Flag-Shape and Post-Yield Hardening Systems for Residual Displacement Reduction of Bridge Columns

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研究生：	Ade Yuniati Pratiwi Ade Yuniati Pratiwi
論文名稱：	Flag-Shape and Post-Yield Hardening Systems for Residual Displacement Reduction of Bridge Columns Flag-Shape and Post-Yield Hardening Systems for Residual Displacement Reduction of Bridge Columns
指導教授：	邱建國 Chien-Kuo Chiu 歐昱辰 Yu-Chen Ou
口試委員:	鄭敏元 Min-Yuan Cheng 宋欣泰 Shin-Tai Song 王勇智 Yung-Chih Wang
學位類別：	博士 Doctor
系所名稱：	工程學院 - 營建工程系 Department of Civil and Construction Engineering
論文出版年：	2018
畢業學年度：	106
語文別：	英文
論文頁數：	293
中文關鍵詞：	residual 、inelastic 、displacement 、conventional 、flag-shape 、post-yield hardening
外文關鍵詞：	residual, inelastic, displacement, conventional, flag-shape, post-yield hardening
相關次數：	點閱：201 下載：3
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ABSTRACT

Residual displacement as the only visible and measureable damage index in reinforced concrete structure after undergoing a severe earthquake has been gaining attention in recent years. In reinforced concrete bridge column, there are four systems which capable to reduce residual displacement i.e. flag-shape system, prestressed system, post-yield hardening system, and prestressed post-yield hardening system. Considering the best system to reduce residual displacement, flag-shape system and post-yield hardening system were investigated.
In investigation of nonlinear behavior of flag-shape system, eight segmental columns with variation of energy dissipation bar ratio were tested under cyclic loading and pseudo-dynamic loading. The test results were used to calibrate the nonlinear hysteretic model parameters for analytical study. Based on the analytical study, the flag-shape system reduced residual displacement to zero while the conventional RC system show a significant increase of residual displacement. It was observed that segmental column with energy dissipation bar ratio 25% to 35% showed a similar behavior to conventional column but with better self-centering capability. The inelastic displacement ratio, C_R, was obtained from this analysis. It was observed that the C_R value for both traditional RC system and flag-shape system was much greater under near-fault ground motion than under far-field ground motion. Two equations based on near-fault and far-field were proposed to predict the inelastic displacement ratio of this system.
For post-yield hardening system, three reinforced concrete column including two proposed columns and one conventional RC column were tested under cyclic loading. From the cyclic loading test result, proposed column achieved post-yield hardening ratio up to 5.45% while the conventional RC column went up to 0.15%. The test results were then used as calibration index in the parametric study. The analysis results proved that the post-yield hardening system could reduce residual drift compared with traditional RC system especially under near-fault ground motion. By increasing post-yield hardening ratio to 7.5% to 10%, the system further reduced the residual drift to be below 1%.

Keywords: residual; inelastic; displacement; conventional; flag-shape; post-yield hardening

ABSTRACT

Keywords: residual; inelastic; displacement; conventional; flag-shape; post-yield hardening

