PERFORMANCE OF WASTE CRUMB RUBBER STEEL FIBER CONCRETE
UNDER DYNAMIC LOADINGS
SITI NURUL NUREDA BINTI MOHAMAD ZUKRI
A thesis submitted in fulfilment of the
requirements for the award of the degree of
Master of Philosophy
Faculty of Civil Engineering
Universiti Teknologi Malaysia
OCTOBER 2017
iii
Specially dedicated to you…..
Ibu, Ayah, Adik, Family and Friends
Thank You for Your Very Supportive Words,
Those Words Make Me More Stronger,
You Guys are My Flashlight.
Thank you so much
iv
ACKNOWLEDGEMENT
Alhamdulillah, praise to Allah S.W.T for His bless and giving me a lot of
strength and an excellent health to complete my master thesis with a lot of passion.
I would like to express higher appreciation and gratitude in particular to my
supervisor Dr. Mariyana Aida Ab Kadir and Assoc. Prof. Dr. Abdul Rahman Mohd.
Sam for supervise, guiding and encourage me for completing my project. I am able
to complete this project because of their concern and effort.
My gratitude is also extended to the staff from ‘Structures and Materials
laboratory’, Assoc. Prof. Dr. Abdul Kadir Marsono, and friends for guiding, helping
and support upon me throughout the experimental research periods.
Finally, I would like to thank to Ministry of Education Malaysia and
Universiti Teknologi Malaysia (UTM) for providing the financial support under
FRGS grant Q.J130000.2522.12H44 and Smart IBS Sdn. Bhd for partially finance
for this research.
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ABSTRACT
Production of sustainable concrete is the most crucial factor to be considered
in construction fields. The utilization of waste treated crumb rubber and steel fiber can
mitigate the problematic issues of Normal Concrete (NC) which is brittle, low tensile,
and low damping performance. The purpose of this research is to characterize the
properties of treated crumb rubber and steel fiber from waste tires, to determine the
formulation of Treated Crumb Rubber Steel Fiber Concrete (TCRSFC), to investigate
the mechanical properties of NC and TCRSFC, and to evaluate the damping ratio and
study the response of NC and TCRSFC column subjected to dynamic loading (seismic
ground motion). In this research, the percentage of treated crumb rubber as a fine
aggregates substitution varied from 10%, 20%, and 25% while 0.5% and 1% of steel
fiber as additional material. The tests consist of compressive strength, flexural
strength, splitting tensile strength, modulus of elasticity, microstructure, free vibration,
and seismic testing. Based on analysis, dynamic modulus and damping ratio of
TCRSFC has improved considerably by 5.18% and 109% when compared with NC
respectively. Overall, this research demonstrated the potential use of treated crumb
rubber and steel fiber as sustainable concrete that can enhance the damping
performance of concrete structure, which is suitable for seismic resistance structure
under dynamic loadings.
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ABSTRAK
Penghasilan konkrit lestari merupakan faktor yang paling penting perlu
dipertimbangkan dalam bidang pembinaan. Penggunaan sisa getah remah yang
dirawat dan gentian keluli dapat mengurangkan masalah konkrit biasa (NC) yang
rapuh, kurang penyerapan tenaga, kurang tegangan dan kurang keupayaan
terikan. Tujuan kajian ini adalah untuk mengkaji sifat getah remah yang dirawat dan
gentian keluli dari tayar terpakai, untuk menentukan formulasi getah remah dirawat
gentian keluli konkrit (TCRSFC), untuk menyiasat sifat mekanikal NC dan
TCRSFC, dan untuk menilai nisbah redaman serta mengkaji tindak balas tiang NC
dan TCRSFC apabila terdedah kepada pembebanan dinamik (pergerakan tanah
akibat seismik). Dalam kajian ini, peratusan getah remah yang dirawat sebagai
penggantian agregat halus berbeza dari 10%, 20%, dan 25% manakala 0.5% dan 1%
daripada gentian keluli sebagai bahan tambahan. Ujian ini terdiri daripada kekuatan
mampatan, lenturan, dan tegangan, modulus keanjalan, mikrostruktur, getaran bebas,
dan ujian seismik. Berdasarkan analisis, modulus dinamik dan nisbah redaman
TCRSFC telah meningkat dengan ketara sebanyak 5.18% dan 109% berbanding
dengan NC. Secara keseluruhan, kajian ini menunjukkan potensi penggunaan getah
remah yang dirawat dan gentian keluli sebagai konkrit lestari yang dapat
meningkatkan prestasi redaman struktur konkrit, yang sesuai untuk struktur rintangan
seismik di bawah beban dinamik.
