基於有限元分析的CFRP對腐蝕鋼工字梁端部承載能力的改造效果

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研究生：	李玉秀 IOLA ABI GAIL
論文名稱：	基於有限元分析的CFRP對腐蝕鋼工字梁端部承載能力的改造效果 FEA-based Investigation on The Retrofit Effectiveness Of CFRP for The Load-carrying Capacity of a Corroded Steel I-Girder End
指導教授：	邱建國 Chien-Kuo Chiu
口試委員:	張惠雲 Heui-Yung Chang 許士昱 Shi-Yu Xu 紀凱甯 Kai-Ning Chi
學位類別：	碩士 Master
系所名稱：	工程學院 - 營建工程系 Department of Civil and Construction Engineering
論文出版年：	2023
畢業學年度：	111
語文別：	英文
論文頁數：	252
外文關鍵詞：	Carbon Fiber Reinforced Plastic (CFRP), End-bearing Capacity
相關次數：	點閱：162 下載：2
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The two main ageing issues that progressively shorten the lifespan of these steel bridges by reducing their load-carrying capacity are corrosion and live load (fatigue). Corrosion is more unpredictable and depends on the surrounding environment and exposure conditions. Corrosion may cause uniform or localized deterioration to steel bridges, which could gradually diminish carrying capacity as the damage worsens. Depending on the severity of the corrosion damage, localized corrosion damage to a plate girder's bearing area primarily affects the girder's bearing and shear capacity and causes local buckling and crippling failure. The usual repair work for corrosion damage includes attaching new steel plates to the corroded part using bolts or welding or replacing corroded members with new ones, which is very expensive. These repair works, however, lack workability because heavy machinery and welding devices are required when carrying out the work, regardless of the scale. As a result, repair works have not progressed despite the increasing number of corroded locations. It has become an issue. FRP composites are the most preferred material for reinforcing and repairing structures. Carbon fiber reinforced polymer (CFRP) is particularly promising due to its lightweight, high elasticity, high strength, and high durability. Thus, this study investigates the load-carrying capacity (Shear Capacity and End-bearing Capacity) of I-girders with varying corrosion damage situations based on various corrosion heights, corrosion widths, and thickness loss using retrofit CFRP with variable of layer, size height and width was evaluated using elastoplastic finite element computations. The location of corroded simulated in the combination of stiffener, end web, and inner web. The expansion and verification of the numerical study are performed using the computer program ABAQUS. The type of bonding used between CFRP and steel plate is fully bonded with a standard static analysis. From the analysis, CFRP is very effective in increasing the capacity value in all types of corrosion pattern conditions, thickness loss, height and width in the shear and end-bearing capacity analysis. The use of retrofit with variable number of layers, height size and width size on corroded steel girders can increase the remaining capacity that occurs.

