IS 5822 : 1994Indian Standard CODEOFPRACTICEFORLAYINGOF ELECTRICALLY WELDED STEELPIPESFOR WATERSUPPLY fSecond Revision ) UDC 621-643-2-073 [669-14-4621 : 628.1 : 006.76 Q BIS 1994 BUREAU OF INDIAN STANDARDS MANAK BHAVAN. 9 BAHADUR SHAH ZAFAR MARG NEW DELHI 110002 July 1994 Price Group 7 The earlier disadvantages of steel pipelines ( liability to deteriorate by corrosion ) have been largely overcome in recent years due to development of protective coatings. BS CP 2010 ( Part 2 ) ‘Pipelines: Part 2 Design and construction of steel pipelines in land’ British Standards Institution. but it is the responsibility of every authority to ensure that the type of the pipeline selected is suitable and safe for the duty envisaged. .Water Supply and Sanitation Sectional Committee.3 mm outside diameter pipe. This has been met by deriving assistance from the following standards: BS CP 8010-1981 ‘Code of practice for pipelines’ British Standards Institution. In the formulation of this code due weightage has been given to international co-ordination among standards and practices prevailing in different countries in addition to relating it to the practices in the field in this country. The Committee responsible for the preparation of this standard is given in Annex C. The selection of a pipeline for any particular application depends on the service and environmental conditions to be satisfied. after the draft finalized by the Water Supply and Sanitation Sectional Committee had been approved by the Civil Engineering Division Council. b) Criteria for calculating the nominal thickness has been modified. and steel pipelines may now be safely used for carrying certain fluids. CED 24 FOREWORD This Indian Standard ( Second Revision ) was adopted by the Bureau of Indian Standards. With the development of new materials and jointing methods. This standard was first published in 1970 and subsequently revised in 1986. changes in the application and in design can be expected. The present revision incorporates the following major changes: a) Inclusion of 168. and c) Criteria for selecting protective coatings has been modified. and shall not be allowed to be spread in stcrl pip’s shall cnnfom to IS 3589’: 1991. The trees. but it may be niodified to suit local couditions by taking necessary precautions.EARIN(. subtending an half nlctre from the side of the pipeliuc shall be angle of about 120* at the centrc of the pipe. mild sleel the vicinity of Ihe worksite. Bct’orr pipeline is laid. shall 1~ constructed. The trench 1. and effi- IO 2 032 nun (as covered iu IS 3589 : 199i). wherever necessary.3 nun that the workman may work therein safely. pipe is to be laid and filled to a like depth with lean pscd OK. The discharge of Ihe trench dewatering pumps above ground or underground for water supply. Tree roots within a distance of about curvature of the pipe as far as possible. grass. a board. hedges.For the purpxe of this code. as shown rcnloved or killed. trench. suitable trenches should 4. gates.2.2. elcclrically welded natural drains.1 The Indian Standards listed in Amex A are nercs. proper fornration shall be prcparcd. having regard to rhe safety of laying is started. the 3.2 Excavation and Preparation of Trenches for removed and replaced with an approved material Laying 1hdrrground Pipeline thoroughly conipacted in place to support the pipe The trench shall be so dug that the pipe nlay be laid to properly. additional excavation of not more than 600 nun 4 IWHMA’ITON in depth and 900 nun in length should be provided all 4. an oflicial. permit even bedding of the pipeline.3 Specicll Forrndrltions in Poor Sail be exraVi~ted. the method of laying and jointing the pipe disposal of all shrub.2. in Fig. 4. that.1 (.1 Preliminary work required to be done before pipe considered on its merits.2 For the purpose of this code. a department or an shown in Fig.1 Trenching Trenchiug includes all excavation which is carried out by hand or by machine.1 Thiscode covers the melhods of laying electrically shall bc shored. be kept toa mii~luumcoitcisteiltwith theworkingspace sary i\djL\lKtS lo this standard. trench shall be trinmed to a depth of at least 100 nun bricks and nlasoury. as direcled by Ihe authority.3 All other scrviceablcmaterials. required. 1A. laid either ciently. fences. includes pegging out.2 Pits for Joints tdertakes to administer ilnd enforce the provisions of When welding is to be carried out with the pipe in the lhis cock as adopted or amended. . At the bottom belween the faces. Iage and sn~ll hushes. ccmentcoucrc~eorwi~h non-compressible material like NOTE . clearing and the Irench. When the of piling. in accordance with pipeline is under a roildWay. IS 5822 : 1994 Indian Standard CODE OF PRACTICE FOR LAYING OF ELECTRICALLY WELDED STEEL PIPES FOR WATER SUPPLY ( Second Revision ) is recoiiiiiieiided. For buried pipeline. 1B and Fig. the resulting timber than 1 200 mm diameter in earth and munm the curva- shall be stacked properly aud disposed off.rwt-al round the pipe at the position nf the jointsfor facilities of welding. however. agency established and authorized by the llnion or State (%~vcrumenl or any slatutory body created by law who 4. shall he conveyed &her to drainage charnels or to 1. Each case should. it shall be 3 CI. authority may be sand of adequate depth to give the curved seating. and lhe need to avoid damage to pipe. timbers or other materials. it cannot be 4. a suitable foundation for the pipe. and kept dry so welded mild steel pipes ofoutsidc diameters 16S. plates to IS 2062 : 1992 and welding rlectrodes to IS 814 : 1991. 1C. Where rock or boulders are encountered. he 3. THE SIl’E such as to provide not less than 200 mm clearance on tither side of the pipe. . consisting the rcquircd alignment and at required depth.0 iii plans~prepared by the authority.coating.in the opinion of the authority. such as wood work. portions of old masonry bottom of the trench shall be properly trinmed to and debris from the route. pipeline above ground may be laid in Where the bottom of the trench at subgrade is found to autting or on embanknients or be supported~by pillars consist of niaterial which is unstable to such a degree as the cast inay be. . a niininiuni cover of 1. as an individual. recovered during the operation of below the level at which the botion~ of the barrel of the clearing the site shall be separately stacked aud dis. as directed ture of the boottom of the trench should match the by the authority. For pipes larger 3. The width of the trench shall 2.2 Whcrc trees have been Mlcd. Guards trnd Srlfety Provisions 4..a Q J 100 mm 1 B Trench in Hard Rock with Cement Concrete Bedding FE. Sheeting.t(*. shall such an elevation as to pemil its safe removal. water-courses shall not be obstructed.2.. and the road/street may 2 . . completed.2.'