Effects of high temperatures on mechanical behavior of high strength concrete reinforced with high performance synthetic macro polypropylene (HPP) fibres

Construction and Building Materials 165 (2018) 631–638

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Construction and Building Materials
journal homepage: www.elsevier.com/locate/conbuildmat

Effects of high temperatures on mechanical behavior of high strength
concrete reinforced with high performance synthetic macro
polypropylene (HPP) fibres
Reza Abaeian, Hamid Pesaran Behbahani ⇑, Shahram Jalali Moslem
Department of Civil Engineering, Isfahan (Khorasgan) Branch, Islamic Azad University, Isfahan, Iran

h i g h l i g h t s
 HPP Fibers did not have significant effect on the compressive strength of concrete.
 Mechanical properties of HSC were enhanced when HPP fibers were added.
 Addition of HPP fibers postponed the spalling of HSC when exposed to high temperatures.
 Discussion about the optimum dosages of HPP fibers was made.

a r t i c l e

i n f o

Article history:
Received 29 September 2017
Received in revised form 8 January 2018
Accepted 9 January 2018

Keywords:
High strength concrete
High performance synthetic macro

polypropylene fibres (HPP)
Fibre reinforced concrete
High temperatures

a b s t r a c t
Today, the advancement of technology and the achievement of increasing innovations in the field of
building materials have increased high-strength concrete (HSC) production. The use of this material
has been increased due to economic and technical reasons in the construction of concrete sections.
However, the more compressive strength of the concrete is, the more concrete becomes brittle and its
tensile strength does not increase with increasing compressive strength. HSC is also more vulnerable
to high temperatures due to its high density and low porosity compared to conventional concrete.
Researchers have proposed different methods including the use of polypropylene fibres in concrete
mix designs in order to overcome these defects of HSC. In this study, a new type of polypropylene fibres,
called high performance synthetic macro polypropylene fibres (HPP), have been used in dosages of 1, 2
and 3 kg/m3. Tests on hardened concrete include compressive strength, tensile strength and flexural
strength at temperatures of 25, 100, 200 and 300 °C. By adding 1 kg of fibres to HSC, its compressive
strength, tensile strength and flexural strength increased up to 14, 17 and 8.5%, respectively.
Furthermore, the greatest improvement in the mechanical properties of concrete exposed to high temperatures was obtained when 1 kg/m3 of fibres was added to HSC.
Ó 2018 Elsevier Ltd. All rights reserved.

1. Introduction
Concrete is one of the most important and most popular
building materials, featuring advantages such as plasticity prior
to hardening, good compressive strength and the availability of
its constituent materials. Due to advances in technology, the use
of high-strength concrete (HSC) has been increasing in recent
years. In parallel, many studies have been done to improve the
weaknesses of this type of concrete, including its low tensile

⇑ Corresponding author.

E-mail addresses:
(H.P. Behbahani).

,

/>0950-0618/Ó 2018 Elsevier Ltd. All rights reserved.



strength and ductility compared to its compressive strength [1,2]
and its greater vulnerability at high temperatures among various
types of concrete. Studies show low resistance of concrete in high
temperatures, so that exposure of concrete to high temperatures
leads to cracking and explosive spalling. Accordingly, the strength
and modulus of elasticity of HSC drops significantly [3–9].
Concrete may be exposed to high temperatures in cases such as
the occurrence of fire in concrete structures, in the explosion of jet
engines, in factories in the extraction and melting of metals, in some
chemical plants where concrete is close to the furnace, and relatednuclear activities. Adding fibres is the most widely known method to
prevent spalling of HSC [10–17]. Among fibres, adding polypropylene (PP) into HSC shows better performance in order to increase


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R. Abaeian et al. / Construction and Building Materials 165 (2018) 631–638

Table 1
Technical specifications of studied HPP fibres compared with a typical PP fibre.
Type of Fibre

Physical Shape

Density (gr/cm3)

Tensile Strength (MPa)

Modulus of Elasticity (MPa)

Melting Point (°C)

Diameter (mm)

Length (mm)

HPP
Typical PP Fiber

Sinusoidal shape
Straight

0.9
0.9–0.91

700
400–500

3800
3500

200

160–170

0.9
–

50
–

Fig. 1. Physical shape of fibres (a) studied HPP fibres (b) typical type of PP fibres.

