Damage Quantification Model for High-Strengh Reinforced Concrete Columns With Flexure Failure and Flexure-Shear Failure

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研究生：	Alexander Ivan Tandri Alexander Ivan Tandri
論文名稱：	Damage Quantification Model for High-Strengh Reinforced Concrete Columns With Flexure Failure and Flexure-Shear Failure Damage Quantification Model for High-Strengh Reinforced Concrete Columns With Flexure Failure and Flexure-Shear Failure
指導教授：	邱建國 Chien-Kuo Chiu
口試委員:	鄭敏元 Min-Yuan Cheng 洪崇展 Chung-Chan Hung 王勇智 Yung-Chih Wang 林克強 Ker-Chun Lin
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：	2021
畢業學年度：	109
語文別：	英文
論文頁數：	258
中文關鍵詞：	Damage quantification 、High-strength 、Reinforced Concrete 、Finite element
外文關鍵詞：	Damage quantification, High-strength, Reinforced Concrete, Finite element
相關次數：	點閱：512 下載：8
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A total of six full-scale high strength reinforced concrete (HSRC) columns were tested under axial and cyclic lateral loading. The specified concrete compressive strength was 70 MPa and the specified yield strength was 685 MPa and 785 MPa for the longitudinal and transverse reinforcements, respectively. The main variables considered in the study are the transverse reinforcements ratio and axial load ratio. Although such HSRC columns have gradually transformed in use and scope, the damage quantification method is less understood. The main purpose of this study is to propose a damage quantification model for HSRC columns.
An analytical backbone curve model for predicting force-deformation behavior of HSRC columns is described. Column stiffness is also measured from the experiment to obtain stiffness reduction factors that are necessary to calculate member deformation. Based on experiment results, a new limiting value of residual crack width is defined to determine damage level. Then, a new drift ratio limit of each damage level is also proposed. Experiment results are presented and used to investigate the application of the proposed damage quantification model.
To increase the accuracy of the proposed model, this study also performs Finite Element Analysis (FEA) of previous tested specimens with addition of specimens from other studies. Using FEA results, the damage quantification model is modified based on the stiffness reduction factor, the unloading stiffness, and the ratio of shear deformation to total deformation. The proposed model is then used to quantify the damage of the observed specimens.

ABSTRACT i
ACKNOWLEDGEMENT ii
TABLE OF CONTENTS iii
LIST OF TABLES     viii
LIST OF FIGURES xii
CHAPTER 1: INTRODUCTION
1 Background and Research Motivation 1
2 Objectives and Scopes of Study 2
3 Outlines 4
CHAPTER 2: LITERATURE REVIEW
1 High-Strength Reinforced Concrete (HSRC) 7
2 High-Strength Concrete (HSC) 7
2.1 Modulus of Elasticity 7
2.2 Tensile Strength 8
3 High-Strength Steel (HSS) 9
3.1 SD685 10
3.2 SD785 12
4 Definition of Damage Level 13
5 Previous Research 16
5.1 Model for Force-Deformation Relationship 16
5.2 Xiao and Martirossyan (1998) 30
5.3 Aoyama (2001) 32
5.4 Chen (2011) 34
5.5 Wang (2014) 37
5.6 Bhayusukma (2016) 38
6 Finite Element Modeling 40
6.1 Concrete Constitutive Model 41
6.1.1 Concrete in Compression 42
6.1.2 Concrete in Tension 43
6.1.3 Concrete in Shear 45
6.2 Steel Constitutive Model 46
6.2.1 Embedded reinforcement 47
6.2.2 Bond-slip reinforcement 47
6.3 Elements 50
6.3.1 Plane Stress Elements 50
6.3.2 Truss Elements 52
6.3.3 Meshing 53
6.4 Numerical Solution Methods 53
6.4.1 Iteration Procedures 53
6.4.2 Line Search 59
6.4.3 Convergence Criteria 59
CHAPTER 3: EXPERIMENTAL PROGRAM
1 Experiment Setup 60
2 Test Procedure 64
3 Material Test 67
3.1 Concrete Compression Test 67
3.2 Steel Tensile Test 70
4 Experiment Results 72
4.1 Force-Deformation Relationship 72
4.2 Crack Propagation 73
4.3 Identification of Damage of Specimens 77
4.3.1 Specimen 10S0.15 77
4.3.2 Specimen 10S0.30 79
4.3.3 Specimen 15S0.15 81
4.3.4 Specimen 15S0.30 83
4.3.5 Specimen 20S0.15 85
4.3.6 Specimen 20S0.30 86
4.4 Crack Width and Damage Level Relationship 88
CHAPTER 4: DAMAGE EVALUATION OF HSRC COLUMNS
1 Analytical Model for Force-Deformation Relationship 90
1.1 Cracking Point 91
1.2 Maximum Point 92
1.3 Flexure-Shear Failure Point 95
1.4 Axial Failure Point 95
1.5 Proposed Monotonic Model of a Force-Deformation Relationship 96
2 Stiffness Reduction Factor 99
3 Hysteresis Behavior 100
4 Determination of Damage Level for HSRC Columns 104
5 Determination of Performance Point for HSRC Columns 106
6 Proposed Dividing Point for Each Damage Level 110
7 Damage Quantification Model 112
CHAPTER 5: FINITE ELEMENT ANALYSIS OF HSRC COLUMNS
1 Finite Element Analysis 117
1.1 Element and Geometry 119
1.2 Boundary Conditions 120
1.3 Loading Applications 120
2 Material Properties 121
2.1 Concrete Compressive Behavior 121
2.2 Concrete Tensile Behavior 123
2.3 Steel Properties 124
3 Analysis Procedures 126
4 Verification of FEA Results 127
4.1 Force-Displacement Relationship 127
4.2 Maximum Residual Crack Width 132
4.3 Crack Pattern 135
4.4 Evaluation of FEA Results 137
5 Finite Element Results of Observed Specimens 139
5.1 Xiao and Martirossyan (1998) 140
5.2 Aoyama (2001) 147
5.3 Chen (2011) 151
5.4 Wang (2014) 158
5.5 Bhayusukma (2016) 164
6 Evaluation of The Proposed Model Using FEA 169
6.1 Stiffness Reduction Factor Modification 169
6.2 Unloading Stiffness Modification 171
6.3 Ratio of Shear Deformation Modification 173
7 Damage Quantification Model of HSRC Columns 180
7.1 Chiu and Tandri (2020) 181
7.2 Xiao and Martirossyan (1998) 185
7.3 Aoyama (2001) 188
7.4 Chen (2011) 189
7.5 Wang (2014) 192
7.6 Bhayusukma (2016) 194
8 Design Method For Controlling Shear Crack Width 195
9 Design Method For Controlling Damage Level 199
CHAPTER 6: CONCLUSIONS
1 Conclusions 202
2 Step-by-step Damage Quantification Method 203
3 Suggestions and Future Work 206
REFERENCES 207
APPENDIX A – NEW RC SPECIMEN RESULTS 211
APPENDIX B – DAMAGE QUANTIFICATION MODEL 227

                                

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