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है”ह”ह

IS 3370-1 (2009): Code of practice Concrete structures forthe storage of liquids, Part 1: General requirements [CED2: Cement and Concrete]

IS 3370 (Part 1) : 2009

Indian Standard

CONCRETE STRUC'lURES FOR STORAGE OFLIQUIDS - CODE OF PRACTICE

PART 1 GENERAL REQUIREMENTS

( First Revision )

ICS 23.020 .0 I; 19.0l\OAO

© BIS 2009

BUREAU OF INDIAN STANDARDSMANAK BHAVAN , 9 BAHADUR SHAH ZAFAR MARG

NEW DELHI I t0002

J,tI/ (' 2009 Price Group 7

Cement and Concrete Sectional Committee, CED 2

FOREWORD

This Indian Standard (First Revision) was adopted by the Bureau of Indian Standards, after the draft finalized bythe Cement and Concrete Sectional Committee had been approved by the Civil Engineering Division Council.

This standard was first published in 1965. The-present revision has been taken up with a view to keeping abreastwith the rapid development in the field of construction technology and concrete design and also to bring furthermodifications in the light of experience gained while applying the earlier version of this standard and the amendmentissued.

The design and construction methods in reinforced concrete and prestressed concrete structures for the storage ofliquids are influenced by the prevailing construction practices, the physical properties of the materials and theclimatic condition. To lay down uniform requirements of structures for the storage of liquids giving dueconsideration to the above mentioned factors, this standard has been published in four parts, the other parts in theseries are:

(Part 2) : 2009 Reinforced concrete structures

(Part 3) : 1967 Prestressed concrete structures

(Part 4) : 1967 Design table

While the common methods of design and construction have been covered in this standard, for design of structuresof special forms or in unusual circumstances, special literature may be referred to or in such cases special systemsof design and construction may be permitted on production of satisfactory evidence regarding their adequacyand safety by analysis or test or by both.

In this standard it has been assumed that the design of liquid retaining structures, whether of plain, reinforced orprestressed concrete is entrusted to a qualified engineer and that the execution of the work is carried out under thedirection of a qualified and experienced supervisor.

The concrete csed in liquid retaining structures should have low permeability, This is important not only for itsdirect effect on leakage but also hecause it is one of the main factors influencing durability; resistance to leaching,chemical attack, erosion, abrasion and frost damage; and the protection from corrosion of emhedded steel. Thestandard, therefore, incorporates provisions in design and construction to take care of this aspect.

The requirements of IS 456 : 2000 'Code of practice for plain and reinforced concrete (fourth revision)' andIS 1343 : 1980 'Code of practice for prestressed concrete (first revision)', in so far as they apply, shall be deemedto form part of this standard except where otherwise laid down in this standard. For a good design and constructionof structure, use of dense concrete, adequate concrete cover, good detailing practices, control of cracking, goodquality assurance measures in line with IS 456 and good construction practices particularly in relation toconstruction joints should be ensured.

This revision incorporates a number of important modifications and changes, the most important of them being:

a) Scope has been clarified further by mentioning exclusion of dams, pipes, pipelines, lined structures anddamp-proofing of basements,

b) A clause on exposure condition has been added.

c) Provisions for concrete have been modified in .Iine with IS 456: 2000 with minimum grade o('concreteas M20 for plain cement concrete, M30 for reinforced concrete and M40 for prestressed concrete (seealso Note 2 under Table I),

d) The maximum cement content has been modified from the earlier requirement of 530 kg/rn" to 400 kg/m',

e) A dau~e on d.urability It.as been added giving due reference to IS 456 in place of earlier clause onprotection against corrosion,

f) Provisions on control of cracking have been modified,

(Continued on third cover)

IS 3370 (Part I) : J089 .

Indian Standard

CONCRETE STRUCTURES FOR STORAGE OFLIQUIDS - CODE OF PRACTICE

PART 1 GENERAL REQUIREMENTS

( First Revision)

1 SCOPE

1.1 This standard (Part 1) lays down generalrequirements for the design and construction ofplain,reinforced or prestressed concrete structures. intendedfor storage of liquids, mainly water.

The requirements applicable specifically to reinforcedconcrete and prestressed concrete liquid retainingstructures are covered in IS 3370 (Part 2), and IS 3370(Part 3) respectively.

1.2 This standard does not cover the requirements forconcrete structures for storage ofhot liquids andliquidsoflow viscosity and high penetrating power like petrol,diesel, oil, etc. This standard also does not cover dams,pipes, pipelines, lined structures and damp-proofingof basements. Special problems of shrinkage arisingin the storage of non-aqueous liquids and the measuresnecessary where chemical attack is possible are alsonot dealt with. The recommendations, however, maygenerally be applicable to the storage at normaltemperatures of aqueous liquids and solutions whichhave no detrimental action on concrete and steel orwhere sufficient precautions are taken to ensureprotection of concrete and steel from damage due toaction of such liquids as in the case of sewage.

1.3 The criteria for design of RCCstaging for overheadwater tanks are given in IS 11682.

2 REFERENCES

The standards listed in Annex A contain provisions,which through reference in this text, constituteprovisions of this standard. At the time of publication,the editions indicated were valid. All standards aresubject to revision and parties to agreements based onthis standard are encouraged to investigate thepossibility of applying the most recent editions of thestandards as given in Annex A.

3 MATERIAI.S

3.1 The requirements for materials shall be governedby IS 456 and IS 1343 for reinforced concrete andprestressed concrete members respectively. with thefollowing additional requirements.

3.1.1 Porous Aggregates

Under no circumstances shall the use of porousaggregates, such as slag. crushed over burnt brick ortile, bloated clay aggregates and sintered f1yasbaggregates, be allowed for parts of structure either incontact with the liquids on any face or enclosing thespace above the liquid.

3.2 Jointing Materials

Joint tillers, joint sealing compounds, and water barsshall conform to the requirements of relevant IndianStandards. Other jointing materials such aspolyurethane and silicone based sealants may also beused provided there are satisfactory data on their .suitability. The jointing materials used shall not haveany adverse effect on the quality ofliquid to be stored.

4 EXPOSURE CONDmON

For the purpose of this standard, parts of the structureretaining the liquid or enclosing the space above theliquid shall be considered as subject to 'severe'condition as per IS 456. In case of members exposedto 'very severe' or 'extreme' conditions, the relevantprovisions of IS 456 shall apply.

5 CONCRETE

Provisions given in IS 456 and IS 1343 for concreteshall apply for reinforced concrete and prestressedmembers respectively subject to the following furtherrequirements:

a) The concrete shall conform to Table 1.

b) The cement content not including f1yash andground granulated blast furnace slag in excessof400 kglm) should not beused unless specialconsideration has been given in design to theincreased risk. of cracking due to dryingshrinkage in thin sections, or to early thermalcracking and to increased risk ofdamage dueto alkali silica reactions.

