博碩士論文 983202604 詳細資訊


姓名 蘇德絲(Desy Setyowulan)  查詢紙本館藏   畢業系所 土木工程學系
論文名稱 橋梁含多重防落裝置之極限狀態動力分析
(Dynamic Analysis of Ultimate State for Bridges with Multiple Unseating Prevention Devices)
檔案 至系統瀏覽論文 (永不開放)
摘要(中) 過去發生嚴重震害之大地震中,經常可見橋梁亦遭受嚴重之損害,橋
梁震害中,橋柱損壞與落橋所造成之損失更為嚴重。因此本研究主要探討
橋梁含多重防止落橋裝置於大地震時之功效,同時研究外加阻尼裝置是否
可提高橋梁之耐震能力。
本研究採用新近發展之向量式有限元素為結構動力分析方法,向量式
有限元素適用於處理大變形、大變位、材料非線性與剛體運動等問題,由
於橋梁在大地震中,防止落橋裝置方開始作用,此時橋梁動力行為不再處
於線彈性階段,為研究防止落橋裝置之功效則必須進行橋梁非線性動力分
析甚而預測極限破壞狀態。
本研究以一座六跨簡支橋梁與一座二單元三跨連續橋梁為目標橋梁,
防止落橋裝置包括抗拉型防落拉桿與抗壓型制動箱,經數值分析結果,多
重防止落橋裝置無法提高橋梁耐震能力,但連續橋之耐震能力高於簡支
橋,同時外加阻尼裝置可適度提高橋梁耐震能力。
摘要(英) In earthquake-prone areas, a bridge is unavoidably attacked by an earthquake which
has been noticed as the most frightened and destructive phenomenon of Nature. Observed
from the damaged bridges, column failure and deck unseating caused a more serious loss. The
purpose of this study is to clarify the effectiveness of multiple unseating prevention devices
for bridges by numerical simulations. Supplementary dampers are included in bridges to
improve the seismic capacity under strong earthquakes.
The Vector Form Intrinsic Finite Element (VFIFE) is superior in managing the
engineering problems with material nonlinearity, discontinuity, large deformation, large
displacement and arbitrary rigid body motions of deformable bodies. In this study, the Vector
Form Intrinsic Finite Element (VFIFE) is thus selected to be the analysis method.
Two types of bridges, a six-span simply-supported bridge with rigid bearings and a
continuous bridge with rigid bearings, are analyzed. The hook and gap spring elements with
fracture strength are used to simulate the behavior of restrainers and stoppers, respectively.
The Maxwell model is developed to simulate the behavior of supplementary viscous dampers.
From the numerical analysis, it is found that installation of multiple unseating prevention
devices and supplementary dampers lead columns to collapse earlier. The performance of the
continuous bridge with rigid bearings is better than simply-supported bridge to prevent
unseating of the superstructure.
關鍵字(中) ★ 動力分析
★ 阻尼
★ 橋梁
★ 防止落橋裝置
★ 向量式有限元素
★ 極限狀態
關鍵字(英) ★ ultimate state
★ bridge
★ unseating prevention device
★ vector form intrinsic finite
論文目次 摘要 . i
ABSTRACT . ii
ACKNOWLEDGEMENTS . iii
LIST OF CONTENTS iv
LIST OF TABLES viii
LIST OF FIGURES xviii
CHAPTER 1 INTRODUCTION. 1
1.1 Background 1
1.2 Literature Review . 2
1.2.1 Vector Form Intrinsic Finite Element . 2
1.2.2 Unseating Prevention Devices 2
1.2.3 Supplementary Dampers . 4
1.3 Research Objectives . 5
1.4 Outline 5
CHAPTER 2 THE VECTOR FORM INTRINSIC FINITE ELEMENT . 6
2.1 Introduction of Vector Form Intrinsic Finite Element . 6
2.2 Assumptions of VFIFE 6
2.3 Kinematics of a Frame Element . 7
2.3.1 Deformation Coordinates . 7
2.3.2 Rigid Body and Deformation Components 8
2.3.3 Internal Nodal Forces for the Frame Element 9
2.3.4 Equations of Motion . 12
2.4 The Central Difference Method . 13
CHAPTER 3 TARGET BRIDGES . 16
3.1 Design of Target Bridges . 16
3.1.1 Input Ground Motions 17
3.1.2 Case Study for Simulation 17
3.2 Unseating Prevention System 17