Table 2
Concrete mix design of samples.
Type of Concrete Sample

W/C

Dmax
(mm)

Coarse Aggregate
(kg/m3)

Fine Aggregate (kg/m3)

Cement
(kg/m3)

Fibre Content
(kg/m3)

Super Plasticizers (%)

NC
HSC
HSC.1
HSC.2
HSC.3

0.4
0.35
0.35
0.35
0.35

19.5
19.5
19.5
19.5
19.5

1024
898
898
898
898

671
646
646
646

646

462
572
572
572
572

0
0
1
2
3

0
0.3
0.3
0.3
0.3

resistance of HSC at elevated temperatures [18–20]. In addition, it
caused improvement in the mechanical properties of HSC and its
shrinkage control [21–27]. Investigating the spalling phenomena
for concrete by incorporating polypropylene fibres, Lura and Terrasi
[18] found that spalling was substantially decreased by adding to the
concrete small quantities (almost 0.1% by volume) of fibres made
from a low melting-point polymer. Noumowe [28] and Sahmaran
et al. [29] studied the mechanical and microstructure properties of
HSC in face of high temperatures. It was found that the pore structure at high temperature may have a considerable influence on the
spalling behavior of the high strength polypropylene fibre concrete.

Polypropylene fibres are melted when exposed to high temperatures, and creating channels in concrete mass prevents the formation of high vapor pressure in concrete pores, which reduces the
spalling of concrete. In addition, the fibrous concrete cool slower
than normal concrete, resulting in fewer cracks in cooling phase.
Other researches have studied properties of HSC with combination
of Polypropylene and other fibres, e.g. steel fibres in order to improve
the mechanical properties of HSC [30,31].
This study investigates the effects of adding a new type of
polypropylene fibres, called high performance synthetic macro
polypropylene fibres (HPP), on the mechanical properties of concrete at elevated temperatures up to 300 °C. These fibres are made

of polymer materials that have an especial sine-shape. The physical
shape of these fibres makes them superior for concrete mixture
when compared with the common type of fibres. In addition, compared to typical fibres, they also have a higher modulus of elasticity
and tensile strength [32,33]. Among advantages of this type of fibre
are enhancing the concrete resistance to stress, fatigue, heat, and
increase tensile, shear and flexural strength in concrete. Table 1
shows the differences between properties of HPP fibers and a
common type of polypropylene fibers. Their physical shapes are
displayed in Fig. 1. The objectives of this research are (i) to obtain
the effect of high temperatures on the mechanical properties of
conventional normal concrete (NC) and HSC; (ii) to study the effect
of adding polypropylene fibres with different dosages on mechanical properties of HSC; (iii) to examine mechanical behavior of high
strength HPP fibre concrete at elevated temperatures up to 300 °C.

2. Test program and procedures
2.1. Concrete mix design and testing
Two different types of concrete including normal concrete and
HSC are used in this research with strength of 25 and 69 (MPa).

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R. Abaeian et al. / Construction and Building Materials 165 (2018) 631–638

Fig. 3. Studied fresh concrete containing HPP fibres.

Fig. 2. A view of used electric oven.

Chemical analysis
Blaine (cm2/gr)
SiO2 (%)
Al2O3 (%)
Fe2O3 (%)
CaO (%)
MgO (%)
SO3 (%)

Compressive strength (MPa)

Effects of adding HPP fibres on properties of HSC were studied at
three different dosages of 1, 2 and 3 kg per cubic meter of concrete.
The mix design to achieve HSC was in accordance with DOE
method [34] and is presented in Table 2. Naming the samples
was done in such a way as to represent the type of sample. HSC
represents high strength concrete and the number after that
indicates the fibre content in a cubic meter of HSC. NC represents
the normal concrete.
Concrete samples were tested at day 7 and day 28, and three
samples were made for each design. The experiments carried out
in this study are compressive strength test in accordance with B.

S 1881: Part 116 standard, splitting tensile strength test according
to ASTM C496/C496 M-04 regulation, flexural strength test following ASTM C293. The samples were exposed to three different temperatures of 100, 200 and 300 °C according to ISO-834 standard
using oven. The electric oven used in this study is shown in
Fig. 2. The number and type of studied specimens and testing procedure are presented in Table 3.
Different methods are used to make fibre reinforced concrete.
Type of work, facilities and equipment are among the factors that
are important in choosing production methods. It should be noted
that in any method of production of fibre reinforced concrete, the
distribution of fibres in a mixture should be homogeneous to prevent fibres from balling. The balling or conglobation of fibres during the mixing process depends on several factors, with the most
important parameter being the aspect ratio. Other factors that
affect the fibre distribution include fibre percentages, grain size,
aggregate size and quantity, the ratio of water to cement, mixing
method. Higher amount of aspect ratio, volume percentage of
fibres, and size of the aggregates increased the tendency for balling. The fibre concrete mixing design is similar to other concrete
and for a specified mixture, the slump decreases with increasing
fibre content. For a uniform distribution of fibres in the mixture,
the proper performance of the concrete is important. Additives
materials may be used to create air bubbles, water reduction and
shrinkage control. In Fig. 3, an illustration of the studied fresh fibre
reinforced HSC is presented.