6 DURABIUTY

6.1 The provisions for durability shall generally be

IS 3370 (Part 1) : 2009

Table 1 Minimum Cement Content, MaximumWater-Cement Ratio and Minimum Grade

or Concrete[Foreword. and Clause 5(a)]

SI Concrete Minimum Mulmum M1DImwnNo. Cement FrecW.ter Gndeol

Content Cemmt ConcretekglmJ Ratio

(I) (2) (3) (4) (5)

i) Plainconcrete 250 0.50 M20

ii) Reinforced 320 0.45 M30

concreteiii) Prestressed 360 0.40 M40

concrete

NarES1 Cementcement pn:scribed in this table is irrespective of thepadcs of amellt andit is inclusiveof addilions menlionedin5.2of IS456.The 8dditionssuch as ftyashor groundgranulatedblast fwnacc slag may be taken into IIC':OUDI in !he concretecomposition with RlSJlCCt to the cement cODlent and walerc:emcntratio if the suitability is established andas long as thellI8llimum 8IDOWIlS Iaken into aa:ount do not exceedthe limitofpozzoJanaand sill specified in IS 1489(Part I) andIS455respedively.1 Forslllll1 C8p1Cily tanks up to 50 m' at Icx:ations wbeR: thereis difficulty in providing M30 padc eoeerere, the minimumgrade of eOIlC~te lD8y be taken as M25. However. thisexcepcioa sb8I1 DOl8ppIyin coalaJ areas.

followed as specifiedin IS 456 for plainand reinforcedconcrete structures.and asper IS 1343 for prestressedconcrete structures unless specified otherwise in thisstandard.

6.2 Nomiaal Cover to Reinforcemeat

UI The minimumnominalcover toall reinforcementshallbe as perIS 456 for relevantexposureconditions.

7 SITE CONDmONS

7.1 The following conditions of the site in relation tothe functional andstructuralrequirementsof the liquidretaining (storage) structure material1y influence themethodsof design and the cost of the structure:

a) Physical characteristics of soil in which theliquid retaining structure may be partly orwholly enclosed and also the physical andgeological features of the supportingfoundations,

b) Chemical properties of the soil and of theground water. and

c) Extent of floatation at the site.

7.1. Inmakingthe choiceof the siteandin thepreparationof the design. the factors mentioned in 7.1 should betaken into account generally as indicated below:

a) EarthPressure -Allowance shouldbe madefor the effects of any adverse soil pressureon

2

walls. according to the compaction and/orsurcharge of the soil and the condition of thestructure during construction and in service.No relief should be given for beneficial soilpressure effects on the walls of containmentstructure in the container full condition.

b) Floatation - If in the siting of a liquidretaining structure. water-logged groundcannot be avoided, the danger of the externalwater pressure shall be carefully guardedagainst by the following:

I) Designing the structure to resist suchpressure under empty or partially-emptycond itions and taking precautions toprevent floating and ensuring stableequilibrium under all conditions ofinternal and external loads. The stabilityof thestructureshould be checkedagainstuplift using a factor of safety of 1.2. Theindividualmembers shall bedesigned forstresses due to uplift forces.

2) Providingeffectivedrainage toreduce thelevel of external water as far as localconditions permit.

3) Providing relief valves discharging intothe liquid retaining structure when theexternal pressure exceeds the internalpressure; this arrangement is feasibleonly in cases when the liquid retainingstructure is not required for the storageof liquids which should not becontaminated.

4) Designingbothinternalandexternalfacesof the walls and floor as water retainingfaces, where the walls and floors of theliquid retaining structure are submergedin water or water bearing soils.

5) Considering in the design. the possibilityof sudden change in ground water tableor sudden accumulation of wateraround.

c) ' Stability - The equilibrium and safety ofstructure and parts of it against sliding andoverturning. especially when the structure isfounded on a side of long or sloping ground.shall also be checked.

d) Settlement and Subsidence - Geologicalfaults, mining. earthquakes. existence ofsubsoilsof varyingbearingcapacitiesmaygiverise to movementor subsidence of supportingstrata which may result in serious cracking ofstructure. Special considerations should begiven in the preparation of the design. to thepossibleeffect of subsidence or movementofthe foundationstrata for example. subdivision

ofthe structure into smaller compartments andprovision of joints to outlet pipes and otherfittings. Joints in structures in miningsubsidence areas will need specialconsideration to provide for extra movemen t.

e) Injurious Soils - Chemical analysis of thesoil and ground water is essential in caseswhere inj urious soils are expected to exist, asconcrete structure may suffer severe damagein contact with such soils. Where concrete islikely to be exposed to sulphate attack.requirements specified in IS 456 shall befollowed . An isolating coat of bituminous orother suitable materials may improve theprotective measure.

8 CAUSES AND CONTROL OF CRACKING

8.1 Causes

8.1.1 Effects ofApplied Loads

Direct or flexural tension in concrete arising fromapplied external service loads, from temperaturegradients due. to solar radiation. or from thecontainment of liquids at temperatures above ambient,may cause cracking in the concrete.

8.1.2 Temperature andMoisture Effects

Changes in the temperature of the concrete andreinforcement and in the moisture content of theconcrete cause dimensional changes which . if resistedinternally or externally may crack the concrete. Thedistribution and width ofsuch cracks may be controlledby reinforcement, together with the provision of themovement joints. Heat is evolved as cement hydrates,and the temperature will rise for a day or more aftercasting and then fall towards ambient Cracking usuallyoccurs at this time, while the concrete is still weak.Subsequent lower ambient temperature and loss ofmoisture when the concrete is mature will open thesecracks although the loss of moisture at the surface underexternal drying conditions is usually low. A structurebuilt in the summer but not filled or an external structurestanding empty will usually be subjected to greaterdrops in temperature than the same structure filled.

8.2 Methods of Control

8.2.1 Plain concrete liquid retaining structures ormembers may be designed by allowing direct tensionin plain concrete, the permissible tensile stress for M20and M25 concrete being 1.2 N/mm1 and 1.3 Nlmm1

for direct tension and 1.7 N/mm1 and 1.8 N/mm1 forflexural tension respectively. However, nominalreinforcement in accordance with the requirementsgiven in IS 456 shall be provided for plain concretestructural members.

3

IS 3370 (Part I) : 2009

8.2.2 The most important factor affecting dryingshrinkage is the amount of water per unit of concrete.Water can be reduced by use of both plasticizingadmixtures and by using minimum amount of cementconsistent with quality. The concrete mix should have .the largest practical coarse aggregates as this willreduce the cement content.

8.2.3 In cases where structures under construction areexposed to high wind. high temperature and lowhumidity, adequate measures during the initial stagesof construction shall be taken for protection fromsurface drying, such as covering the concrete surfaceby polyethylene or tarpaul in sheets.

8.2.4 Cracking may be controlled byavoiding or reducingthegradient ofsteepchanges in temperature and moistureofespecially the early age concrete. 'JYpe of shuttering.deshuttering procedure and curing method may affectthe changes in temperature and moisture. Curing shallbe done for a period of not less than 14days.

8.2.5 The risk of cracking due to overall temperatureand shrinkage effects may be minimized by limitingthe changes in moisture content in concrete andtemperature to which the structure as a whole issubjected. Tanks can remain wet. It will beadvantageous if, during construction of such reservoirs.thin sections below final water level are kept damp.

8.2.6 The risk of cracking can also be minimized byreducing the restraints on the free expansion orcontraction of the structure. With long walls or slabsfounded at or below ground level. restraints can beminimized by the provision of a sliding layer. .

8.2.7 Structures may beprovided with movement jointsif effective and economic means cannot otherwise betaken to avoid unacceptable cracking.

8.2.8 Whenever development ofcracks or oversttessingof the concrete in tension cannot be avoided, theconcretesection should be suitably strengthened. In making thecalculations either for ascertaining the expectedexpansion or contraction or for strengthening the concrde

section, thecoefficient ofexpansion ofconcrete shall bein accordance with theprovisions given in IS 456.

8.2.9 Cracking of concrete can be to some extentcontrolled by slow filling of the tank first time. Therate of filling shall not be more than I m per24 h.

