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KSCE Journal of Civil Engineering (2013) 17(4):1-8
DOI 10.1007/s12205-013-0236-x
− 1 −
www.springer.com/12205
Structural Engineering
Experimental Study on Strength Gaining Characteristics
of Composite Cement Concrete
Md. Alhaz Uddin*, Mohammed Jameel**, Habibur Rahman Sobuz***,
and Md. Shahinul Islam****
Received May 13, 2012/Revised July 11, 2012/Accepted August 19, 2012
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Abstract
This study deals with experimental investigation of strength gaining characteristics of concrete made with Portland CompositeCement (PCC) and Ordinary Portland Cement (OPC). Compressive strength of concrete is often considered as a measure todetermine the rate of strength gain of concrete with age and different cement composition. Strength developments of five concretetypes have been investigated in terms of cement content and curing duration. Experimental observations on 495 specimens revealthat the early age strength of PCC concrete is lower than that of OPC concrete. Based on the test results, lack of proper pozzolanicreaction in the presence of fly ash in PCC concrete strength is lower at early age. The pozzolanic activity of fly ash also contributes tothe strength gain at later stages of continuous curing. This study also concludes that drying ambient conditions reduce the strengthpotential of PCC concrete as the secondary (pozzolanic) reaction fails to contribute to the development of strength.
Keywords: strength gain, cement composition, curing time, compressive strength, pozzolanic reaction
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1. Introduction
The strength of concrete is one of the most important engineering
properties of construction materials. There are many factors
affecting the rate of strength gain of concrete. Concrete is
composed of cement as well as other cementitious materials such
as fly ash, slag, coarse aggregate, fine aggregate, water, and
chemical admixtures. In building construction sector, there is a
common complain that concrete does not gain target strength
within specified period (28 days). A decision should be taken at
the time (28 days) to remove formwork depend on the rate of
strength gain of the concrete considering safety, economy and
quality. Freiesleben and Pedersen (1977) reported that the rate of
strength gain of concrete depends on temperature. In view of,
Saul (1951) and Kim et al. (1998) investigation the strength gain
of concrete is subjected to combined effect of curing time and
temperature during hardening process. They found that the
concrete gain strength at early-age subjected to a high temperature.
In an experimental study, Price (1951) and Zhutovsky and
Kovler (2012) pointed out that due to the first 2 hrs of curing at
high temperature concrete gain a higher strength at early stage.
Strength development in concrete at early stage due to effect of
curing temperature was reported by Klieger (1958) and Toe et al.
(2010). Strength at any given age and rate of strength gain of
mortars and concretes containing fly ash will depend on the
pozzolanic reactivity of the fly ash (Jansen et al., 2012; Wongkeo
et al., 2012), the richness of the mix, the character and grading of
the aggregate, the water content of the mix and the curing
conditions (Brue et al., 2012; El-Nemr, 2011; Hobbs, 1983).
Sometimes dying ambient disorders significantly reduce the
strength potential of concrete made with PCC for secondary
(pozzolanic) reaction fails to contribute to gain of strength
(Mahasneh and Shawabkeh, 2004; Razak and Sajedi, 2011; Sata
et al., 2012).
