ACI MATERIALS JOURNAL TECHNICAL PAPER 1

New Method for Proportioning Self-Consolidating Concrete

Based on Compressive Strength Requirements
by Ghazi F. Kheder and Rand S. AI Jadiri

This study aimed to develop a new method for proportioning self- RESEARCH SIGNIFICANCE
consolidating concrete (SCC). This method is capable of proportioning This research aimed to formulate a new straightforward
SCC mixtures with specified compressive strength, contrary to method for proportioning see, which can be used to design
previous SCC proportioning methods that emphasized the fulfillment concrete that achieves a particular compressive strength and
offresh properties requirements more than strength requirements.
simultaneously meets the fresh concrete requirements of
In addition, no previous method considered the grading of aggregate
see. This method covers thedesign~9(Se~ with compressive
in SCC mixtures (fineness modulus affine aggregate and maximum
size of coarse aggregate) as in conventional concrete (CC) strength in the range of 15 to 75:MPa(2175 to 10,875 psi).
proportioning methods, making a needfor numerous trial mixtures Also, for the first time, it considers the effect of gra,ding of
to adjust the fresh and hardened properties of SCe. Two well-known fine aggregate (fineness modulus) and coarse~.aggregate
concrete mixture proportioning methods, the ACI 211.1 method for (maximum size) in proportioning see mixtures. No
CC and the EFNARC methodfor SCe, were adopted to develop the previous mixture proportioning method of see considered
new method. The requirements of these methods were combined these three design parameters in their procedures.
with certain modifications and a new method was proposed. In this
new method, the actual range of compressive strength of the ACI 211.1
method was widened from 15 to 40 MPa (2145 to 5800 psi) to
EXISTING SCC MIXTURE
cover a wider range of strength (/5 to 75 MPa (2I45 to 10,875 psi]),
PROPORTIONING METHODS
thus covering both normal- and high-strength SCC mixtures. In reviewing literature on the methods for proportioning
Thirty mixtures were tested to examine the validity of the proposed see, numerous proposed methods exist, most of which give
method; all these mixtures satisfied the fresh SCC requirements. only general guidelines and ranges of quantities of materials
Concrete strength results were in good agreement with the nominal to be used in proportioning see. The emphasis of these
design strength except for mixtures with a strength of 75 MPa methods is on the properties of fresh concrete and how to get
(10,875 psi); these mixtures required a slight adjustment in the a mixture that possesses the character of being self-
water-cement ratio (w/c). A modification on the proposed compressive consolidating, not on concrete strength, as is the case in the
strength and w/c relationship were introduced depending on data design of ee mixtures.
from previous literature on SCe.
In Table 1, 14 methods for proportioning see were
reviewed.3-l6 All of these methods, except one, overlooked
the compressive strength of concrete as long as it will satisfy
the structural designer requirements, no matter how high the
INTRODUCTION
actual strength of the see mixture will be. Some of these
Self-consolidating concrete (SeC), a recent innovation in
methods specify categories of strength; for example, the
concrete technology, has numerous advantages over
Lepe gives material proportions for concrete mixtures with
conventional concrete (eC). see, as the name indicates, is
a strength of more than 30 MPa (4350 ps~. The only exception
a type of concrete that does not require external or internal
was the method proposed by Su et al. ; they proposed the
compaction, because it becomes leveled and compacted
following relationship to determine the cement content in
under its self-weight.l Although see has passed from the
accordance to the compressive strength
research stage to field applications, there are no systematic
standar?s ?r sfecifications to be followed in its mixture
proportIOnmg.
This study includes a proposal of a new mixture proportioning
method for see with a specified compressive strength in the
range of 15 to 75 MPa (2175 to 10,875 psi), in addition to Su et al.9 put limitations on the use of this relationship,
compliance with the fresh property requirements of see. stating that the minimum amount of cement to be used in an
The proposed method gives a clear and precise procedure to see mixture is not to be less than 270 kg/m3 (455 lb/yd3).
obtain specific quantities of concrete ingredients and minimize This means that all see mixtures with a strength below
the need for trial mixtures. This is contrary to previously approximately 36 MPa (5220 psi) will require the same
proposed see mixture proportioning methods that give only amount of cement. This condition was enforced by Su et al.9
general ranges and guidelines on quantities of concrete to ensure enough fine powder materials to obtain the self-
ingredients and depend largely on trial mixtures to correct compacting ability of the mixture.
any deviations in the fresh or hardened concrete properties.
In addition, the proposed method took into consideration the ACI Materials Journal, V. 107. No.5, September-October 2010.
grading of both fine and coarse aggregate in the design MS No. M-2009-229.R4 received October 27, 2009, and reviewed under Institute
publication policies. Copyright © 2010, American Concrete Institute. All rights reserved,
procedure-two important factors that were not included in including the making of copies unless permission is obtained from the copyright
proprietors. Peninent discussion including authors' closure, if any, will be pUblished in
any of the existing proportioning methods of see. the July-August 2011 ACI Materials Journal if the discussion is received by April I, 2011.
Ghazi F. Kheder, is a Professor of civil engineering at the College of Engineering.
PROPOSED SCC MIXTURE
University of Mustansiriya. Baghdad. Iraq. His research interests include volume PROPORTIONING METHOD
chnnge cracking of concrete, sec,nondestructive testing of concrete, and the evaluation From the review of previous research on SCC,3-16 it was
and repair of concrete structures. found that the EFNARC II method for proportioning SCC
Rand S. AI Jadiri is an Assistant Lecturer at the College of Engineering. She received
can be used in conjunction with the ACI 211.117 method
her ESe and MSc in civil engineering from the University of Muslansiriyo. Her for proportioning CC, after certain modifications on the
research interests include see and building materials. latter to meet the requirements of EFNARC's proposal. By
these means, a new method is formulated to give a clear and
straightforward procedure for the design of SCC mixtures
Referring again to Table 1, it can clearly be seen that none with specified compressive strength that fulfills the SCC
of the 14 methods reviewed took into consideration the fresh properties.
grading of fine aggregate (fineness modulus) or coarse
aggregate (maximum size) as in proportioning CC mixtures. EFNARC requirements 11
In addition, all these methods gave general outlines on how The EFNARC method gives the following guidelines for
to determine the quantity of concrete ingredients, and there proportioning SCe:
is no particular procedure to be followed that will yield to Absolute volume of coarse aggregate (V G) = 28 to 35%
specific quantities of concrete ingredients. by volume of the concrete mixture;