3.2.1 The Seating Length . 18
3.2.2 The Ultimate Strength of Unseating Prevention Devices . 18
3.2.3 Gap between Two Adjacent Girders 19
3.3 Numerical Models of Unseating Prevention Devices 19
3.3.1 Gap/Impact Spring Element . 19
3.3.2 Hook Spring Element . 20
3.4 Numerical Models of Bearings 21
3.5 Sliding of Structures . 22
3.6 Idealization of Target Bridges 24
3.6.1 A Six-Span Simply Supported Bridge with Rigid Bearings. 24
3.6.2 A Continuous Bridge with Rigid Bearings . 25
CHAPTER 4 SIMULATION RESULTS . 27
4.1 A Six-Span Simply Supported Bridge with Rigid Bearings 27
4.1.1 Failure Mechanism for the Bridge with Restrainers Type 1 and Stoppers under
170% of JR Takatory Record . 27
4.1.2 Failure Mechanism for the Bridge with Restrainers Type 1 and Stoppers under
180% of JR Takatory Record . 28
4.1.3 Parametric Study. 29
4.1.3.1 A Six-Span Simply Supported Bridge under JR Takatory Record . 29
4.1.3.2 A Six-Span Simply Supported Bridge under JMA Kobe Record . 30
4.1.3.3 A Six-Span Simply Supported Bridge under Sun-Moon Lake Record . 32
4.2 A Continuous Bridge with Rigid Bearings 33
4.2.1 Failure Mechanism for the Bridge with Restrainers Type 1 and Stoppers under
240% of JR Takatory Record . 33
4.2.2 Parametric Study. 34
4.2.2.1 A Continuous Bridge under JR Takatory Record . 34
4.2.2.2 A Continuous Bridge under JMA Kobe Record . 35
4.2.2.3 Continuous Bridge under Sun-Moon Lake Record . 36
4.3 Comparisons and Discussions 37
4.3.1 A Six-Span Simply Supported Bridge and a Continuous Bridge under JR
Takatory Record . 37
4.3.2 A Six-Span Simply Supported Bridge and a Continuous Bridge under JMA
Kobe Record 38
4.3.3 A Six-Span Simply Supported Bridge and a Continuous Bridge under Sun-
Moon Lake Record . 39
CHAPTER 5 SUPPLEMENTAL DAMPING . 40
5.1 Supplementary Damper 40
5.2 Maxwell Damper 40
5.3 Case Study 42
5.4 Parametric Study 42
5.4.1 A Six-Span Simply Supported Bridge under JR Takatory Record 42
5.4.2 A Six-Span Simply Supported Bridge under JMA Kobe Record 43
5.4.3 A Six-Span Simply Supported Bridge under Sun-Moon Lake Record 44
5.4.4 A Continuous Bridge under JR Takatory Record . 45
5.4.5 A Continuous Bridge under JMA Kobe Record . 46
5.4.6 A Continuous Bridge under Sun-Moon Lake Record 47
5.5 Comparison and Discussion . 48
5.5.1 A Six-Span Simply-Supported Bridge with and without Supplementary
Dampers under JR Takatory Record 48
5.5.2 A Six-Span Simply-Supported Bridge with and without Supplementary
Dampers under JMA Kobe Record 48
5.5.3 A Six-Span Simply-Supported Bridge with and without Supplementary
Dampers under Sun-Moon Lake Record . 49
5.5.4 A Continuous Bridge with and without Supplementary Dampers under JR
Takatory Record . 49
5.5.5 A Continuous Bridge with and without Supplementary Dampers under JMA
Kobe Record 50
5.5.6 A Continuous Bridge with and without Supplementary Dampers under Sun-
Moon Lake Record . 50
CHAPTER 6 CONCLUSIONS AND RECOMMENDATION 51
6.1 Conclusions 51
6.2 Recommendation . 52
REFERENCES . 53
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指導教授 李姿瑩(Tzu-Ying Lee) 審核日期 2010-8-16

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