IS 10262:2009

Indian Standard

CONCRETE MIX PROPORTIONING — GUIDELINES

(First Revision )

ICS 91.100.30

0 BIS 2009

BUREAU OF INDIAN STANDARDSMANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG

NEW DELHI 110002

July 2009 Price Group 7

Cement and Concrete Sectional Committee, CED 2

FOREWC)RD

This Indian Standard (First Revisio~~)was ad{>ptcdby the Bureau of Indian Standards, after the draft finalizedby the Cement and Concrete Sectional Committee had been approved by the Civil Engineering DivisionCouncil.

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

a) The title of the standard has bum modi ficd [M‘Concw(.c mix proportioning — Guidelines’ from theearlier title ‘Recommcndcd guidcl hws for c(~i]crc[cmix design’.

b) The applicability of the standard hax been spcci[lcd for [Jr~iii]t~ryA st~]i~tlarticoncrete grades only.

c) Various requhxmmnts Imvc been nmdil’iud in Ihw will] [Iw ruquhxmmts o[’ 1S 456 : 20(.)0 ‘Plain andreinforced concrctc — Coded’ prwl iw (&w-th rcvfkim)’.

d) The requirements for sclcctkm of water-ccmcnt r~~tk),water content [ml csthnatkm of coarse aggregatecontent and fine aggregate content hwc bum rcvic~vc(l and ~~cc{)r<li~~gly~nodil’icd.Silnilarly, otherrequirements such as trial mixes, illustrative examples, ctc, have also been rcvicwcd and modified.

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

f) 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 four component 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 specified 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, workability 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 for judicious 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 durabilit y unless examined under specificcontext. Mix proportioning is generall y carried out for a particular compressive strength requirements crew-ring

that fresh concrete of the mix proportioned to possess adequate workability for placement without segregationand bleeding while attaining a dense state. In addition, the method has scope to consider the combination ofwider spectrum of cement and mineral admixtures proposed to be used to meet the requirements of durabilityfor the type of exposure conditions anticipated in service.

(Continued on third cover)

IS 1,0262:2009

Indian Standard

CONCRETE MIX PROPORTIONING — GUIDELINES

(First Revision )

1 SCOPE

1.1 This standard provides the guidelines forproportioning concrete Imixcsas pm the requirementsusing the concrctc mtildng materials including othersupplementary materials identified for this purpose.The proportioning is carried out to achieve specifiedcharacteristics at specified age, workability of freshconcrete and durability requirements.

1.2 This standard is applicable for ordinary andstandard concrete grades only.

1.3 AU 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, whichthrough reference in this text, constitute provisionsof this standard. At the time of publication, theeditions indicated were valid. All standards are subjectto revision and parties to agreements based on thisstandard are encouraged to investigate the possibilityof applying the most recent editions of the standardsindicated below:

1SNo.

383:1970

456:2000

2386 (Part 3):1963

3812 (Part 1):2003

8112:1989

9103:1999

Title

Specification for coarse and fineaggregates from natural sources forconcrete (second revision)Code of practice for plain andreinforced concrete (/burth revision)Methods of test for aggregates forconcrete: Part 3 Specific gravity,density, voids, absorption andbulkingSpccil’icationfor pulverized fuel ash:Part 1 For use as pozzolana incenwnt, ccme’ntmortar and concrete(second revision)Specification for 43 grade ordinaryPortland cement (first revision)Specification for admixtures forconcrete (/7rstrevision)

3 DATA FOR MIX PROPORTIONING

3.1 The following data are required for mixproportioning of a particular grade of concrete:

a)

b)

c)

d)

e)

f)

g)

h)

●

J)k)

1)

m)

n)

Grade designation;

Type of cement;

Maximum nominal size of aggregate;

Minimum. cement content;

Maximum water-cement ratio;

Workability;

Exposure conditions as per Table 4 and Table5-of IS 456;Maximum temperature of concrete at the timeof placing;

Method of transporting and placing;

Early age strength requirements, if required;

Type of aggregate;

Maximum cement content; and

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

3.2 Target Strength for Mix Proportioning

In order that not more than the specified proportionof test results are likely to fall below the characteristicstrength, the concrete mix has to be proportioned forhigher target mean compressive strength jf’& Themargin over characteristic strength is given by thefollowing relation:

f’c~‘~~ + 1.65 s

where

f#ck = target mean compressive strength at 28 days

in N/mm2,

fck = characteristic compressive strength at 28days in N/mm2, and

s= standard deviation N/mm2.

