earthquake effects on tunnel floating slab...
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EARTHQUAKE EFFECTS ON TUNNEL FLOATING SLAB TRACK AND
LINING WITH SLAB BEARING AND BASE ISOLATOR
NORAZAH BINTI ARJUNA
A thesis submitted in fulfillment of the
requirements for the award of the degree of
Master of Engineering (Structure and Materials)
Faculty of Civil Engineering
Universiti Teknologi Malaysia
MAY 2016
iii
All praises to The Knower of All for endowing me with knowledge all this while...
To my husband, Muhammad Ghazali,
My lovely parents, Arjuna & Shamsiah, also Md Nor & Norsiah,
Beloved Ohana,
Akhawat fillah,
Jazakumullah Khairan Katsiran for the motivation and tremendous support.
iv
ACKNOWLEDGEMENT
Alhamdulillah, all praises and thanks to be Allah, for granting me some
strengths, patience and knowledges. I would like to express my warmest appreciation
to my supervisor, Professor Dr. Azlan Adnan for his guidance, encouragement,
motivation and valuable advice until my thesis is complete. A special thanks to Mr
Mohd Zamri who has passionately helped me in my project implementation, especially
in guiding me on using the computer software, insightful comments and opinions. Not
forgetting, Mr Muhammadamin Azimi, Mr Hossein and Mr Patrick, my senior phd,
who helped me as well on using computer software and motivation to finish my
research. Further thanks goes to my research mates the Engineering Seismology and
Earthquake Engineering Research (E-SEER) especially Amalina, Bella, Izzati and
Aminul who have motivate and encourage me during my study. Last but not least, for
the love and support of my husband, family, friends and akhawats, I would like to
thank them with my greatest and earnest appreciation. As I have limited space to
mention all names here that involved directly or indirectly in completing this thesis,
your kindness and help means a lot to me. Barakallahu feekum for all the help and
support.
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ABSTRACT
Earthquake is one of the biggest natural phenomena that causes damage and
loss of life. Malaysia is prone to seismic tremors originating from nearby countries
such as Indonesia and Philippines. The Sumatran earthquake in 2005 has raised
questions about the structural stability and integrity in Malaysia including tunnel
structures, given the substantial seismic effect from Sumatran earthquake. In addition,
the waves that pass through soil medium would affect the behaviour of subsurface
structure in tunnels. The scope of this study focused on Klang Valley Mass Rapid
Transit (KVMRT Sungai Buloh – Kajang Line) in Malaysia. Rubber based isolators
were inserted underneath the floating slab track of the tunnel to study the effectiveness
of the isolated installation under earthquake loading and to identify the functions of
the base isolator system used for the floating slab track of a tunnel. The finite element
analysis of the individual base isolator conforms to the experimental laboratory testing
under compression and shear loads. In order to verify the results of structural analysis,
the finite element analysis was carried out for the base isolator under static analysis
approach. Meanwhile, the tunnel floating slab track was modelled using finite element
method (FEM) under dynamic analysis approach. Time history analysis was
performed with peak ground acceleration to the structure to study the behaviour of
tunnel lining and performance of floating slab track. From the results, it is found that
the base isolator performed very well in reducing the seismic response of acceleration
on floating slab track with a reduction of 17% from the actual acceleration. Moreover,
the results have shown a slight reduction of tunnel lining internal forces if a base
isolator is used on floating slab track. It can be concluded that a base isolator on
floating slab track tunnel is recommended for human comfort and safety under
earthquake effects.
v
i
ABSTRAK
Gempa bumi adalah salah satu fenomena semula jadi yang terbesar yang
menyebabkan kerosakan dan kehilangan nyawa. Malaysia terdedah kepada gegaran
seismik yang berasal dari negara-negara berdekatan seperti Indonesia dan Filipina.
