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IS 10262:2009

Indian Standard CONCRETE MIX PROPORTIONING

— GUIDELINES

(First Revision )

ICS 91.100.30

0 BIS 2009

BUREAU MANAK

July 2009

OF BHAVAN,

INDIAN

STANDARDS

9 BAHADUR SHAH NEW DELHI 110002

ZAFAR

MARG

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 finalized by the Cement and Concrete Sectional Committee had been approved by the Civil Engineering Division Council. This standard was first published in 1982. In this lirst rcvisim, the following major modifications have been made: a)

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

b) c)

The applicability of the standard hax been spcci[lcd for [Jr~iii]t~ry A st~]i~tlarticoncrete grades only. Various requhxmmnts Imvc been nmdil’iud in Ihw will] [Iw ruquhxmmts o[’ 1S 456 : 20(.)0 ‘Plain and reinforced concrctc — Coded’ prwl iw (&w-th rcvfkim)’. d) The requirements for sclcctkm of water-ccmcnt r~~tk),water content [ml csthnatkm of coarse aggregate content and fine aggregate content hwc bum rcvic~vc(l and ~~cc{)rlel~~entary cen%entitiousmaterials, that is, ~nincml a(lll~ixt~~rg;s shall also be considered in water-cement ratio c[tlcul[ttio~~sin m.xxwdnnccwith Table 5 of IS 456.

3.2.1.2 Assumed standard deviation Where sufficient test results for a particular grade of concrete are not available, the value of standard deviation given in Table 1 may be assumed for the proportioning of mix in the first instance. As soon as the results of samples are available, actual calculated standard d.eviat.ion shall be used and the mix proportioned properly. However, when adequate past records for a similar grade exist and justify to the designer a value of standard deviation different from that shown in Table 1, it shall be permissible to use that value.

4.1.1 The free wtttcr-cc:i~~cntratk~ sclcctcd wxmrding to 4.1 should bc checkw.1against the limiting watercement ratio for the requirements of durability and the lower of the two values adopted. 4.2 Selection of Water Content The water content of concrete is influenced by a number of factors, such as aggregate size, aggregate shape, aggregate texture, workabi~ity, water-cement ratio, cement and other supplementary cementitious material type and content, chemical admixture and environmental conditions. An increase in aggregates size, a reduction in water-cement ratio and slump, and use of rounded aggregate and water reducing admixtures will reduce the water demand. On the other hand increased temperature, cement content, slump, water-cement ratio, aggregate angularity and a decrease in the proportion of the coarse aggregate to fine aggregate will increase water demand.

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

S1 (1)

Grade of Concrete (2)

i) ii)

M 10 M 15

iii) iv)

M 20 M 25

v)

M 30 M 35 M 40 M 45

No.

vi) vii) viii) ix) x)

Assumed Standard Deviation N/rnrn2 (3)

1

3.5

The quantity of’ maximum mixing water per unit volume of concrete may be determined from Table 2. The water content in Table 2 is for angular coarse aggregate and for 25 to 50 mm slump range. The water estimate in Table 2 can be reduced by approximately 10 kg for sub-angular aggregates, 20 kg for gravel with some crushed particles and 25 kg for rounded gravel to produce same workability. For the desired workability (other than 25 to 50 mm slump range), the required water content may be established by trial or an increase by about 3 percent for every additional 25 mm slump or alternatively by use of chemical admixtures conforming to IS 9103. This illustrates the need for trial batch testing of local materials as each aggregate source is different and can influence concrete properties differently. Water reducing admixtures or supe~lasticizing admixtures usually decrease water content by 5 to 10 percent and

4.0 }

5.0

M 50 M 551

NOTE — The above values correspond to the site control having proper storage of cement; weigh batching of all materials; controlled addition of water; regular checking of all materials, aggregate grading and moisture content; and periodical checking of workability and strength. Where there is deviation from the above, values given in tlw above table shaH be increased by 1 N/nm2.

4 SELECTION OF MIX PROPORTIONS 4.1 Selection of Water-Cement Different

cements,

Ratio (see Note)

supplementary

cementitious 2

IS 10262:2009 20 percent and above respectively dosages.

cement ratio and strength properties of concrete are consistent with the recommendations of IS 456 and meet project specification requirements as applicable.

at appropriate

Table 2 Maximum Water Content per Cubic MetreofConcrete for Nominal Maximtnn$%zeof Aggrqgate (Clauses 4.2, A-5 and B-5) s! No.

NominalMaximum Size ofAggregate mm

Maximum}vater Contentl) kg

(1)

(2)

(3)

i) ii) iii)

10 20

208

40

165

—.

Table 3 Vokrne of Coarse Aggregate per Unit Volume of Total Aggregate for Different Zones of Fine Aggregate (Clauses 4.4, A-7 and B-7) SI No.

186

NOTE — These quantities of mixing water are for use in computing cementitious material contcnts fortrialbatchcs< lJ Water}content corresponding aggregate.

Volume of Coarse AggregW$)per Unit Volume of Total Aggregatefor Different Zones of Fine Aggregate

mm

Zone IV

(!)

(2)

(3)

(4)

(5) .

(6)

i)

10 20 40

0.50 0.66 0.75

0.48 0.64 0.73

0.46 0.62 0.71

0.44 0.60 0.69

ii) iii)

to saturated surface dry

Nominal Maximum Size of Aggregate

Zone 111 Zone 11

Zone I

1)Volumes are based on aggregates in saturated surfiw dry condition.

4,3 Calculation of Cementitious Material Content

4.5 Combination Fractions

The cement and supplementary cementitious material content per unit volume of concrete maybe calculated from the free water-cement ratio (see 4.1) and the quantity of water per unit volume of concrete.

of Different

Coarse Aggregate

The coarse aggregate used shall conform to N 383. Coarse aggregates ofdifferent sizes maybe combined in suitable proportions so as to result in an overall grading conforming to Table 2 of 1S383 for particular nominal maximum size of aggregate.

The cementitious material content so calculated shall be checked against the minimum content for the requirements of durability and greater of the two values adopted. The maximum cement content shall be in accordance with IS 456.