ACKNOWLEDGEMENTS    i
ABSTRACT    iii
TABLE OF CONTENTS    iv
LIST OF TABLES    x
LIST OF FIGURES    xv
CHAPTER 1 INTRODUCTION    1
1    Research Background and Motivation    1
2    Problem Statement    3
3    Aims and Objectives    4
4    Research Scope    4
5    Outline    5
CHAPTER 2  LITERATURE REVIEW    7
1    General    7
2    Types of Corrosion Deterioration on Steel Bridges    8
2.1    Uniform Corrosion    8
2.2    Uniform Corrosion    8
2.3    Crevice Corrosion    8
3    Finite Element Analysis    9
4    Initially Defective Steel Bridge    10
4.1    Initial Deflection    10
4.2    Residual Stress    12
5    Steel Constitutive Law    14
6    Corroded of steel bridges    14
7    Fiber Reinforced Plastic (FRP)    17
7.1    Advantage of FRP    19
7.2    Restrictions    19
7.3    FRP Composites Deformation    20
7.4    Steel Structures with Fiber Reinforced Plastic    20
7.5    Implementation Method    24
8    Modelling Options    27
8.1    Element Types    27
8.1.1    Element of Solid    27
8.1.2    Shell Elements in Continuum    28
8.1.3    Modes of Hourglass    29
8.2    Comparison of ABAQUS's Explicit Solvers and Standard Users    31
8.2.1    Standard Abaqus    31
8.2.2    Abaqus's Explicit    31
8.3    Cohesive Zone Modelling    32
8.3.1    The Behavior of Traction and Separation    33
8.3.2    Interface Defects    33
8.4    Failure Model for FRP    33
8.4.1    Elastic Material Model    34
8.4.2    Criteria of Hashin    34
8.4.3    Deviation of Damage    34
CHAPTER 3  PRELIMINARY VERIFICATION    36
1    Corrosion Model Analysis of Steel Bridge    37
1.1    Description of Steel Dimension    37
1.2    Corrosion Models    38
1.3    Mechanism of Steel Corrosion Model    40
2.2.1    Element Selection    40
2.2.2    Material Properties    41
2.2.3    Model Size Adjustment    42
2.2.4    Meshing in Modelling    44
2.2.5    Assembly Part    44
2.2.6    Interaction    45
2.2.7    Loading and Boundary Condition    46
2.2.8    Imperfection Analysis    48
2.2.9    Displacement Control Analysis    50
2.2.10    Numerical Results of Validation    50
2    Retrofit Model Analysis using CFRP with ABAQUS    54
2.1    Description of Steel Dimension    54
2.2    Mechanism of Modeling CFRP Retrofit Steel Girder Full Bonded Interaction Abaqus Standard    58
2.2.1    Element Selection    58
2.2.2    Material Properties    58
2.2.3    Model Size Adjustment    61
2.2.4    Meshing in Modelling    64
2.2.5    Assembly Part    65
2.2.6    Interaction    65
2.2.7    Loading and Boundary Condition    66
2.2.8    Imperfection Analysis    69
2.2.9    Displacement Control Analysis    71
2.2.10    Numerical Results of Validation    71
2.3    Mechanism of Modeling CFRP Retrofit Steel Girder CZM Interaction Abaqus Explicit    73
2.3.1    Element Selection    74
2.3.2    Material Properties    75
2.3.3    Meshing in Modelling    77
2.3.4    Assembly Part    77
2.3.5    Interaction and Boundary Condition    78
2.3.6    Imperfection Analysis and Dynamic Explicit Analysis    81
2.3.7    Numerical Results of Validation    82
CHAPTER 4  EVALUATION OF LOAD CARRYING CAPACITY    84
1    Model Used    84
1.1    Steel Plate Girder    84
1.2    Load Scheme    86
1.3    Corrosion Pattern    86
1.4    CFRP Installation    90
2    Step Modelling Process    95
2.1    Part Modelling    95
2.2    Property Modelling    96
2.3    Assembly Model    99
2.4    Step Modelling    102
2.5    Interaction    104
2.6    Load and Boundary Condition    105
2.7    Mesh    107
3    Analysis of Initial Defects of Steel Bridges    108
4    Analysis of Shear Capacity    111
4.1    Health Model    111
4.2    Analysis of Shear Capacity without CFRP Retrofit    112
4.3    Analysis of Shear Capacity with CFRP Retrofit of Layer Variable    114
4.3.1    Shear Capacity of CFRP Retrofit with 3 Layer per side    115
4.3.2    Shear Capacity of CFRP Retrofit with 5-Layer    117
4.3.3    Analysis Shear Capacity of the Effect CFRP with Layer Variable    120
4.4    Analysis of Shear Capacity with CFRP Retrofit of Height Variable    130
4.4.1    Analysis of Shear Capacity of CFRP Retrofit Type 2    131
4.4.2    Analysis of Shear Capacity of CFRP Retrofit Type 2    131
4.4.3    Analysis of the Effect CFRP with Height Variable    133
4.5    Analysis of Shear Capacity with CFRP Retrofit of Width Variable    144
4.5.1    Analysis of Shear Capacity with CFRP Retrofit Type 1    144
4.5.2    Analysis of Shear Capacity with CFRP Retrofit Type 2    144
4.5.3    Analysis of the Effect CFRP with Width Variable    146
5    Analysis of End-Bearing Capacity    153
5.1    Health Model    153
5.2    Analysis of End Bearing Capacity without CFRP Retrofit    154
5.3    Analysis of End Bearing Capacity with CFRP of Layer Variable    156
5.3.1    End-Bearing Capacity of CFRP with 3-Layer    157
5.3.2    End-Bearing Capacity of CFRP with 5 Layer    159
5.3.3    Analysis End-Bearing Capacity of the Effect CFRP with Height Variable    162
5.4    Analysis of End-Bearing Capacity with CFRP Height Variable    172
5.4.1    Analysis of End Bearing Capacity of CFRP Type 1    172
5.4.2    Analysis of End Bearing Capacity of CFRP Type 2    172
5.4.3    Analysis of the Effect CFRP with Width Variable    175
5.5    Analysis of End Bearing Capacity with CFRP of Width Variable    185
5.5.1    Analysis of End Bearing Capacity with CFRP Type 1    185
5.5.2    Analysis of End Bearing Capacity with CFRP Type 2    185
5.5.3    Analysis of the Effect CFRP with Width Variable    187
CHAPTER 5  CONCLUSION AND SUGGESTION    194
1    Conclusion    194
2    Suggestions for Future Research    197
REFERENCES    198
APPENDIX A    201
APPENDIX B    216

                                

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