Gempa bumi Sumatera pada tahun 2005 telah menimbulkan persoalan terhadap
kestabilan struktur dan integriti di Malaysia termasuk struktur terowong, dalam
menghadapi apa-apa kesan seismik dari gempa bumi Sumatera. Selain itu, gelombang
yang melalui medium tanah akan memberi kesan kepada kelakuan struktur
subpermukaan di dalam terowong. Skop kajian ini memberi tumpuan kepada Klang
Valley Mass Rapid Transit (KVMRT Laluan Sungai Buloh - Kajang Line) di Malaysia.
Alas pemisah getah dimasukkan di bawah landasan papak terapung terowong untuk
mengkaji keberkesanan pemasangan terpencil di bawah pembebanan gempa bumi dan
untuk mengenal pasti fungsi-fungsi sistem alas pemisah digunakan untuk landasan
papak terapung terowong. Analisis unsur terhingga bagi alas pemisah sahaja diuji
dalam makmal eksperimen di bawah mampatan dan ricih beban. Untuk mengesahkan
keputusan analisis struktur, analisis unsur terhingga telah dijalankan untuk alas
pemisah di bawah pendekatan analisis statik. Sementara itu, landasan terapung di
terowong telah dimodelkan dengan menggunakan kaedah unsur terhingga (FEM) di
bawah pendekatan analisis dinamik. Analisis masa sejarah telah dilakukan dengan
pecutan bumi puncak struktur untuk mengkaji tingkah laku lapisan terowong dan
prestasi landasan papak terapung. Daripada keputusan, didapati bahawa alas pemisah
menunjukkan prestasi yang sangat baik dalam mengurangkan tindak balas seismik
pecutan pada landasan papak terapung dengan pengurangan sebanyak 17% daripada
pecutan yang sebenar. Selain itu, keputusan menunjukkan sedikit penurunan pada
beban-beban dalaman lapisan terowong jika alas pemisah asas digunakan di landasan
papak terapung. Dengan kajian ini, ia dapat disimpulkan bahawa alas pemisah asas
pada landasan terapung di terowong disyorkan untuk keselesaan manusia dan
keselamatan daripada kesan gempa bumi.
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TABLE OF CONTENT
CHAPTER TITLE PAGE
DECLARATION ii
DEDICATION iii
ACKNOWLEDGEMENT iv
ABSTRACT v
ABSTRAK vi
TABLE OF CONTENTS vii
LIST OF FIGURES xi
LIST OF TABLES xiv
LIST OF ABBREVIATIONS AND SYMBOLS xvi
1 INTRODUCTION
1.1 General 1
1.2 Problem Statement 6
1.3 Objectives 7
1.4 Scope of Study 8
1.5 Methodology 8
1.6 Organization of thesis 11
2 LITERATURE REVIEW
2.1 Introduction 12
2.2 History of Earthquake in Malaysia 13
2.3 Tunelling Activities in Malaysia 15
2.4 Effects of Earthquake 16
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2.4.1 Ground Shaking 16
2.4.2 Ground Deformations 18
2.5 Earthquake Effects on Underground Structures 20
2.5.1 Earthquake Effects on Tunnel 20
2.5.2 Case History of Railway Tunnel 22
2.6 Ground Isolation for Railway Tunnel 26
2.6.1 Floating Slab Track 27
2.7 Seismic Base Isolation 33
2.8 Finite Element Modeling 36
2.8.1 Base Isolator Model 36
2.8.2 Tunnel Model 37
2.9 Concluding Remark 40
3 THEORETICAL BACKGROUND
3.1 Introduction 42
3.2 Seismic Design of Underground Structures 43
3.2.1 Philosophy 43
3.2.2 Approaches 43
3.3 Seismic Isolation System 46
3.3.1 Concept 46
3.3.2 Flexibility 46
3.3.3 Damping 46
3.3.4 Type of Isolation System 47
3.3.4.1 Elastomeric Bearing 48
3.3.4.2 Sliding System 49
3.3.5 Vertical and Horizontal Stiffness 51
3.4 Structure Analysis 53
3.4.1 Free Vibration Analsysis 53
3.4.2 Response Spectrum Analysis 55
3.5 Concluding Remark 56
ix
4 EXPERIMENTAL TESTING OF FLOATING SLAB
BEARING
4.1 Introduction 57
4.2 Laboratory Testing Method 57
4.3 Design Loading 60
4.4 Floating Slab Track 60
