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IS 3370 (Part 1) :2009
Indian Standard
CONCRETE STRUCTURES FOR STORAGE OFLIQUIDS — CODE OF PRACTICE
PART 1 GENERAL REQUIREMENTS
( First Revision)
ICS 23.020.01; 19.080.40
@ BIS 2009
BUREAU OF INDIAN STANDARDSMANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
J[me 2009 Price Group 7
Cement and -Concrete Sectional Commitlcc, CED 2
FQIU3WORD
This Indian Standard (First I@vision) WM mlopkxi by [Iw Bureau of’ lmiitm St[~t]{li~l”~ls, ul’(cr (INJ dI*id’( I’hl id bythe Cement and Concrctc Scctit~r]i]l C{)i~]~nittcc l]t]dbcc~] a~>provedby the Civil Engineering l.~ivisi{)l]~’{~[ll~cil.
This standard was first published in 1965. The present revision has been taken up with ii view [o keeping abrciis[with the rapid development in the field of construction technology and concrete design and AM) (o bring [’urthcr
modifications in the light ofexperience gained while applying the earlier version of this standard and [hc wncndnwnt
issued.
The design and construction rne[hods in reinforced concrete and prestressed concrete structures for the storage ofliquids ar&-?i-dI”tiencedby the prevailing construction practices, the physical properties of the materials and the
climatic 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 I?restressed 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 adequacy
and safety by analysis or test or by both.
In this standard it has been assumed that tl;e design of’liquid retaining structures, whether of plain, reinforced or
prestressed 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 used in liquid retaining structures should have low permeability. This is important not only for its
direct effect on leakage but also because 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 embedded 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 @urt/z revision)’ and
IS 1343 :1980 ‘Code of practice for prestressed concrete (first revision)’, in so far as they apply, shall be deemed
to 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, good
quality assurance measures in line with IS 456 and good construction practices particularly in relation to
construction joints should be ensured.
This revision incorporates a number of important rnodi[ications anti clmngcs, [hc most important 0[’ [hcm being:
a)
b)
c)
d)
e)
t)
Scope has been clarified further by mentioning exclusion of dwns, pipes, pipcl incs, Iincd structuiws and
damp-proofing of basements,
A clause on exposure condition has bum added,
Provisions for concrete have been modil’icd in Iinc wi[h IS 45(’ : 2(NO with minimum grade d?~oncrete
as M20 for plain ccmcn[ concrc(c, M30 (’or rein [’W*CCC1concrc[c :md M40 for prcstrcssed concrete (see
also Note 2 under Table 1),
The maximum cement contcn[ 1]:]sbeen modi[”k.xi [’mm (Iw earlier rcquirmnent of 530 kg/m~ to 400 kg/ins,
A clause on durability has been ad(ied giving chic rclcrencc to IS 456 in place of earlier clause onprotection against corrosion,
Provisions on control of cracking hmw been modified,
(Continued on third cover)
IS 3370 (Part 1): 2009
Indian Standard
1 SCOPE
CONCRETE STRUCTURES FOR STORAGE OFLIQUIDS — CODE OF PRACTICE<
PART 1 GENERAL REQUIREMENTS
( First Revision)
1.1 This standard (Part 1) lays down generalrequirements for the design and construction of plain,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 of hot liquids and liquidsof low 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 RCC staging 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 MATERIALS
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.LI Porous Aggregates
Under no circumstances shall the we of porousaggregates, such as slag, crushed over burnt brick ortile, bloated clay aggregates and sintered fly~s~aggregates, be allowed for parts of structure either incontact with the liquids cm any face or enclosing thespace above the liquid.
3.2 J,ointing Materials
Joint fillers, joint sealing compounds, and water barsshall cQnform to the requirements of relevant IndianStandards. Other jointing materials such aspolyurethane and silicone based .sealants may also beused provided there are satisfactory data on theirs~itability. The jointing materials used. shall not haveany adverse effect on the quality of liquid to be stored.
4 EXPOSURE CONDITION
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 fol~owing furtherrequirements:
a) The concrete shall conform to Table 1.
b) The cement content not including flyash andground granulated blast furnace slag in excessof 400 kg/n~sshould not be used unless specialconsideration has been give’nin design to theincreased risk of cracking due to dryingshrinkage in thin sections, or to early thermalcracking and to increased risk of damage dueto alkali silica reactions.
6 DURABILITY
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
of Concrete[Foreword, and Clause 5(@]
Si Concrete Minimum Maximum MinimumNo. Cement Free Water Grnde of
Content Cement Concretekg/mJ Ratio
(n m (3) (4) (5)
i) Plain concrete 250 O*5O M20ii) Reinforced 320 0.45 M30
concreteiii) Prestressed 360 0.40 M40
concrete
NOTES
1 Cement content prescribed in this table is irrespective of thegrades of cement and it is inclusive of additions mentioned in5.2 of IS 456. The additions such as flyash or ground granulatedblast furnace slag may be taken into account in the concretecomposition with respect to the cement content and watercement ratio if the suitability is established and as long as themaximum amounts taken into account do not exceed the limitof pozzolana and slag specified in IS 1489 (Part 1) and N 455respectively.
2 For small capacity tanks up to 50 m3at locations where thereis difficulty in providing M30 grade concrete, the minimumgrade of conc~ete may be taken as M25. However. thisexception shall not apply in coastal areas.
followed as specified in IS 456 for plain and reinforcedconcrete structures, and as per IS 1343 for prestressedconcrete structures unless specified otherwise in thisstandard.