Incorporation of fly ash in concrete improves workability and
thereby reduces the water requirement with respect to the
conventional concrete. Among numerous other beneficial
effects are reduced bleeding, reduced segregation, reduced
permeability, increased plasticity, lowered heat of hydration
(Shafiq 2011), and increased setting times (ACI, 1987;
Mahasneh and Shawabkeh, 2004). A critical drawback of the
use of fly ash in concrete is that the rate of strength gain of fly
ash concrete is slower but it is sustained for longer periods than
the rate of the strength increase of Portland cement concrete
*Ph.D. Candidate, School of Civil, Environmental and Mining Engineering, University of Adelaide, Adelaide, South Australia, 5005, Australia (Corre-
sponding Author, E-mail: mauce52@siswa.um.edu.my)
**Senior Lecturer, Dept. of Civil Engineering, University of Malaya, 50603 Kuala Lumpur, Malaysia (E-mail: jameel@um.edu.my)
***Ph.D. Candidate, School of Civil, Environmental and Mining Engineering, University of Adelaide, Adelaide, South Australia, 5005, Australia (E-mail:
habibkuet@gmail.com)
****Researcher, Dept. of Civil Engineering, Bangladesh University of Engineering and Technology, Bangladesh (E-mail: shahinul02@gmail.com)
Md. Alhaz Uddin, Mohammed Jameel, Habibur Rahman Sobuz, and Md. Shahinul Islam
− 2 − KSCE Journal of Civil Engineering
(Chindaprasirt et al., 2005; Hwang et al., 2004). Kaosar (2006)
has made a study on brick aggregate concrete with varying
amount of fly ash content where fly ash were added directly at
the time of mixing. Then compressive strength and two types
of durability test such as chloride resistance (Florea and
Brouwers, 2012) and sulfate resistance tests have been
performed to evaluate the effects of fly ash on strength and
durability of brick aggregate concrete (Ahmadi and Shekarchi,
2010; Golestanifar and Ahangari, 2011). Cement manufacturing
companies of Bangladesh have been using fly ash in cement to
minimize the rising production cost of cement. These fly ash
containing cement are available in the market named as
“Portland Composite Cement”. It is observed that the
proportions of different ingredients of PCCs are varied among
the different cement manufacturing companies. Thus, it is
necessary to investigate the strength gaining property of
concrete made with PCC both at early and later ages.
In this study, strength development of five different composition
cement types has been investigated in terms of different
curing condition. In the framework of experimental study
during 365 days; mortars have been prepared with different
composition cement such as clinker, fly ash, gypsum, slag
and limestone which kept at two different curing conditions.
It is found that PCC concrete has shown lower early age
strength than OPC whereas, at later ages both of the concrete
is providing approximately similar strength characteristics
due to continuous curing conditions and well performed
pozzolanic reaction activities.
2. Materials and Methods
This experimental study represents a general scenario of the
strength gain characteristics of concrete made with PCC and
OPC both at earlier and later ages. All properties of concrete
ingredients are kept constant and cement type is varying with
different composition. The work is performed using locally
available materials such as stone chips, sand (Coarse Sand) and
cement (Portland composite and ordinary Portland). The
concrete have been cured in two different ways, one set of
concrete specimens have been cured continuously until they are
tested while the other set of concrete specimens have been cured
only 14 days under water to know effect of continuous curing
over 14 days curing (Zhao et al., 2012).
2.1 Materials Properties
2.1.1 Properties of Aggregate
Aggregate act as an inert filler in concrete providing improved
volume stability. Locally available coarse sand has been used for
this project as fine aggregate. The physical properties of fine
aggregate are shown in Table 1. Crushed stone has been used in
this project as coarse aggregate whose physical properties are
also shown in Table 1.
The gradations of fine and coarse aggregates have been
obtained by sieve analysis (Fig. 1), according to standard ASTM
C 136. A suitable gradation of an aggregate in PCC and OPC
mixture is important in order to secure strength gain of the
concrete mix (Celik et al., 2008; Sharifi, 2012). The fineness
modulus of fine and coarse aggregate are obtained from sieve
analysis is 2.73 and 6.74 respectively.
2.1.2 Properties of Cement
Cement is a cementitious material in concrete mixture. The
properties of concrete ingredients (coarse aggregate, fine aggregate,
water) have been kept constant, only the cement type has been
changed. In this project PCC of four different types and one
ordinary (ASTM Type I) Portland cement (OPC) have been used
in making concrete. Specific gravity of OPC is 3.15. The
chemical compositions and cement ingredient of different type
are shown in Table 2 and Table 3 respectively.