4.6 Estimation of Fine Aggregate Proportion With the completion of procedure given in 4A, all the ingredients have been estimated except the coarse and fine aggregate content. These quantities are determined by finding OU[the absolute volume of cementitious material, water and the chemical admixture; by dividing their mass by their respective specific gravity, multiplying by ‘1/1 000 and subtracting the result of their summation from unit volume. The values so obtained are divided into Coarse and Fine Aggregate fractions by volume in accordance with coarse aggregate proportion tdready determined in 4.4. The coarse and fine aggregate contents arc then determined by multiplying with their respective specific gravities and multiplying by 10000

4.4 Estimation of Coarse Aggregate Proportion Aggregates of essentially. the same nominal maximum size, type and grading will produce concrete of satisfactory workability when a given volume of coarse aggregate per unit volume of total aggregate is used. Approximate values for this aggregate volume are given in Tahlu 3 for a watix-cement ratio of 0.5, which may be suitably adjusted for other watcrcement ratios. It can be seen that for eclual workability, the volume of coarse aggregate in a unit volume of concrete is depmd.ent only on its nominal maximum size and grading zone of fine aggregate. Differences in the amount of mortar required for workability with different aggregates, due to differences in particle shape and grading, are compensated for automatically by differences in rodded void content.

5 TRIAL MIXES The calculated mix proportions shall be checked by meami of trial batches.

4.4.1 For more workable concrete mixes which is sometimes required when placement is by pump or when the concrete is required to be worked around congested reinforcing steel, it maybe desirable to reduce the estimated coarse aggregate content determined using Table 3 up to 10 percent. However, caution shall be exercised to assure that the resulting slump, water-

Workability of the Trial Mix No. 1 shall be measured. The mix shall be carefully observed for freedom from segregation and bleeding and iksfinishing properties. If the measured workability of Trial Mix No. 1 is different, from the stipulated value, the water andh admixture content shall be adjusted suitably. With 3

IS 10262:2009 arrived at. The concrete for field trials shall be produced by methods of actual concrete production. ..

this adjustment, the mix proportion shall be recalculated keeping the free water-cement ratio at the pre-selected value, which will comprise Trial Mix No. 2. In addition two more Trial Mixes No. 3 and 4 shall be made with the water content same as Trial Mix No. 2 and varying the free water-cement ratio by A Opercent of the preselected value.

6 ILLUSTRATIVE

EXAMPLES

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

Mix No. 2 to 4 normally provides sufficient information, including the relationship between compressive strength and water-cement ratio, from which the mix proportions for field trials may be

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)

Grade designation Type of cement Maximum nominal size of aggregate Minimum cement content Maximum water-cement ratio

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

f) 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

Superplasticizer

A-2 TEST DATA FOR MATERIALS a) b) c) d)

Cement used Specific gravity of cement Chemical admixture Specific gravity of 1) Coarse aggregate 2) Fine aggregate o) Water absorption: l) 2)

OPC 43 grade conformingtoIS8112 3.15 SuperPlasticizer conforming to IS 9103 2.74 2.74

Coarse aggregate Fine aggregate

0.5 percent 1.0 percent 4

IS 10262:2009 f)

g)

Free (surface) moisture: 1) Coarse aggregate 2) Fine aggregate Sieve analysis: 1) Coarse aggregate

Nil (absorbed moisture also nil) . Nd

● ●

. ●

*

●

Percentage of Different Fractions

IS Analysisof Sieve Coarse Sizes Aggregate Fraction mm (—’—> I II

Remarks

~

Combined 1.00 percent percent percent 60 40 20 100 100 100 Conforming 10 0 71.20 0 28.5 28.5 to Table 2 4.75 9.40 37. 37. of IS 383 2.36 0 2)

.

Fine aggregate

A-3TARGETSTRENGTH

●

Confo~ing

~;

&

to grading Zone I of Table 4 of IS 383

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 for 20 mm aggregate

= 186 litre (for 25 to 50 mm slump range)

6 Estimated 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, the arrived water content = 197 x 0.71 = 140 litre A-6 CALCULATION

OF CEMENT CONTENT

Water-cement ratio

= 0.40

Cement content

140 -— = 350 kg/m3 0.40

From Table 5 of IS 456, minimum cement content 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 increased to decrease the fine aggregate content. As the water-cement ratio is lower by 0.10, the proportion of volume of coarse 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 increased suitably, 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

1 m3

b)

Volume of cement

1 Mass of cement Specific gravity of cement x 1000 1 350 —— 3.15 ‘1 000 0.111 m3

c)

Volume of water

1 Specific gravity of water x 1000 Mass of water

1 140 ‘Xlooo 1 0.140 m3 d)

Volume of chemical admixture (superpla~ticizer) (,@2.0 percent by mass of cementitious material)

Mass of chemical admixture

1.

Specific gravity of admixture x 1000 1 —.7 1.145 X1000 0.006 m3

e)

Volume of all in aggregate

f)

Mass of coarse aggregate

g)

Mass of fine aggregate

[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 coarse aggregate x 1000 = 0.743X 0.56X 2.74X 1000 = 1140 kg e x volume of fine aggregate x Specific gravity of fine aggregate x 1000 0.743 X 0.44X 2.74X 1000 896 kg 6.

A-9 MIX PROPORTIONS Cement Water Fine aggregate Coarse aggregate Chemical admixture Water-cement ratio

FOR TRIAL NUMBER 1 = = = = =

350 kg/rnq 140 kg/ins 896kglm3 1 140kg/m3 7kg/m3 04.

NOTE — Aggregates should be used in saturated surface dry condition. If otherwise, when computing the requirement of mixing w-ater,allowance shall be made for the free (surface) moisture contributed by the fine and coarse aggregates. On the other hand, if the 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.

A-10The 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. 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 mix proportions 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 to B-11. B-1 .STIPULATIONS a)

b) c) d) e)

FOR PROPORTIONING

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 J) k) Degree of supervision m) Type of aggregate f) g) h) .

n) P)

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) Cement used b) Specific gravity of cement c) F]y ash d) Specific gravity of fly ash e) Chemical admixture o Specific gravity of 1) Coarse aggregate 2) Fine aggregate Water absorption: g) 1) Coarse aggregate 2) Fine aggregate h) Free (surface) moisture: 1) Coarse aggregate 2) Fine aggregate J) Sieve analysis: 1) Coarse 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

. ●

●

Percentage of Different IS Analysisof Fractions Sieve Coarse Sizes Aggregate Fraction mm /—=’”-, ~ Combined II :0 :; I

Remarks

100

20 100 100 10 0 71.20 4.75 9.40 0 2.36

percent percent 60 40 28.5 0 37 ●

percent 100 28.5 37

Conforming to grading Zone I of Table 4 of IS 383

2) Fine aggregate

B-3 TARGET STRENGTH FOR MIX PROPORTIONING & where f f ck

=

●

Conforming to Table 2 of IS 383

=$~ + 1.65 s

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 content for 20 mm aggregate

= 186 Iitre (for 25 to 50 mm slump range)

6 Estimated water content for 100 mm slump= 186+ —x186 100 8

= 197 litre

IS 10262:2009 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, the arrived water content = 197 x 0.71 = 140 Iitres. B-6 CALCULAT1ON OF CEMENT AND FLY ASH CONTENT = 0.40

Water-cement ratio (see note under 4.1) Cementitious material (cement +flyash)

140 = 350 kg/m3 = — 0.40

content

From Table 5 of IS 456, minimum cement content 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) b)

Decide the percentage fly ash to be used based on project requirement and quality of materials In certain situations increase in cementitious material content may be warranted. The decision on increase in 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.