Cement, Filler, Water, Fine aggregate, Coarse aggregaie, "

.,.
Reference Method kg/m3 kg/m3 kg/m3 or % kg/m3 or % kg/m3 or % w/c w/p ,'R:emarks
,
Rational The fina{ w/p is determined
mixture by 40% of mortar 50% of solid 0.9 to 1.0
3 Rest of mixture volume - - to ensure
Okamura and volume volume by volume
self-consolidating ability
Ozawa (1995)
Water demand of
binder combination
Combination of binders was Solid suspension model
with high-range water-
fixed based on previous used to optimize binder and
Sedran et at Saturation level is determined reducing admixture
4 knowledge to satisfy com- - aggregate. Water content is
(1996) and half of this amount is used determined from
pressive strength require- minimized and arbitrary
previous knowledge of
ment and material availability viscosity was chosen
material and water-
reduction effect
Domone et at
5
(1999)
450 to 600 ISO to 200 710 to 900 750 to 920 - - -
Water cement and filler
Japanese 40% of mortar 35% of concrete
6 method (1999)
60% of mortar volume
volume volume
- - contents depend on
previous experience
7 Gibbs (1999) 40% of volume of mixture 40 to 50% 700 to 800 <0.50 - -
Proportions for concrete
8 LCPC (2000) 430 SO 170 847 825 - - strength >30 MPa

Su et al. Wc= 7.Sf~· Total aggregate 59 to 68%

According to
9 (2001) Wc> 270 filler properties C'(w/c) Fine aggregate SO to 57% - - -
of total aggregate
13.5 tolS% 20% by
10 BMTI (2001) IS to 16.5% by volume 50% by volume - - -
by volume volume

Maximum, To be determined
EFNARC 28 to 35%
II 400 to 600 Rest of mixture - using slump Air=2%
(2002) 200 kg/m3 by volume
cone and V funnel
>50% by High-range water-reducing
Al Eriss 400 to 500 and paste <50% by weight
12 weight of total - - admixture = I to 3%
(2002) approximately 38% of mixture volume of total aggregate
aggregate per 100 kg cement
Balance volume
of mixture,
ERMCO approximately 0.85 to 1.10
13 380 to 600 ISO to 210 750 to 1000 - -
(2005) 48 to 50% of by volume
total aggregate
by weight
Fly ash:
Kasemchaisiri
164 to 192
14 and Tangterm- 384 to 448 158 to 172 880 to 650 875 to 815 - - -
Bottom ash:
sirikul (2006)
Oto 100
Binu et aI.' 0.31 to 0.34 Total powder content
250 to 583 SO to 275 - 813 to 842 746 to 772 -
(2007), Series A 400 to 600
IS
Binu et aJ.* Total powder content
(2007), Series B
133 to 556 SOto 275 - 813 to 842 746 to 772 - 0.31 to 0.34
400 to 600
ACI Committee 386 to 475 Mortar fraction 0.32 to
16
237R-07 (2007) Paste fraction 34 to 40% -
68 to 72%
28 to 32%
0.45
- -
'Mixture proportions (Series A and B) for various grades of see (30 to 70 MPa) were determined. Series A obtained by using fly ash alone as mineral admixture and Series Busing
qu3lT)' dust as inert filler along with fly ash.
Note: I em = 0.393 in.; 1 kg = 2.204 lb; I kglm3 = 1.65 Ib/yd3; I m = 3.28 ft; 1 mm = 0.0393 in.; I MPa = 145 psi.
rc MP!: 15

