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UNIVERSITI PUTRA MALAYSIA
AEID ALI ABDULRAZEG
FK 2005 91
NONLINEAR ANALYSIS OF INTEGRAL BRIDGE
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NONLINEAR ANALYSIS OF INTEGRAL BRIDGE
AEID ALI ABDULRAZEG
MASTER OF SCIENCE
University Putra Malaysia
2005
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NONLINEAR ANALYSIS OF INTEGRAL BRIDGE
BY
AEID ALI ABDULRAZEG
GS14102
A Project Report Submitted in Partial Fulfillment of the Requirements
of the Degree of Master of Science in Structural Engineering and
Construction in the Department of Civil Engineering
University Putra Malaysia
2005/2006
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Permission to make photocopies of report /Thesis
I, Aeid Ali Abdulrazeg declare that the report entitled: “Non-Linear Analysis of
Integral Abutment Bridge” belongs to me. The content of this report may be used
by anyone for the academic purposes of teaching, learning and research only.
University Putra Malaysia is permitted to make photocopy of this document for
same academic purposes.
Date : December 15, 2005
Signature :
Name : Aeid Ali Abdulrazeg
E-mail : [email protected]
Phone : 016-6940048 / 0021885162020 Libya
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APPROVAL FORM
The project attached hereto entitled,” Non-Linear Analysis of Integral
Abutment Bridge” prepared and submitted by Aeid Ali Abdulrazeg in partial
fulfillment of the requirements for the Degree of Master of Science in
Structural Engineering and Construction is hereby approved.
(Dr. Jamaloddine Noorzaei) Date
Project Supervisor
(Dr. Mohammad Saleh Jaafar) ` Date
Panel Examiner
(Dr. Waleed A.Thanoon) Date
Panel Examiner
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Dedicated to my Family
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Acknowledgements
In the name of Allah S.W.T. The Most Gracious, Merciful
I am greatly indebted to my supervisor, Associate Professor Dr. Jamaloddin
Noorzaei for his supervision, guidance and rightful ideas and comments throughout
the duration of the project.
I would like to take this opportunity to express my sincere thanks and deepest
gratitude to, Associate Professor Ir. Dr Mohd. Saleh Jaafar and Associate Professor
Dr. Waleed Abdul Malik Thanoon for their guidance, encouragement and concern
throughout the course of this study.
Special thanks are also extended to all my friends and my dear housemate for their
support, valuable assistance and cooperation in making sure this thesis is success.
Last but not least, I would like to express my deep gratitude to my family
members, who provided much moral supports and without their sacrifices and
prayers, I couldn’t reach this stage.
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Abstract
Integral Abutment bridges (IABs) are jointless bridges where the deck is continuous
and connected monolithically with abutment walls. The biggest uncertainty in the
design of these bridges is the reaction of the soil behind the abutments and adjacent
to the piles. The handling of soil-structure interaction in the analysis and design of
integral abutment bridges has always been problematic. This study describes the
implementation of a 2-D finite element model of IAB system which explicitly
incorporates the nonlinear soil response. The superstructure members have been
represented by means of three-nodded isoperimetric beam elements with three
degree of freedom per node which take into account the effect of transverse shear
deformation. The soil mass is idealized by eight nodded isoperimetric quadrilateral
element at near field and five nodded isoperimetric infinite element to simulate the
far field behavior of the soil media. The non-linearity of the soil mass has been
represented by using the Duncan and Chang approach, widely adopted for the
hyperbolic model proposed by Kondner and Zelasko. The applicability of this model
is demonstrated by analyzing a single span IA bridge. The results have shown that,
the result which obtained form nonlinear analysis is almost two times higher that
that form linear analysis.