4.4.1 Characteristics 60
4.5 Compression Test 62
4.6 Shear Test 64
4.7 Concluding Remark 67
5 FINITE ELEMENT MODELING OF FLOATING SLAB
TRACK WITH AND WITHOUT BASE ISOLATOR
5.1 Introduction 68
5.2 Finite Element Modelling of Slab Bearing and Base
Isolator
68
5.2.1 Preprocessing 70
5.2.1.1 Geometrical Properties 70
5.2.1.2 Material Properties 71
5.2.1.3 Element Types 72
5.2.1.4 Meshing Control 73
5.2.5.5 Contact Element 75
5.2.2 Analysis Type and Options 76
5.2.3 Postprocessing 78
5.2.3.1 Modal Analysis 78
5.2.3.2 Static Analysis 78
5.3 Finite Element Modelling of Floating Slab Track With
Base Isolator and Without Base Isolator
84
5.3.1 Preprocessing 84
5.3.1.1 Geometry 84
5.3.1.2 Element Types 85
5.3.1.3 Material Properties 89
x
5.3.2 Analysis Type and Options 90
5.3.2.1 Modal Analysis 90
5.3.2.2 Time History Analysis 90
5.3.3 Postprocessing 92
5.3.3.1 Modal Analysis 92
5.3.3.2 Time History Analysis 97
5.4 Concluding Remark 104
6 CONCLUSIONS AND RECOMMENDATIONS
6.1 Conclusions 106
6.1.1 Performance of Floating Slab Bearing and Base
Isolator
106
6.1.2 Performance of Floating Slab Track Tunnel With
and Without Base Isolator
107
6.1.3 Concluding Remarks 108
6.2 Recommendations 108
REFERENCES 110
xi
LIST OF FIGURES
FIGURE NO TITLE PAGE
1.1 Tectonic plates of the world (USGS, 2011) 2
1.2 Regional tectonic setting that affected Malaysia, (Vaez
Shoushtari Adnan, & Harith, 2012)
3
1.3 Base Isolator (Matsagar & Jangid, 2008) 4
1.4 Floating slab track in a tunnel (Thompson, 2009) 6
1.5 Research methodology 10
2.1 Northern Sumatra Earthquake 2005 (USGS) 14
2.2 Types of body waves and surface waves (Wikipedia, 2015) 18
2.3 Deformation of tunnel (Pakbaz & Yareevand, 2005) 20
2.4 Summary of earthquake effects on tunnel (W. L. Wang et al.,
2001)
22
2.5 Slope failure taiwan (Hashash, Hook, Schmidt, & I-Chiang
Yao, 2001)
23
2.6 Bolu tunnel (Hashash et al., 2001) 26
2.7 Rubber products used to reduce vibration from railways
(Getzner Werkstoffe, 2015)
27
2.8 Floating slab track (Cui & Chew, 2000) 28
2.9 Common track system a) direct fixation, b) floating slab 29
2.10 A typical section trough a tunnel with floating slab
(Grootenhuis, 1977)
32
2.11 Floating slab track in Airport Frankfurt, Germany(Germany
GERB Corporation, 2001)
32
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2.12 Continuous floating slab track system, San Francisco
Extension Subway (Saurenman & Phillips, 2006)
33
2.13 Laminated rubber bearing (Kunde & Jangid, 2003) 35
2.14 Pestalozzi School, Skopje (J. M. Kelly & Naeim, 1999) 35
2.15 Numerical methods and models for tunnel engineering
(Serkan Ucer, 2006)
38
3.1 Transmission of ground motions (T. E. Kelly, 2001) 47
3.2 Response for increasing damping (T. E. Kelly, 2001) 47
3.3 Idealized hysteresis loops (T. E. Kelly, 2001) 48
3.4 Section of elastomeric bearing (T. E. Kelly, 2001) 50
3.5 Sliding system (Matsagar & Jangid, 2008) 51
4.1 Base isolation fabricated by Doshin Sdn Bhd 61
4.2 Dimension of floating slab bearing 61
4.3 Static stiffness test machine at Doshin Rubber 62
4.4 Compression stiffness result of FST 63
4.5 Hysteresis Damping Test at Doshin Rubber 64
4.6 Floating slab bearing in shear configuration 65
4.7 Hysteresis loop of shear stiffness test for floating slab bearing 66
5.1 Stages in finite element modeling 69
5.2 Floating slab bearing 70
5.3 Base isolator 71
5.4 Example of Solid185 element with 8 nodes (ansys) 73
5.5 Meshing of Floating Slab Bearing 74