25

35
M.~S 10 mm
200 15

25

35
~t~12.5J..D_I!!

190 15

25

35
~~~~Z!!':h.

180

Water con lent, kg/m3

Maximum aggregate size (MAS), mm
9.5
228
12.5
216
19.0
205
T
45 45 45
Air content, % 3.0 2.5 2.0
55 55 55

65 65 65

75 75 75
Table 2(b)-Modified maximum water
requirements for SCC
Maximum aggregate size (MAS), mm
Fig. i-Proposed water quantities for different concrete 9.5 12.5 19.0
strengths and maximum aggregate sizes.
Water content, kg/m3 200 190 180
Air content, % 3.0 2.5 2.0
Absolute volume of total Rowder (Ve + V L) == 0.16 to
0.24 m3 (0.209 to 0.314 yd3);
VwlVe + VL volumetric ratio == 0.80 to 1.10;
400 ~ We + WL ~ 600 kg/m3 (675 ~ We + WL ~ Table 3-wlc versus SCe co'mpressive strength
1011 lb/yd3); relationship . .;"
Vw ~ 200 Um3, that is, Ww ~ 200 kg/m3 (337 lb/yd\ and
Sand quantity is the rest of the mixture volume. wlc
Note: I MPa = 145 psi.
Modification of ACI 211.117 method
Preliminary tests were carried out to determine the
modifications to be enforced on the ACI 211.117 method to concrete compressive strength and the maximum size of
be used for proportioning SCe. The original range of strength coarse aggregate, not just the maximum size of coarse aggregate
of the ACI method is 15 to 40 MPa (2175 to 5800 psi). This as in CC mixtures. From Fig. 1, it can be seen that for a given
range was expanded to cover a wider spectrum of 15 to 75 MPa maximum aggregate size, the water quantity is assumed to
(2175 to 10,875 psi). Initially, more than 50 trial mixtures decrease linearly with the increase in SCC compressive
were tested (for both fresh and hardened concrete properties) strength. The upper limit of water content of 200 kg/m3
to set the suitable limitations for the water-cement ratio (w/c) (337Ib/yd3) must not be tolerated to be in line with the limita-
and the mixture ingredient contents, except the high-range tions of the EFNARC method and also to put restrictions on
water-reducing admixture dosage, which must be determined the maximum cement content to be used in high-strength SCC
experimentally depending on the type used in the mixture. The mixtures (maximum We ~ 557 kg/m3 [939 Ib/yd3] accordin§
modifications to the ACI 211.117 method were extracted from to ACI 36318). Finally, water content below 155 kg/m
the results obtained from the gradual modifications on the (261 Ib/yd3) was found to be difficult to work with in SCC
proportions of the 50 preliminary SCC mixtures to obtain mixtures and will require an uneconomical amount of high-
the required fresh and hardened SCC properties, without range water-reducing admixture.
tolerating the requirements of the EFNARC11 method.
Compressive strength and water-cementitious
Modified water requirements for SCC material ratio (wlcm) relationship
Water requirements for 75 to lOOmm (3 t04 in.) slump ofCC The ACI 211.117 mixture design method limited the range
with certain reduction was adopted for design purposes (crushed of design compressive strength between 15 to 40 MPa
aggregate) because they were the closest values to the (2175 to 5800 psi). In this work, the range of compressive
requirements of the EFNARCII method. Table 2(a) gives the strength was wider than that of ACI 211.117; the new range
original water requirements as specified by ACI 211.117 for Ce. is 15 to 75 MPa (2175 to 10,875 psi). The new values for the
Taking the EFNARC requirements into consideration- maximum w/c are given in Table 3.
maximum water content == 200 kg/m3 (337 Ib/yd3)-the It is important here to highlight the difference in the use of
ACI 211.1 17 quantities were modified (reduced) by 25 to the weight ratio of water to cementitious materials (cementitious
28 kg/m3 (14.8 to l6.6Ib/yd3), as shown in Table 2(b). The materials: cement and reactive powder only), and the volumetric
effect of reduction in water content in the SCC mixtures will ratio of water to total powder (total powder: cement and any