8.2.10 Correct placing of reinforcement bars, use ofdeformed bars, bars closely spaced and use of smallsize bars lead to diffused distribution of cracks, andhence are preferred practices.

9 SfABILITY OF THE STRUCTIJRE

Stability of the structure against overturning and slidingshall beas given in IS 456.

IS 3370 (Part 1) : 2009

A structure subjected to underground water pressureshallbe designedto resist floatationas given in7.2(b).

10JOINTS

10.1Joints shall be categorized as follows:

a) Movement Joints - A movement joint isintendedto accommodate relativemovementbetweenadjoining pans of a structure,specialprovisionsbeingmadeto maintainthewater-2tightness of the joint. In elevated structureswhererestraint issmall, movementjointsmaynot berequired. There are threecategoriesofmovementjoints:

I) Contraction joint - A movementjointwith a deliberate discontinuity but noinitialgap betweentheconcreteon eitherside of the joint, thejoint being intendedto accommodate contraction of theconcrete (see Fig. I).

A distinction should be made between acomplete contraction joint (see Fig. IA)and a partial contraction joint (see Fig.IB). While the complete contraction

. joints are not restrainedto movementandare intended to accommodate onlycontraction of the concrete, the partialcontractionjoints providesome restraintbut are intended to accommodate somecontraction of concrete. In completecontraction joints both concrete and

reinforcing steel are interrupted and inpartial contraction joints only theconcrete is interrupted, the reinforcingsteel running through. A water bar shallbe providedeither centrally in a wall (seeFig. )A) or on the soffit of a floor. Tocater for shear across the facea shear keymay be provided. In a partial contractionjoint, a water bar may be provided, ifnecessary, preferably centrally inla wallor on the soffit of a floor. These figuresshow some of the typical joints and otheravailable joint details may also be used.

2) Expansion joint - A movement jointwhichhas no restraintto movement and isintended toaccommodateeitherexpansionor contraction of the concrete. This hascompletediscontinuity in both reinforce­ment and concrete (see Fig. 2). Anexpansion type water barshallbeprovidedeither centrally in a wall (see Fig. 2A) oron thesoffitof a floor. A centre-bulb waterbar may be used in walls.

In general, such a joint requires theprovision of an initial gap between theadjoining parts of a structure which byclosing or opening accommodates theexpansionor contraction of thestructure.Design of the joint so as to incorporateslidingsurface,is not, however, precludedand may some times be advantageous.

JOINT SEALINGCOMPOUND

STRIP PAINTING

~...' .-.~'; ..e. •

e '

.... .. .

.~ 4. • .

'.. . : ;,. • .. -.;; ", ,, '! .. ,..

JOINT SEALINGCOMPOUND

DISCONTINUITY INCONCRETE BUTNOINITIAL GAP

" ., .

, e ".,

WATER BAR

.. ' . ~ ," ..

. ~. '... ;

DISCONTINUITYOF STEEL

DISCONTINUITY INCONCRETE BUT NOINITIAL(iAP

1A Complete Contraction Joint 1B Partial Contraction Joint

FIG. I TyPICAL CoNraAcnON JOINTS

4

IS 3370 (Part 1) : 2009

_+-i_IN_ITIAL GAP

. e . .. ... , . ,, .'. ., '•...- . ,, . .

~.... :' .,' '\ ..\J~LLER

STRIP PAINTING INITIAl GAP

~~OINTSEALING• \ II/COMPOUND

JOINT FILLER

....:... "..

..... . "

JOINT SEALINGCOMPOUND

DISCONTINU'TY INBOTH CONCRETEAND STEEL

2A 28

FIG. 2 TYPICAL EXPANSION JOlffTS

FIG. 3 TYPICAL SUDING JOINTS

PREPARED SLIDINGSURFACE OR RUBBER PAD

3) Sliding joint - A movement joint whichallows two structural members to sliderelative to one another with minimalrestraint. This has complete discontinuityin both reinforcement and concrete atwhich special provision is made tofacilitate relative movement in the placeof the joint.

A typical application is between wall andfloor in some cylindrical tank designs(seeFig. 3).

b) Construction Joints - A joint in the concreteintroduced for convenience in construction atwhich special measures are taken to achievesubsequent continuity without provision forfurther relative movement, is called aconstruction joint.

The position of construction joints should bespecified by the designer. Full structuralcontinuity is assumed in design at theconstruction joint and should be realized inpractice. If necessary, construction jointsshould be grouted.

The concrete at joints should be bondedproperly. The surface of the earlier pourshould be roughened to increase the bondstrength and to provide aggregate interlock.This may be best carried out by applying asurface retarder immediately after concretingthe earlier pour. For vertical surfaces, thesurface retarder should be applied to theform work. The laitance is removed byapplying a jet of water, If the joint surface isnot roughened before the concrete ishardened; in that case, the laitance should beremoved by sand blasting or by a scrabbler.

- The joint surface should be cleaned anddampened for at least six hours prior toplacing new concrete. It is not desirable toapply layer of mortar over the old surface.

c) Temporary OpenJoints-A gap temporarilyleft between the concrete of adjoining partsof a structure which after a suitable intervaland before the structure is put into use, is filledwith concrete either completely (see Fig. 4A)or as provided below, with the inclusion ofsuitable jointing materials (see'Fig. 4B). Inthe former case the width of the gap shouldbe sufficient to allow the sides 10 be preparedbefore filling.

~ .

STRIP PAINTING

JOINT SEALINGCOMPOUND

..: : ~ : ..

. .• .

, ., .". ", . "... .

5

IS 3370 (Part I): 2009

INITIAL GAPLATER FILLED

WITH CONCRETE I'I--~'T-~:--..,...~--i

PREPARED JOINT

SURFACE

INITIAL GAPLATER FILLED

"/ WITH CONCRETE

JOINT SEALING

COMPOUND

48

. ......•

4A

. ......

FIG. 4 TYPICAL TEMPORARY OPEN JOINTS

Where measures aretakenforexample. by theinclusionof suitable jointing materials to maintain the waterlightness of the concrete subsequent to the filling ofjoint. this type of joints may be regarded as beingcquivaJeut to a contraction (partial or complete) asdefiaed above.

10.2DaIp IlDd DetaiIiDI orJoints

Desip of a movemeut joint should aim at followingdesirable properties for its efficientfunctioning:

a) The joint should accommodate repeatedmovement of the structure without loss ofwatertightness.

b) The design should provide for exclusion ofgrit and debris which would prevent theclosing of thejoint.

c) The material used in the construction ofmovement joints should have the followingproperties:

I) ItshouldDOC sufferpennanentdistortionorexlrUsion and shouldnot be displacedby fluid pressure.

2) Itshould not slumpundulyinhotweatheror becomebriule in cold weather.

3) It should be insoluble and durable andIbould DOC be affected by exposure tolight or by evaporation of solvent orplasticizers.

4) 1ft SJ*ial cases, the materialsshouldbenon-toxic. taintless or resistant tochemical and biologicaJ actionas maybespecified.

Con~c:stion of~inforeementshouldbeavoided duringdet.l1lDg. Vanous methods such as choosing the

diameter and grade of steel carefully and bundlingofreinforcement, if required. are available.