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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 xii
LIST OF ABBREVIATIONS xvi
LIST OF SYMBOLS xvii
1 INTRODUCTION 1
1.1 Background of Study 1
1.2 Problem Statement 7
1.3 Aims and Objective 8
1.4 Scope of Study 9
1.5 Significance of Study 10
1.6 Thesis Organization 10
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2 LITERATURE REVIEW 12
2.1 Introduction 12
2.2 Normal Concrete (NC) 14
2.2.1 Fresh Properties of NC 14
2.2.2 Hardened Properties of NC 16
2.2.2.1 Compressive Strength 16
2.2.2.2 Effect of Water Cement Ratio 16
2.2.2.3 Tensile Strength 18
2.2.2.4 Modulus of Elasticity 18
2.2.3 Dynamic Properties 19
2.2.4 Microstructure Properties 20
2.2.5 Brittleness Behavior 23
2.3 Crumb Rubber 24
2.3.1 Chemical Composition of Crumb Rubber 25
2.3.2 Pre-treatment of Crumb Rubber with
Sodium Hydroxide (NaOH) 26
2.4 Types of Fiber 27
2.4.1 Recycled Steel Fiber 29
2.4.2 Industrial Steel Fiber 30
2.5 Damper 32
2.6 Crumb Rubber Concrete (CRC) 34
2.6.1 Fresh Properties 34
2.6.2 Hardened Properties 35
2.6.3 Dynamic Properties 36
2.6.4 Microstructure Properties 37
2.6.5 Mode of Failure 38
2.7 Steel Fiber Reinforced Concrete (SFRC) 40
2.7.1 Fresh Properties 40
2.7.2 Hardened Properties 41
2.7.3 Dynamic Properties 42
2.7.4 Microstructure Properties 43
2.7.5 Mode of Failure 44
2.8 Crumb Rubber Steel Fiber Concrete (CRSFC) 45
2.8.1 Crumb Rubber Industrial Steel Fiber
Concrete (CRISFC) 45
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2.9 Earthquake Acceleration 46
2.9.1 Damping 48
2.9.2 Seismic Analysis Methods 48
2.9.2.1 Free Vibration Test 49
2.9.2.2 Seismic Test 49
2.9.3 Behavior of Concrete Element Subjected to
Earthquake 50
2.10 Summary of Research Gap 51
3 METHODOLOGY 53
3.1 Research Design and Procedure 53
3.2 Instruments and Laboratory Work 57
3.2.1 Preparation of Materials 57
3.2.1.1 Cement 57
3.2.1.2 Water 58
3.2.1.3 Aggregates 58
3.2.1.4 Treated Crumb Rubber 59
3.2.1.5 Steel Fiber 61
3.2.1.6 Superplasticizer 62
3.2.2 Design of Concrete Mix 63
3.2.3 Concrete Specimen 65
3.2.4 Fabrication of Column Specimen 67
3.2.5 Casting of Column Specimens 68
3.2.6 Method of Curing 69
3.2.7 Fresh Properties Test 70
3.2.8 Hardened Properties Test 71
3.2.8.1 Ultrasonic Pulse Velocity (UPV) 71
3.2.8.2 Compressive Strength Test 72
3.2.8.3 Flexural Strength Test 72
3.2.8.4 Splitting Tensile Strength Test 73
3.2.8.5 Elastic Modulus Test 74
3.2.9 Microstructure Properties 75
3.2.10 Dynamic Properties Test 76
x
3.2.10.1 Free Vibration Test 77
3.2.10.2 Seismic Test 78
4 RESULT AND DISCUSSION 81
4.1 Introduction 81
4.2 Materials Characterization 82
4.2.1 Physical Properties of Treated Crumb Rubber 82
4.2.2 Mechanical Properties of Waste
Steel Fiber 83
4.3 Preliminary Test 84
4.3.1 Properties of Fresh Concrete 85
4.3.2 Properties of Hardened Concrete 85
4.4 Testing on TCRSFC with Adjustment of Water
Cement Ratio 87
4.4.1 Fresh Properties 88
4.4.2 Properties of Hardened Concrete 90
4.4.2.1 Ultrasonic Pulse Velocity (UPV) 90
4.4.2.2 Compressive Strength 91
4.4.2.3 Flexural Strength 95
4.4.2.4 Splitting Tensile Strength 99
4.4.2.5 Modulus of Elasticity 102
4.4.3 Microstructure Properties 105
4.4.4 Dynamic Properties Test 106
4.4.4.1 Free Vibration Test 106
4.4.4.2 Seismic Test 108
4.5 Relationship between Damping Coefficient and
Seismic Acceleration response 114
5 CONCLUSION AND RECOMMENDATION 116
5.1 Conclusions 116
5.2 Recommendation 117
REFERENCES 118
xi
LIST OF TABLES
TABLE NO. TITLE PAGE
2.1 Description of workability (Neville 2011) 15
2.2 Typical mix proportion of concrete mixtures