be compensated by the compulsory use of a high-range reactive or nonreactive powder). The w/cm by weight is used
water-reducing admixture in the SCC mixtures. to relate the contents of water and cementitious materials to
concrete compressive strength (Fig. I) to determine the total
Further correction of water quantity with quantity of the cementitious material required to obtain the
compressive strength desired strength of SCe. On the other hand, the volumetric
With the increase in compressive strength of the SCC water-to-powder ratio is used to ensure that there will be
mixtures, the water content must be decreased to keep the enough fine materials in the SCC mixture to ensure its self-
cementitious materials as low as possible; this reduction in compacting ability. For example, when inert powder such as
the mixture's water content must be accompanied by an limestone is used in SCC mixtures, the w/cm will simply be
increase of the high-range water-reducing admixture dosage the w/c. On the other hand, if a reactive powder (for example,
added to the mixture. It is also important to note that the silica fume) is used, then an equivalent quantity of cement to
water content in SCC mixtures must be related to both the this reactive powder must be found using the pozzolanic
activity index of this powder. Therefore, in this case, the wlcm Table 4(a)-Bulk volume of coarse aggregates per
will be the ratio of the water content of the mixture divided by unit volume of ee 17
the total amount of reactive materials (actual cement content
FM
plus the cement content equivalent to the reactive powder). 2.40
MAS,mm 2.60 2.80 3.00
9.5 0.50 0.48 0.46 0.44
Modified volume of coarse aggregate for see
12.5 0.59 0.57 0.55 0.53
Table 4(a) gives the dry-rodded volume of coarse aggreiate
per unit volume of concrete as specified by ACI 21 I. II for 19.0 0.66 0.64 0.62 0.60
proportioning ce.
No reduction in the quantity of coarse aggregate with a
maximum size of 9.5 mm (3/8 in.) is needed, because it's Table 4(b)-Modified bulk volume of coarse
absolute volume is already within the range of the aggregate per unit volume of see
EFNARCII method.
For maximum size coarse aggregate of 12.5 mm (1/2 in.), FM

a reduction of 10 to 11% was implemented, whereas for the MAS,mm 2.40 2.60 2.80 3.00
19.0 mm (3/4 in.) coarse aggregate, a higher reduction of 9.5 0.50 0.48 0.46 0.44
15 to 17% was needed. The new dry rodded volumes of 12.5 0.53 0.51 0.49 0.46
coarse aggregate in SCC are given in Table 4(b). This 19.0 056 <0.54, 0.52 0.50
reduction was necessary to increase the amount of fine
ingredients in the SCC mixture to separate the larger size
coarse aggregate and provide for the required mobility. All
volumes of coarse aggregate given in Table 4(b) are within Table 5-Proposed water volume to·total.powder
volume for different compressive strength of
the range specified by the EFNARCII method.
see mixtures
f~, MPa VwlVC+VL
Fine powder quantity (LSP)
According to EFNARC, 11 the volumetric ratio of water to 15 1.10
total powder (cement plus fine powder) is Vw/Vc + VL = . 25 1.05
0.80 to 1.10, where 0.80 was adopted for /d = 75 MPa 35 1.00
(10,875 psi) and 1.10 for /d = 15 MPa (2175 psi). 45 0.95
The lower ratio was assigned to the high-strength concrete 55 0.90
category 75 MPa (10,875 psi), whereas the higher ratio was 65 0.85
assigned. to the low-strength concrete because the high-
75 0.80
strength concrete usually contains a smaller quantity of
water and a large amount of cement. For low-strength
concrete mixtures, the situation is reversed.
From the 50 trial mixtures investigated, a linear relationship 9. Calculate the weight of total powder content (We + WL)
was found to be applicable for relating the VwlV c + VL ratio and total powder volume \V V
c + L) and check with the
