Cement and Concrete Sectional Committee, CED 2

FOREWORD
This Indian Standard (First Rev ision) was adopted by 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 first revision, the following major modifications have been
made:
a) The title of the standard has been modified as 'Concrete mix proportioning - Guidelines' from the
earlier title 'Recommended guidelines for concrete mix design' .
b) The applicability of the standard has been specified for ordinary and standard concrete grades only.
c) Various requirements have been modified in line with the requirements of IS 456 : 2000 'Plain and
reinforced concrete - Code of practice (fourth revision)' .
d) The requirements for selection of water-cement ratio, water content and estimation of coarse aggregate
content and fine aggregate content have been reviewed and accordingly modified. Similarly, oth er
requirements such as trial mixes, illustrative examples, etc, have also been reviewed and modified.
e) A new illustrative example of concrete mix proportioning using fly ash as one of the ingredients has
been added.
f) Considering that the air content in normal (non -air entrained) concrete is not of much significance in
mix proportioning procedure and is also not a part of IS 456 : 2000, the consideration of air content has
been deleted.

Concrete has become an indispensable construction material. According to the present state-of-the-art, concrete
has 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 ingredients
from 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 more
ingredients which are generally used in concrete produced in practice as the situation demands. Hence, it is all
the more essential at this juncture to have general guidelines on proportioning concrete mixes. The need has
been 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 of
different ingredients to produce concrete that will satisfy the performance requirements under specified conditions
of usc. An intcgral part of concrete mix proportioning is the preparation of trial mixes and effect adjustments to
such trials to strike a balance between the requirements of placement, that is, workability and strength,
concomitantly sat isfying durability requirements.

Concrete has to be of satisfactory quality both in its fresh and hardened states. This task is best accomplished by
trial mixes arrived at by the use of certain established relationships among different parameters and by analysis
of 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 and
Lyse's rule for making mix with adequate workability for placement in a dense state so as to enable the strength
development as contemplated. From practical view point, compressive strenzth is often taken as an index of
acceptability. This does not necessarily satisfy the requirements of durability unless examined under specific
context. Mix proportioning is generally carried out for a particular compressive strength requirements ensuring
that fresh concrete of the mix proportioned to possess adequate workability for placement without segregation
a~d bleeding while attaining a dense state. In addition. the method has scope to consider the combination of
WIder spectrum of cement and mineral admixtures proposed to be used to meet the requirements of durability
for the type of exposure conditions anticipated in service.

(Continued on third cover)

