performance of kenaf fiber reinforced...
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i
PERFORMANCE OF KENAF FIBER REINFORCED CONCRETE
MASOUD RAZAVI
A project report submitted in partial fulfillment of
the requirements for the award of the degree of
Master of Engineering (Civil-Structure)
Faculty of Civil Engineering
Universiti Teknologi Malaysia
January 2013
iii
To my beloved parents father and mother,
Manoochehr Razavi and Shahla Mohammad zadeh
To my brother,
Mehrdad and Meisam
Thanks for your support and always there for me in happiness and sadness
.
I am very proud to have all of you
~~~~~ Love you all ~~~~
iv
ACKNOWLEDGEMENT
In preparing this thesis, I was in contact with many people, researchers,
academicians, and practitioners. They have contributed towards my understanding
and thoughts. In particular, I wish to express my sincere appreciation to my main
thesis supervisor, Assoc. Prof. Dr. Abdul Rahman Mohd Sam, for encouragement,
guidance, critics and friendship. I am also very thankful to my co-supervisors Assoc.
Prof. Dr. Jamaludin Mohamad Yatim for their guidance, advices and motivation.
Without their continued support and interest, this thesis would not have been the
same as presented here.
I am also indebted to University Technology Malaysia (UTM) for funding my
master study technicians in the Structures and Materials Laboratory of Faculty of
Civil Engineering also deserves special thanks for their assistance in supplying the
relevant literatures.
My fellow postgraduate students should also be recognised for their support.
My sincere appreciation also extends to all my colleagues and others who have
provided assistance at various occasions. Their views and tips are useful indeed.
Unfortunately, it is not possible to list all of them in this limited space. I am grateful
to all my family members.
v
ABSTRACT
This experimental research presents a study on the mechanical properties of
natural fiber reinforced concrete (FRC) which is made using the bast fibers of the
kenaf plant. Appropriate mixture proportions and mixing procedures were tested to
produce kenaf fiber reinforced concrete (KFRC) specimens with different chopped
fiber volume fractions (0.5%, 1%, 1.5%, and 2%) and fiber lengths (10mm, 15mm,
20mm, 25mm, and 30mm). After finding the optimum percentage of the fiber
volume fraction and fiber lengths several tests were conducted including workability,
unit weight, compressive, flexural, and modified compressive tests of specimens
were studied. Test results showed that the mechanical properties of KFRC are
comparable to those of plain concrete control specimens, particularly when
accounting for the effect of the increased w/c ratio is required producing workable
KFRC. While KFRC increased the short term compressive strength of the specimens
(7 days), it reduced the compressive strength of the specimens after 28 days. Further,
KFRC generally exhibits more distributed cracking and higher flexural strength than
plain concrete. This research indicated that KFRC is a promising ‘green’
construction material which could potentially be used in a number of different
structural and non-structural applications.
vi
ABSTRAK
Ujikaji ini menunjukkan kajian ke atas sifat mekanikal serat semulajadi
konkrit bertetulang (FRC) yang dibuat menggunakan ciri gentian kulit tumbuhan
kenaf. Campuran perkadaran dan prosedur bancuhan yang bersesuaian telah dibuat
untuk menghasilkan spesimen konkrit bertetulang gentian kenaf (KFRC) dengan
isipadu dan panjang serat yang berbeza (0.5%, 1%, 1.5%, dan 2%) dan panjang serat
(10mm, 15mm, 20mm, 25mm, dan 30mm). Selepas mencari peratusan optimum
isipadu gentian dan panjang gentian, beberapa ujian telah dijalankan termasuklah
kebolehkerjaan, unit berat, mampatan, lenturan, dan ujian mampatan spesimen yang
diubahsuai telah dikaji. Keputusan ujian menunjukkan bahawa sifat-sifat mekanikal
KFRC adalah setanding dengan spesimen kawalan konkrit biasa, terutamanya
apabila mengambilkira kesan peningkatan nisbah w / c yang diperlukan untuk
menghasilkan kebolehkerjaan KFRC. Walaupun KFRC meningkatkan kekuatan
jangka pendek mampatan spesimen (7 hari), ia mengurangkan kekuatan mampatan
spesimen selepas 28 hari. Seterusnya, KFRC umumnya mempamerkan agihan
keretakan yang ketara dan kekuatan lenturan yang lebih tinggi daripada konkrit
biasa. Kajian ini menunjukkan bahawa KFRC adalah bahan binaan yang berpotensi
digunapakai dalam beberapa aplikasi struktur yang berbeza.