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ABSTRAK
Jambatan “Integral Abutment” merupakan jambatan yang tidak mempunyai
sebarang sambungan dimana dek jambatan ini adalah selanjar dan disambung secara
monolitik kepada dinding penyokong. Salah satu ketidakpastian didalam rekabentuk
jambatan-jambatan jenis ini adalah tindakbalas tanah dibelakang “abutment” dan
tanah disekitar cerucuk. Pemahaman tindakbalas tanah dan struktur didalam analisis
dan rekabentuk jambatan jenis ini merupakan satu masalah yang berterusan. Kajian
ini menerangkan penggunaan kaedah model terhingga 2-D bagi pemodelan
jambatan ini yang mengabungkan tindakan tanah yang tidak linear. Elemen
superstruktur dimodelkan sebagai Unsur Terhingga Bar Isoparametrik 3 nod
dengan tiga darjah kebebasan setiap nod yang mengambil kira kesan pesongan ricih.
Jisim tanah dimodelkan sebagai unsur terhinnga Isoparametrik 8-nod dan unsur tak-
terhinnga Isoparametrik 5-nod untuk simulasikan kelakuan media tanah. Pendekatan
Duncan dan Chang telah digunakan untuk menampilkan cirri-ciri tidak linear jisim
tanah. Pendekatan ini telah dicadangkan oleh Kondner dan Zelasko untuk kajian
model hiperbolik. Penggunaan pendekatan ini telah ditunjukkan melalui
penganalisaan rentangan individu jambatan “Integral Abutment”. Hasil kajian
menunjukkan bahawa keputusan yang diperolehi untuk analisis tidak linear adalah
hampir dua kali lebih besar berbanding dengan analisis linear.
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List of Figures
Chapter 2 – Literature view
Figure 2.1: Integral Bridge…………………………………………………………. 8
Figure 2.2: Portal Frame ……………………………………………………….......10
Figure 2.3:Multi-span Bridge with backseats…………………………………...…11
Figure 2.4: Semi-Integral …………………………………………………………..12
Figure 2.5 Selection of Bridge type…………………………………………..…….13
Figure 2.6: Integral Bridge components …………………………………………...14
Figure 2.7 (a) Vertical wall abutment………………………………………………14
Figure 2.7 (b) Embedded Wall……………………………………………………..15
Figure 2.7 (c) Embedded Wall with Reinforced Earth……………………………..15
Figure 2.7 (d) Spread Footing on Reinforced Earth Wall……………...…………..16
Figure 2.7 (e) Bankseat at Top of Side Slope………………………………………16
Figure 2.7 (f) Bankseat on Piles……………………………………………………16
Figure 2.7(g) Vertical Wall with Semi-integral Joint………………………………17
Figure 2.7 (h) Bankseat with Semi-integral Joint…………………………………17
Figure 2.8: Semi-integral detail…………………………………………………….20
Figure 2.9(a): Settlement below the approach slab………………………………...21
Figure2.9 (b): Integral Abutment Detail………………………………………...….21
Figure 2.9 (c): Convention Abutment Detail……………………………………….22
Figure 2.10: Steel Plate and Bolts Connection……………………………………..23
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Figure 2.11 (a): Wide Insitu Integral Crosshead…………………………………...24
Figure 2.11 (b): Narrow Insitu Integral Crosshead………………………………...25
Figure 2.11 (c): Insitu Integral Crosshead Cast in Two Stages…………………….26
Figure 2.12: Tied-deck slab connection……………………………………………27
Figure 2.13: Connection using Separated Slab deck……………………………….28
Figure 2.14(a): Overall Post-Tensioning…………………………………………...28
Figure 2.14(b): Over the pier post-tensioning……………………………………...29
Figure 2.14(c): Post-Tensioning Cast Insitu Slab…………………………………..29
Figure 2.15: Connection through Splicing of Prestressing Strand…………………30
Figure 2.16: Interaction mechanism between abutment and approach fill…………37
Figure 2.17 (a): Thermally Induced IAB Abutment Displacement…………………...39
Figure 2.17 (b): Ground-Surface Subsidence behind IAB Abutments………………..41
figure2.18: Bridge deck subjected to a temperature changes………………………42
figure2.19 (a): Idealized Soil deck Interaction Diagram (Non-linear System) ……44
figure2.19 (b): Idealized Soil deck Interaction Diagram (Non-linear System) ……44
