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研究生： 范富英輝
Pham Phu Anh Huy
論文名稱： 低圍束、高軸壓與細長度對鋼筋混凝土柱之耐震行為影響
EFFECTS OF LIGHT TRANSVERSE REINFORCEMENT, HIGH AXIAL LOAD, AND SLENDERNESS ON SEISMIC BEHAVIOR OF RC COLUMNS
指導教授： 洪崇展
Hung, Chung-Chan
共同指導教授: 袁宇秉
Yuen, Terry Yu-Ping
學位類別： 博士
Doctor
系所名稱： 工學院 - 土木工程學系
Department of Civil Engineering
論文出版年： 2022
畢業學年度： 111
語文別： 英文
論文頁數： 301
中文關鍵詞： 大型實驗 、RC柱 、抗剪強度 、塑性鉸長度 、塑性鉸區 、細長柱 、骨架曲線 、滯迴線
外文關鍵詞： large-scale experiment, lightly RC column, RC column, shear strength, plastic hinge length, plastic hinge region, slender column, backbone curve, hysteresis loop
ORCID： http://orcid.org/0000-0002-9476-0910
相關次數： 點閱：123  下載：35 
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    • The reinforced concrete (RC) columns in the old buildings are typically characterized by light transverse reinforcement that does not comply with modern design standards and can be vulnerable under seismic loading. Furthermore, columns of high slenderness and subjected to high axial load are often found in mid- to high-rise buildings which can further their seismic vulnerability. Strength evolutions, stability, ductility, and plastic hinge properties are crucial for assessing the seismic behavior of RC columns. Although numerous experimental studies have been conducted previously to investigate these properties, the test data on large-scale slender and non-slender RC columns under a high axial load ratio (ALR) remains scarce. In this regard, a series of tests consisting of 10 large-scale RC columns, comprising 6 non-slender columns and 4 slender columns, of various transverse reinforcement detailings was conducted under high ALR and double curvature test configuration.
    The seismic behavior characterized by the damaged patterns, shear strength, strength evolution, displacement components, stiffness, energy dissipation, displacement ductility, and plastic hinge length (PHL) was thoroughly investigated. The test results revealed that the increase in ALR led to brittle failure modes with decreased ultimate drift and displacement ductility, but the shear strength, initial and secant stiffness, energy dissipation, and PHL could be increased. Meanwhile, the ratios of the displacement components were slightly affected by the ALR but were dependent on the transverse reinforcement ratio. Comprehensive comparisons between the test results and the predictions by analytical/empirical models from design codes and the literature were presented and discussed.
    Furthermore, the test results on the slender columns showed that the P-Δ effect on the moment magnification was noticeable after yielding and became increasingly significant in the post-peak responses. Robust transverse reinforcement detailing improved flexural strength, strength and stiffness retention, buckling resistance of longitudinal bars, and drift capacity for the slender columns under high axial compression. It also enhanced the stability index of slender columns and reduced the P-Δ moment magnifiers at the ultimate limit state. In addition to the comprehensive experimental investigation, current analytical procedures and design codes for slender columns were assessed based on the test results, including the effective stiffness, plastic region length, and stability index. Suitable evaluation methods for characterizing the behavior of slender RC columns are recommended.
    In addition to experimental work, the revised shear and PHL equations were proposed and verified based on tested results with acceptable accuracy. A simplified equation was also established to express the relationship between moment-shear-axial forces (M-V-N). Lastly, simplified procedures and analytical models were proposed to model the backbone curves and hysteresis loops. These procedures and models could reasonably estimate the response of RC columns under cyclic loading. In summary, the results and developments from this research could advance knowledge on the seismic behavior of non-slender and slender RC columns with large cross-sections under high ALR and various transverse reinforcement detailing. The proposed equations, analysis procedures, and models can be useful tools for engineers to predict those special RC columns’ shear strength, PHL, backbone curve, and hysteresis loop, based on which effective retrofitting schemes can be decided.