6.2 Nominal Cover to Reinforcement
6.2.1 The minimum nominal cover to all reinforcementshall be as per IS 456 for relevant exposure conditions.
7 SITE CONDITIONS
7.1 The following conditions of the site in relation tothe functional and structural requirements of the liquidretaining (storage) structure materially influence themethods of design and the cost of the structure:
a)
b)
c)
Physical characteristics of soil in which theliquid retaining structure may be partly orwholly enclosed and also the physical andgeological features of the supportingfoundations,
Chemical properties of the soil and of theground water, and
Extent of flotation at the site.
7.2 In making the choice of the site and in the preparationof the design, the factors mentioned in 7.1 should betaken into account generally as indicated below:
a) Earth Pressure —Allowance should be madefor the effects of any adverse soil pressure on
b)
c)
d)
walls, according to the compaction and/orsurcharg’c of the soil and the condition of thestructure during construction and in service.No relief st~ouki be given for bendicial soilpressure eft’ccts on the WMSof’containmentstructure in the container full condition.
Flotation — If in the siting of a liquidretaining structure, wuter-logged groundcannot be avoided, the danger of the externalwater pressure shall be carefully guardedagainst by the following:
1)
2)
3)
4)
5)
Designing the structure to resist suchpressure under empty or partially-emptyconditions and taking precautions toprevent floating and ensuring stableequilibrium u’nder all conditions ofinternal and external loads. The stabilityof the structure should be checked againstuplift using a factor of safety of 1.2. Theindividual members shall be designed forstresses due to uplift forces.
Providing effective drainage to reduce thelevel of external water as far as localconditions permit.
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.
Designing both internal and external facesof the walls and floor as water retainingfaces, where the walls and floors of theliquid retaining structure are submergedin water or water bearing soils.
Considering in the design, the possibilityof sudden change in ground water tableor sudden accumulation of water around.
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.
Settlement and Subsidence — Geologicalfaults, mining, earthquakes, existence ofsubsoils of varying bearing capacities may giverise to movement or subsidence of supportingstrata which may result in serious cracking ofstructure. Special considerations should begiven in the preparation of the design, to thepossible effect of subsidence or movement ofthe foundation strata for example, subdivision
2
Y1’
b
e)
.
of the structure into smaller compartments andprovision of joints to outlet pipes and otherfittings. Joints in structures in miningsubsidence areas wi~l need specialconsideration to provide for extra movement.
Injurious Soils — Chemical analysis of thesoil and ground water is essential in caseswhere injurious 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 Eflects of Applied Loads
Direct or flexural tension in concrete arising fromapplied external service loads, from temperaturegradients due to solar radiation, or from [hecontainment of ~iquidsat temperatures above ambient,may cause cracking in the concrete.
8.1.2 Temperature and Moisture Effects
Changes in the temperature of the concrete andreinforcement and in the moisture content ~f theconcrete cause dimensional changes which, if resistedinternally or externally may crack the concrete. Thedistribution and width of such cracks maybe controlledby reinforcement, together with the provision o’fthemovement 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 wheo the concrete is mature will open these
r cracks 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 structure
! standing 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/mm2 and 1.3 N/mm2for direct tension and 1.7 N/mm2 and 1.8 N/mm2 for.flexural tension respectively. However, nominalreinforcement in accordance with the requirementsgiven in IS 456 shall be provided for plain concretestructural members.
\
IS 3370 (Part 1) :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 havethe 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 tarpaulin sheets.
8.2.4 Cracking may be controlled by avoiding or reducingthe gradient of steep changes in temperature and moistureof especially the early age concrete. Type of shattering,deshuttering procedure and curing method may affectthe changes in temperature and moisture. Curing shallbe done for a period of not less than 14 days.
8.2.5 The risk of cracking due to overall temperatureand shrinkage effects may be minimized by limitingthe changes in moisture content in concrete. and ~temperature 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 ‘by/’reducing 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 be provided with movement jointsif effective and economic means cannot otherwise betaken to avoid unacceptable cracking.
8.2.8 Whenever development of cracks or overstressingof the concrete in tension cannot be avoided, the concretesection should be suitably strengthened. In making thecalculations either for ascertaining the expectedexpansion or contraction or for strengthening the concretesection, the coefficient of expansion of concrete shall bein accordance with the provisions 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 1 m per 24 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 STABILITY OF THE STRUCTURE
Stability of the structure against overturning and sliding‘shall be as given in IS 456.
3
IS 3370 (Part 1) :2009
A structure subjected to underground water pressureshall be designed to resist flotation as given in 7.2(b).
10 JOINTS
10.1 Joints shall be categorized as follows:
a)
.
Movement Joints — A movement joint isintended to accommodate relative movementbetween adjoining parts of a structure, specialprovisions being made to maintain the water-2tightness of the joint. In elevated structureswhere restraint is small, movement joints maynot be required. There are three categories ofmovement joints:
1) I Contraction joint — A movement jointwith a deliberate discontinuity but noinitial gap between the concrete on eitherside of the joint, the joint being intendedto accommodate contraction of theconcrete (s~e Fig. 1).
A distinction should bi made between acomplete contraction joint (see Fig. 1A) ~and a partial contraction joint (see Fig.lB). While the complete contraction
*joints are not restrained to movement andare intended to accommodate onlycontraction of the concrete, the partialcontraction joints provide some restraint“but are intended to accommodate somecontraction of concrete. In completecontraction joints both concrete and,
JOINT SEALINGCOMPOUND
DISCONTINUITY IN ICONCRETE BUT NOINITIAL GAP “
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WATER BAR.
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DISCONTINUITY
2)
reinforcing steel are interrupted and inpartial contraction joints only theconcrete is interrupted, the reinforcingsteel running through. A water bar shallbe provided either centrally in a wall (seeFig. 1A) or on the sofflt of a floor. Tocater for shear across the face a shear keymay be provided. In a partial contractionjoint, a water bar may be prov~ded, ifnecessary, preferably centrally in/a wallor on the sofflt of a floor. These figuresshow some of the typical joints and other 1
available joint details may also be used.