5.6 Meshing of Base Isolator Design 74
5.7 Example of coupling method 75
5.8 Loading Floating Slab Bearing a) Horizontal b) Vertical 76
5.9 Loading Base Isolator (a) Horizontal b) Vertical 77
5.10 Load vs Displacement graph in horizontal direction 80
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5.11 Load vs Displacement graph in vertical direction 80
5.12 Load vs Displacement graph in horizontal direction 82
5.13 Load vs Displacement graph in vertical direction 82
5.14 KVMRT Tunnel 85
5.15 Shell element a) two dimensional b) three dimensional 86
5.16 Beam element a) two dimensional b) three dimensional 86
5.17 Three of the six independent springs in a Link/Support
element
88
5.18 The base isolator model 88
5.19 Elements of Railway Tunnel model in SAP2000 89
5.20 El-Centro Time History 91
5.21 Comparison of PGA El-Centro and Kuala Lumpur 92
5.22 Mode 2 for UX direction is 0.31 second at UX direction 96
5.23 Mode 5 for UZ direction is 0.16 second. 96
5.24 Acceleration at the top of floating slab track 97
5.25 Floating slab track acceleration with base isolator 98
5.26 Comparison of acceleration between fst with base isolator and
El-Centro
98
5.27 Floating slab track acceleration without base isolator 99
5.28 Comparison acceleration between floating slab track without
base isolator and El-Centro
100
5.29 Joint 5 at floating slab track 101
5.30 Ovaling effect of model tunnel lining 103
xiv
LIST OF TABLES
TABLE NO TITLE PAGE
2.1 Frequency and Intensity of felt earthquake from 1874 to 2010
(Sooria, Sawada, & Goto, 2012)
115
2.2 Tunelling activities in Malaysia (Wan Ahmad, 2009) 116
2.3 Velocity of primary and secondary waves in earth's layer
(Elnashai Amr & Luigi, 2008)
119
2.4 Summary of earthquake and tunnel performance in the world 24
2.5 Summary of floating slab literature review 28
2.6 Application of floating slab track 33
2.7 Application of base isolator 36
2.8 Summary of type of element used from previous research 36
2.9 Summary past research on finite element model of tunnel 39
3.1 Seismic racking design approaches (J. Wang, 1993) 43
4.1 FEM vertical stiffness compared to laboratory results 62
4.2 Shear stiffness laboratory result 65
4.3 Design stiffness compared to laboratory test result 66
5.1 Properties of Floating Slab Bearing 70
5.2 Properties of Base Isolator Design 71
5.3 Comparison of Finite Element Model and Design Period 77
5.4 Floating Slab Bearing Results 78
5.5 Base Isolator Results 81
xv
5.6 Stiffness of FST and BI 82
5.7 Link properties for base isolator 89
5.8 FST with BI Modal Load Participation Ratios 92
5.9 FST without BI Modal Load Participation Ratios 92
5.10 FST with BI Modal Participating Mass Ratios 93
5.11 FST without BI Modal Participating Mass Ratios 94
5.12 Comparison of acceleration 99
5.13 FST with base isolator displacement 100
5.14 FST without base isolator displacement 101
5.15 Summary of floating slab track displacement 101
5.16 Summary of tunnel lining structure performance 102
6.1 Summary of experimental stiffness and design stiffness 106
6.2 Summary result of vertical stiffness, Kv 106
6.3 Summary result of horizontal stiffness, KH 106
xvi
LIST OF ABBREVIATIONS AND SYMBOLS
MRT - Mass rapid transit
FEM - Finite element method
RB - Rubber bearings
FST - Floating slab track
MGDM - Minerals and Geoscience Department of Malaysia
MMI - Modified mercalli intensity
KVMRT - Klang valley mass rapid transit
LRB - Laminated rubber bearing
SRSS - Square Root of the Sum of the Square
