experimental study of polypropylene fiber-reinforced concrete · polypropylene fiber reinforced...

INTERNATIONAL JOURNAL OF R&D IN ENGINEERING, SCIENCE AND MANAGEMENT

Vol.4, Issue 3, July 2016, p.p.149-161, ISSN 2393-865X

Available at :www.rndpublications.com/journal 49 © R&D Publications

Experimental Study of Polypropylene Fiber-Reinforced Concrete

Prof., Dr. Hamed M. Jassima, Dr. Abdulkader G. Anwar

b

aDepartment of Geotechnical Engineering, Faculty of Engineering, Koya University, Erbil, Iraq. & UK-H, Erbil,

Iraq

bDepartment of Geotechnical Engineering, Faculty of Engineering, Koya University, Erbil, Iraq.

ABSTRACT

_____________________________________________________________________________________ Concrete made with Portland cement has certain characteristics: it is relatively strong in· compression but weak in tension and

tends to be brittle. These two weaknesses have limited its use. Another fundamental weakness of concrete is that cracks start to

form as soon as concrete is placed and before it has properly hardened. These cracks are major cause of weakness in concrete

particularly in large onsite applications leading to subsequent fracture and failure and general lack of durability. The weakness in

tension can be overcome by the use of conventional rod reinforcement and to some extent by the inclusion of a sufficient volume

of certain fibers. Polypropylene is a synthetic hydrocarbon polymer, the fiber of which is made using extrusion processes by hot

drawing the material through a die. This paper deals with the effects of addition of various proportions of polypropylene fiber on

the properties of concrete. This contribution presents the results of an experimental investigation carried out to study the effect of

fiber contents on the compression, tension (splitting test), and flexural tests of polypropylene fiber reinforced concrete (PFRC).

High performance polypropylene fibers of different fiber content were used. Compression cubes (100 mm), tension (Splitting

Test) cylinder (100x 200 mm), and one point bending tests were performed on both control (without fibers) and fibered notched

prismatic concrete specimens of cross section 100 x 100 mm and clear span of 400mm. The results showed that the compression,

tension (Splitting Test), and flexural properties of concrete matrix are significantly not good by the addition of high performance

polypropylene fibers. Out of the three different tests for polypropylene fibers which were used in this study, the different fibers

dosage of (0.0%, 0.5%, 1.0%, and 1.5%) showed not good efficiency in decreasing the flexural strength by (63.5%, 59.8%,

42.6%, and 40.5%) respectively.

Keywords: Polypropylene fibers, Mix proportions, Compressive strength, Splitting strength, Flexural strength, Synthetic

hydrocarbon polymer.

__________________________________________________________________________________

1. INTRODUCTION

Polypropylene fibers are new generation chemical fibers. They are manufactured in large scale and have fourth

largest volume in production after polyesters, Polyamides and acrylics. Polypropylene fibers were first suggested for

use in 1965 as an admixture in concrete for construction of blast resistant buildings meant for the US Corps of

Engineers [1, 2]. Monofilament polypropylene fibers can be used in much lower content than steel fibers. The tensile

strength and other mechanical properties are enhanced by subsequent multi stage drawing. These fibers have low

density of (0.9 g/cc). They are highly crystalline, with high stiffness and excellent resistance to chemical and

bacterial attack. The crystalline of these fibers is about (70%) while the molecular weight is (80,000 to 300,000

gm/mole) [3-7].

Polypropylene Fiber Reinforced Concrete (PFRC) is an embryonic construction material which can be described as a

concrete having high mechanical strength, stiffness and durability. By utilization of polypropylene fibers in concrete

not only optimum utilization of materials is achieved but also the cost reduction is achieved. Concrete has better

resistance in compression while steel has more resistance in tension. Conventional concrete has limited ductility, low

impact and abrasion resistance and little resistance to cracking. A good concrete must possess high strength and low

permeability. Hence, alternative composite materials are gaining popularity because of ductility and strain

hardening. To improve the post cracking behavior, short discontinuous and discrete fibers are added to the plain

concrete. Addition of fibers improves the post peak ductility performance, pre-crack tensile strength, fracture

strength, toughness, impact resistance, flexural strength resistance, fatigue performance etc. The ductility of fiber


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reinforced concrete depends on the ability of the fibers to bridge cracks at high levels of strain. Addition of

polypropylene fibers decreases the unit weight of concrete and increases its strength [8-12].

