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L lS 1A262:2009 qrcfrq rynq qihtd fr*r cTgqlf,q qrfqfr Rrard (uwr yfre'rr) Indian Standard CONCRETE MIX PROPORTIONING - GUIDELINES ( first Revision ) ICS 91.100.30 3 344 1 ^ .2-6 'l '&oto €mqaffiMfresw - )-600 113 L -rctural Engineering Research CentreLibrary Cirennai-600 113 @ BIS 2009 BUIiEAU OF INDIAN STANDARDS,.. , .,:r, MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG NEW DELHI I IOOO2 n / J uly 2AOg Price Group 7
Transcript
Page 1: IS 10262 - 2009

L

lS 1A262: 2009

qrcfrq rynq

qihtd fr*r cTgqlf,q qrfqfr Rrard(uwr yfre'rr)

Indian Standard

CONCRETE MIX PROPORTIONING - GUIDELINES

( first Revision )

ICS 91.100.30

3 344 1 ^ .2-6 ' l '&oto€mqaff iMfresw- ) -600 113L -rctural Engineering Research Centre LibraryCirennai-600 113

@ BIS 2009

BUIiEAU OF INDIAN STANDARDS,. . , . , : r ,MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG

NEW DELHI I IOOO2

n/

J uly 2AOg Price Group 7

Page 2: IS 10262 - 2009

Cement and Concrete Sectional Committee. CED 2

FOREWORD

This Indian Standard (First Revision) was adopted by the Bureau of Indian Standards, after the draft f inalizedby the Cement and Concrete Sectional Committee had been approved by rhe Civil Engineering DivisionCounci l .

This standard was first published in 1982. In this first revision, the following major modifications have beenmade:

a) The title of the standard has been modified as 'Concrete mix proportioning - Guidelines' from theearlier title 'Recommended guidelines for concrete mix design'.

b) The applicability of the standard has been specified for ordinary and standard concrete grades only.

c) Various requirements have been modified in l ine with the requirements of IS 456 : 2000 'Plain andreinforced concrete - Code ofpractice (fourth revision)'.

d) The requirements for selection of water-cement ratio, water content and estimation of coarse aggregatecontent and fine aggregate content have been reviewed and accordingly modified. Similarly, otherrequirements such as trial mixes, illustrative examples, etc, have also been reviewed and modified.

e) A new illustrative example of concrete mix proportioning using fly ash as one of the ingredients hasbeen added.

l) Considering that the air content in normal (non-air entrained) concrete is not of much significance inmix proportioning procedure and is also not a part of IS 456 : 2000, the consideration of air content hasbeen deleted.

Concrete has become an indispensable construction material. According to the present state-of-the-art, concretehas bypassed the stage of mere fourcomponent system, that is, cement, water, coarse aggregate and fine aggregate.It can be a combination of far more number of ingredients for example, a judicious combination of ingredientsfrom as many as ten materials. In the recent past, apart from the four ingredients mentioned above, fly ash,ground granulated blast furnace slag, silica fume, rice husk ash, metakaoline and superplasticizer are six moreingredients which are generally used in concrete produced in practice as the situation demands. Hence, it is allthe more essential at this juncture to have general guidelines on proportioning concrete mixes. The need hasbeen further augmented by the importance given to proportioned concrete mixes according to IS 456 :2000.

The objective of proportioning concrete mixes is to arrive at the most economical and practical combinations ofdifferent ingredients to produce concrete that will satisfy the performance requirements under specifred conditionsof use. An integral part of concrete mix proportioning is the preparation of trial mixes and effect adjustments tosuch trials to strike a balance between the requirements of placement, that is, workabil ity and strength,concomitantly satisfying durability requirements.

Concrete has to be of satisfactory quality both in its fresh and hardened states. This task is best accomplished bytrial mixes arrived at by the use of certain established relationships among different parameters and by analysisof data already generated thereby providing a basis forjudicious combination of all the ingredients involved.The basic principles which underline the proportioning of mixes are Abram's law for strength development andLyse's rule for making mix with adequate workability for placement in a dense state so as to enable the strengthdevelopment as contemplated. From practical view point, compressive strength is often taken as an index ofacceptability. This does not necessarily satisfy the requirements of durability unless examined under specificcontext. Mix proportioning is generally canied out for a particularcompressivestrength requirements ensuringthat fresh concrete of the mix proportioned to possess adequate workability forplacement without segregationand bleeding while attaining a dense state. In addition, the method has scope to consider the combination ofwider spectrum of cement and mineral adnrixtures proposed to be used to meet the requirements of durabilityfor the type of exposure conditions anticipated in service.

(Continued on third cover)

Page 3: IS 10262 - 2009

CONCRETE MIX PROPORTIONING - GUIDELINES

( First Revision )

1 SCOPE

l.L This standard provides the guidel ines for

proportioning concrete mixes as per the requirements

using the concrete making materials including other

supplementary materials identified for this purpose'

The proportioning is carried out to achieve specified

characteristics at specified age, workability of fresh

concrete and durability requirements.

1.2 This standard is applicable for ordinary and

standard concrete grades onlY.

1.3 All requirements of IS 456 in so far as they apply,

shall be deemed to form part of this standard.