(Metha & Monteiroar 2006) 17
2.3 Damping properties of concrete structure
(Xue & Shinozuka 2013; Adams & Askenazi 1999) 20
2.4 Typical composition of manufacture tires
(Siddique & Naik 2004) 26
2.5 Typical properties of fiber (Behbahani 2010) 29
2.6 Typical properties of hook-end steel fiber
(Ulaş & Alyamaç 2013) 31
2.7 Damping ratio of cantilever beams (Gowtham et al. 2016) 43
2.8 Comparison of specification between near-field and far-field
earthquake ground motion (Najafi & Tehranizadeh 2012) 47
3.1 Mix design of concrete specimen for preliminary test 64
3.2 Mix design of concrete specimen 65
3.3 Concrete specimen for preliminary test 66
3.4 Concrete specimens for real test experiment 67
4.1 Typical properties of fine aggregate treated crumb rubber 83
4.2 Tensile strength test of waste steel fiber 83
4.3 Compressive strength of concrete specimens 86
4.4 Compressive strength of concrete specimen at age 7 and
28 days 92
4.5 Data of flexural strength for concrete specimens 96
4.6 Splitting tensile strength of concrete specimens 99
4.7 Damping ratio and natural frequency of NC and
TCRSFC-M 108
xii
LIST OF FIGURES
FIGURE NO. TITLE PAGE
1.1 Building period based on building height
(Federal Emergency Management Agency 2006) 2
1.2 Performance of building during earthquake
(Abd-Elhamed & Mahmoud 2016) 3
1.3 Shear failure of (a) Non-structural and
(b) Structural (column) (Building Research Institute 2011) 3
2.1 Outline of literature review 13
2.2 Proportion of fine aggregate vs water cement ratio
(Eychenné et al. 1988) 15
2.3 Relationship of water cement ratio and aggregate sizes
towards compressive strength (Metha & Monteiroar 2006) 17
2.4 Relationship between compressive and tensile strength
(Neville 2011; Oluokun 1991) 18
2.5 Stress-strain curve for (Metha and Monteiroar, 2006) 19
2.6 SEM of typical monosufate hydrate and ettringite of
calcium aluminate and calcium sulfate solution
(Metha & Monteiroar 2006) 21
2.7 Bonding of cement matrix and aggregates at ITZ 22
2.8 Cracking path of NC at ITZ under loading phase
(Metha & Monteiroar 2006) 24
2.9 Waste tires (Torgal et al. 2011) 25
2.10 Crumb rubber particle (Ghosh & Bera 2016) 25
2.11 Classification of fibers (Behbahani 2010) 28
2.12 Shredding process of recycled steel fiber from waste tires
(Incropera et al. 2015) 30
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2.13 Type of steel fiber (a) Hook-end steel fiber,
(b) Flat-end steel fiber, and (c) Ripple steel fiber 31
2.14 Pendulum rubber bearing damper (Torunbalci 2004) 32
2.15 Metallic materials that has been used as damper
(Shoushtari 2010) 33
2.16 Visco-elastic damper (Torunbalci 2004) 33
2.17 SEM of rubber and cement matrix (Yazdi et al. 2015;
Pelisser et al. 2011) 37
2.18 SEM of treated rubber and cement matrix, A: Rubber and
B: cement matrix (Pelisser et al. 2011) 38
2.19 Failure mode of NC and CRC under impact loading
(Liu et al. 2013) 39
2.20 SEM of Steel Fiber Reinforced Concrete (SFRC),
1: top surface of steel fiber, 2: hydrated cement matrix
(Uyguno 2008) 43
2.21 The load transfer across the crack by steel fiber
(post cracking behavior) (Kapadia et al. 2012) 44
2.22 Compressive strength of Crumb Rubber Industrial
Steel Fiber Concrete (CRISFC) (Tareq et al. 2015) 46
2.23 Comparison between (a) Near-field earthquake
(Bam earthquake’s record) and (b) Far-field earthquake
(Morgan earthquake’s record) (Najafi & Tehranizadeh,
2012) 47
2.24 Free vibration test setup for column specimen
(Xue & Shinozuka 2013) 49
2.25 Seismic shaking table setup for column specimen
(Xue & Shinozuka 2013) 50