vii
TABLE OF CONTENTS
CHAPTER TITLE
PAGE
DECLARATION ii
DEDICATION iii
ACKNOWLEDGEMENTS iv
ABSTRACT v
ABSTRAK vi
TABLE OF CONTENTS vii
LIST OF TABLES xi
LIST OF FIGURES xiii
LIST OF SYMBOLS xvii
LIST OF APPENDICES
xviii
1 INTRODUCTION 1
1.1 Introduction 1
1.2 Statement of the Problem 3
1.3 Purpose of the Study 5
1.4 Objectives 6
1.5 Significance of the Study 6
1.6 Scope of Study
7
2 LITERATURE REVIEW 8
2.1 Introduction 8
2.2 Natural Fibres 9
2.3 Characteristic of Natural Fibres 11
viii
2.4 Natural Fibers 12
2.5 Kenaf 14
2.6 Bio Composites 16
2.7 Natural Fiber Reinforced Concrete 16
2.8 Fiber Volume Ratio 17
2.9 Fiber Length 17
2.10 Fiber Surface Modification 18
2.11 Moisture Content 19
2.12 Advantages and Disadvantages of Using FRP
Composites as Internal Reinforcement
20
2.13 Weight Comparison of Kenaf Fiber Reinforced
Polymer Composite and Conventional Steel
20
2.14 Kenaf Fiber Pretreatment and Characterization 21
2.15 Fiber Chemical Treatment 21
2.16 Modes of Failure 22
2.17 Flexural Failure 22
2.18 Diagonal Tension Failure 23
2.19 Shear Compression Failure 23
2.20 Conclusions
24
3 METHODOLOGY 25
3.1 Introduction 25
3.2 Laboratory Works 26
3.3 Materials 26
3.3.1 Cement 27
3.3.2 Aggregate 28
3.3.3 Water 30
3.3.4 Distilled Water 31
3.3.5 Kenaf Fiber 32
3.3.6 Sodium Hydroxide (NaOH) 32
3.3.7 Steel Bar 33
3.4 Preparation of Kenaf Fiber 35
3.4.1 Untreated Kenaf Fibers 35
ix
3.4.2 Chemical Treatment of Kenaf Fiber 37
3.4.2.1 Treatment Process 37
3.4.3 Second Time Cutting 38
3.5 Reinforced Concrete Beam 39
3.5.1 Fabrication of Kenaf Fiber Reinforced
Concrete and Control Beams
39
3.5.2 Preparation of Formwork 40
3.5.3 Preparation of Concrete 41
3.5.4 Preparation and Fabrication of Steel
Reinforcement
42
3.5.5 Strain Gauge 42
3.5.5.1 Installation Strain Gauge for
Concrete
43
3.5.5.2 Installation Strain Gauge for Steel
Bar
44
3.5.6 Casting of Beams 45
3.5.7 Curing 46
3.5.8 KFRC Mixture Proportions and Mixing
Procedure
46
3.6 Experimental Program 48
3.6.1 Slump Test 53
3.6.2 Compressive Test 54
3.6.3 Modulus of Elasticity and Poisson’s Ratio of
Concrete
54
3.6.4 Flexural Test for Prism 56
3.6.5 Four-Point Bending RC beam Test
57
4 RESULTS AND DISCUSSIONS 60
4.1 Introduction 60
4.2 Determining Optimum Length of Kenaf Fibers in
Concrete
60
4.2.1 Workability
60
x
4.2.2 Unit Weight of Concrete Depended Of Fiber
Length
62
4.2.3 Compressive Strength 65
4.2.4 Unit Weight of Concrete Prisms Depended
Of Fiber Length
69
4.2.5 Flexural Strength 71
4.2.6 Modified Compressive Strength 75
4.3 Determining Optimum Volume Fraction of Kenaf
Fibers In Concrete
77
4.3.1 Workability 77
4.3.2 Unit Weight of Concrete Depended of Fiber
Volume Ratio
79
4.3.3 Compressive Strength 82
4.3.4 Unit Weight of Concrete Depended of Fiber
Ratio
85
4.3.5 Flexural Strength 87
4.3.6 Modified Compressive Strength 90
4.4 Compressive Strength for KFRC of Cylinders 93
4.5 Flexural Performance of KFRC Beams with 1%
Ratio And 20 mm Length of Kenaf Fiber (Treated
and Untreated)
95
4.5.1 Ultimate Load 95
4.5.2 Load-Deflection 97
4.5.3 Strain 99
4.5.3.1 Strain of Steel Bars 99
4.5.3.2 Strain of Concrete
100
5 CONCLUSION AND RECOMMENDATION 102
5.1 Conclusions 102
5.2 Recommendations
103
REFERENCES 105
Appendices 110-112
xi
LIST OF TABLES
TABLE NO TITLE
PAGE
2.1 The Density and the Cost of Various Types of Fibres in
Market
10
2.2 Chemical Composition of Various Types of Natural Fibres 11
2.3 Summarizes the Basic Properties of Various Natural Fibres 12
2.4 Advantages and Disadvantages of Natural Fiber 13