2 REFERENCES

The following standards contain provisions, which

through reference in this text, constitute provisions

of th is standard. At the t ime of publ icat ion, the

editions indicated were valid. All standards are subject

to revision and parties to agreements based on this

standard are encouraged to investigate the possibility

of applying the most recent editions of the standards

indicated below:

15 No.

383: 1970

456:2000

2386 (Part 3):1963

3812 (Part l ) :2003

Title

Specification for coarse and fineaggregates from natural sources forconcrete (second revision)Code of pract ice for p la in andreinforced concrete (fo urt h rev is ion)Methods of test for aggregates forconcrete: Part 3 Specific gravity,densi ty, voids, absorpt ion andbulkingSpecification for pulverized fuel ash:Part I For use as pozzolana incement, cement mortar and concrete(second revision)

81 12 : 1989 Specification for 43 grade ordinaryPortland cement (first revision)

9103 1999 Specification for admixtures forconcrete (fi rst rev ision)

3 DATA FOR MD( PROPORTIONING

3.1 The fol lowing data are required for mixproportioning of a particular gradc of concrete:

a) Grade designation;

b) Type of cement;

c) Maximum nominal size of aggregate;

d) Minimum cement content;

e) Maximum water-cement ratio;

0 Workability;

g) Exposure conditions as per Table 4 and Table5 of IS 456:

h) Maximum temperature of concrete at the timeof placing;

j) Method of transporting and placing;

k) Early age strength requirements, if required;

l) Type of aggregate;

m) Maximum cement content; and

n) Whether an admixture shall or shall not beused and the type of admixture and thecondition of use.

3.2Target Strength for Mix Proportioning

In order that not more than the specified proportion

oftest results are likely to fall below the characteristicstrength, the concrete mix has to be proportioned for

higher target mean compressive strength /"*. The

margin over characteristic strength is given by the

following relation:

f "u=f"u+

1.65 s

where

f '"u = target mean compressive strength at 28 daysin N/mm2,

f"," = characteristic compressive strength at 28

days in N/mm2, and

s = standard deviation N/mm2.

3.2.1 S t andard D e v iat i on

The standard deviation for each grade ofconcrete shall

be calculated separately.

3.2.1.1 Standard devia.tion based on test strength of

sample

a) Numbe r of test results of samples - The total

number of test strength of samples required

to const i tute an acceptable record for

calculation ofstandard deviation shall be not

less than 30. Attempts should be made to

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Page 4: IS 10262 - 2009

lS 10262 z 2Ao9

obtain the 30 samples (taken from site), asearly as possible, when a mix is used for thefirst t ime.

b) In case of significant changes in concrete -When significant changes are made in theproduction of concrete batches (fbr examplechanges in the mater ia ls used, mixproport ioning, equipnrent or technicalcontrol), the standard deviation value shall beseparately calculated for such batches ofconcrete.

c) Standard deviation to be brought up-to-date - The calculat ion of the standarddeviation shall be brought up-to-date afterevery change of mix proportioning.

3.2.1.2 A s s ume d standard dev iat ion

Where sufficient test results for a particular grade ofconcrete are not available, the value of standarddeviation given in Table I may be assumed for theproportioning of mix in the first instance. As soon asthe results of samples are available, actual calculatedstandard deviat ion shal l be used and the mixproportioned properly. However, when adequate pastrecords for a similar grade exist and justify to thedesigner a value of standard deviation different fromthat shown in Table l, it shall be permissible to usethat value.

Table l Assumed Standard Deviation(Clauses 3.2.1.2, A-3 andB-3)

Sl Grade of Assumed Standard Deviat ionNo. Concrete N/mm2(r) (2) (3)

v) M30vi) M 35

materials and aggregates of different maximum size,grading, surface texture, shape and othercharacteristics may produce concretes of differentcompressive strength for the same free water-cementratio. Therefore, the relationship between strength andfree water-cement rat io should preferably beestablished for the materials actually to be used. Inthe absence of such data, the preliminary free water-cement ratio (by mass) corresponding to the targetstrength at 28 days may be selected from theestablished relationship, if available. Otherwise, thewater-cement ratio given in Table 5 of IS 456 forrespective environment exposure conditions may beused as starting point.

NOTE - The supplementary cementitious materials, that is,mineral admixtures shall also be considered in water-cementratio calculations in accordance with Table 5 of IS 456.

4.1.1 The free water-cement ratio selected accordingto 4.1 should be checked against the limiting water-cement ratio for the requirements of durability andthe lower of the two values adopted.

4.2 Selection of Water Content

The water content of concrete is influenced by anumber of factors, such as aggregate size, aggregateshape, aggregate texture, workability, water-cementratio, cement and other supplementary cementitiousmaterial type and content, chemical admixture andenvironmental conditions. An increase in aggregatessize, a reduction in water-cement ratio and slump, anduse of rounded aggregate and water reducingadmixtures will reduce the water demand. On the otherhand increased temperature, cement content, slump,water-cement ratio, aggregate angularity and a decreasein the proportion of the coarse aggregate to fineaggregate will increase water demand.

The quantity of maximum mixing water per unitvolume of concrete may be determined from Table2. The water content in Table 2 is for angular coarseaggregate and for 25 to 50 mm slump range. Thewater est imate in Table 2 can be reduced byapproximately 10 kg for sub-angular aggregates, 20kg for gravel with some crushed particles and 25 kgfor rounded gravel to produce same workability. Forthe desired workability (other than 25 to 50 mm slumprange), the required water content may be establishedby trial or an increase by about 3 percent for everyadditional 25 mm slump or altematively by use ofchemical admixtures conforming to IS 9103. Thisillustrates the need for trial batch testing of localmaterials as each aggregate source is different andcan influence concrete properties differently. Waterreducing admi xtures or superplasticizing admixturesusually decrease watercontent by 5 to l0percent and

i )i i )

i i i )iv)

3.5M l0lM r5J

M 201M?s )

vi i)vi i i )

ix)x)

M40M45M50M55

5.0

NOTE - The above values correspond to the site controlhaving proper storage of cement; weigh batching of a l lmaterials; controlled addition ofwater; regular checking ofallmater ia ls, aggregate grading and moisture content; andperiodical checking of workability and strength. Where thereis deviation from the above, values given in the above tableshall be increased by I N/mm'?.