By utilization of polypropylene fibers in concrete not only optimum utilization of materials is achieved but also the

cost reduction is achieved. This paper presents a comprehensive review on various aspects polypropylene fiber

reinforced concrete concerning the behavior, applications and performance of polypropylene fiber reinforced

concrete.

2. EXPERIMENTAL PROGRAM

Experimental work was made to prepare polypropylene fiber reinforced concrete, and study their mechanical

properties and flexural resistance. A total of seventy two (72) specimens were casted and tested. We have three types

of specimens (cube, cylinder and prism) , whereby the dimensions of the cubes are (100) mm, for cylinders

(100x200) mm and for prisms (100x100x500) mm. Polypropylene fiber reinforced concrete and unreinforced (plain)

concrete mixes were used throughout the experimental work. In order to do the experimental work and studying the

mechanical behavior of polypropylene fiber reinforced concrete (PFRC), many tests had been done such as:

workability (slump), sieve analysis, compressive strength, splitting tensile strength and flexural strength test.

In the present investigation, three (3) main parameters were chosen to study the mechanical properties of

polypropylene fiber reinforced concrete (PFRC). Full details of these group parameters are listed in table 1.

The main test variables are:

1. Age of test.

2. Content of polypropylene fiber.

3. Type of test.

Table 1 - Considered parameters of (PFRC).

2.1 Materials Properties

The materials that were used for polypropylene fiber reinforced concrete (PFRC) throughout the experimental work

are (cement, sand, gravel, water and polypropylene fiber).

2.1.1 Cement

Ordinary Portland cement from (mass) factory conforming to Iraqi standard specifications (IQS 5/1984) [13] was

used throughout this investigation. The physical properties and chemical compositions are given in tables 2 and 3.

Group No. Fiber Content

%

Type of Test

Compression Test Tensile Test Flexural Test

7 days 28 days 7 days 28 days 7 days 28 days

1 0.00

C1 C4 T1 T4 F1 F4

C2 C5 T2 T5 F2 F5

C3 C6 T3 T6 F3 F6

2 0.50

C7 C10 T7 T10 F7 F10

C8 C11 T8 T11 F8 F11

C9 C12 T9 T12 F9 F12

3 1.00

C13 C16 T13 T16 F13 F16

C14 C17 T14 T17 F14 F17

C15 C18 T15 T18 F15 F18

4 1.50

C19 C22 T19 T22 F19 F22

C20 C23 T20 T23 F20 F23

C21 C24 T21 T24 F21 F24


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Table 2 - Chemical composition and main compounds of the cement

Table 3 - Physical properties of Portland cement

Physical properties OPC Limitation of IQS 5/1984

Fineness m2/kg 320 ≥230

Initial setting (Vicat Method) min. 100 ≥45 min

Final setting (Vicat Method) hr:min. 5:30 ≤ 10 hrs

Compressive strength (MPa)

3-days

7-days

17.1

26.8

≥15

≥23

2.1.2 Fine Aggregate Washed natural sand obtained from (Bucket) region in Erbil Governorate was used throughout this work. The results

of the sieve analysis of the sand are given in table 4, and conformed to the limits specified by B.S 882: 1992 [14]

grading requirement (M) was used.

Table 4 - Grading of fine aggregate

Sieve size (mm) Percentage by mass passing B.S 882:1992 Limiting

10 100 100

5 94.8 89-100

2.36 87 60-100

1.18 78.2 30-100

0.6 61.2 15-100

0.3 24.5 5-70

0.15 5.2 0-15

2.1.3 Coarse Aggregate

Washed natural Gravel obtained from (Bucket) region in Erbil Governorate was used throughout this work. Table 5

shows the grading of coarse aggregate used and conformed to the limits specified by B.S 882: 1992 [14].

Chemical Components % by weight

Limitation of IQS 5/1984 OPC

CaO 64.2 -----

MgO 2.1 ≤ 5

SiO2 21.01 -----

SO3 2.0 ≤ 2.8

Fe2O3 2.8 -----

Al2O3 4.86 -----

Loss on ignition 2.05 ≤ 4

Main Compounds

C3S 30.5 -----

C2S 35.3 ----- C3A 9.1 -----

C4AF 11.7 -----


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Table 5 - Grading of coarse aggregate

Sieve size (mm) Percentage by mass passing B.S 882:1992 Limiting

14 100 100

10 90.3 85-100

5 20.1 0-25

2.36 1.5 0-5

2.1.4 Water

Tap water was used for mixing and curing the samples for all experimental programs.