with concrete strength in the range of 15 to 75 MPa (2175 to limitations of the EFNARC 1 method.
10,875 psi). Table 5 gives the proposed values for VwlV c+ VL 10. Calculate the fine aggregate content by absolute
for mixture proportioning of SCC with concrete strength level. volume method
1 m3 = Ww/l x 1000 + Wc13.15 x 1000 + WJSGL x 1000
PROCEDURE FOR MIXTURE + W/SGS x 1000 + W/SGG x 1000 + a%
PROPORTIONING OF see
The steps to be followed for proportioning SCC according EXPERIMENTAL VALIDATION OF
to the proposed method are as follows: PROPOSED METHOD
1. From Table 2(b), the maximum weight of water and air This study focuses on producing SCC with specific
content (a) in the mixture is obtained according to maximum compressive strengths using the proposed mixture design
coarse aggregate size (MAS). procedure and an inert powder (limestone powder). In many
2. Obtain the weight of water (Ww) from Fig.!. From papers or reports reviewed in the literature, the SCC
Table 3, the wlc is obtained according to the required compressive strength was divided into two categories of
compressive strength of SCe. concrete-housing or civil engineering-with characteristic
3. Calculate the cement content (We> and calculate the strengths in the neighborhood of 30 or 60 MPa (4350 of
volume of cement (V c), where 8700 psi), respectively.II,19 As mentioned previously, most
We = Wwlw/c, Vc = WclSGC x 1000. previous proportioning methods did not consider building
4. From Table 4(b), the dry-rodded volume of gravel (V G) mixture proportioning on a specific concrete strength. Also,
is obtained. no previous proportioning method took into consideration
5. Calculate the dry weight of gravel (W GD) by multiplying the grading of the fine and coarse aggregate used in
(V G) by the dry-rodded unit weight of gravel. producing SCC (fineness modulus of fine aggregate and
6. Calculate the saturated surface dry (SSD) weight of coarse aggregate maximum size [refer to Table 1]).
gravel: WG = WGD x ( 1 + &'100) The experimental program consisted of testing SCC
7. From Table 5, determine VwlW c + VL ratio for a known mixtures for both fresh and hardened concrete properties.
/d and maximum aggregate size, then calculate the volume The following three different variables were investigated:
.ofpowder (VL). 1. Five nominal concrete compressive strengths of 15, 30,
8. Calculate the powder weight: WL = VL x SGL 45,60, and 75 MPa (2175, 4350, 6525, 8700, and 10,875 psi).
Table 6-Cumulative percent passing of fine TESTING OF CONCRETE
aggregate Testing of fresh SCC mixtures
FM Two tests for determining the fresh properties of see
Sieve, nun 2.40 2.70 3.00 were implemented: the slump flow test and L-box test.11
9.5 100% 100% 100% These tests were chosen for their simple use on construction
sites and for their good results and representation of see
4.75 99% 97.8% 96.5%
fresh properties.
2.36 96% 91.1% 86.2%
The slump flow and T50 time were tests to assess the
1.18 78% 69.3% 60.3%
flowing ability and flow rate of see in the absence of
0.60 53% 44.4% 35.9% obstructions. The slump test can also be used to indicate
0.30 26% 21.1% 16.2% . reSIstance
segregatIOn . 0 f see to an expenence
. d user.' I II , 13
0.15 9% 6.5% 4.9% From Table 8, the ranges for the slump flow and T50 for the
0.075 0% 0% 0% 30 mixtures ranged between 651 to 788 mm (25.6 to 31.0 in.)
and 2.0 to 6.9 seconds, respectively. These values were
within the ranges specified for Sec.II,13 No segregation was
observed on any of the 30 mixtures tested.
On the other hand, the L-box test was used to assess the
2. Two MAS = 9.5 and 19.0 mm (3/8 and 314 in.). flowing ability and passing.ability' of see when flowing
3. Three fine aggregate grading with a fineness modulus through tight openings. between reinforcing bars and other
(FM) = 2.4, 2.7, and 3.0 similar to the range specified by obstructions without segregation or biocking.ll,13 ,\able 8