ABSTRACT    i
ACKNOWLEDGEMENT    ii
TABLE OF CONTENTS    iv
LIST OF FIGURES    viii
LIST OF TABLES    xix
CHAPTER 1    INTRODUCTION    1
1.    Background    1
2.    Objectives    2
3.    Overview    3
CHAPTER 2    CONCEPT AND LITERATURE REVIEW    4
1.    Near-Fault and Far-Field Ground Motion    4
2.    Residual Displacement    7
2.1 Current Design Provision    9
3.    Minimum Residual Displacement Bridge Column System    10
3.1.    Flag-shape system    10
3.1.1 Zatar and Mutsuyoshi (2000; 2002)    11
3.1.2 Hewes and Priestley (2002)    13
3.1.3 Chou and Chen (2006)    14
3.1.4 Ou (2007) and Ou et al. (2007, 2010a, 2010b)    14
3.1.5 Mahin et al. (2006) and Jeong et al. (2008)    18
3.2.    Prestressed (Axial load) System    20
3.2.1 Larkin et al. (2012)    22
3.2.2 Sun et al (2015)    23
3.3.    Post-Yield Hardening System    24
3.3.1 Iemura et al. (2001, 2004, 2006)    25
3.3.2 Fahmy et al. (2010)    28
3.4.    Prestressed Post-Yield Hardening System    30
4.    Inelastic Displacement Ratio    33
4.1.    Miranda (2000)    35
4.2.    Ruiz-García and Miranda (2003)    36
4.3.    Chopra and Chintanapakdee (2004)    37
5.    High Strength Strands and High Strength Bar    39
6.    Bonding System    40
7.    Embedded Length and Anchorages System    41
8.    Prestressed and Nonprestressed Reinforcement    42
CHAPTER 3    FLAG-SHAPE SYSTEM    45
1.    Introduction of Hysteretic Models    45
1.1.    The Development of Modified Modified Clough (MC) Model    45
1.2.    The Development of Modified Stiffness-Degrading Self-Centering (SDSC) Model    47
2.    Verification and Calibration    50
3.    Parametric Study    55
4.    Ground Motion    56
5.    Analysis Procedure    59
6.    Result and Discussion    59
6.1.    Effect of Near-Fault and Far-Field Ground Motion    60
6.2.    Effect of Energy Dissipation Ratio (β)    60
6.3.    Effect of Lateral Force Level (R)    61
6.4.    Effect of Period    61
6.5.    Effect of Residual Drift    61
6.6.    Proposed CR Formula for Near-Fault and Far-Field Ground Motions    62
CHAPTER 4    POST-YIELD HARDENING SYSTEM    67
1.    Background    67
2.    Specimen Description    67
3.    Specimen Design    68
4.    Design Evaluation    72
4.1.    ACI 318-14    72
4.2.    AASHTO LRFD BDS 2012    74
4.3.    Caltrans Bridge Design Specifications 2003    76
4.4.    MOTC 2009    76
4.5.    Shear Evaluation    78
4.6.    Design Steel plate    84
5.    Preliminary Analysis    85
5.1.    Finite Element Method (FEM)    85
5.2.    Modeling Approach    86
5.3.    Column Type    86
5.4.    Concrete Model    86
5.5.    Reinforcement model    87
5.6.    Analysis Procedure    89
5.7.    Preliminary Analysis Result    90
5.7.1     Effect of Mild Steel Bar    91
5.7.2     Effect of Axial Load Ratio to the RC Column    92
5.7.4     Effect of the Unbonded Length of Strand to the RC Column    93
5.7.3     Effect of Bonding to the Strand    95
5.7.5     Effect of Strand Position in the RC Column    95
5.7.6     Effect of High Strength Strand Ratio    96
5.8.    Design Recommendation    98
6.    Test Program    98
6.1.    Slump Test    98
6.2.    Compressive Strength Test    99
6.3.    Tensile Strength Test    101
6.4.    Construction of Specimen    104
6.4.1     Preparing Formworks and Materials    104
6.4.2     Unbonding Procedure for Strand    105
6.4.3     Construction of Conventional Column (CCC)    106
6.4.4     Construction of Proposed Column (CSC)    108
6.5.    Test Setup    111
6.6.    Applied Loading    111
6.7.    Instrumentation and Measurement of Load, Strain, and Displacement    112
6.7.1     Strain Gauge Measurement    112
6.7.2 NDI Markers    115
6.    Test Results and Discussions    117
7.1.    Actual Material Strength    117
7.2.    Test Results    117
7.2.1.    Column CCC    118
7.2.2.    Column CSC1    120
7.2.3.    Column CSC2    122
7.2.4.    Comparison of Backbone Curve and Accumulated Energy Dissipation    124
7.2.5.    Curvature, Shear Strain, and Displacement Contribution    127
7.    Investigation of column CSC1 and CSC2    133
8.    Parametric Study    142
8.1     Calibration    142
8.2     Ground Motion    145
8.3     Analysis Procedure    146
8.4     Result and Discussion    147
8.4.1 Effect of post-yield stiffness ratio    147
8.4.2 Effect of near-fault and far-field ground motion    148
8.4.3 Effect of natural period    149
8.4.4 Effect of R    149
CHAPTER 5    SUMMARY AND CONCLUSION    154
1.    Summary    154
2.    Conclusions    155
2.1.    Flag-shape system    155
2.2.    Post-yield hardening system    156
3.    Future Research Work    157
REFERENCES    158
APPENDIX A    170
APPENDIX B    184
APPENDIX C    199
APPENDIX D    214
APPENDIX E    242


                                

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