2.5 Density of Kenaf Fiber Reinforced Polymer Composite
Compared to Steel
20
3.1 General Chemical Composition of Ordinary Portland
Cement
28
3.2 Characteristic of Steel Bar 34
3.3 Mixture of Specimens 47
3.4 Characteristic of Specimens for Check Optimum Length of
Kenaf
50
3.5 Characteristic of Specimens for Check Optimum Kenaf
Ratio
51
3.6 Characteristic of Specimens for Check Optimum Kenaf
Length and Ratio in Cylinder and Beam
52
4.1 Workability of Fresh Concrete with Different Kenaf Fiber
Lengths
61
4.2 Unit Weight of Concrete Cubes with Different Length of
Kenaf Fibers
63
4.3 Compressive Strength of Kenaf Fiber with Different
Length in Concrete Cubes
66
xii
4.4 Unit Weight of Concrete Prisms with Different Length of
Kenaf Fibers
69
4.5 Flexural Strength of The Concrete Prisms with Different
Fiber Length
72
4.6 Modified Compressive Strength Test of Concrete Prisms
with Different Length of Kenaf
75
4.7 The Workability of Fresh Concrete with Different Kenaf
Fiber Volume Ratios
78
4.8 Unit Weight of Concrete with Different Ratio 80
4.9 Compressive Strength of Kenaf Fiber with Different Ratios
in Concrete Cubes
82
4.10 Unit Weight of Concrete Prisms with Different Ratio 85
4.11 Flexural Strength of Prisms with Different Fiber Ratio 88
4.12 Modified Compressive Strength Test of Concrete Prisms
with Different Kenaf Fiber Volume Fractions
90
4.13 Compressive Strength Test of Concrete Cylinders 93
4.14 Ultimate Load of RC Beams 95
4.15 First Crack with Load And Value of Crack For Each Beam 97
4.16 KFRC Beam Deflection In Different Load. 98
4.17 Average Strain In Steel Bar 99
xiii
LIST OF FIGURES
FIGURE NO TITLE
PAGE
2.1 Natural Fibers Based on Their Group 9
2.2 Kenaf Fiber 15
3.1 Ordinary Portland Cement 27
3.2 (a) Coarse Aggregate (b) Fine Aggregate 30
3.3 Distilled Water Machine 31
3.4 Kenaf Fiber: (a) Its Plant, (b) Bast View, (c) Kenaf Fibers 32
3.5 Sodium Hydroxide (NaOH) 33
3.6 (a) Steel Bar 12 mm, (b) Steel Bar 6 mm 34
3.7 Water Retted Process 35
3.8 Untreated Kenaf Fiber 36
3.9 Treated Kenaf Fiber 37
3.10 Drying Kenaf Fiber in Room Temperature 38
3.11 Cut Kenaf 38
3.12 Cubes Sample Size (100mm × 100mm ×100mm) 40
3.13 Prisms Sample Size (100mm × 100mm ×500mm) 40
3.14 Cylinder Sample Size (100mm ×200mm) 41
3.15 Beam Sample Size (100mm ×130mm×2000mm) 41
3.16 Steel Reinforcements With Link Bars 42
3.17 Strain Gauge On The Concrete 44
3.18 Strain Gauge For Steel 45
3.19 Painting The RC Beams 46
3.20 Slump Test 53
3.21 Compressive Test of Concrete Cubes 54
xiv
3.22 Compressive Test Machine And Installation of Strain Gauge 55
3.23 Flexural Machine Test for Prism 56
3.24 Schematic Loading System of The RC Beams 58
3.25 Data Logger 59
4.1 Workability of Fresh Concrete with Different Kenaf Fiber
Lengths
61
4.2 Workability Of Fresh Concrete With Different Kenaf Fiber
Lengths
62
4.3 Unit Weight of Concrete Cubes with Different Length of
Kenaf Fibers
64
4.4 Average Unite Weight of Concrete with Different Length of
Fiber
64
4.5 Specimens of Concrete with Different Length of Fiber 65
4.6 Compressive Strength of KFRC with Different Length 67
4.7 Average Compressive Strength of KFRC with Different
Length
68
4.8 Failure of KFRC Cube with Different Fiber Length 68
4.9 Unit Weight of Concrete Prisms with Different Length of
Kenaf Fibers
70
4.10 Average Unite Weight of Concrete Prisms with Different
Length of Fiber
70
4.11 Specimens (Prisms) of Concrete with Different Length Of
Fiber
71
4.12 Flexural Strength of The Concrete Prisms with Different
