Disclosure to Promote the Right To Information

Whereas the Parliament of India has set out to provide a practical regime of right to information for citizens to secure access to information under the control of public authorities, in order to promote transparency and accountability in the working of every public authority, and whereas the attached publication of the Bureau of Indian Standards is of particular interest to the public, particularly disadvantaged communities and those engaged in the pursuit of education and knowledge, the attached public safety standard is made available to promote the timely dissemination of this information in an accurate manner to the public.

इंटरनेट मानक

“!ान $ एक न' भारत का +नम-ण”Satyanarayan Gangaram Pitroda

“Invent a New India Using Knowledge”

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“Step Out From the Old to the New”

“जान1 का अ+धकार, जी1 का अ+धकार”Mazdoor Kisan Shakti Sangathan

“The Right to Information, The Right to Live”

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“Knowledge is such a treasure which cannot be stolen”

“Invent a New India Using Knowledge”

है”ह”ह

IS 3370-3 (1967): Code of Practice Concrete structures forthe storage of liquids, Part 3: Prestressed concretestructures [CED 2: Cement and Concrete]

Gr 3

IS : 3370 (Part III) -1967(Reaffirmed 2008)

Indian StandardCODE OF PRACTICE FOR

CONCRETESTRUTURESFORTHE STORAGE OF LIQUIDS

PART III PRESTRESSED CONCRETE STRUCTURES

Thirteenth Reprint AUGUST 2007(Including Amendment No. 1)

UDC 621.642.3 : 624.953 : 66.984

Copyright 1968BUREAU OF INDIAN STANDARDSMANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG

NEW DELHI 110002

January 1968

IS I 3370(Part m i. 1967

Indian StandardCODE OF PRACTICE FOR

CONCRETE STRUCTURES FORTHE STORAGE OF LIQUIDS

PART III PRESTRESSED CONCRETE STRUCTURES

Cement and Concrete Sectional Committee, BDC 2

Cl&airm4nSRRI K. K. NAMBIAR

IU/JrtsnatingThe Concrete Association or India, Bombay

M.N. Dastur & Co ( Pvt) Ltd, CalcuttaSahu Cement Service, New DelhiBhakra & Beas Designs Organization, New DelhiCentral Building Research Institute (<':SIR),

Roorkee

The Associated Cement Companies Ltd, Bombay

S.B.Joshi lit Co Ltd, BombayCentral Road Research Institute (CSlk), New

Delhi

MmaHrsSUR1 M. A. MEHTA (Alllrnale to

Shri K. K. Nambiar )SHlU K. F. ANTIA5Hat A. P. BAGCHISHRJ P. S. BIIATNAOARDRS. K. CHOPRA

SHRIJ. S. SHARMA (AltmuJII)DIRECTOR ( CSM ) Central Water & Power Commission

DIRECTOR ( DAMS III ) ( JUlmuJt. )DR R. K. GHOIH Indian Roads Congress, New DelhiSUR1 B. K. GUHA Central Public Works Department, New Delhi

SUPERINTENDINO ENOrNIER,2nd CIRCLE ( Altmultl )

DRR. R. HATnANOADISHRIV.N.PAI(AI~")

JOINT DlRBcroR STANDAltDS Research, Designs & Standards Or'lanization(B Be S) ( Ministry of Railways)

DEPUTY DIRECTOR STANDARDS( BitS) (Alllmtll')

SRRI S. B. josmPROF S. R. MBIJRA

DR. R. K. GHOSH ( Aillma" )Smu S. N. MUKERJI National Test House, Calcutta

SHRI E. K. RAMCHANDRAN ( Altlmatt )SHRI EaAclI A. NADIR-SHAH Institution of Engineers ( India), CalcuttaBRIG NARESH PRASAD Engineer-in-Chie£'a Branch, Army HeadquartersSRRI C. B. PATEL National Buildings Organization

SHRt RA81NDER SINOH ( AllImtJt, )SIUU I. L. PATEL Directorate General of Supplies & DisposalsSHal T. N. S. BAa Gammon India Ltd, Bombay

SIUlI S. R. PJNHBIRO (AllmuJlI)( Continued onpill' 2 )

BUREAU OF INDIAN STANDARDSMANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MAltG

NEW DnUII 110002

IS •3370 ( Part m)-1967

( Contiml,d frompag. 1 )

Members IUJms",ti,.,REPRESENTATIVE Geological Survey of India, CalcuttaREPRUBNTATlVE The India Cements Ltd, MadrasSHal K. G. SALVI Hindustan Housing Factory Ltd, New Delhi