AeI 211.117 (2.4 to 3.0). also shows the results of the L-box tests on the see
Thirty mixtures in two groups (Group A with an MAS of mixtures. From this table, it can be seen that ~ihe L-box
9.5 rum [3/8 in.] and Group B with an MAS of 19.0 rum [3/4 in.]) results of the 30 mixtures were also within the requirements
were designed according to the proposed method; these two of the Sec.II,13 All mixtures had H IIH2 ratios in the range
groups were tested for their fresh properties as well as of 0.80 to 1.0 and T20 and T40 times between 1.2 to 4.5
compressive strength. seconds and 1.5 to 6.5 seconds, respectively.
These results prove that the proposed method gives accurate
Materials material proportioning that satisfies the see fresh property
Cement-Ordinary portland cement, Type I, complying requirements.
with ASTM e150 was used in this study.
Fine aggregate-Natural siliceous sand complying with Testing of hardened SCC mixtures
ASTM e33 was used. Its specific gravity and absorption see cylinder specimens 152 x 304 rom (6 x 12 in.) were
were 2.66 and 1.7%, respectively. cast without vibration. The molds were covered with plastic
Three fine aggregate grading with a fineness modulus of sheets for a period of 24 hours. On the second day, the molds
2.4, 2.7, and 3.0 were investigated. These grading were were stripped and the cylinders were placed in water. The
obtained by sieving the original sand to break it into its extractable cylinders were then tested according to ASTM e39 to
sizes, and then remixed in certain amounts in accordance with determine their 28-day compressive strength.
Table 6 to obtain required FM. From Table 9, it can be seen that all the designed mixtures
Coarse aggregate-Two gradings of crushed gravel- yielded 28-day compressive strengths in the neighborhood
4.75 to 9.5 mm (3/16 to 3/8 in.) and 4.75 to 19.0 mm (3/16 to of their nominal design strength, except concrete mixtures
3/4 in.)-were used. Their specific gravities and absorptions with a nominal strength of 75 MPa (10,875 psi). These
were 2.65 and 0.57%, respectively. The grading of these mjxtures failed to reach the required design strength level by
aggregate were within the limits of ASTM e33 requirements. approximately 8%. This may be attributed to the intrinsic
Limestone powder (LSP)- LSP has been used as filler for properties of the cement used in this work (ordinary portland
concrete production for many years. It has been found to cement, Type I, Grade 32.5 MPa).
increase workability and early strength and reduce the To adjust this problem, a modification was introduced for
required compaction energy.20 A fine LSP of sedimentary the "i: versus w!c" relationship pr0:.f-0sedin Table 3. Data
origin was used to produce see with a surface area of from several literature researches2 -24 (Table 10) (using
3100 cm2/g. LSP was chosen because of its availability in cement from different sources and LSP as filler material) in
most construction markets and for its cheap price. According addition to the data of this work were used to construct a
to EFNARe, II the particle size of powder must be less than more reliable relationship between concrete compressive
0.125 mm (0.005 in.) to be of most benefit. The specific strength and wlc. Figure 2 plots this data and provides a
gravity of the LSP was 2.7. modified ''I: wlc" relationship. This relationship is given in
High-range water-reducing admixture-To produce see, Eq. (2) as follows
the use of a high-range water-reducing admixture is essential.
The high-range water-reducing admixture used is based on
polycarboxylic ether.21

DESIGN OF SCC MIXTURES Using this relationship, the first proposed wlc for different
Thirty see mixtures were designed according to the concrete strengths will be modified. The modification
proposed method. These mixtures were divided into Groups A needed was found to be for see mixtures with compressive