4 SELECTION OF MIX PROPORTIONS

4.1 Selection of Water-Cement Ratio (see Note)

Dif ferent cements, supplementary cementi t ious

Page 5: IS 10262 - 2009

20 percent and above respectively at appropriatedosages"

Table 2 Maximum Water Content per CubicMetre of Concrete for Nominal

Maximum Size of Aggregate(Clauses 4.2, A-5 and B-5)

lS 10262 z 2009

cement ratio and strength propefties of concrete areconsistent with the recommendations of IS 456 and meetproject specifi cation requirements as applicable.

Table 3 Volume of Coarse Aggregate per UnitVolume of Total Aggregate for Different

Zones of Fine Aggregate(Clauses 4.4, A-7 andB-7)

(2)

SINo.

( l )

Nominal MaximumSize of Aggregnte

mln

Maximurn WaterContentr)

kg

(3)

NominulIllaximum

Size ofAggregate

mm

(2)

SINo.

( t )

Volume of Coarse Aggregate') per UnitVolume of Total Aggregate for

Different Zones of Fine Aggregate

ZonelY Zone(3) (4)

i ) l0i i ) 20i i i ) 40

NOTE - These quant i t ies of mixing water are fbr use incomputing cementitious material contents for trial batches.

r) Water lcontent corresponding to saturated surface dryaggregate.

208186r65

i )i i )i i i )

0.500.660.75

t02040

0.48 0.460.64 0.620.73 0.71

0.440.600.69

surface dry') Volumes arecondition.

based on aggregates in safurated

4.3 Calculation of Cementitious Material Content

The cement and supplementary cementitious materialcontent per unit volume of concrete may be calculatedfrom the free rvater-cement ratio (sce 4.1) and thequantity of water per unit volume of concrete.

The cementit ious material content so calculated shallbe checked against the minimum content for therequirements of durabil ity and greater of the trvovalues adopted. The maximum cemenf content shallbe in accordance with IS 456.

4.4 Estimation of Coarse Aggregate Proportion

Aggregates of essentially the same nominaI maximumsize, type and grading wi l l produce concrete ofsatisfactory workabil ity when a given volume ofcoarse aggregate per unit volume of total aggregateis used. Approximate values for this aggregate volumeare given in Table 3 for a water-cement ratio of 0.5,which may be suitably adjusted for other water-cenent ratios. It can be seen that lbr equal workability,the volume of coarse aggregate in a unit volume ofconcrete is dependent only on its nominal maximumsize and grading zone of f ine agglegate" Differencesin the amount of mortar required fbr workability withdifferent aggregates, due to differences in particleshape and grading, are compensated for automaticallyby differences in rodded void content.

4.4.1 For more workable concrete mixes which issometimes required when placement is by pump orwhen the concrete is required to be worked aroundcongested reinforcing steel, it may be desirable to reducethe estimated coarse aggregate content determined usingTable 3 up to l0 percent. However, caution shall beexercised to assure that the resulting slump, water-

4.5 Combination of Different Coarse AggregateFractions

The coarse aggregate used shall conform to IS 383.Coarse aggregates of different sizes may be combinedin suitable proportions so as to result in an overallgrading conforming to Table 2 of IS 383 for particularnominal maximum size of aggregate.

4.6 Estimation of Fine Aggregate Proportion

With the completion of procedure given in 4"4, allthe ingredients have been estimated except the coarseand fine aggregate content. These quantit ies aredetermined by finding out the absolute volume ofcement i t ious mater ia l , water and the chemicaladmixture; by dividing their mass by their respectivespeci f ic gravi ty, mult ip ly ing by l /1000 andsubtracting the result of their summation fiom unitvolume. The values so obtained are divided intoCoarse and Fine Aggregate fractions by volume inaccordance with coarse aggregate proportion alreadydetermined in 4.4. The coarse and fine aggregatecontents are then determined by multiplying withtheir respective specific gravities and multiplying by1 000.

5 TRIAL MIXES

The calculated mix proportions shall be checked bymeans of trial batches.

Workabil ity of the Trial Mix No. 1 shall be measured.The mix shall be carefully observed for freedom fromsegregation and bleeding and its finishing properties.If the measured workabil ity of Trial Mix No. I isdift'erent from the stipulated value, the water and/oradmixture content shall be adjusted suitably. With

Page 6: IS 10262 - 2009

lS 10262.2009

this adjustment, the mix proport ion shal l berecalculated keeping the free water-cement ratio atthe pre-selected value, which will comprise Trial MixNo. 2. In addition two more Trial Mixes No. 3 and 4shall be made with the water content same as TrialMix No. 2 and varying the free water-cement ratio by+10 percent of the preselected value.

Mix No. 2 to 4 normal ly provides suff ic ientinformat ion, including the relat ionship betweencompressive strength and water-cement ratio, fromwhich the mix proportions for field trials may be

arrived at. The concrete for f ield trials shall beproduced by methods of actual concrete production.

6 ILLUSTRATIVE EXAMPLES

An illustrative example of concrete mix proportioningis given in Annex A. Another illustrative example ofmix proportioning of concrete using fly ash is givenin Annex B. These examples are merely illustrative toexplain the procedure; and the actual mixproportioning shall be based on trial batches with thegiven materials.

A.NNEX A(Clause 6)

ILLUSTRATIVE EXAMPLE ON CONCRETE MD( PROPORTIONING

A-0 An example illustrating the mix proportioning for a concrete of M 40 grade is given in A-1 to A-11.