IS 10262: 2009

obtain the 30 samples (taken from site), as materials and aggregates of different maximum size,
early as possible. when a mix is used for the grading, surface texture, shape and other
first time. characteristics may produce concretes of different
b) In case of significant changes in concrete- compressive strength for the same free water-cement
When significant changes are made in the ratio. Therefore. the relationship between strength and
production of concrete batches (for example free water-cement ratio should preferably be
changes in the materials used, mix established for the materials actually to be used . In
proportioning, equipment or technical the absence of such data, the preliminary free water-
control), the standard deviation value shall be cement ratio (by mass) corresponding to the target
separately calculated for such batches of strength at 28 days may be selected from the
concrete. established relationship, if available. Otherwise. the
c) Standard deviation to be brought up-to- water-cement ratio given in Table 5 of IS 456 for
date - The calculation of the standard respective environment exposure conditions may be
deviation shall be brought up-to-date after used as starting point.
every change of mix proportioning. NOTE - The supplementary cementitious materials. that is.
mineral admixtures shall also be considered in water-cement
3.2.1.2 Assumed standard deviation ratio calculations in accordance with Table 5 of IS 456.
Where sufficient test results for a particular grade of 4.1.1 The free water-cement ratio selected according
concrete are not available, the value of standard to 4.1 should be checked against the limiting water-
deviation given in Table I may be assumed for the cement ratio for the requirements of durability and
proportioning of mix in the first instance . As soon as the lower of the two values adopted.
the results of samples are available, actual calculated
standard deviation shall be used and the mix 4.2 Selection of Water Content
proportioned properly. However, when adequate past
The water content of concrete is influenced by a
records for a similar grade exist and justify to the
number of factors, such as aggregate size, aggregate
designer a value of standard deviation different from
shape, aggregate texture, workability, water-cement
that shown in Table I, it shall be permissible to use
ratio, cement and other supplementary cementitious
that value.
material type and content, chemical admixture and
environmental conditions. An increase in aggregates
Table 1 Assumed Standard Deviation
size, a reduction in water-cement ratio and slump, and
(Clauses 3.2.1.2, A-3 and B-3)
use of rounded aggregate and water reducing
SI Grade of Assumed Standard Deviation admixtures will reduce the water demand. On the other
No. Concrete Ntmm' hand increased temperature, cement content, slump,
(I) (2) (3) water-cement ratio, aggregate angularity and a decrease
i) MtO} 3.5
in the proportion of the coarse aggregate to fine
ii) M 15 aggregate will increase water demand.
iii) M20} The quantity of maximum mixing water per unit
iv) 4.0
M25
volume of concrete may be determined from Table
v) 2. The water content in Table 2 is for angular coarse
vi)
vii)
M30}
M35
M40
aggregate and for 25 to 50 mm slump range. The
viii) M45 5.0 water estimate in Table 2 can be reduced by
ix) M 50 approximately 10 kg for sub-angular aggregates, 20
x) M55 kg for gravel with some crushed particles and 25 kg
NOTE - The above values correspond to the site control for rounded gravel to produce same workability. For
having proper storage of cement; weigh batching of all the desired workability (other than 25 to 50 mm slump
materials; controlled addition of water, regular checking of all
materials. aggregate grading and moisture contcnt; and range), the required water content may be established
periodical checking of workability and strength . Where there by trial or an increase by about 3 percent for every
is deviation from the above. values given in the above table additional 25 mm slump or alternatively by use of
shall be increased by I Ntmm' .
chemical admixtures conforming to IS 9103. This
illustrates the need for trial batch testing of local
4 SELECTION OF MIX PROPORTIONS materials as each aggregate source is different and
can influence concrete properties differently. Water
4.1 Selection of Water-Cement Ratio (su Note)
reducing admixtures or superplasticizing admixtures
Different cements, supplementary cementitious usually decrease water content by 5 to 10 percent and

2
IS 10262 : 2009

this adjustment , the mix proportion s ha ll be arrived at. The concrete for field trials shall be
recalculated keeping the free water-cement ratio at produced by methods of actual concrete production.
the pre-selected value, which will compri se Trial Mix
No.2. In addition two more Trial Mixes No.3 and 4 6 ILLUSTRATIVE EXAMPLES
shall be made with the water content same as Trial An illustrative example of concrete mix proportioning
Mix No.2 and varying the free water-cement ratio by is given in Annex A. Another illustrative example of
± 10 percent of the preselected value . mix proportioning of concrete using fly ash is given
Mix No.2 to 4 normally provides sufficient in Annex B. These examples arc merely illu strative to
information. including the relationship between explain the procedure ; and the actual mix
compressive strength and water-cement ratio. from proportioning shall be based on trial batches with the
which the mix proportions for field trials may be given material s.

ANNEXA
(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·I to A-ll.
A-I STIPULATIONS FOR PROPORTIONING
a) Grade designation M40
b) Type of cement OPC 43 grade conforming to IS 8112
c) Maximum nominal size of aggregate 20mm
d) Minimum cement content 320 kg/m'
e) Maximum water-cement ratio 0.45
f) Workability 100 mm (slump)
g) Exposure condition Severe (for reinforced concrete)
h) Method of concrete placing Pumping
j) Degree of supervision Good
k) Type of aggregate Crushed angular aggregate
m) Maximum cement content 450 kg/rn?
n) Chemical admixture type Superplasticizer
A-2 TEST DATA FOR MATERIALS
a) Cement used OPe 43 grade conforming to IS 8112
b) Specific gravity of cement 3.15
c) Chemical admixture Superplasticizer conforming to IS 9103
d) Specific gravity of:
I) Coarse aggregate 2.74
2) Fine aggregate 2.74
e) Water absorption:
I ) Coarse aggregate 0.5 percent
2) Fine aggregate 1.0 percent

4
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 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 nOI angular one. then also volume of coarse aggregate may be required 10 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 = I - 0.56 =0.44.
A-8 MIX CALCULATIONS
The mix calculations per unit volume of concrete shall be as follows:
a) Volume of concrete