Table 4
Properties of used cement.

80

69

3200 ± 100
20.7 ± 0.3

5.2 ± 0.2
4.6 ± 0.2
65 ± 0.5
1.8 ± 0.2
2.2 ± 0.4

64

59

60
40

25

24

50

23

21.5

20
0

0

50

100

150

200

250

HSC
NC

300

Temperature (°C )
Fig. 4. Effects of high temperatures on NC and HSC samples.

2.2. Materials
The cement used in this research was the production of
Ardestan cement plant with the shown properties in Table 4. In
order to make experimental samples, a washed sand from Isfahan
flood plain was used with a fineness modulus of 1/3 in accordance
with ASTM C-125 standard. The sand used in this study was mountainous materials in Isfahan with a maximum size of 19.5 mm,
specific gravity of 2.68 gr/cm3 and bulk density of 1500 kg/m3. In
this research, super plasticizer Dynamon SP 5600, without any
chlorine based on formulations containing advanced polycarboxylate molecular chains, is used to provide the required

Table 3
Number and type of concrete samples for testing.
Total number of samples

Type and Sample size (cm)

Type of test

Temperature (°C)

24
96
96
96

Cube: 10 Â 10 Â 10
Cube: 10 Â 10 Â 10
Cylinder: 15 Â 30
Prism: 10 Â 10 Â 50

Compressive strength test of NC
Compressive strength test of HSC
Tensile strength test of HSC
Flexural strength test of HSC

25, 100, 200, 300


R. Abaeian et al. / Construction and Building Materials 165 (2018) 631–638

Table 5
Results of the slump test on fresh concrete.
NC

HSC

HSC.1

HSC.2

HSC.3

Slump (cm)

10

10

9.5

9

8

Compressive Strength (MPa)

Type of Sample

70
68

69

68.64

66

66.12

64

7.2
7.1
7
6.9
6.8
6.7
6.6
6.5
6.4
6.3
6.2

7.09

6.8
6.71
6.5

HSC

62
60

60.2

58

HSC.1

HSC.2

HSC3

Type of Sample
Fig. 7. The effect of HPP fibres on the flexural strength of HSC.

56
54

HSC

HSC.1

HSC.2

HSC3

Type of Sample
Fig. 5. The effect of HPP fibres on compressive strength of HSC.

12.7

Tensile Strength (MPa)

Flexural Strength (MPa)

634

12.5

exposed to high temperatures. In Section 3.2, the results of adding
fibres on workability of HSC are discussed. Section 3.3 presents the
effects of HPP fibres on mechanical properties of HSC, including
compressive strength, tensile strength and flexural strength.
Finally, mechanical behavior of HSC with addition of HPP fibres
at designated high temperatures are described in Section 3.4.

12.5

3.1. Compressive strength of ordinary concrete and HSC against heat

HSC3

The results of the compressive strength test on ordinary concrete and HSC samples are demonstrated in Fig. 4 at temperatures
of 100 °C, 200 °C, and 300 °C. It should be noted that the heated
samples were tested after removal from the oven, followed by
cooling to ambient temperature of about 25 ± 2 °C.
It was seen that the strength of both NC and HSC reduced when
exposed to high temperatures. The compressive strength of normal
concrete in the face of heat was reduced with a slight slope and
reduced by 4%, 8%, and 14% when exposed to temperatures of
100, 200 and 300 °C, respectively. Compressive strength of HSC
decreased significantly such that its strength reduced up to 7.2%,

14.5%, and 27.5% after exposure to 100 °C, 200 °C and 300 °C,
respectively. This proves that the HSC is more susceptible to
spalling than normal concrete at high temperatures.

12.3
12.2

12.1
11.9

12

12

HSC

HSC.1

11.7
11.5
HSC.2

Type of Sample
Fig. 6. The effect of HPP fibres on splitting tensile strength of HSC.

performance for high-strength concrete. This product is manufactured in accordance with type F, G ASTM C-494 and EN 934-2
standards.