A.1 STIPULATIONS FOR PROPORTIONING

a) Grade designation

b) Type ofcement

c) Maximum nominal size of aggregate

d) Minimum cement content

e) Maximum water-cement ratio

0 Workability

g) Exposure condition

h) Method of concrete placing

j) Degree of supervision

k) Type of aggregate

m) Maximum cement content

n) Chemical admixture type

A.2 TEST DATA FOR MATERIALS

a) Cement used

b) Specific gravity of cement

c) Chemical admixture

d) Specific gravity of:

l) Coarse aggregate

2) Fine aggregate

e) Water absorption:

I) Coarse aggregale

2) Fine aggregate

M40OPC 43 grade conforming to IS 8l l220 mm320kglml0.45100 mm (slump)

Severe (for reinforced concrete)PumpingGoodCrushed angular aggregate450 kg/m3Superplasticizer

OPC 43 grade conforming to IS 81123. l5Superplasticizer conforming to IS 9103

2.-t4a 1AL. ta

0.5 percent1.0 percent

Page 7: IS 10262 - 2009

IS 10262:2009

0 Free (surface) moisture:

l) Coarse aggregate :

2) Fine aggregate :

g) Sieve analysis:1) Coarse aggregate :

Water-cement ratio

Cement content

Nil (absorbed n-roisture also nil)

Nil

15 Arialysis afSieve CoarseSizes Aggregatemm Fraction

I I I

Percentage of Dffirent RemarksFractiorrs

I II Combined60 40 100

percent percent percent60 40 100o 28.s 28.5 co{oyi1e

3.7 3.^ to raDle z

/ of IS 383

20l0

100 100o 71.24

4.75 9.402.36 0

2) Fine aggregate : Conforming to gradingZone I of Table 4 of IS 383

A.3 TARGET STRENGTH FOR MIX PROPORTIONING

f'"u=f"u+ 1.65 s

where

f'"u = target average compressive strength at 28 days,

f.r = characteristic compressive strength at 28 days, and

s = standard deviation.

From Table 1, standard deviation, s = 5 N/mm2.

3344a ?a' l 'a 'oto -rrf,E# gfrfq;+fr'r ftq{ r- grrCI'raq

Therefore, target strength =40 + 1.65 x5 =48.25N/mm2. fr-6oc 113'

Strueiuti.i Engineering Re:. - ". '-, f entre LibraryA.4 SELECTION OF WATER.CEMENT RATIO Chennai-600 113

From Table 5 of IS 456, maximum water-cement ratio = 0.45.

Based on experience, adopt water-cement ratio as 0.40.

0.40 < 0.45. hence O.K.

A.5 SELECTION OF WATER CONTENT

From Table 2, maximum water content - 186 litre (for 25 to 50 mm slump range)for 20 mm aggregate

6Estimated water content for 100 mm slump = 186+

* x 186

= 197 litre

As superplasticizer is used, the water content can be reduced up 20 percent and above.

Based on trials with superplasticizer water content reduction of 29 percent has been achieved. Hence, thearrived water content = 197 x 0.7 | = 1 40 litre

A.6 CALCULATION OF CEMENT CONTENT

= 0.40

= #

=35oks/m3gtoosloz2@oaO(\N

From Table 5 of IS 456. minimum cementcontent for 'severe' exposure condition = 320 kg!m3

350 kg/m3 > 320 kg/m3, hence, O.K.

Page 8: IS 10262 - 2009

ts 10262 | 2009

A.7 PROPORTION OF VOLUME OF COARSE AGGREGATE AND FINE AGGREGATE CONTENT

From Table 3, volume of coarse aggregate corresponding to 20 mm size aggregate and fine aggregate (Zone I)for water-cement ratio of 0.50 = 0.60.

In the present case water-cement ratio is 0.40. Therefore, volume of coarse aggregate is required to be increasedto decrease the fine aggregate content. As the water-cement ratio is lower by 0. 10, the proportion of volume ofcoarse aggregate is increased by 0.02 (at the rate of -/+ 0.01 for every + 0.05 change in water-cement ratio).Therefore, corrected proportion of volume of coarse aggregate for the water-cement ratio of 0.40 = 0.62.

NOTE - ln case the coarse aggregate is not angular one, then also volunre of coane aggregate may be required to be increasedsuitably, based on experience.

For pumpable concrete these values should be reduced by l0 percent.

Therefore, volume of coarse aggregate = 0.62 x 0.9 = 0.56.

Volume of fine aggregate content = I - 0.56 = 0.M.

A.8 MIX CALCULATIONS

The mix calculations per unit volume of concrete shall be as follows:

= lml

Mass of cement 1x-

Specific gravity of cement I 000

350 I-x-3,15 I 000

c) Volume of water

0.111m3

Mass of water x

I

Specific gravity of water I 000

140 I- -x-

I 1000

= 0.140 m3

d) Volume of chemical admixture(superplasticizer) (@ 2.0 percent

Mass of chemical admixture loy mass oI cementttlous materlal) = sp."f" gr*,ty

"f "d,nr-t"*

t r ooo

7lz

l . l45t looo

= 0.006 m3e) Volume of all in aggregate = [a - (b + c + d)]

= l -(0.1 l l + 0.140 + 0.006)= 0.743 m3

f) Mass of coarse aggregate = e x Volume of coarse aggregate x Specific gravity of coarseaggregate x I 000

= 0.743 x 0.56 x 2.74 x I 000=t l40kg

g) Mass of fine aggregate = e x volume of fine aggregate x Specific gravity of fine aggregatex1000

= 0.743 x 0.44 x 2.74 x l 000- 896 kg

IJ

a) Volume of concrete

b) Volume of cement

Page 9: IS 10262 - 2009

IS 10262 :2009

A.9 MIx PROPORTIONS FOR TRIAL NUMBER I

Cement = 350 kg/ml

Water = 140 kg/ml

Fine aggregate = 896 kg/m3

Coarse aggregate = I 140 kg/m3

Chemical admixture = 1kg/m3

Water-cement ratio = 0.4

NOTE - Aggregates should be used in saturated surface dry condition. If otherwise, when computing the requirement of mixingwater, allowance shall be made for the free (surface) moisture contributed by the fine and coarse aggregates. On the other hand, iftheaggregates are dry, the amount of mixing water should be increased by an amount equal to the moisture likely to be absorbed by theaggregates. Necessary adjustments are also required to be made in mass of aggregates. The surface water and percent water absorptionof aggregates shall be determined according to IS 2386.