.6. Blasting for excavation shall be per~uitted only after 4. fire or other utility controls shall reguiil tiolls and as may be necessary to protect life._ . ing. whichever is lower. in the opinion of the sons or property. tf.1 The authority shall have the right to order the shccting to be driven to the full depth of the trench or To protect persons fror#injury and to avoid damage to to such additional depths as may bc required for protec.6. ing. When close sheeting is required.a.2.X Stocking Excavated Mrrtericll Ail excavated material shall bc stacked in such a man- 4.+. The rules 0.10 Mtrintenance of Traffic and Closing of Streets rcniovcd when the backfilling has reached the respec- tivc icvels of such bracing.6 Brcrccd and Slrwted Trenclres ner that it does not endanger the work and avoids Open-cut trenches shall bc sheeted and braced as re.4 Rock Excwation 1A Trench in earth or Murum Igru\ 0 I20" .a+ VT_. > . crcucc may also be made to IS 4081 : 1986). wherever used in this standard. 4. the au’thority at its placed and maintained during the progress of the con- discrctioa may permit stopping of the driving of sheet.2..9 Brrrrictldes.9 m bciow to established street level or the existing and regulations pf the local authorities regarding safety surface of the street.: :L 100 mm 1C Trench in Hard Rock with Sand Bedding filling has been completed or has been brnught up to The term ‘rock:‘. Where the soil in the lower limit5 of a ches. surface boxes.2 Sheeting and bracing which have been ordered enclose&y fences or barricades and shall be protected to bc left in place should be removed for a distance of by proper lights when the visibility is poor.5 BIllsting tures.2. adequate barricades. 1200 ( Part 1 ) : 1992. Gutters shall be kept cIcar orfiher satisfac- it shall bc so driven as to prevent adjacent soil from tory provisions made for street d&nage and natural entering the trench either below or through such sheet. which niay serve as obstructions to traffic shall be 4.2. tor- tion of the work..2. may be 4. be left unobstructed and accessible uutii the work is propcrty or the work.IS 5822 : 1994 RL \ 4. except that which Theworkshaii becarriedinsucha mannerthatkcauses has bccu icft in piacc III. Re-use securing the approval of the authority and only when proper precautions are taken for the protection of per. . Sheeting have the same meaning as given in teminoiogy in IS and bracing may be rcnmved before filling the trench. shall be trench has the necessary stability. provisions shall be observed.I~ IK: removed after the ixlck. construction signs. obstructing footpaths and roads..7 Cm-e of Surfirce Mrrterinl fo. FORSEEL PIPFS \ \ 0 . Ail surface materials which.'. equipment and pipes bottolll. struction work and until it is safe for traCfic to use the ing at some designaled elevation above the trench roadway. Hydrants under prcs- quircd by any goveruing state laws and nnmicipai sure. as required. red ianterm and guards. except that which should be left in piacc. 1 TKENUUNC. but only in such a manner as will ensure adequate protection of the conipieted work and adequate struc- 4.2.. 4.*. The hours of blasting shall be fixed by authority. 120° .. property. . .2.. piles. All materials. material as directed by thr authority._ . thr Icast interruption to~traffic. Trench brac. are suitable for re-use in restoring the surface the authority. The procedure of blasting shall conform shall be kept separate front the general excavation to the requirements of local controlling authority (rrl. a tion of the authority.1 Cutting High Grounds Temporary support. Care shall be taken while fixing 4. The em- such other services. Typical sections in cuttings necessary to cut roots and tree branches. Mechanical con- cable ducts and drains but not below sewers.2 Preparation of Embankmen! 4.2. it shall be provided. such as water and gas pipes.3. its supports. The sides of the cutting been disturbed shall be restored upon completion of the should generally have the following slopes: work. larger clearance as required by the authority to be done on the sloping ground or on embankment. Where thrust or auger boring is bankment shall be finished to the correct dimensions used for laying pipeline across roads. ramming and existing services. vertical.50 mm shall be provided between the pipeline and rains shall be replaced with suitable material. bc intimated and arrangements made to support the 4. The structures which may have service passage and side drains. IS 5822 : 1994 be closed in such a manner that it causes the least 4. A minimum clearance of [ see IS 2720 (Part 7) : 1980 1. the pipeline shall be laid below layer shall be consolidated by watering. botiom to accommodate the pipeline. as far as possible. Where it is necessary for Ground traffic to cross open trenches.12 Protection of Property c) Hard rock l/4 :l Tress. Side slopes of the laying operations. to balance shall be placed and necessary detour signs for the the cutting and filling quantities. and filling in low areas.2. When it is directed under 4. The width of the embankment at top shall be such as to ORIGINAL GROUND FIG.2. The consolidation obtained usually laid at great depth.1 Width of embankment utilities in consultation with them. shall be done under the supervision and direction of the authority. shrubbery fences. with proper maintenance of traffic shall be provided. suitable bridges shall be Formation should be prepared by cutting high grounds provided. rolling before the next layer is laid. minimum of lead. Each As f:ir as possible.2. If banking is utilities. Excavation for the formation in cutting should be done drains.3. The slopes of embankment should be protected repair and replacement. adequate protection and main- tenance of all underground and surface structures. Any wash-outs during 1. 4. if so required by the with during excavation. sewers and other obstruction encountered in the il+such a manner as to obtain sufficient width at the progress of the work shall be furnished under the direc. the authority concerned shall authority. 2 and 3. if it is unavoidable pipeline shall not be less than 90 percent of the proctor density should be suitably protected.2 above. When such utilities are met by-pitching or any other method. a) Earth MURUM and boulders 1:l b) Hard MURUM and soft frocks l/2 : 1 4. railways or other and gradient prescribed by the authority. 