= 350x 1.10= 385 kg/m3

Cementitious material content

= 140 kg/m3

Water Content

140 — = 0.364 385

So, water-cement ratio Fly ash @ 3070 of total cementitious material content=

= 385 – 115 = 270 kg/m3

Cement (OPC)

= 350 – 270 = 80 kg/iw3,, and

Saving of cement while using fly ash

= 115 kg/i3

Fly ash being utilized B-7 PROPORTION

385 x 30%= 115 kg/ins

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 increased to decrease the fine aggregate content. As the water-cement ratio is lower by 0.10, the proportion of volume of coarse 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 increased suitably, 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

b)

Volume of cement

= lm3 Mass of cement

1

Specific gravity of cement x 1000

9

IS 10262:2009 2’70 —— 1 3. MXIOO0 0.086 nd c)

Mass of fly ash

Volume of fly ash

1

Specific gravity of fly a~ x 1000 115 1 — —x—— 1000 1 .- 0.0521113 Mass of water

d) Volume of water

1

Specific gravity of water“’1 000

0.140 ms

e)

Volume of chemical admixture (superPlasticizer) @ 2.0% by mass of cementitious material)

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

7 1 —-——x— 1.145 1000 0.007 m3 t)

Volume of all in aggregate

= [a-(b+c+d+e)] -. 1-(0.086 + 0.052 -t-0. 140 i“ 0.007) 0.715 m3

g)

Mass of coarse aggregate

=

volume of coarse aggregate aggregate x 1000

f x

x

Specific

gravity

of coarse

X 0.56x 2.74x 1000 1097 kg ~x volume of fine aggregate x Specific gravity of fine aggregate x 1000 0.7]5 X 0,44 X 2.74 X j ()(]~

0.715

h)

Mass of fine aggregate

862 kg B-9 MIX PROPORTIONS

FOR TRIAL NIJMIIER 1

Cement Fly Ash Water

=

270 kg/nP 115 kgh~]~ 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 mixing water, 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 the aggregates. Necessary adjustments are also required to be made in mass of aggregates. The surface wutcr and percent water absorption of 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 achieving . the 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 a graph between three vvater-cernent ratios and their corresponding strengths shall be plotted to work out the mix proportions 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 Re]~re,~erlt[[tive(,~)

Organization Delhi Tourism and Transportation Development Corporation Ltd, New Delhi

SHRI JOSE KIJRIAN (Chairman)

ACC Ltd. Mumbai

Sfilil NAVM;N ~tlAIXIA

SHRI1? SRINIVASAN(Alternate) D{

Atomic Energy Regulatory Hoard, Mu[nbai

PRAWR C, BASU SHIUL. R. BISHNOI(Alterwte)

J. K.

Building Materials and ‘Wchnology Promotion Council, New Delhi

SIiRI

Cement Corporation of India Limited, New Delhi

SW R. R.

I?RASAD

DESHPANIM

SHIU?/L K. AGARWAL (Alternate)

Cement Manufacturers’ Association, Noida

SHRI E. N, MURTHY DR S. I? GHOSH (Ahermzte)

Central Board of Irrigation and Power, New Delhi

MEMnFX SECRHTARY DIRECXX (CIVIL)

(Alternate)

Central Building Research Institute (CSIR), Roorkee

DR B. K.

Ccntml Public Works Department, New Delhi

CHIEF ENGINEER(DIXIGN)

Central Road Rwumrch Institute (CSIR), New Ddhi

DR RAM

Central Soil and Materials Research Station, Ncw Delhi

SW

RAO

SHRI S.

K.

AGARWAL(Alternate)

SUPERINIXNDING ENGINEER(S623)

(Alternate)

K[JMAR

SHRI SATANIMIR KUMAR (Alternate) MURARI RATNAM SHRI N. CHANI>RAS1:KHRAN (Alternate)

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

Central Water Commission, New Delhi

A, K, C) IA’1”1’IH{JIH!

Conmat TechnologiesPvt Ltd, Kolkata

h

Construction Industry Development Council, New Delhi

SIIRI~.

Directorate General of Supplies & Disposals, New Delhi

SHIUV, BAI,ASUIj~AMANIAN SHIUR. P, SINGH(Alternate)

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

DR VIMAL KUMAR SHRI MLJKESHMmmm (Alternate)

Gammon India Limited, Mumbai

SHRI S.

R. SWAI{UP SHRISUNILMAHAJAN(Alte/*nute)

A.

REDDI

SHRI M.U. SHAH (Alternate)

Grasim Industries Limited, Mumbai

SW A. K.

JAIN

SHRI M. C. AGRAWAL(Alternate)

11

1S10262 :2009 Representative(s)

Organization Gujarat Ambuja Cements Limited, Ahmedabad

SHIU J. P. D~SAI

Housing “and Urban Development Corporation Limited, New Delhi

CHAIRMAN& MANFUNNGDIRECTOR

Indian Bureau of Mines, Nagpur

SHRI S. S. DAS

SHRI B.

K.

JA~ETIA(A/ternate)

SHRIV. ARUL KUMAR (Alternate)

SHRI MHiRUL HASAN (Alternate)

Indian Concrete Institute, Chennai

SHRI L. N. A~TIj SHIUD. SRINIVASAN(Al~errzafe)

Indian Institute of Technology, Roorkee

PROP S.

K.

KAUSIK

Indian Roads Congress, New Delhi Institute for Research, Development & Training of Construction Trade, Bangalore

DR N. RAGHAVHNDRA

Institute for Solid Waste Research & Ecological Balance, Visakhapatnam

D]{ N.

Madras Cements Ltd, Chennai

SHRI V. JAGANATHAN

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

SHRI J. B. SHARNiA

Ministry of Road Transport & Highways, New Delhi

SHRI A.

BI-IANUMATHIDAS

SI-IRIIN. KALIDAS (Alternate)

SHRi BALA.HK. MOWWHY (Alternate)

SHRIYOWSH SIN~HAL (Alternate)

N.