Chapter 3 – Methodology
Figure 3.1: Research Methodology………………………………………………...49
Figure 3.2(a): Parabolic isoperimetric Beam Element……………………………..52
Figure 3.2(b): Cross Sectional deformation of beam ……………………………...54
Figure 3.3(a): 2-D isoperimetric quadrilateral Element……………………………57
Figure 3.3 (b): Corner node’s shape function………………………………………58
Figure 3.3 (c): Mid node’s shape function…………………………………………59
Figure 3.4(a): 1-D infinite element…………………………………………………61
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Figure 3.4(b): 2-D infinite element………………………………………………...62
Figure 3.5: Hyperbolic Model for Stress- Strain Behavior………………………...69
Figure 3.6: Dimensions of HB vehicles……………………………………………73
figure3.7: Bridge deck subjected to a temperature changes………………………..74
Figure 3.8: Thick circular cylinder…………………………………………………79
Figure 3.9 (a): X- Displacement……………………………………………………80
Figure 3.9 (b): Y-Displacement…………………………………………………….80
Figure 3.9 (c): Stress (- σx)………………………………………………………...81
Figure 3.9 (d): Stress (σy)…………………………………………………………..82
Figure 3.9 (e): Shear Stress (-γxy)………………………………………………….82
Figure3.10 (a): Example Frame Problem…………………………………………..83
Figure3.10 (a): Shear Force along vertical member…………………………...…...84
Figure3.10 (b): Shear Force along horizontal member…………………….............84
Figure3.10 (c): Moment Diagram along vertical member……………………........85
Figure3.10 (d): Moment Diagram along horizontal member………………………85
Figure 3.11: Beam with elastic support…………………………………………….86
Chapter 4 – Result and Discussion
Figure 4.1: Bridge NO.4 –SUNGIA TITI GATUNG……………………………...90
Figure4.2 (a): Deck Slab……………………………………………………………91
Figure4.2 (b): longitudinal Beam…………………………………………………..92
Figure4.2 (c): Transverse Section………………………………………………….93
Figure4.2 (d): Diagram of HB loading…………………………………………….95
Figure4.3: Typical Soil Spring…………………………………………………….98
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Figure 4.4(a): Stress-strain plot at various confining pressures for Clay…………..99
Figure 4.4 (b): Transformed stress-strain curve for clay………………………….100
Figure 4.4 (c): Variation of initial tangent modulus for clay……………………..101
Figure 4.4 (d): Transformed stress-strain curve for Sand clay……………………102
Figure 4.4 (e): Variation of initial tangent modulus for sand clay………………..103
Figure 4.4 ( f ): Transformed stress-strain curve for Sand Silt……………………104
Figure 4.4 (h): Variation of initial tangent modulus for Sand silt………………...105
Figure 4.4 (h): Transformed stress-strain curve for Dense Sand………………….106
Figure 4.4 (g): Variation of initial tangent modulus for dense sand……………...107
Figure 4.5: Coupled idealization for IA Bridge…………………………………..110
Figure 4.6 (a): Profile deflection of slab (Case No. One) ………………………..111
Figure 4.6 (b): Profile deflection of slab (Case No. Two)…………………….…..112
Figure 4.6 (c): Profile deflection of slab for various loads combination………….113
Figure 4.7 (a): Variation of moment of girder (Case No. One)………..………….114
Figure 4.7 (b): Variation of moment of girder (Case No. Two)…………………..114
Figure 4.7 (c): Variation of moment of girder for various loads combination……115
Figure 4.8(a): Displacement of abutment (`Case No. One)……………………….116
Figure 4.8(b): Displacement of abutment (Case No. Two)……………………….117
Figure 4.8(b): Displacement of abutment for various load Combination………...117
Figure 4.9 (a): Displacement of pile (Case No. One)……………………………..119
Figure 4.9 (b): Displacement of pile (Case No. Two)…………………………….119
Figure 4.9 (c): Displacement of pile for various load combination………………120
Figure 4.9(d): Free body diagram of the abutment and piles……………………..121
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Figure 4.10 (a): concentration σy of abutment for various load combination…….122
