity of Water2 4. Summary of Guide D1129 Terminology Relating to Water2 D1179 Test Methods for Fluoride Ion in Water2 4.1 Thisguideconsistsofrecommendedwateranalysesfor D1253 Test Method for Residual Chlorine in Water2 ions, gases, suspended materials, organics, temperature, and D1293 Test Methods for pH of Water2 pH for potential applications of electrodialysis/electrodialysis D1889 Test Method for Turbidity of Water2 reversal. D2579 Test Methods for Total and Organic Carbon in 5. Significance and Use Water3 D3352 Test Methods for Strontium Ion in BrackishWater, 5.1 The design of an electrodialysis/electrodialysis reversal Seawater, and Brines3 systemisdeterminedbythecompositionofthefeedwaterand D3370 Practices for Sampling Water from Closed Con- the desired composition of the product water. The determina- duits2 tions and measurements performed in this guide will provide the necessary information for making design projections of staging and power consumption. 1ThisguideisunderthejurisdictionofASTMCommitteeD-19onWaterandis 5.2 The recovery at which an electrodialysis/electrodialysis thedirectresponsibilityofSubcommitteeD19.08onMembranesandIonExchange reversal system can be safely operated is dependent on the Materials. CurrenteditionapprovedSept.10,1995.PublishedNovember1995.Originally publishedasD5091–90.LastpreviouseditionD5091–90. 2AnnualBookofASTMStandards,Vol11.01. 4AvailablefromtheAmericanPublicHealthAssociation,1015FifteenthStreet, 3AnnualBookofASTMStandards,Vol11.02. N.W.,Washington,DC20005. 1D 5091 compositionofthefeedsolution.Thedeterminationsmeasure- lents per liter calcium carbonate should balance within 5%. A larger ments performed in this guide will provide data for the difference indicates an error in analysis or the presence of a significant calculation of the maximum recovery of a system utilizing a quantityofanionicspeciesnotlistedinthisguide. specific feed water. 6.3 Determinetheorganiccarboncontentofthewaterusing 5.3 Thedeterminationsandmeasurementsperformedinthis Test Methods D2579 or D4839. guidewillbevaluablefordeterminingneededpretreatmentfor 6.4 Determine the concentration of: meeting specific product water requirements with the specific Sulfideion—(TestMethodD4658orsee2.2)(S−−) feed water. Freeandtotalchlorine—(TestMethodD1253)(Cl ) 2 6. Procedure 6.4.1 Freeandtotalchlorineshouldbedeterminedonsiteat the time the sample is collected. 6.1 Collectasampleofthewatertobetestedinaccordance 6.5 Determine the: with Practices D3370. 6.2 Determine the concentration of: pH(TestMethodsD1293) Temperature Sodium—TestMethodsD3561,D4191 (Na+) Turbidity(TestMethodsD1889,Sections10through16) Calcium—TestMethodsD511 (Ca++) Conductivity(TestMethodsD1125) Magnesium—TestMethodsD511 (Mg++) Siltdensityindex(TestMethodsD4189) Potassium—TestMethodsD3561,D4192 (K+) Chloride—TestMethodsD512,D4327 (Cl−) 6.5.1 Silt density index is applicable only to relatively low Bicarbonate—TestMethodsD1067 (HCO 3−) turbidity waters (less than 1 NTU) such as well water, filtered Carbonate—TestMethodsD1067 (CO 3−−) Sulfate—TestMethodsD516,D4327 (SO 4−−) water, or clarified effluent samples. Nitrate—TestMethodsD3867,D4327 (NO 3−−) 6.5.2 pH, temperature, and silt density index should be Manganese—TestMethodsD858 (Mn)TotalandDissolved Iron—TestMethodsD1068 (Fe)TotalandDissolved measured on site at the time the sample is collected. Aluminum—TestMethodsD857 (Al) Barium—TestMethodsD4382 (Ba++) 7. Precision and Bias Strontium—TestMethodsD3352,D3920 (Sr++) Fluoride—TestMethodsD1179 (F−) 7.1 The precision and bias of this guide are a function of each individual determination and are given where applicable The results may be expressed as (a) milligrams per litre in the documents that are referenced. (mg/L) as the ion; (b) milligrams per litre (mg/L) as calcium carbonate; or (c) as milliequivalents per liter (meq/L). 8. Keywords NOTE 1—Thetotalcationsandtotalanions(expressedasmilliequiva- 8.1 desalination; desalting; electrodialysis TheAmericanSocietyforTestingandMaterialstakesnopositionrespectingthevalidityofanypatentrightsassertedinconnection withanyitemmentionedinthisstandard.Usersofthisstandardareexpresslyadvisedthatdeterminationofthevalidityofanysuch patentrights,andtheriskofinfringementofsuchrights,areentirelytheirownresponsibility. Thisstandardissubjecttorevisionatanytimebytheresponsibletechnicalcommitteeandmustbereviewedeveryfiveyearsand ifnotrevised,eitherreapprovedorwithdrawn.Yourcommentsareinvitedeitherforrevisionofthisstandardorforadditionalstandards andshouldbeaddressedtoASTMHeadquarters.Yourcommentswillreceivecarefulconsiderationatameetingoftheresponsible technicalcommittee,whichyoumayattend.Ifyoufeelthatyourcommentshavenotreceivedafairhearingyoushouldmakeyour viewsknowntotheASTMCommitteeonStandards,100BarrHarborDrive,WestConshohocken,PA19428. 2
D4799.PDF	Designation: D 4799 – 00 Standard Test Method for Accelerated Weathering Test Conditions and Procedures for Bituminous Materials (Fluorescent UV and Condensation Method)1 ThisstandardisissuedunderthefixeddesignationD4799;thenumberimmediatelyfollowingthedesignationindicatestheyearof originaladoptionor,inthecaseofrevision,theyearoflastrevision.Anumberinparenthesesindicatestheyearoflastreapproval.A superscriptepsilon(e)indicatesaneditorialchangesincethelastrevisionorreapproval. 1. Scope 3. Summary of Test Method 1.1 This test method describes test conditions and proce- 3.1 Thin films of bitumen are uniformly applied to alumi- dures for fluorescent UV and condensation exposures con- num panels. Shingles and similar materials are cut to size and ductedaccordingtoPracticesG151andG154forbituminous exposed to specified cycles of temperature, light and water.A roofing and waterproofing materials that have a minimum choice of three test cycles is given along with options for softening point of approximately 95°C (200°F) as determined determining the period of exposure and evaluating results. by Test Method D36. (Also see Terminology G113.) 4. Significance and Use 1.2 The values stated in SI units are to be regarded as the standard. The values given in parentheses are for information 4.1 This weathering apparatus is used for comparing the only. weathering characteristics of bituminous materials against a 1.3 This standard does not purport to address all of the reference material in which the outdoor weathering character- safety concerns, if any, associated with its use. It is the istics are known. It is not possible to establish a precise responsibility of the user of this standard to establish appro- correlation between accelerated and natural weathering be- priate safety and health practices and determine the applica- cause of geographical climatic variations, local weather varia- bility of regulatory limitations prior to use. tion from normal, and local pollutants. Guide G141 provides guidance regarding this issue. 2. Referenced Documents 5. Apparatus 2.1 ASTM Standards: D36 Test Method for Softening Point of Bitumen (Ring- 5.1 The fluorescent UV and condensation apparatus used and-BallApparatus)2 shall conform to the requirements defined in Practices G151 D1669 PracticeforPreparationofTestPanelsforAcceler- and G154. ated and Outdoor Weathering of Bituminous Coatings2 5.2 Lamps—Unless otherwise specified, the lamps shall be D1670 Test Method for Failure End Point in Accelerated fluorescent UV-B lamps as described in 6.1.3.3 of Practice and Outdoor Weathering of Bituminous Materials2 G154. G113 Terminology Relating to Natural and Artificial 5.2.1 Other fluorescent UV lamps meeting the size and Weathering Tests of Nonmetallic Materials3 electricalcharacteristicsin5.2maybeusedifmutuallyagreed G141 GuideforAddressingVariabilityinExposureTesting upon and provided that the lamp and spectral energy distribu- of Nonmetallic Materials3 tion are reported in conformance with Section 9. G147 Practice for Conditioning and Handling of Nonme- 6. Test Specimens tallicMaterialsforNaturalandArtificialWeatheringTests3 G151 Practice for Exposing Nonmetallic Materials in Ac- 6.1 Unless otherwise agreed upon, test specimens shall be celerated Test Devices That Use Laboratory Light approximately 3 by 6 in. (75 by 150 mm). Bituminous Sources3 materials shall be applied as uniform coatings on aluminum G154 Practice for Operating Fluorescent Light Apparatus panelsinaccordancewithPracticeD1669.Fabricatedmateri- for UV Exposure of Nonmetallic Materials3 als such as bituminous roofing, shingles, and similar products shallbecuttosizeandtheirweathersurfacesexposed.Ifthese are too flexible to sustain their own weight in a vertical 1ThistestmethodisunderthejurisdictionofASTMCommitteeD-8onRoofing, position, they may be mounted on aluminum panels. Waterproofing, and Bituminous Materials and is the direct responsibility of 6.1.1 Replicate specimens are desirable to provide a record SubcommitteeD08.02onPreparedRoofings,Shingles,andSidingMaterials. of degradation at different time intervals. Retention of an Current edition approved Jan. 10, 2000. Published March 2000. Originally unexposed specimen is recommended as it is difficult to mask publishedasD4799–88.LastpreviouseditionD4799–98. 2AnnualBookofASTMStandards,Vol04.04. a specimen to prevent exposure to condensation. 3AnnualBookofASTMStandards,Vol14.04. Copyright©ASTM,100BarrHarborDrive,WestConshohocken,PA19428-2959,UnitedStates. 1D 4799 6.1.2 FollowtheproceduresdescribedinPracticeG147for visuallyeachdaybycomparingthemwithunexposedsamples, identification,conditioning,andhandlingofspecimensoftest, or in terms of the number of hours exposure required to control, and reference materials prior to, during, and after produce physical or chemical changes as determined by Test exposure. Method D1670. 7. Procedure 9. Report 7.1 ProceedinaccordancewithSection9ofPracticeG154. 7.2 Apparatus shall be operated continuously except for 9.1 In addition to the items specified in Practice G151, the intervalsforrotationorinspectionofsamplesaccordingtoone report shall include the following: of the following cycles: 9.1.1 Test cycle employed (in accordance with 7.2), CycleA—4hUVlightat60°C,alternatingwith4hcondensationat50°C. 9.1.2 Manufacturer and designation of the fluorescent lamp CycleB—20hUVlightat60°C,alternatingwith4hcondensationat50°C. CycleC—20hUVlightat80°C,alternatingwith4hcondensationat50°C. employed, and 7.3 If inspection of the panels is to be performed at any 9.1.3 Coating thickness employed. stageinthecycle,theinterruptionofthetestprocedureshould takeonlysufficienttimetoallowforsuchinspection.Thetime 10. Precision and Bias taken for inspection of the samples should not be counted as 10.1 Precision—If the individual results of replicate speci- part of the exposure. mens differ by more than 10% from each other, they shall be 8. Period of Exposure and Evaluation of Results considered suspect and be repeated. 8.1 The duration of the exposure under this test method 10.2 Bias—Since there is no accepted reference material shall be one of the following: suitable for determining the bias for the procedure in this test 8.1.1 Amutuallyagreeduponnumberofhoursofexposure, method for measuring accelerated weathering of bituminous 8.1.2 Thenumberofhoursofexposurerequiredtoproduce materials, bias has not been determined. amutuallyagreeduponminimumamountofchangeinthetest specimen, or 11. Keywords 8.1.3 The number of hours required to produce mutually 11.1 acceleratedweathering;bituminousmaterials;degrada- agreed upon minimum acceptable change in either the test specimen or a mutually agreed upon standard sample. tion; exposure; fluorescent UV and condesation; light expo- 8.2 Changes in the exposed samples may be evaluated sure; roofing; ultraviolet; waterproofing TheAmericanSocietyforTestingandMaterialstakesnopositionrespectingthevalidityofanypatentrightsassertedinconnection withanyitemmentionedinthisstandard.Usersofthisstandardareexpresslyadvisedthatdeterminationofthevalidityofanysuch patentrights,andtheriskofinfringementofsuchrights,areentirelytheirownresponsibility. Thisstandardissubjecttorevisionatanytimebytheresponsibletechnicalcommitteeandmustbereviewedeveryfiveyearsand ifnotrevised,eitherreapprovedorwithdrawn.Yourcommentsareinvitedeitherforrevisionofthisstandardorforadditionalstandards andshouldbeaddressedtoASTMHeadquarters.Yourcommentswillreceivecarefulconsiderationatameetingoftheresponsible technicalcommittee,whichyoumayattend.Ifyoufeelthatyourcommentshavenotreceivedafairhearingyoushouldmakeyour viewsknowntotheASTMCommitteeonStandards,attheaddressshownbelow. ThisstandardiscopyrightedbyASTM,100BarrHarborDrive,POBoxC700,WestConshohocken,PA19428-2959,UnitedStates. Individualreprints(singleormultiplecopies)ofthisstandardmaybeobtainedbycontactingASTMattheaboveaddressorat 610-832-9585(phone),610-832-9555(fax),orservice@astm.org(e-mail);orthroughtheASTMwebsite(www.astm.org). 2
D4188.PDF	Designation: D 4188 – 82 (Reapproved 1999) Standard Practice for Performing Pressure In-Line Coagulation-Flocculation- Filtration Test 1 ThisstandardisissuedunderthefixeddesignationD4188;thenumberimmediatelyfollowingthedesignationindicatestheyearof originaladoptionor,inthecaseofrevision,theyearoflastrevision.Anumberinparenthesesindicatestheyearoflastreapproval.A superscriptepsilon(e)indicatesaneditorialchangesincethelastrevisionorreapproval. 1. Scope tice, refer to Definitions D1129. 1.1 This practice covers the procedure used to perform 4. Summary of Practice pressurein-linecoagulation-flocculation-filtrationofwaterand 4.1 A flocculant or coagulant, or both, is added to a waste water. It is applicable to water and waste water with pressurized flowing water or waste water stream, and the floc relatively low suspended solids (<30 mg/L). The practice is that forms is removed, using a filter medium(a). applicable for any size filter greater than 100 mm (4 in.) in 4.2 The effectiveness of the system in removing suspended diameter. andcolloidalmatterisdeterminedbymonitoringthequalityof 1.2 Thispracticecanbeusedtodeterminetheeffectiveness the filter effluent. of flocculants or coagulants, or both, and filter medium(a) in 4.3 A holding tank for floc formation or floc growth is removing suspended and colloidal material from water and optional. waste water. 4.4 The practice also provides information on interval 1.3 Interval between filter backwashing, backwash require- between filter backwashing, backwash requirements, rinse ments, rinse requirements, and effect of filtration rate on requirements and effect of filtration rate on effluent quality. effluent quality can also be obtained with this practice. 1.4 This standard does not purport to address all of the 5. Significance and Use safety concerns, if any, associated with its use. It is the 5.1 Pressure in-line coagulation-flocculation followed by responsibility of the user of this standard to establish appro- filtration is an effective process to remove suspended and priate safety and health practices and determine the applica- colloidal matter from water and waste water. bility of regulatory limitations prior to use. 5.2 The effectiveness of this process is dependent on the 2. Referenced Documents type and concentration of the flocculant or coagulant, or both, the pH, the temperature, the filtration medium(a), and the 2.1 ASTM Standards: D1129 Terminology Relating to Water2 filtration rate. This practice permits the evaluation of these various parameters. D1888 Test Methods for Particulate and Dissolved Matter, Solids, or Residue in Water3 5.3 This practice can also be used to determine filter D1889 Test Method for Turbidity of Water2 backwash and rinse requirements. 5.4 The results obtained from this practice can be used for D2035 Practice for Coagulation-Flocculation Jar Test of Water4 plant design of large systems. D3370 Practices for Sampling Water from Closed Con- 6. Apparatus duits2 6.1 Installation: D4187 Test Methods for Zeta Potential of Colloids in 6.1.1 To prevent contamination by corrosion products, use Water and Waste Water5 stainless steel, plastic, or coated (rubber or epoxy-lined) steel D4189 TestMethodforSiltDensityIndex(SDI)ofWater2 for all wetted parts. 3. Terminology 6.1.2 Take care to ensure that no contamination will occur from oil films on new metal piping, release agents on raw 3.1 Definitions: For definitions of terms used in this prac- plastic components, or from solutions previously used in the system. Thoroughly clean or degrease, or both, any materials 1ThispracticeisunderthejurisdictionofASTMCommitteeD-19onWaterand that are suspect. is the direct responsibility of Subcommittee D19.03 on Sampling of Water and 6.1.3 Design all pressurized components based on the Water-FormedDeposits,SurveillanceofWater,andFlowMeasurementofWater. CurrenteditionapprovedOct.29,1982.PublishedMarch1983. manufacturer’s working pressure rating. Review the manufac- 2AnnualBookofASTMStandards,Vol11.01. turer’s rating for compliance with standard engineering prac- 3Discontinued;see1990AnnualBookofASTMStandards,Vol11.01. tice. 4AnnualBookofASTMStandards,Vol11.02. 5Discontinued;see1991AnnualBookofASTMStandards,Vol11.01. 6.1.4 AssemblethesystemasshowninFig.1.Theholding Copyright©ASTM,100BarrHarborDrive,WestConshohocken,PA19428-2959,UnitedStates. 1D 4188 FIG.1TypicalPressureIn-LineCoagulation-FlocculationFiltrationSystem tank just preceding the filter is optional. Use a manual flow 6.1.12 To protect the pump, install a flow-sensor switch to control valve to regulate the filter effluent flow. shut the system down if the water supply to the pump is interrupted. NOTE 1—Sincethefilterisintendedtobeoperatedatconstantflowwith differential pressure changes across the filter, manual flow adjustments NOTE 5—Ifacentrifugalpumpisused,excessivepressureisusuallyno mayberequiredperiodically.Forstreamsthatyieldahighfilterloading problemprovidedthepumporpipingorbothareproperlysized.Eithera rate,anautomaticflowcontrolvalvemightberequired. high-pressure limit control switch or a pressure-relief device can be NOTE 2—If a holding tank is used, it should be designed to obtain installedafterthepump,ifthereareanydoubtsaboutexcessivepressure. uniformflowtominimizestagnantzonesandtokeeptheflocsuspended. 6.1.13 If the system pressure fluctuates by more than6 35 Itshouldalsobesizedtoobtainthedesiredretentionandcontainanair vent. kPa (65 psi), install a pressure regulator immediately down- stream of the pressure control valve. 6.1.5 Operate the apparatus by drawing water from the 6.2 To minimize wall effects, use a filter with a minimum water supply and pumping it through the system under pres- diameter of 100 mm (4 in.). sure. Use a gage pressure of 275 to 345 kPa (40 to 50 psi) as the filter inlet pressure. 7. Reagents 7.1 For a list of typical coagulants and the preparation of NOTE 3—If the water supply is already sufficiently pressurized, the polyelectrolyte solutions, refer to Practice D2035. pressurizingcentrifugalpumpisnotrequired. 6.1.6 Useasinglecalibratedpressuregageequippedwitha“ 8. Procedure quick-connect” fitting to measure the filter inlet pressure and 8.1 Start-Up Procedure: filter pressure drop. Individual gages are also satisfactory but 8.1.1 First, backwash the filter with the supply water to not as reliable as a single “quick-connect” pressure gauge. thoroughly clean the filter medium. Use the backwash rate 6.1.7 Use either a flowmeter or a calibrated volume con- recommended by the filter medium supplier, which is usually tainer and stopwatch to measure the filter effluent flow. 20 to 50 m3/(h·m 2) of filter area (8 to 20 gal/(min·ft2)). 6.1.8 Useanaccuratemeteringpumptoinjecttheflocculant Backwash the filter until the turbidity (as determined by Test or coagulant, or both. Use an injector with a check valve and MethodD1889)ofthebackwashisequal(within10%)tothe locatetheteatoftheinjectorinthecenteroftheflowingstream turbidity of the supply water. For all sampling follow the and in the vertical position. procedure given in Practices D3370. 6.1.9 Use a calibrated volume container and stopwatch to measure the injection pump rate. NOTE 6—Newmediumusuallycontainsmanyfineswhichneedtobe removedforthebestfilterperformance.Duringbackwashapproximately NOTE 4—If the suction line of the metering pump is placed into the 2to3%ofthemediumcanbesiphonedoffatthetopofbedtoremove volumecontainer,itisnecessarytosubtractthevolumedisplacedbythe fines. suctionline. 8.1.2 After backwashing, operate the filter in the service 6.1.10 With small inside diameter piping (1⁄ 2-in. nominal), mode and adjust the flow rate and pressure by adjusting both usefiveorsixright-angleelbowsformixing.Withlargeinside the flow control valve and the pressure control valve. diameter piping, use in-line static mixing to obtain good 8.1.2.1 Set the inlet pressure to the filter at a gage pressure mixing. of 275 to 345 kPa (40 to 50 psi). 6.1.11 Valve the filter so the raw water supply can be used 8.1.2.2 Set the flow rate based on filter medium supplier’s for backwashing. recommendation, which is usually 5 to 15 m3/(h·m2) of filter 2D 4188 area (2 to 6 gal/(min·ft2)). 8.2.8 Ifthedesiredzetapotentialvalueisunknownorifzeta 8.2 Operating Procedure: potential measurements are not made, then the coagulant 8.2.1 Todeterminetheeffectivenessofthefiltermediumin concentration must be varied and equilibrated values of the removing colloidal and suspended particles with addition of effluent water quality obtained at each concentration to deter- flocculants or coagulants, or both, proceed to 8.2.3. To deter- mine the optimum concentration, that is, that concentration of minetheabilityofthefiltermediuminremovingcolloidaland flocculant or coagulant, or both, which gives acceptable suspended particles without addition of flocculants or coagu- effluent water quality. lants, or both, operate the filter for 30 min.Then, measure the NOTE 9—Exercise care since excess coagulant or flocculant, or both, waterqualityofthefiltereffluentandcompareittothequality canbeadsorbedbythefiltermedium,andseveralhoursmayberequired of the supply water. Use turbidity (Test Method D1889), beforetrueequilibrationofthesystemoccurs. suspended solids analyses (Test Methods D1888), or silt 8.2.9 Measure the pH and the temperature of the filter density index (Test Method D4189) to measure the water effluent for future reference. quality. Repeat the water quality measurements every 30 min until results indicate equilibration of the filter. NOTE 10—For some coagulants, for example, alum, the pH is an 8.2.2 Repeat 8.1.1 and 8.1.2. importantparameterandcontrolofthepHwithincertainlimitsisusually 8.2.3 Start the flocculant or coagulant injection pump to desirable. injectapreviouslypreparedsolution.Initially,settheinjection 8.2.10 In operating the system, periodically measure and pumpratetoobtain2mg/Loftheflocculantorcoagulantinthe make appropriate adjustment of the filter inlet pressure, filter supply water. flow rate, and injection pump rate. 8.2.3.1 Set the concentration of flocculant or coagulant in 8.2.11 To determine the effect of filtration rate on effluent the supply water using the injection pump curves (pumping water quality, repeat 8.1.1 to 8.2.9 but set the flow rate in rate against back pressure), concentration of flocculant or 8.1.2.2 at different values. coagulantinthechemicalfeedtank,andtheflowrateofwater 8.2.12 To determine the effect of different flocculants or throughthefilter.Forexample,fora250-mm(10-in.)diameter coagulants, or both, on the effluent water quality, repeat 8.1.1 filteroperatingat3.785L/min(1gal/min)andapolyelectrolyte to 8.2.9, using different flocculants or coagulants, or both. feed solution concentration of 200 mg/L, the injection pump 8.2.13 To evaluate different medium, replace filter or filter shouldbeadjustedtothefollowingratetoobtain2mg/Linthe medium with new medium and repeat 8.1.1 to 8.2.9. supply water: Dilution of polyelectrolyte feed solution of 100 8.2.14 To determine the need for backwashing for a given to 1 will give 2 mg/L. medium, and flocculant or coagulant, or both, operate the Therefore, system as in 8.2.7 for extended time periods and monitor the ~3.785L/min.!/~X L/min!5100 effluentquality.Whentheeffluentqualitydeterioratesorwhen the pressure drop across the filter reaches the supplier’s X 50.03785L/min537.85mL/min recommended maximum limit, backwash the filter. Therefore, set injection pump rate at 37.8 mL/min. 8.2.3.2 If polyelectrolyte from supplier is a liquid, assume NOTE 11—The interval between backwashings can vary from a few 100% active ingredient. hours to several weeks, depending on the quantity of suspended and colloidal material in the supply water, the filter flow rate, the type of 8.2.4 After the injection rate has been set, measure the flocculantorcoagulant,orboth,used,andthefilterdesign. injection rate (see 6.1.9). 8.2.5 Allow 5 min of operation to equilibrate the mixing 8.2.15 Todeterminethefilterrinsetime,firstdeterminethe sectionthenobtainawatersamplejustafterthemixingsection optimumconcentrationofflocculantorcoagulant,orboth,ata and measure the zeta potential (Test Methods D4187), if givenfilterflowrate.Thenbackwashthefilterasin8.1.1.After applicable. backwashingoperatethefilterintheservicedirectionwiththe addition of the optimum flocculant or coagulant, or both, NOTE 7—For most natural waters, optimum coagulation-flocculation concentration and monitor the effluent water quality versus willoccuratazetapotentialof062mV.Zetapotentialmeasurements time to obtain acceptable water quality. Depending on the are only useful for cationic polyelectrolytes and inorganic coagulants desired water quality and nature of colloidal material in the (alumandiron).Ifanonionicoranionicpolyelectrolyteisused,omitthe zetapotentialmeasurement. supply water, the rinse time can vary from 15 min to several NOTE 8—For waters with high total dissolved solids, for example, hours. seawater,zetapotentialmeasurementsarenotmeaningful. 8.3 Shutdown Procedure: 8.2.6 Adjusttheconcentrationofflocculantorcoagulant,or 8.3.1 Shut off the injection pump and push the stop button both, either up or down to obtain the desired zeta potential. on the pressurizing pump motor. 8.2.7 After the desired zeta potential has been obtained, 8.3.2 Allowthepressuretoreachzerobeforedisconnecting allowthesystemtooperatefor15to20min,andthenmeasure the system or carrying out maintenance on the piping system. thefiltereffluentwaterqualityandcomparetothesupplywater 9. Calculation and Report quality(beforeflocculantorcoagulant,orboth,addition)using turbidity, suspended solids, or silt density index. Repeat 9.1 Report the following data and information: measurements (both effluent water quality and zeta potential) 9.1.1 Filter medium(a), depth of medium, filter area, filter every 30 to 45 min until equilibration of the system has flow rate, filter backwash rate, filter rinse rate, rinse time, occurred. backwashtime,timebetweenbackwashings(serviceruntime), 3D 4188 pressureoffilterinfluent,andpressuredropacrossfilterduring 9.3 Calculate and report the volume of water used for service run. rinsing (volume5rinse flow rate3rinse time). 9.1.2 Flocculantorcoagulant,orbothused,concentrationof 9.4 Calculate and report the volume of water obtained flocculantorcoagulant,orbothinchemicalfeedtank,concen- during service cycle (volume5service flow rate3service tration of flocculant or coagulant, or both in filter influent, time). injection pump flow rate, and zeta potential (if applicable) of 9.5 Calculateandreportthepercentofrawwaterconverted filter influent. to clarified water as: 9.1.3 Filter effluent temperature and filter effluent pH; turbidity, suspended solids, or silt density index of raw water S volumeofwaterfromservicerun D %5 3100 . and filter effluent. totalvolumeofrawwater 9.2 Calculate and report the volume of water used for The total volume of raw water is the sum of the volumes backwashing (volume5backwash flow rate3backwash calculated in 9.2, 9.3, and 9.4. time). TheAmericanSocietyforTestingandMaterialstakesnopositionrespectingthevalidityofanypatentrightsassertedinconnection withanyitemmentionedinthisstandard.Usersofthisstandardareexpresslyadvisedthatdeterminationofthevalidityofanysuch patentrights,andtheriskofinfringementofsuchrights,areentirelytheirownresponsibility. Thisstandardissubjecttorevisionatanytimebytheresponsibletechnicalcommitteeandmustbereviewedeveryfiveyearsand ifnotrevised,eitherreapprovedorwithdrawn.Yourcommentsareinvitedeitherforrevisionofthisstandardorforadditionalstandards andshouldbeaddressedtoASTMHeadquarters.Yourcommentswillreceivecarefulconsiderationatameetingoftheresponsible technicalcommittee,whichyoumayattend.Ifyoufeelthatyourcommentshavenotreceivedafairhearingyoushouldmakeyour viewsknowntotheASTMCommitteeonStandards,attheaddressshownbelow. ThisstandardiscopyrightedbyASTM,100BarrHarborDrive,POBoxC700,WestConshohocken,PA19428-2959,UnitedStates. Individualreprints(singleormultiplecopies)ofthisstandardmaybeobtainedbycontactingASTMattheaboveaddressorat 610-832-9585(phone),610-832-9555(fax),orservice@astm.org(e-mail);orthroughtheASTMwebsite(www.astm.org). 4