and B, and they were tested to determine their fresh properties strengths of 55 MPa (7975 psi) or higher; lower-strength
and compressive strength. Table 7 gives the mixture proportions mixtures did not need this modification, and the first
of these 30 see mixtures. proposed values for wlc were kept unchanged. Table 11
 Mixture Cement, kg/m3 LSP, kg/m3 Total powder, kg/m3 Sand, kg/m3 Gravel, kg/m3 Water, Um3 SP: Um3 SP:% w/p
15A2.4' 250.0 277.0 527.0 725.0 833 200 5.30 1.0 0.38
30A2.4 346.0 204.0 550.0 743.0 833 190 6.60 1.2 0.35
45A2.4 474.0 105.3 579.3 758.4 833 180 8.10 1.4 0.31
60A2.4 515.2 82.00 597.2 773.1 833 170 14.9 2.5 0.29
75A2.4 535.0 64.00 599.0 814.0 833 155 18.0 3.0 0.26
15A2.7 225.0 249.0 474.0 753.0 933 180 4.70 1.0 0.38
30A2.7 318.2 189.0 507.2 747.1 933 175 6.10 1.2 0.35
45A2.7 447.4 100.0 547.4 739.0 933 170 7.70 1.4 0.31
60A2.7 500.0 80.00 580.0 727.6 933 165 14.5 2.5 0.28
75A2.7 535.0 64.00 599.0 740.4 933 155 16.8 2.8 0.26
15A3.0 250.0 277.0 527.0 774.3 784 200 5.30 1.0 0.38
30A3.0 346.0 204.0 550.0 792.0 784 190 6.60 1.2 0.35
45A3.0 474.0 105.3 579.3 807.4 784 180 8.10 1.4 0.31
60A3.0 515.2 82.00 597.2 822.1 784 170 .' 14.9 2.5 0.29
,'. '.

75A3.0 535.0 64.00 599.0 863.0 784 155 . ./

... 18.0 3.0 0.26
15B2.4t 225.0 249.0 474.0 803.3 883 180 . 4.70;_ 1.0 0.38
30B2.4 318.2 189.0 507.2 797.1 883 175 6.10 .. ·(2 0.35
45B2.4 447.4 100.0 547.4 789.0 883 170 7.70 IA 0.31
60B2.4 500.0 80.00 580.0 777.6 883 165 14.5 2.5 0.28
75B2.4 535.0 64.00 599.0 790.4 883 155 16.8 2.8 0.26
15B2.7 250.0 277.0 527.0 825.3 733 200 5.30 1.0 0.38
30B2.7 346.0 204.0 550.0 843.0 733 190 6.60 1.2 0.35
45B2.7 474.0 105.3 579.3 858.4 733 180 8.10 1.4 0.31
60B2.7 515.2 82.00 597.2 873.1 733 170 14.9 2.5 0.29
75B2.7 535.0 64.00 599.0 914.0 733 155 18.0 3.0 0.26
15B3.0 225.0 249.0 474.0 853.3 833 180 4.70 1.0 0.38
30B3.0 318.2 189.0 507.2 847.1 833 175 6.10 1.2 0.35
45B3.0 447.4 100.0 547.4 839.3 833 170 7.70 1.4 0.31
60B3.0 500.0 80.00 580.0 827.6 833 165 14.5 2.5 0.28
75B3.0 535.0 64.00 599.0 840.4 833 155 16.8 2.8 0.26
'Superplasticizer (high-range water-reducing admixture).
'Mixture 15A2.4 is 15 MPa see with 2.4 FM sand and 9.5 mm coarse aggregate.
tMixture 15B2.4 is 15 MPa see with 2.4 FM sand and 19 mm coarse aggregate.
Note: 1 em = 0.393 in.; 1 kg = 2.204 1b; 1 kg/m3 = 1.68 lb/yd3; 1 m = 3.28 ft; 1 mm = 0.0393 in.; 1 MPa = 145 psi.

Mixture Slump flow, Tso. L-box, T20, T40• Mixture Slump flow, Tso, L-box, T20, T40,
symbol rom seconds H/H2 seconds seconds symbol rom seconds H/H2 seconds seconds
15A2.4 788 2.0 1.00 1.3 1.5 15B2.4 768 2.3 0.99 1.5 1.9
30A2.4 751 2.6 0.96 1.8 3.5 30B2.4 746 3.4 0.96 2.0 3.3
45A2.4 710 4.0 0.92 2.1 3.9 45B2.4 709 4.9 0.91 2.4 4.3
6OA2.4 695 4.8 0.85 3.2 5.9 60B2.4 671 5.6 0.85 3.3 5.2
75A2.4 655 5.8 0.81 4.1 6.2 75B2.4 654 6.6 0.81 4.3 5.5
15A2.7 770 2.2 0.99 1.5 1.7 15B2.7 784 2.1 1.00 1.2 1.5
30A2.7 745 2.9 0.97 1.9 3.7 30B2.7 738 2.7 0.97 1.7 3.6
45A2.7 698 4.2 0.93 2.3 4.2 45B2.7 711 4.5 0.93 2.0 4.0
60A2.7 665 4.9 0.83 3.4 5.1 6OB2.7 687 5.6 0.88 3.1 5.3
75A2.7 651 5.9 0.80 4.3 6.5 75B2.7 660 6.5 0.83 4.2 6.2
15A3.0 781 2.1 1.00 1.4 1.6 15B3.0 766 2.4 0.99 1.4 1.6
30A3.0 756 2.5 0.97 1.9 3.5 30B3.0 734 3.1 0.96 1.8 3.7
45A3.0 720 4.1 0.93 2.2 4.0 45B3.0 692 4.8 0.92 2.3 4.1
60A3.0 670 5.5 0.86 3.5 5.1 6OB3.0 664 5.7 0.86 3.5 4.5
75A3.0 658 6.1 0.82 4.5 6.3 75B3.0 653 6.9 0.81 4.4 5.6
 MAS =9.5 mm MAS= 19mm
Nominal
f~, MPa Mixture f~, MPa Mixture f~, MPa Mixture f~ ,MPa Mixture f~,MPa Mixture f~ ,MPa Mixture f~, MPa
15 15A2.4 13.9 15A2.7 18.9 15A3.0 16.3 1582.4 19.2 1582.7 15.4 1583.0 18.4
30 30A2.4 29.1 30A2.7 32.8 30A3.0 32.5 3082.4 32.7 3082.7 33.3 3083.0 32.6
45 45A2.4 48.5 45A2.7 49.8 45A3.0 46.3 4582.4 45.2 4582.7 44.4 4583.0 44.6
60 60A2.4 58.2 60A2.7 58.1 60A3.0 59.7 6082.4 57.3 6082.7 58.3 6083.0 59.3