Figure 4.10 (b): Contour of variation σy of abutment…………………………….123
4.10 (d): Wireframe of variation of σy……………………………………………125
Figurer 4.11: Linear Strain-Stress relationship…………………………………...126
Figure 4.12(a): Deflection profile of slab…………………………………………127
Figure 4.12(b): Deflection profile of slab…………………………………………129
Figure 4.13(a): Displacement of abutment (`Case No. One) ……………………..130
Figure 4.13(b): Displacement of abutment (`Case No. Two)……………………..130
Figure 4.13(c): shows the displacement of abutment …………………………….133
Figure 4.13(a): Movement of Ground behind the abutment………………….......134
Figure 4.13(b): Movement of Ground behind the abutment135
Figure 4.14 (a): Displacement of pile Case No. One)……………………………136
Figure 4.14 (b): Displacement of pile (Case No. Two)…………………………...137
Figure 4.14 (c): Displacement of pile for various load combinations……………139
Figure 4.15 (a): Displacement of ground behind the pile………………………...139
Figure 4.15(b): Displacement of ground behind the pile………………………...140
Figure 4.16 (a): concentration σy of abutment……………………………………141
Figure 4.16 (b): Contour of variation σy of abutment…………………………….142
4.16 (c): Wireframe of variation of σy (First load case)………………………….144
Figure 4.17 (a): Contour of variation σy of backfill………………………………145
Figure 4.17 (b): Contour of variation σy of backfill………………………………146
Figure 4.18 (a): Variation of displacement with load increments………………...148
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Figure 4.18 (b): Variation of displacement of soil behind the abutment with load
increments ………………………………………………………………………...149
Figure 4.19 (a): Profile deflection of slab…………………………..…………….150
Figure 4.19 (b): Profile deflection of slab………………………………………...151
Figure 4.19 (c): Profile deflection of slab………………………………………...151
Figure 4.20(a): Displacement of abutment……………………………………….152
Figure 4.20 (b): Displacement of abutment (`Case No. Two)…………………….153
Figure 4.20 (c): displacement of abutment for various load combinations……….154
figure4.21 (a): Displacement of pile (First load combination)……………………155
4.21 (b): Displacement of pile (Second load combination)……………………….155
Figure 4.21(c): Displacement of pile for various load combinations…………….156
Figure4.22 (a): Movement of Ground behind the abutment for first load……..….158
Figure4.22 (a): Movement of Ground behind the abutment for first load……...…159
Figure 4.22 (c): Movement of Ground adjacent to pile…………………………...160
Figure 4.23 (a): concentration σy of abutment……………………………………161
Figure 4.23 (b): Contour of variation σy of abutment…………………………….162
Figure 4.23 (d): Wireframe of variation of σy (2nd
load case)…………………...164
Figure 4.24 (a): Contour of variation σy of backfill (1st combination)……….….166
Figure 4.25: Deflection profile of slab for various load combinations…………...169
Figure 4.26: Deflection profile of slab for Linear and non-linear analysis……….171
Figure 4.26(a): Lateral Displacement of abutment (1st load comb.)……………...174
Figure 4.26 (b): Lateral displacement of abutment (2nd
load comb.)…………….175
Figure 4.27: Lateral movement of abutment for (linear & Non-linear)………….176
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Figure 4.29: Lateral movement of piles (Linear & Non-Linear) …………………179
Figure 4.30(a): Free body diagram of the abutment………………………………180
Figure 4.30(b): Y-Stress along axis of Y-Y within the abutment………………...181
Figure 4.30(c): Y-Stress along axis of X-X within the abutment…………………182
Figure 4.31(a): Contour of variation σy of abutment ……………………………183
Figure 4.31 (b): Contour of variation σy of abutment ……………………………184
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List of Table
Chapter 2 – Literature view
