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研究生： NGUYEN VAN BAO NGUYEN
NGUYEN VAN BAO NGUYEN
論文名稱： Seismic Shear Behavior of High-Strength Reinforced Concrete Columns
Seismic Shear Behavior of High-Strength Reinforced Concrete Columns
指導教授： 邱建國
Chien-Kuo Chiu
口試委員: 歐昱辰
Yu-Chen Ou
李宏仁
Hung-Jen Lee
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： 2017
畢業學年度： 105
語文別： 英文
論文頁數： 144
中文關鍵詞： reinforced concrete columm 、high-strength concrete 、high-strength reinforcement 、shear strength 、amount of transverse reinforcement 、normal-strength reinforcement
外文關鍵詞： reinforced concrete columm, amount of transverse reinforcement, normal-strength reinforcement
相關次數： 點閱：212  下載：0 
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    • The use of high-strength reinforcement and high-strength concrete in reinforced concrete structures can help either to decrease the size of concrete components or to increase the spans of floor in concrete buildings. In addition, the combination of high-strength concrete and high-strength shear reinforcement could result in decreasing the consumption of aggregate and steel, then promoting environmental sustainability. In previous research, 25 high-strength columns have been tested with shear span to depth ratio (a/d) of 1.88. Moreover, based on the test data of 61 high-strength columns, the ratio a/d varies from 1.25 to 1.88. However, the a/d ratio of columns in high-rise building can exceed 1.88, particularly in the first story which is typically higher than the other stories. Therefore, it is necessary to investigate shear behavior of high-strength columns with a/d ratios larger than 1.88. The objective of this research is to investigate the shear behavior of high-strength columns with a/d ratio equal to 2.5. Seven columns were tested to examine shear behavior under low axial load ratio of 10%. Others design parameters that were investigated include the specified yield strength of shear reinforcement (280 MPa, 420 MPa and 785 MPa) and the amount of shear reinforcement. The test result was used to investigate the applicability of shear-strength equation in ACI 318 Code on columns with material strengths higher than the code limit. In the evaluation, the actual concrete compressive strength and the proposed yield strength of transverse reinforcement was used.

    The use of high-strength reinforcement and high-strength concrete in reinforced concrete structures can help either to decrease the size of concrete components or to increase the spans of floor in concrete buildings. In addition, the combination of high-strength concrete and high-strength shear reinforcement could result in decreasing the consumption of aggregate and steel, then promoting environmental sustainability. In previous research, 25 high-strength columns have been tested with shear span to depth ratio (a/d) of 1.88. Moreover, based on the test data of 61 high-strength columns, the ratio a/d varies from 1.25 to 1.88. However, the a/d ratio of columns in high-rise building can exceed 1.88, particularly in the first story which is typically higher than the other stories. Therefore, it is necessary to investigate shear behavior of high-strength columns with a/d ratios larger than 1.88. The objective of this research is to investigate the shear behavior of high-strength columns with a/d ratio equal to 2.5. Seven columns were tested to examine shear behavior under low axial load ratio of 10%. Others design parameters that were investigated include the specified yield strength of shear reinforcement (280 MPa, 420 MPa and 785 MPa) and the amount of shear reinforcement. The test result was used to investigate the applicability of shear-strength equation in ACI 318 Code on columns with material strengths higher than the code limit. In the evaluation, the actual concrete compressive strength and the proposed yield strength of transverse reinforcement was used.