3.2.1 Standard Deviation

The standard deviation for each grade of concrete shallbe calculated separately.

3.2SS Standard deviation based on test strength ofsample

a) Number of test results of samples — The totalnumber of test strength of samples requiredto constitute an acceptable record forcalculation of standard deviation shall be notless than 30. Attempts should be made to

1

IS 10262:2009

t))

c)

obtain the 30 samples (taken from sit@, asearly as possible, when a mix is used for thefirst time.

In case of significant changes in concrete —When significant changes are made in theproduction of concrete batches (for examplechanges in the materials used, mixproportioning, equipment or technicalcontrol), the standard deviation value shall beseparately calculated for such batches ofconcrete.

Standard deviation to be brought up-to-date — ‘~he calculation of the standarddevi~ttion shall be brought up-tt}-date afterevery change of mix proportioning.

3.2.1.2 Assumed standard deviation

Where sufficient test results for a particular grade ofconcrete are not available, the value of standarddeviation given in Table 1 may be assumed for theproportioning of mix in the first instance. As soon asthe results of samples are available, actual calculatedstandard d.eviat.ion shall 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 1, it shall be permissible to usethat value.

Table 1 Assumed Standard Deviation(Clauses 3.2.1.2, A-3 and B-3)

S1 Grade of Assumed Standard DeviationNo. Concrete N/rnrn2

(1) (2) (3)

i) M 10ii) M 151

iii) M 20iv) M 25 }

3.5

4.0

v) M 30vi) M 35

vii) M 40viii) M 45

1

5.0

ix) M 50x) M 55

NOTE — The above values correspond to the site controlhaving proper storage of cement; weigh batching of allmaterials; controlled addition of water; regular checking of allmaterials, aggregate grading and moisture content; andperiodical checking of workability and strength. Where thereis deviation from the above, values given in tlw above tableshaH be increased by 1 N/nm2.

4 SELECTION OF MIX PROPORTIONS

4.1 Selection of Water-Cement Ratio (see Note)

Different cements, supplementary cementitious

materials and aggregates of different maximum size,grading, surface texture, shape and othercharacteristics may produce concretes of differentcmnpressive strength for the sarnc free water-cementratio. Therefore, the relatio~lship between strength andfree water-cement ratio should preferably beestablished for the materials actually to be used. Inthe absence of such data, the preliminary free water-cemer~t.mti6 (by mass) corresponding to the targetstrength at 28 days may be selected from theestablished relati~ship, if available. Otherwise, thewater-cement ratio given in Table 5 of IS 456 forrespective cnviron~nent exposure conditions may beused as starting point.

NOTE ----TIw si]~][>lel~~entarycen%entitiousmaterials, that is,~nincml a(lll~ixt~~rg;sshall also be considered in water-cementratio c[tlcul[ttio~~sin m.xxwdnnccwith Table 5 of IS 456.

4.1.1 The free wtttcr-cc:i~~cntratk~ sclcctcd wxmrdingto 4.1 should bc checkw.1against 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, workabi~ity, 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 estimate 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 alternatively 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 admixtures or supe~lasticizing admixturesusually decrease water content by 5 to 10 percent and

2

IS 10262:2009

20 percent and above respectively at appropriatedosages.

Table 2 Maximum Water Content per CubicMetreofConcrete for Nominal

Maximtnn$%zeof Aggrqgate(Clauses 4.2, A-5 and B-5)

s! NominalMaximum Maximum}vaterNo. Size ofAggregate Contentl)

mm kg

(1) (2) (3)

i) 10 208ii) 20 186iii) 40 165

NOTE — These quantities of mixing water are for use incomputing cementitious material contcnts fortrialbatchcs<

—.lJ Water}content corresponding to saturated surface dryaggregate.

4,3 Calculation of Cementitious Material Content

The cement and supplementary cementitious materialcontent per unit volume of concrete maybe calculatedfrom the free water-cement ratio (see 4.1) and thequantity of water per unit volume of concrete.