4. cables. 2 SE(-IlON m Cum~ci 3 . The pipeline shall be so laid as not embankment shall be steeper than 1 l/2 horizontal to 1 to obstruct access to the other services for inspection.3 Preparation of Formation for Pipeline Above interruption to the traffic. Care should also be taken to ensure that the pipe rests fully either on cutting or on bank.10. such cutting are shown in Fig. which are solidation is recommended. Adequate arrangements shall be shall be cut in steps of not less than 300 mm deep and made to protect and support the other services during 450 mm wide to give a proper bond.13 Avoidmce of the Existing Service Material used for embankment shall be spread in horizontal layers not more than 300 mm thick. poles and all other property All excavated material shall be the property of the shall be protected unless iheir removal is shown on the authority and shall be stacked or disposed off as drawings or authorized by the authority.3.1 Suitable signs indicating that a’street is closed the alignment and gradient of the pipeline.11 Structure Protection 4.2. Pipes shall not be thrown down from the should be driven to transfer load to harder substrata. to 52. frozen material or material diameter of the patch is less than 25 percent of the which in the opinion of the authority is unsuitable or nominal diameter of the pipe. 5. It shall not swell when exceeding 2 percent of the outer diameter of the pipe moisture laden or shrink and crack tihen dry and shall should be removed. etc.1 A dent is a depression producing a significant 4. 5.3 Strrbility of embankment 5.2.4 Handling of Pipes trnd S@ecirrls Eulbankment shall rest on good foundation which shall be capable of taking load of the earth fill. Suitable gaps in the pipes stacked should be left at intervals to pcnnit access from one side to the other. etc.2 Mrltericlls jbr emhnkment ’ alteration of the curvature of the pipe shell. These bench marks should be fixed a little away from the field of work and should be securely fixed in cement concrete. some preliminary work described in 52.2 I’relitninary Work Before Pipe. refuse. Mud. slush and out a c. shall be fixed before the work of laying the pipe line is started.2. the pipe faces shall be cleaned by scraping by wire brushes or Before the actual pipe laying opclations are corn-. 4. shall be rectified. 5. 3 SECTION IN PARTLY CUTTING AND IK~I\L. grooves. 4. trucks nor shall they be dragged or rolled along hard surfaces. fittings. expansion joints and appurtenances are available in the stockyard of the authority.1 Typical section of the bank is shown in Fig. clay. Insert material shall also be free from cinders.2.2. the pipeline. 5. the damaged portion should be cut out as a cylinder and replaced by an undamaged FK. Slings of canvas on equally non-abrasive 5 PIPE HANDLING AND INSPECTION material of suitable width or special attachnient shaped 5.2 Transporting md Stmking of Pipes Delivery of the pipes and specials and appurtenances shall be taken from the stockyard of the authority and Iransportcd to the site of laying and stacked along the rotllr on timber skids. pipes. RCC or wooden piles outcoating. any other method specified by the authority. at all stages during handling.1 Bench Marks ORIGINAL GRDUND Refercure bench marks. All dents does uot ham the pipeline.3.2. and rectified. notches.c~~coated pipes and timberskids to avoid damage EMBANKMENT 10 IIICcoating. Padding shall be provided FIG. ashes.1 General to fit the pipe ends shall be used to lift and lower~coated pipes so as to eliminate the risk of damage to the For the purpose of this code. if any. Any allow uniform subsidence of the earth work throughout damage to the coating shall also bc carefully examined the embankment.3 Pip Inspection 7l1e pipes and specials shall be inspected and defects noticed. 4 SKEIN INEMB~N? piece of pipe.ylindrical portion of the pipe aud replacing the decaying vegetable matter shall not be used.3. When embankment is laid on soft specials. such soft and specials shall be handled in such a nlanuer as not foundation shall be stabilized by providing sand piles to distort their circularity 01 cause any damage to their or rubble piles. at least one per kilotnetre. The depth of a dent is measured as a gap l~etwec~~the lowest point Materials used for embankment shall be such that it of the dent and~the curvature of the pipeline. patching may be permitted by the authority if the rubbish. such as protrusions. dents.3. assembling and welding.IS 5822 : 1994 accommodate the pipeline and the service passage.2. specials. it is presumed that the coating. The pipes ground.5 shall be done. Care should bc taken that the resulting wall thickness does not become less than the uiinimum specified. menced.Laying Before aligning. The same with an undamaged piece of the pipe.Tn the alternative. It is essential to avoid daniagc to the pipes. 5. such as marshy clay or marine clay. Dents shall bc removed by cutting have self-draining properties.2. etc. Repairs by hammering deleterious. If the wall thickness becomes less than the u~ininum. All lumps and clods shall be broken to with or without heating shall not be permitted. organic material. 4 .5 Prepring Pipe Fnces for Welding 5.2. service road. 1 General out-coating. to preserve the coating while lowering.1 If the resuhs of the tensile test do not conform to After the pipe is lowered. Refilling shall be tended at the. these shall be removed before hk.3 Laying of Pipes Above Ground Ir. If neces- any 10 shall bc subjected to test.2 The procedure for handling the pipes as described in 5 and 4. care being taken to see that no test spcrimen taken from at least one field joint~out of part of the shoring is disturbed or damaged.1. For buried pipelines final welding may best be 8.1 shall be carefully followed.1. if the soil is damaging the coating. non-aggressive. Backfilling should closely follow the welding of joints 7 HANK FLANGES of the pipe so that the protective coating should not be sub+eo_llently damaged.2. care should be taken to see that empty ing shall be retained until the trench is refilled and pipes with ends blank flanged should not be left in consolidated.s~<J1s 4260 : 19X6 ) as agreed upon between the user Q2. Where the trench is sheeted. In case of coated pipes. While assembling. special altcntion should bc given to the assembly of the pipe not exceeding 3 mm.1 The pipe faces shall first be tack-welded alter- and the manufacturer. nately at one or more (liametrically opposite pairs of points. Before the pipe and for lowering and assembling the pipes underground is lowered. The filling