10.3 SpaciDg of Movement Joints

The provision of movement joints and their spacingaredependenton the design philosophy adopted. thatis, whether to allow for or restrain shrinkage andthermalcontractionin wallsandslabs.At oneextreme,the designer may exercise control by providing asubstantial amount of reinforcement in the form ofsmalldiameterbars at closespacingwithnomovementjoints. At the other extreme, the designer may provideclosely spacedmovementjoints in conjunction with amoderateproportionof reinforcement.Betweentheseextremes, control may be exercised by varying thereinforcement andjoint spacing.an increasein spacingbeingcompensated forbyan increasein theproportionof reinforcementrequired.

The threemainoptionsfor thedesigneraresummarizedin Table 2 as follows:

a) InOption 1(Design/or FullRestraint) - Nocontractionjoints are providedwithintheareadesignedforcontinuity;and crack widthsandspacing are controlled by reinforcement.Constructionjoints become put of the crackpatternand havesimilar crack widths.

b) In Option 2 (Design/or Partial Restraimt>«Cracking is controlled by the reinforcement,but thejoint spacing is such that some of thedaily and seasonal movements in the matureslabor structuralmemberareaccommodatedat the joints, so reducing the amount ofmovement to be accommodatedat the cracksbetweenthe joints.

c) InOption 3 (Design/orFreedom a/Movement)

6

IS 3370 (Part 1) : 2009

Tabl~ 2 Design Option for Control of Tbennal Contraction aad Restrabaed SlariDkqc(ClmIs~ 10.3)

0ptI0a Ty~ of Coastncdon IUIdMdltocl of CoDtrol

(I, (2)

Stell ....lift Nett 2)

(4)

C II

(5)

2

Cootineous: for full restraint

Semi-continuous : forpartial restraint

No joillls. but expMSion joinu ac wide~np 1M)' be Miai_desil'llble in walls and roofs thai are not proteclCd from of P­solar huI pin or where the conuincd liquid issubjected to a substantialtnnperature raneea) Complete JOInts: $ I~ m Mini_bl Altemale panial and complete of p-

jomu (by intapolacion) : !l 11 .25mc) Panial joints: $ 7.5m

u......u ria Mrs.dole ...... 10 avoidbip .-l rMioI wdI illeaocaofA.U. IIM1I "Ie .... ballea -' ttaIn ill0pU0n I

3 CIole movement joilllspacina: for freedom ofmove_

a) Completejoints. in~w

$4.8 + ­e

b) AItcmaIeputiaI and c:ompIelc joinu, ill _ :

wSO.5,_ + 2.4 +

ec) Plrtial jcilU:

...

~ die fCM*If*=iIIc ror Optioes 3(b).-I3(c)

NOlES1 Refcmlca should be nlIlde to Annex A and ~x B of IS 3370 (PIrt 2) for the deIcripliclIl01die IpItJo1IlIIDd ilIll1iJ1Ibk.-l forcalcu1alinC Pa. ,_ and e,lIn Options 1 and 2. the i1eel ralio Mil ceneral1y exceed "- to restrict the cBdt widths 10acxeptabIc v..... III0pU0n 3. the Sled nIioof 213 Pr.. will be adequace .

- Cracking is controlled by proximity of thejoints, with a moderate amount ofreinforcement provided. sufficient to transmitmovement at any cracked section to theadjacent movement joints . Significant crackingbetween the adjacent movement joints shouldnot occur.

The options given in Table 2 are consideredin terms of horizontal movement, but verticalmovement in walls should also be considered.Two cases are as follows:

I) It is possible for horizontal cracks to occur atany free-standing vertical end because of thechange in horizontal restraint with respect toheight. For bays of any height the verticalstrain arising from this warping effect maybe taken as approximately half the horizontalstrain. and the vertical steel ratio should notbe less than the critical ratio, P....

2) The vertical restraint exerted on a newly eastbay at a vertical construction joint may beassumed to develop at the depth of 2.4 m fromthe free top surface. Thus design for freedomof movement (Option 3} may be used forvertical reinforcement in the lop 2.4 m of a liftThe design for partial restraint (Option 2) isappropriate for vertical steel below this depth.

7

The choice of design imposes a discipline onconstruction . It is desirableto achieve minimum restraintto early thermal contJw:tion of the immature concrete

in walls and slabs eYerl though the fini~ structuremay be designed for fullcontinuity. er.cks arising fromthennal contraction ina roof supponed on columns maybe minimized or evenprevented if the roof slab is nottied rigidly to the walls during constructions.

10.4 Maid.. of Joints

Joints shall generally be made according to the broadprinciples discussed in 18.4.1 to 1......l.

10.4.1 Construction Joints

Joints area common source ofwellkness and, therefore,it is deiirable to avoid them. If this is not possible.their number shall be minimized. Concreting shall becarried out continuously up to construction joints, theposition and arrangement of which shall be indicatedhy the designer.

Construction joints shall be placed at accessiblelocations to permit cleanin& out of laitance, cementslurry and unsound concrete. in order to create rough!~en surface. It is recommended to clean out laitarlCeand cement slurry by using wire brush on the $Uffaceof joint immediately after initial setting of concreteand to clean out the same immediately thereafter. The

IS 3370 (P.rt I) : 2009

prepared surface should be In a clean saturated surfacedry condition when fresh concrete i ~ placed . against it.

In the case: of construction joints at locat ions wherethe previous pour has been cast against shuttering therecommended method of obtaining a rough surface forthe previously poured concrete is to expose theaggregate with a high pressure water jet or any otherappropriate means.

Fresh concrete should be thoroughly vibrated nearconstruction joints so that mortar from the new concreteflows between large aggregates aad develop properbond with old concrete.

Where high shear resistance is required at theconstruction joints, shear keys may be provided.

Sprayed curing membranes and release agents shouldbe thoroughly removed from joint surfaces.

11A.1 M(WelMnl Joints

These require the incorporation of special materials inorder to maintain water tightness whilst accommo­datiaa relative movement between thesides of the joint(see 11.5).

Movement join IS. particularly those in floor and roof,also require protection against the entry ofdebris whichmay interfere with the closing of the joints.

10.4.2.1 Contraction joints

The joints face of the first -cast concrete should befinished against a stopping-off board, or vertical endshuner, which. in the case of a partial contraction joint.should be notched to pass the reinforcement.

Steps should be taken to prevent any appreciableadhesion between the new and the old concrete.

The joint should be suitably treated with water stopsand joint sealing compounds so as to maintain watertightness during movement of the joint and preventionof debris entering the joints (see Fig. 5 and 10.5).

10.4.2.2 Expansion joints

These require the provision of an initial gap betweenthe concrete faces on the two sides of the joints andthis can beconveniently done by the use of materialsdiscussed in tooS. The init ial width of this gap shouldbe specified by the engineer and should be sufficientto accommodate freely the maximum expansion of the

METAlLICWATER BAR

/

POLYVINYLCHLORIDEWATER BAR

/

•.....•-,r

'. ." .••• t

..

.. ..

58

TWO COATSTRIPPAINTING

• . ' ''4 e ". '. .. '

e"..'.."

JOINTSEALINGCOMPOUND

, .

MOULDEDWATER8AR

. ~ ..I

~ . .• •.. ..~~

5C 50

FIG. 5 TYPICAL DuAILS SHOWING USE OF Jo M MINTING , ATEitIALS IN OVEIoIENT JOINTS (CONTRACTION TYPE)

8

structure. In determining jointing materials dueconsideration should be given to the requirements ofthe initial width. These will normally require themaintenance ofa certain minimum width ofgap duringmaximum expansion of the structure. The joint shouldbe suitably treated so as to maintain water-tightnessduring movement of the joint (su Fig. 6).