    ABSTRACT I ACKNOWLEDGMENT III TABLE OF CONTENTS IV LIST OF TABLES IX LIST OF FIGURES XI LIST OF NOTATIONS XVI CHAP TER 1: INTRODUCTION 1 1.1. INTRODUCTION 1 1.2. RESEARCH SIGNIFICANT 3 1.3. OBJECTIVE AND SCOPE 4 1.4. THESIS ORGANIZATION 5 CHAP TER 2: BACKGROUND 7 2.1. INTRODUCTION 7 2.2. LITERATURE REVIEW 7 2.2.1.Testing configuration 7 2.2.2.Failure modes of RC columns 8 2.2.3.Strength envelope 14 2.2.4.Shear strength 23 2.2.5.Plastic hinge properties 35 2.2.6.Force - Displacement curves (backbone curves) 53 2.2.7.Hysteresis loops 65 2.3. LIMITATION OF EXISTING TESTS AND MODELS 81 CHAP TER 3: EXPERIMENTAL PROGRAM 83 3.1. INTRODUCTION 83 3.2. SPECIMEN DESIGN 83 3.2.1.Design of six non-slender RC columns 83 3.2.2.Design of slender RC columns 85 3.3. MATERIAL PROPERTIES 87 3.4. TEST SETUP 88 3.4.1.Non-slender columns 88 3.4.2.Slender columns 91 3.5. FABRICATING SPECIMENS 93 CHAPTER 4: TEST RESULTS AND OBSERVATIONS 98 4.1. INTRODUCTION 98 4.2. NON-SLENDER COLUMN TEST RESULTS 98 4.2.1.Damage pattern 98 4.2.2.Load-displacement behavior 103 4.2.3.Displacement Components 105 4.2.4.Secant and Initial Stiffness 108 4.2.5.Displacement ductility 111 4.2.6.Energy dissipation 114 4.3. SLENDER COLUMN TEST RESULTS 115 4.3.1.Damage pattern 115 4.3.2.Load-Displacement behavior 121 4.3.3.Strains of steel reinforcement 125 4.3.4.Displacement composition 127 4.3.5.Strength envelopes and flexural strength 129 4.3.6.Secant and initial stiffness 133 4.3.7.Energy dissipation capacity 135 4.3.8.Displacement ductility 136 4.4. SUMMARY 137 CHAPTER 5: STRENGTH ENVELOPE AND SHEAR STRENGTH 141 5.1. INTRODUCTION 141 5.2. STRENGTH ENVELOPE 141 5.2.1.Bending-shear (M-V) interaction 141 5.2.2.Bending-axial compression/tension load (M-N) interaction 143 5.2.3.Bending-shear-axial load interaction 145 5.2.4.Proposed M-V-N equation 146 5.2.5.Accuracy verification of proposed equation 148 5.3. SHEAR STRENGTH 150 5.3.1.The contribution on shear strength 150 5.3.1.1.Concrete contribution 150 5.3.1.2.Transverse reinforcement contribution 150 5.3.1.3.Effect of displacement ductility 151 5.3.2.Tested results and discussions 151 5.4. EVALUATION OF SHEAR-CRITICAL COLUMNS 154 5.5. PROPOSED SHEAR EQUATION 156 5.6. SUMMARY 158 CHAPTER 6: PLASTIC HINGE PROPERTIES 166 6.1. INTRODUCTION 166 6.2. THE DEFINITION OF PLASTIC HINGE LENGTH AND PLASTIC REGION LENGTH 166 6.3. PLASTIC HINGE LENGTH OF NON-SLENDER COLUMNS 171 6.4. PLASTIC REGION LENGTH OF SLENDER COLUMNS 179 6.5. PROPOSED PHL EQUATION 184 6.6. SUMMARY 187 CHAPTER 7: BACKBONE CURVES AND HYSTERESIS LOOPS 196 7.1. INTRODUCTION 196 7.2. THE BACKBONE CURVES FOR SHEAR-DOMINANT COLUMNS 196 7.3. THE BACKBONE CURVES FOR FLEXURE-DOMINANT COLUMNS 202 7.4. HYSTERESIS LOOPS 205 7.4.1.Using force-based beam-column, and displacement-based beam-column elements 206 7.4.2.Using plastic hinge element 208 7.4.3.Three-spring model 209 7.4.4.Abaqus model 213 7.4.4.1.Geometry 213 7.4.4.2.Material model 214 7.4.4.3.Interaction 218 7.4.4.4.Boundary condition and applied load 218 7.4.4.5.Model mesh and type of analysis 219 7.5. DISCUSSION 220 7.6. SUMMARY 221 CHAPTER 8: SUMMARY, CONCLUSION, AND FUTURE RESEARCH 234 8.1. SUMMARY 234 8.2. CONCLUSIONS 241 8.3. FUTURE RESEARCH 244 REFERENCES 246 APPEDIX A: PEER DATA 256 APPEDIX B: MATERIAL PROPERTIES 260 B.1. CONCRETE 260 B.2. STEEL 262 APPEDIX C: STRAIN GAUGE DATA 263 APPEDIX D: CURVATURE 272 APPEDIX E: SHEAR STRAIN 274 APPEDIX F: CRACK PATTERN 275 APPEDIX G: OPENSEES CODE 280 APPEDIX H: SPECIMEN DETAIL DRAWING 285

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