on pnrary closures. full welding 6. sary.3. IS 5822 : 1994 6 WEIAI)ING to be done in the trench. it shall be laid in correct line the rccluircments specified.2. sight rails. should be on the sides. retests of two additional and level by use of levelling instruments. Material hannful to the pipe- 7. Care shall be taken to see that -the which shall conform to the required specifications. backfilling.Blank flanges done in layers not exceeding 300 mm.2 If internal pressures exceed 1. Alternatively. the pipeline should be laid either adopted for coating the pipeline. The ground should.2 lkstiug of Welded Joints removed progressively without the necessity ofdigging under the pipe. One one or two struts only.2 Lowering ondAssentbling of Pipes and Speciuls arch length subtending an angle of 120° at the centre The procedure for lowering varies with the method of pipes.1 Iayiug of Pipes IJnderground 8.2 &&filling done after intermediate pipes have been backfilled. Electrodes used for welding should slings.2.1 Gerrerrrl 8. care being the pipeline or for testing the pipeline laid. however.5 N/mm2.I temperature range of average air temperature opposite. Non-destructive testing of the tightening rings from outside or other suitable equip- ment should be used to keep the two faces in shape and completed weld may be carried out on pipelines by position till at least one run of welding is carried out. Each layer shall nlay also bc necessary for commissioning a section of be consolidated-by watering and ramming. extra care shall be taken comply with IS 814 : 1991.1 Blank flanges shall be used at all ends left unat- line shall not be used for backfilling. the pipes The welded joints shall be tested in accordance with shall be lowered into the trench by removing at a time. where water is iikely to accumu. To prevent the 8. earh of theodolites. non-pressure blank flanges consisting the niro sides of the pipeline should be carried out of mild steel plates tack-welded at the pipe ends may simultaneously.2 should be followed for lifting and determine that an even bedding is provided for the laying the pipes on supports or on ground. After completing tack-welding. In longitudinal joints of the consecutive pipes are stag- CiISC of failure of one or two. temporary closure of work. additional struts may be fixed during lowering. The spiders from imide and and first ruu of weld.1 The spiders provided during assembly and weld- floating of pipes. 8.l. For pipes subjected to pressures.2. Where the coating is on saddle or roller and rocker supports as specified by . reference should be made to IS 3114 : 8 1’11% LAYING 1994. be dressed to match the curvature of the pipe shell for an 8.3 Weldiug of Closure Gaps shall be carried out in suitable runs following a se- Final welding of closure gaps should be carried out quence of welding portions of segments diametrically within . gered by at least 30” and should be kept in upper third ing out) and repairing shatl be carried out as directed of the pipeline. the pipe faces shall be brought close enough to leave a unifoml gap 6. the trench shall be carefully examined to as described in 8. the blank flanges should be suitably designed.. etc. radiographic (see IS 4853 : 1982) or ultrasonic method ( . if there are two longitudinal joints they by the authority. procedure laid down in IS 3600 ( Part 1 ) : 1985. For tem- taken to prevent damage to the pipeline. The pipe should be lowered progressively The welding of pipes in the field should comply with with the help of shear legs or cranes using wide belts or IS 816 : 1969. 6. extensive gouging (scoop. specinlcn from the same section shall be made. pipeline to aid alignment. For further precautions and use of material in backfilling. I S “C. be used. Slings may be 6. The pipeline pipelineand that the pipe may belowered intoitwithout may be allowed to rest on ground. Where timbers are placed under the uncovered trenches. the pipe may be lowered in the trench on supports sufficiently high so as to facilitate 6.1 General The procedure for trenching as described in 4. IS 5822 : 1994 the authority. and joints at predetermined intervals or by providing loops d) On either side of a major crossing. SPECIALS. For inspection pur- sion joint depends on local conditions. pipeline is gcncrally recommended. 10 BMNCH CONNECTIONS. AND RIVER CHOSSING Bclijrc putting it into ronmission.1 GearI-al Y ROAD.2 Protective devices. the wcltlcd pipeline 9. The pipe shall IX anchored by concrete anchor blocks 102. care being taken to ensure that the fabricated fittings have at least the sang strength as the pipeline to which these are to be joined.~kagc. b) To facilitate hydraulic testing of sections or the For all pipelines laid above ground. may be provided to ensure or anchorages (see 8. ensure proper functioning of these joints. 11.2. coni- positc bends and tapers. where leakage through expansion joitlts cannot bc per- Valves may bc located cithcr above ground or below mitted. Spacing ofexpan. shall 1)~trstrd both Ihr its strength . Similarly.3 Anchortrp dots not exceed the design pressure.Ind Ic.1 The mode of laying the pipeline crossing. that the internal pressure at any point in the pipeline 8.2 Appurtenances The spacing of the isolating sluice valves along a pipeline depends upon the type of terrain through which the pipclinc passes and the operational flexibility rc- quircd. road. valves at all dips are necessary. air valves at all humps and scour cxpamiou joint should be fitted last. Small branches. such as relief valves.2. Figures 5 and 6 show supp&ts gcucrally railway or a river shall be detemincd so as to satisfy .idoplcd 011 slrcl pipcliws. it is ground. Provision of poses. Valves may be positioned as follows: a) At the beginning and at the end of the pipeline.1 Complicated specials. Expansion joints 10. single piece bends. Provision should be made to suitable places. Where expansion joints are provided. man-holes may be provided on either side of expamion joint at intervals of 300 man exposed steel isolating valve and at other suitable places.3. but should bc easily accessible (see IS 780 : necessary to create restraining points on the pipeline to 1984 and IS 2906 : 1984 ). such as ‘Y’ pieces. 