2.1.5 Reinforcement

Addition of polypropylene fiber as shown in figure 1 to concrete greatly affects the mechanical properties of

(PFRC), and this effect of polypropylene fiber on the mechanical properties of (PFRC) depends on the followings:

1-The aspect ratio of the fiber length is equal to (50) as shown in table 6.

2- Shape of the fiber.

3- Density of the fiber.

4- Surface condition of the fiber.

5- Chemical compositions of the fiber.

Fig. 1 - Polypropylene fiber used

Table 6 - Aspect ratio of polypropylene fiber

Type of fiber Length(mm) Diameter(mm) Aspect ratio

Polypropylene 50 1 50

2.2 Mix Design The design of concrete mix cannot be based on the same parameters that are used for polypropylene fiber mix. The

mix proportions used are based on experiments carried out on the work of others in the field. After many trials, the

mix proportion by weight (kg/m3) was achieved and used in this investigation (1.0:1.8:2.1:0.55) (cement: sand:

gravel: water cement ratio) for polypropylene fiber mix. The workability was measured by slump test according to

ASTM C143-86 [15-17]. The results of the slump tests are given in table 7.

Table 7 - Slump results for concrete with polypropylene fiber

Mix Slump (mm) Remarks

1.0:1.8:2.1:0.55 180 without fiber

1.0:1.8:2.1:0.55 40 with fiber


Page 153

2.3 Mixing, Casting and Curing:- All the mixes were batched in a tilting pan type mixer of (0.04m3) capacity as shown in figure 2. First half of dry

sand was mixed (30 seconds), then half quantity of cement was added to the mixer and mixed for (30 seconds), then

after half quantity of water was dispersed gradually for (30 seconds), and the remaining sand was added to the mixer

and mixed for (30 seconds), and the remaining cement was added to the mixer and mixed for (30 seconds) and

finally the remaining water was added to the mix and mixed for (30 seconds). The mixer was stopped when a good

homogeneous mix was produced. The mix was poured in two layers into the molds.

Each layer was compacted by electrical vibrator. The specimens were left in the laboratory for 24 hours after casting,

then they were remolded and the specimens were marked and stored in a water pool (tank) until time of testing (7

days) and (28 days), and finally they were taken out from the tank and placed in dry place at room temperature

before testing in the concrete laboratory [18-20].

Fig. 2 - Tilting pan type concrete mixer

2.4 Control Specimens Since it was necessary to carry out test on each sample, it was important to make (cubes, cylinders and prisms) from

the plain concrete as a reference to determine the compressive, tensile and flexural strength of them and also they

were used for comparison. The specimens have been air dried for 24 hours, then kept in a water tank for 28 days at

room temperature of about (20° C) and finally taken out from the water tank and kept in the open at room

temperature before testing them. For each group in compression loading three specimens were made. The

compression test was carried out on cubes (100x100x100) mm, cylinders (100x200) mm and prisms (100x100x500)

mm. Figure (3) shows the compression and flexural testing machines.

Fig. 3 - The compression and flexural testing machines


Page 154

3. TEST RESULTS AND DISCUSSION

The discussions of test results for the control specimens (compression, tension, and flexural tests) are summarized in

tables 8, and 9, and figures 4 to 9.

3.1 Test Results for the Control Specimens

In the tables 8 and 9, the test results and the average results for the compression, tension, and flexural tests for 7 and

28 days for the different polypropylene fiber contents are shown.

Table 8 - Results of control specimens

Table 9 - Average results of control specimens


(%)

Type of Test

Compressive Strength

(MPa)

Tensile Strength

(MPa)

Flexural Strength

(MPa)


1 0.00 19.51 49.33 2.23 4.22 2.96 4.84

2 0.50 25.35 40.21 2.58 3.38 3.57 4.73

3 1.00 24.95 39.23 2.26 3.14 3.21 4.22

4 1.50 21.93 37.61 2.18 3.00 3.12 4.16

3.2 Compression Test The results of the compressive strength as shown in figure 4 are calculated using the following law:

(1)

Where:

P= the applied force (N).

A= the sectional area (mm2).