2.26 Flowchart of research gap in different type of concrete 52
3.1 Characterization of treated crumb rubber and steel fiber
(Phase 1) 54
3.2 Determination formulation mix proportion of TCRSFC
(Phase 2) 55
3.3 Flowchart on determination properties of concrete specimen
(Phase 3) 56
3.4 Ordinary Portland Cement (OPC) 58
3.5 Fine aggregate 59
3.6 Coarse aggregate 59
3.7 Crumb rubber from waste tires 60
xiv
3.8 Particle distribution of fine aggregate, crumb rubber and
coarse aggregates 60
3.9 Steel fiber from waste tires 61
3.10 Tensile strength test for steel fiber 62
3.11 Superplasticizer 62
3.12 Figure 3.12 (a) Fabrication of column specimen (mould)
and (b) Cross section of column specimen 68
3.13 Casting of column specimens 69
3.14 Curing process for column specimen at age 28 days 70
3.15 Slump Apparatus 71
3.16 Concrete specimen under compressive strength test 72
3.17 Concrete specimen under flexural strength test 73
3.18 Concrete specimen under splitting tensile strength test 73
3.19 Modulus of elasticity test set up 75
3.20 (a) Sample preparation for SEM test and (b) microscope
tool for SEM test 76
3.21 Illustration of small scale column fixed on seismic shaking
table 77
3.22 Illustration of free vibration test using hammer to induce
the vibration 78
3.23 Seismic shaking table 80
4.1 Tensile strength test of waste steel fiber 84
4.2 Compressive strength of concrete specimen during
preliminary test 86
4.3 Workability of concrete specimen (a) NC, (b) TCRC,
(c) SFC, (d) TCRSFC2 and (e) TCRSFC-M 89
4.4 Compressive strength and UPV time travel of concrete
specimen 90
4.5 Compressive strength of concrete specimens at age
7 and 28 days 92
4.6 Mode of failure of concrete specimens (a) NC, (b) TCRC,
(c) SFC, (d) TCRSFC2, and (e) TCRSFC-M 93
4.7 Flexural strength of concrete specimen at age 7 and
28 days 95
4.8 Mode of failure for concrete specimens (a) NC and
(b) TCRC 97
4.9 Mode of failure for concrete specimens (a) SFC,
(b) TCRSFC2, and (c) TCRSFC-M 98
xv
4.10 Splitting tensile strength for concrete specimens 100
4.11 Particle distribution of concrete specimens (a) NC,
(b) TCRC, (c) SFC, (d) TCRSFC2, and (e) TCRSFC-M 101
4.12 Stress-strain curve of (a) NC and (b) Stress-strain of
TCRSFC-M, Es is secant modulus and ED is dynamic
modulus 103
4.13 Mode of failure for (a) NC and (b) TCRSFC-M 104
4.14 SEM morphology for (a) NC and (b) TCRSFC-M 105
4.15 SEM surface fracture for (a) NC and (a) TCRSFC-M 106
4.16 Free vibration decay Time-History of (a) NC and
(b) TCRSFC-M 107
4.17 Power Spectrum Distribution of (a) NC and
(b) TCRSFC-M 107
4.18 Acceleration response of column specimen
under seismic loading 109
4.19 Damage of column specimen after seismic test
(a) NC (b) TCRSFC-M 113
xvi
LIST OF ABBREVIATIONS
ASTM - American Society for Testing and Materials
BS - British Standard
BS-EN - Eurocode Standard
CH - Calcium hydroxide
CRC - Crumb Rubber Concrete
CRISFC - Crumb Rubber Industrial Steel Fiber Concrete
CRSFC - Crumb Rubber Steel Fiber Concrete
C-S-H - Calcium-Silicate-Hydrate
ISFRC - Industrial Steel Fiber Reinforced Concrete
ITZ - Interfacial Transition Zone
MS - Malaysian Standard
NaOH - Sodium Hydroxide
NC - Normal Concrete
OPC - Ordinary Portland Cement
PLC - Programmable Logic Control
PSD - Power Spectrum Density
RC - Reinforced Concrete
RSFRC - Recycled Steel Fiber Reinforced Concrete
SCC - Self-Consolidating Concrete
SEM - Scanning Electron Micrograph
SFRC - Steel Fiber Reinforced Concrete
TCRSFC - Treated Crumb Rubber Steel Fiber Concrete
TCRSFC-M Treated Crumb Rubber Steel Fiber Concrete-Modified
xvii
LIST OF SYMBOLS