10. may IX fabricated at site.ROLLER OR ROCKER G . isnlating valves should be variationshould be made either by providing expansion provided at intervals not exceeding 6 km. expansion and contraction on accouut of temperature c) For long pipelines. The pipe laying work should preferably start from the restrained 10. shall be fabricated in workshop. anchor the main during construction and in service 11 TESTING OF PIPELINE where floatation could occur. etc. the rcquiremnts of the authority concerned. ETC 10. surge should always be provided between two fixed supports or break pressure stations. GIRDER STOOL .3).3 Pressure indicating the flow recording instru- or other means to resist unbalanced water pressures and ments and burst alarms should also be provided at tenlpemturc stresses.1 Control valves should be provided on all points on either side working towards centre where the branches. MH.3. provision for pipeline. IIKJshould IX protcrtcd by the USCof suitable coatings when coustructiou is not . Any defective pipes. the quanlity of water added in order Both for internit and cxtcriiaI~l. an allowance should be weight and also due to handliug of pipes during laying made for the static head l~ctwccn the lowest point aud operiltioll.S scwcrs. If a drop in prcssurc occurs. rcquirrrucnts governing iustallation of mains. waler mains and other underground conduits should bc lOcilId prior to con.~ch villvcd section of pipe shall IX filled with water USC. the pipe depending upon the working space inside the ~Whcrc the licld test pressure is less than two-thirds the pipe.lldc foreign material present in the Under the ICSI pressurr no leak or sweating shall he trcuch during construction. specified and ineasurcnients to that effect be made by using instruments like clcometer or similar other celi- Whcrc the pipclinc is tcstcd in scctiniL~. two or more able nicasuring devices. water- and sh. contaminated soil in the trench. consolidated. 13. fittings. Pipe should 1~ strung on high ground. Contractors and wnrkrncn should sh. to prcvenl rontaluiii. Among possible sources of contamination applid by ulcans of a puulp WIIIIC~I~ to the pipe in a n~aunc.~lioii of valves.lins iutmdcd for potable wiltcr supplies 11.2 Education of crew mtmbcrs as to the need for and wcldcd joints. it should Sun1 of the niaxinlum static pressure and surge be niadr continuous at the joints after laying.~ll 1~ in a~‘C’OrdanCewith IS 10221 : 1982.2 Where the pipclinc is partly above ground and pipclit1e through hydrants. portion should be continued well clear of the ground. tight plugs should Ix iustallcd in all pipe opcuiugs. epoxy resin. IS 5822 : 1994 11.aiiltitig. In case of large dianicter pipelines. coal tar. cotitailliilatioii from workmen or their cquipnud or 11. concrete orcciiicnt n~ortarorplastic lining. air valves and blow-offs partly underground.nrmintrtion Under Pressure both and unavoid.2. In the former case. if I2. renient mortar I~SI pressure.1 litrc per 111111of view of determining the protective life.2. fillings.2.3 E. Care should be taken to-see that the material used for 1 times the maximum pipeline static pressure.lll I)c rculovcd illld replaced by sound material illld the hr thoroughly lilnlili. the The field test pressure IO be imposed should be not Icss pipeline should be provided with an inlcrnal coating or than the grcatcst of the fOlIowing: . with clean water ilnd all air shall IX expelled from the 12.2 Almve Ground Pipelines should be made to purup any other water that might Pipclincs laid above ground nre liable to. the coating used on the buried fixed ou the pipeline.2 I’rocediwe for’l‘est 12. 12. and pipe 7 . hydrants 13.2. based 011 the 13. Such linings arc usually of hitunlen. \Vcldcd joints at Ci1Ch g. 1 times lhc u~i~xiniuiii sustained operating prcs.lp lllily 1101 get iI under prcssurc. Special cart‘ should l~c takru in nlaking these 13 FLl6HINGS AND 1)ISINFEC:TION OF welds and ~hesc joiuts should be kept undcrohservation MAINS ItEFOHIS COMMISSIONING duriiig the couliliissioning of the systcni.1.2. coating is non-toxic.1 N/IUIU’ per minute. Before starting the pressure test.atniosphcric collect in the trench. lining.lCtUillly in progress. ValVCs avoiding ~0111amin..1. Gunny sacks and rags arc not adequate. The test pressure shall be gradually raised at the in position and the backfill in the trenches is properly rate 01’ne.\rwilh illI pertinent state and local test shall IX rcpcatd until satisfactory IO the Authority.4 Dry Him Thickness pressure is no1 cxcccdcd at tlic lowrst poiiil. The lining may be applied IO the a lld pipe before or after laying.ltioii during construc- Buried steel pipclincs are liable to external corrosion tion. arc sewer drainage. slowly .1 Paints Each valved section of the pipe shall be slowly filled Paints should be applied as specified by the authority. This will prevcut the lining from being lf the test prcssurc mcasurenm~ts arc not made at the dalllilgd due lo defornlalioii of pipeline.3 Internal Coating or Lining 11. the period of test should be at least 24 lining preferably be carricd out after the pipeline is laid hours.r satisfactory to the mthority.1 Prcwtw Test Where water to be conveyed is aggressive in nature. the expansion joints should 1~ tightened.tmcntal. Methods of applying internal lining vary according to the size of pmsurc subject to the test prcssurc.1 The nl. due to self lowcs~ point of the scctiou. The niinimuni pipe dia per km of pipeline per day for each 30 nl head dry film thickness of tlie paint system should he of pressure iI]lpliCd.Ind the sprcified test prcs”urc.1 Ilurird Pipes nercssary.1Disinj2xhn of New Mcrins clcvation dlowcst point ofthc lincarscclion under lest and corrcctcd IO the clcvation ol‘thc~tcst gauge. visible ill alI scclion~ofpipes.. Special rare shodd be taken to corrosion and should be adcqualcly protected. This should not exceed 0.~tion~~f the main during construc- or hydr. At all times .truction and relocated. Provision 12.2 Prcssririzcrtion should be disinfected before conmissioning thcnl for E. sun:.luts discovcrcd in comscqucncc ofthis prcssurc test tion is fud. shall be Special care should be taken to ensure disiufcrtinn of uew mains. fittings.lrly 0. valves. the thickuess of to re-establish the ICSI prcssurc should be carefully the dry paint film is very important from the point of umsurrd. avoid coiitai~iii~. the point of nlcasurcmcnt to ensure that the IIMX~IMII~I 12. All I2 (:OA’I‘IN<. 2 15. curbing. water from the distribution system or depend upon Ihe width of trench specified for the otherapproved source and Ihechlc~r~ac is fed at constant imlallation ofthe pipe and the width and length of the rate into Ihe new main at a co~~c. condition of the backfill is such as to properly support the pavement. bolh before and during construction each of flushing and commissioning.1 General Design Requirements 14 (~:OMMIJNICATIONS Geneial requirements for the design of steel -pipes are 14. procedure should be repeated and the results again 16 DESIGN REQlJlREMENTS tested before placing the main in service.1.