Expansion joint — A movement joint )which has no restraint to movement and isintended to accommodate either expansionor contraction of the concrete. This has (
complete discontinuity in both reinforce-ment and concrete (see Fig. 2). Anexpansion type water bar shall be providedeither centrally in a wall (see Fig. 2A) oron the soflit of a floor.A centre-bulb waterbar may be used in walls.
In general, such a joint requires theprovision of an initial gap between the ‘adjoining parts of a structure which by
* closing or opening accommodates the ~.expansion or contraction of the structure.Design of the joint so as to incorporatesliding surface, is not, however, precludedand may some times be advantageous.
JOINT SEALINGCOMPOUND STRIP PAINTING
\
t .. w . .. . . .
. . . .. .
DISCONTINUITY IN
/ \:#;~”’’Yo~CONCRETE BUT NOINITIAL GAP
1A Complete Contraction Joint 1B Partial Contraction Joints
FIG. 1 TYPICAL CONTRACTIONJOINTS
4I
IS 3370 (Part 1) :2009
.
JOINT SEALING INITIAL GAP .
COMPOUND
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JOINT FILLERJOINT FILLER
2A 2B ~
FIG. 2 TYPICALEXPANSIONJOINTS
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 ~all andfloor in some cylindrical tank designs(see Fig. 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.
A STRIP PAINTING.411. .. ,“43”4“. ●
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5
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 theformwork. The Iaitance is removed byapplying a jet of water. If the joint surface isnot roughened before the concrete ishardened; in that case, the Iaitance 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.
Tempqrary Open Joints —A gap temporarilyleft betwem ,the concrete of ’adjoining partsof a structure which after a suitable intervaland befor~ the structure is put into use, is filledwith concrete either completely (see Fig. 4A)or as provided below,, with the inclusion ofsuitable jointing materials (se&Fig. 4B). Inthe former case. the width of the gap shouldbe sufficient to allow the sides to be preparedbefore filling.
IS 3370 (Pimt 1) :2009
INITIAL GAP
LATER FILLEDWITH CONCRETE
~ ~ A. .* ● ... .04 .0,, e,” $..
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.4
v PREPARED JOINT
SURFACE
4A
a)
b)
c)
STRIP PAINTING INITIAL GAP
T
LATER FILLED
IWITH CONCRETE
‘—~
Where measures are taken for example, by the inclusionof suitable jointing materiak to maintain the watertightness of the concrete subsequent to the filling ofjoint, this type of joints may be regarded as beingequivalent to a contraction (partial or complete) asdefined above.
10.2 Design and Detailing of Joints
Design of a movement joint should aim at followingdesirable properties for its efficient functioning:
1)
2)
3)
4)
b!!E!YJGCOMPOUND
The joint should accommodate repeatedmovement of the structure without loss ofwater tightness.
The design should provide for exclusion ofgrit and debris which would prevent theclosing of the joint.
The material used in the construction ofmovement joints should have the followingproperties:
It should not suffer permanent distortionor extrusion and should not be displacedby fluid pressure.
It should not slump unduly in hot weatheror become brittle in cold weather.
It should be insoluble and durable andshould not be affected by exposure tolight or by evaporation of solvent orplasticizers.
In special cases, the materials should benon-toxic, taintless or resistant tochemical and biological action as maybespecified. .
Congestion of reinforcement should be avoided duringdeta;ling. Various methods such as choosing the
4B
FIG, 4 TYPICALTEMPORARYOPENJOINTS
diameter and grade of steel carefully and bundling ofreinforcement, if required, are available.
10.3 Spacing of Movement Joints
The pfovision of movement joints and their spacingare dependent on the design philosophy adopted, thatis, whether to allow for or restrain shrinkage andthermal contraction in walls and slabs. At one extreme,the des~gner may exercise control by providing asubstantial amount of reinforcement in the form ofsmall diameter bars at close spacing with no movementjoints. At the other extreme, the designer may provideclosely spaced movement joints in conjunction with amoderate proportion of reinforcement. Between theseextremes, control may be exercised by varying thereinforcement and joint spacing, an increase in spacingbeing compensated for by an increase in the proportionof reinforcement required.
The three main options for the designer are summarizedin Table 2 as follows:
a) In Option 1 (’Designfor Full Restraint)- Nocontraction joints are provided within the area 1
designed for continuity; and crack widths and ‘bspacing are controlled by reinforcement.Construction joints become part of the crackpattern and have similar crack widths.
b) In Option 2 (Design for Partial Restraint) —Cracking is controlled by the reinforcement,but the joint spacing is such that some of thedaily and seasonal movements in the matureslab-or structural member are accommodated.at the joints, so reducing the amount ofmovement to be accommodated at the cracksbetween the joints. “
c) In Option 3 (Designfor Freedom of Movement)
I6 I
I. . ,-.
.“
IS 3370 (Part 1) :2009
Table 2 Design Option for Control of Thermal Contraction and Restrained Shrinkage(Clause 10.3)
Option Type of Construction and Movement Joint Spacing Steel Ratio CommentsMethod of Control (see Note 2)
(1) (2) (3) (4) (5)
1 Continuous: for full restraint
2 Semi-continuous: forpartial restraint
3 Close movement jointspacing: for freedotn ofmovement
No joints, but expansion joints at wide spacings maybe Minimumdesirable in walls and roofs that are not protected from of ~Cn~solar heat gain or where the contained liquid issubjected to a substantial temperature rangea) Complete joints: <15 m Minimumb) Alternate partial and complete of p~~
joints (by interpolation): <11.25 mc) Partial joints: ~ 7.5m
a) Complete joints, in metres 2/3 ptil
Use small size bars atclose spacing to avoidhigh steel ratios well inexcess of p~tUse small size bars butless steel than inOption 1
Restrict the jointspacing for Options 3(b) and 3(c)
b) Alternate partial and complete joints, in metres:
s 0.5 SMax + 2.4+ K&
c) Partial joints:
NOTES1 References should be made to Annex A and Annex B of IS 3370 (Part 2) for the description of the symbols used in this table and forcalculating pCti[,.$M~Xands.2 In Options 1 and 2, the steel ratio will generally exceed ?Cti~to restrict the crack widths to acceptable values. In Option 3, the steel ratioof 2/3 pentwill be adequate.