Table 1. Physical Properties of Fine and Coarse Aggregate
Properties Local sand Crushed stone
Maximum aggregate size, mm 2.36 19
Bulk Specific gravity 2.56 2.71
Absorption capacity, % 1.21 0.45
Unit weight, kg/m3 - 1556
Fineness modulus 2.73 6.74
Fig. 1. Sieve Analysis of Fine and Coarse Aggregate
Table 2. Chemical Composition of PCC and OPC
Constituent PCC OPC
SiO2 20.60 19.24
Al2O3 4.74 4.78
Fe2O3 3.28 2.90
CaO 64.82 64.05
MgO 1.84 1.65
SO3 2.4 3.36
Na2O 0.21 0.25
K2O 0.38 0.81
LOI 1.73 2.96
Experimental Study on Strength Gaining Characteristics of Composite Cement Concrete
Vol. 17, No. 4 / May 2013 − 3 −
Table 3. Proportions of ingredients in cements
IngredientPCC OPC
Type-A (%) Type-B (%) Type-C (%) Type-D (%) Type-E (%)
Clinker 66.4 74.53 72.32 87.56 96.47
Gypsum 3.36 3.21 2.90 1.77 3.53
Slag, Fly Ash, Limestone 30.24 22.26 24.78 10.67 -
Table 4. Amount of Ingredients Required for Making Concrete
Target strength MPa Slump, (mm) Cement, Kg/m3 Water, Kg/m3 Fine aggregate, Kg/m3 Coarse aggregate, Kg/m3
17.24 (76-101) 476.74 357.46 1460.53 1798.11
27.58 (25-51) 581.55 331.21 1442.77 1798.11
41.37 (25-51) 807.95 331.21 1255.94 1798.11
Table 5. w/c Ratio of Concrete Mixtures
28 day compressive strength (MPa)
Non air Entrained
Air Entrained
17.24 0.75 0.67
27.58 0.57 0.48
41.37 0.41 ---
Fig. 2. Preparing of Concrete Specimens: (a) Casting, (b) Compacting on Vibration Table
Fig. 3. Placing of Concrete Specimens into the Curing Tank
2.2 Mixture Compositions
According to ACI mix design method, the required quantity of
cement, sand, fine aggregate and coarse aggregate have been
mixed for target strength of 17.24 MPa, 27.58 MPa and 41.37
MPa (Table 4). Concrete mixtures have been proportioned using
w/c ratios (Table 5) in air entrained and non-air entrained
condition. Slump value of mixtures was different according to
target strength as shown in Table 4.
2.2.1 Preparation of Test Specimens
Concrete specimen have been casted for the target strength of
17.24 MPa, 27.58 MPa and 41.37 MPa using PCC of four
different types and one OPC. The steel molds (cylindrical in
shape with 100 mm diameter and 200 mm height) have been
used for casting of all specimens and then, compacted using a
vibrating table (Fig. 2). After that, leaving the molded concrete
specimens in place of hardening for a period of 24 h, and then de-
molded. The total 495 numbers of concrete specimens have been
prepared according to different curing condition (continuously
curing and only 14 days curing). In this project PCC of four different
compositions and one OPC have been used in making concrete for
target strength of 17.24 MPa, 27.58 MPa and 41.37 MPa.
2.2.2 Curing of Specimens
Concrete specimens have been cured in two different ways,
one set of concrete specimens have been cured continuously
until testing while the other set of concrete specimens have been
Md. Alhaz Uddin, Mohammed Jameel, Habibur Rahman Sobuz, and Md. Shahinul Islam
− 4 − KSCE Journal of Civil Engineering
Fig. 4. Compressive Strength Test: (a) Applying Load on the Concrete Cylinder by Compression Test Machine, (b) Failure Surface of the
Crushed Concrete Cylinder
Fig. 5. Comparison of Compressive Strength Gain with Age of
Concrete Made with Various Cement for 17.24 MPa
Fig. 6. Comparison of Compressive Strength Gain with Age of
Concrete Made with Various Cement for 27.58 MPa
Fig. 7. Comparison of Compressive Strength Gain with Age of
Concrete Made with Various Cement for 41.37 MPa
cured only 14 days under water in the laboratory. These 14 days
cured specimens have been kept in air until testing. A curing tank
has been constructed for curing the concrete specimens properly
(Fig. 3). The temperature of the curing water varies from 20 to
25oC and relative humidity 55 to 75%.