-Following the 24 hours period no less than 10 nig/l ditions make it ucccssary oradvisable to remove addi- chlorine residual should remain in the main. but with rales proportioned to give a chlorine con. The width and ensure that the proper level is maintained. Bacteriological lests as earthfromtheexcavationshall behauled toa dutnpand prcscribedby the authorities should be taken. sound brick or asphalt paving blocks ensure their disinfeclion. sods or other property and centration ol’ at least 300 mg/l. ctc. ctc. 15. proper valves shall bc operated IO granite blocks. LAYING OF PIPE sodium or calcium hypochlorite) should proceed by one of the recoumeuded melhods as described in 13. or liquid nonual trench for the installation of the pipe shall not chlorine injected into the main through a solution-feed chlorinator and booster pump may he used. man-holes or otherstruc- filled. disinfection (using liquid chlorine. Following rhe prcscrihed contact period. AFTER been completed. 15. The width of pavement removed along the jected inlo lhe main with a hypochlorinator. furnishing all labour and materials ofthe minlhra prriodofatleast3 h. shrubbery.3 Slug Method .4 Regardless of the method used. hydrants. the chlorinaled waler All surplus water main materials and all tools and should be flushed to waste ~until the reniaining water temporary structures shall be renioved from the site as has a chlorine residual approximating that throughout directed by Ihe authority. ir shall be removed as directed by the authorily. if necessary.slltr. This method is used priucipal.2 Replacement of Pavements and Structures ’ In this method a continuous flow of water is Ted with a constant dose vf chlorine (as in the previous method) All pavements. existing con- 24 h. man-holes or other struc- n~g/l. and ifthe the construction site left clean to the satisfaction of the results fail to meet n~ininnm standards.lrio~~of at least 20 pavenml area required to be removed for the installa- tion of gate valves. pipeline being dealt with as well as between the field 13. may be re-used. As thcslugpasscs incidental thereto.50 mu on each side of the trench. crosses. . 16. 13. cleaned system between both ends of the section of the before inslallalion.3.3 Cleaning-IJp tion inlo the supplying line does not occur. it is necessary to niakc certain that backllow of the strong chlorine solu. and the amount removed shall In this method. All dirt. disinfecting. paved footpaths. fences. the iu~practiciil. rubbish.1 During all phases of cleaning. along the main should lures shall not cxcced Ihe n~axinnm linear dimensions be opcratcd to cnsurc their proper disinfection.2 Continuous Feed ofthe lrenchcxcavalion. tlushcd with water of sufficim~ velocily to remove all 15 REMOVAL. water should remain in the main ‘Fora minioiunl of Wherever in the opinion of the authority. the disinfecting authority. specials. Paveinenl and road surfaces may be removed as a part 13. The exceed the width of the trench specified by more than chloriuc residual should be checked at intervals 10 1. RESTORATION AND MAIN- dirt and olhcr fnrcign materials.1 Allowitble Removal of Puvetnent and 13. sound Ices. poles.3 Afler pressure testing the niaiil. 13. gutters. it should be partics in between thcsc sections should be established. given in Qnex B for information. reliable communication 1hen1 should be inspected and. \ IS 5822 : 1994 interiors. tional pavemcnl. All valves. In restoring the pavement. When this~process has TENANCE OF PAVED FOOTPATHS. A properly adjusted hyp~~chlori~e solulion in- lures. Chlorine lengths of Ihe area of pavement removed for the instal- application should continue uutil the entire njain is lation of gate valves. and excess Ihe rest of the system. The of such slructures by more than 150 nun on each side. testing. The chlorine is applied surface structures retuoved or disturbed as a part of the continuously for a period of time to provide a column work shall be restored lo a condition equal to that before of chlorinaled water that contacts all interior surfaces the work began. No permanent paven~eut shall be res- ly for large diameter mains where continuous feed is tored unless and until in the opinion of the authority. specials. 3 to 2 032 nun out.1 The internal design pressure shall not be less than B-3. B-2.1 Protective devices. Title IS No.1 The pipe selcctcd shall be strong enough to the nlaxinmnl pressure to which the pipeline is likely withstand the effect of partial vacuuni corrcsponding~to lo be subjected including allowance for surge pressure. Code of proccdun: for conducting paction (second revision ) field studies on atmospheric cor- 2906 : 19S4 Specification for sluice valves for rosionof nielals water works purposes (350 to 1200 1975 Code of procedure for conducting nun size) ( third revision ) studies on underground corrosion 3114: 1994 Code of practice for laying of cast of nictals iron pipes ( second revision ) 10221 : 1982 Code of practice for cnating and wrapping of underground . 7 ): density relation using light coni.LUAI 3589 : 1991 Scan~lcss or ele’ctrically welded steel pipes for waler. ANNEX B ( Clause 16.of carbon and 4081 : 1986 Safety code for blasting and related carbon manganese steel drilling.N OF STEEL PIPES II-1 INTERNAL DESIGN I’RESSIJRE B-3 EXTERNAL I’RESSIJRE B-l. ultrasonic testing of butt welds in tion in nlild steel (firsf revision ) ferritic steel ( second revision ) 1200 Methods of nleasurcnlent of build. ( firsf revision ) poses (Jxrrtl~ revision ) 5330 : 19s4 Criteria for design of anchor blocks for penstocks with cxpan- 2720 Methods of test for soils : Pan 7 Determination of water content dry sion joints (firsf revision ) ($r. such as reliefvalves. given in this section is necessary. within the pipe and due to any pressure exerted by water B-2 I’HOTECTIVE DEVICES or soil around it. 1982 Reconunended practice for ( . IS 5822 : 1994 ANNEX A ( Clause 2. Title 780 : 1984 Specification for’sluice valves for 3600 Methods of testing fusion welded water works purposes (50 to 300 joints and weld nrctal in steel : (Pag 1): nun size) ( siwllr revision ) Part 1 Cruciform fillet weld tensile 81-4 : 1991 Covered electrodes for manual test nletal arc welding. pressure II-4 WORKING TEMI’EMTURE linriting stations and automatic shut-down equipment B-4.: radiographic inspection of fusion Part 1 Earthwork ( jortrfll revision ) welded butt joints in steel pipes 2062 : 1992 Steel for general structural pur. 9 . one-third the atmospheric pressure which may occur if any.1 Where working tcnrpcrature lies between shall be provided to ensure that the internal pressure at any point in the pipe line system does not exceed the + 5°C and + 50% no variation in the design stresses internal design pressure by more than 10 percent.opcrations 816 : 1969 Code of practice for use of metal 4260 1986 Rcconnnended practice for arc welding for general construc. gas and slccl pipelines sewage (16X. 4853 .1 ) GENEML REQUHCEMENTS FOR THE DESI(. 