    ABSTRACT i ACKNOWLEDGMENT ii LIST OF CONTENTS iii LIST OF TABLES viii LIST OF FIGURES x CHAPTER 1 INTRODUCTION 1 1.1. Historical background 1 1.2. Problem definition 2 1.3. Research significant 2 1.4. Objective and Scope 3 1.5. Organization 3 CHAPTER 2 PREVIOUS RESEARCH AND LITERATURE REVIEW 5 2.1. Introduction 5 2.2. High-strength material 5 2.2.1. High strength concrete 5 2.2.2. High-strength steel reinforcement 6 2.3. Previous research 7 2.3.1. Experimental study of shear critical high-strength columns 7 2.4. Development of minimum shear reinforcement model of high strength concrete member 25 2.4.1. ACI 1983, CSA 1984, ACI 1989, 1992, CSA 1994 26 2.4.2. Lin and Lee (2001 and 2003) 27 2.4.3. Xie et al. (1994) 27 2.4.4. Johnson and Ramirez (1989) 28 2.4.5. Yoon et al. (1996) 28 2.4.6. Ozcebe et al. (1999) 28 2.4.7. Roller and Russell (1990) 29 2.4.8. ACI 318-02 to ACI 318-14 Code 29 2.4.9. Yu-Chen Ou and Dimas Kurniawan 29 2.5. Shear strength model 30 2.5.1. ACI 318-14 30 2.5.2. ASCE-ACI 426 Proposal (1973, 1977) 31 2.5.3. SEAOC (1973) 31 2.5.4. Caltrans (1995)[27] 32 2.5.5. ASCE/SEI 41-06 (2006) [18] 32 2.5.6. Architectural Institute of Japan (AIJ) 1990 33 2.5.7. Ascheim and Moehle 34 2.5.8. The University California San Diago (UCSD) Shear Model 35 2.5.9. Xiao and Martirossyan 37 2.5.10. Priestley et al. (1994) 38 2.5.11. Sezen (2002) 39 2.6. Shear strength provided by high-strength shear reinforcement 41 2.6.1. ACI 318-14, Canadian Standards Association (CSA), Eurocode (EC2-04), Japan Society of Civil Engineerings (JSCE) 41 2.6.2. Sumpter et al. 41 2.6.3. Munikrishna et al. 42 2.6.4. Lee et al. 42 2.6.5. Ou and Alrasyid (2015) 43 CHAPTER 3 SPECIMEN DESIGN AND SHEAR STRENGTH PREDICTION 47 3.1. Specimen design 47 3.2. Material 49 3.2.1. Concrete 49 3.2.2. Longitudinal reinforcement 50 3.2.3. Shear reinforcement 51 3.3. Shear strength prediction 51 CHAPTER 4 EXPERIMENTAL PROGRAM 54 4.1. Material 54 4.1.1. Concrete 54 4.1.2. Longitudinal reinforcement 54 4.1.3. Shear reinforcement 54 4.2. Construction of specimen 56 4.3. Test setup 59 4.3.1. Instrumental and measurement devices 59 4.3.2. Cyclic loading test 63 4.3.3. Applied axial load 64 CHAPTER 5 TEST RESULT AND DISCUSSION 65 5.1. Crack pattern and general behavior 65 5.1.1. The lateral force-displacement relationships 65 5.1.2. Comparison of test results 79 5.1.3. Crack pattern 83 5.2. Strain gauge reading 86 5.2.1. Strain of longitudinal reinforcement 86 5.2.2. Strain of shear reinforcement 87 5.3. Shear strength contribution of steel and concrete 90 5.4. Displacement contribution 91 5.4.1. Flexural and slip displacement 92 5.4.2. Shear displacement 94 5.4.3. Displacement distribution 97 5.5. Examination of the ACI 318-14 shear design 99 5.5.1. Upper limit of yield strength of transverse reinforcement proposed by Harun (2015) 99 5.5.2. Examination of ACI 318-14 shear strength equations 99 5.5.3. Examination of ACI 318-14 minimum amount of shear reinforcement 103 5.5.4. Evaluation of the proposed minimum amount of shear reinforcement by Ou and Alrasyid (2015) 105 CHAPTER 6 CONCLUSION AND FUTURE WORK 107 6.1. CONCLUSION 107 6.2. FUTURE WORK 110 REFERENCE 111 APPENDIX CRACK PATTERN 115 APPENDIX B STRAIN GAUGE READING 131

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