10.4.2.3 Sliding joints

The two concrete faces of a sliding joint should beplane and smooth.

Care should be taken by the use of a rigid screeningboard or other suitable means to make the top of thelower concrete as flat as possible. This surface canusefully be improved by finishing with a steel floatand rubbing down with carborundum.

Bond between the concrete of the two componentsshould beprevented by painting or by inserting buildingpaper or other suitable material.

The joint should be suitably treated so as to maintainwater-tightness during movement of the joint,

10.4.3 Temporary Open Joints

The concrete on both sides of the joints should befinished against stopping off boards.

In order to minimize the extent of subsequentmovements due to shrinkage the joint should be leftopen until shortly before the reservoir is put into serviceand then filled in with concrete or mortar of specifiedproperties. Where possible. the joint should be filledwhen the temperature is low.

Immediately before filling the gap. the joint facesshould bethoroughly cleaned and prepared in the sameway as for construction joints (see 10.4.1).

Where it is intended to treat this type of joint asequivalent to a contraction joint for the purpose of thisstandard. the joint should be suitably sealed so as tomaintain water tightness during subsequent nKMmICntof the joint,

N<JrE - Figure I to Fig. 6 given in Ibis standard are onlydiagrammatic and are intended merely 10 iIIuUrale thedefinitions and principles Jiven in rbestandard and need flO(

be treatedIS preferreddesigns.

10.5Jointing Materials

Jointing materials normally used are classified asfollows:

a) Joint fillers,

b) Water bars. and

c) Joint sealing compounds (including primers

where l'eG.lired).

9

IS 3370 Chrt 1) : 1009

JO.S.J Joint Filius

Joint fillers are usually compressible sheet or stripmaterials used as spacen. They are fixed to the (ace ofthe first placed concrete and against which the secondplaced concrete is cast.

Joint fillers, may themselve5 function as watcr-tiahtexpansion joints. These may be used as support for aneffective joint sealing compound in floor and roofjoints. But they can only be relied upon as spacen toprovide the gap in an expansion joint, the gap beingbridged by a water bar (see Fig. 6).

10.5.2 Watl" Bars

Water bars are preformed strips of impermeablematerial which are wholly or panially embedded inthe concrete during construction so as to span Kross

the joint and provide a permanent water-tight sealduring the whole ranae of joint movement. Forexample. water bars may be strips with • centrallongitudinal corruption (see F'IJ. SA and Fig. 6A),Z·shaped strips (see FiJ. 68) and a central Ionsitudinalhollow tube (see Fig. S8 and Fig. 6C) with thin wallswith stiff wings of about JSOmm width. Thematerialused for the watet ... are metal sheet. natural orsynthetic rubben and plastics Iuc:h as polyvinylchloride (PVC). Galvanized iron Iheeu rnay aIJo beused with the specif~ pennisaioR o( the CR,ineer-in­charge provided the liquidl 5kftd Of the atmospherearound the liquid retainin, structure is not exCCllivelycorrosive, for example, JeW•• While selectillJ thematerials for water bars. the possible cotTOSion aspectsmay be kept in mind.

Natural and synthetic rubbers and plastics have veryconsiderable advantage in handlin,. splicin, and inmaking intersections. Wherever use of water bar isstipulated. suffICient thickness of concn::te membersshould be provided 50 U to ensure proper p1acina andcompaction of concrete adjacent to watet bar in orderto achieve adequate structural strencth.

With an water bars. it is impor1ant to ensure propercompalCtioa of the coaaete. Thebalr 5hou1dhave suchshape and width that the water path through theconcrete round tbe bar should not be unduly short.

The holes. sometimes provided on the wings of waterbars to increase bond. shorten thewater path and maybe disadvantageous. The water bar should either beplaced centrally in the thickness of the wall or itsdistance from either face of the wall should not be lessthan half the width of the bar. The full concrete coverto all reinforcement should be maintained.

The strip water bars at present available in the newermaterials need to bepassed through the end shutter of

IS 3370 (Part 1) : 2009

JOINT SEALINGCOMPOUND

METALLICWATER BAR

JOINT SEALINGCOMPOUND

METALLICWATER BAR

JQINTFIUER

.•

..

.,

•

, A

..,.

JOINT FILLER

•

"

6A

JOINT SEALINGCOMPOUND

6B

TWO COATSTRIP PAINTING

.,...'

',.c ' •

6C

WATER BAR

, , .

JOINT FILLER

... .,

:. ."

. ~

.:... ' "...

JOINT SEALINGCOMPOUND

~<.'c •,

TWO COATSTRIP PAINTING

PRECAST COVER

6E

FIG. 6 TYPI<:~L D£r~ILS SHOWING USF. OF lOll'mNG M~TERIALS IN MOVEMENT JOINTS (EXPANSION TYPE)

10

the first -placed concrete . 11 can be appreciated .however. that the usc of newer materialsmakes possiblea variety of shapes or sections, Some of these designs.for example. those with several projections (set' Fig.5D). would not need to be passed through the endshutter and by occupying a bigger proportion of thethickness of the joint would also lengthen the shortestalternative water path through the concrete.

10.5.3 Joint Sealing Compounds

Joint sealing compounds are impermeable ductilematerials which are required to provide a water- tightseal by adhesion 10 the concrete throughout the rangeof joint movements. The commonly used material s arebased on asphalt. bitumen. or coal tar pitch with orwithout fillers. such as limestone or slate dust. asbestosfibre. chopped hemp. rubber or other suitable material.These are usually applied after construction or justbefore the reservoir is put into service by pouring inthe hot or cold state. by trowelling or gunning or asperformed strips ironed into position. These may alsobe applied during construction such as by packinground the corrugation of a water bar . A primer is oftenused to assist adhesion and some local drying of theconcrete surface with the help of a blow lamp isadvisable. The length of the shortest water path throughthe concrete should be extended by suitably paintingthe surface at the concrete on either side of the joint.

The main difficulties experienced with this class ofmaterial are in obtaining permanent adhesion to theconcrete during movement of the joint whilst at thesame time ensuring that the material docs not slumpor is not extruded from the joint.

In floor jo ints. the scaling compound is usually appliedin a chase formed in the surface of the concrete alongthe line of the joint (set' Fig .6A) . The actual minimumwidth will depend on the known characteristics of thematerial. In the case of an expansion joint. the lowerpart of the joint is occupied by a joint filler (su

Fig. 6D).This type of joint is generally quite successfulsince retention of the material is assisted by gravityand. in many cases. sealing can be delayed until justbefore the reservoir is put into service so that theamount of joint opening subsequently to beaccommodated is quite small. The chase should not betoo narrow too deep to hinder complete filling and thelength of the shortest water path through the concreteon e ither side of the joint. Here. aga in a wider jointdemands a smaller percentage distortion in the material.

An arrangement incorporating a cover slab. similar tothat shown in Fig. 6E.may be advantageous in reducingdependence on the adhesion of the scaling compoundin direct tension.

II

IS 3370 (Pan 1) : 2009

11 CONSTRUCTION

11.1 Unless otherwise specified in thi~ standard. theprovisions or IS 456 and IS 134~ shall apply to theconstruction of reinforced concrete and prestressedconcrete liquid retaining structures, respectively.

11.2 Joints

Joints shall be constructed in accordance withrequirements of 10 .

