10262-2009 (is code for concrete mix design)
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Transcript of 10262-2009 (is code for concrete mix design)
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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