75 75A2.4 63.7 75A2.7 62.5 75A3.0 64.5 7582.4 62.3 7582.7 61.5 7583.0 63.5

Druta22 Rahman23 AJ Salami24

Mixture wlc f~, MPa Mixture wlc f~,MPa Mixture wlc f~,MPa
SI 0.30 65.76 S1.20* 0.80 23.4 S 1.20* 0.78 21.03
S2 0.40 55.45 SI.40 0.53 36.5 SI.40 .0.47· , 42.06
4···

S3 0.45 48.46 S 1.60 0.40 53.7 SI.,60 :/ 6.36."' . 51.30

S4 0.50 36.98 SI.80 0.30 72.4 Sr.80 0.30 67.75,.
S5 0.60 29.08 S2.20t 0.80 22.4 S2.20t 0.87 19:43
- - - S2.40 0.53 40.3 S2.40 0.53 46.40
- - - S2.60 0.40 55.2 S2.60 0.36 58.47
- - - S2.80 0.30 70.2 S2.80 0.29 70.70
real
*S1.20 is see mixture with maximum aggregate size of 9.5 mm and nominal strength of 20 MPa.
t S2.20 is see mixture with maximum aggregate size of 19 mm and nominal strength of 20 MPa.
po\'
Note: 1 mm = 0.0393 in.; 1 MPa = 145 psi. 599
9.5
lb/y
9
f~,MPa 15 20 25 30 35 40 45 50 55 60 65 70 75 byt
Proposed wlc' 0.8 0.7 0.62 0.55 0.48 0.43 0.38 0.35 0.34 0.33 0.32 0.31 0.29 11
Modified wlc 0.43 0.38 0.36 0.31
SC(
0.8 0.7 0.62 0.55 0.48 0.34 0.33 0.29 0.27
(25.
*Table4.
Note: 1 MPa = 145 psi. 2.0
0.8t
and
95 SCC, with an emphasis on the fresh properties of SCC rather thq
90
.5 than concrete strength. From the results of the experimental 11
80
75 work, the following conclusions were drawn: sive
70
1. A new method for proportioning SCC was developed. This stren
65
_ 60
method was built on two well-known mixture proportioning This
ni S5
••• 50
methods: the ACI 211.1 J7 method for proportioning CC and the thep
~ 45
u 40 EFNARC method II for proportioning SCe. The original AO SCC
~ 35 (217.
30 211.1 J7 method had a range of design compressive strength of
25
20 15 to 40 MPa (2175 to 5800 psi). This range was expanded to
15
10
cover the proportioning of SCC with a compressive strength
5
o
range of 15 to 75 MPa (2175 to 10,875 psi).
a
o 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 2. The water content of SCC mixtures was related to both f~
W/C the maximum aggregate size and concrete strength. This H1,H
concept differed from that used in proportioning CC in which SGC
Fig. 2-Modified fc' versus w/c relationship for see adopting the water content was related to the maximum aggregate size SGG
SGL
present and previous research works. (Note: 1 MPa = 145psi.) and workability of the mixture. This modification was necessary SGS
due to the use of high-range water-reducing admixture in SSD
SCC, which will determine the fmal concrete flowing ability. T20,T",
gives the new values for the w/c versus different concrete The maximum water contents of the mixtures were changed Tso
compressive strengths. Vc
(reduced) with the increase in concrete strength. VG
3. The maximum cement content was limited to 557 kg/m3 VL
CONCLUSIONS (935 Ib/yd3) to be in line with that specified in literature for Vw
In this work, the goal was to develop a mixture proportioning high-strength concrete.18 Wc
method for designing SCC mixtures with particular reference 4. The coarse aggregate content depended on the MAS and WG
to compressive strength and to take into consideration the fine aggregate fmeness modulus. The quantity of coarse
effect of the grading of fine and coarse aggregate. All previous aggregate specified by ACI 211.117 was acceptable for
methods gave only general guidelines for the proportioning of coarse aggregate with an MAS of 9.5 rnm (3/8 in.), whereas
coarse aggregate with an MAS of 12.5 and 19.0 mm (1/2 and W CD weight of dry coarse aggre~ate in I m3 (35 ft3) of concrete
3/4 in.) average reductions of 11% and 16% were introduced, WL weight of powder to in I m (35 ft3) of concrete
Ws weight of sand in I m3 (35 ft3) of concrete
respectively. These reductions were important to make the Ww weight of water in I m3 (35 ft3) of concrete
coarse aggregate content meet the requirements of the w/c w/cm by weight
EFNARe method. II All previous mixture proportioning
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