0.1M - Sodium Hydroxide (NaOH) concentration
A1 - First amplitude
An - Amplitude after next cycle
d - Diameter
E - Elastic modulus
ED - Dynamic modulus
Es - Secant Modulus
fy - Characteristic steel strength
g - Ground acceleration
Hz - Frequency
ε - Strain
ζ - Damping
σ - Stress
CHAPTER 1
INTRODUCTION
1.1 Background of Study
Earthquake is a natural phenomenon that occurs due to sudden movement of
plate tectonics from the earth’s outermost crust. Earthquakes mostly occur when the
fault at the edge of plate tectonic collide into each other or slide past each other. During
earthquake, a building experiences dynamic motion because it is subjected to inertia
force which is acting in an opposite direction towards earthquake acceleration and this
inertia force is known as seismic loading and is assumed to be an external force to the
building.
Each building has its own natural period or frequency which is dependent on
the height of the building (Figure 1.1). The natural period of the ground motion is
dependent on the type of soil. However, natural period of common building is within
the range of ground motion period, thus creating a resonance in which the building
acceleration response can go up to 1.0g when the ground motion is vibrating with
0.02g. Therefore, the building is suffering from earthquake damage when the
frequency of ground motion is close or equal to the frequency of the building (Federal
Emergency Management Agency 2006).
2
Figure 1.1 Building period based on building height (Federal Emergency
Management Agency 2006)
Figure 1.2 shows the building performance level and stage of damage during
earthquake event. Based on Figure 1.2, intermediate occupancy performance level is
referring to the building structure that can retain its strength and stiffness during pre-
loading of earthquake. In this stage, there is light structural damage. In addition, the
life safety performance level is the building shows a significant damage with strength
and stiffness losses compared to intermediate performance level, thus the structure
probably cannot be used after earthquake event. Last but not least, collapse prevention
performance level occurs when the building system cannot resist the lateral load and
the building is near to collapse caused by loss of strength and stiffness (Abd-Elhamed
& Mahmoud 2016).
3
Figure 1.2 Performance of building during earthquake (Abd-Elhamed &
Mahmoud 2016)
Damage to the building during earthquake can be categorized as damage due
to seismic motion and damage due to ground deformation. Examples of building
damage by seismic motion include falling brick or wall, damage to materials and
exterior wall, and story collapse. Meanwhile, foundation damage and the ground
breaking up or collapse of the building is caused by ground deformation (Building
Research Institute 2011). Figure 1.3 (a) non-structural (wall) and (b) structural
(column) shows the typical shear failure of building when earthquake occurs.
(a) Non-structural (wall) (b) Structural (column)
Figure 1.3 Shear failure of (a) Non-structural and (b) Structural (column)
(Building Research Institute 2011)
4
Many efforts have been made to improve the damping properties by improving
the seismic performances. Energy dissipation control system can generally be divided
into two, which is active control system (active damper) and passive control system
(passive damper). Basically, a continuous energy from outside is supplied to operate
the mechanism for active control system. These systems were composed with
electronic device such as actuator, starter, and computer.