122%8: 1987 Code of practice for use and laying of side diameter ) (second revision ) ductile iron pipes.9af21 ): ing and civil engineering works.1 ) LIST OF REFERRED INDIAN STANDARDS IS No. B-9. B-9. defor- B-7 I)YNAMIC: EFFECT mation when not under pressure. or other material may be used on steel B-5. such as that may be caused by therefor. The specified minimum yield stress used in the equa- tion in B-9. longitudinal stresses allowed for in accordance with the accepted rngincer- due to gravity component.9 for shop further nlodificd considering required lili: of the pipeline.90) where fi is support .02 . external loads. D = outside dianieter in nm. NOTE . B-10 CORROSION ALLOW. tractive ing practice. should be pipeline is supported at intervals. Fillings. hydrostatic head.001 2 (13. in B-4.4NCE 61 design factor (0. nal corrosion taking place.0.1 The weight of pipe.0 l’or lcsl pressure inclusive ofsurge pres. welding and 0. design of shell thickness.g for field weld&).1 Comideration of all longitudinal axial com- provided that each stage is protected by pressure limita- pressive stresses. load on support 1 thickness of shell in nm.4.1 The rcductiou of the internal pressure in stages in the cast of restrained pipeline and rim bending stress along the length of the pipeline to match the reduction at the restraint joints. and p: R = radius of pipe shell in nm. etc. II-9 I’RESSIJRE DESIGN OF PIPELINE B-9.4.2 shall be appropriate value rcconmended B-6 WEIGHT EFFE( :T for steel plates in IS 2062 : 1992. bending stresses should be c. plastics. in detemining the wall thickness. pipe components. I = thickness in nun.1. where P = ~a1 in N.1 Whrre substautial variation in the pipeline pipe in accordance with this code.1 Expansion and Temperature Stresses prcscri bed i II IS 3589 : 199 1. such as stresses due to beam action when the impact.2. allowance should be made for the effect of thermal cxpansionand contraction corresponding to the B-9. frictional forces resisting free expansion B-X <. B-9.1 External or internal coatings or lining of cement.RAl)E TAPERiNG of pipe as in the case of pipeline provided with expan- sion joints or axial force due to temperature stresses as B-8. wind. shall be suitable to withstand given by the following cxprcssion: inlcrnal design pressure and other loading.4 Mininnm Nornillal Pipe Wall Thickness liquid contents and any other weight sustained should bc taken into account for pipe line that is not supported The internal pressure is not the only criterion to be used continuously.3 Specified Minimum Yield Stress actual tcnlpemture variation expected to be met with at the site of work. force of water.IS 5822 : 1994 B-5 THERMAL MOVEMENT B-9. ability to withstand stresses imposed during construction.1 Unusual loading. a corrosion allowance sure). This corrosion aIlowauce should be <’ = weld efficiency of the joint (0. Weight effects should also include stres.6 for working pressure and B-10. ~II 111c maxiniunl working pressure is permissible. Consideration ses caused due to lloatation in any of section of the should also be given to the other factors influencing the pipeline. involved in accordance with IS 5555 : 1990 or and IS 7SOS : 1975. The maximum value of these Coiiipoiienls of pipeline. localized stresses for a pipe fitting well in the saddle is speciaIs.lX~lXfXe = 0. including valves. Above grnund pipeline being exposed to direct 10 .2 Nominul Thickness The nomiual thickness of steel pipe is calculated as given below.1.The nominal thickness arrived at is subject to B-11 TEMPERATIJRE STRESSES minimum thickness and miinufactuiing tolerances B-11. plus thr pemittcd manufacturing where tolcrancc for reduction in thickness of steel plate plus s = stress in N/nun’. mode of supporting the pipclinc and the stresses accrued B-7. thickness liar corm&u allowance. coatings. but shall not be temperatures may occur within the range stipulated considered to add to the strength of such pipe. in relation to buckling.2 Where unstiffcned pipclinc is supported on <:OMPONENTS saddle support. vibration and resonance.t iIll@C iii degrees. flanges.omidered tion device con~plying with B-2. iiitcrna1 design pressure in ~/iiuiiz. care should be taken to account for local B-Y. if any: coefficient given by the expression.1 Where there is a possibility of internal or exter- 0. K = P 2.1 Suitirldity of Components strcsscs both longitudinal and circumferential adjacent to the tip of the saddle. B-6._&_ ‘) ___ or P = -- 211x J’x e + P ‘D . should be nlade and which should IX based upon a I‘= specialist investigation of the corrosion process specified nlininiuru yield stress in N/um?. such as handling. B-11.eneral line is always present due to frictional force developed The stresses transmitted to the connected equipment. B-12 DESIGN REQIJIREMENTS FOR 1 = temperature variation in ‘C. hydros- whcrc tatic head.1. Supports should be designed to support the pipeline F.attdat~hesupporting 1) = internal pressure in N/nun*.1 Expansion joints arc gcncrally provided on the above ground pipelitte which absorb the elongation b) Modulus ofelasticity as 0. .2 Restrained I’ipeline above forces.B-14. within the expansion joint’proper and at the supporting like valves should be kept within safe limits. FLEXIBILITY AND BENDING c1: = linear coefficient of expansion iii B-12. full provision for the tween the two consecutive expansion joints. The relief is not. etc. (American practice) Anchors are provided on the pipeline at the position of line valves or sectionalizing valves. Anchor blocks shall bc designed in accordance with L = linear cocflicicttt of expansion.14xdxBxp without causing excessive local stresses. by shear and bending. IS 5330 : 1984.3.1 (. system of Ihe pipeline. underrroes variation in length as well as in II. rocker. whcrc at the tapers and at the mid-point between two consecu- Fe. The linear ex’pansion in a pipe line is given by the expression: OC.p . in the case of above ground P = n x CJ= circumference of pipe shell in tntn. inner and outer gland of the expansion joint. forces acting on the pipeline are carried by (hc frame ance with