A-10 The slump shall be measured and the water content and dosage of admixture shall be adjusted for achievingthe required slump based on trial, if required. The mix proportions shall be reworked for the actual watercontent and checked for durability requirements.

A-ll TWo more trials having variation of +10 percent of water-cement ratio in A-10 shall be carried out and agraph between three water-cement ratios and their corresponding strengths shall.be plotted to work out the mixproportions for the given target strength for field trials. However, durability requirement shall be met.

ANNEX B(Clituse 6)

ILLUSTRATTVE EXAMPLE OF MD( PROPORTIONING OF CONCRETE(USING FLY ASH AS PART REPLACEI\{ENT OF OPC)

B-0 An example illustrating the mix proportioning for a concrete of M 40 grade using fly ash is given B- I toB-11.

B.1 STIPULATIONS FOR PROPORTIONING

a) Grade designation

b) Type ofcement

c) Type of mineral admixture

d) Maximum nominal size of aggregate

e) Minimum cement content

0 Maximum water-cement rat.io

d Workabil ity

h) Exposure conditionj) Method of concrete placing

k) Degree of supervision

m) Type of aggregate

n) Maximum cement (OPC) content

p) Chemical admixture type

M40OPC 43 grade conforming to IS 8l l2Fly ash conforming to IS 3812 (Part l)20 mm320kgm30.45100 mm (slump)Severe (for reinforced concrete)PumpingGoodCrushed angular aggregate450 kg/m3Superplasticizer

Page 10: IS 10262 - 2009

IS 10262 22009

8.2 TEST DATA FOR MATERIALS

a) Cement used

b) Specific gravity of cement

c) Fly ash

d) Specific gravity of fly ash

e) Chemical admixture

0 Specific gravity of:

l) Coarse aggregate

2) Fine aggregate

g) Water absorption:

l) Coarse aggregate

2) Fine aggregate

h) Free (surface) moisture:

l) Coarse aggregate

2) Fine aggregatej) Sieve analysis:

l) Coarse aggregate

2) Fine aggregate

8.3 TARGET STRENGTH FOR MTX

f'"u= f"x *

where

OPC 43 grade conforming to IS 8l l23. l5Conforming to IS 3812 (Part 1)2.2Superplasticizer confornring to IS 9103

2.74a 1^

0.5 percent1.0 percent

Nil (absorbed moisture also nil)Nil

/S Analysis ofSieve CoarseSizes Aggregatemm .Fraction

I i I

20 100 100l0 0 7t .20

4.75 9.402.36 0

Percentage of DffirentFractions

Remarks

Conformingto Table 2ofIS 383

I60

percent600

U Combined4A 100

percent percent40 r00

28.5 28.5J.t 3. t

Conforming to grading ZoneI of Table 4 of IS 383

PROPORTIONING

1.65 s

f'"y = target average compressive strength at 28 days,

f* = characteristics compressive strength at 28 days, and

s = standard deviation.

From Table 1, Standard Deviation, s = 5 N/mmz.

Therefore, target strength = 40 + 1.65 x 5 = 48.25 N/mm2.

8.4 SELECTION OF WATER.CEMENT RATIO

From Table 5 of IS 456, maximum water-cement ratio (see Note under 4.1) = 0.45.

Based on experience, adopt water-cement ratio as 0.40.

0.40 < 0.45, hence, O.K,

8.5 SELECTION OF WATER CONTENT

From Table 2, maximum water contentfor 20 mm aggregate = 186 litre (for 25 to 50 mm slump range)

6Estimated water content for 100 mm slump= 186+ix 186 = 197 litre

100

8

Page 11: IS 10262 - 2009

1510262,2009

As superplasticizer is used, the water content can be reduced up to 30 percent.

Based on trials with superplasticizer water content reduction of 29 percent has been achieved. Hence, thearrived water contenL= 191 x 0.71 = 140 litres.

8.6 CALCULATION OF CEMENT AND FLY ASH CONTENT

Water-cement ratio (see note under 4.1) = 0.40

Cementit ious material (cement + fly ash) content = ,lO,O^ = 350 kglml0.40

From Table 5 of IS 456, minimum cementcontent for 'severe' exposure conditions = 320 kg/m3

350 kg/m3 > 320 kglm3, hence, O.K.

Now, to proportion a mix containing fly ash the following steps are suggested:

a) Decide the percentage fly ash to be used based on project requirement and quality of rnaterials

b) In certain situations increase in cementit ious material content may be warranted. The decision on increasein cementit ious material content and its percentage may be based on experience and trial (see Note).

NOTE - This illustrative example is with increase of l0 percent cementitious material content.

Cementit ious material content = 350 x 1.10 = 385 ke/m3

Water Content = 140 ks/m3

So. water-cement ratio - l4o = 0.364385

Fly ash @ 307o of total cementitious material content = 385 x 30Vo = I l5 kg/m3

Cement (OPC)

Sctving of cement while using fly ash

Fly ash being utilized

8.7 PROPORTION OF VOLUME OF COARSE AGGREGATE AND FINE AGGREGATE CONTENT

Front Table 3, volume of coarse aggregate correspondingto20 mm size aggregate and fine aggregate (Zone I)tbr water-cement ratio of 0.50 = 0.60.