SHRIC.L.KAsLnYAL(Al~) .Da S. SARKAIl Structural Engineering Research Centre (CSIR),

RoorkeeSmu Z. GEOROE (~ll""ale)

SECRETARY Central Board of Irrigation Be Power, New DelhiSHRI L. SWAROOP Dalmia Cement ( Bharat) Ltd, New Delhi

SHRt A. V. R.&MANA (Altmaat,) .SHRI J. M. TREHAN Roads Wing, Ministry of Transport

SKRI N. H. KESWANI (A.lllmat,)DR H. C. \-"ISVESVARAYA Cement Research Institute of India, Ne\v DelhiSlim R. NAGARAJAN, Director General, lSI (Ex-officio Mnnb,r)

Director ( Civ Engg )

Sttretary

SHRI Y. R. TANEJA

Deputy Director ( Civ Engg ), lSI

Concrete Subcommittee, BDC 2: 2

CDnr.'"",

National Buildings Organization

M.N. Dastur at Co ( Pvt) Ltd, Calcutta

S.B. Joshi 8t Co Ltd.. BombaySHIll S. B. JOSHI

MemlJersSBJU B. D. AHUJA

SHal P. C. JAIN (~l~)SHRI K. F. ANTIA.

SHRIB.C.PATBL{AI~")SHlUA. P. BAOCHISRJtI B. K. CHOKSIDR S. K. CHOPRA

Sahu Cement Service, New DelhiIn personal capacity ( M60 Cwrow Bag, Bom641 )Central Building Research Institute ( CSIR ), .

RoorkeeDR I. C. Dos M. PAIS CunDOU Central Water 8t Power Commission

DIRECTOR (DAMS I) (AI"""''') ,DBPUTY DIRECTOR STAND.&RDI Research, Designs and Standards Organization

( B & S ) ( Minis~ of Railway. )AssISTANT DIRECTOR STAND- •

ARDS ( BitS) (AI""",,)DIltECTOa Hyderabad . 'Engineering Research Laboratory,

HyderabadDIRECTOn-IN-CHAROB Geological Survey of India, LucknowSHRI V. N. GUNAJI Public Works Department, MaharashtraSHRI V. K. GUPTA Engineer..in-ChieC'aBranch, Army HeadquartenSHRI K. K. NAMBIAR The Concrete Association of India, Bombay

SHJU C. L. N. IYENOAR ( dltmlat, )Da M. L. PURl CeDtral Road R.esearch Institute (aSIR), New

Delhi

( Coratin.d011/Jal' 12)

2

MENOMENT NO. 1 OCTOBER 1981

TO

IS:3370(Part 111)-1967 CODE OF PRACTICE FORCONCRETE STRUCTURES· FOR THE STORAGE OF LIQUIDS

PART III PRESTRESSED CONCRETE STRUCTURES,Alteration-----

(PagfI '. "Lz.. D. J) - Sub.tltute the tollori.qtor the ezi.tlq clawae:

'0.3 AlthOUlh the prorlel0D8 of thi. code cOYer aa1n17.tructurea tor the .torase of liquids, the generalrequireaent. glftll ID Part I ot this eode .....,senerall1 appl1 to the dellgD of reinforced concreteand prestre••ed concrete structures tor the CODTe7aDce

ot Uqulds, .ucb .. aq,ueduct. 8114 luperp...qes; theother require_ntl giTeD 111 tbe code mq a180 beapplied vitb appropriate laOd1tlcatloDI. •

(IDe 2)

IS I 3370 (Part m). 1967

Indian StandardCODE OF PRACTICE FOR

CONCRETE STRUCTURES FORTHE STORAGE OF LIQUIDS

PART III PRESTRESSED CONCRETE STRUCTURES

o. FOREWORD

0.1 This Indian Standard was adopted by the Indian Standards Institu­tion on 20 October 1967, after the draft finalized by the Cement andConcrete Sectional Committee had been approved by the Civil Engineer­ing Division Council.0.2 The need for a code covering the design and construction of reinforcedconcrete and prestressed concrete structures for the storage of liquids hasbeen long felt in this country. So far engineers, designers and builders inthis country have been adapting mainly the recommendations of theInstitution of Civil Engineers, London, and more recently some of therecommendations of the Portland Cement Association. The conditions inthis country, however, differ in many ways from those prevailing in UKand USA; for instance, climatic and weather conditions are subjectedgenerally to larger variations, materials for concrete differ considerably intheir physical properties and the prevailing practices in construction havespecial influence on the methods of use of reinforced and prestressed CO"­

crete. The need was, therefore, felt to give due consideration to thesefactors in ~he practic~s followed in the country with a view to fuJ, satisfyingthe functional requirements of structures for the storage of liquids. Inorder to fulfil this need. formulation of ' Indian Standard code 'of practicefor concrete structures for the storage of liquids' was undertaken which isbeing issued in parts. This part [ IS : 3370 (Part III )-1967] deals withprestressed concrete structures. The other parts of the code are thefollowing: .,