DOF - Degree of freedom
BI - Base isolator
UX - Direction in x axis
UY - Direction in y axis
UZ - Direction in z axis
2D - 2-dimensional
PGA - Peak ground acceleration
CQC - Complete quadratic combination
t - Thickness
R - Radius � - The stiffness matrix � - Thediagonal mass matrix � - The matrix of corresponding eigenvectors �2 - The diagonal matrix of eigenvalues
M - The diagonal mass matrix
a - Acceleration
xvii
C - The damping matrix
- Velocity
- Relative displacement with time � - The ground acceleration
Keff - Effective stiffness � - Horizontal stiffness
G - Shear modulus
A - Area � - Total thickness of the rubber
D - Displacement � - Shear strain �� - Verical stiffness � - Compression modulus
S - Shape factor � - Diameter
1
CHAPTER 1
INTRODUCTION
1.1 General
The result of vibration forces arising from the acceleration of ground due to
movement of crust is known as an earthquake. An earthquake happens when tectonic
activity is connected to the plate margins and faults, when the stresses are in the outer
layer of earth, which forces the surface of the fault to join together. The energy
resulting from this incident contributes to the earthquake from the earth's crust.
There are seven primary plates involving in the tectonic activity around the
world, namely African plate, Antartic plate, Eurasian plate, Indo-Australian plate,
North American plate, Pacific plate and South American plates as shown in Figure 1.1.
These plates are continually moving in relation to each another.
2
Figure 1.1: Tectonic plates of the world (USGS, 2011)
The damage from earthquakes can be reported with the numbers on the
Moment magnitude scale and Ritcher scale. For the serious damage of large affected
areas, the magnitude is usually classified above 7, while a magnitude 3 or lower is
mostly imperceptible. Earthquake-related deaths are mostly caused due to the collapse
of structures. Early earthquakes like the 1989 Lorna Prieta, 1994 Northridge
earthquakes in California, and the 1995 Kobe earthquake in Japan have contributed for
the loss of many lives and damage to the properties.
Malaysia is situated at the middle of Indonesia and Philippines, which are the
two countries known to be present in the high seismic region. Indonesia lies on the
several tectonic plates that are located between the two continental plates: Eurasian
Plate (Sunda Plate) and Australian Plate (Sahul Shelf); and between the two oceanic
plates: Philippine Sea Plate and Pacific Plate. Although the main cities in Peninsular
Malaysia such as Kuala Lumpur, Putrajaya, Penang and Johor Bahru are located in the
low seismic region when compared to the neighbouring countries, it may be vulnerable
to distant earthquakes produced by active seismic resources located in more than 200
km along and off the west coast of Sumatra Island (Vaez Shoushtari, et. al., 2012). In
3
general, seismic design has not taken into account in regions with low, moderate
earthquake as the area has never happened any damages resulting from the
earthquakes.
Figure 1.2: Regional tectonic setting that affected Malaysia
(Vaez Shoushtari et al., 2012)
The effects of earthquake on structures are the main problem for architects and
engineers. Thus, this natural phenomenon is made many engineers to seek knowledge
to encounter the problem. They have to consider the safety factors resulting from
various loadings, including wind and earthquake, while designing the structures.