In the present case water-cement ratio is 0.40. Therefore, volume of coarse aggregate is required to be increasedto decrease the fine aggregate content. As the water-cement ratio is lower by 0.10, the proportion of volume ofcoarse aggregate is increased by 0.02 (at the rate of -/+ 0.01 for every + 0.05 change in water-cement ratio).Therefore, corrected proportion of volume of coarse aggregate for the water-cement ratio of 0.40 = 0.62

NOTE - In case the coarse aggregate is not angular one, then also volume of coarse aggregate may be required to be increasedsuitably, based on experience.

For pumpable concrete these values should be reduced by l0 percent.

Therefore, volume of coarse aggregate = 0.62 x 0.9 = 0.56.

Volume of fine aggregate content = I - 0.56 = 0.44"

B-8 MIX CALCULATIONS

The mix calculations per unit volume of concrete shall be as follows:

a) Volume of concrete

b) Volume of cement

= 1m3

Mass of cement I

= 385 - 115 = 270kglm3

= 350 - 270 = 80 kghns,.and

= I 15 kg/nf

x-Specific gravity of cement I 000

Page 12: IS 10262 - 2009

IS 10262 : 2009

c) Volume of fly ash

d) Volume of water

e) Volume of chemical admixture(superplasticizer) @ 2.07o by mass

of cementit ious material)

0 Volume of all in aggregate

g) Mass of coarse aggregate

270 I-x-3.15 I 000

0.086 m3

Mass of fly ash

Specific gravity of flY ash

I 15 l-x-

l 1000

0.052 m3

Mass of water Ix-

1 000Specific gravity of water

140 I-x-

I 1000

0.140 mr

Mass of admixture

Specific gravity of admixture

7l= -x-r .145 I 000

= 0.007 m3= [a-(b+c+d+e)]= l-(0.086 + 0.052 + 0.140 + 0.007)= 0.71.5 m3- / x volume of coarse aggregate x Specific gravity of coarse

aggregate x I 000= 0.715 x 0.56 x2.74 x I 000= t097kg- .f x volume of fine aggregate x Specific gravity of fine aggregate

I

x-1 000

Ix-

I 000

h) Mass of fine aggregatex10000.715 x 0.44 x2.74 x 1000

= 962 kg

B.9 MIX PROPORTIONS FOR TRIAL NUMBER T

Cement

Fly Ash

Water

Fine aggregate

Coarse aggregate

Chemical admixture

Water-cement ratio(see Note under 4.1)

NOTE - Aggregates should be used in saturated surface dry condition. If otherwise, when computing the requirement of mixing

water. allowance shall be made for the free (surface) moisture conributed by the fine and coarse aggregates. On the other hand' if the

= 270k9/m3

= I l5 kg/m3

= 140 kg/m3

= 862 kg/m3

= I 097 kg/m3

= 7.7 kglm3

= 0.364

10

Page 13: IS 10262 - 2009

IS 10262 : 2009

aggregates are dry, the amount of mixing water should be increased by an amount equal to the moisture likely to be absorbed by the

aggregates. Necessary adjustments are also required to be made in mass of aggregates. The surface water and percent water absorption

of aggregates shall be determined according to IS 2386 (Pa( 3).

B-10 The slump shall be measured and the water content and dosage of admixture shall be adjusted for achieving

the required slump based on trial, if required. The mix proportions shall be reworked for the actual water

content and checked for durability requirements.

B-ll Two more trials having variation of t l0 percent of water-cement ratio in B-10 shall be carried out and a

graph between three water-cement ratios and their corresponding strengths shall be plotted to work out the mix

proportions for the given target strength for f ield trials. However, durabil ity requirement shall be met.

ANNEX C(Foreword )

COMMITTEE COMPOSITION

Cement and Concrete Sectional Committee, CED Z

Organizatiott Representative(s)

Delhi Tourism and Transportation Development Suru Josn Kuwnr-t (Chairman)

Corporation Ltd, New Delhi

ACC Ltd, Mumbai SHnt N,rvuu CHnoHn

Sunr P. SnrmvnsnN (Alternate)

Atomic Energy Regulatory Board, Mumbai Dn Pustn C. Bnsu

SHnr L. R. Brsnnor (Alternate)

Building Materials and Technology Promotion Council, Sunt J. K. Pneseo

New Delhi

Cement Corporation of India Limited, New Delhi Ssnt R. R. Desuplxoe

Ssnt M. K. Acenw,u- (Alternate)

Cement Manufacturers' Association. Noida Sunt E. N. MunrHv

Dn S. P. GHosH (Alternate)

Central Board of lrrigation and Power, New Delhi Meusrn Sscngr,rnyDrnecnrn (Cwn-) (A lte rnate\

Central Building Research Institute (CSIR), Roorkee Dn B. K. Reo

SHnr S. K. Ac.tnwnl (Alternate'|

Central Public Works Department, New Delhi CtrrpF ENcrNeen (DrsrcN)

SupenwrsNorr.rc Elcrneen (S&S) (Alternate)

Central Road Research Institute (CSIR), New Delhi Dn Rru Kur',rnn

Sunr S,rrnrvoen Kvueu (Alternute)

Central Soil and Materials Research Station, New Delhi SHnr Munenr Rnrnrru

Sunr N. CuannnAsEKHRAN (Alternate)

Central Water Commission, New Delhi DrRric'roR (CMDD) (N&W)

Drpurv Drnroon (CMDD) (NW&S) (Alternate)

Conmat Technolgies Pvt Ltd, Kolkata Dn A. K. Csxrreueu

Construction Industry Development Council, New Delhi Sunr P. R. Swanup

SHnr SuNrr- M.rurunN (Altentate)

Directorate General of Supplies & Disposals, New Delhi SHnr V. B,TUsUBRAMANTAN

Ssnr R. P. Swcu (Alternate)

Fly Ash Utilization Programme, Department of Science & Dn Vrprlr- Kuuen

Technology, New Delhi SHru lr{uxesu Mnruun (Alternate)