There are three types of active control system, which are active mass damper,
active variable stiffness, and active passive composite tuned mass damper. In active
mass damper, the computer system will be controlling the acceleration, displacement
and velocity by forming the actuator control force. Active variable stiffness does not
require formation of actuator control force but the appropriate selection for the system
rigidity can make corresponding design by elimination of resonance from ground
motion period. Lastly, active passive composite tuned mass damper, or hybrid control
system, is a combination of active and passive systems. The advantages of these
systems is the building acceleration, displacement or velocity can be controlled, and
the disadvantages is the cost of these systems is very high (Torunbalci 2004).
In contrast, the passive damper does not use any energy from outside. In this
system, the certain limit of displacement can be controlled because the system was
designed according to a certain earthquake magnitude. Damper, isolator and some
device are required in this system but can easily be found. This means that any
materials that can absorb energy can be used in these system, either individually or in
combination with other materials. There are several types of passive damper such as
irreversible displacement system and plastic system. Balls or rolls are required for
irreversible displacement system, meaning that these materials can help the structure
to move horizontally when earthquake occurs. Basically, it is beneficial to construct,
and using this system thus reduces the economic cost. However, there is possibility of
the structure moving from its original place after earthquake event.
5
Next is plastic system that is composed of cylinder containing lead and piston.
The energy absorption can be achieved by limitation of piston motion by the lead in
cylinder. The major displacement can be controlled by lead extrusion damper. The
advantage of these systems is that the plasticity of lead materials can provide the
energy absorption (Torunbalci 2004).
Generally, dampers are installed between the foundations and when the
building is excited by seismic motion, the induction of friction will decrease the lateral
load on the top floors. In addition, it can be installed on the top of the building, such
as mass damper, where it will convert the kinetic energy and stored by additional mass,
thus reducing the earthquake effect. When the effect of the earthquake can be reduced,
the building damage will also be reduced, but the issue of damper installation is one
of long-term reliability and high costs in maintenance.
Therefore, innovations have been made to improve the passive damper
compared to active damper, which would improve cost-effective design, building
construction and maintenance. This research is focused on concrete properties
modification to perform in a more ductile manner as passive damper by replacing fine
aggregates using treated crumb rubber and the addition of randomly distributed
discrete steel fiber from waste tire in the concrete matrix, which prevents and limits
the initiation, propagation and integrate of cracks, thus increasing the energy
dissipation by improvement of damping performance.
Generally, crumb rubber has high elasticity behavior in that can improve the
deformability and ductility when it is utilized in concrete mixtures. Previous research
has shown that the utilization of crumb rubber has improved its damping ratio, which
is low in seismic response, but gives reduction in compressive strength and elastic
modulus (Xue & Shinozuka, 2013). Meanwhile, addition of steel fiber from waste tire
will help in improving the concrete properties. Previous research has shown that the
inclusion of steel fiber in concrete mixtures improves the energy dissipation capability,
tensile capacity, toughness and reduce surface cracking (Atiş & Karahan 2009).
6
On the other hand, production of waste tire is one of the main problems faced
by most countries (Eldin & Senouci 1993; Zheng et al. 2008). Their production cause
many environmental pollution, especially when stored in landfills or stockpile, and
burning activities of waste tires causes a health hazard from excessive smoke and
toxins during the burning process (Herman & S. Bisesi 2002; Issa & Salem 2013;
Moustafa & Elgawady 2015).
Therefore, the innovation of crumb rubber and steel fiber from waste tire can
be utilized in concrete mixture and it could improve the concrete properties especially
damping performance, thus reducing the environmental problem caused by excessive
production of waste tires. This study was using crumb rubber and steel fiber from waste
tire in concrete mixture for seismic performance by improving damping ratio of
concrete materials. In this research, crumb rubber will undergo the treatment process
that will be discussed in chapter 3, and crumb rubber will be called treated crumb
rubber. The replacement of treated crumb rubber in concrete mixture is not new in
concrete mixtures, but this study explores the static and dynamic performance of
TCRSFC to be performed as seismic structural material in construction industry.
The development of passive damper was done in this research with innovation
in the structure materials by using treated crumb rubber as fine aggregate replacement
and steel fiber as addition in concrete mixture, thus it could improve the ductility and
damping performance of structure material and be beneficial for structures in
earthquake regions.
