單側外力引致SRC梁柱交會區之剪力行為及強度｜國立臺灣科技大學博碩士論文系統

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研究生：	蘇布迪 Budi - Suswanto
論文名稱：	單側外力引致SRC梁柱交會區之剪力行為及強度 Shear Behavior and Strength of Steel Reinforced Concrete Beam-Column Joints with Single-Side Force Inputs
指導教授：	陳正誠 Cheng-Cheng Chen
口試委員:	陳生金 Sheng-Jin Chen 許協隆 Hsieh-Lung Hsu 陳誠直 Cheng-Chih Chen 鐘立來 Lap-Loi Chung 歐昱辰 Yu-Chen Ou 周中哲 Chung-Che Chou
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：	2009
畢業學年度：	97
語文別：	英文
論文頁數：	150
中文關鍵詞：	steel reinforced concrete (SRC) 、beam-column joints 、shear strength 、strength superposition method 、modified softened strut-and-tie method
外文關鍵詞：	steel reinforced concrete (SRC), beam-column joints, shear strength, strength superposition method, modified softened strut-and-tie method
相關次數：	點閱：361 下載：12
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Eight large-scale beam-column subassemblies containing four SRC subassemblies, three SRCS subassemblies, and one pure steel subassembly were fabricated and tested under cyclic loading to investigate the behavior of SRC Type I exterior and Type II corner beam-column joints. In the design of beam-column joints, the steel element of columns formed continuously built-in crossing of H-sections; with adjacent flanges of column being connected by diaphragm plate in a joint at the level of the beam flanges. To facilitate the analysis of the behavior and shear strength of the beam column joints, these systems were designed in such a way that the joints are likely to fail first. Experimental and analytical studies have been carried out to estimate the structural performance of the designed joints and to predict shear strength of beam-column joints with single-side force inputs by using strength superposition and modified softened strut-and-tie method.

Experimental results from SRC beam-column subassemblies showed that: (1) the strength superposition and modified softened strut-and-tie method were able to estimate the SRC beam–column joint shear strength with reasonable accuracy; (2) the anchorage position of beam longitudinal bars has an obvious influence on the joint shear strength and crack pattern; (3) increased depth of cross-sectional steel leads to a higher shear strength for the beam-column joint; and (4) a combination of corner stirrups and shaped steel cross-sections was able to provide sufficient lateral support to longitudinal steel bars and adequate confinement to the concrete in the joint to replace the need for closed hoops.

Abstract		i
Acknowledgment	ii
Table of Contents	iii
List of Tables	v
List of Figures	vi
Notation		viii
Chapter 1	Introduction  1
 1.1 Background	     1
 1.2 Objectives and Scopes  3
 1.3 Organization	     3
Chapter 2	Literature Review	5
 2.1 Design of beam-column joints        5
 2.2 Strength superposition method	8
   2.2.1 Shear strength contributed by structural steel shapes	8
   2.2.2 Shear strength contributed by reinforced concrete	9
 2.3 Modified softened strut-and-tie method		         11
   2.3.1 Development of modified softened strut-and-tie method	11
   2.3.2 Shear strength prediction using modified SST method	13
 2.4 Shear strength predictions of SRC beam-column joints	17
Chapter 3	Experimental Program		         19
 3.1 Test specimens				19
 3.2 Test setup and procedure			28
Chapter 4	Test Results and Analysis	                  31
 4.1 General Behavior				31
   4.1.1 Load versus displacement hysteresis loops	31
   4.1.2 Crack pattern				36
   4.1.3 Failure mode				41
 4.2 Longitudinal beam steel bars 	42
 4.3 Beam-column joint shear strength	43
 4.4 Shear strength predictions by strength superposition method	45
   4.4.1 Shear strength evaluation for the contribution of steel shapes	45
   4.4.2 Illustrative example for strength superposition method		46
 4.5 Shear strength predictions by modified softened strut-and-tie method	49
 4.6 Collated shear strength predictions and discussions	53
 4.7 Corner stirrups and complementary transverse steel bars	58
Chapter 5	Conclusions and Suggestions		61
 5.1 Conclusions		61
 5.2 Suggestions		62
References				63
Appendix A	Calculation		66
Appendix B	Test Results		80
Appendix C	Design Drawing		94
Appendix D	XTRACT Results		116
Appendix E	Modified Softened Strut-and-Tie Method 140
Profile		                           148

                                

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