Cammon India Limited, Mumbai SHnr S. A. RrnorSHnr M.U. Snl'.: (Alternate)

Grasim Industries Limited, Mumbai Snr.r A. K. Jnrr.rSuru M. C. Acn,rwnl (Alternate')

1l

Page 14: IS 10262 - 2009

IS 10262 : 2009

Organizatiotr Representtttive(s )

Gujarat Ambuja Cernents Limited. Ahmedabad Sunr J. P. DusrrrSsnr B. K. Jnu..-rln (Alternate)

Housing and Urban Development Corporation CHarnunn & MrNeirrc Drnric'ronLimited, New Delhi Sunr V. Anul Kuutn (Altentatel

Indian Bureau of Mines, Nagpur Sunr S. S. De.sSsnl Mru*.ur_ Hmnr.r (A/ternale)

Indian Concrete Institute. Chennai SHnr L. N. Arrr:Snnr D. SnrNrvnsl'N (Alternate)

Indian Institute of Technology, Roorkee Pnor- S. K. Knusrr

Indian Roads Congress, New Delhi Sr,cnurnny CnNunnr.Drlruc'ron (A I t e rna t e)

Institute for Research, Development & Training of Construction Dn N. Rncurrveron,rTrade, Bangalore

Institute for Solid Waste Research & Ecological Balance, Dn N. BneNuum'HrrxsVisakhapatnam SHnr N. K,rlro,rs (Alternate)

Madras Cements Ltd, Chennai Ssnr V. JrrcnnarHnNSunr B,tr-,vr K. Moonruy (Alternute)

Military Engineer Services, Engineer-in-Chief's Branch, Snnr J. B. SHnnveArmy HQ, New Delhi Snnt YocrisH Srrcut (Alternate)

Ministry of Road Transport & Highrvays, New Delhi SHnr A. N. DuoonprenSunr S. K. Punr (Alternate\

National Council for Cement and Building Materials, Ballabgarh Snnl R. C. Wnsor.rDe M. M. Ar-r (Alternate)

National Test House, Kolkata Snnr D. K. KenuNcoSsnr B.R. Mr,rNn (Alternate)

OCL India Limited, New Delhi Dn S. C. Aur.uwnr.rn

Public Works Department, Covemment of Tamil Nadu Chennai SuprnrrursNurNc ENcrr.rnnn (DusrcN)

Execu'rrvt Er.rcrNrun (AIte rnat e\

R. V. College of Engineering, Bangalore Prof. T. S. N,rcnnnj

Research, Design & Standards Organization Snrrr R. M. Sx,rnue(Ministry of Railways), Lucknow SHnr V K. Yer;nva (Alternute)

Sanghi [ndustries Lirnited, Sanghi Nagar Ssnr D. B. N. RnoDn H. K. Pnnrrurc (Altennte)

Sardar Sarovar Narmada Nigam Limited, Dist Narmada Csler ExcrNcrn (Nrrvcnr'a Daru)SuprnnlnNorrlc ENcrsr:en (AIte rnate)

Structural Engineering Research Centre (CSIR), Chennai Snnr A. CserlappeNSHnr J. PnirsHi\KAR (Alternate)

The India Cements Limited, Chennai SHnr S. GopulrrrnSHnr R. AnuNaorN-^M (Alternate)

The Indian Hume Pipe Company Limited, Mumbai SHnl P. D. Kur.rrrnSsrr S. J. Su/.n (Alternate)

The lnstitution of Engineers (lndia), Kolkata Dn H. C. Vrsvr:svanrrynSsnr Brrurn Srucn (Alternute)

Ultra Tech Cement Ltd, Mumbai SHnr SusRxfo Csownsuny

BIS Directorate General SHnr A. K. SnlNr, Scientist 'F & Head (Civ Engg)

[Representing Director General (Ex-ofrcio)l

Member Secrctaries

SHnt SrrNny PnNr'Scientist 'E' & Director (Civ Engg), BIS

Snnr S. Arur KUnenScienr ist 'n '

{p i i "" to, (Civ Engg), BIS

l2

Page 15: IS 10262 - 2009

rs 10262 -.2009

Concrete Subcommittee. CED 2 :2

Organization Repre.tentativels)

Delhi Tourism & Transportation Development Corporation SHnr Josu Kuwnn (Convener)Ltd, New Delhi

ACC Ltd, Mumbai SHnr AnrL BnncsuonSHp.r P. BnNrxrlrrDlyAy (Alte rnate)

Atomic Energy Regulatory Board, Mumbai Dn Pnanrn C. BnsuSHru L. R. BrsHNor (A/tarzate)

Building Materials and Technology Prornotion Council, Ssnr J. K. PnrrsrrnNew Delhi Snnr PaNrirr Cur"rn (Alternute)

Central Building Research lnstitute (CSIR), Roorkee Dn B. K. RnoDrt S. K. Acenwnr- (Altenrate)

Central Public Works Department, New Delhi SuprnrNrr:Norr.rc Er1crNrrn (DesrcN)Exucurrve ENcrnrm (DrsrcN) lll (Alternute)

Central Road Research Institute (CSIR), New Delhi Drnrcror<SHnr Snrnronn KuMAtr (Alternate\

Central Soil & Materials Research Station, New Delhi SHnr Munrnr RArNnNlSsru N. CHINuRAsI:KHARAN (Alternate)

Central Wapr Commission, New Delhi Drnucrur (C&MDD)Deprny Drnocron (C&MDD) (Alternute)

Engineers lndia Limited, New Delhi SHnr AnvrNo KurrlnnSunr T. B,rlnru (Alternate)

Fly Ash Utilization Programme, Department of Science Dr Vrr*llr. Kuvrnand Technology, New Delhi Snnr Murssn Mxrrun (Alternate)