Mass of cement I
b) Volume of cement = x--
Specific gravity of cement I 000

350 I
= --x--
3.15 1000

= 0.111 m l

Mass of water I
c) Volume of water
= Specific gravity of water x 1000

140 I
= -x--
I 1000
= 0.140 m J

d) Volume of chemical admixture

(superplasticizer) (@ 2.0 percent
by mass of cementitious material) = Mass of chemical admixture I
Specific gravity of admixture x I 000
7 I
'"' --x--
1.I45 1000
= 0.OO6mJ
e) Volume of all in aggregate = [a- (b +c +d)}
= 1-(0.111 +0.140+0.006)
= 0.743 m3
t) Mass of coarse aggregate = e x Volume of coarse aggregate x Specific gravity of coarse
aggregate x I 000
= 0.743 x 0.56 x 2.74 x 1 000
= 1140 kg
g) Mass of fine aggregate
= e x volume of fine aggregate x Specificgravity of fineaggregate
x 1000
= 0.743 x 0.44 x 2.74 x I 000
= 896kg

6
IS 10262 : 2009

8-2 TEST DATA FOR MATERIALS

a) Cement used OPC 43 grade conforming to IS 8112
b) Specific gravity of cement 3.15
c) Fly ash Conforming to IS 3812 (Part I)
d) Specific gravity of fly ash 2.2
e) Chemical admixture Superplasticizer conforming to IS 9103
f) Specific gravity of:
I) Coarse aggregate 2.74
2) Fine aggregate 2.74
g) Water absorption:
1) Coarse aggregate 0.5 percent
2) Fine aggregate 1.0 percent
h) Free (surface) moisture:
1) Coarse aggregate Nil (absorbed moisture also nil)
2) Fine aggregate Nil
j) Sieve analysis:
I) Coarse aggregate IS Analysis of Percentage of Different Remarks
Sieve Coarse Fractions
Sizes Aggregate
mm Fraction
A.
,--A-----.. r
I II
II Combined "'
60 40 100
percent percent percent
20 100 100 60 40 100
Conforming
10 0 71.20 0 28.5 28.5
to Table 2
4.75 9.40 3.7 3.7
of IS 383
2.36 0
2) Fine aggregate Conforming to grading Zone I of Table 4 of IS 383

8-3 TARGET STRENGTH FOR MIX PROPORTIONING

ret = let + 1.65 s
where
ret = target average compressive strength at 28 days,
f.:k= characteristics compressive strength at 28 days, and
s =
standard deviation.
From Table I, Standard Deviation, s = 5 N/mm 2.
Therefore, target strength = 40 + 1.65 x 5 = 48.25 N/mm 2.

8-4 SELECTION OF WATER·CEMENT RATIO

From Table 5 of IS 456, maximum water-cement ratio (see Note under 4.1) = 0.45.
Based on experience. adopt water-cement ratio as 0.40.
0.40 < 0.45, hence, O.K.

8-5 SELECTION OF WATER CONTENT

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

Estimated water content for 100 mm slump= 186 + ~ X 186 = 197 litre
100

8
IS 10262 : 2009

270 I
--x--
3.15 1000

0.086 rrr'

Mass of fly ash

c) Volume of fly ash -----~---x
Spec ific gravity of fly ash
---
! GOO

115 I
= - x --
i 1000

= 0.052 nr'

Mas s of water I
d) Volume of water = x- -
Specific gravity of water 1 000

140 I
-x--
I 1000

= 0.140 m J

e) Volume of chem ical admixture

(superplasticizer ) @ 2.0% by mass Mass of admixture I
of cementitious material)
= x- -
Specific gravity of admixture I 000
7 I
= -1.\45
- x-1000
-
= 0.007 m J