The cementitious material content so calculated shallbe checked against the minimum content for therequirements of durability and greater of the twovalues adopted. The maximum cement content shallbe in accordance with IS 456.

4.4 Estimation of Coarse Aggregate Proportion

Aggregates of essentially the same nominal maximum.size, type and grading will produce concrete ofsatisfactory workability when a given volume ofcoarse aggregate per unit volume of total aggregateis used. Approximate values for this aggregate volumeare given in Tahlu 3 for a watix-cement ratio of 0.5,which may be suitably adjusted for other watcr-cement ratios. It can be seen that for eclual workability,the volume of coarse aggregate in a unit volume ofconcrete is depmd.ent only on its nominal maximumsize and grading zone of fine aggregate. Differencesin the amount of mortar required for 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 maybe desirable to reducethe estimated coarse aggregate content determined usingTable 3 up to 10 percent. However, caution shall beexercised to assure that the resulting slump, water-

cement ratio and strength properties of concrete areconsistent with the recommendations of IS 456 and meetproject specification requirements as applicable.

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

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

SI Nominal Volume of Coarse AggregW$)per UnitNo. Maximum Volume of Total Aggregatefor

Sizeof Different Zones of Fine AggregateAggregate

mm Zone IV Zone 111 Zone 11 Zone I

(!) (2) (3) (4) (5). (6)

i) 10 0.50 0.48 0.46 0.44ii) 20 0.66 0.64 0.62 0.60iii) 40 0.75 0.73 0.71 0.69

1)Volumes are based on aggregates in saturated surfiw drycondition.

4.5 Combination of Different Coarse AggregateFractions

The coarse aggregate used shall conform to N 383.Coarse aggregates ofdifferent sizes maybe combinedin suitable proportions so as to result in an overallgrading conforming to Table 2 of 1S383 for particularnominal maximum size of aggregate.

4.6 Estimation of Fine Aggregate Proportion

With the completion of procedure given in 4A, allthe ingredients have been estimated except the coarseand fine aggregate content. These quantities aredetermined by finding OU[the absolute volume ofcementitious material, water and the chemicaladmixture; by dividing their mass by their respectivespecific gravity, multiplying by ‘1/1 000 andsubtracting the result of their summation from unitvolume. The values so obtained are divided intoCoarse and Fine Aggregate fractions by volume inaccordance with coarse aggregate proportion tdreadydetermined in 4.4. The coarse and fine aggregatecontents arc then determined by multiplying withtheir respective specific gravities and multiplying by10000

5 TRIAL MIXES

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

Workability of the Trial Mix No. 1 shall be measured.The mix shall be carefully observed for freedom fromsegregation and bleeding and iksfinishing properties.If the measured workability of Trial Mix No. 1 isdifferent, from the stipulated value, the water andhadmixture content shall be adjusted suitably. With

3

IS 10262:2009

this adjustment, the mix proportion shall 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 byA Opercent of the preselected value.

Mix No. 2 to 4 normally provides sufficientinformation, including the relationship betweencompressive strength and water-cement ratio, fromwhich the mix proportions for field trials may be

arrived at. The concrete for field 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.

ANNEX A(Clause 6)

ILLUSTRATIVE EXAMPLE ON CONCRETE MIX PROPORTIONING

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

A-l STIPULATIONS FOR PROPORTIONING

a)

b)

c)

d)

e)

f)

g)h)*J)

k)

m)

n)

Grade designation

Type of cement

Maximum nominal size of aggregate

Minimum cement content

Maximum water-cement ratio

Workability

“Exposurecondition

Method of concrete placing

Degree of supervision

Type of aggregate

Maximum cement content

Chemical admixture type

A-2 TEST DATA FOR MATERIALS

a) Cement used

b) Specific gravity of cement

c) Chemical admixture

d) Specific gravity of

1) Coarse aggregate

2) Fine aggregate

o) Water absorption:

l) Coarse aggregate

2) Fine aggregate

M 40

OPC 43 grade conforming to IS 8112

20 mm

320 kg/m3

0.45

100 mm (slump)

Severe (for reinforced concrete).Pumping

Good

Crushed angular aggregate

450 kg/mg

Superplasticizer

OPC 43 grade conformingtoIS8112

3.15

SuperPlasticizer conforming to IS 9103

2.74

2.74

0.5 percent

1.0 percent

4

IS 10262:2009

f) Free (surface) moisture:

1) Coarse aggregate ●

● Nil (absorbed moisture also nil)

2) Fine aggregate..