Gammon India Limited, Mumbai Snnr S. A. RsoorDn N. K. Nnvax (Afiernare)

Grasinr Industries Ltd, Mumbai Snnr A. K. JnrxSuu M. C. Acnirwau (Alternute\

Gujarat Ambuja Cement Limited, Ahmedabad Srnr J. P. DeserSHru B. K. Iaawte (Alternate)

Indian Concrete Institute, Chennai Pnop M. S. SnerrvSrnr L. N. Avrr. (Alternatel

Indian Institute of Technology, New Delhi Dn B. Buirrrecuenliu

Indian Institute of Technology, Kanpur Dn SuoHrn MlsHnn

Indian Institute of Technology. Roorkee Dn Asnor Kuunn Ja,rr

Military Engineer Services, Engineer-in-Chief's Branch, Bnla R. K. CurrnArmy HQ, New Delhi Cor- V. K. Bt.L,>or,rt (Alternate)

Ministry of Road Transport and Highways, New Delhi SHnr T. B. B,rNr:ruuuSunr Kavr-risu Kuurtx (Alternate)

National Buildings Construction Corporation Limited, SHnr L. P. SrwcuNew Delhi Srrnr DlnsH,rx Srrvor (A/remzrre)

National Council for Cement & Building Materials, Ballabgarh SHrr R. C. Wasor.rSHnr H. K. lutxtr (Alternate)

National Institute of Technology, Warangal Dr< C. B. K,u.rnswnnn ReoDn D. Rrrurr Srsuu (Alternate)

Nuclear Porvcr Corporation of lndia Limited, Munrbai Snm U. S. P. Vsnuir

Pidilite Industries Lirnited, Mumbai Snru p. L. prrnv

SHnr K. Paouax* (Alternate)

R. V. College of Engineering, Bangalore Ptol'. T. S. Nacrrul

Ready Mixed Concrete Manufacturers'Association. Bangalore Srrnt Vunv Kn Kuuxawr

Research, Design & Standards Organization (Ministry of Railways), Jor.m Drnr:cron S'rons (B&S)/CB-ILucknow Jorxr DrRacmn Srr:ns (B&S)/CB-ll (Alternate\

r3

Page 16: IS 10262 - 2009

SERClibra ry

IS 10262 : 2009

. Organization

Structural Engineering Research Centre (CSIR), Chennai

Tandon Consultants Private Limited. New Delhi

TCE Consulting Engineers Limited, Mumbai

Torsteel Research Foundation in India. New Delhi

In personal capacity (35, Park Avenue, Annunma, NaicketStreet, Kuniamuthur, C oinb at o re)

In personaf capacity (36, OId Sneh Nagar, Wardhu Road,Nagpur)

Representativc(s )

SHnr T. S. KntssNnlroonnrySrnr K. BaUSUBRAMANTAN (Altemate)

Ssnr MaHms TnHooNSHnr Vrney Gvvrt (Altemate)

Sunr J. P. HenrNSunr S. M. Peluren (Alternate)

Dn P. C. CHowoHunyDn C. S. Vrss*,annrtrn (Alternate)'

Dn C. R,rrxuuen

Ssnr Lalrr Kuuen JnrN

ilffiililtiil

Page 17: IS 10262 - 2009

Gro+t'S (,.'.r- bfr-]-' g' Kn'ehnaonoartlg

(Continued from second cover)

Proportioning of concrete mixes can be regarded as procedure set to proportion the most economical concretemix for specified durabil ity and grade for required site conditions.

As a guarantor of quality of concrete in the construction, the constructor should carry out mix proportioningand the engineer-in-charge should approve the mix so proportioned. The method given in this standard is to beregarded as the guidelines only to arrive at an acceptable product, which satisfies the requirements of placementrequired with development of strength with age and ensures the requirements of durability.

This standard does not debar the adoption of any other methods of concrete mix proportioning.

In this revision, assistance has also been derived from ACI 2ll.l (Reapproved 1997) 'standard practice forselecting proportions for normal, heavyweight, and mass concrete', American Concrete Institute.

The composition of the Committee responsible for formulation of this standard is given in Annex C.

For the purpose of deciding whether a particular requirement of this standard is complied with, the final value,observed or calculated, expressing the result of a test or analysis, shall be rounded off in accordance withIS 2 : 1960 'Rules for rounding off numerical values (revised)' . The number of significant places retained in therounded off value should be the same as that of the specified value in this standard.

Page 18: IS 10262 - 2009

Bureau of Indian Standards

BIS is a statutory inst i tut ion establ ished under the Bureau of Indian Standards Act, 1986 to promoteharmonious development of the act iv i t ies of standardizat ion, marking and qual i ty cert i f icat ion of goodsand attending to connected matters in the country.

Copyright

BIS has the copyright of all i ts publications. No part of these publications may be reproduced in any formwithout the pr ior permission in wr i t ing of BIS. This does not preclude the free use, in the course ofi rnplement ing the standard, of necessary detai ls, such as symbols and sizes, type or grade designat ions.Enquiries relating to copyright be addressed to the Director (Publications), BIS.

Review of Indian Standards

Amendments are issued to standards as the need arises on the basis of comments. Standards are also reviewedperiodically; a standard 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 Standardsshould ascertain that they are in possession of the latest amendments or edition by referring to the latest issue of'BIS Catalogue' and 'Standards : Monthly Addi t ions' .

This Indian Standard has been developecl t ionr Doc No.: CED 2 (1288).

Amendments Issued Since Publication

Amend No. Date of Issue Text Aff'ected

BUREAU OF INDIAN STANDARDS

Headquarters:

Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi I10002Telephones : 2323 Ol3l,2323 337 5, 2323 9402 llebsite: www.bis.org. in

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