1)
2)
—
— Cracking is controlled by proximity of thejoints, with a moderate ammnt ofreinforcement provided, sufficient to transmitmovement at any cracked section to theadjacent movement joints. Significant crackingbetween the adjacent movement joints $houldnot 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:
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,ti,.
The verticql restraint exerted on a newly castbay 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)4may be used forvertical reinforcement in the top 2.4 m of a lift.The design for partial restraint (Option 2) isappropriate for vertical steel below this depth.
The choice of design imposes a discipline on—construction. It is desirable to achieve minimum restraintto early thermal contraction of the immature concretein walls and slabs even though the finished structuremay be designed for full continuity. Cracks arising fromthermal contraction in a roof supported on columns maybe minimized or even prevented if the roof slab is nottied rigidly to the walls during constructions.
10.4 Making of Joints
Joints shall generally be made according to the broadprinciples discussed in 10.4.1 to 10.4.3.
10.4.1 Construction Joints
Joints are a common source of weakness and, “therefore,it is desirable 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 indicatedby the dgsigner. I
Construction joints shall be placed at accessiblelocations to permit cleaning out of laitance, cement ~ Islurry and unsound concrete, in order to create rough/ I
uneven surface. It is recommended to clean out laitanceand cement slurry by using wire brush on the surface iof joint immediately after initial setting of concreteand to clean out the same immediately thereafter. ‘rhe
7
IS 3370 (Part 1) :2009
prepared surface should be in a clean saturated surfacedry condition when fresh concrete is placed, against it.
In thecase of construction joints at locations where.the previous pour has been cast against shutteririg therecommended methodofobtaining aroughsurface forthe previously poured concrete is to expose theaggregate with a high pressure waterjet orany otherappropriate means.
Fresh concrete should be thoroughly vibrated nearconstructionjoints so thatmortarfrom thenewconcreteflows between large aggregates and 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.
10,4.2 Movement Joints
These require the incorporation of special materials inorder to maintain water tightness whilst accommo-dating relative movement between the sides of the joint(see 10.5).
.
METALLICWATER BAR
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Movement joints, particularly those in floor and roof,also require protection against the entry of debris 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 endshutter, 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. d
The joint should be suitably treated with water stops Iand 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 be conveniently done by the use of materialsdiscussed in 10.5. The initial width of this gap shouldbe specified by the engineer and should be sufficientto accommodate free]y the maximum expansion of the
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d’.
5D\
FIG. 5 TYPICALDETAILSSHOWINGUSE OF JOINTINGMATERIALSIN MOVEMENTJOINTS(CONTRACTIONTYPE)
8
IS 3370 (l?art 1): 2009
structure. In determining jointing materials dueconsideration shoqld be given to the requirements ofthe initial width. These will normally require themaintenance of a certain minimum width of gap duringmaximum expansion of the structure. The joint shouldbe suitably treated so as to maintain water-tightnessduring movement of the joint (see Fig. 6).
10.4.2.3 Sliding joints
The two concrete faces of a sliding joint should be
I I plane and smooth.
~
IICare should be taken by the use of a rigid screening
1’ board 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 be prevented 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 left.open until shortly before the reservoir is put int~ 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 fttcesshould be thoroughly cleaned and prepared in the sameway as for construction joints (see 10.4.1)0
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 movementof the joint.
NOTE — Figure 1 to Fig. 6 given in this standard are onlydiagrammatic and are intended merely to illustrate thedefinitions and principles given in the standard and need notbe treated as preferred designs.
10.5 Jointing Materials.
Jointing materials normally used are classified asfollows:
a)
b)
c)
Joint fillers,
Water bars, and
Joint sealing compounds (including primerswhere req~ired).
10.5.1 Joint Fillers
Joint fillers are usually compressible sheet or stripmaterials used as spacers. They are fixed to the face ofthe tirst placed concrete and against which the secondplaced concrete is cast.
Joint fillers, may themselves function as water-tightexpansion joints. These may be used as support for aneffective joint sealing compound in floor and roofjoints. But they can only be relied upon as spacers toprovide the gap in an expansion joint, the gap beingbridged by a water bar (see Fig. 6).
10.5.2 Water Bars
Water bars are preformed strips of impermeablematerial which are wholly or partially embedded inthe concrete during construction so as to span acrossthe joint and provide a permanent water-tight sealduring the whole range of joint movement. Forexample, water bars may be strips with a centrallongitudinal corrugation (see Fig. 5A and Fig. 6A),Z-shaped strips (see Fig. 6B) and a central longitudinalhollow tube (see Fig. 5B and Fig. 6C) with thin wallswith stiff wings of about 150 mm width. The materialused for the water bars are metal sheet, natural orsynthetic rubbers and plastics such as polyvinylchloride (PVC). Galvanized iron sheets may”also beused with the specific permission of the engineer-in-charge provided the liquids stored or the atmospherearound the liquid retaining structure is not excessivelycorrosive, for example, sewage. While selecting thematerials for water bars, the possible corrosion aspectsmay be kept in mind.
Natural and synthetic rubbers and plastics have veryconsiderable advantage in handling, splicing and inmaking intersections. Wherever use of water bar isstipulated, sufficient thickness of concrete membersshould be provided so as to ensure proper placing andcompaction of concrete adjacent to water bar in orderto achieve adequate structural strength.