● Nd

g) Sieve analysis:1) Coarse aggregate ●* IS Analysisof Percentage of Different Remarks

Sieve Coarse FractionsSizes Aggregatemm Fraction

(—’—> ~I II ~; & Combined

1.00percent percent percent

20 100 10010 0 71.204.75 9.402.36 0

600

4028.5

37.

10028.5

Conforming

37to Table 2

.of IS 383

2) Fine aggregate .● Confo~ing to grading Zone I of Table 4 of IS 383

A-3TARGETSTRENGTH FORMIXPROPORTIONING

f’c~=~~+l.65s

where

f/ck = target average compressive strength at28days,

f ck = characteristic compressive strength at28d~ys, and

s = standard deviation.

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

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

A-4 SELECTION OF WATER-CEMENT RATIO

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

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

0.40 e 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+ — X186

100

= 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 0.71 = 140 litre

A-6 CALCULATION OF CEMENT CONTENT

Water-cement ratio = 0.40

Cement content140

-— = 350 kg/m30.40

From Table 5 of IS 456, minimum cementcontent for ‘severe’ exposure condition = 320 kg/m3

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

5

IS 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 1)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 — 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 10 percent.

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

Volume of fine aggregate content= 1- 0.56= 0.44.

A-8 MIX CALCULATIONS

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

a) Volume of concrete

b) Volume of cement

c) Volume of water

d) Volume of chemical admixture

(superpla~ticizer) (,@2.0 percent

by mass of cementitious material)

e) Volume of all in aggregate

f) Mass of coarse aggregate

g) Mass of fine aggregate

1 m3

Mass of cement 1

Specific gravity of cement x 1000

350 1——3.15 ‘1 000

0.111 m3

Mass of water 1

Specific gravity of water x 1000

140 1

‘Xlooo1

0.140 m3

Mass of chemical admixture 1.

Specific gravity of admixture x 10007 1—.

1.145 X1000

0.006 m3

[a-(b+c+d))

1-(0.1 11 + 0.140+ 0.006)

0.743 m3

e x Volume of coarse aggregate x Specific gravity of coarseaggregate x 1000

= 0.743X 0.56X 2.74X 1000

= 1140 kg

e x volume of fine aggregate x Specific gravity of fine aggregatex 1000

0.743 X 0.44X 2.74X 1000

896 kg

6.

A-9 MIX PROPORTIONS FOR TRIAL NUMBER 1

Cement = 350 kg/rnq

Water = 140 kg/ins

Fine aggregate = 896kglm3

Coarse aggregate = 1 140kg/m3

Chemical admixture = 7kg/m3

Water-cement ratio 04.

NOTE — Aggregates should be used in saturated surface dry condition. If otherwise, when computing the requirement of mixingw-ater,allowance shall be made for the free (surface) moisture contributed by the fine and coarse aggregates. On the other hand, if theaggregates 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-10The 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-n Two more trials having variation of +1Opercent of water-cement ratio in A-10 shall be carried out and a—graph between three water.cement ratios and their corresponding strengths shall be plotted to workout the mixproportions for the given target strength for field trials. However, durability requirement shall be met.

ANNEX B(Ckke 6)

ILLUSTRATIVE EXAMPLE OF MIX PROPORTIONING OF CONCRETE(USING FLY ASH AS PART REPLACEMENT OF OPC)

B-O An example illustrating the mix proportioning for a concrete of M 40 grade using fly ash is given B-1 toB-11.

B-1 STIPULATIONS FOR PROPORTIONING.

a)

b)

c)

d)

e)

f)

g)h).J)

k)

m)

n)

P)

Grade designation .●

Type of cement ●

●

Type of mineral admixture ..

Maximum nominal size of aggregate :

Minimum cement content ●.

Maximum water-cement ratio .●

Workability ●

●

Exposure condition ●

●

Method of concrete placing .●

Degree of supervision ..

Type of aggregate ●.