DHODAPKAR

SHRI S. K. PURI (Alternate)

National Council for Cement and Building Materials, Ballabgarh

SHRI R. C. WAWN DR M. M. ALI

National Test House, Kolkata

(Alternate)

SHRI D. K. KANUN~O SHRI B.R. M~~NA

(Alterna/e)

OCL India Limited, New Delhi

DR S. C. AI-WUWALIA

Public Works Department, Government of Tamil Nadu Chennai

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

R. V. College of Engineering, Bangalorc

Prof. T. S.

NA~ARAJ

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

SIiIu R.

M.

SHARMA

Sanghi Industries Limited, Sanghi Nagar

SIIRI 1), B, N, RN)

ExricuTIvu EN~INE~R(Alternde)

SHIiI V, K, YADAVA (Afteuwe)

lM H, K, PATNAM (Ahwter) Sardar Sarovar Narmada Nigam Limited, Dist Narmada Structural Engineering Research Centre (CSIR), Chermai

SHRI A. CHW.APPAN SHRI J. P~AINIAKAR(Alternate)

The India Cements Limited, Chennai

SHRI S. GOIVNATH SHRI R. ARUNACHALAM (Alternate)

The Indian Hume Pipe Company Limited, Mumbai

SHIU P. D. KM.KAR SHRI S. J. SHAH (Alternate)

The Institution of Engineers (India), Kolkata

DR H. C. VISVESVARAYA SHRI BALMR SINGH (Alternate)

Ultra Tech Cement Ltd, Mumbai

SHRI Sui.mm CHOWDHURY

BIS Directorate General

SHR1 A.

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

Member Secretaries SHRI 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 Corporation Ltd, New Delhi ACC Ltd, Mumbai

SHRI ANn. ~ANCW-iOR

Sm P. BANIJOi’tfDHyAY(.4/ternafe) 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

DIRECTOR SHRISWANIMR KLJMAR(Alternate)

Central Soil & Materials Research Station, New Delhi

Smr MURAIUMI-NAM

SHRKN.

CHANDRASEKHARAN (Alternate)

Central Wa~er Commission, New Delhi

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

Engineers India Limited, New Delhi

SHRI ARVIND KUMAR SHIUT. 13AI.RAJ(Alternate)

Fly Ash Utilization Programme, Depallment of Science and Technology, New Delhi

DR VIMAI. KUMM (Alternate) Smu MUKIiSHMKJwH~n{

Gammon India Limited, ?vfumbai

SHRI S. A. Rm]x

DR N. K. Grasirr~Industries Ltd, Mumbai

INAYAK(Af/ernufe)

SHRIA. K. JA~N SI+RIM. C. AGRAWA~(Alternate)

Gujarat Ambuja Cement Limited, Ahmeciabad

SHRI J. F? D~SAI

Indian Concrete Institute, Chennai

PROF M. S. SH~lTY

Indian Institute of Technology, New Delhi

DR B. Bi+ATTAC~ARJIiIi

SI-IRiB. K. JAGETIA(Alternate)

SEIRJL. N. APTE(Alternate)

Indian Institute of Technology, Kanpur

D~

Indian Institute of Technology, Roorkee

DR ASHOK KUMAR JAiN

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

BRIG R. K. GUPTA COI. V. K. BADOLA (Alternate)

Ministry of Road Transport and Highways, New Delhi

SHRI T.

SUDHIRMHHRA

B.

BANi:RJEIi

SHIUKAMi.~SH KUMAR (Alterna?e)

National Buikiings Construction Corporation Limited, New Delhi

SHRI L. P. SMH

National Council for Cement & Building Materials, Ballabgarh

SIiRI l?. C. WAWN

National Institute of Technology, Wmmgal

IX{ C. B. KAMFZSWARA RAO

Nuclear Power Corporation of India Limited, Mumbai

Smu

Pidilite industries Limited, Mumbai

~HRI P. L. P$TRY

SI-W DARWMN SINCiH(Ahernate)

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

DR D. I?AMA Sm-iu

U.S. P.

(Al?erna/e)

VERh4A

SI-IRIK. ‘PADMAKAR(Ahernute)

R. V. College of Engineering, Bangalore

PROF. ~. S. ~AGARAJ

Ready Mixed Concrete Manufacturers’ Association, Bangidore

SHRI VUAY KR KULKARNI

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

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

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

IS 10262:2009 Representative(s)

Organization Structural Engineering Research Centre (CSIR), Chennai

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

Tandon Consultants Private Limited, New Delhi

SHRI MAHESHTANDON

TCE Consulting Engineers Limited, Mumbai

SHRI J.

SHRI K. 13ALASUBRAMANIAN (Alternate)

SHRI VINAY GUFTA (Alternate)

P.

HARAN

SHRI S. M. PALEKAR(Alternate)

Torsteel Research Foundation in India, New Delhi

DR P. C. CHOWDHURY

In personal capacity (35, Park Avenue, Annamma, Naicket Street, Kuniarnuthur, Coimbatore)

DR C. RAJKUMAR

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

SHRI LALIT KUMAR JAIN

DR C. S. VISHWANATHA(Alternate)

14GMGIPN—260 BISIND12009—I ,000 Copies

(Continued

from second cover)

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

the most economical

concrete

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 be regarded as the guidelines only to arrive at an acceptable product, which satisfies the requirements of placement required 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 for selectifig 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 with IS 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 harmonious development of the activities of standardization, and attending to -co-nnected matters in the country.

of Indian Standards Act, 1986 to promote marking and quality certification of goods

Copyright BIS has the copyright of all its publications. No part of these publications may be reproduced in any form without the prior permission in writing of BIS. This does not prechde the free use, in the course of implementing 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 periodically; a standard along with amendments is reaffirmed when needed; if the review indicates that changes are needed, it is taken should ascertain that they are in possession of the latest amendments ‘BIS Catalogue’ and ‘Standards; Monthly Additions’. This Indian Standard has been developed

of comments. Standards are also reviewed such review indicates that no changes are up for revision. Users of Indian Standards or edition by referring to the latest issue of

from Doc No.: CED 2 (7288).

Amendments Issued Since Publication Amend No.

Text Affected

Date of Issue

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AHMEDABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE. FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR. LUCKNOW. NAGPUR. PARWANOO. PATNA. PUNE. RAJKOT. THIRUVANANTHAPURAM. VISAKHAPATNAM.