With all water bars, it is important to ensure propercompaction of the concrete. The bar should have suchshape and width that the water path through theconcrete round the bar should not be unduly short.
The holes, sometimes provided on the wings of waterbars to increase bond, shorten the water path and maybe disadvantageous. The water bar should either be
Iplaced centrally in the thickness of the wall or its 1
distance 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 be passed through the end shutter of
9
. .-
IS 3370 (Part 1) :2009
JOINT SEALING METALLICCOMPOUND WATER BAR
JOINT FILLER /
6A
WATER BAR
...O. .
.● . ..’
-..● : 4*”, :., a..“ .. . . . . . ..*. ..“.
.*“a.$4● .
:.“
● ..:4.. .
b!!!uw!!6C
JOINT SEALINGCOMPOUND
7
JOINT SEALING METALLICCOMPOUND WATER BAR
. .. .-,, .
●
.. ... . . .. . ...* .,“4
.4” “.. .● .4
,.*
I /
Jd613
JOINT SEALING TWO COATCOMPOUND STRIP PAINTING
.
,.●
-,● .“ ● .,..’.””..::... ..*‘4.,
● .. ’...4” “
9 ..:4. ● .””. ”s..
UQ!!ELER6D
TWO COATSTRIP PAINTING
//PRECAST COVER
i
b!!!Tiw6E
FIG. 6 TYPICALDETAILSSHOWINGUSE OFJOINTINGMATERIALSIN MOVEMENTJOINTS(EXPANSIONTYPE)
10
IS 3370 (Part 1): 2009
the first-placed concrete. It can be appreciated,however, that the use of newer materials makes pc?ssib~ea variety of shapes or sections. S6me of these designs,for example, those with several projections (see 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 to the concrete throughout the rangeof joint movements. The commonly used materials 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 troweling 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 does not slumpor is not extruded from the joint. .
In floor joints, the sealing compound is usually appliedin a chase formed in the surface of’the concrete alongthe line of the joint (see 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 (seeFig. 6D). This type of joint is generally quite successful.since 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 either side of the joint. Here, again a wider jointdemands a smaller percentage distortion in the material.
An arrangement incorporating a cover slab, similar tothat shown in Fig. 6E, maybe advantageous in reducingdependence on the adhesion of the sealing compoundin direct tension.
11 CONSTRUCTION
11.1 Unless otherwise specified in this standard, theprovisions of IS 456 and IS 1343 shall apply to the,construction of reinforced concrete and prestressedconcrete liquid retaining structures, respectively.
11.2 Joints
Joints shall be constructed in accordance withrequirements of 10.
11.3 Construction of Floors
11.3.1 Floors Founded on the Ground
11.3.1.1 Where walls or tloors are founded on theground, a layer of lean concrete not less than 75 mmthick shall be placed over the ground. In normalcircumstances this flat layer of concrete maybe weakerthan that used in other parts of the structure, but notweaker than M 15 as specified in IS 456. Where,however injurious soils or aggressive ground water areexpected, the concrete should not be weaker than M 20as specitled in IS 456, and if necessary sulphateresisting or other special cement should be used.
11.3.1.2 Following a layer of lean concrete, the floorshall be cast in a single layer. A separating layer ofpolyethylene sheet of mass 1kg/m2 should be providedin between the floor slab and the layer of lean concrete.
11.4 Construction of Walls
11.4.1 The height of any lift should be as large aspossible. It is desirable to place the concrete to fullheight of the member in one go. Thorough compactionby vibration shall be ensured.
11.4.2 All vertical joints should extend the full heightof the wall in unbroken alignment.
11.5 Surface Finish to Prestressed Concrete
Cylindrical Tanks
The circumferential prestressing wires of a cylindricaltank 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 Removal of Formwork
The requirements shall conform to IS 456.
11.6.2 Bolts passing completely throvgh liquidretaining slabs for the purpose of securing dnd aligningthe form work should not be used unless effectiveprecautions are taken to ensure water-tightness afterremoval.
IS 3370 (Part 1) :2009
11.7 Lining of Tanks
The type of liquid to be stored should be considered inrelation to the possibility of corrosion of the steel orattack on the concrete. Provision of an impermeableprotective lining should be considered for resistanceto the effects of corrosive liquids. Certain natural watersexhibit corrosive characteristics and in such cases it isimportant to obtain a dense impermeable concrete andwith a higher cement content. An increased cover tothe steel is also desirable. Use of sulphate resistingPortland cement, Portland pozzolana cement, orPortland slag cement may in certain cases beadvantageous.
12 TEST OF STRUCTURE
12.1 In addition to the structural test of structuresas given in IS 456, tanks shall also be tested forwater-tightness at full supply level as describedin 12.1.1 and 12.1.2. In addition, the roofs of tanksshould be tested in accordance with 12.1.3.
12.1.1 The tanks shall be filled with water and afterthe expiry of seven days after the filling, the level ofthe surface of the water shall be recorded. The level ofthe water shall be recorded again at subsequent intervalsof 24 hours over a period of seven days. The total dropin surface level over a period of seven days shall betaken as an indication of the water-tightness of the tank.The actual permissible nature of this drop in the surfacelevel shall be decided by taking into account whetherthe tanks are open or closed and the correspondingeffect it has on evaporation losses and/or on accountof rainfall. However, underground tanks whose top iscovered may be deemed to be water-tight if the totaldrop in the surface level over a period of seven daysdoes not exceed 20 mm.
IS No.
455:1989
456:2000
1343:1980
1489 (Part 1):1991
In case of tanks whose external faces are exposed suchas elevated tanks, the requirements of the tests shall 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 aseven day 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 sevendays and if specified limit is then reached, the structuremay be considered as satisfactory.