2.3 Testing Procedure
The rate of strength gain with age of concrete is determined in
accordance with ASTM C39 (1996). Compressive strength is
one of the most important and useful properties of concrete. It
usually gives an overall picture of the quality of concrete because
it is directly related to the structure of the hardened cement paste
(Ozturk and Baradan, 2011; Woo et al., 2011). Compressive
strength test (Fig. 4) of moist cured concrete specimens has been
carried out after removal from moist storage. The compressive
strength of concrete cylinders has been tested at 3, 7, 14, 28, 90,
180, 365 days of concrete.
3. Test Results and Discussion
3.1 Relative Strength Gain
PCC and OPC concrete shows different characteristics in
strength development at early and later ages. Figs. 5-7 shows the
variation of strength gain characteristics of concrete at early and
later ages with cement type at continuous curing condition that
have been designed for target strengths of 17.24 MPa, 27.58
MPa and 41.37 MPa respectively.
It can be seen from Fig. 5 that the relative strength gain of PCC
and OPC concrete for target strength of 17.24 MPa. As seen
from Fig. 5, the compressive strength increases in all specimens
with time. The percentage of target compressive strength gain at
early ages (3 days, 7 days, 14 days) of PCC concrete is lower
than that of OPC concrete but at later ages (180 days) is almost
same. The only exception is found in case of cement type-D
Experimental Study on Strength Gaining Characteristics of Composite Cement Concrete
Vol. 17, No. 4 / May 2013 − 5 −
where the percentage of target compressive strength gain of
concrete at early age (3 days) is higher than other kinds (type-A,
type-B, type-C), since type-D contains highest percentage of
clinker 87.56% thus lower percentage of fly ash whereas cement
type A and C contain 66.4% and 72.32% clinker respectively
and type-B contains 74.53% clinker. Fig. 5 also shows that the
strength gain curve fitting for all cement composition of target
strength 17.24 MPa. The best cement composition is fc
(OPC)E =
0.0322Ln(t) + 14.372 with R² = 0.6191 and worst cement
composition is fc (PCC)B = 0.0421Ln(t) + 10.617 with R² =
0.706; where fc is compressive strength in MPa, t is age of
specimen in days, and R2 is the coefficient of correlation.
The relative strength gain of concrete for target strength of
27.58 MPa for PCC and OPC which is shown in Fig. 6. It can be
seen from Fig. 6 that PCC concrete have gained 15 percent less
strength at 14 days of age than that of OPC conrete. But at the
later age, they have gained similar percentage of target strength
at continuous curing condition. The only exception is found in
case of cement type-D where the percentage of target compressive
strength gain of concrete at early age (3 days) is higher than PCC
concrete of cement types (type-A, type-B, type-C) since type-D
contains higher percentage of clinker thus lower percentage of
fly ash. Fig. 6 also shows that the strength gain curve fitting for
all cement composition of target strength 27.58 MPa. The best
cement composition is fc (OPC)E = 0.0448Ln(t) + 19.406 with R²
= 0.5551 and worst cement composition is fc (PCC)C =
0.0542Ln(t) + 16.005 with R² = 0.6267; where fc is compressive
strength in MPa, t is age of specimen in days, and R2 is the
coefficient of correlation.
The relative strength gain of PCC and OPC concrete for target
strength of 41.37 MPa is shown in Fig. 7. It is found that PCC
concrete gains 15 to 20 percent less strength at early ages (3
days, 7 days, 14 days) than OPC concrete. But at later ages (180
days), PCC have gained only 5 percent less strength than of OPC
concrete at continuous curing condition. Fig. 7 also shows that
the strength gain curve fitting for all cement composition of
target strength 41.37 MPa. The best cement composition is fc
(OPC)E = 0.0383Ln(t) + 32.657 with R² = 0.5288 and worst
cement composition is fc (PCC)B = 0.0573Ln(t) + 25.057 with R²
= 0.6242; where fc is compressive strength in MPa, t is age of
specimen in days, and R2 is the coefficient of correlation.
3.2 Development of Compressive Strength of Concrete at
Early Ages
Figure 8 shows that PCC concrete type A, B, C and D for
target strength of 17.24 MPa has gained 55 to 60 percent and 80
to 85 percent of target strength at 7 days and 28 days of age at
continuous curing condition. At 14 days curing condition, it has
gained 80 percent of its target strength at 28 days of age. On the
other hand, OPC concrete type E has gained 75 percent and 100
percent of the target strength at 7 days and 28 days of age of
concrete at continuous curing condition and 95 percent of target
strength at 28 days of age at 14 days curing condition.