Fiber Length
73
4.13 The Average Results of The Flexural Strength and The
Flexural Test Specimens
74
4.14 Specimens’ Prisms With Different Length Of Fiber 74
4.15 Modified Compressive Strength Test of Concrete Prisms
With Different Length of Kenaf
76
4.16 Average Result of Modified Compressive Strength of KFRC
with Different Fiber Length
76
4.17 The Specimens (Prisms) with Different of Kenaf Length 77
xv
4.18 The Workability of Fresh Concrete with Different Kenaf
Fiber Volume Ratios
78
4.19 The Specimens with Different Fiber Ratios 79
4.20 Unit Weight of Concrete with Different Ratio of Kenaf 80
4.21 Average Unite Weight of Concrete with Different Ratio of
Fiber
81
4.22 Specimens’ Cubes of Concrete with Different Ratio of Fiber 81
4.23 Compressive Strength of KFRC with Different Ratios 83
4.24 Average Compressive Strength Of KFRC With Different
Ratios
84
4.25 Failure Cubes with Different Content after Compressive
Test
84
4.26 Unit Weight of Concrete Cubes with Different of Kenaf
Fibers Ratio
86
4.27 Average Unite Weight of Concrete Prisms with Different
Ratio
86
4.28 Specimens (Prisms) of Concrete with Different Fiber Ratio 87
4.29 Flexural Strength of Prisms with Different Fiber Ratio 88
4.30 Average Results of The Flexural Strength For Different
Kenaf Fiber Ratio
89
4.31 The Flexural Test Specimens for Different Kenaf Fiber
Ratio
89
4.32 Modified Compressive Strength Test of Concrete Prisms
with Different Kenaf Fiber Volume Fractions
91
4.33 Average Result of Modified Compressive Strength of KFRC
with Different Fiber Ratios
92
4.34 Specimens Modified Compressive Strength of KFRC with
Different Fiber Ratios
92
4.35 Result Concrete Cylinders Sample for Compressive Strength
Test
94
4.36 Concrete Cylinders Sample after Compressive Strength Test 94
4.37 Normal Concrete Beam 96
4.38 KFRC Beam 100% Section Treated 96
xvi
4.39 KFRC Beam 100% Section Untreated 96
4.40 KFRC Beam 50% Section Treated 96
4.41 KFRC Beam 50% Section Untreated 96
4.42 Load Versus Deflection Graph of The Beams 98
4.43 Average Strain Between All Beams 99
4.44 Strain in Tension Section 100
4.45 Strain in The Top of Beam 101
xvii
LIST OF SYMBOLS
- Volume Fraction
d - Diameter
s - Fiber Space
π - = 3.145
m - Mass
V - Volume
F - Tensile Force
A - Cross Section Are
L - The Specimen Length
n - Number Of Data
σ - Stress
M - Moment
y - Neutral Axis
I - Moment Of Inertia
ε - Strain
E - Young’s Modulus
xviii
LIST OF APPENDICES
A Beam Design
B Mixed Design
1
CHAPTER 1
INTRODUCTION
1.1 Introduction
It is known that concrete is a relatively brittle material. Reinforcement of
concrete with randomly distributed short fibers may improve the toughness of
cementitious matrices by preventing or controlling the initiation, propagation, or
coalescence of cracks. It has been shown recently that by using the concept of
hybridization with 2% fiber volume contents incorporated in a common cement
matrix, the hybrid composite can offer more attractive engineering properties
because the presence of one fiber enables the more efficient utilization of the
potential properties of the composite. However, the hybrid composites studied by
previous researchers were focused on cement paste or mortar. Therefore, the
objective of this project is to determine systematically the basic characteristics of the
five types of beam fiber-reinforced concretes with normal concrete (OPC), fiber
reinforced concrete (FRC), and mix fiber concrete with normal concrete
combinations in terms of tensile tests.