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Indian Standard CONCRETE MIX PROPORTIONING

— GUIDELINES

(First Revision )

ICS 91.100.30

0 BIS 2009

BUREAU MANAK

July 2009

OF BHAVAN,

INDIAN

STANDARDS

9 BAHADUR SHAH NEW DELHI 110002

ZAFAR

MARG

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 finalized by the Cement and Concrete Sectional Committee had been approved by the Civil Engineering Division Council. This standard was first published in 1982. In this lirst rcvisim, the following major modifications have been made: a)

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

b) c)

The applicability of the standard hax been spcci[lcd for [Jr~iii]t~ry A st~]i~tlarticoncrete grades only. Various requhxmmnts Imvc been nmdil’iud in Ihw will] [Iw ruquhxmmts o[’ 1S 456 : 20(.)0 ‘Plain and reinforced concrctc — Coded’ prwl iw (&w-th rcvfkim)’. d) The requirements for sclcctkm of water-ccmcnt r~~tk),water content [ml csthnatkm of coarse aggregate content and fine aggregate content hwc bum rcvic~vc(l and ~~cc{)rlel~~entary cen%entitiousmaterials, that is, ~nincml a(lll~ixt~~rg;s shall also be considered in water-cement ratio c[tlcul[ttio~~sin m.xxwdnnccwith Table 5 of IS 456.

3.2.1.2 Assumed standard deviation Where sufficient test results for a particular grade of concrete are not available, the value of standard deviation given in Table 1 may be assumed for the proportioning of mix in the first instance. As soon as the results of samples are available, actual calculated standard d.eviat.ion shall be used and the mix proportioned properly. However, when adequate past records for a similar grade exist and justify to the designer a value of standard deviation different from that shown in Table 1, it shall be permissible to use that value.

4.1.1 The free wtttcr-cc:i~~cntratk~ sclcctcd wxmrding to 4.1 should bc checkw.1against the limiting watercement ratio for the requirements of durability and the lower of the two values adopted. 4.2 Selection of Water Content The water content of concrete is influenced by a number of factors, such as aggregate size, aggregate shape, aggregate texture, workabi~ity, water-cement ratio, cement and other supplementary cementitious material type and content, chemical admixture and environmental conditions. An increase in aggregates size, a reduction in water-cement ratio and slump, and use of rounded aggregate and water reducing admixtures will reduce the water demand. On the other hand increased temperature, cement content, slump, water-cement ratio, aggregate angularity and a decrease in the proportion of the coarse aggregate to fine aggregate will increase water demand.

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

S1 (1)

Grade of Concrete (2)

i) ii)

M 10 M 15

iii) iv)

M 20 M 25

v)

M 30 M 35 M 40 M 45

No.

vi) vii) viii) ix) x)

Assumed Standard Deviation N/rnrn2 (3)

1

3.5

The quantity of’ maximum mixing water per unit volume of concrete may be determined from Table 2. The water content in Table 2 is for angular coarse aggregate and for 25 to 50 mm slump range. The water estimate in Table 2 can be reduced by approximately 10 kg for sub-angular aggregates, 20 kg for gravel with some crushed particles and 25 kg for rounded gravel to produce same workability. For the desired workability (other than 25 to 50 mm slump range), the required water content may be established by trial or an increase by about 3 percent for every additional 25 mm slump or alternatively by use of chemical admixtures conforming to IS 9103. This illustrates the need for trial batch testing of local materials as each aggregate source is different and can influence concrete properties differently. Water reducing admixtures or supe~lasticizing admixtures usually decrease water content by 5 to 10 percent and

4.0 }

5.0

M 50 M 551

NOTE — The above values correspond to the site control having proper storage of cement; weigh batching of all materials; controlled addition of water; regular checking of all materials, aggregate grading and moisture content; and periodical checking of workability and strength. Where there is deviation from the above, values given in tlw above table shaH be increased by 1 N/nm2.

4 SELECTION OF MIX PROPORTIONS 4.1 Selection of Water-Cement Different

cements,

Ratio (see Note)

supplementary

cementitious 2

IS 10262:2009 20 percent and above respectively dosages.

cement ratio and strength properties of concrete are consistent with the recommendations of IS 456 and meet project specification requirements as applicable.

at appropriate

Table 2 Maximum Water Content per Cubic MetreofConcrete for Nominal Maximtnn$%zeof Aggrqgate (Clauses 4.2, A-5 and B-5) s! No.

NominalMaximum Size ofAggregate mm

Maximum}vater Contentl) kg

(1)

(2)

(3)

i) ii) iii)

10 20

208

40

165

—.

Table 3 Vokrne of Coarse Aggregate per Unit Volume of Total Aggregate for Different Zones of Fine Aggregate (Clauses 4.4, A-7 and B-7) SI No.

186

NOTE — These quantities of mixing water are for use in computing cementitious material contcnts fortrialbatchcs< lJ Water}content corresponding aggregate.

Volume of Coarse AggregW$)per Unit Volume of Total Aggregatefor Different Zones of Fine Aggregate

mm

Zone IV

(!)

(2)

(3)

(4)

(5) .

(6)

i)

10 20 40

0.50 0.66 0.75

0.48 0.64 0.73

0.46 0.62 0.71

0.44 0.60 0.69

ii) iii)

to saturated surface dry

Nominal Maximum Size of Aggregate

Zone 111 Zone 11

Zone I

1)Volumes are based on aggregates in saturated surfiw dry condition.

4,3 Calculation of Cementitious Material Content

4.5 Combination Fractions

The cement and supplementary cementitious material content per unit volume of concrete maybe calculated from the free water-cement ratio (see 4.1) and the quantity of water per unit volume of concrete.

of Different

Coarse Aggregate

The coarse aggregate used shall conform to N 383. Coarse aggregates ofdifferent sizes maybe combined in suitable proportions so as to result in an overall grading conforming to Table 2 of 1S383 for particular nominal maximum size of aggregate.

The cementitious material content so calculated shall be checked against the minimum content for the requirements of durability and greater of the two values adopted. The maximum cement content shall be in accordance with IS 456.