11.3 Construction 01 Floon

1J.3.1 Floors Founded on rh, Ground

11.3.1.1 Where walls or floors are founded on theground. a layer of lean concrete not less than 75 mmthick shall be placed over the ground. In normalcircumstances lhis nat layer of concrete may beweakerthan lhat used in other parts of the structure. but notweaker than MIS as specified in IS 456. Where.however injurious soils or q,p-euive ,round water areexpected. the concrete should not be wcalter than M 20as specified in IS 456, and if necessary sulphateresisting or other special cement should be used .

11.3.l.2 Following a layer of lean concrete. the floorshall be cast in a single layer. A separating layer ofpolyethylene sheet ofmass I kgIm1 shouldbe providedin between the floor slab and the layer of lean concrete.

11.4 CoDStnldioD of W....

11.4.1 The height of any lift should be as laTie aspossible. It is desirable to place the concrete to fullheight of the member in one go. Thorough compactionby vihration shall be ensured.

11.4.2 All vertical joints should extend the full heightor the wall in unbroken alignment.

11.5 Surface FiDish to Prcstreucd CODcrtleCylindrical Tub

The circumferential prestressing wires or a cylindricallank should be covered with a protective coat. whichmay be pneumatic mortar. having a thickness that willprovide a minimum cover of 40 mm over the wires.

11.6 Formwork

11.6.1 RemoYai 01Formwork

The requirements shall conform to IS 456.

11.6.2 Bolts passing completely throllgh liquidretaining slabs for the purpose of securing and aligningthe form work should not be used unless effectiveprecautions are talten to ensure water-t ightness afterremoval.

IS 3370 (Put I) : 2009

11.7I.iaIJII oI'1aaks

The type of liquidCO be stored should be consideredinrelation CO the possibility of COI'I'OIion of the steel orauaek on the eeeereee. Provision of an impermeableprotective linin, should be considered for resistance10 theeffectsofcorrosive liquids. Certainnatural wa&ersexbibitcorrosivecharacteristicsand in suchcases it isimportant to obtain a dense impermeable concreteandwith a higher cement content. An increased cover tothe steel is also desirable. Use of sulphate resistingPortland cement. Portland pozzolaaa cement, orPortland slag cement may in certain cases beaivantageous.

12TEST or STRUC11JJlE

12.1 III 8dditioa CO the structural test of structuresu Jiven in IS 4~, tanks shaJi also be tested forwatet-ti,btDesl at full supply level as describedin 12.1.1 aad U.U III additiOll, the roofs of tankssbouJd be raaed in accordance with 12.1.3.

12.1.1 The taDb sbaJJ be filled.with water and afterthe expiry 0( seven days after the filling, the level ofthe surfaceof the water shall be recorded.The levelofthe W*Erm.u be recorded againat subsequent intervals0(24 hours0Wlf a periodof sevendays.The totaldropin surface IeveJ 0'VCl' a period of seven days shall berUm. aD indication of the water-tightness of thelank.Theactual permissible natureof thisdrop in thesurfacelevel shall be decided by taking into account whetherthe tanb are opea or closed and the correspondingeffect it has on CVIpORIion loaes and/or on accountof rainfall. However. underpoundtanks whose lOp iscovered may be deemed CO be water-tight if the totaldrop in the surface level overa period of seven daysdocs DOt exceed 20 mm.

In case of tankswhoseexternal facesareexposedsuchas elevatedtanks. the requirementsof the testsshall bedeemed to be satisfied if the external faces show nosigns of leakage and remain apparently dry over theperiod of observation of seven days after allowing asevenday period for absorption after filling.

12.1.2 If the structure does not satisfy the conditionsof test, and the daily drop in water level is decreasing.the period of test may be extended for further sevendaysand ifspecifiedlimit is then reached,thestructuremay be considered as satisfactory.

12.1.3 The roofs of liquid-retainingstructures shouldbe water-tightand should be tested on completion bynooding the roof with water to a minimum depth of25 mm for 24 h or longer. if so specified.Where it isimpracticable,because of roof slopes or otherwise, tocontain a 25 mm depth of water, the roof should havecontinuouswaterapplied by a hose or sprinklersystemCO providea sheet flow of waterover the entirearea ofthe roof for not less than 6 h. In either case the roofshould be considered satisfactory if no leaksor damppatches show on the soffit. Should the structure notsatisfy either of these tests then after the completionof theremedial workit shouldbe retested inaccordancewith this clause. The roof insulation and covering ifany. should be completed as soon as possible aftersatisfactory testing.

13LIGHTNING PROTECTION

The liquid retaining structures shall be protectedagainst lightning in accordance with IS 2309.

14 VENTILATION

The minimum required ventilationshall be ensured.

ANNEXA(Clause 2)

LIST OF REFERRED INDIAN STANDARDS

IS No.

US: 1989

4~:2000

1343 : 1980

1489 (Part I) :1991

Tille

Specification for Portland slagcement (forutIt mrisitHl)

Code of practice for plain andreiDfon:ed concrete (fo1Uth rmsion)Code of practice of prestressedconcrete (Jint nvision)Specificalion forPortlandpozzolanacement: Part I Ay 1WI based (thirdlTVisiOfl)

12

IS No.

2309 : 1989

3370 (Part 2) :2009

11682: 1985

Till/!

Code of practice for the protectionof buildings and allied structuresagainst lightningCode of practice for concretestructures for storage of liquids:Pan 2 Reinforced concrete structures(first revisiamCriteria for design of RCC stagingfor overheadwater tanks

IS 3310(Part l) : .,

ANNEXB(Fo~word)

COMMfITEE COMPOSmON

Cement and Concrete Sectional Committee, CEO 2

Organizution

Delhi Tourism and Transportation Development CorporationLtd. New Delhi

ACC Lid. Mumbai

Atomic Energy Regulatory Board, Mumbai

Building Materials and Technology Prolll()(ion Council.New Delhi

Cement Corporation of India Limited, New Delhi

Cement Manufactun:rs' Association. Naida

Cenlral Board of Irrigalion and Power. New Delhi

Central Building Resean:h Institu1e (CSIR), Roorbe

Central Public: WorIts Depal1ment. New Delhi

Central Road Researc:h Institute (CSIR), New Delhi

Central Soil and Materials Researc:h Station. New Delhi

Central Waler Commission, New Delhi

Conmat Technololies Pvt Lid. KoIkata

Construction Industry ~Iopment Council, New Delhi

Delhi ~Iopment Authority. New Delhi

Din:c:tOrallC 0eneraJ of Supplies It Disposals, New Delhi

Encineers India Limited, New Delhi

Fly Ash Unit. Department of Sc:ieDce " TedllIOloI>',Ministry of ScieDoe " Tcc:bnoIoO. New Delhi

Oammoa India LimilOd. M.mba!

