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研究生:蔡秀慧
研究生(外文):Vielicenia Sindynata
論文名稱:鋼筋混凝土建築受近斷層地震效應影響之結構行為研究
論文名稱(外文):STUDY ON STRUCTURAL BEHAVIOR OF REINFORCED CONCRETE BUILDINGS UNDER NEAR-FAULT EARTHQUAKE EFFECT
指導教授:歐昱辰歐昱辰引用關係
指導教授(外文):Yu-Chen Ou
口試委員:歐昱辰
口試委員(外文):Yu-Chen Ou
口試日期:2016-01-28
學位類別:碩士
校院名稱:國立臺灣科技大學
系所名稱:營建工程系
學門:工程學門
學類:土木工程學類
論文種類:學術論文
論文出版年:2016
畢業學年度:104
語文別:英文
論文頁數:122
外文關鍵詞:Far-field ground motionsnear-fault ground motionsnonlinear dynamicductilenon-ductile columnMCFSTEASPA plastic hinge
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Low-rise reinforced concrete (RC) building is very common to be seen in everywhere. Most of them were built typically with the same configuration of structure plans. One of the important things to do an observation is the differences in structural response to far-field and near-fault ground motions. The width of acceleration pulse which is larger than the natural period of the structure can totally damage the whole structure. To achieve an assessment of collapse behavior RC frame, this research aims to extend well-known concept and results, based on nonlinear dynamic analysis for both far-field and near-fault motions.
Non-ductile and ductile columns are useful to be considered to achieve collapse behavior in the structure. Widely spaced transverse reinforcement is the characteristic of shear and axial failure. It was applied to the experimental study of one-story RC frame. Moderate axial load, confined joints, flexure-shear column (MCFS) specimen was also experienced in the two-story RC frame to reach the collapse structure under near-fault motions. Based on these two experimental studies, a three-story RC frame will be observed to have the best structure model in collapse behavior test.
An inelastic response is used in this research. The idealized plastic hinge is FEMA and TEASPA, which is implemented in ETABS Nonlinear version to automatically assign plastic hinges of column reinforced concrete elements. Inter-story drift and displacement at center of mass are used as the seismic demands parameter. The results show that non-ductile columns in the old structure of three-story RC frame can collapse when the drift ratio is between 6-8%. The deformed shape of this reinforced frame looks like soft story collapse in the first-story, which means that the energy of near-fault earthquake motion is absorbed by that structure part.
ABSTRACT i
ACKNOWLEDGEMENT ii
TABLE OF CONTENTS iii
LIST OF TABLES v
LIST OF FIGURES viii
NOTATION xiii
CHAPTER 1 INTRODUCTION 1
1.1. Background and Research Motivation 1
1.2. Objectives and Scope of the Research 3
1.3. Organization and Thesis Overview 3
CHAPTER 2 LITERATURE REVIEW 5
2.1. Response of SDF Systems to Near-Fault and Far-Field Earthquake Motions 5
2.1.1. Elastic Response Spectra 6
2.1.2. Response of Inelastic Systems 9
2.2. Near-fault Ground Motions Responses of RC Moment Frames 11
2.3. Experimental Studies on Behavior of Ductile and Non-ductile Columns 12
2.4. Behavior of Reinforced Concrete Specimen MCFS 13
2.5. Low-rise Reinforced Concrete Street Houses in Taiwan 14
2.6. FEMA 356 15
2.7. TEASPA 18
2.7.1. Beam 18
2.7.2. Column 20
2.8. PERFORM 3D Plastic Hinge Properties 24
2.8.1. Rigid-Plastic Hinge Concept for Beam 24
2.8.2. Hinges with P-M-M Interaction 26
CHAPTER 3 CASE STUDY 27
3.1. The Effect of Near-Fault and Far-Field Ground Motions on High-Rise and Low-Rise Buildings 27
3.1.1. Reinforced Concrete Buildings 27
3.1.2. SAC Buildings 33
3.2. 1-Story Ductile and Non-ductile Reinforced Concrete Frame 36
3.3. 2-Story Reinforced Concrete Frames with Non-Seismic Detailing 42
3.4. 3-Story Reinforced Concrete Frame 46
3.4.1. Structural Modeling 46
3.4.2. Material Properties 49
3.4.3. Ground Motion 53
3.4.4. Idealized Plastic Hinge 58
CHAPTER 4 RESULT AND ANALYTICAL STUDY 61
4.1. Behavior of RC and Steel Frames Subjected to Near-Fault and Far-Field Ground Motions 61
4.2. Behavior of 1-Story Ductile and Non-ductile Reinforced Concrete Frame 68
4.3. Behavior of 2-Story Reinforced Concrete Frame 74
4.4. Behavior of 3-Story Reinforced Concrete Frame 82
4.4.1. Old Structural Frame 82
4.4.2. New Structural Frame 98
4.5. Discussion 112
CHAPTER 5 CONCLUSION AND FUTURE RESEARCH 118
5.1. Conclusion 118
5.2. Suggestion and Future Research 119
REFERENCES 120
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