12.1.3 The roofs of liquid-retaining structures shouldbe water-tight and should be tested on completion byflooding 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 havecontinuous water applied by a hose or sprinkler systemto provide a sheet flow of water over the entire area ofthe roof for not less than 6 h. In either case the roofshould be considered satisfactory if no leaks or damppatches show on the soffit. Should the structure notsatisfy “either of these tests then after the completionof the remedial work it should be retested in accordancewith this clause. The roof insulation and covering ifany, should be completed as soon as possible aftersatisfact&y testing.
13 LIGHTNING PROTECTION
The liquid retaining structures shall be protectedagainst lightning in accordance with IS 2309.
14 VENTILATION
The minimum required ventilation shall be ensured.
ANNEX A(Clause 2)
LIST OF REFERRED INDIAN STANDARDS ..
me
Specification for Portland slagcement &iourthrevision)Code of practice for plain andreinforced concrete (fburtlz revision)Code of practice of prestressedconcrete (/irst revision)Specification for Portland pozzolanacement: Part 1 Fly ash based (thirdrevision)
IS No.
2309 :1989
3370 (Part 2)2009
. .
11682:1985
Code of practice for the protectionof buildings and allied structuresagainst lightningCode of practice for concretestructures for storage of liquids:Part 2 Reinforced concrete structures~rst revi.~ion) *
Criteria for design of RCC staging ‘ ●
for overhead water tanks,
\
IS 3370 (Part 1): 2009
ANNEX B(Foreword)
● COMMITTEE COMPOSITION
Cement and Concrete Sectional Committee, CED 2
I\,/
4
Organization
Delhi Tourism and Transportation Development CorporationLtd, New Delhi
ACC Ltd, Mumbai
Atomic Energy Regulatory Board, Musnbai
Building Materials and Technology Promotion Council,New Delhi
Cement Corporation of India Limited, New Delhi
Cement Manufacturers’ Association, Noida
Central Board of Irrigation and Power, New Delhi
Central Building Research Institute (CSIR), Roorkee
Central Public Works Department, New Delhi
Central Road Research Institute (CSIR), New Delhi
Central Soil and Materials Research Station, New Delhi
Central Water Commission, New Delhi
Conmat Technologies Pvt Ltd, Kolkata ●
*
Construction Industry Development Council, New Delhi
Delhi Development Authority, New Delhi .
Directorate General of Supplies & Disposals, New Delhi
Engineers India Limited, New Delhi
Fly Ash Unit, Department of Science & Technology,Ministry of Science & Technology, New Delhi
Gammon lndia Limited, Mumbai
Grasim Industries Limited. Mumbai
Gujarat Ambuja Cements Limited, Ahmedabad
Housing and Urban Development Corporation Limited,New Delhi
Indian Bureau of Mines, Nagpur
Indian Concrete Institute, Chennai
Indian Institute of Technology, Roorkee
Representative(.~)
SHRIJOSEKLJRIA~ (Chairman)
SIiRINAV~ENCI-IA~HASHRIP. SRINIVASAN(Alternate)
DR PRAIMRC. BASUSHRIL. R. BISHNOI(Alternate)
SHRIL K. PRASADSHRIC. N. JHA (Alternate)
SHRIR. R. DESHPANINiSHR[M. K. A~ARWAL(Af?emate)
SHRIE. N. MURTHYDR S. P. GHOSH(Ahernate)
MEMIj~R!%CRETARYDuuxmm (Cnm.) (Aftemzte)
DR B. K. RAODR S. K. A~ARWAL(Alternate)
CHIEFENGINJiIIR(DESiGN)Mmmmwmm ENGJNE~R(S & S) (Alternate)
DR RANIKUMARSHRISATANDIiRKUMAR(Alternate)
SHRIMURARIRATNAMSHRI N. CHANDRASEKHRAN(Alternate)
DIRECTOR(CMDD) (N&W)DEPUTY DIRECTOR(CMDD) (NW & S) (Alternate)
DR A. K. Cwwrm.nm
SHRI P. R. SWARUPSHRIRAWJAiN(Alternate)
SHRIA. P. SINGHSI-iRIB. B. AIRY(Alternate)
SW P. K. LAI-WUSHRIA. K. M. KASHYAP(Alternate)
SHRIAIWINDKUMARS~RIA. K. MLSHRA(Alternate)
DR VIMALKUIWARSHRI MUKESHMATHUR (Alternate)
SHRiS. A. IbixSHRIV. N. HEGGAIIE(Afterna/e)
SHRIA. K. JAINSHRIM. C. AGRAWAL(Alternate)
SHRIC. M. DORDISHRIB. K. JAGETIA(Alternate)
CHAIRMANANDMANAGINGDIRECTORSHRIV. ARULKUMAR(Afternute)
SHRIS. S. DASSHRIM~ERULHASAN(A6ternate)
SHRIL. N. APTE
SHRiD. SRINiVASAN(Afternate)
PROFV. K. GUPTADR &NJPINDm SmIGH(Alternate)
13
IS 3370 (Part 1) :2009