Maximum cement (OPC) content :

Chemical admixture type ●

●

M 40

OPC 43 grade conforming to IS 8112

Fly ash conforming to IS 3812 (Part 1)

20 mm

320 kg/m3

0.45

100 mm (slump)

Severe (for reinforced concrete)

Pumping

Good

Crushed angular aggregate

450 kg/rnq

SuperPlasticizer

7

IS 10262:2009

B-2 TEST DATA FOR MATERIALS

a)

b)

c)

d)

e)

o

g)

h)

●

J)

Cement used

Specific gravity of cement

F]y ash

Specific gravity of fly ash

Chemical admixture

Specific gravity of

1) Coarse aggregate

2) Fine aggregate

Water absorption:

1) Coarse aggregate

2) Fine aggregate

Free (surface) moisture:

1) Coarse aggregate

2) Fine aggregateSieve analysis:1) Coarse aggregate

2) Fine aggregate

●

● 0PC43 gradeconforming toIS 8112.. 3.15.. ConformingtoIS3 812(Partl)●

● 2.2.● Superplasticizer conforming to IS 9103

●

✎ 2.74.. 2.74

●

● 0.5 percent●

● ‘1.0 percent

.. Nil (absorbed moisture also nil).

●. Nd

IS Analysisof Percentage of DifferentSieve Coarse FractionsSizes Aggregatemm Fraction

/—=’”-, ~I II :0 :;

Combined100

percent percent percent20 100 100 60 40 10010 0 71.20 0 28.5 28.5

4.75 9.40 37● 37●2.36 0

Remarks

Conformingto Table 2of IS 383

Conforming to grading Zone I of Table 4 of IS 383

B-3 TARGET STRENGTH FOR MIX PROPORTIONING

& =$~ + 1.65 s

where

ffck = target average compressive strength at28 days,

f ck = characteristics compressive strength at 28 days, and

s = standard deviation.

From Table 1, Standard Deviation, s = 5 N/mm2.

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

B-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 c 0.45, hence, O.K.

B-5 SELECTION OF WATER CONTENT

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

Estimated water content for 100 mm slump= 186+6

—x186 = 197 litre100

8

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 hasarrived water content = 197 x 0.71 = 140 Iitres.

IS 10262:2009

been achieved. Hence, the

B-6 CALCULAT1ON OF CEMENT AND FLY ASH CONTENT

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

Cementitious material (cement +flyash) content =140

— = 350 kg/m30.40

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

350 kg/m3 >320 kg/rnq, 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 materials

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

NOTE — This illustrative example is with increase of 10 percent cementitious material content.

Cementitious material content = 350x 1.10= 385 kg/m3

Water Content = 140 kg/m3

So, water-cement ratio140— = 0.364385

Fly ash @ 3070 of total cementitious material content= 385 x 30%= 115 kg/ins

Cement (OPC) = 385 – 115 = 270 kg/m3

Saving of cement while using fly ash = 350 – 270 = 80 kg/iw3, and,

Fly ash being utilized = 115 kg/i3

B-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 — 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 10 percent.

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

Volume of fine aggregate content= 1 – 0.56= 0.44.

B-8 MIX CA~CULATIONS

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

a) Volume of concrete = lm3

b) Volume of cementMass of cement 1

Specific gravity of cement x 1000

9

IS 10262:2009

c) Volume of fly ash

—

.-

d) Volume of water

e) Volume of chemical admixture

(superPlasticizer) @ 2.0% by mass

of cementitious material)

t) Volume of all in aggregate =-.

g) Mass of coarse aggregate =

h) Mass of fine aggregate

2’70 1——3. MXIOO0

0.086 nd

Mass of fly ash 1

Specific gravity of fly a~ x 1000

115 1—x——

1 1000

0.0521113

Mass of water 1

Specific gravity of water“’1 000

0.140 ms

Mass of admixture 1.—Specific gravity of admixture x 1000

7 1—-——x—1.145 1000

0.007 m3

[a-(b+c+d+e)]

1-(0.086 + 0.052 -t-0. 140 i“ 0.007)