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

= 1-(0.086 + 0 .052 + 0.140 + 0.007)
= 0.715 mJ
g) Mass of coarse aggregate =I x volume of coarse aggregate x Specific gravity of coarse
aggregate x I 000
= 0 .715 x 0.56 x 2.74 :><: ! 000
:.. 1 097 kg
h) Mass of fine aggregate =f x volume of fine aggregate x Specific gravity o f fine aggregate
x 1000
= 0.7 15 x 0.44 x 2.74 x I 000
= 862 kg
B-9 MIX PROPORTIONS FOR TRIAL NUMBER 1
Cemen! = 270 kg/m'
R yAsh = 115 kg/m'
Water = 140 kg/m'
Fine aggregate = 862 kg/m '
Coar se aggregate = 109 7 kg/rn!
Chemical admixture = 7.7 kg/rn!
Water-cement rat io
(set' Note under 4.1 ) = 0.:164
NOTE - Aggregat es should be used in saturated surface dry co ndi tion. If otherwi se . "hen computing the requirement of mixing
wafer. allowance shall he made for the free (surface ) moisture contribu ted by the fine and coarse aggr ega tes. On tbe other hand . if the

10
IS 10262 : 2009

Orguni zutusn Rrpresentu tivet s)

Gujarat Amb uja Cemen ts LImited. Ah medabad Silk; 1. P. 0 :5.\1

Smu R. K , J,, (;!:I I.\ t Altrrnatr)

Housing and Urban Devel op men t Co rpora tion C fl ",' k\t.-\S & t\.1 " ~'\( iI Sf i [1n : u. 'I PJ,{

Limited. New Delh i SilK' V. AKU KI;'. \ k (t\lrunllCe)

Indian Bureau of Mines. Nagpur Silk' S. S . DAS
Silk' MrLRl'I H,\SAN (..\l~e Ol. (fr)
Indian Co ncrete Institute , Chennai SIIKI L. N . AI'II
SlIkl D. Skl"IVASAS iAhe rnate)
Indian Inst itut e of Technology. Ro ork ce p" U' S. K . K '''SlK
Ind ian Roads Congress. New Delh i S l .~ "HU \ ~ y G ISi l{ A I .

Dlkl.n llK (A/ rem mel

Institute for Research. Deve lopment & Training of Constructio n D R N. Ri\( j H:\ \ f NDR.\

Trade, Ban galore

Institut e for Solid Waste Research &. Eco logical Balan ce . DK N. BIl A ~; lJM AHII Il.\S
Visakhapatnam SItRI N. K,\I./I)AS (Alter/wl e)
Madras Cements LId. Chennai SHRI V. JAG,\S ~TIlA"
SItRI B" IJUI K. 1s!oORrH Y iAltema te)
l>1ililary Er.gineer Services , Engi nee r-i n-C hief's Branch, SHkl J. B. SHAkMA
Army HQ . New Delh i SHRI YIX""II SINGII.\L iA tternate s
Mi nis try of Road Transport & Highways. New Delhi SIlRl A . N. DHOIMPKAR
SlIkl S. K. PURl (A llemU le)
National Council for Cement and Buildin g Materials, Ballabgarh SilRI R. C. WASON
DR M . M . A u (A l remate)
National Test House. Kolkata SHRI D. K . KANUNGO
Sllkl B.R. MUONA (Mlerrl ure)
OCL IndIa L i mi ted . New Delhi DR S. C. Am.l'''AI IA
Public Works Depart" ...nr, Government of Tamil Nadu Chennai SI'I'!'kl"'n ''' '' IN(; E"( ~I Nl'l.k (DI.SlGN)
Exi.ct-uvr Es,aS II'R (Alternate,
R. V. College of Engineerin g. Bangal ore
Re search , De sign & S tan dards OrganiTation SIIR I R. M. SIl ,\k~l\
(!\tinistry of Railways). Lucknow 5,,'1 V K. y .\I•.\\,,\ (..1IIr m alr )

Sanghi Industries Limited, Sangh i Nagar SHKI D. II. t" . R \o

D " H. K. I'\I ~A I K (l11/e ma /e)
Sa rda r Saruvar Nannada Nigam Limited. Dist Na rmada 0 111.1 E.~' ; ' '' I!'K ( ~ .W(; AM f).\M)
SI ' I 'lk'SIl-"Il I~ '; E.~, a:\H .k v ll/ernate)