Part I General requirementsPart II Reinforced concrete structuresPart IV Design tables

0.3 Although the provisions of this standard cover mainly structures forthe storage of liquids, the general provisions of this code may also beapplied, with such modifications as found necessary. to suit the specialconditions in the design of reinforced concrete and prestressed concrete,structures for the conveyance of liquids, such as aqueducts and super­passages.

3

IS I 3370(Part m) ·1967

0.4 While the common methods of design and construction have beencovered in this code, design of structures of special forms or under unusualcircumstances should be left to the judgment of the engineer and insuch cases special systems of design and construction may be permitted onproduction of satisfactory evidence regarding their adequacy and safety byanalysis or test or both.

0.5 In this standard it has been assumed that the design of prestressedconcrete liquid retaining structures is entrusted to a qualified engineer andthat the execution of the work is carried out under the direction of anexperienced supervisor.

0.6 All requirements of 18:456-1964* and IS: 1343-1960t in so far asthey apply, shall be deemed to form part of this code except where other­wise laid down in this code.

0.7 The Sectional Committee responsible for the preparation of thisstandard has taken into consideration the views of engineers, and techno­logists and has related the standard to the practices followed in the countryin this field. Due weightage has also been given to the need for inter­national co-ordination between the standards prevailing in differentcountries of the world. These considerations led the Sectional Committeeto derive assistance from published materials of the following organiza­tions:

British Standards InstitutionPortland Cement Association, Chicago, USAInstitution of Civil Engineers, London.

0.8 For the purpose of deciding whether a particular requirement of thisstandard is complied with, the final value, observed or calculated, express­ing the result of a test or analysis, shall be rounded off in accordancewith IS: 2-1960t. The number of significant places retained in therounded off value should be the same as that of the specified value~~~~~ .

1. SCOPE

1.1 This standard (Part III) lays down the requirements applicablespecifically to the prestressed concrete structures for the storage of liquids,mainly water. These requirements are in addition to the generalrequirements laid down in IS: 3370 (Part I )-1965§.

-Code of practice for plain and reinforced coocsete ( llermd mJisioll ).tCode orpnetice lot plestteued conc:rete. I ,

.. ·-t~ulCI·'.TOUDdiftr oft DUlDencaJ valuel ( rir1lsMl ).I~e or practice for concrete structures for th~ .tor_le of liquids: Part I General

requlfClDmtl.

4

IS I 3370 (Part m). 1967

1.2 This code does not cover the requirements for reinforced and pre­stressed concrete structures for storage of hot liquids and liquids of lowviscosity and high penetrating power like petrol, diesel oil, etc. Specialproblems of shrinkage arising in the storage of non-aqueous liquids andthe measures necessary where chemical attack is possible, are also not dealt"with. The recommendations, however, may generally be applicable to thestorage at normal temperatures of aqueous liquids and solutions whichhave no detrimental action on concrete and steel or where sufficientprecautions are taken to ensure protection of concrete and steel fromdamage due to action of such liquids as in the case of sewage.

2. GENERAL REQ.UlREMENTS

2.1 Design and construction of prestressed concrete liquid retainingstructures shall comply with the requirements of IS : 33iO (Part 1)-1965*.

3. DESIGN

3.1 Geaeral - Provisions shall be made for all conditions of stresses thatmay occur in accordance with the principles of mechanics; recognisedmethods of design and sound engineering practice. In particular, adequateconsideration shall be given to the effects of monolithic construction in theassessment of bending mornent8 and shear.

3.1.1 Before taking up the detailed design the designer should satisfyhimself on the correct estimation of loads and on the adequate staticalequilibrium of the structure, particularly in regard to safety against over­turning of overhanging members; in the latter case the general arrange­ment should be such: that statical equilibrium should be satisfied evenwhen the overturningmoment is doubled.