4
A concept has been developed to help engineers to overcome the earthquake
forces in structures. This method is to meet the requirements of the problem that are
absorbing the vibration coming inside the earth or deflecting the forces from the
ground to the building. In structural earthquake engineering, this method is called as
the base isolation system.
Base isolation and energy dissipation systems are two structural controls for
earthquake safety structures. Both have been increasingly implemented worldwide
during the last several years and have proven to be one of the most promising strategies
in meeting the requirements of engineers to protect the structures during an earthquake.
In addition, Derham et al. (1985) have shown that structures experienced
earthquake forces can be reduced by the same method as used in every other field of
vibration engineering, which is the isolation system. Most seismic isolation depends
on the rubber bearings (RB) known as the base isolator.
Figure 1.3: Base Isolator (Matsagar & Jangid, 2008)
5
The seismic isolation system used worldwide consists of laminated rubber
bearings that are made of rubber and steel shim layer as shown in Figure 1.3. In this
combination, the bearing can give a very high vertical stiffness and more flexibility in
the horizontal direction. Both characteristics are important to ensure that it can support
the loading from structure and prevent excessive side way movements from horizontal
loading especially during an earthquake.
The application of base isolation systems had been widely practiced by many
of the countries, especially in high seismic regions like New Zealand, Japan and United
States. The first building which applied the earthquake-resistant system in the United
States is the Foothill Communities Law and Justice Center in Rancho Cucamonga San
Bernandino. This building was completed in 1985, using 98 isolators that were
installed under the base of the building (Derham et al., 1985). Besides, base isolator
was also applied in Japan. During the 1995 Kobe earthquake, the largest base-isolated
building in the world; West Japan Postal Computer Centre had survived the
earthquake.
The rapid growth of superstructures in the late 19th century and due to the
increasing of cars with limited highway area has affected transportation technology.
Thus a transportation system introduces underground railway tunnel to overcome the
traffic jam problem in land transportation. Railway tunnel has many advantages, but
the noise and vibration problem creates problem to the neighborhood residents who
are present along this route.
Studies related to vibration in railway tunnel has been widely applied due to
the above mentioned problem. Floating slab track (FST) is one of the vibration
isolations that isolate the train movement into the surrounding. Floating slab track is a
good model of the vibration source isolation. It is because the resilient mats of railway
functions as the vibration isolator (M.F.M. Hussein and Hunt, 2006).
6
Figure 1.4: Floating slab track in a tunnel (Thompson, 2009)
The floating slab track in a tunnel lies on an elastomeric mounts which consists
of resilient layer as shown in Figure 1.4. Most of the earthquake engineering studies
are related to super structures only. Wang (1993) stated that tunnels are safer when
compared to above ground structures during an earthquake. The statement is not quite
valid due to a massive earthquake that striked Loma Prieta in 1989 which affected the
Alamneda Tubes California.
1.2 Problem Statement
Many countries that are located in high seismic zones use seismic design in
their buildings. New Zealand, Japan and United States are among the countries that
has already considered this seismic design. Malaysia is situated in between Philippines
7
and Indonesia in Pacific Ring of Fire region. In 1999, Sabah and Peninsular Malaysia
experienced tremors from the Acheh earthquake in Sumatra.
The floating slab track system is a system present in the railway tunnel for
absorbing the vibration that is coming from the train to the surrounding. This system
mounts the entire track on a concrete foundation slab that rests on rubber bearings.
However, the current floating slab track has unknown performance of human comfort
and train safety to maintain on the track during an earthquake also the tunnel lining
performance.
In contrast, base isolation system is designed to withstand the earthquake in
structures. Base isolator is introduced to absorb the vibration from the earthquake. It
is placed in between the base of the structure and the foundation of the structure. The
advantage of the base isolator is, it can resist the vertical and horizontal movement
from the ground into the structures, while maintaining the position of the building.