In the past, natural fibres were used in early human civilization in fabric
applications. High strength natural fibres like jute, cotton, silk and kenaf are used
2
extensively and directly in one-dimensional products like lines, ropes and cloths.
Others natural fibres like oil palm fibres, banana leaf fibres, and rice stalks fibres are
residual agriculture product. They are usually disposed into land fill or disposed by
open burning.
Environmental issues arise when these materials are in large quantities.
Landfill method becomes not economical whilst open burning results air pollution
and global warming. Until recent decade, there is an increasing interest on natural
fibres reinforced polymer. The potential of natural fibres replacing synthetic fibres in
composite is possible.
In general, natural fibres offer high specific properties, low cost, nonabrasive,
readily available and environmental friendly where no synthetic fibres can surpass
these advantages. These advantages attract scientists and technologists especially
automobile industry to study on the behavior of the natural fibres and the
characteristic of the natural fiber reinforced composites. However, certain drawbacks
such as incompatibility with hydrophobic polymer matrix, the tendency to form
aggregates during processing, poor resistance to moisture greatly reduce the potential
of natural fibres to be used as reinforcement in polymer. Moreover, no literature is
made on the potential of natural fiber composites in structural application. Therefore,
a detail study on the characteristic of natural fiber composites is required to
investigate the potential of natural fiber composites in structural use.
Mechanical characterization of concrete reinforced with natural fibers
investigated in this work to analyze the possibility of substitution by natural fibers.
Kenaf fibers were used in this study. These fibers come from their specific products
after they have prepared. As the natural fibers are agricultural waste, manufacturing
natural product is, therefore, an economic and interesting option.
3
1.2 Statement of the Problem
As the 21st century, approaching there is a greater awareness of the need for
materials in an expanding world population and increasing affluence. At the same
time, there are aware that our landfills are filling up and our resources are getting
deteriorate, our planet is being polluted, non-renewable resources will not last
forever, the need on environmental friendly materials need to be taken into
consideration.
Nowadays, many studies have been done to find another alternative for
replacement the use of steels because of the expensive costs and high maintenances
of the structure damaged by corrosion. Nevertheless, bio-product appears to have a
great inhibit termites attack to provide good strength and stiffness of the materials.
On the other hand, many bio-composites use renewable materials or fast-growing
plant fibers. In turn, they are recyclable materials that are designed to decompose
rapidly. Green materials have been developed and attract global attention around the
world in recent years. One of the main materials that develop from this green
materials currently used in green building and structure is bio-composites. Bio-
composites are the combination of natural fibers or bio-fibers usually derived from
plants or cellulose. Bio-fibers offer many advantages such as renewability,
recyclability, biodegradability, low specific gravity and high specific strength [1].
Bio-composites are structural materials made from renewable resources that
emerging as the replacement to fiber polymer bio-composites. Therefore, bio-
composites significantly offer environmental benefits such as light weight. Good
mechanical properties and resistance to corrosion.
The environmental issues examined are climate change, fossil fuel depletion,
ozone depletion, human toxicity to air and water, eco-toxicity, waste disposal, water
extraction, acid deposition, eutrophication (over enrichment of water sources),
summer smog (low level ozone creation) and minerals extraction. This issue caused
the increasing on carbon dioxide, CO2 gaseous which creates harmful environment
4
and human health [2]. Furthermore, the emission produced by automobile could
bring to the global warming and increasing in greenhouse effect. Bio-composites
typically use natural binding agents to reduce the petrochemicals or other fossil-fuel
products. Therefore, kenaf fibers have been introduced but still a lot of researches
have to be done for improvements. Kenaf cultivation reveals that natural fibers could
reduce the amount of carbon dioxide, CO2 emissions. The duration for fibers
harvesting is 4 to 5 months which is short term compare to other plants. Therefore,
kenaf fibers tend to be more sustainable compare to glass fibers. Fiber reinforced
polymer (FRP) based on glass, carbon and aramid were introduced and until now
was applied to the area of construction such as buildings, bridges and pipelines.