3.2 Ba.is of Desip

3.2.1 General basis of design shall be in line with the recommendationsof IS: 1343-1960t except where otherwise specified in this code. Themembers other than those specified in 3.2.2 shall be designed in accordancewith the requirements of IS : 1343-1960t. ",

3.2.2 The design of members in contact with the liquid on", any face orenclosing the space above the liquid shall be based on consideration ofadequate resistance to cracking as well as adequate strength, and thefollowing basic requirements should also be satisfied: "

a) The computed stresses in the concrete and in the steel shall notexceed the permissible stresses given in 3.3 and 3.4, duringtransfer, handling and construction, and under working loads.

·Code of practice for concrete structures for the storage of liquids: Part I ~erieialrequirements.

tCode of practice for prestressed concrete.

5

IS I 3370(Put m). 196'

b) Cracking of the liquid retaining face should be entirely avoided.The liquid retaining face should be checked against cracking witha load factor [ that is the ratio of the total ( dead + live) load atcracking to the total ( dead + live) working load] of 1-2•

. c) In estimating the resistance to cracking, the stresses in any cross­section should be calculated as for a homogeneous material,making allowance for all losses in steel tension.

d) The ultimate load at failure ( dead + live) should not be less thantwice the working ( dead + Jive) load.

e) Where found necessary provision should be made by suitable jointsor otherwise to allow for elastic distortions of the structure duringthe process of prestressing.

3.2.3 For cylindrical tanks, additional requirements as specified in 7.1should also be satisfied.

3.3 Perml••ible Stre••e. fa CODcrete

3.3.1 The permissible stresses in the concrete due to prestressingoperations and working loads, and the modulus of elasticity of concreteshall be as specified in IS: 1343-1960*.

3.3.2 For estimation of resistance to cracking, the limiting tensilestrength of concrete shall be assumed to have the values specified inTable 1.

TABLE 1 LIMITING TENSILE STRENGTH OF CONCRETE FOR ESTIMA­TION OF RESISTANCE TO CRACKING IN PRESTRESSED

CONCRETE MEMBERS

MINIMUM WORK CUBE( 15 em $m£ ) STRENGTH01' CoNCRETE AT 28 DAYS

kg/an2

(1)

350400450500550600650

DUtBCT TENSILESTRENOTH

kg/em l .

(2)

16171819202122

BENDING TENSILE. STRENGTH

kg/em!

(3)

32343638404243

-Code of practice Cor preatrellCd concrete_

6

IS : 3370 (Part mr- 1967

3.4 Permi••lble Stre••e. Ia Steel

3.4.1 The permissible stresses in prestressing steel and the modulus ofelasticity of steel shall be as specified In IS : 1343-1960·.

3.4:.2 Where circumferential wires or bars are tensioned by means orjacks, the losses due to friction may be found by reducing the coefficient offriction to 80 percent of that given in IS: 1343·1960*.

3.5 ShrlDkage aDd Creep 01 CODcrete - The provisions regardingshrinkage and creep shall comply with the requirements of IS: 1343-1960*.

3.5.1 Where reservoirs are protected with an internal impermeablelining, consideration should be given to the possibility of concreteeventually drying out. Unless the engineer is satisfied that the lining hassufficient crack-bridging properties, allowance for the increased effect ofdrying shrinkage should be made in the design.

3.6 La••e. la Prestre•• - While assessing the stresses in concrete andsteel during tensioning operations and later in service, due regard shall bepaid to all losses and variations in stress resulting from creep of concreteand steel, the shrinkage of concrete, the shortening of concrete at transfer,friction and slip of anchorage. Requirements in this respect specified inIS: 1343·1960* shall be complied with.

4. FLOORS

4.1 ProvislOD orMovem,Dt Joiat8 ..:..-. Movement joints shall be providedin accordance with 8 of IS'~ 3370 (Part I )-1965t.

4.2 Floors ofTaaks Resdag OD Groaad - If the tank is resting directlyon ground, its floor may be constructed of concrete with the nominal per­centage of reinforcement (not less than 0·15 percent of gross erose-sectionalarea of concrete) provided that it is established that the ground willcarry the load without appreciable subsidence in any part and that theconcrete floor is cast in panels not more than 4-5 metres square withcontraction or expansion joints between. In such cases a screed .yer ofconcrete not less than 75 mm thick shall first be placed on the grotind andcovered over with a sliding layer of bitumen paper or other suitablematerial to destroy the bond between the screed and floor concrete. ..