Guj... Ambuja Cemenrs Limited. Ahmedabad

Housiaa IIIId Utbaa Devclopment Corponboa Limited,New DeIIIi

Indian S- of Mines, Nqpur

IIIIUn IllSlilU1e of Technology. Roor1lee

J3

R,p"'Ulllati~1J

SMaJ J05I: KLJIlIAN(~)

S_ NAVliJlN CHAUHASHaJ P. SluMv~ (AWt1lllll')

0. ......... C. BASUSHaJ L. R. 8ISIlNOI (A1Ie.-,,)

SHat J. K. Pa.wwSHat C. N. JM'" (AllrfllGlt)

S_ R. R. Ilt:sMr.uc>ES- M. K. AOAIIWAL (AllrIWal#)

S... E. N. MUll11IY0. S. P.0H0sH (A",,.....,,,)

M_ SooltTAll'YOwJ£TO& (OVll.) W-t1IlIIl')

0. B. K. RAO0. S.1t~ (Allr_)

e- ENe:-. (1ltisIoIl)~~(S"S)(A__)

0. RAM K........S- SAT_.. ItllM.... W-_)

S- Mu..... IlATIWiIStar N. av.--- ("'~fIIGIt)

DIucToa (CMOO)(N"W)0EPvrvDltarR-. (CMOO) (NW a S) (AlIt~)

0. A. K. CHATTHlJEI

S- PRo 5..".S- RAY! J_ (AIIPfIIGIt)

SHat A. P. 51_S- B. 8. AIrr (AlklWGk)

S... P. K. L.waJS- A. K.M. ItuHvAP (AlIf>lWGk)

SHaJ AIlVINO KUMA.S- A. K. M_ W,,_)

0. VIMAl. ICuMA&S- MUIIBH MAntua (AlIf>fIIGIt)

S- S. A. REluS. V.N. Hso:IAnI! W-t1IlIIl')

SralA.K. J_SHaJ M. C. AaltAwAL W-_)

SNat C. M. DIlCJISraI 8. It. JAGlmA WImIaft')

CH.ullMAN AND M...--J DIRJrmas.. V. Aau. It........ (Altt>1WaI#)

s. 5.S. 0....s..M~ HAW! w.rr-,)

S- LN. Am!s..D.~(A~)

Pln'V.K.OImA0. 8HuPIIu!a Saont (All".,,)

IS 3J78 (Part 1) : 1G09

StLllETARY G£NUlAI.

Dwrroa (Allema")

OIl N. RNiHAVEHURA

OIl N. BHANUM,maDl\S

SHRJ N. KAUDIIS (AI"male)

S_ V. J"GAHAl1IAN

SHRl BAIAJI K MOORTHY (Allemale)

SHIll J. B. SHARMA

SHRI YOGESH SINGHAL (Allemale)

SHRI A. N. DHooAPKAR

SIIIlI S. K. PuRl (Allemale)

SHRI R. C. W...soNOIl M. M. Au (Alle17liJ1t)

SIIRJ B.R. MEENASHmw1 S. A. K.wsR1. (Alte17liJ1e)

SIIRJ U. S. P. VERMA

S- AIMND SIIIlJVATAVA (Altemalt)

Da S. C. AHl.UWAIJA

REPUSIlHTAT1VE

SUI'lJIT EHaINEal (OF.sJGN)ExF.cI1nvE EIoNID (Alltmale)

SIIRJ R. M. SHAIlMA

SIIRJ V.K. YADI\VA (Alltmate)

SHR' D. B. N. RAoOIl H. K. PATNAIK (Alternale)

CHiEf ENt~NEEJl (N...VGAM D...Io4)

SUPUINTf.NIJlNG ENo!Nf£R (Allemale)

SHRI A. CHF.U....PP...N

SHill J. PRAaMAKAR (AIIUlIale)

SMRI S. GortNATH

SHIll R. AIluNAotAUM (Alltmale)

SHIll P.D. KEuARStw S. 1. SIlAH (Allemote)

Da H.C. VISVESVARAYA

SII1lI BAUIIR SlNoll (Alle17liJ1e)

SIlRI Sua....ro CHO'frotfUllYSIlRI BISWAlrT DHAR (Altemale)

SHill HBeANT KUtoCAR

SIau A. K. SAil'll. Scienlist 'F Ii: Head (Civ Enll)[Repn:sentina Director GeneraJ (Ex-ojJicio)j

MeMbe, S#cnt"ritsSIIRJ SAHIAY P.\HT

Scientist :E' .t. Director (Civ Eng). BIS

S.., S. AIIUN KUMAIlScientist 'B' (Civ Enll). BIS

Military EnJincer Services. Enaincer·in-ehiefs Branch,Army Headquarters, New Delhi

Ministry of Road Transpon Ii: High_ys. New Delhi

National Council for Cemell/ and Buildina Mall:rials. BaJlabgarh

lnIlilUle for Rcscan:b. Dnelopmcnt Ii: Trainina of ConstnIctionTnde. Banplorc

lnIlilUle for Solid Wate: Rcscan:h Ii: fA:oIoaical BaJlIlCC,

~

Madras Cements Lid. CheMai

Natioul Test Hoae. KoJUta

OCL hIdia Limitrd. New Delhi

PlIbIic Worts Depertment. CioYa'DmeDt of Maharuhtra. Mumbai

PlIbIic Worts Depart_. CioWllllllClll of Tamil Nadu, CheMai

\bIlIIlIaI'y OIJ_iZlltioa in Interat of e-mcr Edacatioo,New Ddhi

BIS Directonl/l: General

s.nIar Sarovu NannlIda Nipm Limited. District Narmada

S/nIC;lUral EnJinecrina Rl:SCIfCh Ceacre (CSIR). Cbennai

Raarda. Daip Ii: Standards 0rpniuIi0a (Ministry of bil~s).~

Sanpi Indusuies Limited. s..pi Nap. Ranp Reddy District

Concrete Subcommittee. CED 2 : 2

Delhi Tourism .t. T~llft Dewdopmau CorporationLId.New Delbl

ACe lid. MlUIIbU

SHm Jag; K\IIIIAN (C__tr)

SIIRI ANn. BANOf_s.. P. BANUOl'AIJlfYAY (Altemale)

14

Or,;un,:atioft

Atom", Energ) Regulatory Board. Mumhal

Building Materials and Tl"Chnolog) P"'llIoli,'n COUncil.New Delhi

Central Building Research Institute (CSIR). Roorkee

Central Public Works Department. New Delhi

Central Road Research Institute (CSIR), New Delhi

Ccnlral Soil &; Materials Research Station. New Delhi

Central Water Commission. New Delhi

Engineers India Limited. New Delhi

Ay Ash Unit. Departmenl of Science and TedlnolosY.Ministry of Science &; Technology. New Delhi

Gammon India Limited, Mumbai

Grasim Industries Ltd. Mumbai

Gujaral Ambuja Cement Limited. Ahrnedab-el

Indian Concrete Institule. Chenoai

Indian Institute of Technology. New Delhi

Indian Institute of TechnololY. Kanpur

Indian Institute of Technology. Roorkee

Larsen and Toubro Limited, Chenoai

Mililary F.ngincerServices, Engincer-in-Chiefs Branc:h.Army Headquartes, New Delhi

Ministry of Road Transport and Highways. New Delhi

National Buildings Consll'UC1ion Corporation Limited. New Delhi

National Council for Cement '" Building Mllmais. Ballabgartl

National Institute of TechnoloiIY. Warangal

Nuclear Powu Corporation of India LimilCd. Mumbai

PidiJire Industries Limited, Mumbai

Ready Mixed Concrete Manufacturen' Association. Banplore

Rcscarth, Design <l SQIIdards Orpnil.lllion (Ministry of Railways).l.uc:tnow

StnK:lIIraI Engineering Research Centre (CSIR). Olennai

Tandon Consultants Private Limited, New Delhi

TCE Consulting £ngincen LimilCd. Mumbai

15

IS J370 (Plan I) : 2009

Ill< I'K.... C I"",SHot! L R 1l.......01 (MluJltllrj

SH.I J K. P1L.uAoSIIIU P..."..", Our.. (AII.."""d

De 8 K. RAU0. S. K. Ac.......... (A//una,,)

SurtiAl" I1:NUIl<Cl ENorNUill (Dt:sKlN)