Figure 9 shows that PCC concrete type A, B, C and D for
target strength of 27.58 MPa has gained 50 to 60 percent and
80 percent of target strength at 7 days and 28 days of age at
continuous curing condition. At 14 days curing condition, it
has gained 75 to 80 percent of its target strength at 28 days of
age. On the other hand, OPC concrete type E has gained 60
percent and 95 percent of the target strength at 7 days and 28
days of age of concrete at continuous curing condition and 90
Fig. 8. Variation of Target Strength at 7 and 28 days with Cement
type for 17.24 MPa Target Strength
Fig. 9. Variation of Target Strength at 7 and 28 days with Cement
type for 27.58 MPa Target Strength
Fig. 10. Variation of Target Strength at 7 and 28 days with Cement
type for 41.37 MPa Target Strength
Md. Alhaz Uddin, Mohammed Jameel, Habibur Rahman Sobuz, and Md. Shahinul Islam
− 6 − KSCE Journal of Civil Engineering
percent of target strength at 28 days of age at 14 days curing
condition.
Figure 10 shows that PCC concrete type A, B, C and D for
target strength of 41.37 MPa has gained 55 to 60 percent and 80
percent of target strength at 7 days and 28 days of age at
continuous curing condition. At 14 days curing condition, it has
gained 75 to 80 percent of its target strength at 28 days of age.
On the other hand, OPC concrete type E has gained 70 percent
and 95 percent of the target strength at 7 and 28 days of age of
concrete at continuous curing condition and 90 percent of target
strength at 28 days of age at 14 days curing condition.
3.3 Time Required to Gain Full Target Strength
The time required to gain the full target strength of PCC and
OPC concrete have been estimated when they are cured at
continuous curing condition. Fig. 11 shows the time required
by concrete made with PCC relative to OPC to gain full target
strengths of 17.24 MPa, 27.58 MPa and 41.37 MPa
respectively. It is found that PCC concrete for target strengths
of 17.24 MPa, 27.58 MPa and 41.37 MPa required 50 to 70
days, 80 to 100 days and 180 to 200 days respectively to gain
full target strength. At the same condition, OPC concrete for
target strengths of 17.24 MPa, 27.58 MPa and 41.37 MPa
required 30 days, 40 days and 90 days respectively to gain full
target strength.
3.4 Effect of Curing on Strength Development of Concrete
Concrete properties are significantly influenced by curing
since it greatly effects the hydration of cement. A proper curing
maintains a suitably warm and moist environment for the
development of hydration products and thus reduces the porosity in
hydrated cement paste and increases the density of microstructure
in concrete.
Table 6 shows that PCC concrete specimens have gained full
target strength (17.24 MPa) within 90 days at 14 days curing
condition. Concrete specimens have gained 120 to 140 percent
of target strength after 365 days for 14 days curing and
Table 6. Compressive Strength Gain with Age of Concrete for 17.24 MPa
Cement Type Curing condition% of Compressive strength
28 days 90 days 180 days 365 days
A(PCC)14 days curing 084.72 101.04 113.6 119.52
Continuous curing 087.56 102.92 121.32 132.4
B(PCC)14 days curing 083.56 104.76 113.72 119.2
Continuous curing 084.96 105.28 123.84 135.56
C(PCC)14 days curing 084.68 108.96 117.92 124.28
Continuous curing 090.84 111.92 127.48 137.88
D(PCC)14 days curing 087.64 110.2 118.2 123.2
Continuous curing 092.04 110.48 126.44 137.04
E(OPC)14 days curing 101 115.92 122.08 126.72
Continuous curing 102.72 119.8 132.36 138.12
Table 7. Compressive Strength Gain with Age of Concrete for 27.58 MPa
Cement Type Curing condition% of Compressive strength
28 days 90 days 180 days 365 days
A(PCC)14 days curing 78.175 087.625 090.675 092.85
Continuous curing 79.575 098.825 103.075 107.025
B(PCC)14 days curing 74.15 090.35 097.225 098.7
Continuous curing 76.65 096.95 111.125 117.175
C(PCC)14 days curing 79.65 096.325 101.55 104.1
Continuous curing 81.9 099.7 108.075 115.6
D(PCC)14 days curing 83.55 096.7 103.55 105.55
Continuous curing 84.65 102.925 113.675 121.35
E(OPC)14 days curing 94.4 101.2 107.125 109.8
Continuous curing 95.85 105.175 112.725 117.075
Fig. 11. Time Required for Gaining Full Target Strength at Different
Cement type at cOntinuous Curing Condition
Experimental Study on Strength Gaining Characteristics of Composite Cement Concrete
Vol. 17, No. 4 / May 2013 − 7 −
continuous curing condition. OPC concrete have gained 140
percent and 125 percent of target strength at continuous curing
and 14 days curing condition respectively after 365 days.