From the current issue, this research has been carried out to study the
effectiveness of the base isolator on floating slab track comfort and tunnel lining
performance under earthquake effects.
1.3 Objectives
The objectives of this research are:
i. To determine the dynamic characteristics of floating slab track with and
without base isolator numerically and experimentally
8
ii. To identify the performance of tunnel lining with slab bearing on
floating slab track and base isolator on floating slab track under
earthquake using finite element modeling technique.
1.4 Scope of Study
In this study, the scope can be divided into the followings:
i) Modelling of Linear Static Analysis for floating slab track with slab
bearing and floating slab track with base isolator using ANSYS
software.
ii) Analysis of slab bearing and base isolator to obtain vertical and
horizontal stiffness from Finite Element Modelling.
iii) Experimental testing of linear static for floating slab bearing.
iv) Modelling round shape tunnel of Klang Valley Mass Rapid Transit
tunnel in Malaysia using SAP2000 software.
v) Analysis of Non-Linear Dynamic Analysis for floating slab track with
slab bearing and floating slab track with base isolator using Time
History Analysis.
vi) Analysis on performance of floating slab track with slab bearing and
floating slab bearing with base isolator in terms of acceleration,
displacement and tunnel lining.
9
1.5 Methodology
The research consists of four main activities. The flow steps based on the
objectives and scope of the research are shown in Figure 1.5.
Step 1: Literature
The beginning step for the study is to look for an overview and knowledge of
the existing slab bearing and base isolator including the performance of floating slab
track. Earthquake study and design procedures for base isolator are also needed to
make sure that the overall study meets the objectives. Past studies of floating slab track
and the base isolator is being reviewed in order to collect more information about the
study.
Step 2: Experimental Testing
Experimental testing is conducted to obtain the behavior of slab bearing. The
results are compared with vertical and horizontal stiffness specifications.
Step 3: Performance of Floating Slab Track With Slab Bearing and Floating Slab
Track With Base Isolator
Slab bearing and base isolator were modelled based on the previous literature
related to the finite element technique as to ensure that the correct model is being used
in this study. Next, vertical and horizontal stiffness results from the ANSYS computer
program were input to the floating slab track as to compare the performance of the
floating slab track with and without base isolator using SAP2000 computer software.
The slab bearing and base isolator were modelled as a link element. The frame and
beam elements were selected as to analyze the behavior of the floating slab track with
and without the base isolator.
10
Step 4: Discussions and Conclusions
Analysis and results from the previous step are discussed and concluded in the
last part of the study. Few recommendations and comments are being included for
providing improvement in this study.
11
Figure 1.5: Research methodology
11
12
1.6 Organization of Thesis
The thesis is divided into six chapters. Chapter 1 describes the general
background of the study, objectives of the research, research scopes and structure of
the thesis.
To study the behavior of the railway slab track with base isolator and floating
slab track under earthquake loading, literature was done. The literature review is
provided in Chapter 2. This chapter reviews the topics that are related to seismic
isolation and floating slab track. Chapter 3 describes the theoretical background of
the study.
The methodology and results of the study are divided into two chapters, i.e
Chapter 4 and Chapter 5. Chapter 4 focuses on the experimental testing of floating
slab bearing that is currently used in industry. Chapter 5 focuses on the finite element
analysis of floating slab track with slab bearing and floating slab track with base
isolator, and tunnel. Conclusion and discussion of the study are described in Chapter
6.
109
iii. In this research, the experiments of floating slab bearing were done using
only compression and shear test as to obtain the vertical and horizontal
stiffness. It is recommended that more laboratory testing should be
conducted to obtain the stability of floating slab track. All testing can be
applied to base isolator for future study.
iv. The analysis from different type of earthquake loads such as Kobe
earthquake and Northridge are required in order to have variety
performance on the floating slab track. This is because, different
earthquake has random ground response and it affects the structural
response differently.
110
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