Glass fibers are produces from silica which is come from sea sand will arises another
whole new problems. Sea sand will run out if been use continuously and the
production of glass fiber requires high costs. Bio-fibers have many desirable
performance qualities including high temperature resistance, excellent thermal
insulation, sound-damping properties and corrosion resistance. Among the various
bio-fibers, kenaf fibers were chosen because it is a good potential reinforcement in
polymeric materials. Further research has to be done to develop the feasibility of
kenaf fibers as reinforcement in structure in order to produce more economical bio-
composites.
Cracked and weakened reinforced concrete beams will make the whole
structures become unstable. Reconstructing or rebuilding the reinforced concrete
beam is not the best way because it will increase the cost and time. By considering
these factors, internally reinforcing the beam is a technique that currently adopted
and developed in construction industry [3].
Nowadays, synthetic fiber reinforced polymers (FRP) such as carbon, glass,
and aramid are commonly used for strengthening of RC structures due to their
mechanical properties such as high modulus of elasticity, relative low extension
coefficient, and corrosive resistance. However, these materials are expensive in terms
of costs and material production. In addition they are also not biodegradable
materials.
5
To overcome this problem, bio fibers were introduced to the industry. Bio
fibers material offer many advantages such as renewability, recyclability, and
biodegradability. From these advantages, it shows that bio fibers can help to promote
the sustainability concept [4].
Natural fibers have become increasingly used in many applications not only
because they are environmental friendly, but also because of their various desirable
properties which include high specific strength and high specific stiffness. The use of
natural fibers is highly beneficial because the strength and toughness of the resulting
composites are greater than those of the unreinforced plastics. Moreover, cellulose-
based natural fibers are strong, light, cheap, abundant, and renewable source. In
recent years, natural fibers reinforced polymer materials are used in many
applications such as automotive, sporting goods, marine, electrical, industrial,
construction, and household appliances.
1.3 Purpose of the Study
Reinforced concrete structures have slowly gained the popularity in the
construction industry. This is because it is far easier and it can save much more time
compared to reconstructing the whole deteriorating structure. Initially, steel fibers are
been used but some other problems might occurred such as corrosion and heavy
weight.
However, other materials are sought to replace steel after it is found to
corrode due to salt and chloride moisture exposure. Nowadays, composite materials
act as an internal reinforcement are being used in construction industry.
6
Bio composite materials are the combination of natural fibers with polymer
matrices. In this study, kenaf fibers were used as an internal reinforcement as they
are likely to be more eco-friendly. Other than that, bio composite can help to reduce
the increasing cost of using petroleum-based material.
1.4 Objectives
The objectives of this project are:
i) To study the effects of length and volume fraction of the kenaf fibers on
the performance of the kenaf fiber reinforced concrete.
ii) To study the effects of the optimum length and fiber volume fractions on
the performance of the KFRC beams.
iii) To study the effects of treated and untreated kenaf fibers on the
mechanical performance of the reinforced concrete beams.
1.5 Significance of the Study
The finding of this study could develop green material by using natural fiber
to produce bio composites. In order to maintain sustainability, natural fibers could be
used since it is a renewable material.
On the other hand, this study can help to reduce the usage of steel and non-
renewable materials which participate in global warming. By using kenaf which only
7
takes four months to grow, it will replace the use of non-biodegradable to
environment sustainability.
1.6 Scope of Study
This study involves laboratory work such as compressive and flexural test. In
this study, a total number of 85 samples produced for the test. Test specimens
covering different fiber lengths (10mm, 15mm, 20mm, 25mm, and 30mm) of 1%
fiber volume fraction and fiber volume contents (0.5%, 1%, 1.5%, and 2%) of
optimum length. Thirty-three cube samples and thirty-three concrete prisms with
different fiber content and length were employed to investigate the behavior of the
materials under compressive and flexural test, respectively. Finally, nine cylinders
and ten concrete beams with different fiber contents and configuration were
produced. Compressive and flexural tests were carried out by using Universal
Testing Machine.
105
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