4.6 Estimation of Fine Aggregate Proportion With the completion of procedure given in 4A, all the ingredients have been estimated except the coarse and fine aggregate content. These quantities are determined by finding OU[the absolute volume of cementitious material, water and the chemical admixture; by dividing their mass by their respective specific gravity, multiplying by ‘1/1 000 and subtracting the result of their summation from unit volume. The values so obtained are divided into Coarse and Fine Aggregate fractions by volume in accordance with coarse aggregate proportion tdready determined in 4.4. The coarse and fine aggregate contents arc then determined by multiplying with their respective specific gravities and multiplying by 10000

4.4 Estimation of Coarse Aggregate Proportion Aggregates of essentially. the same nominal maximum size, type and grading will produce concrete of satisfactory workability when a given volume of coarse aggregate per unit volume of total aggregate is used. Approximate values for this aggregate volume are given in Tahlu 3 for a watix-cement ratio of 0.5, which may be suitably adjusted for other watcrcement ratios. It can be seen that for eclual workability, the volume of coarse aggregate in a unit volume of concrete is depmd.ent only on its nominal maximum size and grading zone of fine aggregate. Differences in the amount of mortar required for workability with different aggregates, due to differences in particle shape and grading, are compensated for automatically by differences in rodded void content.

5 TRIAL MIXES The calculated mix proportions shall be checked by meami of trial batches.

4.4.1 For more workable concrete mixes which is sometimes required when placement is by pump or when the concrete is required to be worked around congested reinforcing steel, it maybe desirable to reduce the estimated coarse aggregate content determined using Table 3 up to 10 percent. However, caution shall be exercised to assure that the resulting slump, water-

Workability of the Trial Mix No. 1 shall be measured. The mix shall be carefully observed for freedom from segregation and bleeding and iksfinishing properties. If the measured workability of Trial Mix No. 1 is different, from the stipulated value, the water andh admixture content shall be adjusted suitably. With 3

IS 10262:2009 arrived at. The concrete for field trials shall be produced by methods of actual concrete production. ..

this adjustment, the mix proportion shall be recalculated keeping the free water-cement ratio at the pre-selected value, which will comprise Trial Mix No. 2. In addition two more Trial Mixes No. 3 and 4 shall be made with the water content same as Trial Mix No. 2 and varying the free water-cement ratio by A Opercent of the preselected value.

6 ILLUSTRATIVE

EXAMPLES

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

Mix No. 2 to 4 normally provides sufficient information, including the relationship between compressive strength and water-cement ratio, from which the mix proportions for field trials may be

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)

Grade designation Type of cement Maximum nominal size of aggregate Minimum cement content Maximum water-cement ratio

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

f) 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

Superplasticizer

A-2 TEST DATA FOR MATERIALS a) b) c) d)

Cement used Specific gravity of cement Chemical admixture Specific gravity of 1) Coarse aggregate 2) Fine aggregate o) Water absorption: l) 2)

OPC 43 grade conformingtoIS8112 3.15 SuperPlasticizer conforming to IS 9103 2.74 2.74

Coarse aggregate Fine aggregate

0.5 percent 1.0 percent 4

IS 10262:2009 f)

g)

Free (surface) moisture: 1) Coarse aggregate 2) Fine aggregate Sieve analysis: 1) Coarse aggregate

Nil (absorbed moisture also nil) . Nd

● ●

. ●

*

●

Percentage of Different Fractions

IS Analysisof Sieve Coarse Sizes Aggregate Fraction mm (—’—> I II

Remarks

~

Combined 1.00 percent percent percent 60 40 20 100 100 100 Conforming 10 0 71.20 0 28.5 28.5 to Table 2 4.75 9.40 37. 37. of IS 383 2.36 0 2)

.

Fine aggregate

A-3TARGETSTRENGTH

●

Confo~ing

~;

&

to grading Zone I of Table 4 of IS 383

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 for 20 mm aggregate

= 186 litre (for 25 to 50 mm slump range)

6 Estimated 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, the arrived water content = 197 x 0.71 = 140 litre A-6 CALCULATION

OF CEMENT CONTENT

Water-cement ratio

= 0.40

Cement content

140 -— = 350 kg/m3 0.40

From Table 5 of IS 456, minimum cement content 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 increased to decrease the fine aggregate content. As the water-cement ratio is lower by 0.10, the proportion of volume of coarse 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 increased suitably, 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

1 m3

b)

Volume of cement

1 Mass of cement Specific gravity of cement x 1000 1 350 —— 3.15 ‘1 000 0.111 m3

c)

Volume of water

1 Specific gravity of water x 1000 Mass of water

1 140 ‘Xlooo 1 0.140 m3 d)

Volume of chemical admixture (superpla~ticizer) (,@2.0 percent by mass of cementitious material)

Mass of chemical admixture

1.

Specific gravity of admixture x 1000 1 —.7 1.145 X1000 0.006 m3

e)

Volume of all in aggregate

f)

Mass of coarse aggregate

g)

Mass of fine aggregate

[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 coarse aggregate x 1000 = 0.743X 0.56X 2.74X 1000 = 1140 kg e x volume of fine aggregate x Specific gravity of fine aggregate x 1000 0.743 X 0.44X 2.74X 1000 896 kg 6.

A-9 MIX PROPORTIONS Cement Water Fine aggregate Coarse aggregate Chemical admixture Water-cement ratio

FOR TRIAL NUMBER 1 = = = = =

350 kg/rnq 140 kg/ins 896kglm3 1 140kg/m3 7kg/m3 04.

NOTE — Aggregates should be used in saturated surface dry condition. If otherwise, when computing the requirement of mixing w-ater,allowance shall be made for the free (surface) moisture contributed by the fine and coarse aggregates. On the other hand, if the 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.

A-10The 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. 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 mix proportions 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 to B-11. B-1 .STIPULATIONS a)

b) c) d) e)

FOR PROPORTIONING

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 J) k) Degree of supervision m) Type of aggregate f) g) h) .

n) P)

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) Cement used b) Specific gravity of cement c) F]y ash d) Specific gravity of fly ash e) Chemical admixture o Specific gravity of 1) Coarse aggregate 2) Fine aggregate Water absorption: g) 1) Coarse aggregate 2) Fine aggregate h) Free (surface) moisture: 1) Coarse aggregate 2) Fine aggregate J) Sieve analysis: 1) Coarse 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

. ●

●

Percentage of Different IS Analysisof Fractions Sieve Coarse Sizes Aggregate Fraction mm /—=’”-, ~ Combined II :0 :; I

Remarks

100

20 100 100 10 0 71.20 4.75 9.40 0 2.36

percent percent 60 40 28.5 0 37 ●

percent 100 28.5 37

Conforming to grading Zone I of Table 4 of IS 383

2) Fine aggregate

B-3 TARGET STRENGTH FOR MIX PROPORTIONING & where f f ck

=

●

Conforming to Table 2 of IS 383

=$~ + 1.65 s

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 content for 20 mm aggregate

= 186 Iitre (for 25 to 50 mm slump range)

6 Estimated water content for 100 mm slump= 186+ —x186 100 8

= 197 litre

IS 10262:2009 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, the arrived water content = 197 x 0.71 = 140 Iitres. B-6 CALCULAT1ON OF CEMENT AND FLY ASH CONTENT = 0.40

Water-cement ratio (see note under 4.1) Cementitious material (cement +flyash)

140 = 350 kg/m3 = — 0.40

content

From Table 5 of IS 456, minimum cement content 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) b)

Decide the percentage fly ash to be used based on project requirement and quality of materials In certain situations increase in cementitious material content may be warranted. The decision on increase in 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.