Table 2.1: Recommended Design procedure………………………………………31
Chapter 3 – Methodology
Table 3.1: Shape function of isoperimetric Beam Element………………………...55
Table 3.2: Shape function of infinite element……………………………………...62
Table 3.3: Typical values for the modulus of subgrade reaction…………………..66
Chapter 4 – Result and Discussion
Table4.1: HA lane factors…………………………………………………………..94
Table 4.2: Modules of elasticity……………………………………………………97
Table 4.3(a): Failure ratio…………………………………………………………102
Table 4.3(b): Failure ratio…………………………………………………………104
Table 4.3(c): Failure ratio…………………………………………………………106
Table 4.4: Soil parameters for nonlinear analysis………………………………...108
Table 4.5: Analysis Cases…………………………………………………………110
Table 4.6: Bending moment of girder for different load position………………...113
Table 4.7: Maximum lateral displacement of pile………………………………...118
Table 4.8: maximum deflection of slab…………………………………………...128
Table 4.9: Maximum Displacement of pile ………………………………………138
Table 4.10: Maximum Displacement of pile……………………………………...157
Table 4.11: Deflection of slab for various models………………………………..170
Table 4.12: Lateral displacement of abutment……………………………………173
Table 4.13: Lateral movement of pile for various models………………………..177
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Table of Content
Acknowledgement ………………………….……………….……..……..………IV
Abstracts……………………………………...…………...…………..……………V
Abstrak.....................................................................................................................VI
List of Figures…………………………………..…..…………………….……...VII
List of Table……………………………………………..………………………XIV
Table of Content………………………………………………..………………..XV
Chapter 1 – Introduction
1.1 Introduction to Bridge…………………….……………………………………1
1.2 Background of Research…………………………………………………………2
1.3 Nature of Problem……………………………………………………………….3
1.4 Research Objectives………………….………………………………………….4
1.4.1 Research objectives………………………………………..………………….4
1.5 Scope of study…………………………………………………………………...5
1.6 Organization of Report…………………………………….…………………….6
Chapter 2 – Literature view
1.1 Introduction……………………………………………………………………...7
2.2 Integral Bridge………………………………………………….………………7
2.3 Integral Bridge Types ………………………………………………………….9
2.3.1 Type P – portal Frame………………………………………………………..10
2.3.2 Type B –Long Multi-span deck on Bankseats……………………………….10
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2.3.3 Type S –semi-Integral………………………………………………………..11
2.4 Selection Of bridge Layout…………………………………………………...12
2.5 Components of Integral Bridge……………………………………………….13
2.5.1.1 Vertical Wall……………………………………………………….………14
2.5.1.2 Embedded Wall…………………………………………………….………15
2.5.1.3 Embedded Wall with Reinforced Earth……………………………..….…..15
2.5.1.4 Spread Footing on Reinforced Earth Wall………………………………....16
2.5.1.5 Bankseat at Top of Side Slope……………………….……………………16
2.5.1.6 Bankseat on Piles…………………………………………………………..16
2.5.1.7 Vertical Wall with Semi-integral Joint…………………………………….17
2.5.1.8 Bankseat with Semi-integral Joint…………………………………………17
2.5.2 Bridge Deck………………………………………………..……………….17
2.5.2.1 Insitu Concrete…………………………………………..………………….18
2.5.2.2 Post-tensioned Concrete Decks……………………….……………………18
2.5.2.3 Precast Beams………………………………………………………………18
2.5.1.4 Steel Beams and Composite Concrete Slab………………………………...19
2.5.2.5 Steel Box Section…………………………………………………………..19
2.5.2 Approach Slabs (Transition Slabs or Run-on Slab)………………..………20
2.6 Connection System for Integral Bridges……………………………………22
2.6.1 Bolts and Welded Connections…………………………………………….22
2.6.2 Connection using Ordinary reinforcing Steel………………………………23
2.6.2.1 Wide Insitu Crossheads…………………………………………………….24
2.6.2.2 Narrow Insitu Crossheads………………………………………………….25
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2.6.2.3 Integral Crossheads Cast in two stages……………………………………26