D4840.PDF	Designation: D 4840 – 99 Standard Guide for Sample Chain-of-Custody Procedures 1 ThisstandardisissuedunderthefixeddesignationD4840;thenumberimmediatelyfollowingthedesignationindicatestheyearof originaladoptionor,inthecaseofrevision,theyearoflastrevision.Anumberinparenthesesindicatestheyearoflastreapproval.A superscriptepsilon(e)indicatesaneditorialchangesincethelastrevisionorreapproval. 1. Scope D1129 Terminology Relating to Water2 1.1 This guide contains a comprehensive discussion of D 3325 Practice for Preservation of Waterborne Oil potential requirements for a sample chain-of-custody program Samples3 and describes the procedures involved in sample chain-of- D3370 Practices for Sampling Water from Closed Con- custody.Thepurposeoftheseproceduresistoprovideaccount- duits2 abilityforanddocumentationofsampleintegrityfromthetime D3694 PracticesforPreparationofSampleContainersand samples are collected until sample disposal. for Preservation of Organic Constituents3 1.2 These procedures are intended to document sample D3856 Guide for Good Laboratory Practices in Laborato- possession during each stage of a sample’s life cycle, that is, ries Engaged in Sampling andAnalysis of Water2 duringcollection,shipment,storage,andtheprocessofanaly- D4210 Practice for Intralaboratory Quality Control Proce- sis. dures and a Discussion on Reporting Low Level Data2 1.3 Samplechain-of-custodyisjustoneaspectofthelarger D4841 Practice for Estimation of Holding Time for Water issue of data defensibility (see 3.2.2 andAppendix X1). Samples Containing Organic and Inorganic Constituents2 1.4 A sufficient chain-of-custody process, that is, one that 2.2 U.S. EPA Standard: provides sufficient evidence of sample integrity in a legal or U.S. EPA GoodAutomated Laboratory Practices4 regulatory setting, is situationally dependent. The procedures 3. Terminology presented in this guide are generally considered sufficient to 3.1 Definitions: —For definitions of terms used in this assure legal defensibility of sample integrity. In a given guide, refer to Terminology D1129. situation, less stringent measures may be adequate. It is the 3.2 Definitions of Terms Specific to This Standard: responsibilityoftheusersofthisguidetodeterminetheirexact 3.2.1 custody—physical possession or control.Asample is needs. Legal counsel may be needed to make this determina- under custody if it is in possession or under control so as to tion. prevent tampering or alteration of its characteristics. 1.5 Because there is no definitive program that guarantees 3.2.2 data defensibility—a process that provides sufficient legal defensibility of data integrity in any given situation, this assurance,bothlegalandtechnical,thatassertionsmadeabout guide provides a description and discussion of a comprehen- asampleanditsmeasurablecharacteristicscanbesupportedto sivelistofpossibleelementsofachain-of-custodyprogram,all an acceptable level of certainty. See Appendix X1 for a ofwhichhavebeenemployedinactualprogramsbutaregiven discussion of the elements of a data defensibility process. as options for the development of a specific chain-of-custody 3.2.3 sample—a portion of an environmental or source program. In addition, within particular chain-of-custody ele- matrix that is collected and used to determine the characteris- ments, this guide proscribes certain activities to assure that if tics of that matrix. these options are chosen, they will be implemented properly. 3.2.4 sample chain-of-custody—a process whereby a 1.6 This standard does not purport to address all of the sample is maintained under physical possession or control safety concerns, if any, associated with its use. It is the during its entire life cycle, that is, from collection to disposal. responsibility of the user of this standard to establish appro- 3.2.5 samplechain-of-custodyrecord—documentationpro- priate safety and health practices and determine the applica- viding evidence that physical possession or control was main- bility of regulatory limitations prior to use. tained during sample chain-of-custody. 2. Referenced Documents 4. Summary of Guide 2.1 ASTM Standards: 4.1 This guide addresses chain-of-custody procedures as 1ThispracticeisunderthejurisdictionofASTMCommitteeD-19onWaterand is the direct responsibility of Subcommittee D19.02 on General Specifications, 2AnnualBookofASTMStandards,Vol11.01. TechnicalResources,andStatisticalMethods. 3AnnualBookofASTMStandards,Vol11.02. Current edition approved Dec. 10, 1999. Published January 2000. Originally 4Available from Superintendent of Documents, Government Printing Office, publishedasD4840–88.LastpreviouseditionD4840–95. Washington,DC. Copyright©ASTM,100BarrHarborDrive,WestConshohocken,PA19428-2959,UnitedStates. 1D 4840 theyrelatetofieldpractices,shippingmethods,andlaboratory (f)Numberofcontainers(wherefieldsub-samplingoccurs). handling of samples. Indicatenumberofreplicatesiftherearemultiplecontainersof the same sample. 5. Significance and Use (g) Field notes. 5.1 Chain-of-custodyproceduresareanecessaryelementin (h)Analyses desired (may be required in some situations). a program to assure one’s ability to support data and conclu- (i) Sample type: grab, composite, etc. sionsadequatelyinalegalorregulatorysituation,butcustody Example forms are shown inAppendix X2. documentation alone is not sufficient.Acomplete data defen- 6.2.2.5 Freight bills, post office receipts, and bills of lading sibility scheme should be followed. shouldberetainedaspartofthepermanentcustodydocumen- 5.2 In applying the sample chain-of-custody procedures in tation. this guide, it is assumed that all of the other elements of data 6.2.3 Sample Labeling: defensibility have been applied, if applicable. 6.2.3.1 Samplelabelsmaybeintheformofadhesivelabels ortags,orboth.Tagshavetheadvantageofbeingremovableto 6. Procedure become part of the record keeping process, although their 6.1 Facility Chain-of-Custody Standard Operating inadvertentlossorinappropriateremovalmayleavethesample Procedure—Eachorganizationshouldhaveachain-of-custody without documentation. Labels should be made of waterproof procedure document.This document should spell out in detail paper and indelible ink should be used to make entries. the specific procedures utilized at this facility to achieve Alternatively, sample information may be written directly on sample chain-of-custody. It should contain copies of all the the sample container, as long as the writing can be done forms used in the chain-of-custody process and detailed indelibly.Containersshouldbefreefromotherlabelsandother instructions for their use. It should be kept current and writing to prevent any confusion. If both tags and labels are revisions tracked. This guide may serve as a template for the used, care should be taken to ensure that the information on chain-of-custody procedure document. both is identical. 6.2 Sample Collection Phase: 6.2.3.2 Labels or tags should be filled out just before or 6.2.1 Custody Assignment—Asingle field sampling person immediately after sample collection. Labels should contain should be assigned responsibility for custody of samples. An spaces for the following information: alternate custodian should also be assigned to cover the prime (a) Project identification code (if applicable). custodian’s absence.As few people as possible should handle (b) Sample identifying name (exactly as it appears on the samples. The assigned field sampler should be personally chain-of-custody record). responsible for the care and custody of the samples collected (c) Sampling location ID, sampling point ID, and sampling until they are properly transferred. While samples are in their time interval. custody, field personnel should be able to testify that no one (d) Safety considerations (if applicable). wasabletotamperwiththesampleswithouttheirknowledge. (e)Analysis schedule or schedule code (if applicable). 6.2.2 Documentation/Field Custody Forms: (f) Company or agency name. 6.2.2.1 Standardformsshouldbedesignedandavailablefor An example label is shown inAppendix X2. recordingcustodyinformationrelatedtofieldsamplehandling. 6.2.4 Sample Sealing: The forms may be designed to handle one sample or multiple 6.2.4.1 Sample custody seals of waterproof adhesive paper samples.Asinglesampleformmayallowroomforlaboratory may be used to detect unauthorized tampering with samples chain-of-custody. prior to receipt by the lab. When seals are used, they shall be 6.2.2.2 In any sampling effort, there is field information appliedsothatitisnecessarytobreaktheminordertoopenthe related to sample collection and field measurements that are sample container. recorded.This information is not specifically part of chain-of- 6.2.4.2 Electrical(vinyl)tapemaybeusedtopreventbottle custody,butpartofthelargeraspectofdatadefensibility.This closures from loosening in transit. Tape should be applied information may be recorded on chain-of-custody forms or before any custody seals are applied. other forms specific for the purpose. Record keeping may be simplified if separate forms are used. NOTE 1—Electrical tape should not be used to seal vials used for volatileorganicanalysesduetothepotentialforsamplecontamination. 6.2.2.3 Itmaybeusefultoprintfieldformsonpolyethylene orotherplasticcoatedpapertokeepthemfrombeingaffected 6.2.5 Field Transfer of Custody and Shipment: bywaterorchemicals.Anindelibleink,paint,orcrayonshould 6.2.5.1 Package samples properly for shipment and trans- be used to enter information on the forms. portthemtothelaboratoryforanalysis.Specialcareshouldbe 6.2.2.4 Spaces for the following information should be on takenwhenpackaginginglass.Itisimportantthatalllawsand the form: regulations related to the transport of materials have been (a) Sample identifying name. adequately addressed before shipping samples. (b) Sampling location ID, sampling point ID, date, and 6.2.5.2 When employing a common carrier, the use of sampling time interval. padlocks or custody seals on shipping containers should be (c) Signatures of sampling personnel and signatures of all considered.Ifpadlocksareemployed,thekeysshallbeshipped personnel handling and receiving the samples. separately from the samples. Alternatively, padlocks may be (d) Project identification code (if applicable). sentunfastenedtothefieldandthekeyscanberetainedbythe (e) Preservation (to alert lab personnel): amount and type. laboratory sample custodian (see 6.3.2.1).Aseparate custody 2D 4840 record should accompany each shipment. Enter the method of responsiblefortheanalyticalwork,shoulddecidewhetherthe shipment, courier name(s), and other pertinent information in leaky sample is valid. If seals are used, the custodian should the “remarks” section on the custody record. examine whether the sample seal is intact or broken, since a 6.2.5.3 If sent by mail, register the package with return broken seal may mean sample tampering and may make receipt requested. analytical results inadmissible as evidence in court. Any 6.2.5.4 When transferring the possession of samples, the discrepanciesbetweentheinformationonthesamplelabeland individuals relinquishing and the individuals receiving the sealandtheinformationonthechain-of-custodyrecordshould samples should sign, date, and note the time on the custody be resolved before the sample is assigned for analysis. This record. Document any opening and closing of the sample effort might require communication with the sample collector. containers on the custody record. Provisions should be made Record the results of any such investigation. forreceiptofsamplesatnonstandardhours,suchasnightsand 6.3.2.4 After processing the sample, (splitting, logging, weekends by nonlaboratory personnel. Shipping documents, preserving)recordallsamplesplitsonthelaboratorychain-of- with noted time of receipt and receipt by whom, should be custody form. When the sample is logged, the sample identi- made part of the custody record. fyinginformationshouldbetranscribedexactlyasitappearson 6.3 Laboratory Handling and Analysis Phase: the field chain-of-custody form. If custody transfer to analyti- 6.3.1 Documentation—Laboratory Custody Forms: cal staff will not occur immediately or if sample processing is delayed, the samples should be transferred to the custody 6.3.1.1 The sample chain-of-custody record in the labora- lockup(see6.3.3).Recordalltransferstoandfromalockupon tory is traditionally maintained on paper forms. Based on the the chain-of-custody form. The custody form should remain datadefensibilityneedsoftheorganization,itmaybepossible with the sample. to maintain the laboratory record in an electronic format. Various computer systems, such as a laboratory information 6.3.3 Laboratory Security: managementsystems(LIMS)orotherelectronicdatamanage- 6.3.3.1 Insomesituations,legallydefensiblecustodyinthe ment systems, may meet the data integrity needs. It is the laboratory has been achieved without regulating possession responsibility of each organization to assure that an electronic within the laboratory but rather by assuring controlled and record system meets these needs. Users of such systems are restricted access to the laboratory facility through keying, encouraged to assure compliance of their electronic data guarding access points, and other measures. Sufficiency of system with the U.S. EPAGoodAutomated Laboratory Prac- security measures for legal defensibility can only be assessed tices.Allreferencestolaboratorycustodyrecordformsinthis on a case by case basis and should involve legal counsel. guideshouldbeunderstoodtorefertoeitherpaperorelectronic 6.3.3.2 Within the laboratory, a secure, locked location (a documents. refrigerator or freezer), if appropriate, should be available. 6.3.1.2 Designaformfortherecordingofchain-of-custody Multiple locations may be necessary to provide access to information related to sample possession in the laboratory. If analysts after they receive their portions of the sample. samples are to be split and distributed to multiple analysts, 6.3.3.3 Limit the number of keys to locked locations and multipleformswillbeneededtoaccompanythesamplesplits. maintain control over them. Limiting keys to laboratory Transfersampleidentificationinformationtotheformsaccom- supervisors or providing multiple lockups assigned to specific panying the splits exactly as it appears on the primary receipt analysts are appropriate options. Limiting access to samples laboratorychain-of-custodyform.IfanLIMSlabelisusedfor provides greater security against accidental mishandling of the sample splits, a duplicate should be placed on the chain- samples. of-custody form that accompanies them. Example forms are 6.3.3.4 As an alternative to secure lockups, tamperproof shown inAppendix X2. seals may also be used in the laboratory. Note any application 6.3.2 Laboratory Sample Receipt and Handling: of seals and their removal on the chain-of-custody forms. 6.3.2.1 In the laboratory, assign a sample custodian(s) to 6.3.4 Analyst Sample Receipt and Handling: receive the samples. It is preferable to assign one person the 6.3.4.1 When analytical staff take possession of their primaryresponsibilitytoreceivesamplesasthesamplecusto- samples or sample aliquots, they should acknowledge receipt dian for the laboratory.Asecond person should serve only as on the primary laboratory chain-of-custody form. an alternate. 6.3.4.2 When an analyst takes possession of a sample split, 6.3.2.2 Upon receipt of a sample, the custodian should he or she should also receive the accompanying chain-of- inspect the condition of the sample and the custody sample custody form. At that time, the analyst should inspect the seal, if used. If sample seals are used, record condition on condition of the sample and the sample seal, if used, and chain-of-custody record. Reconcile the information on the reconcile the information on the sample label against that on sample label against that on the chain-of-custody record. The the chain-of-custody form. temperature of the samples should be recorded on the chain- 6.3.4.3 While a sample is in their custody, analysts should of-custody record. If samples are not delivered in a cooler, beabletotestifythatnoonetamperedwiththesamplewithout indicate on record. If pH adjustment to preserve the sample their knowledge. If the sample, a portion of the sample, or wasdoneinthefield,thepHofthesamplesshouldbechecked processed sample such as a digestate will be held for an and recorded on the chain-of-custody record. extendedperiodoftime,theanalystshouldstoreitinasecurity 6.3.2.3 If a sample container is leaking, note it on the lockup and record all such transfers on the chain-of-custody custody record. The custodian, along with the supervisor form. 3D 4840 6.3.4.4 At such time as there is no further need for the representative of the appropriate party acknowledging receipt sample, it should be disposed of properly and the disposal of the samples. If a representative is unavailable or refuses to recorded. If the sample or processed sample is to be retained, sign,notethisinthe“receivedby”section.Completethisform it may be transferred to appropriate personnel. This transfer andgiveacopytotheowner,operator,oragentincharge.The should be recorded on both the analyst custody form and the original is retained by the project supervisor. When appropri- primary laboratory custody form. The primary custody form ate, as in the case where the representative is unavailable, the then accompanies the sample until its disposal. custodyrecordshouldcontainastatementthatthesamplesplits 6.3.5 Interlaboratory Transfer: weredeliveredtothedesignatedlocationatadesignatedtime. 6.3.5.1 On some occasions, another laboratory will be 6.3.5.2 Onsomeoccasions,thesamplemayhavetobesplit performing analytical work that is not directly a part of the with another laboratory in order to obtain all of the necessary projectplan,thatis,datafromthislaboratoryisnotplannedto analytical information required in the study plan. In this case, bepartofthedatadefensibilityscheme.Anexamplemightbe identical chain-of-custody procedures should be employed at when a facility discharge is being monitored and the facility thealternatelaboratory.Transferofcustodyofthesplitshould laboratory wishes a split of the sample. Under these circum- be handled in like fashion to that used to an intralaboratory stances, the chain-of-custody record remains with the owner. transfer (see 6.3.4). Prepare a receipt (an example receipt is shown in Appendix X2) for these samples and mark to indicate with whom the 7. Keywords samples are being split. The person relinquishing the samples to the other laboratory should request the signature of a 7.1 chainofcustody;custody;datadefensibility;validation APPENDIXES (NonmandatoryInformation) X1. DISCUSSIONOFTHEELEMENTSOFDATADEFENSIBILITY X1.1 Datadefensibilitycanbethoughtofas“proof”thata X1.2.3 Sample Collection Methods—Sample results can sample represents the material from which it was taken; that only be as good as the sample analyzed. It is vital that the the sample integrity was maintained; that the measurements sample analyzed be representative of the designated variables made on the sample produced valid results; and, that the in the environmental matrix of concern. It should not be documentation of the “proof” (custody records, data sheets, inferred that the experimental design is appropriate or repre- etc.) is a factual record. Data defensibility involves the sentative for any other environmental variables than those following: designated in the experimental design. Containers shall be X1.1.1 Theuseofproperprocedures(forsamplecollection, made of appropriate materials and properly cleaned. See preservation, analysis, etc.), Practices D3370, specific test methods, and other practices X1.1.2 Protection of samples from inappropriate alteration related to sampling procedures for more information. (from tampering, loss, mishandling, etc.), that is, chain-of- X1.2.4 SampleProcessingandHandlingMethods—During custody, the course of a sample’s life cycle, a variety of sample X1.1.3 Theuseofproperrecordcollection,recordhandling, processing techniques shall be employed, such as sample and record security procedures, and splittingandpreservation.Validproceduresshallbeemployed X1.1.4 Accurate documentation of all sample related infor- to maintain sample integrity. See Practices D4841, D3694, mation. D3325, and specific test methods for more information. X1.2 There are six principal elements of data defensibility X1.2.5 Data Recording, Archiving, and Retrieval besides chain-of-custody. For a discussion of many of these Methods—Information collected and observations made shall elements, see Data Validation in Guide D3856. be correctly, legibly, and safely recorded. After a project is X1.2.1 Project Setup and Preparation—The production of completed and information recorded, it is important that this data on environmental and source samples for the purpose of record be safe from tampering and can be reliably retrieved. drawing valid conclusions requires good experimental design. X1.2.6 Quality Control and Quality Assurance Aspectsoftheprojectfromsamplecollectiontodatainterpre- Procedures—During stages of information generation, pro- tation shall be designed from a valid model. cessesshallbemaintainedinastateofstatisticalcontrolsothat X1.2.2 Measurement Methods—Measurements, both field datauncertaintiescanbequantified.Inaddition,thereshallbe determinationsandlabanalyses,shallbemadeusingvalidated an“external”auditproceduretoassurethatthequalitycontrol techniques with known levels of uncertainty. Use of methods procedures are effective. See Guide D3856, Practice D4210, suchasthoseproducedbyASTMCommitteeD-19canprovide and specific test methods for more information. assurance that the procedures used will produce useful infor- mation. 4D 4840 X2. EXAMPLEFORMS X2.1 See sample forms in Figs. X2.1-X2.5. FIG.X2.1ExampleofSampleIdentificationTag 5D 4840 FIG.X2.2ExampleofFieldSampleChainofCustodyRecord FIG.X2.3ExampleofReceiptforSamples 6D 4840 FIG.X2.4ExampleField,LaboratoryReceipt,andLaboratorySampleChain-of-CustodyRecord(Two-Sided) 7D 4840 FIG.X2.5SideTwoofCustodyRecord TheAmericanSocietyforTestingandMaterialstakesnopositionrespectingthevalidityofanypatentrightsassertedinconnection withanyitemmentionedinthisstandard.Usersofthisstandardareexpresslyadvisedthatdeterminationofthevalidityofanysuch patentrights,andtheriskofinfringementofsuchrights,areentirelytheirownresponsibility. Thisstandardissubjecttorevisionatanytimebytheresponsibletechnicalcommitteeandmustbereviewedeveryfiveyearsand ifnotrevised,eitherreapprovedorwithdrawn.Yourcommentsareinvitedeitherforrevisionofthisstandardorforadditionalstandards andshouldbeaddressedtoASTMHeadquarters.Yourcommentswillreceivecarefulconsiderationatameetingoftheresponsible technicalcommittee,whichyoumayattend.Ifyoufeelthatyourcommentshavenotreceivedafairhearingyoushouldmakeyour viewsknowntotheASTMCommitteeonStandards,attheaddressshownbelow. ThisstandardiscopyrightedbyASTM,100BarrHarborDrive,POBoxC700,WestConshohocken,PA19428-2959,UnitedStates. Individualreprints(singleormultiplecopies)ofthisstandardmaybeobtainedbycontactingASTMattheaboveaddressorat 610-832-9585(phone),610-832-9555(fax),orservice@astm.org(e-mail);orthroughtheASTMwebsite(www.astm.org). 8
D4489.PDF	Designation: D 4489 – 95 AMERICANSOCIETYFORTESTINGANDMATERIALS 100BarrHarborDr.,WestConshohocken,PA19428 ReprintedfromtheAnnualBookofASTMStandards.CopyrightASTM Standard Practices for Sampling of Waterborne Oils1 ThisstandardisissuedunderthefixeddesignationD4489;thenumberimmediatelyfollowingthedesignationindicatestheyearof originaladoptionor,inthecaseofrevision,theyearoflastrevision.Anumberinparenthesesindicatestheyearoflastreapproval.A superscriptepsilon(e)indicatesaneditorialchangesincethelastrevisionorreapproval. 1. Scope when the sample changes hands, from the time of collection 1.1 These practices describe the procedures to be used in until the requirement for each sample is terminated. collectingsamplesofwaterborneoils(seePracticeD3415),oil 3.2.2 waterborne oil—refer to Practice D3415. found on adjoining shorelines, or oil-soaked debris, for com- 4. Significance and Use parison of oils by spectroscopic and chromatographic tech- niques, and for elemental analyses. 4.1 Identificationofthesourceofaspilledoilisestablished 1.2 Two practices are described. PracticeAinvolves“ grab by comparison with known oils selected because of their sampling”macrooilsamples.PracticeBcanbeusedtosample possible relationship to the spill, that is, potential sources. most types of waterborne oils and is particularly applicable in Generally, the suspected source oils are from pipelines, tanks, sampling thin oil films or slicks. Practice selection will be etc., and therefore pose little problems in sampling compared dictated by the physical characteristics and the location of the to the spilled oil. This practice addresses the sampling of spilled oil. These two practices are: spilled oils in particular, but could be applied to appropriate source situations, for example, a ship’s bilge. Sections PracticeA(forgrabsamplingthicklayersofoil,viscousoilsor 9to13 5. Apparatus oilsoakeddebris,oilglobules,tarballs,orstrandedoil) PracticeB(forTFE–fluorocarbonpolymerstripsamplers) 14to17 5.1 Sample Containers, 100 to 125-mL wide-mouth glass 1.3 Each of the two practices is designed to collect oil jarsthathavebeenthoroughlycleaned.Whenfieldexpedients samples with a minimum of water, thereby reducing the must be employed, an empty container of each type used possibility of chemical, physical, or biological alteration by shouldbeincludedintheshipmenttothelaboratory,tobeused prolonged contact with water between the time of collection as a blank to measure inadvertent contamination. and analysis. 5.2 Closures—Lids for the glass jars should have TFE- 1.4 This standard does not purport to address all of the fluorocarbon polymer film or aluminum-coated insert. safety concerns, if any, associated with its use. It is the 5.3 StripSamplers,5by7.5cmpiecesofTFE-fluorocarbon responsibility of the user of this standard to establish appro- polymersheets(0.25mmthickness,orscreenorfabric(50–70 priate safety and health practices and determine the applica- mesh)). bilityofregulatorylimitationspriortouse.Forspecifichazards 5.4 Wooden Tongue Depressor. statements, see Section 7. 5.5 TFE-Fluorocarbon Polymer Net Sampling Kit.4 2. Referenced Documents 6. Reagents 2.1 ASTM Standards: 6.1 High Purity Solvents,5 that must be used for rinsing D1129 Terminology Relating to Water2 samplers and sample containers. The solvents which may be D3415 Practice for Identification of Waterborne Oils3 used are n-hexane, mixed hexanes, cyclohexane, pentane, or 3. Terminology dichloromethane, acetone, or chloroform. 3.1 Definitions—For the definitions of terms used in these 7. Hazards practices, refer to Terminology D1129. 7.1 Precaution:Extremecareshouldbeexercisedsoasnot 3.2 Definitions of Terms Specific to This Standard: to contaminate the samples or cause their integrity to be 3.2.1 chain of custody—a documented accountability of questioned. eachsample,thatis,date,time,andsignatureofeachrecipient 7.2 Warning: The rinsing solvents are volatile and, except for dichloromethane, are flammable, and therefore should be 1ThesepracticesareunderthejurisdictionofASTMCommitteeD-19onWater and are the direct responsibility of Subcommittee D19.31 on Identification of WaterborneOils. 4SamplingkitavailablefromGeneralOceanics,Miami,FL,orequivalent,is CurrenteditionapprovedSept.10,1995.PublishedNovember1995.Originally suitable. publishedasD4489–85.LastpreviouseditionD4489–85(1990)e1. 5MCBSpectroqualitysolvents,availablefromMCBManufacturingChemists, 2AnnualBookofASTMStandards,Vol11.01. Inc.(AssociateofE.Merck,Darmstadt,Germany),480DemocratRd.,Gibbstown, 3AnnualBookofASTMStandards,Vol11.02. NJ08027,orequivalentaresuitable. 1D 4489 handled with appropriate care. Dichloromethane will release NOTE 2—Toavoidpossiblesamplecontamination,donotreusesample toxic vapors when heated. containers,lids,orliners. 7.3 Minimize contact with oil even when wearing gloves. 11.2 Nitrile gloves are to be worn during sampling. 11.3 Adetachableringforthesamplejarandsamplingpole 8. General Sampling Guidelines may be useful to extend sampling range. 8.1 The objective is to obtain a sample for analysis that is representative of the spilled oil. The most critical factors in 12. Procedure for Floating Samples sampling are selecting a suitable location, collecting a sample 12.1 Select the sampling site. of oil with the least water possible (to minimize possible 12.2 Unscrew the lid from the sample jar. Hold the jar in sample alteration), and maintaining the sample integrity. position for sampling; hold the lid in a free hand or place the 8.2 Itisrecommendedthatatleastthreesamplesbetakenof lidinasafeposition.Gentlylowerthesamplejarintothewater eachwaterborneoilinordertodemonstratethehomogeneityof and gently skim the oil layer or oil globules from the water thespill.Thesesamplesshouldbetakenindifferentregionsof surface into the sample container. Continue the process until theoilslickatpointswheretheaccumulationisheaviest.This the sample container is approximately three-quarters full. will increase the volume of oil available for analysis. In the 12.3 Remove the sample container from the water surface, event that multiple samples cannot be collected, then a single replace and tighten the lid. Invert the jar and allow the sample should be collected from the area where the accumu- container to stand in this position for 2 to 3 min. lation of oil visually appears to be the heaviest. 12.4 Gentlyunscrewthesamplejarlidandallowthewater 8.3 The following general rules are applicable to sampling layer to drain out of the inverted container. Seal the lid and of waterborne oils: return the jar to the upright position. 8.3.1 Take a sample that contains sufficient oil for the 12.5 Repeat 12.2 to 12.4, if necessary, until approximately method or methods of analysis to be employed and for any 60 mL of oil is collected, or until there is no increase in the replicate analyses that may be required. amount of recovered oil. 8.3.2 Affixalabelortagtothesamplejarinsuchamanner 12.6 When the collection is complete, invert the jar and that it becomes an integral part of the container. The label or allow to stand for 10 min. Gently unscrew the lid to drain off tag should contain the following information: sample identifi- excess water a final time. Tighten the lid and return the jar to cation, date and time of collection, location of collection, the upright position. Wipe excess water and oil from the signature of person collecting the sample, and at least one outside surface of the sample container. witness to the collection. 