0.715 m3

f x volume of coarse aggregate x Specific gravity of coarseaggregate x 1000

0.715 X 0.56x 2.74x 1000

1097 kg

~x volume of fine aggregate x Specific gravity of fine aggregatex 1000

0.7]5 X 0,44 X 2.74 X j ()(]~

862 kg

B-9 MIX PROPORTIONS FOR TRIAL NIJMIIER 1

Cement = 270 kg/nP

Fly Ash 115 kgh~]~

Water 140 kg/m~

Fine aggregate = 862 kg/m:~

Coarse aggregate 1097 kg/n]3

Chemical admixture = 7.7 kg/m3

Water-cement ratio(see Note under 4.1) = 0.364

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, if the

10

IS 10262:2009

aggregates are dry, the amount of mixing water should be increased by an amount equal to the moisture like]y to be absorbed by theaggregates. Necessary adjustments are also required to be made in mass of aggregates. The surface wutcr and percent water absorptionof aggregatm shall be determined according to IS 2386 (Part 3).

B-IO The slump shall be measured and the water content and dosage of admixture shall b,cadjusted for achievingthe required slump based on trial, if required. The mix proportions shall be reworked for the actual water

.

content and chec’kedlfor durability requi rcmcnts.

B-11 Two more trials having variation of A10 percent of water-cement ratio in B-10 shall he carried out and agraph between three vvater-cernent ratios and their corresponding strengths shall be plotted to work out the mixproportions for the given target strength for i’ield trials. However, durability requirement shall be met.

ANNEX C( Foreword)

COMMITTEE COMPOSITION

Cement and Concrete Sectional Committee, CED 2

Organization

Delhi Tourism and Transportation DevelopmentCorporation Ltd, New Delhi

ACC Ltd. Mumbai

Atomic Energy Regulatory Hoard, Mu[nbai

Building Materials and ‘Wchnology 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

Ccntml Public Works Department, New Delhi

Central Road Rwumrch Institute (CSIR), New Ddhi

Central Soil and Materials Research Station, Ncw Delhi

Central Water Commission, New Delhi

Conmat TechnologiesPvt Ltd, Kolkata

Construction Industry Development Council, New Delhi

Directorate General of Supplies & Disposals, New Delhi

Fly Ash Utilization Programmc, Department of Science &Technology, New Delhi

Gammon India Limited, Mumbai

Grasim Industries Limited, Mumbai

Re]~re,~erlt[[tive(,~)

SHRI JOSE KIJRIAN (Chairman)

Sfilil NAVM;N~tlAIXIASHRI1?SRINIVASAN(Alternate)

D{ PRAWRC, BASU

SHIUL. R. BISHNOI(Alterwte)

SIiRI J. K. I?RASAD

SW R. R. DESHPANIM

SHIU?/L K. AGARWAL(Alternate)

SHRI E. N, MURTHY

DR S. I? GHOSH(Ahermzte)

MEMnFX SECRHTARY

DIRECXX (CIVIL) (Alternate)

DR B. K. RAO

SHRI S. K. AGARWAL(Alternate)

CHIEFENGINEER(DIXIGN)

SUPERINIXNDINGENGINEER(S623) (Alternate)

DR RAM K[JMAR

SHRISATANIMIRKUMAR (Alternate)

SW MURARIRATNAM

SHRIN. CHANI>RAS1:KHRAN(Alternate)

IYI{IKIIIOR(CMDD) (N&W)DIWUTYDIRECTOR(CMDD) (NW&S) (Alternate)

h A, K, C) IA’1”1’IH{JIH!

SIIRI~. R. SWAI{UP

SHRISUNILMAHAJAN(Alte/*nute)

SHIUV, BAI,ASUIj~AMANIAN

SHIUR. P, SINGH(Alternate)

DR VIMAL KUMAR

SHRIMLJKESHMmmm (Alternate)

SHRI S. A. REDDI

SHRI M.U. SHAH (Alternate)

SW A. K. JAIN

SHRI M. C. AGRAWAL(Alternate)