2.6.3 Tied-deck slab connection …………………………………………………26
2.6.4 Connection using Separated Slab deck …………………………………….27
2.6.5 Connection using Post-tensioning Technique……………………………...28
2.6.6 Connection through Splicing of Prestressing Strand………….……………30
2.7 Design of Integral Bridge……………………………………………………..30
2.8 Behavior of Integral Bridge………………………….………………………..35
2.8.1 Behavior of Superstructure………………………………………….………..35
2.8.2 Behavior of Piers……………………………………………………………..35
2.8.3 Behavior of Piles Supporting the Abutments………………………………...35
2.8.4 Behavior of Approach System……………………………………………….36
2.9 Advantages of integral abutment bridge……………………………………….38
2.10 Problem of integral abutment bridge (IAB)……………………………..39
2.11 Soil-Structure Interaction of Integral Bridge Abutment ……………………..41
2.12 Temperature Effects…………………………………………………………..42
2.13 Earlier Work ………………………………………………………………….45
2.14 Concluding Remarks …………………………………………………………47
Chapter 3- Methodology
3.1 Introduction ……………………………………………………………………48
3.2 The Research Process………………………….……………………………….48
3.3 Finite Element Method…………………………………………………………50
3.3.1 Finite element steps…………………………………………………………..50
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3.3.2 Finite Element Formulation ………………………………………………….51
3.3.1.1 Three nodded isoperimetric beam element ………………………………...54
1. Element definition……………………………………………………...54
2. Shape Function…………………………………………………………54
3. Strain displacement relation…………………………………………….55
4. Stress- Strain relation……………………………………………………56
5. Stiffness matrix…………………………………………………………..56
3.3.1.2 2-D Isoperimetric quadrilateral element…………………………………..57
1. Shape function …………………………….……………………………58
2. Strain displacement relation…………………………………………….59
3. Stiffness matrix…………………………………………………………60
3.3.1.3 2-D Infinite element……………………………………...………………..61
(I) One –dimensional Infinite element ……………………...……………61
(II) Two -dimensional Infinite element …………………………………...62
3.3.3 Plan Strain Condition………………………………………………………...63
3.4 Subgrade reaction (spring constant)……………………………………………64
3.4.1 Element definition………………………………………………………….. 64
3.4.2 The determination of Winkler models of soil behavior ……………………64
3.5 Non-Linear Elastic Model……………………………………………………...66
3.6 Non-Linear Solution Algorithm………………………………………………..70
.3.6.1 Solution techniques………………………………………………………….71
3.7 Proposed Finite Element Modeling of Integral Abutment Bridge……………..72
3.7.1 Loading of Bridge…………………………………………………………….72
1. Dead Load (self weight)………………………………………..………72
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2. Loading Code (BS 5400 and BD37/01)………………………………..72
3. Temperature Loading……………………………………………………74
3.7.2 Proposed Idealization of Superstructure……………………………………...74
3.7.2 Proposed Idealization of Abutment-foundation-backfill System……………74
3.8 Collection of Data………………………………………………………………75
3.8.1 Computer Implementation…………………………………………………... 76
3.8.1.1 Preparation of Input data…………………………………………………...76
3.9 Analysis of Data………………………………………………………………..78
3.10 Calibration of Program………………………………………………………79
3.11 Concluding Remarks………………………………………………………… 87
Chapter 4 – Result & Discussion
4.1 Introduction…………………………………………………………………….88
4.2 Loading Calculation……………………………………………………………90
4.3 Case Study ………………………………….………………………………….89
4.3.1. Dead Load (self weight)………………………………………………90
4.3.1.1 Load coming from slab weight ……………………………90
4.3.1.2 Load coming from beam weight …………………………..91
4.3.2 .Live Load……………………………………………………………... 92
4.3.2.1 HA Loading ………………………………………………93
4.3.2.2 HB loading ………………...……………………………..94
4.3.3 Load Combinations……………….…….……………………………...95
4.4 Constitutive Modeling…………………………………………………………97
4.3.3 Modulus of elasticity…………………………………………………97