12.7 Attach a sample label or tag to the container, bearing 8.3.3 Pack the samples, ship, and manipulate prior to the information cited in 8.3.2. analysis in a manner that maintains a continuous chain of custody and safeguards against tampering or changes in the 13. Procedure for Shoreline Sampling (Oil on Sand and properties of the samples. Debris) 8.4 Store collected samples at refrigerator temperatures (4 13.1 Select a sampling site where oil accumulation is to 5°C). largest. NOTE 1—Storage at lower temperatures (−10°C or lower) may cause 13.2 Openthesamplejar;holdthejarinonehandandlidin irreversible crystallization of waxes. Storage at 4 to 5°C obviates this theother.Usingeitherthesamplejarorthelidasascoop,fill problem;biologicaldegradationat4to5°Chasbeenfoundnegligibleover the jar three-quarters full with oil-saturated material. Use a a3to5yearstoragewithrespecttoqualitativeidentificationofoil. woodentonguedepressortomaneuverthesampleintothejar, if necessary. PRACTICEA—GRAB SAMPLING 13.3 Replaceandtightenthelid.Wipeexcessmaterialfrom 9. Scope the outside surfaces of the sample container and lid. 9.1 Thispracticeisapplicabletothicklayersofwaterborne 13.4 Attachthesamplelabelortagtothecontainer,bearing oil films, viscous oils, oil globules, and tar balls. the information cited in 8.3.2. 9.2 Thispracticeisalsoapplicabletosamplingoilstranded PRACTICE B—TFE-FLUOROCARBON POLYMER on shorelines or oil-soaked debris. SAMPLERS 10. Summary of Practice 14. Scope 10.1 Thesamplingconsistsofcollectingthesampledirectly with the sample container, that is, scooping the sample up in 14.1 This practice is applicable to sampling all types of oil the sample jar and sealing. by preferential adherence to a film or sheet of TFE- fluorocarbonmaterial.Itdependsinprincipleonthelipophilic 11. Apparatus properties of TFE-fluorocarbon polymer, that is, the preferen- 11.1 The sample container serves as the sampling device tial adhesion of oil rather than of water to TFE-fluorocarbon (see 5.1). The glass jars and lid liners should be rinsed three polymer. times with a high purity solvent (see 6.1), allowed to air dry, 14.2 In general, the use of TFE-fluorocarbon polymer and assembled prior to use. Sample jars that are precleaned screening (approximately 50 to 70 mesh) will collect signifi- using EPA recommended wash procedures for organics are cantlymoreoilthanstripsofsheetmaterial.Thescreenreduces acceptable. the rate at which oil rolls off the surface and presents more 2D 4489 surface openings to trap oil droplets, thereby collecting more and rings are cleaned and prepackaged with nitrile gloves in oil per unit area of film. plastic bags. To avoid contaminating the nets with finger oils, 14.3 TFE-fluorocarbon polymer mesh fabric sheets are it is critical to handle the nets only with the nitrile gloves. commercially available. These are the most efficient form of TFE-fluorocarbonpolymerforsamplingoil.Althoughtheycan 17. Sampling Waterborne Oils be used directly in sheet form, this material can be fabricated 17.1 Select the sampling site where oil accumulation is into nets of design similar to a miniature plankton net, further heaviest. increasing the ease with which the collection device can be 17.2 Forthestriptechnique,removethelidfromthesample broughtintocontactwiththeoilsheen.Thereislittledifference jar.Usingprecleanedtweezers,hemostats,orpliersasholders, intheperformanceofthenetsrangingfrom100to200micron carefully lay the TFE-fluorocarbon strips on the inverted lid. mesh size. Usingtheholder,takethestripsoneatatime,andgentlydrag 14.4 Theefficiencyofcollectingoilincreasesastheviscos- them through the slick. Expose both sides of the TFE- ity of the oil increases. This practice is particularly useful in fluorocarbonpolymerstriptotheslickbyturningthestripover sampling highly weathered oils. and dragging it again through the slick, taking care not to get oil on the tweezers, hemostats, or pliers. Place the strip in the 15. Summary of Practice empty sample jar as quickly as possible to prevent loss of oil. 15.1 Sampling is accomplished by slowly dragging the 17.3 Repeat 17.2 until all eight strips have been used. TFE-fluorocarbon polymer through the slick and using its natural affinity to collect the oil. NOTE 3—Forextremelythinsheets,itisrecommendedthat16stripsbe used,ratherthan8. 15.2 The procedure is for the use of strips of TFE- fluorocarbonpolymersheet,TFE-fluorocarbonscreenorfabric 17.4 For the net technique, remove the nitrile gloves from screen, or commercially available prefabricated nets with the kit. Do not handle anything other than the sample kit. support rings. Remove the net from its sealed bag using the handle of the supportringtowhichitisattached.Ifnecessary,attachthenet 16. Materials supportringtotheextensionpole.Donotallowthenettocome 16.1 TFE-fluorocarbonpolymercanbeobtainedinsheetsof into contact with anything other than the spill. 0.25mmthickness.Toincreasetheefficiencyofoilcollection, 17.5 Take the sample by skimming through the sheen and sheetscanbeobtainedcontainingfive1.5-mmholespersquare straining the oily water through the net. Make sure that the centimetre.Higheroilcollectingefficiencycanbeobtainedby sheen is entering through the mouth of the net and straining using the previously mentioned 50 to 70-mesh screen (see throughthefinemeshofthenet.Slowlyskimthesurfacewith 14.2) or fabric (see 14.3). the net back and forth through the full length of the sheen at 16.2 TFE-fluorocarbon polymer is cut into 5 by 7.5 cm least eight times. strips. Carefully rinse the strips with high purity solvent (see 17.6 Whilestillwearingthegloves,unclipthenetfromthe 6.1) and air dry. Place eight strips in each sample jar that has support ring and place the net into a clean sample jar. Expect been precleaned as described in 11.1, and tightly seal the lids. somewatertoremaininthejar.Touchthenetmaterialaslittle 16.3 Each jar, containing eight strips, is used for taking a as possible. Discard the gloves. single sample. One jar is set aside in each sampling situation 17.7 Attach each jar lid and tighten. for use as a blank in subsequent analyses. 17.8 Attachasamplelabelortagtoeachcontainer,bearing 16.4 Clean tweezers, hemostats, or pliers are required for the information cited in 8.3.2. handling the TFE-fluorocarbon strips to avoid contamination. 18. Keywords 16.5 TFE-fluorocarbon polymer mesh fabric, with 150 µm distance between the polymer threads, is available prefabri- 18.1 oil identification; sampling; spilled oil; TFE- catedintonetsthataredetachablefromsupportrings.Thenets fluorocarbon polymer sampler; waterborne petroleum oils TheAmericanSocietyforTestingandMaterialstakesnopositionrespectingthevalidityofanypatentrightsassertedinconnection withanyitemmentionedinthisstandard.Usersofthisstandardareexpresslyadvisedthatdeterminationofthevalidityofanysuch patentrights,andtheriskofinfringementofsuchrights,areentirelytheirownresponsibility. Thisstandardissubjecttorevisionatanytimebytheresponsibletechnicalcommitteeandmustbereviewedeveryfiveyearsand ifnotrevised,eitherreapprovedorwithdrawn.Yourcommentsareinvitedeitherforrevisionofthisstandardorforadditionalstandards andshouldbeaddressedtoASTMHeadquarters.Yourcommentswillreceivecarefulconsiderationatameetingoftheresponsible technicalcommittee,whichyoumayattend.Ifyoufeelthatyourcommentshavenotreceivedafairhearingyoushouldmakeyour viewsknowntotheASTMCommitteeonStandards,100BarrHarborDrive,WestConshohocken,PA19428. 3
D5404.PDF	Designation: D 5404 – 97 Standard Practice for Recovery of Asphalt from Solution Using the Rotary Evaporator1 ThisstandardisissuedunderthefixeddesignationD5404;thenumberimmediatelyfollowingthedesignationindicatestheyearof originaladoptionor,inthecaseofrevision,theyearoflastrevision.Anumberinparenthesesindicatestheyearoflastreapproval.A superscriptepsilon(e)indicatesaneditorialchangesincethelastrevisionorreapproval. 1. Scope 4. Significance and Use 1.1 This practice is intended to recover asphalt from a 4.1 Inordertodeterminethecharacteristicsoftheasphaltin solvent using the rotary evaporator to ensure that changes in anasphaltpavingmixture,itisnecessarytoextracttheasphalt the asphalt properties during the recovery process are mini- from the aggregate by means of a suitable solvent and then to mized. recover the asphalt from the solvent without significantly 1.2 The values stated in SI units are to be regarded as the changing the asphalt’s properties. The asphalt recovered from standard. The values given in parentheses are provided for the solvent by this practice can be tested using the same information only. methods as for the original asphalt cement, and comparisons 1.3 This standard does not purport to address all of the between the properties of the original and recovered asphalt safety concerns, if any, associated with its use. It is the can be made. responsibility of the user of this standard to establish appro- 5. Apparatus priate safety and health practices and determine the applica- bility of regulatory limitations prior to use. 5.1 Rotary Evaporator (see Fig. 1), equipped with a distil- lation flask, a variable speed motor capable of rotating the 2. Referenced Documents distillationflaskatarateofatleast50rpm,condenser,solvent 2.1 ASTM Standards: recoveryflask,andheatedoilbath.Theangleofthedistillation D92 Test Method for Flash and Fire Points by Cleveland flaskfromthehorizontaltothebathissetatapproximately15°. Open Cup2 Thedistillationflask(Note1),whenfullyimmersed,shouldbe D1856 TestMethodforRecoveryofAsphaltfromSolution at a depth of approximately 40 mm (1.5 in.).6 byAbson Method3 NOTE 1—Aflaskhavinga2000mLcapacityisrecommended. D2939 Test Methods for Emulsified Bitumens Used as Protective Coatings4 5.2 ManometerorVacuumGage,suitableformeasuringthe 2.2 Federal Specification: specified vacuum. O-T-634 (latest) Trichloroethylene, Technical5 5.3 GasFlowmeter,capableofindicatingagasflowofupto 1000 mL/min. 3. Summary of Practice 5.4 Sample Container, having adequate volume to hold the 3.1 Thesolutionofsolventandasphaltfromapriorextrac- sample and added solvent. tion is distilled by partially immersing the rotating distillation 5.5 Vacuum System, capable of maintaining a vacuum to flask of the rotary evaporator in a heated oil bath while the within 60.7 kPa (65 mm Hg) of the desired level up to and solutionissubjectedtoapartialvacuumandaflowofnitrogen including 80 kPa (600 mm Hg). gas or carbon dioxide gas. The recovered asphalt can then be 6. Reagents and Materials subjected to testing as required. 6.1 Nitrogen Gas or Carbon Dioxide Gas—A pressurized tankwithpressure-reducingvalve,orotherconvenientsource. NOTE 2—Different flow rates may be required depending on whether nitrogengasorcarbondioxidegasisused. 1ThispracticeisunderthejurisdictionofASTMCommitteeD-4onRoadand Paving Materials and is the direct responsibility of Subcommittee D04.25 on 6.2 Oil—The oil for the heated oil bath should be USP AnalysisofBituminousMixtures. White Oil or Silicone Fluid SWS-101 with flash point above Current edition approvedApril 10, 1997. Published May 1998. Last previous 215°C(420°F)oranequivalent.Theflashpointisdetermined editionD5404–93. 2AnnualBookofASTMStandards,Vol05.01. 3AnnualBookofASTMStandards,Vol04.03. 4AnnualBookofASTMStandards,Vol04.04. 6TheBuchiRotavaporRE-111A,oritsequivalent,hasbeenfoundsatisfactory 5AvailablefromStandardizationDocumentsOrderDesk,Bldg.4SectionD,700 for this purpose. The Buchi Rotavapor is available from Fischer Scientific, RobbinsAve.,Philadelphia,PA19111-5094,Attn:NPODS. Pittsburgh,PA. Copyright©ASTM,100BarrHarborDrive,WestConshohocken,PA19428-2959,UnitedStates. 1D 5404 9.2 Apply a vacuum of 5.3 6 0.7 kPa (40 6 5 mm Hg) below atmospheric pressure and draw approximately 600 mL of asphalt solution from the sample container into the distilla- tionflaskbywayofthesampleline.Beginanitrogenorcarbon dioxideflowofapproximately500mL/minthroughthesystem (Note3).Beginrotatingthedistillationflask(atapproximately 40 rpm) and lower the flask into the oil bath. Initially the immersiondepthoftheflaskwillbedeterminedbytheneedto achieve a controlled solvent evaporation rate.The correct rate ofevaporationcanbeobservedasasteadycontrolledstreamof condensed solvent being collected in the recovery flask. FIG.1RotaryEvaporatorandRecoverySystem NOTE 3—Thevacuumandnitrogenorcarbondioxideflowvaluesmay needtobeadjusteddependingonthelocation.Also,lowflowvaluesare recommended at the beginning of the rotary process when the sample in accordance with Test Method D92. volumeislargebecauseofthepossibilityofbackflowintothevacuum 6.3 Solvent—The solvent for extracting the asphalt from system.Thepossibilityofbackflowcanalsobeminimizedbyregulating mixtures should be reagent grade trichloroethylene7 or meth- thedepthofimmersionoftheflask. ylene chloride. 9.3 When the amount of asphalt solution within the distil- lation flask appears low enough so that more solution may be 7. Precautions added, discontinue the nitrogen or carbon dioxide flow. Draw 7.1 Caution—Thesolventslistedin6.3shouldbeusedonly the remaining asphalt solution from the sample container into under a hood or with an effective surface exhaust system in a thedistillationflaskandreadjustthenitrogenorcarbondioxide well ventilated area, since they are toxic to various degrees as flow (Note 4). indicated below: Solvent TLV,ppmA STEL,ppmB NOTE 4—Theequipmentmaybemodifiedtoallowacontinuousflowof solutionfromthesamplecontainerintothedistillationflasksuchthatthe Methylenechloride 50 100 Trichloroethylene 50 200 volume in the distillation flask is maintained at approximately 600 mL. Thenitrogenorcarbondioxideflowisnotstarteduntilallthesolutionhas AThreshold limit value (TLV) as established by theAmerican Conference of enteredthedistillationflask. Governmental Industrial Hygienists (ACGIH), Bldg. D-7, 6500 Glenway Ave., Cincinnati, OH 45211-4438, 1990/1991 values. The TLV is a time weighted 9.4 Whenthebulkofthesolventhasbeendistilledfromthe averageforanexposureperiodof8hperday,5daysperweek. asphalt and no obvious condensation is occurring on the BShorttermexposurelimit(STEL)asestablishedbyACGIH,1990/1991values. condenser, immerse the flask to the recommended maximum 7.2 Thesesolventsinthepresenceofheatandmoisturemay immersion depth of approximately 40 mm (1.5 in.). Slowly be hydrolyzed to form acids that are extremely corrosive to certain metals, particularly when subject to contact over apply a vacuum of 80.0 6 0.7 kPa (600 65 mm Hg) below atmosphericpressure.Increasenitrogenorcarbondioxideflow lengthyperiodsoftime.Properprecautionsshouldbetakento toapproximately600mL/minandthespinrateofthedistilla- not allow these solvents to remain in small quantities in the tion flask to about 45 rpm (Note 5). to 2 min delay before effluent tanks of aluminum vacuum extractors. applyingthevacuumisrecommended.Holdorreducevacuum 7.3 Exposure of these solvents or their vapors to high if foaming or a bubbly formation occurs. When foaming temperaturessuchascontactwithflames,hotglowingsurfaces, subsides apply maximum vacuum. Maintain this condition for or electric arcs can produce decomposition products such as hydrogen chloride. Steel drums containing these solvents 15 6 1 min. shouldbestoredinacool,drylocation,kepttightlysealed,and NOTE 5—A faster flask spin rate exposes more surface area of the opened as infrequently as possible. The hydrogen chloride in asphaltand,hence,dislodgesmoretracesofsolventfromtheasphalt.The decomposed solvent may harden an asphalt during the extrac- rotationspeedoftheflaskmayalsobevariedortheflaskrotationmaybe tion and recovery test. stoppedtoenhancetheremovalofsolvent. NOTE 6—Duetothecoolingeffectoftheincreasednitrogenorcarbon 8. Sample Preparation dioxide flow, an increase in the temperature of the oil bath is generally neededtomaintainaconstantsampletemperature.Experiencehasshown 8.1 Thesampleshallbeobtainedandhandledinaccordance that a typical oil bath temperature range of 300 to 315°F (148.9 to with Test Method D1856. This includes the procedure for 157.2°C)issatisfactoryforthispurpose. centrifuging the solution from a previous extraction. 9.5 Attheendofthe15minperiod,removethedistillation 9. Procedure flask from the apparatus and wipe the flask clean of oil. Pour theasphaltintoapropersizecontainer.Ifneeded,theflaskmay 9.1 Heattheoilbathtoatemperatureof14063°C(2856 beinvertedandplacedintoanovenat16561°C(32962°F) 5°F). Circulate cold water through the condenser. for10to15mintocausetheasphalttoflowintothecontainer. The asphalt should not be allowed to be distributed over the interior of the flask. 7Trichloroethylene, Technical Grade, Type I (Federal Specification O-T-634, 9.6 Portions of the recovered asphalt, while still in a liquid latestrevision)maybeused,butitisrecommendedthatforeachnewsupplyofthe solvent,ablankshouldberunonanasphaltofknownproperties. state, can be taken for penetration, softening point, ductility, 2D 5404 and kinematic and absolute viscosity determinations as re- 10. Keywords quired.Ifashcontentdeterminationsaretobeconducted,they 10.1 bituminouspavingmixtures;recovery;rotaryevapora- shall be determined in accordance with Methods D2939 and tor reported with other test data on the recovered asphalt. NOTE 7—Ash contents of recovered asphalts greater than 1% may affect the accuracy of the penetration, ductility, softening point, or viscositytests. TheAmericanSocietyforTestingandMaterialstakesnopositionrespectingthevalidityofanypatentrightsassertedinconnection withanyitemmentionedinthisstandard.Usersofthisstandardareexpresslyadvisedthatdeterminationofthevalidityofanysuch patentrights,andtheriskofinfringementofsuchrights,areentirelytheirownresponsibility. Thisstandardissubjecttorevisionatanytimebytheresponsibletechnicalcommitteeandmustbereviewedeveryfiveyearsand ifnotrevised,eitherreapprovedorwithdrawn.Yourcommentsareinvitedeitherforrevisionofthisstandardorforadditionalstandards andshouldbeaddressedtoASTMHeadquarters.Yourcommentswillreceivecarefulconsiderationatameetingoftheresponsible technicalcommittee,whichyoumayattend.Ifyoufeelthatyourcommentshavenotreceivedafairhearingyoushouldmakeyour viewsknowntotheASTMCommitteeonStandards,attheaddressshownbelow. ThisstandardiscopyrightedbyASTM,100BarrHarborDrive,POBoxC700,WestConshohocken,PA19428-2959,UnitedStates. Individualreprints(singleormultiplecopies)ofthisstandardmaybeobtainedbycontactingASTMattheaboveaddressorat 610-832-9585(phone),610-832-9555(fax),orservice@astm.org(e-mail);orthroughtheASTMwebsite(www.astm.org). 3
D4198.PDF	Designation: D 4198 – 82 (Reapproved 1998) Standard Test Methods for Evaluating Absorbent Pads Used with Membrane Filters for Bacteriological Analysis and Growth 1 ThisstandardisissuedunderthefixeddesignationD4198;thenumberimmediatelyfollowingthedesignationindicatestheyearof originaladoptionor,inthecaseofrevision,theyearoflastrevision.Anumberinparenthesesindicatestheyearoflastreapproval.A superscriptepsilon(e)indicatesaneditorialchangesincethelastrevisionorreapproval. 1. Scope 5. Significance and Use 1.1 These test methods cover the determination of the 5.1 Thesetestmethodsareappropriateforqualifyingabsor- nutrient-holding capacity and the toxic or nutritive effect on bent pads used with membrane filters for bacteriological bacterial growth of organisms retained on a membrane filter, enumeration. when the absorbent pad being tested is used as a nutrient 5.1.1 The test methods described are applicable to quality reservoir and medium supply source for the retained bacteria. controltestingofabsorbentpadsbythesuppliersandusersof 1.2 The tests described are conducted on 47-mm diameter these pads and to specification testing of absorbent pads disks,althoughothersizedisksmaybeemployedforbacterial intended for use with membrane filters in bacteriological culture techniques. enumeration. 1.3 This standard does not purport to address all of the 5.2 Other pure culture organisms and their appropriate safety concerns, if any, associated with its use. It is the culture medium may be substituted for the E. coli and M-FC responsibility of the user of this standard to establish appro- media for specification testing, as required. priate safety and health practices and determine the applica- 6. Apparatus bility of regulatory limitations prior to use. 6.1 Filtration Units for membrane filters with side-arm 2. Referenced Documents flask and tubing. 2.1 ASTM Standards: 6.2 Vacuum Source. D 1129 Terminology Relating to Water2 6.3 Vortex Mixer or similar mixer. D 1193 Specification for Reagent Water2 6.4 Forceps, flat-bladed. D 3508 Method for Evaluating Water Testing Membrane 6.5 Incubator capable of maintaining temperatures of 44.5 Filters for Fecal Coliform Recovery3 6 0.2°C. 6.6 Stereoscopic Microscope and Illuminator. 3. Terminology 6.7 Illuminated Magnifying Stand for counting colonies on 3.1 Definitions—For definitions of terms used in these test agar spread plates. methods, refer to Terminology D1129. 6.8 Hand Tally Counter. 6.9 Autoclave. 4. Summary of Test Methods 6.10 Analytical Balance readable to the nearest 1 mg. 4.1 Test Method A involves saturating a 47-mm absorbent 6.11 Petri Dish, 50-mm, nonsterile. pad with water and determining the volume of water held by 6.12 Expendable Equipment: the pad by weighing the pad dry and when fully saturated. 6.12.1 Filters (gridded, 0.45-µm, 47-mm) sterile, for water 4.2 TestMethodBinvolvesculturingmicro-organismsfrom testing. suspensions of pure cultures on a 0.45-µm membrane filter, 6.12.2 Absorbent pads (47-mm), sterile for the growth test. which is placed on the test absorbent pad saturated with the 6.12.3 Petri dishes, sterile 50-mm and 100-mm. appropriate growth medium. The resultant cultures are com- 6.12.4 Pipets, sterile, 10-mL, 0.1 mLgraduations, accuracy pared to cultures grown on spread plates and to membrane of 6 5%. filters placed directly on agar with no absorbent pad. 6.12.5 Test tubes, sterile, 20-mL, with screw caps. 6.12.6 Bent glass rod, sterile, for spreading bacterial cul- tures. 1ThesemethodsareunderthejurisdictionofASTMCommitteeD-19onWater 6.12.7 Burner, for flame sterilization. andarethedirectresponsibilitiesofSubcommitteeD19.08onMembranesandIon ExchangeMaterials. 7. Reagents and Materials CurrenteditionapprovedOct.29,1982.PublishedMarch1983. 7.1 Purity of Water—Unless otherwise indicated, reference 2AnnualBookofASTMStandards,Vol11.01. 3Discontinued;see1994AnnualBookofASTMStandards,Vol11.02. towatershallbeunderstoodtomeanreagentwaterconforming Copyright©ASTM,100BarrHarborDrive,WestConshohocken,PA19428-2959,UnitedStates. 1D 4198 to Specification D1193, Type II, with 0.2-µm membrane room temperature and that the surfaces are dry before using. filtration. In addition, suitability tests for determining the 11.2.2 Prepare a set of five 50-mm sterile petri dishes with bactericidal properties of the reagent grade water should be thesterilepads.Toeachpadadd1.8mLofsterileM-FCbroth performed. and pour off the excess. 7.2 M-FCAgarwithRosolicAcid—Fecalcoliformmedium 11.2.3 Test five replicate sets of three aliquots. Each repli- specific for the membrane filter technique. cate shall include (a) two membrane-filtered samples (one on 7.3 M-FC Broth with Rosolic Acid—Broth nutrient for agar, one on a pad), and (b) one spread plate. bacterial growth. 11.2.4 Add0.1mLofthedilutedculturesolutionfrom10.7 7.4 Peptone Water, 0.1%. totheagarplatefrom11.2.1andusingasterilebentglassrod, 7.5 E. coli (ATCC 11229). spread over the surface of the agar. Cover the plate. 11.2.5 Setuptwosterilefilterfunnelswithflaskssothatthe 8. Preparation of Equipment and Materials twomembranesamplesinthesetcanberunconcurrentlywith 8.1 Washing and Cleaning—Clean all glassware and filtra- the spread plate. tion equipment thoroughly, using a suitable detergent in hot 11.2.6 Placeasterilegridded0.45-µmmembraneontoeach water, rinse with hot water, and then rinse in reagent grade of the two filtration bases and assemble the funnels. water. Dry the equipment thoroughly prior to sterilization. 11.2.7 Add 0.1 mL of the diluted culture (20 to 80 8.2 Sterilization—Follow standard microbiological labora- organisms/0.1 mL) from 10.7 to each of the two tubes, which torypracticesforpreparingglasswareandfiltrationequipment contain 20 mLof sterile 0.1% peptone. prior to placing in the autoclave. Autoclave at 121°C for 15 11.2.8 Cap the tubes and mix on a vortex mixer. min. Refer to Method D 3508 for details. 11.2.9 Addthecontentsofonetubetoeachfunnelandturn 8.3 Incubator—Set incubator at 44.5 6 0.2°C. on the vacuum. 9. Media Preparation 11.2.10 After the liquid has filtered through the membrane, carefully wash the sides of the funnel with about 20 mL of 9.1 M-FC Broth with Rosolic Acid—Dissolve in reagent sterile 0.1% peptone solution. grade water in accordance with the manufacturer’s instruc- 11.2.11 Turn off the vacuum and remove the funnel tops. tions. 11.2.12 Using sterile forceps, carefully remove one mem- 9.2 M-FCAgarwithRosolicAcid—ToasolutionofM-FC, braneandplaceonanagarplate.Removetheothermembrane add agar (15 g/1000 mL), mix while heating in accordance andplaceonthepre-soakedtestabsorbentpad.Becarefulnot with the manufacturer’s instructions, cool, and dispense into to trap air under the membranes as this will inhibit growth in 100-mm petri dishes. these areas. 10. Culture Preparation 11.2.13 Repeat 11.2.4-11.2.12 four more times. 10.1 Resuspend culture in accordance with the supplier’s 11.2.14 Cover each plate after completing 11.2.12. instructions. 11.2.15 Store 100-µm plates inverted in sealed plastic bags 10.2 Usingasterileloop,streakanagarplatewithcultureof with a wet paper towel in each bag. Fifty-millimetre plastic E. coli. petri dishes do not require sealed plastic bags or wet towels, 10.3 Incubate 24 h at 44.5°C. but should also be inverted. 10.4 Using a sterile needle, inoculate M-FC agar with 11.2.16 Place all of the plates into an incubator at 44.5 6 organisms from a single colony on the streak plate. 0.2°C for 22 to 24 h. 10.5 Let the culture incubate for 5 to 6 h at 35°C. 11.2.17 Removetheplatesandcountthenumberofcolonies 10.6 Plate out a series of dilutions and store the remainder on each plate. of the culture in the refrigerator. Incubate the plates for 18 6 12. Calculation 2 h at 44.5°C. 12.1 MethodA—Calculatetheweightofwaterretainedas 10.7 Based on the 24-h plate count, dilute a portion of the follows: culturetogiveasolutionwith200to800microorganismsper millilitre. C5~B2T!2~A2T! C5B2A 11. Procedure 11.1 Method A—Water Retention: where: 11.1.1 Weigh three dry 50-mm plastic petri dishes to the C 5 weight of water retained, nearest 1 mg, for each lot of pads to be tested. T 5 tare weight of dish, 11.1.2 Randomlyselectthreeabsorbentpadsfromeachlot, A 5 weight of dry pad plus dish, and B 5 weight of wet pad plus dish. place a dry pad in each of the dishes, cover, and weigh again. 12.2 Method B: 11.1.3 To each pad, add an excess of water. 12.2.1 Average the five replicates for each of the three test 11.1.4 After the pads are fully saturated (20 to 30 s), pour sets and calculate the standard deviation. off the excess water and shake out any remaining excess. 12.2.2 Computepercentrecoveryforthefiltercultureonthe 11.1.5 Cover the dishes and weigh again. absorbent pad (R ) and the filter culture on the agar medium 11.2 Method B—Culture Technique: p (R ) as follows: 11.2.1 Prepareasetoften100-mmsterilepetridisheswith m 16 6 1 mL of M-FC agar. Make sure the agar plates are at %R 5~N/N!3100 p p a 2D 4198 %R 5~N /N!3100 13.2 Report the volume of water retained by the absorbent m m a pad, after converting weight of water to volume. where: N 5 the number of colonies recovered with the filter on p 14. Precision and Bias the pad, N 5 the number of colonies recovered with the agar 14.1 Nostatementismadeabouteithertheprecisionorbias a spread plate, and of these test methods for evaluating absorbent pads since the N 5 the number of colonies recovered with the filter on results merely indicate whether there is conformance with the m agar directly. requirements for the intended use. 13. Results 15. Keywords 13.1 Compare% R with% R . 15.1 absorbent pads; bacteriological; filter membranes p m TheAmericanSocietyforTestingandMaterialstakesnopositionrespectingthevalidityofanypatentrightsassertedinconnection withanyitemmentionedinthisstandard.Usersofthisstandardareexpresslyadvisedthatdeterminationofthevalidityofanysuch patentrights,andtheriskofinfringementofsuchrights,areentirelytheirownresponsibility. Thisstandardissubjecttorevisionatanytimebytheresponsibletechnicalcommitteeandmustbereviewedeveryfiveyearsand ifnotrevised,eitherreapprovedorwithdrawn.Yourcommentsareinvitedeitherforrevisionofthisstandardorforadditionalstandards andshouldbeaddressedtoASTMHeadquarters.Yourcommentswillreceivecarefulconsiderationatameetingoftheresponsible technicalcommittee,whichyoumayattend.Ifyoufeelthatyourcommentshavenotreceivedafairhearingyoushouldmakeyour viewsknowntotheASTMCommitteeonStandards,attheaddressshownbelow. ThisstandardiscopyrightedbyASTM,100BarrHarborDrive,POBoxC700,WestConshohocken,PA19428-2959,UnitedStates. Individualreprints(singleormultiplecopies)ofthisstandardmaybeobtainedbycontactingASTMattheaboveaddressorat 610-832-9585(phone),610-832-9555(fax),orservice@astm.org(e-mail);orthroughtheASTMwebsite(www.astm.org). 3