4.2.1 Under normal circumstances the screed laler .shall not be of gradenot leaner than MIOO specified in Table 3 0 IS: 456-1964t; where

.Code of practice for prestreDed concrete.tCode of practice for concreee structures ror the storage of Jiquidl: Part I General

requirements.:Code of practice Cor plain and reinforced concrete (,Mo"d ",isio" ).

7

IS I 3370 (Part m). 1967

injurious soils or aggressive water are expected, the screed layer shall be ofgrade not leaner than M150 specified in Table 3 of IS : 456·1964* and ifnecessary a sulphate resisting or other special cement should be used.

5. WALLS

5.1 Provision ofJolats

5.1.1 Sliding Jointsat the Base of the Wall- Where it is desired to allowthe wall to expand or contract separately from the floor, or to preventmoments at the base of the wallowing to its fixity with the floor, slidingjoints may be employed.

5.1.1.1 Considerations affecting the spacing of vertical movementsjoints are discussed in 8 of IS : 3370 (Part I )-1965t. While the majorityof these joints may be of the partial or complete contraction type sufficientjoints of the expansion type should be provided to satisfy the requirementsof8ofIS:3370 (Part I)-1965t.

5.2 Effect of Earth Pressure - When a reservoir wall is built in theground or has earth embanked against it, relief ill bending moment due tosimultaneous action of water pressure inside the wall and earth pressureoutside the wall may be made, provided that:

a) there is no risk of slip in the embankment or fear of a reductionin the earth pressure arising from shrinkage or other causes; and

b) the earth pressure allowed by way of relief in the bendingmoment caused by internal water pressure should be the minimumwhich can be relied upon-under the most unfavourable conditionspossible, including those under which the reservoir is to be testedfor watertightness.

6. ROOFS

6.1 Prow.loll of Movement Joiau - To avoid the possibility of sym­pathetic cracking, it is important to ensure that movement joints in theroof correspond with those in walls, if roof and walls are monolithic. Ifprovision is made by means of a Iliding joint for movement between theroof and the wall, correspondence ofjoints is not 10 important.

6.2 Loadiag - Fixed covers of tanks should be designed for gravity loads,such as the weight of roof slab, earth cover, if any, Jive loads, andmechanical equipment. They should also be designed for upward load ifthe tank is subjected to internal gas pressure.

-Code orpractice for plaiDaDd reiDf'orced concrete ( SlCtmd,'lJisitJn ).tCoeIe or practice for concrete structures for the storage or liquids: Part I Gene...l

requiremc;nta.

8

IS I 3370 (Part m). 1967

6.2.1 A superficial load sufficient to ensure safety with the unequalintensity of loading which OCCUR during the placing of the earth covershould be allowed for in designing roofs. The engineer should specify aloading under these temporary conditions, which should not be exceeded.In designing the roof, allowance should be made for the temporarycondition of some spans loaded and other spans unloaded, even though inthe final state the load may be small and evenly distributed.

6.2.2 In tanks having fixed or floating coven the gas pressure developedabove liquid surface shall be added to liquid pressure.

6.3 Waterd,htae•• - In case of tanks intended for the storage of waterfor domestic purposes, the roof shall be made watertight. This may beachieved by limiting the stresses as for the rest of the tank, or by the useof a covering of waterproof membrane or similar other efficient means.

6.4 ProteetioD Against Corro.loB -Protective measures shall be pro­vided to the underside of the roof to prevent it from corrosion due tocondensation; or alternatively, the underside of the roof shall be' designedas a liquid retaining face, particular care being taken that the stipulationsregarding minimum cover to reinforcement are adhered to.

7. CYLINDRICAL TANKS

7.1 Stre••e. - In the design of prestressed concrete cylindrical tanks, thefollowing stresses in steel and concrete after allowing for all losses shouldbe investigated and their values should be within the limits prescribedin 3.3 and 3.4, except where otherwise specified below:

a) Maximum .te~sile stress in hoop steel or longitudinal steel ·atworking load should not exceed the limits specified in ~3.4.

b) The princiraJ. compressive stress in concrete should' not exceedone-third 0 the specified works cube strength. :' .

c) The average shear stress on the gross cross-section of the concreteshould not exceed i1.oof the specified works cube strength,

d) When the. tank is full, there should be a compression in theconcrete at all points of at least 7 kg/cml • ;

e) When the tank is empty, there should at no point be a tensilestress greater than 10 kg/cml • Where the tank is to be emptiedand filled at frequent intervals, or may be left empty for aprolonged period, it is desirable to design the tank so that thereIS a residual compression when the tank is empty as well as whenfull. .