(%)

Type of Test

Compressive Strength

(MPa)

Tensile Strength

(MPa)

Flexural Strength

(MPa)


1 0.00 19.35 48.62 2.16 3.55 2.63 4.60

18.65 51.49 2.13 4.63 3.24 5.15

20.54 47.89 2.40 4.47 3.00 4.77

2 0.50 26.83 40.27 2.68 3.02 3.42 4.94

24.05 41.31 2.60 3.48 3.43 4.31

25.18 39.05 2.46 3.63 3.85 4.95

3 1.00 26.35 39.43 2.30 3.25 3.28 4.41

25.88 41.88 2.12 3.05 3.03 4.26

22.62 36.37 2.37 3.13 3.33 4.00

4 1.50 22.08 37.80 2.03 3.06 3.18 4.21

22.29 38.67 2.23 2.97 3.10 4.12

21.41 36.35 2.27 2.96 3.09 4.15


Page 155

= the compression stress (N/mm2).

The results were taken for the average three cube samples (100 mm) according to BS 1881: Part 116 Testing

Concrete: method for determination of compressive strength of concrete cubes standards [21]. The results for the

compression strength are taken for 7 and 28 days for different polypropylene fiber content (0.00%, 0.50%, 1.00%,

and 1.50%) which are shown in table 8.

Fig. 4 - Compressive strength test

It is observed from the figures 5, 6 and table 9 that the cube compressive strength decreased up to 1.5 % fiber

content. The cube compressive strength was observed as 40.21 MPa for 0.5% of fibers, 39.23 MPa for 1% of fibers

and 37.61 MPa for 1.5% fiber content in the concrete at 28 days. There is a reduction in slump with the increase in

fiber content, especially beyond 1.5% dosage. However, the compressive strength for controlled mix at 28 days was

observed as 49.33 MPa.

Fig. 5 - Effect of various contents of fibers on the compressive strength


Page 156

Fig. 6 - Compressive strength of different fiber content for 7 and 28 days tests

All things considered, it appears that at low dosage rates (0.5% to 1%) the addition of polypropylene fibers does not

significantly detract from, and even improve the compressive strength. Higher dosage rates however decrease the

strength of concrete matrix due to higher volumes of fibers interfering with the cohesiveness of the concrete matrix

[22-25].

3.3 Tension Test (Splitting Test) The results for the splitting tensile strength as shown in figure 7 are calculated by using the following law:

(2)

Where:

p = the applied force (N).

D= the diameter of cylinder test (mm).

L= the length of the specimen (mm).

t= the tensile stress (N/mm2).

The results were taken for the average three samples (100 mm x 200 mm) cylinder according to ASTM C496 and BS

1881: Part 2 Methods of Testing Concrete standard was used [26].The results for the splitting tensile strength are

taken for 7 and 28 days for different polypropylene fiber content (0.00%, 0.50%, 1.00%, and 1.50%) ratios and

shown in table 8.

Fig. 7 - Splitting tensile strength test

0

10

20

30

40

50

60

0.00 0.50 1.00 1.50

7days 19.51 23.35 24.95 21.93

28days 49.33 40.21 39.23 37.61

Co

mp

ress

ive

Str

ength

(M

Pa)

Fiber Content %

7days

28days


Page 157

It is observed from figures 8, 9 and table 9 that the Split tensile strength was decreased for fiber ratios up to 1.5 %

fiber content. The split tensile strength values at 28 days were observed as 3.37 MPa for 0.5% of fibers, 3.14 MPa

for 1% of fibers and 3.00 MPa for 1.5% fiber content in the concrete. There is a reduction in slump with the increase

in fiber content, especially beyond 1.5% dosage. However, the split strength for controlled mix at 28 days was

observed as 3.88 MPa [24, 25, and 27-29].

Fig. 8 - Effect of various contents of fibers on the splitting strength

Fig. 9 - Splitting strength of different fiber contents for 7 and 28 days tests

3.4 Flexural Test (Rupture Test)

The results of the flexural strength as shown in figure 10 were calculated by using the following law:

(3) Where:

p = the applied force (N).

L= the length of the specimen (mm).

b = the width of prism test (mm).

d = the depth of prism test (mm).

0

1

2

3

4

5

0.00 0.50 1.00 1.50

7days 2.23 2.58 2.26 2.18

28days 4.22 3.38 3.14 3

Ten

sile

Str

ength

(M

Pa)

Fiber Content %

7days

28days


Page 158

r = the flexural stress (N/mm2).