D4303.PDF	Designation: D 4303 – 99 AMERICANSOCIETYFORTESTINGANDMATERIALS 100BarrHarborDr.,WestConshohocken,PA19428 ReprintedfromtheAnnualBookofASTMStandards.CopyrightASTM Standard Test Methods for Lightfastness of Pigments Used in Artists’ Paints1 ThisstandardisissuedunderthefixeddesignationD4303;thenumberimmediatelyfollowingthedesignationindicatestheyearof originaladoptionor,inthecaseofrevision,theyearoflastrevision.Anumberinparenthesesindicatestheyearoflastreapproval.A superscriptepsilon(e)indicatesaneditorialchangesincethelastrevisionorreapproval. 1. Scope D4674 Test Method for Accelerated Testing for Color 1.1 Four test methods to accelerate the effects of long term Stability of Plastics Exposed to Indoor Fluorescent Light- indoor illumination on artists’ paints are described as follows: ing and Window Filtered Daylight4 1.1.1 Test Method A—Exposure to natural daylight filtered D5067 Specification forArtists’ Watercolor Paints3 through glass, D5098 Specification forArtists’Acrylic Emulsion Paints3 1.1.2 TestMethodB—Exposuretoirradiancefromdaylight D5724 Specification for Gouache Paints3 fluorescent lamps, E284 Terminology ofAppearance2 1.1.3 Test Method C—Exposure in xenon-arc irradiance E1347 Test Method for Color and Color–Difference Mea- simulating daylight filtered through glass, and surement by Tristimulus (Filter) Colorimetry2 1.1.4 Test Method D—Exposure to irradiance from cool E1348 Test Method for Transmittance and Color by Spec- whitefluorescentlampsandsoda-limeglassfilteredfluorescent trophotometry Using Hemispherical Geometry2 UV sunlamps. E1349 Test Method for Reflectance Factor and Color by 1.2 These test methods are used to approximate the color Spectrophotometry Using Bidirectional Geometry2 change that can be expected over time in pigments used in G24 PracticeforConductingNaturalLightExposuresUn- artists’ paints in normal indoor exposure. der Glass5 G113 Terminology Relating to Natural and Artificial NOTE 1—Thecolorchangesthatresultfromacceleratedexposuremay Weathering Tests of Nonmetallic Materials5 notduplicatetheresultsofnormalindoorexposureinahomeorgallery. G151 Practice for Exposing Nonmetallic Materials in Ac- Therelativeresistancetochange,however,canbeestablishedsopigments celeratedTestDevicesthatUseLaboratoryLightSources5 canbeassignedtocategoriesofrelativelightfastness. G155 Practice for Operating Xenon Arc Light Apparatus 1.3 Lightfastness categories are established to which pig- for Exposure of Nonmetallic Materials5 ments are assigned based on the color difference between specimens before and after exposure. 3. Terminology 1.4 Color difference units are calculated by the CIE 1976 3.1 Definitions—Appearancetermsusedinthesetestmeth- Lab* color difference equation. ods are defined in Definitions E284.Terms relating to natural 1.5 Thesetestmethodsapplytoartists’oil,resin-oil,acrylic and artificial lightfastness tests are defined in Definitions emulsion, alkyd, watercolor paints, and gouache paints. G113. 1.6 This standard does not purport to address the safety 3.1.1 glass—as used in these test methods, glass refers to concerns,ifany,associatedwithitsuse.Itistheresponsibility single-strength window glass. oftheuserofthisstandardtoestablishappropriatesafetyand health practices and determine the applicability of regulatory 4. Summary of Test Methods limitations prior to use. 4.1 Color measurements are made on specimens that have been prepared as directed in Specification D4302, D5067, 2. Referenced Documents D5098 or D5724 depending on the vehicle. The measure- 2.1 ASTM Standards: ments are recorded for comparison with readings made after D2244 Test Method for Calculation of Color Differences the specimens have been exposed. from Instrumentally Measured Color Coordinates2 4.2 Specimensareexposedtodaylightfilteredthroughglass D4302 SpecificationforArtists’Oil,Resin–Oil,andAlkyd or to laboratory test sources to simulate and accelerate the Paints3 effectsofindoorilluminationusingatleasttwoofthefourtest methods described in Section 7. 4.3 The pigments are classified by color difference calcu- 1ThesetestmethodsareunderthejurisdictionofASTMCommitteeD-1onPaint andRelatedCoatings,Materials,andApplicationsandarethedirectresponsibility lated in accordance with Test Method D2244. ofSubcommitteeD01.57onArtists’PaintsandRelatedMaterials. Current edition approved May 10, 1999. Published July 1999. Originally publishedasD4303–83.LastpreviouseditionD4303–98. 2AnnualBookofASTMStandards,Vol06.01. 4AnnualBookofASTMStandards,Vol08.03. 3AnnualBookofASTMStandards,Vol06.02. 5AnnualBookofASTMStandards,Vol14.02. 1D 4303 5. Significance and Use 7.2.2 If it is necessary to store specimens in the dark for a 5.1 Theretentionofchromaticpropertiesbyapigmentover period of time, prior to measurement and exposure, those that a long period of years is essential in an artistic painting. contain oil in the vehicle shall be placed in subdued light for Accelerated exposure simulates color changes that may rea- sevendaystoeliminateanyyellowingoftheoilduetostorage. sonably be expected. The producer and the user of artists’ 7.2.3 Compare these pre-exposure measurements with sub- paints, therefore, can be apprised of suitable pigments. sequentmeasurementsofthetestspecimensmadeattheendof 5.2 Therecanbesignificantvariationsinresultsbetweenthe exposure to calculate the amount of any color change. If different exposure procedures used in these test methods. In feasible, measure the test specimens at regular, frequent addition, there can also be significant differences in results intervals during exposure to calculate the rate of any color between exposures conducted in accordance with a single change. procedurebecauseofvariabilityinherentwithintheprocedures 7.2.4 Retainaspecimenofeachpaintinthedark.Afterthe themselves. test is complete, measure these retained specimens and com- parewiththepre-exposuremeasurementofthetestspecimens 6. Apparatus to verify that the retained specimens have not changed color 6.1 Sun Exposure Facilities as described in Practice G24, significantly during storage. using an exposure angle of 45°, facing the equator. 7.2.5 Compare visually the retained, unexposed specimens 6.2 Xenon-Arc Lightfastness Apparatus as described in with the exposed test specimens to verify that the measured Practice G155. color difference agrees with the perceived color change be- 6.3 DaylightFluorescentLampApparatus,6asdescribedin tween the exposed and unexposed specimens. These retained AnnexA1. specimens may also be needed for an additional test as 6.4 Fluorescent Cool White Lamp/Filtered Sunlamp Light- described in 7.7.1 and 7.7.2. fastnessApparatus,usingveryhighoutputcoolwhitefluores- 7.3 Expose specimen panels in at least two of the four test cent lamps and soda-lime glass filtered fluorescent UV sun- methods described. Oil, resin-oil alkyd, and acrylic emulsion lamps as described in Test Method D4674. paintspecimensshallbeexposedbyTestMethodAandeither 6.5 Spectrophotometer, abridged spectrophotometer or TestMethodB,TestMethodCorTestMethodD.Watercolors, colorimeter capable of excluding specular reflectance in its gouache, and other paints sensitive to moisture shall be measurement. exposed by Test Methods C and either Test Method B or Test 7. Procedure Method D. 7.1 Specimens of pigments to be tested in oil, resin-oil, or 7.3.1 TestMethodA—ExposuretoNaturalDaylightFiltered alkyd panels shall be prepared as directed in Specification Through Glass: D4302. Specimens of pigments to be tested in acrylic emul- 7.3.1.1 Mount the specimens on an open-type rack and sion paints shall be prepared as directed in Specification expose at 45° angle to the vertical to a total radiation dose of D5098. Specimens of pigments to be tested in watercolors 1260 MJ/m 2 in accordance with Practice G24. shall be prepared as directed in Specification D5067. 7.3.1.2 For tests in southern Florida expose panels during 7.2 Immediately before exposure, measure all test speci- the months of October through May. mens on a spectrophotometer or spectrocolorimeter (see Test 7.3.2 Test Method B— Exposure to Irradiance from Day- Method E1348 or E1349) or colorimeter (see Test Method light Fluorescent Lamps: E1347) using Illuminant C and the 1931 2° observer and 7.3.2.1 Mount the specimens with the test face 3 in. (75 excluding specular reflection from the measurement. Record mm) from the plane of the lamps. the measurements. 7.3.2.2 Unlessspecifiedotherwise,exposethespecimensto 7.2.1 Readspecimenpanelsalwayswithanybrushmarksin a repeating cycle of 8 h light followed by 4 h dark until the thesamedirectionandwithpanelsinthesamepositionsothat specimen has been exposed to a total radiant energy dose of the same area of the panel is measured before and after each 1260 MJ/m2. Rotate the specimen panels two positions to the exposureinterval.Ifthedesignoftheinstrumentallows,three right after each 100-MJ/m 2 dose. This test method takes readingsatdifferentlocationsonthepanelshouldbemadeand approximately nine months to complete. the mean calculated. If feasible, mark on the back of the 7.3.2.3 Maintaintheambientroomtemperatureat2463°C specimen the spot(s) measured, and remeasure these same andpreventthetestchamberfromexceedingroomtemperature spots following exposure. by more than 6°C. 7.3.2.4 Monitorirradianceatthespecimenlocationfortotal 6TheVerliluxlampsF48T12VLX/HO,manufacturedbyVerilux,Inc.,9Viaduct radiation for each rotation period. Measure radiation 1 h after Rd., Stamford, CT06906, used in the apparatus described inAnnexA1 are not available.Otherfluorescentlampsthatcloselysimulatedaylightmaybesuitable, thelampsareturnedonandattheendoftheperiod.Themean andSubcommitteeD01.57seeksinformationthatwillallowthesefluorescentlamps of these readings in joules per square centimetre (J/cm2) per toberecommended.Lampsshouldhavearelatedcolortemperatureof60006500 hour multiplied by the number of hours of radiation gives the Kandacolorrendenngindexofatleast90ascalculatedbyMethodofMeasuring J/cm2 for that period. andSpecifyingColour-RenderingPropertiesofLightSources,InternationalCom- missionofIllumination(CIE)publicationNo.13.2(TC-3.2)1974.Availablefrom 7.3.3 Test Method C— Exposure to Xenoc-Arc Irradiance theU.S.NationalCommitteeoftheCIE,c/oDirectorofMarketing,OEMDivision, Simulating Daylight Filtered Through Glass: North American Philips Lighting Corp., Philip Square CN8800, Somerset, NJ 08873. 7.3.3.1 Mount specimens in unbacked holders avoiding 2D 4303 positionsthatplacespecimensattheextremetoporbottomof 7.3.4.3 Adjust the specimens or specimen table so that the the specimen rack. surfaceofalltestspecimensarewithin3mmofbeingcoplanar 7.3.3.2 Unless agreed otherwise, expose specimens in ac- with the cosine receptor. cordancewithPracticesG151andG155tototalradiationfrom 7.3.4.4 Close the specimen drawer and verify lamp irradi- the filtered xenon arc to reach a radiant exposure of ance in accordance with 7.3.4.2. 510 kJ/m2 measured at 340 nm. Expose the specimens to 100 7.3.4.5 Turn on both sets of lamps. After 20 min turn off % light from the xenon arc apparatus equipped with window fluorescent sunlamps (FS) and record the cool white (CW) glassfilters.Setthemachinetomaintainanirradiancelevelat irradiance (radiometer reading) in W/m2. 0.35W/m2/nmat340nmandmaintaintherelativehumidityin 7.3.4.6 Turn off the CW lamps and turn on the FS lamps. thetestchamberat5565%RH.Theblackpaneltemperature Record the radiometer reading (W/m2). Calculate the off-time shallbe6362°C.Thisradiantexposuremeasuredat340nm internalcycleoftheFSlampsotheaveragenominalsunlamp has been calculated to provide total UV radiant exposure UV actinic exposure is set at 12% of the value of the VHO equivalent to the total UVbehind glass-filtered daylight when lamps.An example calculation is as follows: totalspectralradiantexposuretoglass-filtereddaylightis1260 Radiometer readings: MJ/m2. SeeAppendix X1. CW510.3 W/m2,FS52.4 W/m2 (1) NOTE 2—When mutually agreed upon, the following alternative light In 1 h: anddarkcyclemaybeemployedinaccordancewithPracticesG151and G155.Exposetestspecimenstothefollowingcycle: CWradiation510.3W/m233600 (2) Set the xenon arc apparatus equipped with window glass filters to maintainanirradiancelevelof0.35W/m2/nmat340nm. 5s37080J/m230.1254450 LightCycle:3.8hlight,at3565%RH.Theblackpaneltemperature FSradiation52.4W/m233600s58640J/m2 shallbe6362°C.Followedby: The On-Time required for the FS lamps is 4450/ DarkCycle:1hdark,at9065%RH.Theblackpaneltemperature shallbe3563°C. 864050.515 h. IthasbeenfoundthatAlizarinCrimson,andpossiblyotherpigments, The Off-Time interval is 0.485 h/h total operation of the unit. are affected by a light and dark cycle, owing to the oxidation-reduction 7.3.4.7 Program the FS lamp cycling to a 1-h time on effectoftitaniumdioxidechangingvalencewiththechangesfromlightto interval/cycle. darkandvice-versa,characteristicofdaylightandindoorlight. 7.3.4.8 Program the FS lamp timer to the off-time interval Any variance from the specified test cycle must be detailed in the calculated in the example in 7.3.4.6. Reportsection. 7.3.4.9 Startthetest.Donotaddspecimensoncethetesthas 7.3.4 Test Method D—Exposure to Irradiance From Very begun. High Output Cool White Fluorescent Lamps and Intermittent 7.3.4.10 Rotate specimens every 200 h by moving those in Exposure to Soda-Lime Glass Filtered Fluorescent UV Sun- theinnermostrow(adjacenttomedian)totheoutermostrowof lamps Representative of Illumination in an Indoor Environ- the same specimen tray, move all remaining rows one row ment: closer to the median. 7.3.4.1 Twosuitablereferencepigmentsmustbedetermined 7.3.4.11 Test is complete when reference pigment speci- and agreed to for each vehicle type7. To establish reference mens show a CIELAB DE>4.0. pigments, formulate two suitable pigments in the relevant 7.4 Measure test specimens immediately after exposure vehicle, prepare test specimens and expose them using both with specular reflection excluded in the measurement and Method A and Method C. Both test specimens must show a record. color difference before and after exposure that places them in 7.5 Calculate the color difference between the specimen LightfastnessCategoryII(DE>4and>8)inboththeMethod beforeexposureandafterexposureinaccordancewiththeCIE A and Method C tests. To conform to Test Method D, these 1976LabcolordifferenceequationinTestMethodD2244. reference pigments, purchased from the same manufacturer(s) State the color change in total color difference units (DE ). and dispersed in the vehicle used to establish their lightfast- ab 7.6 Visually check the exposed specimen against the unex- ness, must be included as controls when testing colors in that posed specimen of the same paint kept in subdued light, in vehicle. Test Method D is complete when test specimens of bothorthetworeferencepaintsshowacolordifferencegreater order to verify that the color difference stated in DE* ab units agreeswithvisualassessment.Makethischeckalsofollowing than four and less than 8 CIELAB units (CIELAB DE>4.0 any subsequent exposures. and >8). 7.3.4.2 Verify proper lamp function before starting test. 7.7 Since all test methods can produce aberrant results in Pre-age the lamps by leaving them on for a minimum of 48 h pigments that are sensitive to some aspect of a particular type prior to the initial test. Radiometer readings at the start of the of exposure, assign pigments to lightfastness categories based testshallnotbelessthan8.0W/m2forthe1500-mAlampsand on results from a minimum of two of the test methods 1.0W/m2 for the 430-mAlamps. described in 7.3.1-7.3.4: 7.7.1 Unless specified otherwise, expose one specimen in- landoutdoorsunderglasstodaylightinsouthernFloridabelow 27° latitude following Test Method A and expose the second 7PR170(F5RK)-NovapermRedF5RK,manufacturedbyClariantCorp.,and specimenindoorstosimulateddaylightbehindglassfollowing PY3-ArylideYellow272-1007,manufacturedbySunChemicalCorp.,havebeen foundsatisfactoryinbothoilandacrylicvehicles. eitherTestMethodB,TestMethodC,orTestMethodD.Place 3D 4303 pigment in the appropriate category if both tests indicate the ence and test specimens prior to and following exposure, and same category and neither result is within 60.5 DE of the 9.1.10 Lightfastness category for all test specimens as ab borderline between categories. determined in 7.7. 7.7.2 Iftheresultsfromthefirsttwotestsplacethepigment 9.2 The following is specific information required for each in different lightfastness categories, or if either of the test of the test methods: resultsfallwithin60.5DE* ofthedividinglinebetweentwo 9.2.1 Test Method A: ab categories, either assign the pigment to the poorer of the two 9.2.1.1 Total spectral radiant exposure, MJ/m2. categoriesinvolvedorforamoreaccuraterating,proceedwith 9.2.2 Test Method B: the third exposure. The third exposure may use either the test 9.2.2.1 Total spectral radiant exposure, MJ/m2, and methodnotusedinthetwopreviousexposures,ormayrepeat 9.2.2.2 If the program includes a dark period, specify the the exposure which gave the poorer result, providing the two light/dark periods. testresultsarewithin4DE* ofoneanother.Toguardagainst 9.2.3 Test Method C: ab acceptinganaberranttestresult,ifthereismorethan4DE* 9.2.3.1 Name and model of apparatus used, ab differencebetweenthefirsttwotestresults,usethetestmethod 9.2.3.2 Irradiance level, W/m2, for the control point or not employed in the first two tests for the third exposure. spectral range being measured, 7.7.3 Calculate the mean of the color differences from the 9.2.3.3 Radiant exposure at 340 nm, kJ/m2, three exposures to determine the appropriate lightfastness 9.2.3.4 Relative humidity, categoryunlessoneofthemdiffersfromthenearesttestresult 9.2.3.5 Black panel temperature, bymorethan4DE* ,orthemeaniswithin60.5DE* ofthe 9.2.3.6 Dry bulb temperature, and ab ab dividinglinebetweencategories.Inthesecasesmakeafourth 9.2.3.7 Panel rotation schedule. exposure. 9.2.4 Test Method D: 7.7.4 For the fourth exposure use the test method not 9.2.4.1 Initial CW UV irradiance, W/m2, previously employed, or repeat the test method with poorest 9.2.4.2 Final CW UV irradiance, W/m2, result, unless the results from that test method differ from the 9.2.4.3 Initial FS UV irradiance, W/m2, nearest other test result by more than 4 DE* . In this case, 9.2.4.4 Final FS UV irradiance, W/m2, ab discard this one test result. Calculate the mean of the test 9.2.4.5 FS On Time, and results from the four exposures, or three exposures if one has 9.2.4.6 Panel rotation schedule. been discarded, to determine the lightfastness category. 10. Precision and Bias 8. Interpretation of Results 10.1 Precision—Variation in test results can result from 8.1 Lightfastness I—Assign pigments that exhibit a mean differencesinpigmentmanufacturefromtimetotimewithina color change of 4 or less DE* to Lightfastness Category I. company, different varieties of a pigment from company to ab 8.2 Lightfastness II—Assign pigments that exhibit a mean company, specimen preparation, different instruments and colorchangeofmorethan4.0butnotmorethan8.0DE* to instrumental readings, variations in the surface of the speci- ab Lightfastness Category II. men, and the conditions of exposure. Allowance for these 8.3 Lightfastness III—Assign pigments that exhibit a mean variables is made by requiring more than one test and by color change of more than 8.0 but not more than 16.0 to establishing lightfastness categories that include a range of Lightfastness Category III. color differences. 8.4 Lightfastness IV—Assign pigments that exhibit a mean 10.2 To establish the relationship between test methods, 5 color change of more than 16.0 but not more than 24.0 to sets of 172 paint specimens, 90 in oil and 82 in acrylic Lightfastness Category IV. emulsion vehicle, were made at the same time by one person 8.5 Lightfastness V—Assign pigments that exhibit a mean andexposedinfoursetsoflightfastnesstests:southernFlorida color change of more than 24.0 to Lightfastness Category V. sun filtered through glass, Kansas sun filtered through glass, fluorescent apparatus, and xenon-arc apparatus.8 9. Report 10.2.1 Allfourtestmethodsplaced73%ofthepigmentsin 9.1 The following applies to reports for all test methods: thesamecategory.When12aberranttestresultsweredropped 9.1.1 Name of company, from consideration and the third and fourth exposures con- 9.1.2 ASTM test methods used, ducted as required in cases where test results are near the 9.1.3 Vehicle used, border line between lightfastness categories (see 8.2), all 9.1.4 ColourIndexNamesandConstitutionNumbersforall combinationsofthetestresultsplaced99%ofthepigmentsin pigments tested, the same category. 9.1.5 Date when exposure began, 10.3 Bias—Since there is no accepted reference material 9.1.6 CIELABnotationfortestspecimenspriortoexposure, suitable for determining bias for the procedure in these test 9.1.7 Date when test specimens were removed from expo- methods for measuring lightfastness, bias has not been deter- sure and total exposure time, mined. 9.1.8 CIELAB notation for test specimens following expo- sure. If it is not possible to measure specimens immediately after removal from exposure, give the date when rated, 8Supporting data are available from ASTM Headquarters. Request RR: 9.1.9 Give the color difference in CIELAB DE* for refer- D01–1036. 4D 4303 11. Keywords test; lightfastness; pigments; lightfastness categories 11.1 daylight filtered through glass exposure test; daylight fluorescent lamp exposure test; indoor fluorescent exposure 5D 4303 ANNEX (MandatoryInformation) A1. FLUORESCENTDAYLIGHTLAMPLIGHTFASTNESSAPPARATUS A1.1 The apparatus for exposing paint specimens to fluo- rescentirradiationisshowninalarge-sizeversioninFig.A1.1 and Fig. A1.2. A smaller version is shown in Fig. A1.3. Fig. A1.4 provides the dimensions and arrangement for construct- ing the larger size apparatus out of materials that are easily available. A1.2 Cabinet Construction—Make framework for the ap- paratus out of 11⁄ 2 by 11⁄ 2 by 1⁄ 8-in. (40 by 40 by 3.2-mm) aluminumangleavailableinhardwarestores.Thesupportsand the remainder of the enclosure are 1⁄ 8-in. tempered hardboard. The exposure panel supports, which are also the apparatus sides,aremaderemovablebybeingfastenedbyreversedbolts with wing nuts. Coat them on the interior side with a non-yellowing white paint. Four reflectors, which each can hold four fluorescent lamps, are fastened together by the NOTE 1—Notice hole for mounting Eppley pyranometer which is attachedatright.(b)Four-BankVeriluxFluorescentExposureApparatus withOnePanelOpen FIG.A1.2ApparatusforExposingPaintSpecimensto FluorescentIrradiation 11⁄ 2-in. angles, back to back, to form a square in the center of the cabinet facing the specimens, which are attached to the hardboardpanelssupportasshowninFig.A1.4.Constructthe framework so that the lamps are 3 in. (75 mm) from the test specimens. Cut holes in each side adjacent to the center and centered on a panel location to accommodate an Eppley pyranometer. With one panel space missing on each panel bank, the cabinet accommodates 108 test panels. A1.3 Irradiation—Thereflectorfixturesholdsixteen48-in. (1.2-m) long high-powered lamps with a correlated color temperature of 6000 K and a spectral irradiance simulating NOTE 1—Pyranometer,recorder,anddemandreadoutmeterinplace. sunlight. (a) Four-Bank Fluorescent ExposureApparatus that Handles One Hun- A1.3.1 Irradiancecanbemonitoredbyaspectralradiometer dredandEight3by6-in.Panels or a filter radiometer which has been calibrated to provide FIG.A1.1ApparatusforExposingPaintSpecimensto FluorescentIrradiation information on the total spectral radiant exposure. 6D 4303 NOTE 1—Pyranometer,recorder,anddemandreadoutmeterinplace. FIG.A1.3Single-BankDeviceofFourVeriluxDaylightFluorescentLamps6thatHandlesTwenty-seven3by6-in.Panels A1.3.2 Install a timer, shown as K in Fig. A1.4, to cycle The small 6°C temperature rise is sufficient to limit the exposure for 8 h of light followed by 4 h of dark. humidity in the cabinet to about 60% relative humidity even A1.3.3 Installanelectrictimemeterinthecircuit,shownas when the general humidity is very high. Install a thermometer NinFig.A1.4torecordthetotalamountoftimethelampsare inthetopofthecabinetneartheventandawayfromanydirect turned on. illumination from the lights. A1.4 Temperature and Humidity Control—Install a cen- A1.5 Ifpreferred,asmalleropenapparatusholdingasingle trifugalblowerunitatthebaseofthecabinet,shownasIinFig. bankoffourdaylightfluorescentlampsmaybeconstructedas A1.4.The air from the blower passes immediately through an showninFig.A1.3.Asmallfanblowingthroughtheunitfrom air filter O and, after passing through the specimen exposure one end furnishes the air draft, but otherwise the apparatus area, is vented out through the top of the cabinet. The blower musthavethesamedistancebetweenlampsandspecimensand furnishesthefilteredairdraftthatkeepsthetemperatureinthe cabinettowithin6°Coftheambienttemperatureoftheroom. the same monitoring equipment described inA1.2 andA1.3. 7D 4303 Drawing:1in.525mm. A 3-in.distancefromlamptoexposurespecimen I Centrifugalblower B Four-gangfixtureforfluorescentlamps J Fluorescentlampsin4-gangfixture C Exposurespecimens K Timertocontrolcycles D 11⁄2by11⁄2by1⁄8-in.aluminumangleframe L Two2-wayswitchesforoff-onandinterval-on E 1by1⁄8-in.metaltrimstrip M Individualswitchesforeachbank F 3⁄16-in.carriagebolt,3⁄4-in.long,spaced6in.apart,withwingnut N Timemeter G Metalcornermouldingreversed O AirFilter,inside H Aluminumangleframethroughout P Vent NOTE 1—Frameis11⁄2by11⁄2by1⁄8-in.aluminumangle.Enclosureandremovablepanelsupportsidesaretemperedhardboard. FIG.A1.4DimensionsforConstructingApparatus APPENDIX (NonmandatoryInformation) X1. RADIANTEXPOSURECALCULATION X1.1 The amount of exposure required by these test specimensexposedoutdoorsbehindwindowglassasdescribed methods, 1260 MJ/m2, was determined in a study of test inASTM RR D-1 1036.8Test specimens were prepared in oil 8D 4303 and acrylic emulsion vehicles from ninety-two pigments, radiantdosagefrom300to400nm.Thisvalue(61.7MJ/m2)is including a set of control pigments with known lightfastness. shown in Table X1.1, equal for both the sunlight and xenon Color difference measurements, verified by visual comparison sources. of exposed and unexposed specimens of the same paints, determinedthatat1260MJ/m2thecolorchangeshadoccurred X1.6 The xenon radiant dosages were calculated for the that have historically been seen in the control pigments other xenon control points (340 and 420 nm) based on 61.7 following normal indoor exposure for a great many years, MJ/m2 for the 300 to 400-nm spectral range.These values are while beyond that point many specimens had bleached suffi- listed in Table X1.1. ciently to make measurements misleading. X1.2 Astandardforsunlightwasselected,inthiscaseCIE X1.7 TargetingtheradiantdosagescalculatedinTableX1.1 Number 85, Table 4. This CIE standard is for direct sunlight; forthexenoncontrolpoints,tworadiancelevelswereselected therefore, the CIE data was multiplied by the spectral reflec- appropriateforxenontestinginAtlasequipmentwiththeType tance of typical window glass to arrive at a standard for “S” borosilicate inner and soda-lime outer filter combination. sunlight through window glass. TheseirradiancelevelsareshowninTableX1.2alongwiththe target radiant dosage for each xenon control point. X1.3 Since the xenon arc and sunlight spectra are quite different in the IR range, the glass-filtered spectrum was X1.8 From the radiant dosage and irradiance levels, the divided into radiant dosages calculated for different wave- xenon exposure time was calculated.These times are listed in lengthranges(subsetsofthetotalradiantdosage)basedonthe TableX1.2andrepresentthefinalresultsofthesecalculations. total spectral radiant exposure of 1260 MJ/m2. For each xenon irradiance control point and controlled irradi- X1.4 Radiant dosages for sunlight through window glass ance level, the time listed is the required exposure period to were calculated for the wavelength ranges typically used for produce total UV radiant exposure equivalent to the total UV xenon-arccontrol:340nm,420nm,and300to400nm.These of glass-filtered sunlight when the exposure to total spectral values are shown in Table X1.1. radiantenergyofthesunthroughwindowglassis1260MJ/m2. X1.5 A xenon spectrum with Type “S” borosilicate inner and soda-lime outer filters was equated with the sunlight TABLEX1.1 RadiantExposureValuesA RadiantExposureValuesoverDifferentWavelengthRanges Source 420nm 340nm 300–400nmB 250–3000nm SunlightThroughWindowGlass 1940kJ/m2 303kJ/m2 61.7MJ/m2 1260.0MJ/m2 XenonwithType“S”BorosilicateInnerandSoda-Lime 1330kJ/m2 510kJ/m2 61.7MJ/m2 OuterFilters AThisinformationisincludedforreferencepurposesonly. BXenonandsunlightwereequatedoverthisrange. 9D 4303 TABLEX1.2 ExposureTimesA XenonControlPoint, RadiantExposureEquivalentto61.7 IrradianceLevel, ExposureTimeRequiredtoAchievethe nm MJ/m2TotalUVinGlass-FilteredSunlight W/m2 RadiantExposureinColumn2,h 340 510kJ/m2 0.35 410.5 0.50 283.3 420 1330kJ/m2 0.90 410.5 1.30 283.3 300–400 61.7MJ/m2 42.3 410.5 60.5 283.3 AThisinformationisincludedforreferencepurposesonly. TheAmericanSocietyforTestingandMaterialstakesnopositionrespectingthevalidityofanypatentrightsassertedinconnection withanyitemmentionedinthisstandard.Usersofthisstandardareexpresslyadvisedthatdeterminationofthevalidityofanysuch patentrights,andtheriskofinfringementofsuchrights,areentirelytheirownresponsibility. Thisstandardissubjecttorevisionatanytimebytheresponsibletechnicalcommitteeandmustbereviewedeveryfiveyearsand ifnotrevised,eitherreapprovedorwithdrawn.Yourcommentsareinvitedeitherforrevisionofthisstandardorforadditionalstandards andshouldbeaddressedtoASTMHeadquarters.Yourcommentswillreceivecarefulconsiderationatameetingoftheresponsible technicalcommittee,whichyoumayattend.Ifyoufeelthatyourcommentshavenotreceivedafairhearingyoushouldmakeyour viewsknowntotheASTMCommitteeonStandards,100BarrHarborDrive,WestConshohocken,PA19428. 10