3.2. Effects of adding HPP fibres on workability of fresh HSC
3. Results and discussion

This part is categorized into four sections. Section 3.1 presents
results of compressive strength test on NC and HSC specimens

The slump test was used in order to measure workability of
concrete samples. Table 5 indicates the slump value of different
types of samples.

Fig. 8. Cracking mechanism of a HSC specimen with fibre under flexural strength test.


635

R. Abaeian et al. / Construction and Building Materials 165 (2018) 631–638
Table 6
Testing results of HSC specimens with fibres in different temperatures.
Temperatures (°C)

7-day

28-day

change (%)

7-day

28-day

change (%)

7-day

28-day

change (%)

HSC

25
100
200
300

54
50
47
42

69
64
59
50

–
À7.2
À14.5
À27.5

25
100
200

300

12
11
10
8.5

–
À1.4
À2.9
À5.1

4.1
3.5
3.2
2.9

6.5
5.2
4.8
4.3

–
À1.9
À2.5
À3.2

HSC.1

25

100
200
300

54
53.9
51
47

68.6
65
63
59

–
À5.2
À8.2
À14.0

25
100
200
300

12
12
11
10.5

–

0.0
À1.5
À2.2

4.2
3.8
3.4
3.2

6.7
6.3
5.5
5.0

–
À0.6
À1.7
À2.5

HSC.2

25
100
200
300

52.5
48
44
42

66.1
60.7
59.8
55

–
À8.2
À9.5
À16.8

25
100
200
300

12.2
12.2
11.5
11

–
0.0
À1.1
À1.8

4.3
3.9
3.7
3.4

6.8
6.2
5.6
5.2

–
À0.9
À1.8
À2.4

HSC.3

25
100
200
300

46.4
43.5
39
37

60.2
56.5
51.3
50

–
À6.1

À14.8
À16.9

25
100
200
300

12.5
12.5
12
11.5

–
0.0
À0.8
À1.7

4.4
4.1
3.8
3.6

7.1
6.5
6.0
5.8

–
À1.0

À1.8
À2.2

Compressive strength (MPa)

Tensile Strength (MPa)

75
70
65
60
55
50
45

Tensile strength (MPa)

25

100

200

300

HSC.0

HSC.1

HSC.2

Flexural Strength (MPa)

13
12
11
10
9
8
25

Temperature (° C)

100

200

300

Temperature (° C)
HSC.0

HSC.3

Fig. 9. 28-day compressive strength of HSC with different dosages of fibres in
different temperatures.

According to mentioned table, the amount of concrete workability reduced by adding HPP fibres and it continued to reduce by
increasing amount of fibres. However, addition of 1 kg HPP fibres
had no significant effect, reducing workability by only 5%.

3.3. Effect of adding HPP fibres on mechanical properties of HSC
Fig. 5 presents the compression test results performed on the
HSC specimens with different dosages of HPP fibres. The results
showed that the compressive strength of the HSC had negligible
change by adding 1 kg fibres. The compressive strength decreased
with increasing fibers content; however, this reduction is not significant. Addition of fibres into HSC led to decrease by 4.3%, and
12.7% in compressive strength of mixtures with fibre content of
2 kg and 3 kg, respectively. Similarly, reduction in compressive
strength of concrete due to addition of different types of
polypropylene fibres was obtained in other studies, e.g. [27,35].
This reduction could be attributed to the presence of voids due
to the addition of HPP fibre and the existence of weak interfacial
bonds between the HPP fibers and cement particles [36].
Fig. 6 shows the effect of adding HPP fibres on 28-day splitting
tensile strength of HSC. As can be seen, addition of 1 kg fibres did
not affect the tensile strength of HSC. The tensile strengths of HSC

HSC.1

HSC.2

HSC.3

Fig. 10. 28-day tensile strength of HSC with different dosages of fibres in different
temperatures.