Fig. 10 - Flexural strength test

The results for the average three samples (100 mm x 100 mm x 500 mm) prisms were taken according to ASTM

C1609 standard [30]. The results for the flexural strength are taken for 7 days and 28 days for different

polypropylene fiber content (0.00%, 0.50%, 1.00%, and 1.50%) ratios which are shown in table 8. It is observed from figures 11, 12 and table 9 that the flexural strength was decreased with fiber content up to 1.5 %.

The flexural strength values at 28 days were observed as (4.72) MPa for 0.5% of fibers, (4.22) MPa for 1% of fibers

and (4.16) MPa for 1.5% fiber content in the concrete. There is a reduction in slump with increase in fiber content,

especially beyond 1.5% dosage. However, the flexural strength for controlled mix at 28 days was observed as (4.84)

MPa [24, 25, and 31-32].

Fig. 11 - Effect of various contents of fibers on the flexural strength


Page 159

Fig. 12 - Flexural strength of different fiber contents for 7 and 28 days tests

4. CONCLUSIONS AND SUGGESTIONS FOR FUTURE WORK According to the outcomes of this research, the following conclusions can be made:

1- The comparison between the different values of compressive strength of concrete for (7 and 28 days) shows a

decrease gradually due to the addition of polypropylene fiber from 0.00% to 1.5%. There is a decrease in

compressive strength as compared with normal plain concrete (without fibers). Thus the percentages of

compressive strength decreases are: (152.8, 58.6, 57.2, and 71.5), for fiber content percent (0.00%, 0.50%,

1.00%, and 1.50%).

2- The compressive strength values for (7 days) according to fiber content of (0.50%, 1.00%, and 1.50%)

decrease in the percentage of (29.9%, 27.8%, and 12.4%) respectively.

3- The compressive strength values for (28 days) according to fiber content of (0.50%, 1.00%, and 1.50%)

decrease by the percentages of (18.4%, 20.47%, and 23.75%) respectively.

4- The comparison between tensile strength values of concrete for (7 & 28 days) shows a gradual decrease due

to the addition of polypropylene fiber from 0.00% to 1.5%. There is a decrease in tensile strength as

compared with normal plain concrete (without fibers). Thus the percentage tensile strength decreases are:

(73.99%, 31.1%, 38.3%, and 48.5%), for fiber content percent of (0.00%, 0.50%, 1.00%, and 1.50%)

respectively.

5- The tensile strength values for (7 days) according to fiber contents of (0.50%, 1.00%, and 1.50%) show a

decrease of (15.17%, 1.34%, and 2.67%) respectively.

6- The tensile strength values for (28 days) according to fiber content of (0.50%, 1.00%, and 1.50%) decrease by

the percentages of (13.14%, 19.07%, and 22.68%) respectively.

7- The comparison between flexural strength values of concrete for (7 and 28 days) shows a gradual decrease

with the addition of polypropylene fiber. There is a decrease in flexural strength as compared to normal plain

concrete (without fibers). Thus the percentages of flexural strength decreases are: (63.5%, 59.8%, 42.56%,

and 40.54%), for fiber content percentages of (0.00%, 0.50%, 1.00%, and 1.50%) respectively.

8- The flexural strength values for (7 days) according to fiber content values of (0.50%, 1.00%, and 1.50%)

decrease by the percentages of (20.6%, 8.44%, and 5.4%) respectively.

9- The flexural strength values for (28 days) according to fiber content values of (0.50%, 1.00%, 1.50%)

decrease by the percentages of (-2.27%, -12.8%, -14.05%) respectively.

5. RECOMMENDATIONS

The following recommendations can be indicated:

1- The use of other type of fibers like polyester, polyethylene, and nylon.

2- The use of multi aspect ratio for other fibers.

3- The study of other materials like lightweight aggregate.

4- The study of the behavior of polypropylene fiber in beams and slabs.

0

1

2

3

4

5

6

0.00 0.50 1.00 1.50

7days 2.96 3.57 3.21 3.12

28days 4.84 4.73 4.22 4.16

Fle

xura

l S

tren

gth

(M

Pa)

Fiber Content %

7days

28days


Page 160

Acknowledgements The authors wishe to place on record the help provided by the management and the academic teaching and non-

teaching staff of the faculty of engineering at Koya university, in the completion of this study.

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