Organization
Indian Roads Congress, New Delhi
Institute for Research, Development & Training of ConstructionTrade, Bangalore
Institute for Solid Waste Research & Ecological Balance,Visakhapatnam
Madras Cements Ltd, Chermai
Military Engineer Services, Engineer-in-Chief’s Branch,Army Headquarters, New Delhi
Ministry of Road Transport & Highways, New Delhi
National Council for Cement and Building Materials, Ballabgarh
National Test House, Kolkata
Nuclear Power Corporation of India Ltd, Mumbai
OCL India Limited, New Delhi
Public Works Department, Government of Maharashtra, Mumbai
Public Works Department, Government of TamiI Nadu, Chennai
Research, Design & Standards Organization (Ministry of Railways),Lucknow
Sanghi Industries Limited, Sanghi Nagar, Ranga Reddy District
Sardar Sarovar Narmada Nigam Limited, District IWrmada
Structural Engineering Research Centre (CSIR), Chennai
The India Cements Limited, Chennai
The Indian Hume Pipe Company Limited, Mumbai
The Institution of Engineers (India), Kolkata
Ultra Tech Cement Ltd, Mumbai
Voluntary Organization in Interest of Consumer Education,New Delhi
BIS Directorate General
Representative(s)
SECRETARYGENERALDIRKTO~(Alternate)
DR N. RAGHAVIINDRA
DR’N. BHANUMATHIDASSHRIN. KALIDAS(Alternate)
SHRIV. JAGANWHANSHRIBALAJIK. MOORTHY(Alternate)
Smu J. B. SHARMASHRJYQGIiSHS[F4GIiAL(Ahema?e)
SI-IRIA. N. DHODAP~A~SHRIS. K. J?UIU(Ahernate)
SHRIR. C. WASONDR M. M. Au (Alternate)
SHRIB. R. M~~NASI-HUMATIS. ‘A.KAUSHIL(Alternate)
SHRIU. S, P, VI:RMASHRIARWNDSHRIVATAVA(Alternate)
DR S. C. AHLUWALIA
RHPRESEN~ATIVE
SUPIYITENGINIIiiR(DFiSIGN)EXIiCUTIV~ENGINEER(Alternate),
SHRIR. M. SHAR~ASHRIV. K. YADAVA(Alternate)
SHRID. B. N. RAO
* DR H. K. PATNAIK(Alternate)
CI-UEFENGINIXR(NAVGAMDAM)SUPLNNTNNNGENGINEER(Alternate) ‘
SHRIA. CHH.LAPPANSHRIJ. PRADHAKAR(Alternah?)
SHRIS. @plNNrHSHR~R. ARIJNACHALAM(Alternate)
SHRIP. D. KELKARS~Ri S. J. SHAH(Alternate)
DR H. C, VMWISVARA~ASHRIBALBIRSINGI-I(Alternate)
!WRISUBRATOCI-TOWDHUR~SHRIBISWAJITD-IAR (Alternate)
SHRIHEMANTKUMAR
S~RIA. K. SAINI,Scientist ‘F & Head (Civ Engg)[Representing Director General (Ex-officio)]
/I~
Member Secretaries‘1
SHRISANJAYPANTScientist ‘E’ & Director (Civ Engg), BIS ‘
SHRIS. AJUJNKi.JMARScientist ‘B’ (Civ Engg), BIS
Concrete Subcommittee, CED 2:2..
Delhi Tourism & Transportation Development Corporation SHRiJosii KURIAN(Convener)Ltd, New Delhi
ACC Ltdt Mumbai SHRIANILBANCHHO~SHRIP. BANDOPAnHY.4Y(A&~ernate)
IS 3370 (Part 1) :2009
Repre.fentutive(s)Organization
Atomic Energy Regulatory Board, NIumbai
Building Materials and Technology Promotion Council,New Delhi
Central Building Research Institute (CSIR), Roorkee
Central Public Works Department, New Delhi
Central Road Research Institute (CSIR), New Delhi
Central Soil & Materials Research Station, New Delhi
Central Water Commission, New Delhi
Engineers India Limited, New Delhi
Fly Ash Unit, Department of Science and Technology,Ministry of Science & Technology, New Delhi
Gammon India Limited, Mumbai
Grasim Industries Ltd, Murnbai
Gujarat Ambuja Cement Limited, Ahmedabad
tj Indian Concrete Institute, Chennai
Indian Institute of Technology, New Delhi, Indian Institute of Technology, Kanpur
Indian Institute of Technology, Roorkee
Larsen and Toubro Limited, Chennai *
Military Engineer Services, Engineer-in-Chief’s Branch,
) Army Headquarter, New Delhi
Ministry of Road Transport and Highways, New Delhi
National Buildings Construction Corporation Limited, New Delhi
National Council for Cement & Building Materials, !Mlabgarh
National Institute of Technology, Warangal
Nuclear Power Corporation of India Limited, Mumbai
Pidilite Industries Limited. Mumbai
Ready Mixed Concrete Manufacturers’ Association, Btmgalore
Research, Design & Standards Organization (Ministry of Railways),Lucknow
Structural Engineering Research Centre (CSIR), Chennai
Tandon Consultants Private Limited, New Delhi
TCE Consulting Engineers Limited, Mumbai
.