Exr.. vllVJ. E!«;U<IU (D!,SI(".N) (A/I...-Ir)

0. R~.Hl ' MAJ1<l..SH.. SAT_ KlIWAJI (Ah",""Ir)

SHltI Ml'ItARl RA~"

SH.. N. CHANI....._ ..AN (AI""",,,)

D1I1K,... (C'" MOO)1.>t:I\!JY Duunoa (C ol MOO) (A/lm.,,,,,)

SKIll AIlVINl> KUMAII

S_ T. 8 ...JI.AJ ( ....'''mau)

0. VIMAI . KUMAII

S_ Ml11tWl MA111U1l (A1k_1

SHill S. A. RUII~

0. N. K. NAYU (141",-,,,)

SHill A. K. JAIN

SHill M. C. ~;a,.WAl. (Ab,.,.tlllr)

SHill C. M . IllIlllJlSHIll B. K. JAtit71lA (AI1.._)

"-II' M . S. Slerl'TYStau L. N. AnT. (AI1.._)

0. 8 . BHAnAUlAlllU';

0. Suuttlll MISJl&A

Da "SIll... KUMAII JiliN

0. B. S'YAIlAMA SAIIMA

SHaI KlIOUT J. D. EMm' (AII,,_)

BIlw. R. K. OIJ",A

era.V. K . BAI... ,A (Ab..mnl")

Stau T. B. 8AN1_J:SItIU 1V.M1.r.stl Kl'MAll (AllrfJIQ,,)

SMaI L. P. SoulSHIll DAItIIlAN SrNl1M (A11..t'llQtt')

SltlIl R. C. W...V1IO

S..I H. K. Jl~ .J(A (AII"f1tlJIt')

0. C. B. KAMaWAIlA RAt)0. D. RAMA SEsml (AII,."no,,)

SHIl' U. S. P. VI_A

Stau AIl\IINll SHlIIVA1AYA (AI".-ft)

SHIllP. L PATIll'SHIll K. PAI*AIAIl lA/,..mnu)

SKIll VUAYItUMAIl R. KlUA_

JcJCHT DlIlI'l"JT. STANIlo'lIllS (Bol.S)IC8·1

J...".,. Dno!rroa STAHlloUIDI (8AS~-1I (Ahr_1

SHIll T.S. K_•.-my

SHaJ K.B~(AI,,~..)

Stal MII1I£sH TIUClJON

SHIll V......Y GuPTA (Allrmn,,)

SHIll J. P HARANSNa1 S. M. PAUll... (Allrnta,,)

IS 3370 (Part 1): 2009

OTglJl\iZQrit/ll

Torsteel Research Foundation in India, New Delhi

In personal capacity (35. Parl: Av~IIU~. Annumma. NaiduSrrur. KruJiallW/hur, Coimbaro~)

In personal capacity (36, Old Sn~h Nagar, Wanfha Road.Nagpur)

Representativeis}

DR P. C . CHOWIlfIUJlY

DR C. S. VISHWANA11IA (AI/~mar~)

DR C. RAJKUIoCAR

SHRJ LALIT KUMAR JAIN

Panel for Revision of IS 3370 (Parts 1 and 2). CED 2: 2/Pl

National Council for Cement and Building Material. Ballabgarh

In personal capacity (36. Old Sneh Nugur. Wanfhu Road.NaKPur )

Cenlral Road Research Institute (CSIR). New Delhi

Delhi Tourism and Transportation Development CorporationLid, New Delhi

Gammon India Lid, Mumbai

Indian Institute of Technology. New Delhi

Indian Institute of Technology. Roorkee

MililaJy Engineer Services. Engineer·in-Cbiefs Branch.Army Headquarters,New Delhi

National CoIIncil for Cement and Building Material. Ballabgarh

School of Planning and Architecture. New Delhi

Structural Engineering Research Centre (CSIR). Cbennni

TCE Consulling Engineers Limited. Mumbai

In personal capacity (K·U2. KU\'j Nagar. Ghaziabad)

Dlt ANI! . KUMAR (Catr'len~r b~f(/n 18 October 2006)

SHRI LAllT KUMAR JAIN (Conv~ner since III October 2(06)

DIREcmR

SHRl SATANIlIiR KUMAR (Alr~mare)

SHRI JlISl; KUlUAN

SHRI S. A . Rrollt

DR S. N. SINHA

DR AsHOK K. JAIN

SHRI J. B. SIlAKMA

SHRI YOGr:SII K. SIN{JHAI. (AII~male)

SHRI H. K . JUI.KA

SHRl R. C. WASON (Altemal~)

DR V. THIRUVENGAIlAM

SHRI T. S. KRISHNAMOORTHY

SHRJ K . BALUUIlaJIMANJAN (Alr~maf~)

SHRI S . M, PAI.L"XAR

SHRJ S . KRISHNA (Altemale)

DR A. K. MrnAI.

(Continuedfrom second covers

g) The clause on thick sect ion has been del eted.

h) The pro vision for joints including spa cing ofjoints and making of j oints hils been modi fied .

j) Prov isions on con struction of liqu id retainin g structures have been modified in line with the latest practices.and

k) A new clause on test ing o f roof of liquid retai ning structure has been added apart from mod ificat ions inoth er ex isting provision s in testing .

The composition of the Ccornmiuce responsible for formulati on of this standard is g iven in Annex B.

For the purpose o f deciding whether a particular requirement of (his standard is co mpl ied with . the final value,obse rved or ca lculated. express ing the results of a test or analys is. shall be rounded off in accordance withIS 2 : 1960 'Rules for rounding off num erical values (revised)' . 111e number of s ignificant place s retained in therounded off value should be the same as that of the spec ified value in this standard.

ltureau lIf Indian Standards

Ill'i " .\ ' 1 ~IIUlPr\ mstitu n on c,t;lhli,hed unde r the U :tll ' ,U I "1 lndiau Si .uul.ud» .-It I . 19X(, I II j1h HIHlI,

11 .11 III< In1011>0 J ': h ; illI'IIICnl ,,( inc .rcuv iuc-, u l ' 1'llId <Jrd ll;lil lln . nl.lI J..ln.c: a nd '1U.a1I1 > ce ruti c .u io n " I ;!lh1 d,

.11 111 ;lllcnJ IIl!! III connected matter- in the country.

illS has the copy ng bt of all i l~ publications. 1'0 part of Ihc'c puhlicatin n, may he reproduced in any Iorm'" uho ut the pr ior permission In writin g of BIS. Thi s docs not prec lude the tree lIS C. in the cou rse ofuuplemennng the standard. of neces sar y de ra ils. such as sym bolv and sil.cs, type or grade dcsign ario us.Enqu iries relating to copyrrght he addressed to the Director (Publications) . BIS.

Rrvkw of Indian Standards

Amendments arc issued 10 standards as the need arises un the basis of comments. Standards arc also re viewedI~r h"li c a ll ) : a Sla nJ ~n J along with amendments 1'; reaffirmed when suc h review indicates that no changes arcneeded : if the review indica tes that changes arc needed, it is taken up for revision. Users of Indian Standardsshould asccruun that they are III possession of the latest amendments or edition by referr ing 10 the latest issue of'RIS Catalogue ' and 'Standards : Monthly Additions' .

This Indian Standard has been developed from Doc No.: CED 2 (7329) .

Amendments Issued Siner Publication

Amend Nil. Dale of Issue Text Affected

BUREAU OF INDIAN STANDARDS

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