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4.3.4 Modulus of subgrade reaction Ks……………………………………... 98
4.5 Non-Linear parameter ………………………………………………………..99
4.5.1 Clay …………………………………………………………….99
4.5.2 Sand Clay………………………………………………………102
4.5.3 Sand Silt………………………………………………………..104
4.5.4 Dense Sand…………………………………………………….106
4.6 Proposed Physical Modelings……………………………………………….108
4.7 Results and Discussion……………………………………………………...110
4.7.1 Spring Analogy……………………………………………111
4.7.1.1 Superstructure……………………………………..111
4.7.1.2 Substructures……………………………………...115
4.7.2 Finite Element Model………………………………………125
4.7.2.1 Linear Analysis……………………………………...125
4.7.2.1.1 Superstructure………………………………...127
4.7.2.1.2 Substructures………………………………….130
4.7.2.2 Non - Linear Analysis……………………………….148
4.7.2.2.1 Superstructure…………………………………150
4.7.2.2.2 Substructures……………..……………………151
4.8 Comparative Study on different proposed models…………………………168
4.8.1 Superstructure……………………………………………168
4.8.2 Substructure…………………………………………….172
4.8.2.1 Displacements…………………………………….172
4.8.2.2 Stresses……………………………………………180
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4.9 Concluding Remarks………………………………………………………. 185
Chapter 5- Conclusions and Recommendations
5.1 Introduction………………………………………………………………186
5.2 Results from Present Study………………………………………………187
5.3 Faced difficulty…………………………………………………………..189
5.4 Recommendations for future Researches………………..………………190
References………………………………………………………………………191
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Chapter 1- Introduction
1.1 Introduction to Bridge
Bridges play important roles in linking road system. A bridge is a structure facilitating
a communication route for carrying road traffic or other moving loads over a depression
or obstruction such as river, stream, channel, road or railway. The communication route
may be a railway track, a tramway, a roadway, a footpath, a cycle track or a
combination of them. Since a bridge is the key element in transportation system,
balance must be achieved between handling future traffic volume and loads and the cost
of a heavier and wider bridge structure. Strength must always be foremost, but should
measures to prevent deterioration. The designer of new bridges has control over these
parameters and must make wise decisions so that capacity and cost are in balance, and
safety is not compromised.
Bridges are designed to sustain all applied loads, ultimate bending moment, shear forces
and deformations. The predominant loads on bridges are gravity loads due to self-
weight and that of moving traffic using the bridge and its dynamic effects. Other loads
included those due to wind, earthquakes, snow, temperature and construction and so on.
They also should perform satisfactorily and must be durable during their intended life
when specifications and construction procedures are correctly implemented.
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1.2 Background of Research
Although the conventional bridges have been used without any extreme complication
and seem to be preformed well all these years, there are few drawbacks of the design
that can affect structure life and maintenance costs. The drawback of this conventional
bridge design is that the joints and bearings often cause maintenance issues: an example
is corrosion due to leaking of expansion joint. This raises a problem, especially since
joints and bearings are expensive to buy, install, maintain and repair. Expansion joints
are a serious source of costly and disruptive maintenance work. Therefore the concepts
were developed to physically and structurally connect superstructure with abutments,
namely, the integral bridge. Hence expansion joints and bearings are regarded no
longer.