= 350x 1.10= 385 kg/m3

Cementitious material content

= 140 kg/m3

Water Content

140 — = 0.364 385

So, water-cement ratio Fly ash @ 3070 of total cementitious material content=

= 385 – 115 = 270 kg/m3

Cement (OPC)

= 350 – 270 = 80 kg/iw3,, and

Saving of cement while using fly ash

= 115 kg/i3

Fly ash being utilized B-7 PROPORTION

385 x 30%= 115 kg/ins

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 increased to decrease the fine aggregate content. As the water-cement ratio is lower by 0.10, the proportion of volume of coarse 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 increased suitably, 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

b)

Volume of cement

= lm3 Mass of cement

1

Specific gravity of cement x 1000

9

IS 10262:2009 2’70 —— 1 3. MXIOO0 0.086 nd c)

Mass of fly ash

Volume of fly ash

1

Specific gravity of fly a~ x 1000 115 1 — —x—— 1000 1 .- 0.0521113 Mass of water

d) Volume of water

1

Specific gravity of water“’1 000

0.140 ms

e)

Volume of chemical admixture (superPlasticizer) @ 2.0% by mass of cementitious material)

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

7 1 —-——x— 1.145 1000 0.007 m3 t)

Volume of all in aggregate

= [a-(b+c+d+e)] -. 1-(0.086 + 0.052 -t-0. 140 i“ 0.007) 0.715 m3

g)

Mass of coarse aggregate

=

volume of coarse aggregate aggregate x 1000

f x

x

Specific

gravity

of coarse

X 0.56x 2.74x 1000 1097 kg ~x volume of fine aggregate x Specific gravity of fine aggregate x 1000 0.7]5 X 0,44 X 2.74 X j ()(]~

0.715

h)

Mass of fine aggregate

862 kg B-9 MIX PROPORTIONS

FOR TRIAL NIJMIIER 1

Cement Fly Ash Water

=

270 kg/nP 115 kgh~]~ 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 mixing water, 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 the aggregates. Necessary adjustments are also required to be made in mass of aggregates. The surface wutcr and percent water absorption of 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 achieving . the 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 a graph between three vvater-cernent ratios and their corresponding strengths shall be plotted to work out the mix proportions 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 Re]~re,~erlt[[tive(,~)

Organization Delhi Tourism and Transportation Development Corporation Ltd, New Delhi

SHRI JOSE KIJRIAN (Chairman)

ACC Ltd. Mumbai

Sfilil NAVM;N ~tlAIXIA

SHRI1? SRINIVASAN(Alternate) D{

Atomic Energy Regulatory Hoard, Mu[nbai

PRAWR C, BASU SHIUL. R. BISHNOI(Alterwte)

J. K.

Building Materials and ‘Wchnology Promotion Council, New Delhi

SIiRI

Cement Corporation of India Limited, New Delhi

SW R. R.

I?RASAD

DESHPANIM

SHIU?/L K. AGARWAL (Alternate)

Cement Manufacturers’ Association, Noida

SHRI E. N, MURTHY DR S. I? GHOSH (Ahermzte)

Central Board of Irrigation and Power, New Delhi

MEMnFX SECRHTARY DIRECXX (CIVIL)

(Alternate)

Central Building Research Institute (CSIR), Roorkee

DR B. K.

Ccntml Public Works Department, New Delhi

CHIEF ENGINEER(DIXIGN)

Central Road Rwumrch Institute (CSIR), New Ddhi

DR RAM

Central Soil and Materials Research Station, Ncw Delhi

SW

RAO

SHRI S.

K.

AGARWAL(Alternate)

SUPERINIXNDING ENGINEER(S623)

(Alternate)

K[JMAR

SHRI SATANIMIR KUMAR (Alternate) MURARI RATNAM SHRI N. CHANI>RAS1:KHRAN (Alternate)

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

Central Water Commission, New Delhi

A, K, C) IA’1”1’IH{JIH!

Conmat TechnologiesPvt Ltd, Kolkata

h

Construction Industry Development Council, New Delhi

SIIRI~.

Directorate General of Supplies & Disposals, New Delhi

SHIUV, BAI,ASUIj~AMANIAN SHIUR. P, SINGH(Alternate)

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

DR VIMAL KUMAR SHRI MLJKESHMmmm (Alternate)

Gammon India Limited, Mumbai

SHRI S.

R. SWAI{UP SHRISUNILMAHAJAN(Alte/*nute)

A.

REDDI

SHRI M.U. SHAH (Alternate)

Grasim Industries Limited, Mumbai

SW A. K.

JAIN

SHRI M. C. AGRAWAL(Alternate)

11

1S10262 :2009 Representative(s)

Organization Gujarat Ambuja Cements Limited, Ahmedabad

SHIU J. P. D~SAI

Housing “and Urban Development Corporation Limited, New Delhi

CHAIRMAN& MANFUNNGDIRECTOR

Indian Bureau of Mines, Nagpur

SHRI S. S. DAS

SHRI B.

K.

JA~ETIA(A/ternate)

SHRIV. ARUL KUMAR (Alternate)

SHRI MHiRUL HASAN (Alternate)

Indian Concrete Institute, Chennai

SHRI L. N. A~TIj SHIUD. SRINIVASAN(Al~errzafe)

Indian Institute of Technology, Roorkee

PROP S.

K.

KAUSIK

Indian Roads Congress, New Delhi Institute for Research, Development & Training of Construction Trade, Bangalore

DR N. RAGHAVHNDRA

Institute for Solid Waste Research & Ecological Balance, Visakhapatnam

D]{ N.

Madras Cements Ltd, Chennai

SHRI V. JAGANATHAN

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

SHRI J. B. SHARNiA

Ministry of Road Transport & Highways, New Delhi

SHRI A.

BI-IANUMATHIDAS

SI-IRIIN. KALIDAS (Alternate)

SHRi BALA.HK. MOWWHY (Alternate)

SHRIYOWSH SIN~HAL (Alternate)

N.