Table 7 shows that PCC concrete specimens have gained full
target strength (27.58 MPa) within 180 days at 14 days curing
condition. Concrete specimens have gained 110 to 120 percent
and 95 to 105 percent of target strength after 365 days at
continuous curing and 14 days curing condition respectively.
OPC concrete have gained 120 percent and 110 percent of target
strength at continuous curing and 14 days curing condition
respectively after 365 days.
Table 8 shows that PCC concrete specimens have failed to gain
full target strength (41.37 MPa) within 365 days at 14 days
curing condition. Concrete specimens have gained 100 percent
and 90 percent of target strength after 365 days at continuous
curing and 14 days curing condition respectively. OPC concrete
have gained 105 percent and 95 percent of target strength at
continuous curing and 14 days curing condition respectively
after 365 days. It is suggested that adequate curing at early ages
as well as later ages is essential to continue the pozzolanic
reaction in concrete which contribute to the development of
strength of concrete made with PCC.
4. Conclusions
This experimental study has investigated the strength gain
characteristics of five different composition cement types in
terms of different curing conditions. The compressive strength
gain at early ages of Portland cement concrete is lower than that
of ordinary Portland cement concrete. Lack of proper Pozzolanic
reaction in the presence of fly ash in PCC concrete strength is
lower at early age. The pozzolanic activity of fly ash also
contributes to the strength gain at later stages of continuous
curing. But at later ages, the strength of PCC concrete and OPC
is almost same to continuous curing. At continuous curing
condition, PCC concrete for the target strengths of 17.24 MPa,
27.58 MPa, and 41.37 MPa requires 50 to 70 days, 80 to 100
days and 180 to 200 days respectively to gain full target strength
and at 14 days curing condition, it requires 90 days and 180 days
to gain the target strength of 17.24 MPa and 27.58 MPa
respectively. But it fails to gain the target strength of 41.37 MPa
in 365days at 14 days curing condition. The compressive
strength of five different compositions cement increased with
increasing curing time. Adequate curing at early ages as well as
at later ages is essential in the strength development of PCC
concrete. It can be concluded that drying ambient conditions
reduce the strength potential of PCC concrete as the secondary
(pozzolanic) reaction fails to contribute to the development of
strength. This characteristics of strength development can
significantly increase the use of PCC in construction of mass
concrete to be used in water related structure.
Acknowledgements
The authors gratefully acknowledge Civil Engineering Department
of Bangladesh University of Engineering & Technology and the
grant RG093-10AET provided by University of Malaya.
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Table 8. Compressive Strength Gain with Age of Concrete for 41.37 MPa
Cement Type Curing condition% of Compressive strength
28 days 90 days 180 days 365 days
A(PCC)14 days curing 82.37 088.58 090.63 089.75
Continuous curing 83.20 091.63 096.93 101.87
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Continuous curing 77.37 090.22 095.92 101.05
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Continuous curing 80.78 093.97 099.17 104.30
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Continuous curing 86.42 095.83 100.13 102.62
E(OPC)14 days curing 91.00 094.43 097.10 097.92
Continuous curing 93.23 100.97 103.38 104.92
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