The integral bridge relies on the abutment pilings to flex with movement in the
superstructure, allowing it to expand contract. Approach slabs, which are connected to
the abutment or deck slab with reinforcement, move with the concrete. Eventually, a
complex soil-structure interaction mechanism involving relative movement between the
bridge and the adjacent retained soil will exist. This interaction, in return can cause
significant damage to the structural damage to the bridge components, as well as
causing pavement ride-quality problems for motor vehicles due to the development of
the bump at the end of the bridge. Because of the occurrence of these drawbacks, there
is a critical need to construction. This research study is performed mainly to investigate
the behavior and response of IA Bridge due to its life time, where the soil media has
been taken to account.
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1.3 Nature of Problem
Although the IAB concept has proven to be conceptually successful in eliminating
expansion joint/bearing problems as well as economical in initial construction for a
wide range of span lengths, it has not turned out to be problem- and maintenance-free in
actual service. This is because the IAB concept suffers from an inherent, fundamental
flaw. Specifically, the IAB concept fails to explicitly and proactively address how the
relative displacement between the moving superstructure and fixed ground is to be
accommodated. This derives from the fact that the IAB concept fails to recognize that it
does not, and cannot, fundamentally alter nature and the laws of physics and the
resulting tendency of a bridge superstructure to undergo seasonal temperature and
length changes in its longitudinal direction. All that has changed between conventional
versus IAB bridge designs are the details of how this thermally induced displacement
occurs, and the nature of the resulting problems and maintenance issues it generates.
Thus IABs as currently designed still have maintenance costs as did their jointed
predecessors which inflates the true life-cycle cost of an IAB.
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1.4 Research Objectives
The main objective of the analysis is to study the response of integral abutment bridge
and soil media due to various loading. The loadings include gravity and live loads,
which have been calculated based on the ultimate state ULS, the ultimate state refers to
a physical collapse of all or part of the structure. Analysis will be done on the stresses
and displacement of various load combinations for different position of load.
1.4.1 Research objectives
Findings of a literature review of integral bridges to identify problems and
uncertainties,
To analyze the relation between structure and the surrounding media (soil), and
select the proper physical modeling which can indicate reality of this interaction.
To take nonlinearity of material to account and compare the linear analysis’
results with non-linear once to highlight the significant of nonlinear behavior of
soil.
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1.5 Scope of study
The scope of study under this project is to determine the displacement, normal stress
and principal stress of different components of an integral bridge. The study has been
carried out within the following scope:
Type of Analysis Method: Finite Element Method by using 2-D finite element
model with following elements:
(i) 3 nodded isoparametric beam bending element
(ii) 2-D isoperimetric quadrilateral element.
(iii) 2-D infinite element.
(iv) Winkler spring
BD 37/88 loads for highway bridges is used to estimate the bridge load
The materials parameters were calculated based on the actual data for the Malaysian
soil data.
Elastic plastic analysis has been conducted for all materials used.
Results are presented in :
Displacement in x, y
Bending moment
Normal stress in y
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1.6 Organization of Report
The research contains results of the study as outlined in section 1.5. In addition to this
introductory chapter, this report is organized as follow:
Chapter 2 presents the overview of the integral bridge and describes the attributes,
limitations, and other characteristics of the integral bridge. It also will represent the
outline of design guidelines for design integral abutment bridge according to BA
42/96: Volume 1: section 3: part 12: the design of integral bridge.
Chapter 3 presents the load of integral bridge which has been taken in consideration
in the analysis. It also presents the definition and derivation of elements which are
used in analysis. The non-linear elastic model (Dancan 1970 ) was discussed in
details in this chapter. The Computer Implementation (finite element code) and its
calibration have been done in this chapter also.
Chapter 4 presents the load calculation for gravity and the live load, also the
derivation of the soil parameters according to actual laboratory tests for Malaysian
soil, and calculation of the Winkler spring constant. It also present the analysis of
results obtained from the combustive analysis of integral bridge by using different
techniques. Finally, presents the comparative study on different proposed models.
Chapter 5 presents the conclusion and recommendations.
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