7 ~2' The base of the wall may be designed either fixed with the floor or assliding or hinged at the junction with the floor.

g

IS a3370 (Part m). 1967

7.2.1 Except in case of unyielding solid rocky sub-grade, care should betaken to minimize the danger or local settlement. This can be done bydesigning the floor as a thin membrane and by providing a foundationring under the wall.

".3 When at the base of the wall, hinged or sliding conditions prevail:a) any advantage offered by the restraining effects should be ignored,

andb) the moments in the region of the wall base in the direction

parallel to axis of the tank (usually vertical) caused by therestraining effects of prestressing at the wall base should be countedfor. Values given in tables in IS: 3370 ( Part IV)· may be helpfulto assess these moments.

'.4 The ring prestressing should be designed in all cases on the assumption·that the wall-foot is free to slide without frictional resistance. When thefoot of the wall is free to slide, a longitudinal moment should be assumedon the basis of a restraint equal to one-half of that provided by a pinnedfoot. In other cases the 'longitudinal moment should be assessed on theactual degree of restraint at the wall-foot,

7.5 Allowance should be made for the longitudinal moment induced bythe transverse stressing in the partially wound condition. The maximumvalue of the flexural stress in the longitudinal section from this cause maybe assumed to be numerically equal to 0·3 times the ring compression stress.

7.6 Prestressing should be provided in the transverse and longitudinalcross-section so as to contam these effects within the critical stressesspecified.

7.7 Prestressing wire may be placed outside the waUs generally, providedthis is protected with pneumatic mortar to provide 40 mm cover over thewire. In malignant atmospheres, such as in heavy industrial areas or nearthe sea the cables should be placed inside the walls and grouted.

7.8 When the stressing of the prestressing wires is proposed to be carriedout with wires in position, anchorages may advantageously be staggeredand placed at suitable points of the cylinder with a veiw to off setting theheavy frictional losses.

7.9 The worst conditions ofstressesresulting from the pressure ofcontainedliquid, surrounding pressure, if any, temperature, shrinkage, restraintfrom roof, etc, should be considered.

7.10 Necessity of prestressing the cylinder wall in the direction of the axisor.the cylinder ( vertical) should always be investigated•

• Code of practice for concrete structures Cor the storage or liquicla: Part IV Designtables.

10

IS : 3370(Part m). 1967

7.11 Longitudinal prestressing may be replaced with a reinforced. concretesection satisfying the requirements of IS : 3370 ( Part II )-1965·•.

a.DETAILING

8.1 Coacrete Cover - The minimum cover to prestressing rods, wires orcables, and to sheathings and spacers, if present, shall be 35 mm on theliquid face.

8.1.1 For faces away from the liquid and for parts of structure not incontact with the liquid, the cover shall conform to the requirements ofIS: 1343-1960t.

8.2 Spacing or Prestressing Steel- The requirements of IS: 1343­1960t shall be complied with.

9. WORKMANSHIP, INSPECTION AND TESTING

9.1 In addition to the requirements specified in IS : 3370 (Part I ).1965t,the requirements of IS: 1343·1960t shall be complied with.

--_.-_.,._~._.

*Code of practice for concrete structures for the storage of liquid: Part II Reinforcedconcrete structures.

fCode of practice for prestressed concrete.:Code of practice for concrete structures for the storage of liquids: Part I General

requirements.

11

IS I 3370 ( Put m )•1967

( CDnlinllldft- /HJg, 2)

Mnn1JlrsPaOF G. S. RAMAsWAMY

&/Jr,s,,.,ingStructural Engineering Research Centre (aSIR),

RoorkeeDB S. SARKAR (AlImuJII) .

SHRI T. N. S. RAO Gammon India Ltd, BombaySHlU S. R. PnfIlEIRO (Altmult.)

SUPERINTENDING ENOINEER, 2ND Central Public Works DepartmentCIROLB

SRRI S. G. VAlDYA ( AIU1nalt.)SHRI J. M-.TuBAN Roads Wing, Ministry of Transport

SHRI R. P. SIKKA ( Altlrftatl)DR H. C. VISVEBVAIlAYA Cement Research Institute of India, New Delhi

MGIPF- 327 Deptt. ofBlS/2007-200

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2403139221 0141229217528614982456508

23201084222328222330122618923

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