III{ PRAm~ C, BASUSHRIL. R. BIS~NOI(Alternate)
StiRIJ. K. PR.ASAD
SHIU PANKAJGUIWA(Alternate)
DR B. K. RAOD~ S. K. A~ARWAI.(Alternate)
SUPURINISENIXNCIENaINIZIIR(IXm@ExmJTIvri ENGINEIZR(IMmw) (Alternate)
DR RENUM~rw~SHKIs~rmnmr? KUMA~(Akvwte)
SHRIlVIUitA~IRATNAM
SHIU FL CHANDRASF:KXARAN(Alternate)
DIIWCTOR(C& MDD)DEPUTYDwicwm (C& MDD) (Alternate)
SHIUAIWINDKUMARSHIUT. BAL~AJ(Alternate)
DR VIMALKUMARSHRIMUKFXHMKYHU~(Alternate)
SHRI S. A.RUDDIDR N. K. NAYAK(Alternate)
SHRIA. K. JAINSHRIM. C. ACNAWAI..(Alternate)
SmI C. M. DoR~iSHN B. K. JAWWLA(Alternate)
PROFM. S. Smm’SHiu L. N. AIWZ(Alternate)
DR B. BHA’r~ACHARJ[i13
DR SUDHIRMISH~A
DR ASHOKKUM~RJAI~
DR B. SIVARAMASA~MASHRiKIN~SL~YJ. D. ERNIX~(Alternate)
BRKI R. K. GUPTA
Cm. V. K. 13ADOLA(Alternate) ~
SH~IT. B. BANFiRJ~~SHRIKAMLFAHKUMAR(Alternate)
SHRI L. P. &NGi+SHRIDARSHANSINCiH(Alternate)
SHINR. C. WASONSHRIH. K,.JULKA(Alternate)
D~ C. B. KAMESWARARAO
DR D. RAMASESHU (Alternate)
SHRIU.S. P. VERMA
SHRIARVIN~SHWVATAVA{Alfernate)
f$HIUP. L, pA’rRYSHRIK. PADMAKAR(Ahermte)
SHRIVIJAYKUMARR, KULKARNI
Jouvr Dnwcro~ STANDAWX(B&S)/CB-IJoiNr DIRIimO~STAFIiIARiJS(B&S)/CB-11 (Aliernate)
SHRI T. S. KIUSHNAMO(X?THY
SHR[K. BALASU~RAMAMAN(A2ternate)
-%IRIMAI-UiSHTA~~ONSHRiVINAYGu;rA (Alternate)
SHRIJ. P. HARANSIiRiS. M, PALEKAR(A!ternate)
15
.,.,
IS 3370 (Part 1) :2009
I OrganizationI
I Torsteel Research Foundation in India,
In personal capacity (35, Park Avenue,Street, Kurtianwthuc Coimbatore)
New Delhi
Annummu, Naicker
In personal capacity (36, Old Sneh Nuga~ Wardhu Road,Nagpur)
Panel for Revision of IS 3370 (Parts
National Council for Cement and Building Material, Ballabgarh
In personal capacity (36, Old Sneh IVagaCW~u-dht~Roud,Nqpur)
Central Road Research Institute (CSIR), New Delhi..
Delhi Tourism and Transportation Development CorporationLtd, New Delhi
Gammon India Ltd, Mumbai
Indian Institute of Technology, New Delhi ,
Indian Institute of Technology, Roorkee
Military Engineer Services, Engineer-in-Chief’s Branch,Army Headquarters, New Delhi
National Council for Cement and Building Material, Ballabgarh
School of Planning and Architecture, New Delhi ~
Structural Engineering Research Centre (CSIR), Chennai
TcE Consulting Engineers Limited, Mumbai
In personal capacity (K-U, Kavi Nagafl Ghaziabad)
9“,,
t
9
*
. .
Representative(s)
DRP. C. CHOWDHURY #DR C. S. ViSHWANATHA(Alternate)
DR C. RAJKUMAIt
SHRJLALITKUMARJAIN
1 and 2), CED 2: 2/Pi
D~ ANILKUMAR(Convener befime 18 October 2006)
SHIULALITKUMA~JAIN (Convener since /8 October 2006)
Dwcrm{
SHRI SATANDW KUMAR (Alternate)
SHRI Josu KURIAN
SHRI S. A. RDDDII
DR S,.N. SINHA
DR ASHOKK. JAIN
SHRIJ. B. SHARiA
SHRIYOGISHK. SIN~HAI.(Alternate)
SHRI H. K. JULKA
SHRI R. C. WASON (Altema/e)
DR‘V. THIRUWWADAM
SHRIT. S. KIUSHNAMOOIWHY
SHM K. BAJ.ASLJWAMANIAN(Alternate)
*
SHW S., M. PAI.LIKAR
SHRIS. KRISHNA(Afferna~e).,DR A.K.Mrrrm
‘16
GMGIPN—139 Bls/NDm9=300
(Continuedj?om second cover)
g) The ckme on thick section has been deleted,
h) Theprovision forjoints including spacing ofjoints andmaking ofjoints has bcc1~~~~odii`icd,. .j) I%viskx-is on construction of’ Iiquicl retaining s~ruc~ures have been nmlifled in line with the la(cs~ ~rac[ices,
and
~) ~ new clause on testing of roof of liquid re~aining structure has been added apart f’rom modifications in
other existing provisions in testing.
The corn~osi~ion of the Committee responsible for formulation of this standard is given in Annex B.
For the purpose of’ deciding whet.her a pw-ticuku- requirement of this standard is complied with, the final value,observed or cakdated. expressing tk rmLIlts of: a test or analysis, shall be rounded off in accordance with
IS 2:1960 ‘Rules for rounding off” nmncrical vaks (revised)’. The number d significant places retained in the
rounded off’ value s~oulcl be the same as ~ha~ of the specified value in this standard.
Bureau of’ lndian Standards
1]1S is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promoteharlnol]ious ckvelopmen~ 01 the activities of standardization, marking and quality certification of goods
A attending to connected matters in the country.
~opyrig~t
.B] S has the copyright of all its publications. No part of these publications may be reproduced in any formwithout the prior permission in writing of BXS. This dots not preclude the free use, in the course ofim~lementin~ the standard, of necessary details, such as symbols and sizes, type or grade designations.
Inquiries relating to copyright be addressed to the Director (Publications), BIS.
I?e.view of hdian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also reviewedperiodically; a skmkud along with amendments is reaffirmed when such review indicates that no changes areneeded; if’ the review indicates that changes are needed, it is taken up for revision. Users of Indian Standards
should ascertain that they are in possession of the latest amendments or edition by referring to the latest issue of‘INS Catalogue’ and ‘Standards : Monthly Additions’.
This Indian Standard has been developed from Doc No.: CED 2 (7329).
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
*
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28327891,28327892
Al-IMEDABAD. BANGALORE. BHOP7!L. BHUBANESHWAR. COIMBATORE. FARIDABAD. ~z
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