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研究生： 孔坦美
Dimas - Pramudya Kurniawan
論文名稱： 低軸力高強度鋼筋與混凝土柱剪力行為
Shear Behavior of Reinforced Concrete Columns with High Strength Steel and Concrete under Low Axial Load
指導教授： 歐昱辰
Yu-Chen Ou
口試委員: 張國鎮
Kuo-Chun Chang
陳瑞華
Rwey-Hua Cherng
王勇智
Yung-Chih Wang
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： 2011
畢業學年度： 99
語文別： 英文
論文頁數： 341
中文關鍵詞： 柱 、高強度鋼筋 、高強度混凝土 、反覆載重 、低軸力 、剪力強度
外文關鍵詞： column, high strength steel, high strength concrete, cyclic loading, low axial load, shear strength
相關次數： 點閱：303  下載：14 
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    • The developing of High Strength Concrete (HSC) and High Strength Steel (HSS) utilization in several high-rise building especially in columns gives significant benefits. High-rise buildings that located in seismic region should resist earthquakes in the structure members (i.e., columns). Potential shear failure has to be prevented. Current design codes have emphasis on avoiding shear failure since shear failure is brittle without warning.

    This research is conducted to know the shear behavior of column with high strength steel and concrete under low axial load. The low axial load is defined as 10% and 20% axial load ratio. The columns are tested under 10% axial load ratio. Parameters examined including the concrete compressive strength and spacing of the transverse reinforcement. The concrete compressive strengths of 70 MPa and 100 MPa are considered. Longitudinal and transversal reinforcements with specified yield strengths of 685 MPa and 785 MPa, respectively, are considered. This research observes: (1) behavior of the columns, (2) comparison test results and shear predictions, (3) stress of transverse reinforcement, and (4) critical cracking angle. Design suggestions are also discussed in this research.