11

1S10262 :2009

Organization

Gujarat Ambuja Cements Limited, Ahmedabad

Housing “and Urban Development CorporationLimited, New Delhi

Indian Bureau of Mines, Nagpur

Indian Concrete Institute, Chennai

Indian Institute of Technology, Roorkee

Indian Roads Congress, New Delhi

Institute for Research, Development & Training of ConstructionTrade, Bangalore

Institute for Solid Waste Research & Ecological Balance,Visakhapatnam

Madras Cements Ltd, Chennai

Military Engineer Services, Engineer-in-Chief’s Branch,Army HQ, New Delhi

Ministry of Road Transport & Highways, New Delhi

National Council for Cement and Building Materials, Ballabgarh

National Test House, Kolkata

OCL India Limited, New Delhi

Public Works Department, Government of Tamil Nadu Chennai

R. V. College of Engineering, Bangalorc

Research, Design & Standards (organization(Ministry of Railways), Lucknow

Sanghi Industries Limited, Sanghi Nagar

Sardar Sarovar Narmada Nigam Limited, Dist Narmada

Structural Engineering Research Centre (CSIR), Chermai

The India Cements Limited, Chennai

The Indian Hume Pipe Company Limited, Mumbai

The Institution of Engineers (India), Kolkata

Ultra Tech Cement Ltd, Mumbai

BIS Directorate General

Representative(s)

SHIU J. P. D~SAI

SHRI B. K. JA~ETIA(A/ternate)

CHAIRMAN& MANFUNNGDIRECTOR

SHRIV. ARUL KUMAR (Alternate)

SHRI S. S. DAS

SHRI MHiRUL HASAN (Alternate)

SHRI L. N. A~TIj

SHIUD. SRINIVASAN(Al~errzafe)

PROP S. K. KAUSIK

DR N. RAGHAVHNDRA

D]{N. BI-IANUMATHIDAS

SI-IRIIN. KALIDAS(Alternate)

SHRI V. JAGANATHAN

SHRi BALA.HK. MOWWHY (Alternate)

SHRI J. B. SHARNiA

SHRIYOWSH SIN~HAL(Alternate)

SHRI A. N. DHODAPKAR

SHRI S. K. PURI (Alternate)

SHRI R. C. WAWN

DR M. M. ALI (Alternate)

SHRI D. K. KANUN~O

SHRI B.R. M~~NA (Alterna/e)

DR S. C. AI-WUWALIA

SUPI;RlNTE3NINN~EN~INWIR(D?XU3N)

ExricuTIvu EN~INE~R(Alternde)

Prof. T. S. NA~ARAJ

SIiIu R. M. SHARMA

SHIiI V, K, YADAVA(Afteuwe)

SIIRI 1), B, N, RN)

lM H, K, PATNAM(Ahwter)

SHRI A. CHW.APPAN

SHRI J. P~AINIAKAR(Alternate)

SHRI S. GOIVNATH

SHRI R. ARUNACHALAM(Alternate)

SHIU P. D. KM.KAR

SHRI S. J. SHAH (Alternate)

DR H. C. VISVESVARAYA

SHRI BALMR SINGH(Alternate)

SHRI Sui.mm CHOWDHURY

SHR1A. K. SAiNI, Scientist ‘F’ & Head (Civ 13ngg)[Representing Director General (Ex-of)7cio)]

Member SecretariesSHRI SANJAY\PANT

Scientist ‘E’ & Director (Civ Engg), BIS

SHRI S. ARUN ~MAR

Scientist ‘B’ & Director (C”ivEngg), BIS

12

IS 10262:2009

Concrete Subcommittee, CED 2:2

Delhi Tourism & Transportation Development CorporationLtd, New Delhi

ACC Ltd, Mumbai

Atomic Energy Regulatory Board, Murnbai

Building Materials and Technology Promotion Council,New Delhi

Central Building Research Institute (CSIR), Roorkee

Central Public Works Department, blew Delhi

Central Road Research Institute (CSIR), New Delhi

Central Soil & Materials Research Station, New Delhi

Central Wa~er Commission, New Delhi

Engineers India Limited, New Delhi

Fly Ash Utilization Programme, Depallment of Scienceand Technology, New Delhi

Gammon India Limited, ?vfumbai

Grasirr~Industries Ltd, Mumbai

Gujarat Ambuja Cement Limited, Ahmeciabad

Indian Concrete Institute, Chennai

Indian Institute of Technology, New Delhi

Indian Institute of Technology, Kanpur

Indian Institute of Technology, Roorkee

Military Engineer Services, Engineer-in-Chief’s Branch,Ariny HQ, Ncw Delhi

Ministry of Road Transport and Highways, New Delhi

National Buikiings Construction Corporation Limited,New Delhi

National Council for Cement & Building Materials, Ballabgarh

National Institute of Technology, Wmmgal

Nuclear Power Corporation of India Limited, Mumbai

Pidilite industries Limited, Mumbai

R. V. College of Engineering, Bangalore

Ready Mixed Concrete Manufacturers’ Association, Bangidore

Research, Design & Standards Organization (Ministry of Railways),Lucknow

SHRIANn. ~ANCW-iOR

Sm P. BANIJOi’tfDHyAY(.4/ternafe)