Flexural Strength (MPa)

Compressive Strength (MPa)

Type of Sample

8
7
6
5
4
25

100

200

300

Temperature (° C)
HSC.0

HSC.1

HSC.2

HSC.3

Fig. 11. 28-day flexural strength of HSC with different dosages of fibres in different
temperatures.

specimens containing higher content of fibres were higher than
those of the HSC specimens without fibres. When the splitting

occurred and was sustained, the HPP fibres bridging the split
parts of the specimens acted over the stress transfer from the
matrix to the fibres, and gradually supported the full tensile
stress. The transferred stress enhanced the tensile strain capacity
of the concrete matrix, and thus improved the tensile strength of


636

R. Abaeian et al. / Construction and Building Materials 165 (2018) 631–638

Fig. 12. View of the channels created by the melting of the fibres in the cube sample.

the fibrous mixtures over the non- fibrous concrete mixture
counterpart.
Fig. 7 displays the results of 28-day flexural strength test of
HSC specimens with different contents of fibres. The results
show that using fibres increases the flexural strength of HSC.
Adding different contents of 1 kg, 2 kg and 3 kg fibres into HSC
caused increase in flexural strength up to 3.1%, 4.6% and 9%,
respectively. It could be due to bridging mechanism of fibres
which prevent the growth of cracks and reduce crack width.
Fig. 8 shows the cracking mechanism of a fibrous HSC sample
under flexural test.
Overall, through observing the mechanical properties of HSC
equipped with HPP fibres, it can be obtained that the addition of
fibres caused reduction in compressive strength of HSC; however,
this reduction is negligible when 1 kg fibres were added. Tensile
strength and flexural strength of concrete increased by addition
of fibres.

imen reinforced by fibres and the channels formed on the sample are observed.
The results are in agreement with other studies. Porosity of HSC
increases with addition of fibres, resulted in reducing vapor pressure in the pores in the deeper concrete areas and control cracking.
In addition, the melted polypropylene fibres due to high temperatures cause the creation of channels in the concrete mass that
allows water vapor to evacuate, releasing pore pressure, gradually
reducing the temperature, and decreasing the cracks in the cooling
phase [8,22,37–39].
Finally, it should be mentioned that results of previous section
showed addition of 1 kg/m3 HPP fibres did not sacrifice workability
and compressive strength of the concrete while increasing the flexural strength of the HSC. Thus, it could be concluded that the optimum dosage of addition of HPP fibres into concrete is 1 kg/m3,
which not only improves the mechanical properties of the HSC,
but also caused higher resistance of the HSC at elevated temperatures up to 300 °C.

3.4. Effects of adding HPP fibres on properties of HSC exposed to high
temperatures

4. Conclusion

HSC specimens without fibre and with fibres were put inside
the furnace and heated to temperatures of 100, 200 and 300 °C.
The samples were naturally cooled to reach ambient temperature.
The results of measurement of compressive strength, tensile
strength and flexural strength of HSC with different dosages of
fibres in different temperatures are recorded in Table 6 and
depicted in Figs. 9–11. All of experimentally obtained results are
provided in detail and presented in Appendix A.
Generally, it can be seen that the concrete samples lost their
strength when exposed to high temperatures. Non-fibrous HSC
were damaged more than fibrous concrete. With respect to

Table 6, the plain HSC experienced drops in compressive
strength up to 7.2%, 14.5% and 27.5% when exposed to temperatures of 100, 200 and 300 °C, respectively. However, compressive strength of HSC.1 reduced 5.2, 8.12 and 14% when
exposed to temperatures of 100, 200 and 300 °C, respectively.
In addition, Table 6 reveals that the specimens with content
of 1 kg fibres showed better performance in the face of high
temperatures compared to other specimens containing higher
amount of fibre. Fig. 12 shows an exterior of heated HSC spec-

This paper investigated effects of different dosages of HPP
fibres on mechanical behavior of HSC. The effects of high temperatures on properties of non-fibre and fibrous HSC was also studied. Normal concrete was found to be less damaged than HSC
when exposed to high temperatures. The addition of HPP fibres
to HSC improved the tensile strength and flexural strength of
HSC which could be due to distribution of tensile stresses and
the prevention of growth of cracks in concrete. Addition of HPP
fibres reduced compressive strength of HSC which could be due
to fibre compression and reduction in concrete condensation.
However, this reduction was negligible when 1 kg of fibres were
added. Adding more than 1 kg/m3 of fibres caused significant
reduction in workability of fresh concrete as well. It could be concluded that the best improvement in properties of HSC was
achieved by adding content of 1 kg/m3 fibres. The addition of
HPP fibres to HSC improved the behavior of concrete when
exposed to high temperatures. HSC exposed to heat at a temperature of 300 °C experienced compressive strength reduction of
about 28% while a 14% reduction was found in concrete containing 1 kg/m3 HPP fibres.


637

R. Abaeian et al. / Construction and Building Materials 165 (2018) 631–638

Appendix A

Following tables display the experimentally obtained results for concrete specimens in detail.
Table A.1 The 7-day test results of HSC specimens with fibres in different temperatures.