    ABSTRACT ii ACKNOWLEDGEMENT ii TABLE OF CONTENTS iv LIST OF TABLES xi TABLE OF FIGURES xiv 1. INTRODUCTION 1 1.1. HISTORICAL BACKGROUND 1 1.2. DEFINITION OF HIGH-STRENGTH CONCRETE 10 1.3. DEFINITION OF HIGH-STRENGTH STEEL 13 1.4. PROBLEM DEFINITION 15 1.4.1. Components of Column Displacement 16 1.4.2. Maximum Shear Strength and Shear Failure of Columns 18 1.4.3. Total Lateral Response 20 1.4.4. Axial Load Failure 26 1.4.5. Shear Envelope 26 1.4.6. Problem Statement 27 1.5. RESEARCH SIGNIFICANCE 27 1.6. OBJECTIVE AND SCOPE 29 1.7. ORGANIZATION 29 2. PREVIOUS RESEARCH & LITERATURE REVIEW 31 2.1. GENERAL 31 2.2. HIGH STRENGTH MATERIALS 31 2.2.1. High-Strength Concrete 31 2.2.1.1. Confinement Model for High-Strength Concrete 32 2.2.1.1.1. Modification Introduced for High-Strength Concrete 32 2.2.1.1.2. Confined Concrete Strength 33 2.2.1.1.3. Ductility of Confined Concrete and Descending Branch 36 2.2.1.1.4. Ascending Branch 38 2.2.1.2. Modulus of Elasticity of High-Strength Concrete 39 2.2.1.2.1. AIJ’s Equation 39 2.2.1.2.2. Proposed Equation 40 2.2.1.2.3. Comparison of Equations 42 2.2.2. High-Strength Reinforcing Bars 44 2.2.2.1. Specified Yield Strength 46 2.2.2.2. Strain at Yield Plateau 46 2.2.2.3. Yield Ratio 47 2.2.2.4. Lateral Confinement 48 2.2.2.4.1. Upper Limit of Stress in Lateral Reinforcement 48 2.3. PREVIOUS RESEARCH 49 2.3.1. Hiroyuki Aoyama 49 2.3.2. Makoto Maruta 52 2.3.3. Yan Xiao and Armen Martirossyan 57 2.3.3.1. Effects of Axial Load Levels 58 2.3.3.2. Effect of Transverse Reinforcement 59 2.3.3.3. Analysis of Shear Strength 60 2.4. ACI ITG-4.3R-07 (Innovation Task Group Report) 61 2.4.1. Equivalent Rectangular Stress Block 62 2.4.2. Confinement Requirements for Columns 64 2.4.3. Shear strength of Reinforced Concrete Flexural Members 66 2.4.3.1. Effect of Compressive strength on inclined cracking load of flexural members 67 2.4.3.2. Effect of Compressive strength on flexural members with intermediate to high amounts of transverse reinforcement 68 2.4.3.3. Use of High-Strength Transverse Reinforcement 70 2.4.3.4. Strut-and-tie models 71 2.5. LITERATURE REVIEW 73 2.5.1. ACI 318R-08 (2008) 75 2.5.2. American Code ASCE-ACI 426 Shear Strength Approach (1973) 78 2.5.3. SEAOC (1973 & 1999) 79 2.5.4. Japanese Equation 80 2.5.4.1. Architectural Institute of Japan (AIJ) 1990 80 2.5.4.2. Architectural Institute of Japan (AIJ) 1999 82 2.5.4.3. New RC (1993) 85 2.5.5. Caltrans (1995) 87 2.5.6. AASHTO LRFD (2007) 88 2.5.7. FEMA-273 (1997) 92 2.5.8. Priestley et al. (1994) 94 2.5.9. Sezen (2002) 98 2.5.10. Kowalsky and Priestley (2000) 100 2.5.11. Aschheim and Moehle (1992) 103 2.5.12. Xiao and Martirossyan (1998) 104 2.5.13. Kowinski (1996) and Kowinski et al. (1996) 107 2.6. EXPERIMENTAL DATABASE REVIEW 109 2.6.1. Priestley et al. (1994) 109 2.6.1.1. Review of ASCE-ACI Committee 426 Proposals 109 2.6.1.2. Review of Watanabe and Ichinose Equations (1991) 111 2.6.1.3. Proposed Predictive Equations 113 2.6.2. Sezen (2002) 115 2.6.2.1. Test Column Database 116 2.6.2.2. Proposed Shear Strength Model 120 2.6.2.2.1. Concrete Contribution 121 2.6.2.2.1.1. Effect of Cross Section 123 2.6.2.2.1.2. Effect of Column Aspect Ratio 124 2.6.2.2.1.3. Effect of Axial Load 125 2.6.2.2.1.4. Effect of Longitudinal Reinforcement 125 2.6.2.2.2. Transverse Reinforcement Contribution 126 2.6.3. Kowalsky and Priestley (2000) 130 2.6.4. Aschheim and Moehle (1992) 132 3. SPECIMEN DESIGN AND SHEAR STRENGTH PREDICTION 137 3.1. SPECIMEN DESIGN 137 3.2. MATERIALS 139 3.2.1. Longitudinal Reinforcement 139 3.2.2. Transverse Reinforcement 139 3.2.3. Concrete 140 3.3. SHEAR STRENGTH COMPARISON OF JAPANESE RESEARCH 141 3.3.1. Effect of Axial Load Levels 147 3.3.2. Effect of Concrete Compressive Strength 147 3.3.3. Effect of Hoop Ratio 148 3.3.4. Effect of Aspect Ratio 149 3.4. SHEAR STRENGTH PREDICTION OF SPECIMENS 150 3.4.1. Effect of Axial Load Levels 157 3.4.2. Effect of Concrete Compressive Strength 158 3.4.3. Effect of Transverse Reinforcement Spacing 159 4. TEST PROGRAM 161 4.1. CONSTRUCTION OF SPECIMENS 161 4.2. TEST SETUP 165 4.3. APPLIED LOADING 170 4.4. INSTRUMENTATION AND MEASUREMENT OF LOAD, STRAIN AND DISPLACEMENTS 170 5. TEST RESULTS AND DISCUSSIONS 176 5.1. MATERIAL STRENGTH 177 5.2. APPLIED AXIAL LOAD 178 5.3. TEST OF THE SPECIMENS 179 5.3.1. Column A-1 179 5.3.2. Column A-2 186 5.3.3. Column A-3 193 5.3.4. Column A-4 200 5.4. TEST RESULT COMPARISON 206 5.5. CRITICAL CRACK ANGLE 209 5.6. MAXIMUM STRESS OF TRANSVERSE REINFORCEMENT 211 5.7. SHEAR STRAIN, CURVATURE AND DISPLACEMENT 213 5.7.1. Shear Strain of the Specimens 216 5.7.2. Curvature of the Specimens 216 5.7.3. Displacement of the Specimens 225 5.8. TOTAL AND MEASURED DISPLACEMENT 230 6. COMPARISON OF TEST RESULTS AND SHEAR PREDICTIONS 239 6.1. ACTUAL STRESS OF TRANSVERSE REINFORCEMENT AT MAXIMUM STRENGTH 239 6.2. YIELD STRESS OF TRANSVERSE REINFORCEMENT 243 6.3. LIMIT STRESS OF TRANSVERSE REINFORCEMENT OF ACI 318R-08 247 6.4. DEGRADATION OF SHEAR STRENGTH 251 7. CONCLUSIONS AND FUTURE WORK 252 7.1. CONCLUSION 253 7.2. FUTURE WORK 255 REFFERENCES 257 APPENDIX A Specimen Design Drawing 261 APPENDIX B Friction and Axial Force 271 APPENDIX C Shear Strain and Curvature 275 APPENDIX D Strain Reading 287 APPENDIX E Crack Pattern 325

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