DIRECTORSHRISWANIMR KLJMAR(Alternate)

Smr MURAIUMI-NAM

SHRKN. CHANDRASEKHARAN(Alternate)

DUWTOR(C&MDD)Drwun Duwcwm (C&MDD) (Alternate)

SHRI ARVIND KUMAR

SHIUT. 13AI.RAJ(Alternate)

DR VIMAI. KUMMSmu MUKIiSHMKJwH~n{(Alternate)

SHRIS. A. Rm]xDR N. K. INAYAK(Af/ernufe)

SHRIA. K. JA~N

SI+RIM. C. AGRAWA~(Alternate)

SHRI J. F? D~SAI

SI-IRiB. K. JAGETIA(Alternate)

PROF M. S. SH~lTY

SEIRJL. N. APTE(Alternate)

DR B. Bi+ATTAC~ARJIiIi

D~ SUDHIRMHHRA

DR ASHOK KUMAR JAiN

BRIG R. K. GUPTACOI. V. K. BADOLA (Alternate)

SHRIT. B. BANi:RJEIi

SHIUKAMi.~SH KUMAR (Alterna?e)

SHRI L. P. SMH

SI-W DARWMN SINCiH(Ahernate)

SIiRI l?. C. WAWN

3-IRI i-l. K. JUI.KA(Alternate)

IX{ C. B. KAMFZSWARARAO

DR D. I?AMA Sm-iu (Al?erna/e)

Smu U.S. P. VERh4A

~HRI P. L. P$TRY

SI-IRIK. ‘PADMAKAR(Ahernute)

PROF. ~. S. ~AGARAJ

SHRIVUAY KR KULKARNI

Jomrr DIRIiCTORS-rw{s (B& S)/CB-I

JOINTDHUXTORSIMS (B&S)/CB-H (Alterrum)

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, Annamma, NaicketStreet, Kuniarnuthur, Coimbatore)

In personal capacity (36, Old Sneh NagaC Wardha Road,Nagpw)

Representative(s)

SHRI T. S. KRI!31-iNAMOORTi-iy

SHRI K. 13ALASUBRAMANIAN(Alternate)

SHRI MAHESHTANDON

SHRI VINAY GUFTA (Alternate)

SHRI J. P. HARAN

SHRI S. M. PALEKAR(Alternate)

DR P. C. CHOWDHURY

DR C. S. VISHWANATHA(Alternate)

DR C. RAJKUMAR

SHRI LALIT KUMAR JAIN

14-

GMGIPN—260 BISIND12009—I ,000 Copies

(Continued from second cover)

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

As a guarantor of quality of concrete in the construction, the constructor should carry out mix proportioning

and 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 mcthocls of concrete mix proportioning.

In this revision, assistance has also been dcrivccl from ACI 211.1 (Reapproved 1997) ‘Standard practice forselectifig proportions for nornud, 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 ciccidi ng 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 the

rounded off value should be the same as that of the specified value in this standard.

Bureau of Indian Standards

131S is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promoteharmonious development of the activities of standardization, marking and quality certification of goodsand attending to -co-nnected matters in the country.

Copyright

BIS has the copyright of all its publications. No part of these publications may be reproduced in any formwithout the prior permission in writing of BIS. This does not prechde the free use, in the course ofimplementing the standard, of necessary details, such as symbols and sizes, type or grade designations.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 reviewed

periodically; 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 Standards

should ascertain that they are in possession of the latest amendments or edition by referring to the latest issue of‘BIS Catalogue’ and ‘Standards; Monthly Additions’.

This Indian Standard has been developed from Doc No.: CED 2 (7288).

Amendments Issued Since Publication

Amend No. Date of Issue Text Affected

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