⁄

Type of Sample

Temperatures (°C)

Compressive strength
(MPa)

Tensile strength (MPa)

Flexural strength (MPa)

NSC

25
100
200
300

16.16
15.06
14.96
13.94

15.87
15.11

15.01
14.07

16
14.97
14.98
14

N.A.⁄
N.A.
N.A.
N.A.

N.A.
N.A.
N.A.
N.A.

N.A.
N.A.
N.A.
N.A.

N.A.
N.A.
N.A.
N.A.

N.A.
N.A.

N.A.
N.A.

N.A.
N.A.
N.A.
N.A.

HSC

25
100
200
300

53.67
50.2
46.76
41.9

54.33
49.8
46.84
41.6

54
50
47.37
42.5

9.94
8.99
7.86
6.96

10.01
8.98
8.07
7.03

10.03
9.07
8.067
7.012

4.1
3.49
3.19
2.88

4.15
3.53
3.27
2.93

4.07
3.5
3.16
2.89

HSC.1

25
100
200
300

54.24
53.85
52
47.45

53.76
54
50
46.55

54
53.9
51
47

9.98
10
8.99
8.625

10.07
9.978
8.92

8.573

10.03
9.996
9.07
8.596

4.25
3.79
3.37
3.2

4.16
3.83
3.4
3.3

4.21
3.78
3.45
3.12

HSC.2

25
100
200
300

51.7

48.63
44.4
42.6

52.83
47.446
43.6
41.2

52.95
48
44
41.9

10
9.98
9.17
8.69

9.99
9.99
9.24
8.79

10.11
10
9.19
8.63

4.21

3.91
3.7
3.43

4.26
3.866
3.78
3.35

4.14
3.625
3.63
3.44

HSC.3

25
100
200
300

47
43.2
39.1
37.1

45.7
43.5
39.3
36.8

46.54
43.8
38.6
37.2

10.59
10.479
9.54
8.84

10.49
10.489
9.48
8.79

10.44
10.498
9.48
8.765

4.51
4.15
3.79
3.58

4.43
4.09
3.77
3.65

4.26
4.062
3.85
3.56

N.A.: Not Available.

Table A.2 The 28-day test results of HSC specimens with fibres in different temperatures.

⁄

Type of Sample

Temperatures (°C)

Compressive strength
(MPa)

Tensile strength (MPa)

Flexural strength (MPa)

NSC

25
100
200
300

25.02
24.02
23.06
21.5

24.97
23.95
22.944
21.54

25.01
24.04
22.97
21.47

N.A.⁄
N.A.
N.A.
N.A.

N.A.
N.A.
N.A.
N.A.

N.A.
N.A.
N.A.
N.A.

N.A.
N.A.
N.A.
N.A.

N.A.
N.A.
N.A.
N.A.

N.A.
N.A.
N.A.
N.A.

HSC

25
100
200
300

68.92
64.4
59.3
50.18

69.35
64
58.89

50

68.67
63.6
58.78
49.83

11.94
10.94
9.94
8.53

12.15
11
10.05
8.48

12.06
11.08
9.99
8.49

6.41
5.26
4.75
4.36

6.63
5.16
4.82

4.27

6.47
5.18
4.83
4.29

HSC.1

25
100
200
300

68.2
65.23
62.95
58.8

68.6
65
62.73
58.97

69
64.81
63.3
59.25

12.071

11.91
11.12
10.65

11.94
12
10.88
10.55

12.02
12.1
10.97
10.33

6.69
6.26
5.48
4.89

6.62
6.34
5.536
4.96

6.78
6.32
5.51
5.17

HSC.2

25
100
200
300

66.25
61.46
59.95
55.1

66.2
60.4
59.6
55

65.87
60.3
59.78
54.86

12.18
12.21
11.49
10.98

12.19
12.17
11.37
11.01

12.23
12.21
11.66
11.018

6.85
6.14
5.632
5.13

6.83
6.19
5.6
5.11

6.74
6.28
5.57
5.37

HSC.3

25
100
200
300

60
56.3

51.47
50.16

60.15
56.5
51.5
50.11

60.5
56.8
50.85
49.8

12.494
12.5
11.94
11.49

12.502
12.488
11.99
11.39

12.53
12.49
12.12
11.63

7.17
6.54

5.93
5.97

7.068
6.47
5.92
5.64

7.06
6.49
6.15
5.78

N.A.: Not Available.


638

R. Abaeian et al. / Construction and Building Materials 165 (2018) 631–638

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