D4601.PDF	Designation: D 4601 – 98 AMERICANSOCIETYFORTESTINGANDMATERIALS 100BarrHarborDr.,WestConshohocken,PA19428 ReprintedfromtheAnnualBookofASTMStandards.CopyrightASTM Standard Specification for Asphalt-Coated Glass Fiber Base Sheet Used in Roofing1 ThisstandardisissuedunderthefixeddesignationD4601;thenumberimmediatelyfollowingthedesignationindicatestheyearof originaladoptionor,inthecaseofrevision,theyearoflastrevision.Anumberinparenthesesindicatestheyearoflastreapproval.A superscriptepsilon(e)indicatesaneditorialchangesincethelastrevisionorreapproval. ThisstandardhasbeenapprovedforusebyagenciesoftheDepartmentofDefense. 1. Scope 5.3 The impregnating and coating material shall be a hot- 1.1 This specification covers asphalt impregnated and applied asphalt permitted to be compounded with a mineral coated glass fiber base sheet, with or without perforations, for stabilizer. useasthefirstplyofthebuilt-uproofing.Whennotperforated, 5.4 The base sheet may be faced with a kraft paper on the this sheet is suitable for use as a vapor retarder, with a solid bottom side. mopping of asphaltic material, under roof insulation or be- 6. Physical Requirements, Dimensions, and Masses tween multiple layers of roof insulation. 6.1 Thematerialshallconformtothephysicalrequirements, 1.2 Thevaluesstatedininch-poundunitsaretoberegarded dimensions, and masses described in Table 1 and Table 2. as the standard. 2. Referenced Documents TABLE1 PhysicalRequirementsA 2.1 ASTM Standards: Description TypeI TypeII D146 Test Methods for Sampling and Testing Bitumen- Breakingstrength,minimumlbf/in(kN/ 22(3.9) 44(7.7) Saturated Felts and Woven Fabrics for Roofing and Wa- m)longitudinalandtransverse terproofing2 Pliability,1⁄2in.(13mm)radius Maximumfailures,10specimens 0 0 D228 Test Methods forAsphalt Roll Roofing, Cap Sheets, and Shingles2 ATopreventtheasphaltglassfiberbasesheetfromslippingfrombetweenthe jawsofthetensiletestingmachine,insertathinstripofsoftgasketrubberbetween D1079 Terminology Relating to Roofing, Waterproofing, thefeltineachofthefourjawfacesofthemachine. and Bituminous Materials2 3. Terminology It may have small pin holes throughout the sheet. 6.2 Perforated material shall conform to the physical re- 3.1 Definitions—Fordefinitionsoftermsusedinthisspeci- quirements,dimensions,andmassesdescribedinTables1-3.It fication, refer to Terminology D1079. may have small pin holes throughout the sheet. 4. Classification 6.3 The finished product shall not crack nor be so sticky as to cause tearing or other damage upon being unrolled at 4.1 Asphalt impregnated and coated glass fiber base sheet, temperatures between 40 and 140°F (4 and 60°C). Type I and Type II, are covered by this specification. 7. Workmanship, Finish, andAppearance 5. Materials and Manufacture 7.1 The finished material shall be uniformly impregnated 5.1 The mat shall be a thin, porous mat of uniformly andcoatedwithasphalt.Itshallbefreeofvisibledefectssuch distributed glass fibers, with or without additional reinforcing as holes, ragged or untrue edges, breaks, cracks, tears, and strands of glass yarn, and bonded with a water-resistant protrusions.Thisisnottoexcludeperforationsforthespecific resinous binder. purposeofprovidingforventingofgasesduringapplicationor 5.2 Intheprocessofmanufacture,asinglethicknessofglass small pin holes. fibermatshallbeimpregnatedwithhotasphalt,coatedonone orbothsideswithahotasphalticmaterial,andpermittedtobe 8. Sampling and Test Methods surfaced with mineral surfacing. 8.1 Sample the material and determine the properties de- scribed in this specification in accordance with Test Methods D228 unless otherwise indicated. 1This specification is under the jurisdiction of ASTM Committee D-8 on Roofing,Waterproofing,andBituminousMaterialsandisthedirectresponsibilityof 8.2 Breaking Strength—Determine in accordance with Test Subcommittee D08.04 on Felts and Fabrics for Bituminous Roofing and Water- Methods D146, Section 13. (Specimens must be free from proofing. perforations.) CurrenteditionapprovedJan.10,1998.PublishedSeptember1998.Originally 8.3 Moisture Content—Determine in accordance with Test publishedasD4601–86.LastpreviouseditionD4601–97a. 2AnnualBookofASTMStandards,Vol04.04. Methods D146, Section 12. 1D 4601 TABLE2 DimensionsandMassesA Description TypeI TypeII Widthofroll,in.(mm) 36(914)60.7% 36(914)60.7% or or asagreedbetweenbuyerandseller asagreedbetweenbuyerandseller Areaofroll asagreedbetweenbuyerandseller asagreedbetweenbuyerandseller Netdrymass—coatedsheetminimumlb/100ft2(g/m2) Averageofallrolls 13.4(654) 15.5(756) Individualrolls 12.8(625) 14.5(708) Moisture,%,maximumattimeofmanufacture 1.0 1.0 Massofdesaturatedglassmat,minimum,lb/100ft2(g/m2) 1.4(68) 1.7(83) Surfacingandstabilizer,max.% 70 65 Asphalt,minimum,lb/100ft2(g/m2) 5.6(273) 7.0(342) Ash,%(glassmatonly) 70to88 70to88 ATestforcompliancetothisspecificationpriortoapplication.Typescannotbedifferentiatedafterinstallation. TABLE3 DimensionsandHoleSpacingRequirementsforPerforatedGlassFiberBaseSheet Property 0.25in.(6.4mm)Perforations 1in.(25.4mm)Perforations Diameterofperforation,in.(mm) 0.25(6.4)620% 1.0(25.4)620% Spacingofperforationsineachrow,centertocenter,in.(mm) 6.0(152)625% 6.0(152)625% Spacingbetweenadjacentrows,centertocenter,in.(mm) 6.0(152)625% 6.0(152) 625% 8.4 Pliability Testing—Test in accordance with Test Meth- shall agree to the quantity of rolls deemed unacceptable. The odsD146,exceptthespecimensshallbeconditionedasinTest suppliershallthenhavetherighttosubmitthesamenumberof Methods D146, Strength Section 13.1.1. new rolls as replacement. 8.5 Use rule to measure perforation size and spacing. 8.6 The percentage of surfacing and stabilizer shall be the 11. Packaging and Package Marking ratio of mass of surfacing and stabilizer to the mass of the 11.1 Unlessotherwiseagreeduponbetweenthesupplierand surfacing, stabilizer, and asphalt. purchaser, each product package shall be plainly marked with thesupplier’sname,theproductbrand,theASTMdesignation, 9. Inspection and type of bitumen if not evident in the label name of the 9.1 Inspection—Inspection shall be in accordance with the product. requirements of this specification. 11.2 The rolls shall be securely wrapped or banded in a 9.2 InspectionAlternatives—Alternativeinspectionrequire- manner that completely encircles the roll and will prevent mentsshallbedeterminedbyandasagreeduponbetweenthe slipping or unrolling. purchaser and the supplier. 11.3 No roll shall contain more than two pieces, and no more than 3% of the rolls in any lot shall contain two pieces. 10. Rejection and Resubmittal If a roll contains a manufacturing splice, the splice shall be 10.1 Failure to Conform—Failure to conform to any of the clearly marked. requirementsasstatedinthisspecificationconstitutesgrounds for rejection. 12. Keywords 10.2 RejectionRedress—Thesuppliershallhavetherightto 12.1 asphaltimpregnated;basesheet;built-uproof;coated; inspect the rejected materials. The supplier and the purchaser fiberglass; partially attached; vapor retarder TheAmericanSocietyforTestingandMaterialstakesnopositionrespectingthevalidityofanypatentrightsassertedinconnection withanyitemmentionedinthisstandard.Usersofthisstandardareexpresslyadvisedthatdeterminationofthevalidityofanysuch patentrights,andtheriskofinfringementofsuchrights,areentirelytheirownresponsibility. Thisstandardissubjecttorevisionatanytimebytheresponsibletechnicalcommitteeandmustbereviewedeveryfiveyearsand ifnotrevised,eitherreapprovedorwithdrawn.Yourcommentsareinvitedeitherforrevisionofthisstandardorforadditionalstandards andshouldbeaddressedtoASTMHeadquarters.Yourcommentswillreceivecarefulconsiderationatameetingoftheresponsible technicalcommittee,whichyoumayattend.Ifyoufeelthatyourcommentshavenotreceivedafairhearingyoushouldmakeyour viewsknowntotheASTMCommitteeonStandards,100BarrHarborDrive,WestConshohocken,PA19428. 2
API 607 2016.pdf	Fire Test for Quarter-turn Valves and Valves Equipped with Nonmetallic Seats API STANDARD 607 SEVENTH EDITION, JUNE 2016Special Notes API publications necessarily address problems of a general nature. With respect to particular circumstances, local, state, and federal laws and regulations should be reviewed. Neither API nor any of API’s employees, subcontractors, consultants, committees, or other assignees make any warranty or representation, either express or implied, with respect to the accuracy, completeness, or usefulness of the information contained herein, or assume any liability or responsibility for any use, or the results of such use, of any information or process disclosed in this publication. Neither API nor any of API’s employees, subcontractors, consultants, or other assignees represent that use of this publication would not infringe upon privately owned rights. API publications may be used by anyone desiring to do so. Every effort has been made by the Institute to ensure the accuracy and reliability of the data contained in them; however, the Institute makes no representation, warranty, or guarantee in connection with this publication and hereby expressly disclaims any liability or responsibility for loss or damage resulting from its use or for the violation of any authorities having jurisdiction with which this publication may conflict. API publications are published to facilitate the broad availability of proven, sound engineering and operating practices. These publications are not intended to obviate the need for applying sound engineering judgment regarding when and where these publications should be utilized. The formulation and publication of API publications is not intended in any way to inhibit anyone from using any other practices. Any manufacturer marking equipment or materials in conformance with the marking requirements of an API standard is solely responsible for complying with all the applicable requirements of that standard. API does not represent, warrant, or guarantee that such products do in fact conform to the applicable API standard. Users of this standard should not rely exclusively on the information contained in this document. Sound business, scientific, engineering, and safety judgment should be used in employing the information contained herein. Work sites and equipment operations may differ. Users are solely responsible for assessing their specific equipment and premises in determining the appropriateness of applying the standard. At all times users should employ sound business, scientific, engineering, and judgment safety when using this standard. API is not undertaking to meet the duties of employers, manufacturers, or suppliers to warn and properly train and equip their employees, and others exposed, concerning health and safety risks and precautions, nor undertaking their obligations to comply with authorities having jurisdiction. All rights reserved. No part of this work may be reproduced, translated, stored in a retrieval system, or transmitted by any means, electronic, mechanical, photocopying, recording, or otherwise, without prior written permission from the publisher. Contact the publisher, API Publishing Services, 1220 L Street, NW, Washington, DC 20005. Copyright © 2016 American Petroleum InstituteForeword Nothing contained in any API publication is to be construed as granting any right, by implication or otherwise, for the manufacture, sale, or use of any method, apparatus, or product covered by letters patent. Neither should anything contained in the publication be construed as insuring anyone against liability for infringement of letters patent. Shall: As used in a standard, “shall” denotes a minimum requirement in order to conform to the specification. Should: As used in a standard, “should” denotes a recommendation or that which is advised but not required in order to conform to the specification. This document was produced under API standardization procedures that ensure appropriate notification and participation in the developmental process and is designated as an API standard. Questions concerning the interpretation of the content of this publication or comments and questions concerning the procedures under which this publication was developed should be directed in writing to the Director of Standards, American Petroleum Institute, 1220 L Street, NW, Washington, DC 20005. Requests for permission to reproduce or translate all or any part of the material published herein should also be addressed to the director. Generally, API standards are reviewed and revised, reaffirmed, or withdrawn at least every five years. A one-time extension of up to two years may be added to this review cycle. Status of the publication can be ascertained from the API Standards Department, telephone (202) 682-8000. A catalog of API publications and materials is published annually by API, 1220 L Street, NW, Washington, DC 20005. Suggested revisions are invited and should be submitted to the Standards Department, API, 1220 L Street, NW, Washington, DC 20005, standards@api.org. iiiContents 1 Scope . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 2 Normative References . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 3 Terms and Definitions. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 4 Test Conditions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 4.1 Direction and Conditions for Valves to Be Tested. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 4.2 Pressure Relief Provision. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 5 Fire Test Method . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 5.1 General Warning . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 5.2 Principle . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 5.3 Apparatus. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 5.4 Test Fluid . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 5.5 Test Fuel. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 5.6 Procedure. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 6 Performance. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 6.1 General. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 6.2 Through-seat Leakage During Burn Period. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 6.3 External Leakage During Burn and Cool-down Periods. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 6.4 Low-pressure Test Through-seat Leakage After Cooldown. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 6.5 Operability . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 6.6 External Leakage Following Operational Test. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 6.7 Test Report. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 7 Qualification of Other Valves by Representative Size, Pressure Rating, and Materials of Construction. . 11 7.1 General. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11 7.2 Materials of Construction. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11 7.3 Qualification of Valves by Nominal Size. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12 7.4 Qualification of Valves by Pressure Rating . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12 Bibliography . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14 Figures 1 Recommended Systems. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 2 Calorimeter Cube Design and Dimensions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 3 Location of Temperature Measurement Sensors—Nonmetallic Seated Valves up to DN 100, NPS 4, Class 150 and Class 300 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 4 Location of Temperature Measurement Sensors for All Other Valves (Nonmetallic Seated Valves Larger Than DN 100, NPS 4, Class 150 and Class 300, and All Valve Sizes Class 300). . . . . . . . . 8 Tables 1 Maximum Leak Rates . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 2 Other Valves Qualified by DN. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12 3 Other Valves Qualified by NPS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12 4 Other Valves Qualified by Class . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13 vIntroduction This standard covers the requirements and method for evaluating the performance of valves when they are exposed to defined fire conditions. The performance requirements establish limits of acceptability of a valve, regardless of size or pressure rating. The burn period has been established to represent the maximum time required to extinguish most fires. Fires of longer duration are considered to be of major magnitude with consequences greater than those anticipated in the test. The test pressure during the burn is set at 0.2 MPa (30 psig) for nonmetallic seated valves rated Class 150 and Class 300 to better simulate the conditions that would be expected in a process plant when a fire is detected and pumps are shut down. In this case, the source of pressure in the system is the hydrostatic head resulting from liquid levels in towers and vessels. This situation is approximated by this lower test pressure. In production facilities, valves are typically of a higher rating and the pressure source is not easily reduced when a fire is detected. Therefore, for all other valves, the test pressure during the burn is set at a higher value to better simulate the expected service conditions in these facilities. Use of this standard assumes that the execution of its provisions is entrusted to appropriately qualified and experienced personnel because it calls for procedures that may be injurious to health if adequate precautions are not taken. This standard refers only to technical suitability and does not absolve the user from legal obligations relating to health and safety at any stage of the procedure.Fire Test for Quarter-turn Valves and Valves Equipped with Nonmetallic Seats 1 Scope This standard specifies fire type-testing requirements and a fire type-test method for confirming the pressure-containing capability of quarter-turn valves and other valves with nonmetallic seating under pressure during and after the fire test. It does not cover the testing requirements for valve actuators other than manually operated gear boxes or similar mechanisms when these form part of the normal valve assembly. Other types of valve actuators (e.g. electrical, pneumatic, or hydraulic) may need special protection to operate in the environment considered in this valve test, and the fire testing of such actuators is outside the scope of this standard. NOTE For the purposes of this standard, the terms “fire type-test” and “fire test” are synonymous. 2 Normative References The following referenced documents are indispensable for the application of this document. For dated references, only the edition cited applies. For undated references, the latest edition of the referenced document (including any amendments) applies. API Standard 598, Valve Inspection and Testing IEC 60584-2, Thermocouples: Tolerance Values of the Thermoelectric Voltages 3 Terms and Definitions For the purposes of this document, the following terms and definitions apply. 3.1 asymmetric seated valve Valve with an internal construction that has no plane of symmetry perpendicular to the axis of the body ends. NOTE This is a valve with a single seat offset from the shaft centerline. 3.2 Class An alphanumeric designation that is used for reference purposes related to valve pressure-temperature capability, taking into account valve material mechanical properties and valve dimensional characteristics. It comprises the letters Class followed by a dimensionless whole number. The number following the letters Class does not represent a measurable value and is not used for calculation purposes except where specified in this standard. The allowable pressure for a valve having a Class number depends on the valve material and its application temperature and is to be found in tables of pressure-temperature ratings. 3.3 DN An alphanumeric designation of size that is common for components used in a piping system, used for reference purposes, comprising the letters DN followed by a dimensionless number indirectly related to the physical size of the bore or outside diameter of the end connection, as appropriate. The dimensionless number following DN does not represent a measurable value and is not used for calculation purposes except where specified in this standard. 3.4 NPS An alphanumeric designation of size that is common for components used in a piping system, used for reference purposes, comprising the letters NPS followed by a dimensionless number indirectly related to the physical size 12 API STANDARD 607 of the bore or outside diameter of the end connection, as appropriate. The dimensionless number may be used as a valve size identifier without the prefix NPS. The dimensionless size identification number does not represent a measurable value and is not used for calculation purposes. 3.5 symmetric seated valve Valve with an internal construction that has a plane of symmetry perpendicular to the axis of the body ends. NOTE This is a valve where both seat sealing elements are identical. 4 Test Conditions 4.1 Direction and Conditions for Valves to Be Tested 4.1.1 Symmetric seated valves intended by the manufacturer for bidirectional installation shall be tested in one direction only. 4.1.2 Asymmetric seated valves intended by the manufacturer for bidirectional installation shall be tested by carrying out the burn test procedure twice, once in each direction of the potential installation. The same valve may be refurbished and re-tested, or another, identical, valve may be tested in the other direction. 4.1.3 Valves intended solely for unidirectional installation shall be clearly and permanently marked as such and shall be tested in the stated direction of installation. 4.1.4 If the valve being tested is fitted with a gearbox or other such manual device, then only that particular assembly shall qualify. If a valve can be supplied with or without a gearbox, testing with a gearbox fitted shall qualify valves without a gearbox but not the converse. Grease may be removed from a gearbox prior to testing for safety purposes. 4.1.5 Valves (and gearboxes) shall not be protected with insulation material of any form during testing, except where such protection is part of the design of the component(s). 4.1.6 Prior to initiating the test, inspection requirements and testing by the valve manufacturer shall have been completed on the valve in accordance with API Standard 598 or applicable production testing. 4.2 Pressure Relief Provision If the valve under test incorporates a pressure relief device as part of its standard design and if this device activates during the fire test, then the test shall be continued and any leakage to atmosphere from the device shall be measured and counted as external leakage. If the design is such that the device vents to the downstream side of the valve, then any leakage shall be counted as through-seat leakage (see 5.6.12 and 5.6.14). However, the test shall be stopped if the system pressure relief device described in 5.3.2.8 activates. 5 Fire Test Method 5.1 General Warning Fire testing of valves is potentially hazardous, and it is essential that the safety of personnel be given prime consideration. Given the nature of the fire test and the possibility of weaknesses in the design of the test valve and test equipment, hazardous rupture of the pressure boundary could occur. Adequate shields in the area of the test enclosure and other appropriate means for the protection of personnel are necessary. 5.2 Principle A closed valve completely filled with water under pressure is completely enveloped in flames with an environmental temperature in the region of the valve of 750 °C to 1000 °C (1400 °F to 1800 °F) for a period of 30FIRE TEST FOR QUARTER-TURN VALVES AND VALVES EQUIPPED WITH NONMETALLIC SEATS 3 minutes. The objective is to completely envelop the valve in flames to ensure that the seat and sealing areas are exposed to the high burn temperature. The intensity of the heat input shall be monitored using thermocouples and calorimeter cubes as specified in 5.6.9 and 5.6.10. During this period, the internal and external leakage is recorded. After cooldown from the fire test, the valve is tested to assess the pressure-containing capability of the valve shell, seats, and seals. 5.3 Apparatus 5.3.1 General The test equipment shall not subject the valve to externally applied stress affecting the results of the test. Schematic diagrams of recommended systems for fire type-testing of valves are given in Figure 1. Potential pipework-to-valve end connection joint leakage is not evaluated as part of the test and is not included in the allowable external leakage (see 6.3 and 6.6). For the purposes of this test, it may be necessary to modify these joints to eliminate leakage. The test equipment shall be designed so that if the nominal diameter of the pipework situated immediately upstream of the test valve is larger than DN 25 or one-half the DN of the test valve, the pipework shall be enveloped in flames for a minimum distance of 150 mm (6 in.) from the test valve. The diameter of the upstream pipework shall be sufficient to deliver a flow rate in excess of the maximum allowable leak rate for the size of the valve being tested. The pipework downstream of the test valve shall be at least DN 15 and shall be inclined so that the downstream side is fully drained. The flame source shall be at least 150 mm (6 in.) minimum away from the valve or any calorimeters and should have sufficient capacity to completely envelop the valve in flames. The enclosure containing the valve shall provide a horizontal clearance of a minimum of 150 mm (6 in.) between any part of the test valve and the enclosure, and the height of the enclosure above the top of the test valve shall be a minimum of 150 mm (6 in.). 5.3.2 Specific Apparatus 5.3.2.1 Vapor trap to minimize the cooling effect of the upstream liquid. See Figure 1, (8). 5.3.2.2 Industrial pressure measurement devices having a full-scale reading of between 1.5 and 4 times the pressure being measured. The accuracy of each test device used at any point on the scale shall be within 3 % of its maximum scale value for readings taken both up and down the scale with either increasing or decreasing pressure. See Figure 1, (7) (14). 5.3.2.3 Calorimeter cubes made of carbon steel in accordance with the design and dimensions shown in Figure 2, with a thermocouple of the accuracy specified in 5.3.2.4, located in the center of each cube. Calorimeter cubes shall be scale free before exposure to the fire environment. 5.3.2.4 Flame environment and valve body thermocouples of an accuracy at least equal to tolerance class 2 for type B or tolerance class 3 for other types as specified in IEC 60584-2. See Figure 1, (13). 5.3.2.5 Containers of a size suitable for collecting the water leaked from the valve under test. See Figure 1, (18). 5.3.2.6 Calibrated sight gauge or device for measuring the water used during the test. See Figure 1, (4). 5.3.2.7 Calibrated device for measuring the leakage water collected during the test. 5.3.2.8 Pressure relief provision, incorporated in the system, consisting of a pressure relief valve to relieve the test valve center cavity pressure to the atmosphere, to protect against potential rupture of the valve if it is designed such that liquid can be trapped in the cavity. See Figure 1, (14). The pressure relief valve setting shall be either a) that determined by the valve manufacturer from data obtained by hydrostatic pressure testing of valves of the same size and type as the fire-tested valve or b) when pressure test data are not available, a setting not greater than 1.5 times the maximum allowable working pressure at 20 °C (70 °F). The maximum allowable working pressure depends on materials, design, and working temperatures and is to be selected from the tables of pressure-temperature ratings given in the appropriate standards such as ASME B16.34.4 API STANDARD 607 Figure 1—Recommended SystemsFIRE TEST FOR QUARTER-TURN VALVES AND VALVES EQUIPPED WITH NONMETALLIC SEATS 5 Figure 2—Calorimeter Cube Design and Dimensions 5.4 Test Fluid The test fluid used shall be water. 5.5 Test Fuel The test fuel shall be gaseous. 5.6 Procedure NOTE The numbered items in parentheses refer to the apparatus of Figure 1.6 API STANDARD 607 5.6.1 Mount the test valve in the test apparatus so that the stem and bore of the valve are in the horizontal position. Mount a valve that operates in only one direction (unidirectional) in their normal operating position. Locate the flame environment, body thermocouples, and calorimeter cubes in the positions shown in Figures 3 and 4, as appropriate. For nonmetallic seated valves up to DN 100 or NPS 4 and pressure ratings up to Class 300, use two flame environment thermocouples and two body thermocouples and calorimeter cubes as shown in Figure 3. For all other valves, use two flame environment thermocouples and two calorimeter cubes as shown in Figure 4. For valves DN 200 or NPS 8 and larger, use the third calorimeter cubes as shown in Figure 4. 5.6.2 With the test valve in the partially open position, open the water supply valve (5), the shut-off valve (6), the vent valves (16), and the shut-off valve (15) to flood the system and purge the air. When the system is completely filled with water, close the shut-off valve (15), the vent valves (16), and the water supply valve (5). Pressurize the system with water to a test pressure of 1.4 times the maximum allowable working pressure at 20 °C (70 °F)—the actual test pressure may be rounded up to the next highest bar1. Check for leaks in the test apparatus and eliminate as necessary. Release the pressure, close the test valve, and open the shut-off valve (15). 5.6.3 If the valve under test is of the upstream sealing type, determine the volume of water that is trapped between the upstream seat seal and the downstream seat seal when the valve is closed. Record this volume. It is assumed that, during the fire type-test, this volume of water will flow through the valve and pass the downstream seat seal to be collected in the container (18). Since this volume has not actually leaked through the upstream seat seal, it is deducted from the total volume collected in the downstream container when determining the through-seat leakage (see 5.6.11). 