St ruc tura l Engineerinll Research Centre (CSIRI, C hen na i S' IRI r\ . CIII .I.I .A"NN
Sllkl 1. I'k"'U!'\ K,\R (A lremi/re)
Thc India Cements Lim ned. Chenna i SItK' S. GilPISAlfl
SIiRI R. AkUN.\Ol.\lA M (Alte rnate)
The Indian lIume Pipe Company Limited. Mumba i Silk' P D. Ku K.\R
Silk' S. J. SII.\1t (A /Iem at e)
Tbe Insriruuon of Eng ineer; (India), Kolkata DR H. C. VlSH W\ RAYA
SlIkl BAlllIR SI"GH (A l ten Ulte)
Ultra Tech Cement lid. Mumbai SItRI SUHKATIl CHllWUHliRY
BIS Directorate General SIiRI A. K . SAINI. Scien tist ' F' & Head (Ci v Engg)
(Repre senting Dire ctor General ( Ex.officio )]
Member Secretaries
SIlKI SAN l W PANI
Scientist ' E' & Director (C iv Engg). HIS
SIIRI S. Akl'N Kl'M ~k
Sc ienti st ' B' & Director (Civ Enl;g). HIS

12
IS 10262 : 2009
Representativets]
O'Kani~(l/i(m

Structural Engineering Research Centre (CSIRJ , Cbennai

SHRI T. S . KRI SHNAMOOj{IllY
SHRJ K . BIlLASUBRAMIINfAN (Alremate)

Tandon Consultants Private Limited, New Delhi SHRI M AHESH TII NIXlN
SHRI VINIIY G UPTA iAltemutei
SHRI J . P . HARAN
TCE Consulling Eng ineers Limited. Mumbai
SHRI S . M. PAL EKAR (Alternate,
Torsteel Research Foundation in India. New Delhi DR P. C. CHOW DHURY
DR C. S . VISHWANIITHII (AIle mate)

In personal capacity (35. Park A,·enue. Annamma. Nuicket DR C. RIIJICUMAR

Street, Kuniamuthur. Coimbatore)
In personal capacity (36. Old Sneh Nagar, Wcm/ha Road. SHRI LALIT K UMAR JAIN
Nagpur)

14

GMG'P~280 BIS/ND/2009-1 .000 Cople.

 Bureau of Indian Standards

. SIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 (0 promote
harmonious de velopment of the activities of standardization, marking and quality certification of goods
and attending to connected matters in the country.

Copyright

SIS has the copyright of all its publications. No part of the se publications may be reproduced in any form
without the prior permission in writing of BIS. This does not preclude the free usc , in the course of
implementing the sta ndard . of necessary details. suc h as symbols and s izes , type or grade de signations.
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 arc also reviewed
periodically; a standard along with amendments is reaffirmed when such review indicates that no cha nges are
needed; 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
'SIS 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

BUREAU OF INDIAN STANDARDS

Headquarters:
Manak Shavan o9 Bahadur Shah Zafar Marg , New Delhi 110002
Teleplumcs : 2323 On I, :!323 3375. 2.n3 9402 Website: www.bis.org.in

Regional Offices: Telephones

Central Manak Bhavan, 9 Bahadur Shah Zafar Marg 2323 7617
NEW DELHI 110 002 { 23233841
Eastern 1/14 CIT Scheme VII 1\1. V. I. P. Road. Kankuruachi 2337 8499,2337 8561
KOLKATA 70005-1 ~ { 23378626,23379120
Northern sco .135-.3.16. Sector 34-A. CHANDIGARH 160022 260 3843
{ 2609285
Southern CIT Campus. IV Cross Road. CHENNAI 600 113 2254 1216,22541442
{ 22542519,22542315
Western Manakulaya. ElJ MIDC Marol. Andheri (East) 2832 9295, 2832 7858
1\IU1\1BAI -100 (193 { 28327891 .28327892
Branches: AHMEDABAD. BANGALORE. BHOPAL. I3HUBANESHWAR . COIMBATORE. FARIDABAD.
GHAZIABAD . GUWAHATI. HYDERABAD. JAIPUR . KANPUR . LUCKNOW . NAGPUR .
PARWANOO. PATNA. PUNE. RAJKOT. THIRUVANANTHAPURAM . VISAKHAPATNAM .

PRINTED BY THE GENERAL MANAGER, GOVT. OF INDIA PRESS, NASHIK ....22 006