the expression : consisting of one or more pair of supports and the pipeline. such as flat base.The linear coeflicient 111111. however.1 Anchorages OR Fe = POXF + A.L III = Poisson’s ratio. d = dia tnetcr of pipe in ttttn.2 Supports the expansion joints is given by the expression. Proper bearing surface. frictional resistance at the supports. frictional resis- A = cross-sectional area of shell in tntt?. 11 . the pipe is generally small and it tnay bc neglected for 11 = temperalure at the titne of ittstallalion in the purposes of design. of thermal expattcton for tuild steel tray be taken as 12 X 10-6/0C for tctuperature up to 120°C. . B-14. and L = length between fixed point and free end in a) Coeficient ofE. B-14 USE OF ANCHORS BLOCKS ON THE B = width of packing in nun. which depends upon the type of support adopted. pipeline. system.3 for steel. should bc provided where controlled niove- m = cocfficicnt of f&ion = 0.. F. Due al- (Skoctiich expression) lowance shall be made for the weight of water. These anchors are generally of gravity type F = 7...43 N/mm of circumference. = tnnxitnuni or iuinitiiutn opcmting tettipcra- diantktc’rs. roller and Fe = axial force in N. .1 The physical constants for the steel for pipeline shall be as follows: tutiiitntii/°C. d/=t. tncttls are required. cannot be accommodated .fll where B-14. IS 5822 : 1994 sunmvs.. cotnplele as some amount of restraint on the free tnovetnent of the pipe B-13.=ExL($-tl)-m.1 The anchors provided at the tnid-point be- either in expansion joints or loops. and tattcesetupatthecxpai~siottjoint.2 Anchor Blocks E = tnodulus of elasticity in N/inn?. and where fit = hoop stress due IO water in N/ttttu2. at the blank flange.1. In pipelittc laid above ground where the movement due to temperature variation.ipmkv7 .. The fricrional force developed within B-13. TheSiatnetrical expansiogor contraction of ture in ‘C. = axial force in N. ’ and should be designed to resist the axial forces due. for their worst combination so that the pipe shell is completely relieved ofstresses resulted from the Ii-U.=mx3. fixity longitudinal cotttpression stress due to axial force points ntay be fratne type in which case all the axial _ caused by tctnperature rise should be made in accord. dl = variation in length in nun. and J I’II’FLINE y = i ttternal pressure in N/nun’. and or contraction of the pipe by telescopic movement of c) Poisson’s ratio as 0. Provision ofcxpattsion joint thus releases the pipeline of thermal B-13 PIPE SUI’POM’L‘S stresses.2 x 10” N/n&.=. tive expansion joints.to tnaxitnutu design hydraulic pressure. Bombay DR S. GAONKAR (Alternate) Smt I. New Delhi MANAGtNCi~RK-KIR Punjab Water Supply & Sewerage Roard. KAt’OOR Engineers India Limited.lC’ EN( itNEER Municipal Corporation of Greater Bombay CttnF EN(4NPI. Madhya Pradesh SttRl J. I? Jal Nigam. (3. J. SETH( Ahernale ) Stmt S. li. Jai Nigam. Chandigarh l>R v. P. Public Health. I’AI!L Directorate of Designs. CED 24 Chairman SHRI v. S.IS 5822 : 1994 ANNEX C ( Foreword ) CoMMITTEE COMPOSITION Water Supply and Sanitation Sectional Conmittcc. IJAWWA Public Health Engineering Department. Lucknow StiRt V. GIIPTA (Alternule ) (bL I-i. K. Alaknandu. &NAN1 Public Works Department. K. Lucknow S. PRAKAstt Delhi Water Supply Rr Sewage Disposal lrndertaking. M. R. New De&q StlRt H. Calcutta (West Bengal) SttRt A. Calcutta SttRl I). K.HRIv. Maharashtra StrRt A. Roorkee Start S. New Delhi) SHRI DEVENDRASING~~ In personal capacity (Anneye Building. MttAtSALK/\R National Environmental Engineering Research Institute (<SIR). MtsttRA (Alternate) PROP K. Delhi SttRt S. GUIN (Alternate) Stttu StstR K. 40. Engineer-in-Chief’s Branch. S. Savhi Cinema (~‘ommcrcial Complex. NeM*Del/ti) SttRt S. SEHGAL L.. Calcutta Sttu B. S. Clttose ( Altcrnute ) C’tttw ENGINEER (PPRD) U. A. Kalkaji Extension. New Delhi Detw~~ AnvtseR (PI II?) ( AItcrnute ) . S. Cwnnn~ (Alternate ) SECRE’IARY India Water Works Association. Ministry of Urban Development.Wt+ACiE PROJECX) ( AiGzrnafe) SttRt F. Calcutta SttRtJ. Chandigarh SttRt S. NATARAJAN +Iindustan Dore. New Delhi SttRt RANA PRATAP (Alternate) Stat LALLAN~PR/\SA~ The Institution of Engineers India.R (Si. CRIII. 2nd Flooc DD-I. P. NAFRAJA~(Alfernnte) SttRt s. MAJ B. SttRl M. Sehgal 6r CQ. Ambawudi. NEAGI Inslitutional Public Health Engineers. Altmedabad) Members ADWSER (PI-IE) Central Public Health Sr Ertvironmcntal Engineering Organization. Bombay SHRt L. RAMACHANDRAN Madras Metropolitan Water Supply and Sewage Board. SRNASTAVA U. P. ~LIPTA ( ~hmte ) SIIRI J. In personal capacity (B/SBA Gangotri Enclave. i’htt All India Institute of Hygiene and Public Health. Army Headquarters. LAL KAN~AL Public Works Department. &PTA ( A /ternale ) ( Continued on page 13 ) 12 . Tamil Nadu SttRtK. New Delhi SttRt S. K. K. I% I’ATEL ’ In personal capacity (128 Munukbag Society. A. DAS (Alternate ) New Delhi SHRt T. BOLA ( Alternutr ) h’DRALIl. N. Oliver (India) Ltd. S. Delhi Adtninistration SIIRVEYOROFWoRKs III ( A Ilernale ) SttRt AvAnttFsti KUMAR Tata Consulting Engineers. (. R. S. SItARMA Central Building Research Institute (CSIR). D. Dmr~ (Alternate ) SHR~R. Patiala (Punjab) SHRt M. (jAR(i Haryana Public Works Department. MALL~A Northern Railway Headquarters. MUKHERIEE Metropolitan Development Authority. ~hLAl_IKER In personal capacity (Flut No. New Delhi SttRt B.3. New Delhi SUKVllYoRoFWoRKS (DCC) IV ( A llernate ) SIRI H. 1s 5822 : 1994 ( C’on/inued Jrcm pge 12) Members Hepresenting SWWUNTENUING ENGINEER(DCC) IV Gntral Puldic Works Department. ‘rAYN. HIS 13 . N. Thane. WACili Maharashtra Water Supply 8.rka SWRI II.ARAJA Bilngalore Water Supply & Sewage Ronrd. S. HIS (kc-officio Member) Director ( Civ Engg ) Member Secrelary HEMANT K~JMAR Joint Director ( CZiv Engg ). VENKATARAMAN. V. Maharashtra SIIKI S. Director GeneA. SHELKIKAR ( Alternate ) SHRI J. PU~TAKEMPANNA( Allernale) SIIRIS.zSewage~Project. v. Karnat. GHAZTABAD. T. BHUBANESHWAR. type or grade designations. Campus. Review of Indian Standards Amendments are issued to standards as the need arises on the basis of comments. it is taken up for revision. JAIPUR. T. P. New Delhi 110002 Telegrams : Manaksanstha Telephones : 331 01 31. E9 -MtDC. BANGALORE. a standard along with amendments IS reaffirmed when such review indicates that no changes are needed. 37 86 62 Northern : SC0 445-446. Users of Indian Standards should ascertain that they are in possession of the latest amendments or edition. FARIDABAD. This does not preclude the free use. Copyright BIS has the copyright of all its publications. I. PATNA. 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