5.6.4 Pressurize the system to one or the other of the following pressures, as appropriate: a) for nonmetallic seated valves rated Class 150 and Class 300, the low test pressure at 0.2 MPa (30 psig); b) for all other valves, the high test pressure at 75 % of the maximum permissible seat working pressure at 20 °C (70 °F). Maintain this test pressure during the burn and cool-down periods, momentary pressure losses of up to 50 % of the test pressure being permitted provided that the pressure recovers within 2 minutes and the cumulative duration is less than 2 minutes. 5.6.5 Record the reading on the calibrated sight gauge or device (4). Empty the container (18). 5.6.6 Adjust the test system, excluding the test valve, during the test period to maintain the temperatures and pressures required. 5.6.7 Open the fuel supply, establish a fire, and monitor the flame environment temperature throughout the burn period of 30 minutes, +5, −0 minutes. Check that the average temperature of the two flame environment thermocouples (13) reaches 750 °C (1400 °F) within 2 minutes from the start of the burn period, i.e. from ignition of the burners. Maintain the average temperature between 750 °C and 1000 °C (1400 °F to 1800 °F), with no reading less than 700 °C (1300 °F) for the remainder of the burn period of 30 minutes. 5.6.8 If cavity pressure exceeds the stated manufacturer’s allowable pressure, the test shall end and be reported as an invalid test. 5.6.9 The average temperature of the calorimeter cubes shall be 650 °C (1200 °F) within 15 minutes of starting the burn period. For the remainder of the burn period, maintain the minimum average temperature of 650 °C (1200 °F), with no temperature falling to less than 560 °C (1000 °F). For valves subjected to the low-pressure test (see 5.6.4), the body thermocouple shall maintain 590 °C (1100 °F) for at least 5 minutes and the bonnet thermocouple shall maintain 650 °C (1200 °F) for at least 15 minutes of the burn period. The burn period may be extended by up to 5 minutes in order to achieve this requirement. 11 bar = 0.1 MPa = 105 Pa = 14.5 psig; 1 MPa = 1 N/mm2FIRE TEST FOR QUARTER-TURN VALVES AND VALVES EQUIPPED WITH NONMETALLIC SEATS 7 5.6.10 Record instrument readings (7), (12), (13), (14) every 30 seconds during the burn period. Thermocouples should be numbered, and individual records of temperature shall be recorded. 5.6.11 At the end of the burn period (30 minutes, +5, −0 minutes), shut off the fuel supply. 5.6.12 Immediately determine the amount of water collected in the container (18) and establish the total through-seat leakage during the burn period. If the test valve is an upstream sealing type (see 5.6.3), deduct the volume of water trapped between the upstream seat seal and the downstream seat seal. Continue collecting water in the container (18) for use in establishing the external leakage rate of the test valve during the burn and cool-down periods. 5.6.13 Within 5 minutes of extinguishing the fire, force-cool the test valve with water so that its external surface temperature remains below 100 °C (212 °F); the time for cooling shall not exceed 10 minutes. Record the time taken to force-cool the external surface of the valve below 100 °C (212 °F). Warning—The internal parts of the valve could remain at significantly higher temperatures than the external surface of the valve. 5.6.14 Check and adjust the test pressure in accordance with 5.6.4. Record the readings on the sight gauge (4) and determine the quantity of water in the container (18). Record any leakage through the external pressure relief device if fitted as part of the standard design. The figures are used to calculate the total external leakage throughout the burn and cool-down periods. Figure 3—Location of Temperature Measurement Sensors—Nonmetallic Seated Valves up to DN 100, NPS 4, Class 150 and Class 3008 API STANDARD 607 Figure 4—Location of Temperature Measurement Sensors for All Other Valves (Nonmetallic Seated Valves Larger Than DN 100, NPS 4, Class 150 and Class 300, and All Valve Sizes Class 300) 5.6.15 For valves Class 600 and lower, decrease or stabilize the pressure to the low test pressure at 0.2 MPa (30 psig) and measure the through-seat leakage over a 5-minute period. 5.6.16 Increase or stabilize the test pressure to the high test pressure, close the shut-off valve (15), and operate the test valve against the test pressure to the fully open position. 5.6.17 Stabilize the pressure to the high test pressure and measure the external leakage over a 5-minute period. 6 Performance 6.1 General Valves tested in accordance with 5 shall be in accordance with 6.2 to 6.7. 6.2 Through-seat Leakage During Burn Period For the low-pressure test, the average through-seat leakage at low test pressure during the burn period (see 5.6.11) shall not exceed the value given in Table 1. For the high-pressure test, the average through-seat leakage at high test pressure during the burn period (see 5.6.11) shall not exceed the value given in Table 1. 6.3 External Leakage During Burn and Cool-down Periods For the low-pressure test, the average external leakage, not including through-seat leakage, during the burn and cool-down periods (see 5.6.13) shall not exceed the value given in Table 1. For the high-pressure test the average external leakage, not including through-seat leakage, during the burn and cool-down periods (see 5.6.13) shall not exceed the value given in Table 1.FIRE TEST FOR QUARTER-TURN VALVES AND VALVES EQUIPPED WITH NONMETALLIC SEATS 9 6.4 Low-pressure Test Through-seat Leakage After Cooldown The maximum through-seat leakage shall not exceed the value given in Table 1. 6.5 Operability After the completion of fire testing, the operability of the valve shall be checked. While the valve is in the closed position, the full test pressure (5.6.4) shall be applied against the closure member. The valve shall be cycled from the fully closed to the fully open position using the operator fitted to the test valve. Due to the temperature of the test, high pressures within the valve may be at a level that may compromise the pressure boundary integrity. Extension handles are allowed to protect the operating personnel from risks associated with potential loss of containment during the valve operation. The use of extension handles shall not result in an applied torque that is higher than that available from the fitted operator. 6.6 External Leakage Following Operational Test The average external leakage of the valve in the open position at the high test pressure (see 5.6.16) shall not exceed the value given in Table 1. Table 1—Maximum Leak Rates All leakage in mL/min Through-seat Leakage External Leakage After Operational During Burn After Cooldown During Burn and Cooldown Test (See 5.6.11 and 6.2) (See 5.6.15 and 6.4) (See 5.6.13 and 6.3) (See 5.6.17 and 6.6) DN NPS Low Test High Test Low Test Low Test High Test High Test Pressure Pressure Pressure Pressure Pressure Pressure 8 1/4 32 128 13 8 32 8 10 3/8 40 160 16 10 40 10 15 1/2 60 240 24 15 60 15 20 3/4 80 320 32 20 80 20 25 1 100 400 40 25 100 25 32 11/4 128 512 51 32 128 32 40 11/2 160 640 64 40 160 40 50 2 200 800 80 50 200 50 65 21/2 260 1040 104 65 260 65 80 3 320 1280 128 80 320 80 100 4 400 1600 160 100 400 100 125 5 500 2000 200 125 500 125 150 6 600 2400 240 150 600 150 200 8 800 3200 320 200 800 200 >200 >8 800 3200 320 200 800 200 NOTE External leakage does not include potential leakage from the pipework-to-valve end connection (see 5.3.1).10 API STANDARD 607 6.7 Test Report The test report shall include the following information: a) date of fire type-test; b) place at which the fire type-test was conducted; c) specification used for the fire type-test (including date of publication and applicable amendments); d) valve manufacturer’s name and address; e) statement that the fire-tested valve has passed all the required hydrostatic, air type and production pressure tests required by the standard to which the valve was manufactured (manufacturer’s statement may be accepted); f) full description of the valve tested, including nominal size, pressure rating designation, type (e.g. gate), weight, whether reduced or full bore, material of body/bonnet, trim material, and manufacturer’s reference number; g) markings on the valve and their locations, including manufacturer’s nameplate date (if fitted); h) manufacturer’s sectional drawing of the valve and a detailed parts list, including materials, of all valve components tested, identified in the text by identification number (drawing number), and revision and date of issue of documents; i) statement as to whether or not a gear box is fitted to the test valve and, if fitted, the type, manufacturer’s name, model number, and mechanical advantage; j) test pressure during burn and cooldown; k) time of test start, i.e. of ignition of burners; l) temperature recorded at start and at 30-second intervals throughout duration of test, with individual records for each thermocouple; m) through-seat leakage during burn period (see 6.2); n) external leakage during burn and cool-down periods (see 6.3); o) time required for valve to cool to 100 °C; p) through-seat leakage (low-pressure test) for valves Class 600 and lower; q) statement as to whether or not the test valve unseated and moved to the fully open position (see 6.5); r) external leakage in the open position (see 6.6); s) whether the valve is asymmetric and intended for bidirectional installation—test results in both directions; t) observations made during the course of the test that may have bearing on the results provided; u) declaration as to whether or not the test valve complied with the requirements of this standard; v) indication on the cover sheet or table of contents of the report of the total number of pages contained in the document (including drawings), with each page being numbered, e.g. 1/12, 2/12;FIRE TEST FOR QUARTER-TURN VALVES AND VALVES EQUIPPED WITH NONMETALLIC SEATS 11 w) name and affiliation of individuals witnessing the fire test; x) manufacturer’s reported maximum allowable body cavity pressure. 7 Qualification of Other Valves by Representative Size, Pressure Rating, and Materials of Construction 7.1 General Instead of testing each nominal size and nominal pressure rating of a given valve design, all valves of the same basic design (type, model, and/or configuration), as the test valve, may be deemed to have been fire-tested, subject to the following limitations. a) A test valve may be used to qualify valves larger than the test valve but not exceeding twice the nominal size of the test valve (see 7.3). A size DN 200 or NPS 8 test valve qualifies all larger sizes. If the minimum size of a given range of valves is greater than DN 200 or NPS 8, then the minimum size of the range shall be tested to qualify all sizes. b) A DN 50 (NPS 2) valve may be used to qualify all smaller sizes of valve of the same types. If the maximum size of a given range of valves is smaller than DN 50 or NPS 2, then the maximum size of the range shall be tested to qualify all sizes. c) A test valve may be used to qualify valves with higher Class ratings but not exceeding twice the Class rating of the test valve, except as shown in Tables 3 and 4. d) A reduced bore (or Venturi pattern) test valve may be used to qualify a smaller nominal size full bore (or regular pattern) valve when the components associated with the obturator, seat seals, and stem are identical in design and size. In such a case, the permissible average leakage rates are those applicable to the full bore (or regular pattern) valve. e) The type of valve body ends is not considered by this standard. However, the mass of the valve is determined in part by the body end type. For qualification to the present standard, and providing that all other qualification criteria have been met, valves with ends different to those of the test valve may also qualify provided that their mass is greater than that of the test valve or their mass is not less than 75 % of that of the test valve. 7.2 Materials of Construction 7.2.1 For the purposes of product compliance certification or type testing systems, the materials of construction of the pressure-retaining envelope of the valve shall be deemed to qualify other materials of construction within the generic classifications below: — ferritic, — austenitic, — duplex. 7.2.3 If a range of valves is covered by testing of ferritic test valves then the type-testing coverage may be extended to cover austenitic or duplex materials by carrying out a further test on a single valve of each material. For product lines NPS 2 and below, the valve shall be of the maximum size of the product range. For those where the product line extends to larger sizes, the valve shall be equal to or greater than the median size in the ferritic testing. Other materials of construction of the pressure-retaining envelope of the valve require full testing of representative size and pressure ratings as specified in 7.3 and 7.4.12 API STANDARD 607 7.2.4 Alloy steel bolting (e.g. B7, L7) used as part of the valve’s pressure-retaining envelope may be used to qualify austenitic steel bolting but not vice versa. 7.2.5 Any change in nonmetallic materials with respect to the seat-to-closure member seal, seat-to-body seal, stem seal, and body joint seal require a re-qualification. Filled PTFE, however, may qualify non-filled PTFE and vice versa. 7.3 Qualification of Valves by Nominal Size The valves of other nominal sizes that may be deemed to have been fire type-tested relative to the actual valve tested are given in Tables 2 and 3. 7.4 Qualification of Valves by Pressure Rating The valves of other Classes that may be deemed to have been fire type-tested relative to the actual valve tested are given in Table 4. Table 2—Other Valves Qualified by DN Size of Valve to Be Tested Other Valve Sizes Qualified DN DN 50 50 and below; 65; 80; 100 65 65; 80; 100; 125 80 80; 100; 125; 150 100 100; 125; 150; 200 125 125; 150; 200; 250 150 150; 200; 250; 300 200 200 and larger Table 3—Other Valves Qualified by NPS Size of Valve to Be Tested Other Valve Sizes Qualified NPS NPS 2 2 and below; 21/2; 3; 4 21/2 21/2; 3; 4; 5 3 3; 4; 5; 6 4 4; 5; 6; 8 5 5; 6; 8; 10 6 6; 8; 10; 12 8 8 and largerFIRE TEST FOR QUARTER-TURN VALVES AND VALVES EQUIPPED WITH NONMETALLIC SEATS 13 Table 4—Other Valves Qualified by Class Other Valves Qualified Valve Tested Class Rating Class Rating 150 150; 300 300 300; 400; 600 400 400; 600; 800 600 600; 800; 900 800 800; 900; 1500 900 900; 1500 1500 1500; 2500 2500 2500Bibliography The following codes and standards are not referenced directly in this standard. Familiarity with these documents may be useful as they provide additional information pertaining to this standard. For dated references, only the edition cited applies. For undated references, the latest edition of the referenced document (including any amendments) applies. [1] API Recommended Practice 591, User Acceptance of Refinery Valves [2] API Specification 6D/IS0 14313, Pipeline Valves [3] API Standard 599, Metal Plug Valves—Flanged, Threaded, and Welding Ends [4] API Standard 608, Metal Ball Valves—Flanged, Threaded, and Welding Ends [5] API Standard 609, Butterfly Valves: Double Flanged, Lug- and Wafer-Type [6] ASME B1.20.1, Pipe Threads, General Purpose (Inch) [7] ASME B16.34, Valves—Flanged, Threaded, and Welding End 14Product No. C60707
D4282.PDF	Designation: D 4282 – 95 AMERICANSOCIETYFORTESTINGANDMATERIALS 100BarrHarborDr.,WestConshohocken,PA19428 ReprintedfromtheAnnualBookofASTMStandards.CopyrightASTM Standard Test Method for Determination of Free Cyanide in Water and Wastewater by Microdiffusion 1 ThisstandardisissuedunderthefixeddesignationD4282;thenumberimmediatelyfollowingthedesignationindicatestheyearof originaladoptionor,inthecaseofrevision,theyearoflastrevision.Anumberinparenthesesindicatestheyearoflastreapproval.A superscriptepsilon(e)indicatesaneditorialchangesincethelastrevisionorreapproval. 1. Scope dures and Discussion on Reporting Low-Level Data3 1.1 This test method covers the determination of free E 275 Practice for Describing and Measuring Performance cyanides in waters and wastewaters. Free cyanide is here of Ultraviolet, Visible, and Near Infrared Spectrophotom- defined as the cyanide which diffuses as cyanide (HCN), at eters4 room temperature, from a solution at pH 6.2 3. Terminology 1.2 Thistestmethoddoesnotincludecomplexesthatresist 3.1 Definitions: dissociation, such as hexacyanoferrates and gold cyanide, nor 3.1.1 Foradefinitionoftermsusedinthistestmethodrefer does it include thiocyanate and cyanohydrin. to Terminology D1129. 1.3 Thistestmethodmaybeappliedtowaterandwastewa- 3.2 Definitions of Terms Specific to This Standard: ter samples containing free cyanide from 10 to 150 µg/L. 3.2.1 free cyanide—refers to those simple cyanides or Greater concentrations may be determined by appropriate looselyheldcomplexesofcyanidethatdiffuseatpH6,atroom dilution. temperature. 1.4 This test method has been fully validated by collabora- tive testing as specified by Practice D2777. 4. Summary of Test Method 1.5 This standard does not purport to address all of the 4.1 The reactions are carried out in a microdiffusion cell. safety concerns, if any, associated with its use. It is the 4.2 The sample is treated with cadmium ion to precipitate responsibility of the user of this standard to establish appro- the hexacyanoferrates. priate safety and health practices and determine the applica- 4.3 ThesampleisbufferedatpH6andallowedtostandfor bilityofregulatorylimitationspriortouse.Forspecifichazard 4 h. statements, see 8.6, 8.9, Section 9, and 12.2.1. 4.4 The HCN diffuses into sodium hydroxide solution. 2. Referenced Documents 4.5 An aliquot of the sodium hydroxide solution is treated 2.1 ASTM Standards: with chloramine-T, and the cyanogen chloride formed is D 1129 Terminology Relating to Water3 reactedwithbarbituricacidinpyridine.Theabsorbanceofthe D 1192 Specification for Equipment for Sampling Water color formed is measured using a spectrophotometer at a and Steam3 wavelength of 580 nm. D 1193 Specification for Reagent Water3 5. Significance and Use D2777 PracticeforDeterminationofPrecisionandBiasof Applicable Methods of Committee D-19 on Water3 5.1 Thistestmethodisusefulindistinguishingbetweenthe D 3370 Practices for Sampling Water from Closed Con- potentially available free cyanide (total cyanide) and the free duits3 cyanide actually present. D 3856 Guide for Good Laboratory Practices in Laborato- 5.2 This test method provides a convenient technique for ries Engaged in Sampling andAnalysis of Water3 making on-site free cyanide determinations. D 4210 Practice for Interlaboratory Quality Control Proce- 6. Interferences 6.1 Decomposition of Hexacyanoferrates During Diffusion: 1ThistestmethodisunderthejurisdictionofASTMCommitteeD-19onWater 6.1.1 This decomposition is virtually eliminated by allow- andisthedirectresponsibilityofSubcommitteeD19.06onMethodsforAnalysisfor ing the sample to diffuse in the dark, and by precipitating the OrganicSubstancesinWater. hexacyanoferrates with cadmium ion. CurrenteditionapprovedSept.10,1995.PublishedNovember1995.Originally publishedasD4282–83.LastpreviouseditionD4282–89(1994)e1. 6.2 Instability of Free Cyanide in Effluents—The reactivity 2ThepaperbyJ.M.KruseandL.E.Thibault“DeterminationofFreeCyanide offreecyanidewithsuchchemicalsasaldehydesoroxidizing inFerro-andFerricyanides,”AnalyticalChemistry,45(13):2260–2261;1973Nov., agents, is not really a method interference. However, because recommendsadiffusionatpH7.TheANSImodification(ANSIPH4.41-1978)uses pH6.UsingtheconditionsoftheANSImethod,diffusioniscompletedwithin4 hoursatpH6.LongerdiffusiontimewasrequiredatpH7onthesamplesanalyzed. 3AnnualBookofASTMStandards,Vol11.01. 4AnnualBookofASTMStandards,Vol03.06. 1D 4282 of this instability, it is important for the diffusion to begin as (see Fig. 1 for an example of a typical titration curve). soon after sampling as possible. It is beyond the scope of this 8.6.1.3 Calculate the concentration of the cyanide stock testmethodtolistallthepossiblecyanidereactionsthatmaybe solution using the following equation: encountered. 503~mLsilvernitrate!5mg/LCN2instocksolution 7. Apparatus 1.00mLofsilvernitratesolutionisequalto1mgofCN2. 7.1 Diffusion Cell, microdiffusion cell, Conway type, 8.7 Potassium Phosphate Buffer Solution (Acidified)—Add 68-mm outside diameter.5 8.0mLofconcentratedphosphoricacid(spgr1.69),H PO ,to 3 4 7.2 Micropipets, 0.10 mL, 1.00 mL. 100 mLof potassium phosphate solution. 7.3 Spectrophotometer, conforming to Practice E275. 8.8 Potassium Phosphate Solution, 190 g/L—Add 400 mL 7.4 Spectrophotometer Cell, 1-cm equipped with a stopper. of water to a 2-L beaker.Add and dissolve 14.5 g of sodium 7.5 Pipet or Syringe, adjustable (to deliver 1.30 mL). hydroxide, NaOH. Add and dissolve 190 g of potassium 7.6 Calomel Reference Electrode, with saturated KNO phosphate, monobasic, KH PO .Add water to 950 mL to aid 3 2 4 electrolyte, or the equivalent. dissolution. Adjust the pH of the solution to pH 5.9 to 6.1, 7.7 pH Meter. using100g/Lsodiumhydroxidesolution.Transferthesolution 7.8 Silver Electrode. to a 1-Lvolumetric flask, and dilute to volume with water. 8.9 Pyridine-Barbituric Acid Reagent—Add 15.0 g of 8. Reagents barbituric acid to a 250-mL volumetric flask. Wash down the 8.1 Purity of Reagents—Reagent grade chemicals shall be sides of the flask with just enough water to moisten the usedinalltests.Unlessotherwiseindicated,itisintendedthat barbituric acid. Add 75 mL of pyridine and swirl to mix. reagents shall conform to the specifications of the Committee Slowly add 15 mL of concentrated hydrochloric acid (sp gr on Analytical Reagents of the American Chemical Society6 1.19)andswirltomix.Coolthesolutiontoroomtemperature. where such specifications are available. Other grades may be Dilutetovolumeandmix.Itisrecommendedthatthisreagent used provided it is first ascertained that the reagent is of be prepared fresh weekly and stored in a dark place. sufficient purity to permit its use without lessening the accu- Warning—Pyridine is toxic; avoid contact or inhalation. racy of the determination. Prepare this reagent in an exhaust hood. 8.2 Purity of Water—Unless otherwise indicated, reference 8.10 Silver Nitrate Solution, Standard (1 mL51 mg of towatershallbeunderstoodtomeanreagentwaterconforming CN−)—Weigh 3.2647 g of silver nitrate on an analytical to Type II of Specification D1193. balance. Quantitatively transfer the silver nitrate to a 1-L 8.3 CadmiumChlorideSolution(10g/L),CdCl —Dissolve 2 volumetric flask. Dissolve and dilute to volume with water. 10.0 g of anhydrous cadmium chloride in 750 mLof water in Store in a dark glass bottle. a 1-Lvolumetric flask. Dilute to volume with water. 8.11 Sodium Hydroxide Solution (4.1 g/L), NaOH—Add 8.4 Chloramine-T Reagent (10 g/L)—Dissolve 1.00 g of 4.10 g of sodium hydroxide to 800 mL of water in a 1-L chloramine-Tin50mLofwaterina100-mLvolumetricflask. volumetric flask. Stir until dissolved, and cool the solution to Dilute to volume with water. Make this reagent fresh daily. room temperature before adjusting the final volume to 1 L. 8.5 Cyanide Solution, Standard (1.00 mL52 µg CN−)— 8.12 Sodium Hydroxide Solution (2.05 g/L), NaOH—Add Pipet2.00mLofcyanidestocksolution(approximately1.0g/L 2.05 g of sodium hydroxide to 800 mL of water in a 1-L CN−) into a 1-L volumetric flask and dilute to volume with volumetric flask. Stir until dissolved, and cool the solution to sodium hydroxide solution (2.05 g/L). roomtemperaturebeforeadjustingthefinalvolumeto1L.(An 8.6 Cyanide Solution Stock—Dissolve 2.51 g of potassium alternative preparation is to dilute 0.10 N sodium hydroxide cyanide, KCN, in 500 mLof sodium hydroxide solution (2.05 solution with an equal volume of water.) g/L) in a 1-L volumetric flask. Dilute to volume with sodium hydroxide solution (2.05 g/L).This solution contains approxi- mately 1.0 g/L cyanide (CN−). Warning—KCN is highly toxic,avoidcontactorinhalation.Prepareandstandardizethis solution weekly. 8.6.1 Standardizing Cyanide Stock Solution: 8.6.1.1 Using a silver electrode and a reference electrode, titrate 20.0 mLof the cyanide stock solution (in a beaker also containing 50 mL of sodium hydroxide solution (2.05 g/L)) with the silver nitrate standard solution. 8.6.1.2 RecordthemLoftitrationforuseinthecalculation 5OnesourceofsupplyforthesecellsisArthurH.Thomas,No.3806-F-10. 6Reagent Chemicals, American Chemical Society Specifications, American ChemicalSociety,Washington,DC.Forsuggestionsonthetestingofreagentsnot listed by theAmerican Chemical Society, see Analar Standards for Laboratory Chemicals,BDHLtd.,Poole,Dorset,U.K.,andtheUnitedStatesPharmacopeia andNationalFormulary,U.S.PharmaceuticalConvention,Inc.(USPC),Rockville, NOTE 1—Twentymillilitresof2.51g/LKCNtitratedwithAgNO 3. MD. FIG.1TypicalTitrationCurveStandardizingKCNSolution 2D 4282 9. Hazards 9.1 Safety Precautions: 9.1.1 Becauseofthetoxicityofcyanide,exercisegreatcare in its handling. Acidification of cyanide solutions produces toxic gaseous hydrocyanide acid (HCN). Perform all manipulations in the hood so that any HCN that might volatilize is safely vented. 9.1.2 Some of the reagents used in these methods, such as cyanide solutions, are highly toxic. Dispose of these reagents and their solutions properly. 9.1.3 Do not pipet by mouth. 9.2 Operational Precautions—This test method requires practice and manual dexterity. The following practices have been found necessary to obtain reliable test results: 9.2.1 Keep the samples in the dark because light can dissociate complex cyanides and lead to high values. FIG.2ExampleofCalibrationCurveforCN− 9.2.2 Run the samples at least in duplicate. 9.2.3 Use calibrated syringes or equivalent for delivering for calibration, until it is established that the calibration curve thesample.Theforceofthesampleejectionaidsinthemixing willapplyforalongerperiodoftime.Thenitisonlynecessary in the microdiffusion cell. toruntwostandards(suchas0and100µg/LCN−)witheach 9.2.4 Exercise great care during mixing of solutions by batch of samples as a check on the existing calibration curve. tilting and rotating the microdiffusion cell to avoid spilling or splashing liquid from one compartment to another. 12. Procedure 9.2.5 Makethesealbetweenthemicrodiffusioncellandlid 12.1 Microdiffusion of Free Cyanide: airtight. 12.1.1 Pipet3.00mLofsampleorcalibrationstandardinto 9.2.6 Itisimportanttoobservethespecifiedtimeperiodsin the outer ring of a clean, dry, microdiffusion cell (see Fig. 3). those steps where such is noted. In particular, make the 12.1.2 Usingacalibratedsyringe(oradjustablepipet),pipet spectrophotometer measurements in the 3 to 6-min interval. 1.30 mLof sodium hydroxide solution (4 g/L) into the center 9.2.7 Full color development in the spectrophotometer cell of the chamber of the microdiffusion cell. requires that after each addition, mix the solution thoroughly 12.1.3 At this time, smear the ground glass side of a glass without loss of material. cell cover plate with a sufficiently heavy layer of petroleum 10. Sampling and Sample Preservation jelly or stopcock grease to achieve an airtight seal. 12.1.4 Usingamicropipet,pipet0.5mLof10g/Lcadmium 10.1 Collect the sample in accordance with Specification chloridesolution(10g/L)intothesampleintheoutsideringof D1192 and Practices D3370. themicrodiffusioncell.Tiltandrotatethecellfor15stoensure 10.2 Asatisfactory preservation technique is not available. Reactions between CN− and aldehydes, oxidizing agents, or mixing. 12.1.5 Immediately inject 1.0 mL of potassium phosphate sulfides will continue. However, if the sample cannot be solution (190 g/L) into the sample in the outside ring of the analyzed immediately, some steps can be taken to slow down microdiffusion cell, inject at an angle in order to force the the reactions taking place. solutionaroundthechamber,andquicklysealwiththegreased 10.2.1 AdjustthesampletopH12ormore.Thisminimizes CN− losses due to vaporization. glass plate. 12.1.6 Tilt and rotate the cell for 15 s to ensure proper 10.2.2 Store the samples in the dark to prevent mixing. hexacyanoferrate breakdown. 12.1.7 Keepthecoveredcellinthedarkforaperiodofnot 10.2.3 Keepthesamplecool(forexample,inarefrigerator). less than 4 h and not more than 8 h. 11. Calibration 12.2 Dye Formation: 12.2.1 At the end of the diffusion period, pipet a 1.00-mL 11.1 Calibration Standards—Pipet 0.00 (Note 2), 5.00, aliquot of the NaOH solution from the center chamber of the 10.0,and15.0mLofthe2.00-mg/Lcyanidestandardsolution microdiffusion cell into a clean, dry, stoppered intofour200-mLvolumetricflasks.Diluteeachoftheflasksto spectrophotometer cell. The stopper shall form a watertight volume with sodium hydroxide solution (2.05 g/L). These seal.Foralargenumberofdeterminations,itwillbenecessary dilutions yield calibration standards that are approximately 0, 50, 100, and 150 µg/Lof CN−, respectively. to periodically clean the cells with acid-dichromate or methanol-hydrochloric acid (3 volumes of water, 1 volume of NOTE 1—The0.00samplecanalsobeconsideredtheblank. concentrated HCl [sp gr 1.19] and 4 volumes of methanol). 