DHODAPKAR

SHRI S. K. PURI (Alternate)

National Council for Cement and Building Materials, Ballabgarh

SHRI R. C. WAWN DR M. M. ALI

National Test House, Kolkata

(Alternate)

SHRI D. K. KANUN~O SHRI B.R. M~~NA

(Alterna/e)

OCL India Limited, New Delhi

DR S. C. AI-WUWALIA

Public Works Department, Government of Tamil Nadu Chennai

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

R. V. College of Engineering, Bangalorc

Prof. T. S.

NA~ARAJ

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

SIiIu R.

M.

SHARMA

Sanghi Industries Limited, Sanghi Nagar

SIIRI 1), B, N, RN)

ExricuTIvu EN~INE~R(Alternde)

SHIiI V, K, YADAVA (Afteuwe)

lM H, K, PATNAM (Ahwter) Sardar Sarovar Narmada Nigam Limited, Dist Narmada Structural Engineering Research Centre (CSIR), Chermai

SHRI A. CHW.APPAN SHRI J. P~AINIAKAR(Alternate)

The India Cements Limited, Chennai

SHRI S. GOIVNATH SHRI R. ARUNACHALAM (Alternate)

The Indian Hume Pipe Company Limited, Mumbai

SHIU P. D. KM.KAR SHRI S. J. SHAH (Alternate)

The Institution of Engineers (India), Kolkata

DR H. C. VISVESVARAYA SHRI BALMR SINGH (Alternate)

Ultra Tech Cement Ltd, Mumbai

SHRI Sui.mm CHOWDHURY

BIS Directorate General

SHR1 A.

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

Member Secretaries SHRI 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 Corporation Ltd, New Delhi ACC Ltd, Mumbai

SHRI ANn. ~ANCW-iOR

Sm P. BANIJOi’tfDHyAY(.4/ternafe) 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

DIRECTOR SHRISWANIMR KLJMAR(Alternate)

Central Soil & Materials Research Station, New Delhi

Smr MURAIUMI-NAM

SHRKN.

CHANDRASEKHARAN (Alternate)

Central Wa~er Commission, New Delhi

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

Engineers India Limited, New Delhi

SHRI ARVIND KUMAR SHIUT. 13AI.RAJ(Alternate)

Fly Ash Utilization Programme, Depallment of Science and Technology, New Delhi

DR VIMAI. KUMM (Alternate) Smu MUKIiSHMKJwH~n{

Gammon India Limited, ?vfumbai

SHRI S. A. Rm]x

DR N. K. Grasirr~Industries Ltd, Mumbai

INAYAK(Af/ernufe)

SHRIA. K. JA~N SI+RIM. C. AGRAWA~(Alternate)

Gujarat Ambuja Cement Limited, Ahmeciabad

SHRI J. F? D~SAI

Indian Concrete Institute, Chennai

PROF M. S. SH~lTY

Indian Institute of Technology, New Delhi

DR B. Bi+ATTAC~ARJIiIi

SI-IRiB. K. JAGETIA(Alternate)

SEIRJL. N. APTE(Alternate)

Indian Institute of Technology, Kanpur

D~

Indian Institute of Technology, Roorkee

DR ASHOK KUMAR JAiN

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

BRIG R. K. GUPTA COI. V. K. BADOLA (Alternate)

Ministry of Road Transport and Highways, New Delhi

SHRI T.

SUDHIRMHHRA

B.

BANi:RJEIi

SHIUKAMi.~SH KUMAR (Alterna?e)

National Buikiings Construction Corporation Limited, New Delhi

SHRI L. P. SMH

National Council for Cement & Building Materials, Ballabgarh

SIiRI l?. C. WAWN

National Institute of Technology, Wmmgal

IX{ C. B. KAMFZSWARA RAO

Nuclear Power Corporation of India Limited, Mumbai

Smu

Pidilite industries Limited, Mumbai

~HRI P. L. P$TRY

SI-W DARWMN SINCiH(Ahernate)

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

DR D. I?AMA Sm-iu

U.S. P.

(Al?erna/e)

VERh4A

SI-IRIK. ‘PADMAKAR(Ahernute)

R. V. College of Engineering, Bangalore

PROF. ~. S. ~AGARAJ

Ready Mixed Concrete Manufacturers’ Association, Bangidore

SHRI VUAY KR KULKARNI

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

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

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

IS 10262:2009 Representative(s)

Organization Structural Engineering Research Centre (CSIR), Chennai

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

Tandon Consultants Private Limited, New Delhi

SHRI MAHESHTANDON

TCE Consulting Engineers Limited, Mumbai

SHRI J.

SHRI K. 13ALASUBRAMANIAN (Alternate)

SHRI VINAY GUFTA (Alternate)

P.

HARAN

SHRI S. M. PALEKAR(Alternate)

Torsteel Research Foundation in India, New Delhi

DR P. C. CHOWDHURY

In personal capacity (35, Park Avenue, Annamma, Naicket Street, Kuniarnuthur, Coimbatore)

DR C. RAJKUMAR

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

SHRI LALIT KUMAR JAIN

DR C. S. VISHWANATHA(Alternate)

14GMGIPN—260 BISIND12009—I ,000 Copies

(Continued

from second cover)

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

the most economical

concrete

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 be regarded as the guidelines only to arrive at an acceptable product, which satisfies the requirements of placement required 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 for selectifig 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 with IS 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 harmonious development of the activities of standardization, and attending to -co-nnected matters in the country.

of Indian Standards Act, 1986 to promote marking and quality certification of goods

Copyright BIS has the copyright of all its publications. No part of these publications may be reproduced in any form without the prior permission in writing of BIS. This does not prechde the free use, in the course of implementing 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 periodically; a standard along with amendments is reaffirmed when needed; if the review indicates that changes are needed, it is taken should ascertain that they are in possession of the latest amendments ‘BIS Catalogue’ and ‘Standards; Monthly Additions’. This Indian Standard has been developed

of comments. Standards are also reviewed such review indicates that no changes are up for revision. Users of Indian Standards or edition by referring to the latest issue of

from Doc No.: CED 2 (7288).

Amendments Issued Since Publication Amend No.

Text Affected

Date of Issue

BUREAU OF INDIAN STANDARDS Headquarters: Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telephones :23230131,23233375,2323 9402 Website: www.bis.org. in

Regional Offices:

Telephones

Central

: Manak Bhavan, 9 Bahadur Shah Zafar Marg NEW DELHI 110002

Eastern

: 1/14 C.I.T. Scheme VII M, V. I. P. Road, Kankurgachi KOLKATA 700054

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