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논문 기본 정보
- 자료유형
- 학위논문
- 저자정보
- 지도교수
- 이상진
- 발행연도
- 2017
- 저작권
- 경상대학교 논문은 저작권에 의해 보호받습니다.
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This thesis presents the resistance performance against progressive collapse of the eccentrically braced frame (EBF) with various types eccentric braces.
The braced frame system requires less amount of steel frames because it only resists the lateral forces. Moreover since structural models and joints of the system are simple, it is easy to design and manufacture.
A notable feature of EBF distinguished from the concentrically braced frame is that there is a short beam element, so-called link, located at one or both ends of the brace beam. Particularly, such element is able to limit inelastic behaviors, e.g. shear and bending, high ductility, thus, can be expected because the energy is dissipated. This leads the system to be widely used in seismic zones. However, studies for the motion of braced frames and the role of braces as an alternative path in the progressive collapse situation are still required to investigate.
OpenSees structural analysis software was used to perform push-down analysis, a nonlinear static analysis method of progressive collapse. Based on FEMA-356, the backbone curve model of end of beams and braces is defined, to achieve more precisely model the shear link, a model combining FEMA-356''s modeling parameter and a model proposed by Richard et al. (2006) was suggested and used.
This thesis reports the collapse mechanism of four different eccentric braces. In most column removal scenarios, V-shape and X-shape eccentric braces are shown sudden collapse due to the absence of the alternative path and the yielding of the shear link, respectively. While D-shaped brace does not fully resist, K-shape brace provides excellent performance satisfying all conditions.
The braced frame system requires less amount of steel frames because it only resists the lateral forces. Moreover since structural models and joints of the system are simple, it is easy to design and manufacture.
A notable feature of EBF distinguished from the concentrically braced frame is that there is a short beam element, so-called link, located at one or both ends of the brace beam. Particularly, such element is able to limit inelastic behaviors, e.g. shear and bending, high ductility, thus, can be expected because the energy is dissipated. This leads the system to be widely used in seismic zones. However, studies for the motion of braced frames and the role of braces as an alternative path in the progressive collapse situation are still required to investigate.
OpenSees structural analysis software was used to perform push-down analysis, a nonlinear static analysis method of progressive collapse. Based on FEMA-356, the backbone curve model of end of beams and braces is defined, to achieve more precisely model the shear link, a model combining FEMA-356''s modeling parameter and a model proposed by Richard et al. (2006) was suggested and used.
This thesis reports the collapse mechanism of four different eccentric braces. In most column removal scenarios, V-shape and X-shape eccentric braces are shown sudden collapse due to the absence of the alternative path and the yielding of the shear link, respectively. While D-shaped brace does not fully resist, K-shape brace provides excellent performance satisfying all conditions.
목차
1.서론 11.1 연구배경 11.2 연구목적 및 범위 22. 문헌조사 32.1 연쇄붕괴와 편심가새 32.1.1 연쇄붕괴 32.1.2 편심가새 52.2 연쇄붕괴 사례조사 62.2.1 Ronan Point Apartment, 1968 62.2.2 Skyline Plaza, 1973 72.2.3 Alfred P.Murrah Federal Building, 1995 72.2.4 Khobar Tower, 1996 82.2.5 World Trade Center, 2001 93. 연쇄붕괴 103.1 연쇄붕괴의 정의 103.2 연쇄붕괴관련기준 113.2.1 GSA Guideline, 2003 113.2.2 DoD Guideline, 2005 113.2.3 United States ASCE7 Standards, 2010 113.3 연쇄붕괴 해석방법 123.3.1 기둥제거 시나리오 123.3.2 대체하중경로법 123.3.3 해석 유형 133.3.4 푸시다운해석(연쇄붕괴의 비선형정적 해석방법) 163.3.5 비선형 재료모델 174. 구조해석프로그램(OpenSees) 194.1 소개 194.2 개발배경 및 목적 194.3 OpenSees의 구성 204.4 본 연구에 사용된 요소 및 재료모델 214.4.1 Material 214.4.2 Section 234.4.3 Element 255. 편심가새골조 275.1 편심가새골조의 정의 275.2 편심가새골조의 링크보(Link) 285.3 링크보(Link) 모델링 295.3.1 링크보 모델의 검증 305.3.2 전단링크보 모델의 비교 326. 수치예제 346.1 검증예제 346.1.1 검증의 목적 346.1.2 검증결과 및 소결 346.2 가새의 종류에 따른 연쇄붕괴 저항성능 비교 416.2.1 비교의 목적 416.2.2 예제구조물의 형태 및 개요 416.2.3 예제구조물의 모델링 426.2.4 비교결과 및 소결 446.3 편심가새 수치예제 456.3.1 예제 구조물의 부재설계 및 구조물의 형태 456.3.2 예제 구조물의 해석모델링 486.3.3 기둥제거 시나리오 506.3.4 시나리오 분류에 따른 연쇄붕괴 해석결과 556.3.5 타입분류에 따른 연쇄붕괴 해석결과 1227. 결론 127참고문헌 129
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