11.2 To establish the calibration curve, analyze the Avoid contact with skin or eyes with these acid reagents. calibration standards in accordance with the procedure in Methanol may be used to dry the cell, if necessary. Section 12. Plot a calibration curve of concentrations of CN− Warning—DO NOT keep methanol near a flame. versus absorbance (see Fig. 2). Standards should be run daily 12.2.2 Micropipet 0.1 mLof acidified potassium phosphate 3D 4282 TypicalCell (a) FillingInnerCompartment FillingOuterCompartment (b) (c) FIG.3MicrodiffusionCell buffer into the spectrophotometer cell. Seal the cell and invert regionof578nm.Theoptimumwavelengthmayvaryslightly 4 to 5 times to mix. when different bottles of barbituric acid are used. 12.2.3 Micropipet0.50mLofchloramine-Treagentintothe spectrophotometercell.Sealthecellandinvert4to5timesto NOTE 2—The total volume of that liquid in the cell is 2.6 mLthat is normally sufficient. If it is not sufficient, the buffer volume may be mix.Completemixingatthispointiscriticaltotheprocedure. increased in 12.2.2 by a standard amount.This will result in a different 12.2.4 Micropipet 1.00 mL of pyridine-barbituric acid calibrationcurve. reagentintothecellandreplacethestopper.Notethetimeand invert the cell 8 to 10 times to mix. 12.2.6 The optimum wavelength may vary slightly when 12.2.5 At the end of 3 min, read the absorbance of the new bottles of barbituric acid are used. coloredsolutionagainstairattheabsorbancemaximuminthe 4D 4282 13. Calculation TABLE1 RecoveryandPrecisionData 13.1 Derive the amount of CN− in micrograms per litre Amount Amount Statistical Added, Found, Significance, from the calibration curve established in 11.2. Fig. 2 is an n S S Bias %Bias µg µg t o 95%CL example of a typical calibration curve in the 0 to 150 µg/L CN−/L CN−/L range. For samples of greater CN− concentration, the sample ReagentWater will be diluted appropriately with sodium hydroxide solution (2.05 g/L). A3.00-mL sample of the diluted solution is 32 31.4 18 3.77 4.1 −0.6 −1.9 no 80 76 18 5.76 5.2 −4 −5.0 yes analyzed according to the procedure.The value read from the 144 138 18 11.5 7.6 −6 −4.2 yes calibration curve is then corrected in accordance with the MatrixWater dilution factor. 32 30.7 18 2.56 2.6 −1.3 −4.0 no 80 74 18 6.01 4.9 −6 −7.5 yes 144 130 18 13.3 8.1 −14 −9.7 yes 14. Precision and Bias 7 14.1 Precision—Basedontheresultsofsixoperatorsinsix laboratories, the overall and single-operator precision of this Practice D4210 and Guide D3856. test method within its designated ranges may be expressed as 15.2 A duplicate sample and known standard must be run follows: each day that an analysis is performed. The duplicate and ReagentWater S 50.07x 11.03 standard shall meet satisfactory limits as established by the t S 50.03x 12.94 controlchartbeforeadeterminationisconsideredsatisfactory. o 15.3 Ablank and spiked sample shall be run each day that SelectedWaterMatrices S 50.10x20.98 t ananalysisisperformed.Thespikeshallbeinaccordancewith S 50.05x 11.04 o thatoutlinedin11.11ofGuideD3856.Theblankshallbelow where: enough that it will not unduly influence the data. S 5 overall precision, 15.4 One standard must be run with every 10 samples or t S 5 single-operator precision, and with each batch, whichever results in the greater frequency. o x 5 cyanide concentration,µ g/L. The results must meet the limits established in Section 14 of 14.2 Bias—Recoveries of known amounts of diffusible this test method before the data for that batch or set of 10 cyanide from Type II reagent water and selected water samples are acceptable. matrices, were as shown in Table 1. 15.5 Other QA/QC portions of this test method have not 14.3 Thesecollaborativetestdatawereobtainedonreagent been completely established at this time.Analysts performing water and selected matrix waters including tap water, river thistestmethodwillberequiredtomeasuretheirperformance (natural) water, and treatment plant effluent mixed with against the performance level achieved in the interlaboratory noncontact cooling water. These data may not apply to other study of the test method. matrices. 15.6 It is the intention of Subcommittee D19.06 to incorporate formal QA/QC procedures into the test method at 15. QualityAssurance/Quality Control suchtimeastheyhavepassedtheconsensusprocessandhave 15.1 Before this test method is applied to the analysis of been officially accepted by the Society. samples of unknown cyanide concentration, the analyst must establish quality control by the procedures recommended in 16. Keywords 16.1 free cyanide; hexacyanoferrate; instability; microdiffusion; micropipet; pyridine-barbaturic acid; 7SupportingdatafortheprecisionandbiasstatementhavebeenfiledatASTM HeadquartersasRR:D19-1091. spectrophotometer; wastewater TheAmericanSocietyforTestingandMaterialstakesnopositionrespectingthevalidityofanypatentrightsassertedinconnection withanyitemmentionedinthisstandard.Usersofthisstandardareexpresslyadvisedthatdeterminationofthevalidityofanysuch patentrights,andtheriskofinfringementofsuchrights,areentirelytheirownresponsibility. Thisstandardissubjecttorevisionatanytimebytheresponsibletechnicalcommitteeandmustbereviewedeveryfiveyearsand ifnotrevised,eitherreapprovedorwithdrawn.Yourcommentsareinvitedeitherforrevisionofthisstandardorforadditionalstandards andshouldbeaddressedtoASTMHeadquarters.Yourcommentswillreceivecarefulconsiderationatameetingoftheresponsible technicalcommittee,whichyoumayattend.Ifyoufeelthatyourcommentshavenotreceivedafairhearingyoushouldmakeyour viewsknowntotheASTMCommitteeonStandards,100BarrHarborDrive,WestConshohocken,PA19428. 5
D4200.PDF	Designation: D 4200 – 82 (Reapproved 1998) Standard Test Method for Evaluating Inhibitory Effects of Ink Grids on Membrane Filters 1 ThisstandardisissuedunderthefixeddesignationD4200;thenumberimmediatelyfollowingthedesignationindicatestheyearof originaladoptionor,inthecaseofrevision,theyearoflastrevision.Anumberinparenthesesindicatestheyearoflastreapproval.A superscriptepsilon(e)indicatesaneditorialchangesincethelastrevisionorreapproval. 1. Scope 6. Apparatus 1.1 Thistestmethoddescribesaprocedurewherebytheuser 6.1 Incubator, capable of maintaining temperatures of of ink-gridded membrane filters in water quality studies can 44.56 0.2°C. ascertainwhetherornotthegridlinesaretoxicandinhibitory 6.2 Membrane Filtration Units. to bacterial growth when the membrane and its entrapped 6.3 Vacuum Source with trap vessel. bacteria are incubated on a suitable media. 6.4 Forceps, blunt-nosed. 1.2 This standard does not purport to address all of the 6.5 Autoclave or other sterilizing equipment. safety concerns, if any, associated with its use. It is the 6.6 Expendables: responsibility of the user of this standard to establish appro- 6.6.1 Gridded membrane filters. priate safety and health practices and determine the applica- 6.6.2 1-mLand 10-mLpipets. bility of regulatory limitations prior to use. 6.6.3 Petri dishes (50-mm) containing 6 to 8 mL of agar mediumora100-mmdishwith2062mLofagarmedium,or 2. Referenced Documents both. 2.1 ASTM Standards: 6.6.4 Erlenmeyer flasks. D 1129 Terminology Relating to Water2 D 1193 Specification for Reagent Water2 7. Reagents and Materials 7.1 Purity of Water—Unless otherwise indicated, reference 3. Terminology towatershallbeunderstoodtomeanreagentwaterconforming 3.1 Definitions—For definitions of terms used in this test to reagent water Type II of Specification D1193. method, refer to Terminology D1129. 7.2 M-FCAgarwithRosolicAcid orequivalent(henceforth referred to as agar medium), formulated, prepared, and dis- 4. Summary of Test Method pensed in accordance with the manufacturer’s specifications. 4.1 A heavy bacterial suspension is filtered through a 7.3 TryptoneSoyaBroth orequivalent(henceforthreferred griddedmembranefilter.Thebacterialconcentrationemployed to as broth medium), formulated, prepared, and dispensed in is sufficient to cover much of the membrane with bacterial accordance with the manufacturer’s specifications. colonies. 7.4 Peptone Water, 0.1%, sterile. 4.2 Afterfiltrationthemembraneisincubatedonasuitable 7.5 BrothCulture ofE.coliATCC11229,18-h,preparedas medium and the distribution of the colonies and shape of the follows: Add 1 mL of an 18 6 2-h broth culture of E. coli colonies noted in the area around each grid line. ATCC 11229 to 99 mL of 0.1% peptone water, mix thor- oughly, then add 0.1 mL of this suspension to another flask 5. Significance and Use containing99mLof0.1%peptonewater.Thisistheworking 5.1 This test method may be applied to determine the concentration and should contain approximately 103 bacteria suitability of grid-marked membrane filters for use in bacte- per millilitre to provide contiguous but discrete growth. riologicalculturetechniquesforthedetectionandenumeration of bacterial organisms. NOTE 1—Hydrophobic leaching may cause growth inhibition in areas adjacenttogridlines. 5.2 Aparticularlysensitiveorganismandgrowthconditions have been selected for this test method in order to maximize 8. Procedure sensitivity to toxic materials possibly present in the inks used 8.1 Assemblethesterilemembranefiltrationapparatus,and for grid-marking membrane filters. connect to vacuum trap and vacuum source. 8.2 Process five randomly selected membrane filters, using 1ThistestmethodisunderthejurisdictionofASTMCommitteeD-19onWater 1-mL aliquots of culture suspension from 7.5, and 30 mL of and is the direct responsibility of Subcommittee D19.08 on Membranes and Ion 0.1% peptone water added to the filter funnel with standard ExchangeMaterials. membrane filtration procedures. Place the membranes in petri CurrenteditionapprovedOct.29,1982.PublishedMarch1983. 2AnnualBookofASTMStandards,Vol11.01. Copyright©ASTM,100BarrHarborDrive,WestConshohocken,PA19428-2959,UnitedStates. 1D 4200 dishes containing M-FC agar medium and incubate at 44.5°C growth in the area immediately adjacent to the grid lines, and for at least 18 h. if this effect is noted, repeat the test and if still present, reject 8.3 Afterincubation,examinetheovergrownmembranefor the membrane filters. inhibition of growth along the grid lines. 8.4 Examine the membrane filter for growth of “square 9. Precision and Bias colonies.” The growth of square colonies flowing along grid 9.1 Sincethisisaqualitativetestmethod,precisionandbias linesisnotnecessarilyanindicationoftoxicity,butcouldbean statements are not applicable. indicationofeithercompressionofthemembraneorplugging of the pores, thus inhibiting nutrient feed to the colonies (see 10. Keywords Note 1). 8.5 In this test method, toxicity is defined as the lack of 10.1 bacterial; filter; inhibitory ink; membrane TheAmericanSocietyforTestingandMaterialstakesnopositionrespectingthevalidityofanypatentrightsassertedinconnection withanyitemmentionedinthisstandard.Usersofthisstandardareexpresslyadvisedthatdeterminationofthevalidityofanysuch patentrights,andtheriskofinfringementofsuchrights,areentirelytheirownresponsibility. Thisstandardissubjecttorevisionatanytimebytheresponsibletechnicalcommitteeandmustbereviewedeveryfiveyearsand ifnotrevised,eitherreapprovedorwithdrawn.Yourcommentsareinvitedeitherforrevisionofthisstandardorforadditionalstandards andshouldbeaddressedtoASTMHeadquarters.Yourcommentswillreceivecarefulconsiderationatameetingoftheresponsible technicalcommittee,whichyoumayattend.Ifyoufeelthatyourcommentshavenotreceivedafairhearingyoushouldmakeyour viewsknowntotheASTMCommitteeonStandards,attheaddressshownbelow. ThisstandardiscopyrightedbyASTM,100BarrHarborDrive,POBoxC700,WestConshohocken,PA19428-2959,UnitedStates. Individualreprints(singleormultiplecopies)ofthisstandardmaybeobtainedbycontactingASTMattheaboveaddressorat 610-832-9585(phone),610-832-9555(fax),orservice@astm.org(e-mail);orthroughtheASTMwebsite(www.astm.org). 2
D5334.PDF	Designation: D 5334 – 92 AMERICANSOCIETYFORTESTINGANDMATERIALS 100BarrHarborDr.,WestConshohocken,PA19428 ReprintedfromtheAnnualBookofASTMStandards.CopyrightASTM Standard Test Method for Determination of Thermal Conductivity of Soil and Soft Rock by Thermal Needle Probe Procedure1 ThisstandardisissuedunderthefixeddesignationD5334;thenumberimmediatelyfollowingthedesignationindicatestheyearof originaladoptionor,inthecaseofrevision,theyearoflastrevision.Anumberinparenthesesindicatestheyearoflastreapproval.A superscriptepsilon(e)indicatesaneditorialchangesincethelastrevisionorreapproval. 1. Scope 3. Terminology 1.1 This test method presents a laboratory procedure for 3.1 Symbols:Symbols: determining the thermal conductivity of soil and soft rock 3.1.1 E—measured voltage (volts). using a transient heat method. This test method is applicable 3.1.2 I—current flowing through heater wire (amps). for both undisturbed and remolded soil samples as well as in 3.1.3 L—length of heater wire (m). situ and laboratory soft rock samples. This test method is 3.1.4 l—thermal conductivity (watts/m-°K). suitable only for isotropic materials. 3.1.5 Q—power consumption of heater wire in watts per 1.2 This test method is applicable over the temperature unit length that is assumed to be the equivalent of heat output range from 20 to 100°C (68 to 212°F). per unit length of wire. 1.3 For satisfactory results in conformance with this test 3.1.6 R—total resistance of heater wire (ohms). method, the principles governing the size, construction, and 3.1.7 r—thermal resistivity (°K-m/watt). use of the apparatus described in this test method should be 3.1.8 T —initial temperature (°K). 1 followed. If the results are to be reported as having been 3.1.9 t —initial time (seconds). 1 obtained by this test method, then all pertinent requirements 3.1.10 T —final temperature (°K). 2 prescribed in this test method shall be met. 3.1.11 t —final time (seconds). 2 1.4 It is not practicable in a method of this type to aim to 4. Summary of Test Method establish details of construction and procedure to cover all contingencies that might offer difficulties to a person without 4.1 The rate at which heat flows through a material is a technical knowledge concerning the theory of heat flow, measure of its thermal conductivity. In this test method the temperature measurement, and general testing practices. Stan- thermal conductivity is determined by inserting a relatively dardization of this test method does not reduce the need for long needle of small diameter into the material. The needle suchtechnicalknowledge.Itisrecognizedalsothatitwouldbe consists of both heating and temperature measuring elements. unwise, because of the standardization of this test method, to To perform the test a known amount of current is passed resistinanywaythefurtherdevelopmentofimprovedornew through the heater element and the resulting variation of methods or procedures by research workers. temperature is monitored as a function of time. 1.5 The values stated in SI units are to be regarded as the 5. Significance and Use standard. The inch-pound units given in parentheses are for information only. 5.1 Thetestmethodpresentedhereisusedtodeterminethe 1.6 This standard does not purport to address all of the thermalconductivity(l)ofbothundisturbedandremoldedsoil safety problems, if any, associated with its use. It is the samples as well as in situ and laboratory soft rock samples. responsibility of the user of this standard to establish appro- This parameter is used in the thermal analysis of underground priate safety and health practices and determine the applica- electrical transmission lines, oil pipelines, radioactive waste bility of regulatory limitations prior to use. disposal, and solar thermal storage facilities. 2. Referenced Documents 6. Apparatus 2.1 ASTM Standards: 6.1 The apparatus shall consist of the following: D2216 TestMethodforLaboratoryDeterminationofWater 6.1.1 ThermalNeedleProbe—Adevicethatcreatesalinear (Moisture) Content of Soil and Rock2 heatsourceandincorporatesatemperaturemeasuringelement (thermocouple or thermister) to measure the variation of temperature at a point along the line. The construction of the 1ThistestmethodisunderthejurisdictionofASTMCommitteeD-18onSoil device is described in the annex. and Rock and is the direct responsibility of Subcommittee D18.12 on Rock 6.1.2 Constant Current Source—A device to produce a Mechanics. constant current. CurrenteditionapprovedNov.15,1992.PublishedJanuary1993. 2AnnualBookofASTMStandards,Vol04.08. 6.1.3 ThermalReadoutUnit—Adevicetoproduceadigital 1D 5334 readoutoftemperatureindegreesCelsiustothenearest0.1°K. before its use. Perform calibration by comparing the experi- 6.1.4 Voltage-Ohm-Meter(VOM)—Adevicetoreadvoltage mentaldeterminationofthethermalconductivityofastandard and current to the nearest 0.01 V and ampere. material to its known value. 6.1.5 Timer, stopwatch or similar time measuring instru- 8.2 Conduct the test specified in Section 7 using a calibra- mentcapableofmeasuringtothenearest0.1sforaminimum tion standard as specified in 6.1.9. of 15 min. 8.3 The measured thermal conductivity of the calibration 6.1.6 Equipment, capable of drilling a 2.3 mm (0.09 in.) specimen must agree within one standard deviation of the diameter hole to a depth equal to the length of the needle. published value of thermal conductivity, or with the value of 6.1.7 Thermal Grease—Any thermally conductive grease thermal conductivity determined by an independent method. with l > 50 W/m-°K. 9. Procedure 6.1.8 Thermal Epoxy—Any thermally conductive epoxy with l > 50 W/m-°K. 9.1 Allow sample to come to equilibrium with room tem- 6.1.9 Calibration Standard—A material with known ther- perature. malconductivity(typicallyfusedsilica,el51.34W/m-°Kat 9.2 Connect the heater wire of the thermal probe to the 20°Cisused).Thecalibrationstandardshallbeintheshapeof constant current source. (See Fig. 1.) acylinder.Thediameterofthecylindershallbeatleast40mm 9.3 Connectthetemperaturemeasuringelementleadstothe and the length shall be at least 10 cm longer than the needle readout unit. probe.Ahole shall be drilled along the axis of the cylinder to 9.4 Apply a known constant current (for example, equal to a depth equal to the length of the probe. The diameter of the 1.0A) to the heater wire such that the temperature change is hole shall be equal to the diameter of the probe so that the less than 10°K in 1000 s. probe fits tightly into the hole. 9.5 Recordthereadingsat0,5,10,15,30,45,and60s,then take readings at 30 s time intervals for a minimum of 1000 s. 7. Sample Preparation Atypical data sheet and a typical record of data are shown in 7.1 Undisturbed Samples: Fig. 2 and Fig. 3 respectively. 7.1.1 Thin Wall Tube or Drive Samples—Cut a 200 6 30 9.6 Turn off constant current source. mm(8.061in.)longsectionofasamplingtubecontainingan 9.7 Select linear portion of curve (pseudo steady state undisturbed soil sample. The tube section should have a portion) and draw a straight line through the points. minimum diameter of 51 mm (2.0 in.). 9.8 Select times t and t at appropriate points on the line 1 2 7.1.2 Weigh the sample in a sampling tube or brass rings. and read the corresponding temperatures T and T . 1 2 7.1.3 Insert the thermal needle probe into the sample by 9.9 Remove soil from the thin wall tube or sampling rings. either pushing the probe into a predrilled hole (dense sample) 9.10 Perform a moisture content test (see Test Method toadepthequaltothelengthoftheprobeorpushingtheprobe D2216) on a representative specimen of the sample. intothesample(loosesample).Careshouldbetakentoensure 9.11 Clean the thin wall tube or sampling rings and weigh. thatthethermalprobeshaftisfullyenbeddedinthesampleand 10. Calculation not left partially exposed. (See Note 1.) 10.1 Computethethermalconductivity(l)ofthespecimen NOTE 1—Toprovidebetterthermalcontactbetweenthesampleandthe fromthelinearportionoftheexperimentalcurveshowninFig. probe,theprobemaybecoatedwithathinlayerofthermalgrease.Ifa 4 using the following relationship: holeispredrilledfortheneedleprobe,thediameteroftheholeshouldbe slightlylessthanthediameteroftheneedleprobetoensureatightfit.A 2.30 Q device,suchasadrillpress,shallbeusedtoinserttheprobetoensurethat l5 4p~T 2T !Log 10~t 2/t 1!5 4p~T 2T !Ln~t 2/t 1! (1) 2 1 2 1 theprobeisinsertedverticallyandthatnovoidspacesareformedbetween thespecimenandtheprobe. where: 7.2 Remolded Samples: Q 5 12R EI heat input5 5 7.2.1 Compact sample to desired density and water content L L 10.2 Derivation of (Eq 1) is presented by Carslaw and (in a thin-walled metal or plastic tube) using an appropriate Jaeger(2);andadaptedtosoilsbyVanRooyenandWinterkorn compactiontechnique.Forfurtherguidanceontheeffectofthe (3); VanHerzen and Maxwell (4); and Winterkorn (5). various compaction techniques on thermal conductivity the reader is referred to Mitchell et al. (1).3The tube should have 11. Report aminimumdiameterof51mm(2.0in.)andalengthof2006 11.1 For each thermal conductivity test record, report the 30 mm (8.0 6 1 in.). 7.2.2 Perform 7.1.2 and 7.1.3. 7.3 SoftRockSamples—Insertthethermalneedleprobeinto the sample by predrilling a hole to a depth equal to the length of the probe. (See Note 1.) 8. Calibration 8.1 Thethermalneedleprobeapparatusshouldbecalibrated 3Theboldfacenumbersgiveninparenthesesrefertoalistofreferencesatthe endofthetext. FIG.1ThermalProbeExperimentalSetup(IdealizedSetup) 2D 5334 FIG.3TypicalExperimentalTestResults(IdealizedCurve) 12. Precision and Bias 12.1 Duetothenatureofthesoilorrockmaterialstestedby thistestmethoditiseithernotfeasibleortoocostlyatthistime to produce multiple specimens that have uniform physical properties.Any variation observed on the data is just as likely to be due to specimen variation as to operator or laboratory testing variation. Data obtained from tests on materials with known thermal conductivity indicate that precision of 5 to 10% can be achieved. Subcommittee D18.12 welcomes pro- posals that would allow for development of a valid precision statement.Thereisnoacceptedreferencevalueofsoilorrock for this test method, therefore, bias cannot be determined. 13. Keywords 13.1 heat flow; temperature; thermal conductivity; thermal probe; thermal properties FIG.2TypicalLaboratoryDataSheet following observations: 11.1.1 Date of the test, 11.1.2 Boring number, sample or tube number, sample depth, 11.1.3 Initial moisture content and dry density, 11.1.4 Time versus temperature plot, 11.1.5 Thermal conductivity, and 11.1.6 Physicaldescriptionofsampleincludingsoilorrock type. If rock, describe location and orientation of apparent weakness planes, bedding planes, and any large inclusions or inhomogeneities. FIG.4TypicalExperimentalTestResults 3D 5334 ANNEX (MandatoryInformation) A1. COMPONENTSANDASSEMBLYOFTHERMALNEEDLE A1.1 The thermal needle consists of a stainless steel time,amanganinheaterelementisinsertedwithapproximately hypodermic tubing containing a heater element and a thermo- 75 mm (3 in.) pigtails extending from the top of the needle as coupleasshowninFig.A1.1.Itscomponentsandassemblyare showninFig.A1.2.Theuncutendoftheneedleistheninserted similartotheonedescribedbyMitchelletal.(1)andFootnote intoanevacuatingflaskthrougharubberstopperandtheother 4.4To construct a thermal needle, hypodermic tubing is cut to endisplacedinareservoirofthermalepoxyprimerasshown 115 mm (41⁄ 2 in.) in length. The end to be inserted into the inFig.A1.2.Avacuumpumpconnectedtotheevacuatingflask bakeliteheadofathermocouplejackisroughenedforalength is used to draw the thermal epoxy up through the needle.The of 15 mm (0.5 in.). A copper-constantan thermocouple wire needle is removed from the reservoir and flask, and a blob of junction previously coated with an insulating varnish is putty is placed at the end of the needle to hold the thermal threaded into the hypodermic needle with the junction 50 mm epoxyinplaceforhardening.Afterthethermalepoxyhardens, (2in.)fromtheendoftheneedle(seeNoteA1.1).Atthesame the thermocouple wires are soldered to the pins of a polarized thermocouple jack and the roughened end of the needle is placed in the bakelite head of the jack. The heater leads are 4Mitchell,J.K.,(PersonalCommunication),1978b. broughtoutthroughtwoholesinthebackofthebakelitehead (see Fig.A1.2). NOTE A1.1—Forsoftrocksamplesitmaynotbepossibletodrillahole toaccommodatea115mm(4.50in.)longthermalneedle.Inthiscasea shorterneedlemaybeused.Thelengthoftheneedleshouldnotbeless than25.4mm(1.0in.)toavoidboundaryeffects. FIG.A1.1TypicalProbeComponents FIG.A1.2DrawingThermalEpoxyIntoHypodermicTubing 4D 5334 REFERENCES (1) Mitchell,J.K.,Kao,T.C.,andAbdel-Hadi,O.N.,“BackfillMaterials (4) VonHerzen,R.,andMaxwell,A.E.,“TheMeasurementofThermal for Underground Power Cables,” Department of Civil Engineering, Conductivity of Deep-Sea Sediments by a Needle-Probe Method,” UniversityofCaliforniaatBerkeley,EPRIEL-506,June1977. JournalofGeophysicalResearch,Vol64,No.10,October,1959,pp. (2) Carslaw, H. S., and Jaeger, J. C., Conduction of Heat in Solids, 1557–1563. OxfordPress,2nded.,1946. (5) Winterkown,H.K.,“SuggestedMethodofTestforThermalResis- (3) VanRooyen,M.,andWinterkown,H.F.,“TheoreticalandPractical tivity of Soil by theThermal Probe,” Special Procedures for Testing ConceptsoftheThermalConductivityofSoilsandSimilarGranular Soil and Rock for Engineering Purposes, ASTM STP479, ASTM, Systems,”HighwayResearchBoard,Bulletin168—Fundamentaland 1970,pp.264–270. PracticalConceptsofSoilFreezing,1957,pp.143–205. TheAmericanSocietyforTestingandMaterialstakesnopositionrespectingthevalidityofanypatentrightsassertedinconnection withanyitemmentionedinthisstandard.Usersofthisstandardareexpresslyadvisedthatdeterminationofthevalidityofanysuch patentrights,andtheriskofinfringementofsuchrights,areentirelytheirownresponsibility. Thisstandardissubjecttorevisionatanytimebytheresponsibletechnicalcommitteeandmustbereviewedeveryfiveyearsand ifnotrevised,eitherreapprovedorwithdrawn.Yourcommentsareinvitedeitherforrevisionofthisstandardorforadditionalstandards andshouldbeaddressedtoASTMHeadquarters.Yourcommentswillreceivecarefulconsiderationatameetingoftheresponsible technicalcommittee,whichyoumayattend.Ifyoufeelthatyourcommentshavenotreceivedafairhearingyoushouldmakeyour viewsknowntotheASTMCommitteeonStandards,100BarrHarborDrive,WestConshohocken,PA19428. 5