7
1.2 Problem Statement
In general, building structure in earthquake regions were designed with seismic
design code for structure protection. However the problem is NC properties are quasi-
brittle failure, offer less ductility and less damping performance, where the nearly
complete loss of loading capacity, once failure is initiated, and it could cause major
damage or total collapse (catastrophic failure) of the structure especially during high
intensity earthquake event.
To assuage this problem, a material that has capabilities to improve damping
performance is needed in concrete materials. Generally crumb rubber has capability to
dissipate energy due to its elastic behavior. Past research has proved that the rubberized
concrete from waste tires can absorb energy by delaying crack propagation thus helps
to improve the damping performance but the reduction in compressive strength caused
by low bonding adhesion between cement paste and crumb rubber particles has
become a main concern. Low bonding of crumb rubber in Interfacial Transition Zone
(ITZ) can affected the concrete strength which is will be discussed in chapter 2 (section
2.62 and 2.64).
Therefore, some modification in concrete properties by replacement of treated
crumb rubber and addition of steel fiber with modified water cement ratio has been
made in this research to overcome this problem. This research is different from
previous works which are concerned about mechanical properties of concrete
containing treated crumb rubber, as this study is focused on potential of TCRSFC as
seismic resistance structure. Lastly, TCRSFC will increase the energy dissipation by
increasing the damping coefficient under various intensity of seismic loading under
earthquake event.
8
1.3 Aims and Objective
The aim of this study is to analyze treated crumb rubber and steel fiber from
waste tire to improve the damping performance of concrete structure to be performed
as seismic resistance structure in earthquake region. The main objectives of this
research are as follows:
i. To characterize the properties of treated crumb rubber and steel fiber
from waste tires.
ii. To determine the formulation of mix proportion of TCRSFC.
iii. To investigate the mechanical properties of NC and TCRSFC.
iv. To evaluate the damping ratio and analyze the response of NC and TCRSFC
structure (column) subjected dynamic loadings (seismic ground motion).
9
1.4 Scope of Study
The establishment of scope of study is to achieve the objectives from
experimental works. All testing procedures followed the Malaysian Standard (MS),
British Standard (BS), Eurocode Standard (BS-EN), American Society for Testing and
Materials (ASTM), and some of the procedures were proposed by previous
researchers.
The scopes of this study are as follows:
i. The designed (mix) strength of concrete is 30 N/mm2 at 28 days.
ii. The maximum size of treated crumb rubber is 4.75 mm with 10% replacement
of fine aggregates.
iii. Average length of steel fiber is 2.35 cm with diameter of 0.30 mm as 1%
addition by volume fraction.
iv. Addition of 1% superplasticizer in Treated Crumb Rubber Steel fiber Concrete-
M (TCRSFC-M) by cement density.
10
1.5 Significance of Study
The significance of this study is to improve the damping properties of concrete
structure by utilization of the recycled materials from waste tires to be used in concrete
as structural materials that improve seismic performance. This TCRSFC will benefit
the construction industry especially in earthquake region area. Thus, the environment
problem can be resolved to ensure the clean air for the future generation.
1.6 Thesis organization
There are five chapters in this thesis in order to achieve four objectives of the
research. The arrangement of thesis is shown below:
Chapter 1: Introduction
Chapter 2: Literature Review
Chapter 3: Research Methodology
Chapter 4: Result and Discussion
Chapter 5: Conclusion and Recommendation
Chapter 1 is explain the background of study, problem statement, aims and
objectives, scope of study, significance of the study regarding building performance
of concrete structure when subjected to dynamic loadings which is earthquake
loadings.
11
Chapter 2 is a review study regarding research project such as properties of
crumb rubber and steel fiber from waste tires, dampers, properties of Crumb Rubber
Concrete (CRC), Steel Fiber Reinforced Concrete (SFRC), and Steel Fiber Reinforced
Concrete (CRSFC) that were related to TCRSFC for development of research gap.
Chapter 3 is explains the research method and standard used for conducting the
experimental test that consisted of mechanical properties (compressive strength,
flexural strength, splitting tensile strength, and modulus of elasticity test) and dynamic
properties (free vibration and seismic test).
Chapter 4 is an analysis results and discussion on how the utilization of treated
crumb rubber and steel fiber from waste tires can improve damping performance and
reduce the acceleration response of concrete structure when subjected to several
earthquake intensities.
Chapter 5 is a conclusion of research project that were presumed based on
research objectives.
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