D5313.PDF	Designation: D 5313 – 92 (Reapproved 1997) AMERICANSOCIETYFORTESTINGANDMATERIALS 100BarrHarborDr.,WestConshohocken,PA19428 ReprintedfromtheAnnualBookofASTMStandards.CopyrightASTM Standard Test Method for Evaluation of Durability of Rock for Erosion Control Under Wetting and Drying Conditions1 ThisstandardisissuedunderthefixeddesignationD5313;thenumberimmediatelyfollowingthedesignationindicatestheyearof originaladoptionor,inthecaseofrevision,theyearoflastrevision.Anumberinparenthesesindicatestheyearoflastreapproval.A superscriptepsilon(e)indicatesaneditorialchangesincethelastrevisionorreapproval. 1. Scope 3.2 Thistestmethodisdesignedtodeterminetheeffectson 1.1 This test method covers procedures for evaluating the theindividualpiecesofrockforerosioncontrolofwettingand durabilityofrockforerosioncontrolwhenexposedtowetting drying action and the resistance of the rock to deterioration. and drying conditions. Thistestmethodwasdevelopedtobeusedinconjunctionwith 1.2 The values stated in SI units are to be regarded as the additional test methods listed in Practice D4992. This test standard. method does not provide an absolute value but rather an 1.3 This standard does not purport to address all of the indicationoftheresistancetowettinganddrying;therefore,the safety concerns, if any, associated with its use. It is the results of this test method are not to be used as the sole basis responsibility of the user of this standard to establish appro- for the determination of rock durability. priate safety and health practices and determine the applica- 4. Apparatus bility of regulatory limitations prior to use. 4.1 Diameter Circular Diamond Saw, 14 in. (355.60 mm) 2. Referenced Documents capable of sawing rock, of the type required for Practice 2.1 ASTM Standards: D5121. D4992 Practice for Evaluation of Rock to be Used for 4.2 Containers, to hold the specimens fully immersed in Erosion Control2 potable water. These containers must be non-reactive and D5121 Practice for the Preparation of Rock Slabs for unbreakable. Durability Testing2 4.3 Oven,capableofdryingthespecimentoaconstantmass at a temperature of 110 6 5°C. 3. Significance and Use 4.4 DryingApparatus,suchasinfra-redheatlamps(150W) 3.1 Rock used for erosion control may consist of several or oven set at 65 6 5°C. types, depending on potential use. One type may be armor 4.5 Stereomicroscope, or other suitable magnifying device stone weighing from one to three tons or breakwater stone capable of at least 203 magnification will be required for weighing three to twenty tons placed along shorelines or in examination of the specimen prior to and after testing. jettiestoprotecttheshorelinefromerosionduetotheactionof 4.6 Balance, capable of determining the mass of the speci- largewaves.Anothertypemayberiprapusuallyweighingless men to the nearest 0.1% of the total mass will be required. than a ton and placed along river banks or on the slopes of 4.7 Camera, capable of producing good quality, color pho- dams to prevent erosion due to run-off, wave action or tographswillberequiredfor“before”and“after”photographs. stream-flow.Athirdtypemaybegabion-fillweighinglessthan 5. Sampling, Test Specimens, and Test Units fifty pounds and placed in baskets of wire or other suitable material. These baskets are then tied together to form an 5.1 The number and variety of samples from a source will integralstructuredesignedtoresisterosionalongstreambanks be dependent on the geological complexity of that source and andaroundbridgepiers.Nomatterwhatformittakes,rockfor will be left to the judgment of the individual doing the erosion control consists of individual pieces of natural stone. sampling;however,innocaseshallthenumberofsamplesbe The ability of these individual pieces of stone to resist lessthanfiveperlithologic(rock)unit.Eachpiecewillbeofa deterioration due to weathering action affects the stability of size such that testing may proceed without further mechanical the integral placement of rock for erosion control and hence, crushing; however, the pieces chosen shall be as large as the the stability of construction projects, shorelines, and stream- testinglaboratorycanhandlebutinnocaseshallthespecimen banks. be less than 125 mm (5 in.) on a side. In all cases, the sample will be representative of the various rock types found at the source. 1ThistestmethodisunderthejurisdictionofASTMCommitteeD-18onSoil and Rock and is the direct responsibility of Subcommittee D18.17 on Rock for 6. Preparation of Test Specimens ErosionControl. CurrenteditionapprovedNov.15,1992.PublishedJanuary1993. 6.1 SaweachspecimeninaccordancewithPracticeD5121. 2AnnualBookofASTMStandards,Vol04.08. 1D 5313 Each specimen will be 64 6 6 mm (2.5 6 0.25 in.) thick and A 5 oven dried mass of the specimen prior to testing, and cutnormaltobeddingoranypotentialplanesofweaknessthat B 5 ovendriedmassofthelargestremainingpieceofeach maybeobservedinthesamples.Innocasewillthesizeofthe slab after testing. slab be less than 125 mm (5 in.) on a side, excluding the thickness. Prepare a separate specimen for each orientation of 9. Qualitative Examination the various planes of weakness unless all such planes can be 9.1 Visually examine the slab every six cycles for any intersected with one orientation. Planes of weakness will be changesthathavetakenplaceoverthedurationofthetestand included in each sample such that a determination may be describe the changes. Identify the type of deterioration (spal- madeastothedurabilityofthevariousplanesofweaknessand ling, splitting, disintegration, slaking, and other types of theireffectontheoveralldurabilityofarockmassthatwould deterioration). Note and describe any changes to previously contain these planes of weakness. noted planes of weakness. NOTE 1—Testspecimensmayalsobepreparedbycuttinga64mm(2.5 9.2 Takecolorphotographsofeachslabatthecompletionof in.)thickslabfroma6-in.(152.40mm)diameterdiamonddrillcoresuch testing. Provide close-ups of any unusual features. Include a thatanyapparentzonesofweaknessareincluded. scale for all photographs. NOTE 2—The best estimates of rock durability are the result of tests performedonthelargestpossibleslabsofrock. 10. Report 7. Procedure 10.1 Report in writing the following information: 7.1 Examine each slab macroscopically and under a mini- 10.1.1 Identification number, mum of 203 magnification. Note the presence of bedding 10.1.2 Sample source location, planes,microfractures,andotherplanesofweaknessandtheir 10.1.3 Location of intended use, condition. Describe each slab as indicated in Practice D5121. 10.1.4 Rock type. 7.2 Labeleachspecimenwithasuitablemarker.Photograph 10.1.5 The results of the quantitative examination required eachtestspecimenusingcolorfilmandinsuchawaythatthe in 8.1, and reported to the nearest 0.1 percent, specimen covers most of the photograph (wet or partially wet 10.1.6 Awritten description of the qualitative examination specimensusuallyshowmoredetail).Ascalewillbeincluded and the findings of this exam, and in all photographs. 10.1.7 “Before” and “After” color photographs. 7.3 Dryeachslabinanoventoaconstantmass(60.1%of 10.2 The following items are optional for the report: the total mass) at 110 6 5°C (230 6 9°F) and record. 10.2.1 Geological formation name, and 7.4 Place each specimen (sawed surface down) in a con- tainer on a thin layer (6 mm (1⁄ 4 in.)) of plus No. 8 size sand. 10.2.2 Geologicalsettingofthesourcewithpertinentinfor- Add enough potable water to the container such that the mation on planes of weakness noted in the field. specimenisfullyimmersedandletstandforaminimumof12 h. 11. Precision and Bias 7.5 Decant the water and place the container under an 11.1 Precision—Due to the nature of the rock materials infraredheatlampsuchthattherocksurfaceisbetween40and testedbythistestmethod,itis,atthistime,eithernotfeasible 50 cm (16 to 20 in.) from the lamp. As an alternative, the ortoocostlytoproducemultiplespecimensthathaveuniform samplemaybedriedinanovenatatemperatureof60to70°C physicalproperties.Sincespecimensthatwouldyieldthesame (140 to 160°F). Thoroughly dry the specimen for a minimum test results cannot be tested, Subcommittee D18.17 cannot of6h.Attheendoftheworkdayonceagainfillthecontainer determine the variation between tests since any variation with potable water and allow the specimen to soak overnight. observedisjustaslikelytobeduetospecimenvariationasto 7.6 Repeattheprocessofsettinganddryingforatotalof80 operatororlaboratorytestingvariation.SubcommitteeD18.17 cycles. welcomes proposals to resolve this problem that would allow 7.7 Examine the specimen every few days for any changes for the development of a valid precision statement. in the specimen’s condition and photograph as needed. 11.2 Bias—Thereisnoacceptedreferencevalueforthistest method; therefore, bias cannot be determined. 8. Quantitative Examination 8.1 For each slab perform the following calculation: 12. Keywords percentloss 5~A2B!/A3100 (1) 12.1 armor stone; breakwater stone; climatic setting; ero- sion control; gabion-fill; laboratory testing; riprap; rock; rock where: material properties; wetting-drying 2D 5313 TheAmericanSocietyforTestingandMaterialstakesnopositionrespectingthevalidityofanypatentrightsassertedinconnection withanyitemmentionedinthisstandard.Usersofthisstandardareexpresslyadvisedthatdeterminationofthevalidityofanysuch patentrights,andtheriskofinfringementofsuchrights,areentirelytheirownresponsibility. Thisstandardissubjecttorevisionatanytimebytheresponsibletechnicalcommitteeandmustbereviewedeveryfiveyearsand ifnotrevised,eitherreapprovedorwithdrawn.Yourcommentsareinvitedeitherforrevisionofthisstandardorforadditionalstandards andshouldbeaddressedtoASTMHeadquarters.Yourcommentswillreceivecarefulconsiderationatameetingoftheresponsible technicalcommittee,whichyoumayattend.Ifyoufeelthatyourcommentshavenotreceivedafairhearingyoushouldmakeyour viewsknowntotheASTMCommitteeonStandards,100BarrHarborDrive,WestConshohocken,PA19428. 3
D5076.PDF	Designation: D 5076 – 90 (Reapproved 1995)e1 AMERICANSOCIETYFORTESTINGANDMATERIALS 100BarrHarborDr.,WestConshohocken,PA19428 ReprintedfromtheAnnualBookofASTMStandards.CopyrightASTM Standard Test Method for Measuring Voids in Roofing and Waterproofing Membranes1 ThisstandardisissuedunderthefixeddesignationD5076;thenumberimmediatelyfollowingthedesignationindicatestheyearof originaladoptionor,inthecaseofrevision,theyearoflastrevision.Anumberinparenthesesindicatestheyearoflastreapproval.A superscriptepsilon(e)indicatesaneditorialchangesincethelastrevisionorreapproval. e1 NOTE—Section11wasaddededitoriallyinMay1995. 1. Scope roofing and waterproofing systems to measure, classify, and 1.1 Thistestmethodincludestwoproceduresformeasuring count the voids between felt plies, between insulation layers, the area of voids in the adhesive between materials used in and between the membrane and insulation layers. Voids be- roofing and waterproofing systems. Both procedures require a tween the felt plies or between the membrane and insulation count of the number of voids. layer in multi-ply systems can be the seeds for future blisters. 1.2 Thevaluesgivenininch-poundunitsaretoberegarded 5.2 Inone-plysystems,thistestmethodcanbeusedtocount as the standard.The values in parentheses are for information and measure the voids in the adhesive in laps and, in adhered only. systems, in the adhesive between the membrane and the 1.3 This standard does not purport to address all of the insulation. Voids in the lapping adhesive can be the source of safety concerns, if any, associated with its use. It is the leakagewhilevoidsinthelappingadhesiveorintheadhesive responsibility of the user of this standard to establish appro- between the membrane and insulation can be the seeds for priate safety and health practices and determine the applica- future blisters. bility of regulatory limitations prior to use. 6. Apparatus 2. Referenced Documents 6.1 Freezer, for conditioning bituminous samples. A stan- 2.1 ASTM Standards: dardfreezer,suchasthatusedforstoringfrozenfoods,maybe D1079 Terminology Relating to Roofing, Waterproofing, usedprovidedithasthevolumetolooselyholdthesamplesto and Bituminous Materials2 betested.Donotstorefoodandconditionsamplesinthesame D2829 Practice for Sampling and Analysis of Built-up equipment. Roofs2 6.2 TransparentSheets,torecordthesizeandlocationofthe voids.Anyclear,rigidsheetthatcanbemarkedwithaflowpen 3. Terminology can be used. 3.1 Definitions—For definitions of terms used in this test 6.3 Flow Pen, or other marking device that is compatible method, see Terminology D1079. with the transparent sheet selected. 6.4 Void Estimating Template—A stiff, 12-in.2 (305-mm2) 4. Summary of Test Method transparent template with a 1-in. (25.4-mm) minimum grid. 4.1 All voids are counted and measured. In addition, in Special templates can be prepared and used with lap samples, built-up roofing and waterproofing membrane samples, voids or just part of the above template can be used. may be classified into dry, glazed, uncoated, and overlying 6.5 ComputerEquipmentandSoftware,fordigitizingaccu- voids (see Terminology D1079). Count and measure only rateimages,imageenhancementsuchasbackgroundleveling, voidswithatleastonedimensionequaltoorlargerthan0.5in. noisecleaningandedgesharpening,andareadeterminationby (13 mm). Smaller adhesive layer defects are not considered pixel (point of light) count.3 voids. 4.2 The void area in each adhesive layer is estimated with 7. Sampling, Test Specimens, and Test Units the aid of a template, or alternatively, digitized and measured 7.1 Samples may be from the laboratory or the field as in with a computer. Practice D2829. 7.2 Multiply samples must be at least 12 in.2 (305 mm2). 5. Significance and Use Lap samples, for single-ply systems, must be at least 12 in. 5.1 This laboratory test method can be used on multi-ply (305 mm) long by the width of the lap. 7.3 If desired, the voids may be classified into dry, glazed, or uncoated voids (see Terminology D1079). 1ThistestmethodisunderthejurisdictionofASTMCommitteeD-8onRoofing, Waterproofing, and Bituminous Materials and is the direct responsibility of SubcommitteeD08.20onRoofingMembraneSystems. CurrenteditionapprovedJune29,1990.PublishedAugust1990. 3SoftwareisavailablefromtheJandelCorp.,3030Bridgeway,Sausalito,CA 2AnnualBookofASTMStandards,Vol04.04. 94965. 1D 5076 8. Procedure 9.1.1 Type and source of each sample. 8.1 Delaminate the built-up roofing or waterproofing 9.1.2 Testmethodused.Foreachsample,reportthenumber samples. Be careful to maintain the same orientation for the ofinterfacesexaminedandthenumberofvoids,theareaofthe feltsineachsample.Tofacilitatesplitting,usecoal-tarsamples voids in each interface, and the percent of the voids in each conditioned at 32°F (0°C), asphalt-organic or asphalt-asbestos interface area. Report the totals of the void count, area, and felt samples conditioned at 0°F (−18°C), or asphalt-glass felt percent voids found in each interface for each sample. samples conditioned at−30°F (−34°C). 9.1.3 The presence of overlapping voids and, in one ply 8.2 Examine both faces of each interply area for voids. If membranelaps,thepresenceofanyvoidsthatextendthrough voidsarepresent,selectthefacewiththelargestvoidareafor the lap area. the void count and area measurement in 8.3. If there are no 9.1.4 If requested, report the voids classified as dry, glazed voids, record“ none” for that interface. and uncoated, as percentages of the interply areas. 8.3 If a void is present, cover the sample area to be 10. Precision and Bias measured with the clear tracing material and trace the outline ofeachvoid.Countthenumberofvoidsandmarkthetracing 10.1 Precision—The precision of this test method is based for identification and orientation. onround-robininterlaboratorymeasurementsofidenticaltrac- 8.4 Stack the tracings of the voids from each sample in the ings with void areas of 1.7 to 16.5 in.2 (43 to 419 mm2 ). same orientation as the original sample and inspect the stack 10.1.1 Two operators at the same laboratory or at different foroverlappingvoidsonadjoiningsheets.Markandreportthe laboratoriesshouldnotdifferbymorethantwointhecountof presence of any overlapping voids. For samples from one-ply the voids in an interface. roofs, record the presence of any voids that extend through a 10.1.2 Two operators at the same laboratory should not lap. differbymorethan10%ofthevoidareaintheirestimatesof 8.5 Measure the area of the voids on each tracing by the void area in an interface when a computer is used. They estimating the void area with the aid of the template with a should not differ by more than 20% when the manual grid,ordigitizethevoidsoneachtracingandcalculatethevoid estimation method is used. areawithappropriatesoftware.Calculatethepercentvoidson 10.1.3 Twolaboratoriesshouldnotdifferbymorethan33% eachtracingbymultiplyingthevoidareaby100anddividing of the void area. bytheareatraced.Recordtheareaestimatedormeasuredand 10.2 Bias—Areasmeasuredwiththeaidofacomputertend the percent voids on the tracing. to be 4% higher than areas estimated with a template. 9. Report 11. Keywords 9.1 Report the following information: 11.1 roofing membranes; voids; waterproofing membranes TheAmericanSocietyforTestingandMaterialstakesnopositionrespectingthevalidityofanypatentrightsassertedinconnection withanyitemmentionedinthisstandard.Usersofthisstandardareexpresslyadvisedthatdeterminationofthevalidityofanysuch patentrights,andtheriskofinfringementofsuchrights,areentirelytheirownresponsibility. Thisstandardissubjecttorevisionatanytimebytheresponsibletechnicalcommitteeandmustbereviewedeveryfiveyearsand ifnotrevised,eitherreapprovedorwithdrawn.Yourcommentsareinvitedeitherforrevisionofthisstandardorforadditionalstandards andshouldbeaddressedtoASTMHeadquarters.Yourcommentswillreceivecarefulconsiderationatameetingoftheresponsible technicalcommittee,whichyoumayattend.Ifyoufeelthatyourcommentshavenotreceivedafairhearingyoushouldmakeyour viewsknowntotheASTMCommitteeonStandards,100BarrHarborDrive,WestConshohocken,PA19428. 2
D4435.PDF	Designation: D 4435 – 84 (Reapproved 1998) Standard Test Method for Rock Bolt Anchor Pull Test1 ThisstandardisissuedunderthefixeddesignationD4435;thenumberimmediatelyfollowingthedesignationindicatestheyearof originaladoptionor,inthecaseofrevision,theyearoflastrevision.Anumberinparenthesesindicatestheyearoflastreapproval.A superscriptepsilon(e)indicatesaneditorialchangesincethelastrevisionorreapproval. 1. Scope and civil engineering situations2.The pull test may be used to 1.1 The objective of this test method is to measure the provide a quantitative measure of the relative performance of working and ultimate capacities of a rock bolt anchor. This differentanchorsystemsinthesamerocktype.Anchorsystems method does not measure the entire roof support system.This maybedifferentmechanicalanchorsordifferentbondmateri- method also does not include tests for pretensioned bolts or als or lengths for grouted anchors. Such data can be used to mine roof support system evaluation. chooseananchortypeanddetermineboltlength,spacing,and 1.2 This test method is applicable to mechanical, cement size. grout, resin, (epoxy, polyester, and the like), or other similar 4.2 The objective of the method is to measure anchor anchor systems. performance, and not the performance of the rock bolt itself. 1.3 Thevaluesstatedininch-poundunitsaretoberegarded Thus,toensurethattheboltresponseduringthetestisminimal as the standard. andpredictable,highstrength,short-length(6to8ft(1.8to2.5 1.4 This standard does not purport to address all of the m)) bolts have been specified. The bolt should be just long safety concerns, if any, associated with its use. It is the enough to ensure that no failure of the rock/mass occurs. responsibility of the user of this standard to establish appro- 4.3 Ideally, the rock bolt anchor should fail by shear at the priate safety and health practices and determine the applica- anchor-rock interface or bond. Therefore, the local character- bility of regulatory limitations prior to use. isticsoftherock,suchasroughnessandinducedfractures,are significant factors in the anchor strength. To obtain realistic 2. Terminology strengthvalues,thetestholesshouldbedrilledusingthesame 2.1 Definitions of Terms Specific to This Standard: methods as the construction rock bolt holes. 2.1.1 displacement—The movement of the rock bolt head. 4.4 Rockswithsignificanttime-dependentbehavior,suchas 2.1.2 failure—the inability of the anchor system or rock to rocksaltorshale,mayrespondtotheanchorsystemitselfand sustainincreasedloadwithoutrapidlyincreasingdeformation. change the anchor strength. In these cases, consideration In some instances, the peak load itself cannot be sustained. should be given to testing bolts over a period of time. 2.1.3 load—the total axial force on the rock bolt. 4.5 In establishing a testing program, the following factors 2.1.4 pressure, stress—the force per unit area. should be considered: 2.1.5 ultimate capacity—the maximum load sustained by 4.5.1 Anchorpulltestsshouldbeconductedinallrocktypes the anchor system. in which construction bolts will be installed. If the rock is 2.1.6 working capacity—the load on the anchor system at anisotropic, for example, bedded or schistose, the tests should which significantly increasing displacement begins. beconductedinvariousorientationsrelativetotheanisotropy, includingthoseatwhichtheconstructionboltmaybeinstalled. 3. Summary of Test Method 4.5.2 In each rock type, at each orientation, and for each 3.1 A rock bolt is installed in the same manner and in the anchor system, a sufficient number of tests should be con- same material as its intended construction use. The bolt is ducted to determine the average bolt capacities within a fixed pulled hydraulically and the displacement of the bolt head is uncertaintyatthe95%confidencelevel.Theallowableuncer- measured concurrently. The bolt is pulled until the anchor taintybanddependsontheprojectandinvolvessuchfactorsas systemorrockfails.Theultimateandworkingcapacitiesofthe the rock quality, expected project lifetime, and importance of bolt are calculated from the plot of load versus displacement. the areas to be bolted. Its determination will require consider- ableengineeringjudgment.Asaroughguideline,atleast10to 4. Significance and Use 12 pull tests for a single set of variables have been found 4.1 Rock bolts are used for support in a variety of mining necessary to satisfy the statistical requirements. 1ThistestmethodisunderthejurisdictionofASTMCommitteeD-18onSoil 2For additional information see, “Suggested Method for Determining the and Rock and is the direct responsibility of Subcommittee D18.12 on Rock Strength of a Rock Bolt Anchor (Pull Test),”Suggested Methods for Rock Bolt Mechanics. Testing,InternationalSocietyforRockMechanicsCommissiononStandardization CurrenteditionapprovedNov.30,1984.PublishedJanuary1985. ofLaboratoryandFieldTests,1974. Copyright©ASTM,100BarrHarborDrive,WestConshohocken,PA19428-2959,UnitedStates. 1D 4435 5. Apparatus instability occurs during testing. 5.1 Loading System—The system for pulling the rock bolts 5.5 Anchor Systems—The anchors used for testing shall be shall consist of a hollow-center hydraulic ram and mounting/ from the manufacturer’s standard production stock. Mechani- reaction frame. The hydraulic ram shall be of sufficient cal anchors shall be inspected to ensure that no defective capacity to fail the anchor and shall have a travel range of at anchors are tested. Grout or resin shall be fresh (within the least 2 in. (50 mm). The mounting/reaction frame shall be shelf life) and obtained from unopened containers. usable against uneven rock surfaces.The loading system shall 5.6 Rock Bolt and Accessories—The rock bolt shall be of apply a force that deviates by no more than 5° from the long sufficient diameter and strength that its elastic range is not axis of the bolt during the test. exceededduringtesting.Standardbearingplates,washers,and 5.2 Load Transducer—An electronic load cell is recom- the like may be used as required. mended to measure the load on the rock bolt. The cell shall 5.7 Drilling Equipment—The same type of drilling equip- have an accuracy of at least 6200 lbf (6890 N), including ment and drill bits that will be used for installing rock bolts errors introduced by the excitation and readout system, and a duringtheconstructionphaseoftheprojectshallbeusedasfar resolution of at least 100 lbf (445 N). Other types of load as possible to drill the test holes. transducers may be used if their performance meets these 5.8 Torque Wrench—If expandable shell mechanical an- specifications. Alternatively, a pressure gage or electronic chorsareused,atorquewrenchshallbeusedtosetthem.The transducermaybeusedtomeasurethepressureappliedtothe wrench shall have a capacity at least 20% greater than the ram, provided that the load measurement requirements above manufacturer’s recommended anchor-setting torque. The are satisfied, including the effects of friction in the hydraulic torque wrench shall have an accuracy of at least 62% of the ram, and the like. full-scale reading, and a resolution of at least 1% of the 5.3 Displacement Transducer—A dial gage is recom- full-scale reading. mended to measure the displacement of the rock bolt head. It 5.9 Borehole Diameter Measuring Gage—Agage shall be shall have an accuracy of at least 60.001 in. (0.025 mm), a used to measure the diameter of the borehole at the anchor resolution of at least 0.0005 in. (0.013 mm), and a range of at location. It shall have an accuracy of at least 60.02 in. (0.05 least 2 in. (50 mm). It shall be mounted along the axis of the mm) and resolution of at least 0.01 in. (0.25 mm) rock bolt within 5°.The end of the rock bolt, or pulling rod if 5.10 Fig. 1 shows a typical test setup. used, shall be smooth with a counter-sink area approximately 6. Procedure 1⁄ 4in.(6mm)indiametertoaccommodatethemeasuringtipof thedialgage.Othertypesofdisplacementtransducersmaybe 6.1 Drilling the Test Hole: used provided they satisfy the requirements of this section. 6.1.1 Drill the test hole using the same procedure that will 5.4 Displacement Transducer Support— The displacement be used during construction.Wash or blow the borehole clean transducer shall be supported from a point no closer than 3 ft of all cuttings. (0.9 mm) to the reaction frame, if attached to the same rock 6.1.2 Theholeneednotbeasdeepastheproposedlengthof face.Thesupportshallbesufficientlyrigidthatnodeflectionor the rock bolts. It shall, however, be deep enough to set the FIG.1TypicalRockBoltPullTestSchematic 2D 4435 anchor past the zone of disturbance caused by the excavation load in the bolt. If the manufacturer’s torque cannot be and the zone of stress concentration caused by the reaction of achieved because of anchor rotational slippage due to shear the pulling frame. For mechanical shell anchors, drill the hole failure in the rock, note the maximum torque reading and 1ft(0.9m)pasttheendoftheanchor.Aholeapproximately6 install subsequent anchors to 80% of this value. Do not test ft. (1.8 m) in length has generally been found to be adequate. anchorswhererotationoccursbetweentherocksurfaceandthe 6.1.3 Inspectthetestholevisuallyusingaflashlight.Ifmore anchor. In all cases, record any slipping or other anomalous thanonehalfofthebottomoftheholecannotbeseen,thehole behavior as shown in Fig. 2. is not sufficiently straight for a pull test and shall not be used. 6.3.2 Install cement grout or resin anchors according to the 6.1.4 Measure the test hole diameter in two perpendicular manufacturer’s recommendations. directions at the top and bottom of the anchor location for a 6.4 Test Method: total of four measurements. 6.4.1 All tests are performed on untensioned bolts. 6.2 Preparation of Anchors—If any anchor preparations, 6.4.2 Onatleasthalfofthetests,performthreeloadingand such as degreasing or rust removal, will be done during unloading cycles to check for pre-failure anchor movements. construction, prepare the test anchors in the same way. If no special preparation will be done during construction, do not Apply the load with the hydraulic ram in cycles to 1⁄ 4, 1⁄ 2, and prepare the test anchors. 3⁄ 4 of the estimated failure load. Load the bolt in ten equal increments and unload it in ten equal decrements. 6.3 Setting the Anchor: 6.4.3 Apply the load smoothly and rapidly. 6.3.1 If mechanical anchors are used, lightly lubricate the downholeendoftherockboltandscrewontheanchor.When 6.4.4 After the third cycle, pull the bolt to failure in the inposition,torquethebolttothemanufacturer’srecommended sameincrementsasusedduringthelastcycleorin500lbf(2.2 level to set the anchor.Apair of jam-nuts on the upper end of kN) increments, whichever is less. the rod may be used to apply torque without producing axial 6.4.5 Test non-cycled bolts to failure in 20 equal load FIG.2RockBoltAnchorPullTestSampleForm 3D 4435 increments or increments of 500 lbf (2.2 kN), whichever is where: less. U 5 elastic deformation of the bolt, and b 6.4.6 Read and record displacement and load after each U 5 total displacement of bolt head. t pressure increment or decrement. 7.4 Determine the working and ultimate capacities of the 6.4.7 Failureisthepeakloadsustainedbythebolt,asshown anchor system from the plot of load versus anchor displace- on Fig. 3, or a total deflection of 0.5 in. (1.25 cm). ment.Atypical curve is shown in Fig. 3. Interpretation of the curve often requires some engineering judgment. 6.4.8 Pull the bolt 0.5 in. (12.5 mm) beyond the failure 7.5 For each group of tests on a similar rock type with the displacement. Record the load every 0.05 in. (1 mm). same anchor type and orientation (if applicable), calculate the 6.5 Data Recording—As a minimum for this method, mean and uncertainty of the results at the 95% confidence record all the data shown in Fig. 2. level3. 7. Calculation 8. Report 7.1 Calculate the stress on the bolt, s , in psi (MPa) as b 8.1 The report shall include the following: follows: 8.1.1 Describe the rock material(s) in which the anchors P were tested, including the composition, texture, and any s 5 (1) b A structuralfeatureswhichcouldaffectanchorcapacities,suchas joints, weathering, and the like, where: 8.1.2 Briefly describe the types of anchors tested, P 5 load on the bolt, lbf (N), and A 5 cross-sectional area of the bolt, in.2(mm2). 8.1.3 A summary table of the test program including test number, anchor type, rock type, orientation, and test depth, 7.2 Calculate the elastic deformation of the bolt, U , in in. b 8.1.4 List the equipment, other than anchors, with model (mm) as follows: numbers or dimensions as appropriate. Include the range, U 5s b3L (2) accuracy, and resolution of transducers, b E 8.1.5 Present the equations used to reduce the data, includ- ing those required to convert transducer output into engineer- where: s 5 stress on the bolt, psi (MPa), ing units, b L 5 exposed length of bolt between the anchor and the 8.1.6 Prepare summary tables of results, including the head, in. (mm), and workingandultimatecapacityofeachanchortypeineachrock E 5 elastic modulus of the steel in the bolt, psi (MPa). type, with anchor type, number of tests, mean working capac- 7.3 Calculate the corrected bolt head displacement, U , ity, range, and uncertainty of the mean, c which is the same as the displacement of the anchor, as 8.1.7 Include a plot of load versus corrected bolt head follows: displacement for each test, and 8.1.8 Append the data sheets for each test. U 5U 2U (3) c t b 9. Precision and Bias 9.1 Precision—Duetothenatureofrockmaterialstestedby this test method, it is, at this time, either not feasible or too costly to produce multiple specimens which have uniform physical properties. Therefore, since specimens which would yield the same test results cannot be tested, Subcommittee D18.12cannotdeterminethevariationbetweentestssinceany variation observed is just as likely to be due to specimen variation as to operator or laboratory testing variation. Sub- committeeD18.12welcomesproposalstoresolvethisproblem that would allow for development of a valid precision state- ment. 9.2 Bias—Thereisnoacceptedreferencevalueforthistest method; therefore, bias cannot be determined. 10. Keywords 10.1 anchors (rock); displacement; field testing; loading tests; mines; pull testing; rock; shear testing 3Tocalculatethemeananduncertaintyoftheresultssee,“StatisticalConsid- FIG.3TypicalLoadversusDeflectionCurveforRockBoltPull erations,” Rock Testing Handbook, U.S. Army Corps of Engineers, Waterways Test ExperimentStation,Vicksburg,MS,1980,Section104-80. 4D 4435 TheAmericanSocietyforTestingandMaterialstakesnopositionrespectingthevalidityofanypatentrightsassertedinconnection withanyitemmentionedinthisstandard.Usersofthisstandardareexpresslyadvisedthatdeterminationofthevalidityofanysuch patentrights,andtheriskofinfringementofsuchrights,areentirelytheirownresponsibility. Thisstandardissubjecttorevisionatanytimebytheresponsibletechnicalcommitteeandmustbereviewedeveryfiveyearsand ifnotrevised,eitherreapprovedorwithdrawn.Yourcommentsareinvitedeitherforrevisionofthisstandardorforadditionalstandards andshouldbeaddressedtoASTMHeadquarters.Yourcommentswillreceivecarefulconsiderationatameetingoftheresponsible technicalcommittee,whichyoumayattend.Ifyoufeelthatyourcommentshavenotreceivedafairhearingyoushouldmakeyour viewsknowntotheASTMCommitteeonStandards,attheaddressshownbelow. ThisstandardiscopyrightedbyASTM,100BarrHarborDrive,POBoxC700,WestConshohocken,PA19428-2959,UnitedStates. Individualreprints(singleormultiplecopies)ofthisstandardmaybeobtainedbycontactingASTMattheaboveaddressorat 610-832-9585(phone),610-832-9555(fax),orservice@astm.org(e-mail);orthroughtheASTMwebsite(www.astm.org). 5

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