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내진설계된 5층 철근콘크리트 모멘트-저항골조 구조물의 연쇄붕괴 저항성능 평가를 위한 Push-down 구조해석
강석봉(Kang, Suk-Bong),오준호(Oh, Jun-Ho) 대한건축학회 2013 大韓建築學會論文集 : 構造系 Vol.29 No.6
In this study, the effects of inelastic beam-column joint, MRF(moment-resisting frame) system and seismic design category on the progressive collapse resisting capability of structures are evaluated via push-down analysis for elimination of column following the procedure of GSA2003, where RC OMRF, IMRF and SMRF structures were designed in accordance with KBC2009. The bending moment-curvature relationship for beams and columns was identified with a fiber model, and the bending moment-rotation relationship for beam-column joints was calculated using a simple and unified joint shear behavior model and the moment equilibrium relationship for the joint. The results of the pushover analysis showed that framed structure designed with greater seismic load was evaluated to have higher progressive collapse resisting capability, and that excellent ductility capacity of RC SMRF structure caused higher progressive collapse resisting capability, and that the best progressive collapse resisting capability of structure was estimated in case of elimination of corner column.
다양한 SDC와 높이를 갖는 철골 중간모멘트 골조의 내진성능평가
한상환(Han, Sang Whan),박유진(Park, Yu-Jin) 대한건축학회 2015 大韓建築學會論文集 : 構造系 Vol.31 No.8
Steel intermediate moment frames (IMF) have been widely used as a seismic force resisting system in regions of low and moderate seismicity. In this study, the seismic collapse performance of the steel IMFs designed according to current seismic code was evaluated. For this purpose, seventeen steel IMFs were designed according to seismic design codes (ASCE 7-10 and AISC 360-10), and the probability of collapse for these frames are estimated. The probability of collapse of steel IMFs became larger with an increases in the height of frames. And the probability of collapse of steel IMFs also became larger as the level of SDC is higher. Several IMFs designed according to current seismic design codes did not satisfy the acceptance criteria specified in FEMA P-695.
비선형동적해석을 통한 내진설계된 5층 철근콘크리트 모멘트-저항골조 구조물의 연쇄붕괴 저항성능 평가
강석봉(Kang, Suk-Bong),오준호(Oh, Jun-Ho) 대한건축학회 2013 大韓建築學會論文集 : 構造系 Vol.29 No.7
In this study, the effects of inelastic beam-column joint, moment-resisting frame system and seismic design category on the progressive collapse resisting capability of structures are evaluated via nonlinear dynamic analysis for elimination of column following the procedure of GSA2003, where RC OMRF, IMRF and SMRF structures were designed in accordance with KBC2009. The bending moment-curvature relationship for beams and columns was identified with a fiber model, and the bending moment-rotation relationship for beam-column joints was calculated using a simple and unified joint shear behavior model and the moment equilibrium relationship for the joint. The results of the nonlinear dynamic analysis showed that framed structure designed with greater seismic load was evaluated to have higher progressive collapse resisting capability, and that the best progressive collapse resisting capability of structure was estimated in case of elimination of corner column, and that the analysis of 2-dimensional plane frame underestimated the progressive collapse resisting capability of structure due to negligence of lateral beams.
백성진(Baek, Seong-Jin),김태오(Kim, Tae-O),한상환(Han, Sang-Whan) 대한건축학회 2017 大韓建築學會論文集 : 構造系 Vol.33 No.5
Steel ordinary moment frame(steel OMF) has been used as a seismic force resisting system in regions of low and moderate seismicity. In this study, the seismic performance of the steel OMFs with various heights in SDC Cmax was evaluated. For this purpose, nine steel OMFs were designed according to seismic design codes(ASCE/SEI 7-10, ANSI/AISC 341-10), and the collapse probability of these steel OMFs were estimated using FEMA P-695. The collapse probability of steel OMFs became larger with an increase in the height of frames. Some of steel OMFs designed according to current design codes did not satisfy the acceptance criteria specified in FEMA P-695.
보-기둥 접합부 비탄성 전단거동을 고려한 조적벽체를 가진 5층 철근콘크리트 중간모멘트골조의 푸쉬오버해석
강석봉(Kang Suk-Bong),임병진(Lim Byeong-Jin) 대한건축학회 2012 大韓建築學會論文集 : 構造系 Vol.28 No.8
In this study, the effects of the inelastic shear behavior of beam-column joint, the vertical distribution of lateral load considering higher modes and masonry infill walls on the response of RC IMRF are evaluated in the pushover analysis, where 5-story structures were designed in accordance with KBC2009. M-φ relationship for beam and column was identified with fiber model. An analytical model for inelastic beam-column joint was suggested and the behavior of the joint was reproduced with simple and unified joint shear behavior model. An inelastic masonry infill wall was simulated with two diagonal braces. Negligence of inelastic shear behavior of the joint caused overestimate of the maximum strength of the structures. The structures with masonry infill walls showed greater initial stiffness and maximum strength than those for the structure without the walls and the differences disappeared after the failure of the walls.
보-기둥 접합부 비탄성 전단거동을 고려한 조적벽체를 가진 5층 철근콘크리트 중간모멘트골조의 비탄성 시간이력해석
강석봉(Kang Suk-Bong),임병진(Lim Byeong-Jin) 대한건축학회 2012 大韓建築學會論文集 : 構造系 Vol.28 No.9
In this study, the effects of the inelastic shear behavior of beam-column joint and masonry infill walls on the response of RC IMRF are evaluated in the inelastic time history analysis, where 5-story structures were designed in accordance with KBC2009. M-φ relationship for beam and column was identified with fiber model, the behavior of the joint was reproduced with simple and unified joint shear behavior model and an inelastic masonry infill wall was simulated with two diagonal braces. The hysteretic behavior was simulated with three-parameter model suggested in IDARC program. The analytical results showed that the effect of beam-column joint and masonry wall on the structural behavior was trivial and that the inelastic shear behavior of the joint could be neglected in the structural design for seismic design category C but the structure of category D did not satisfy the criteria of FEMA 356 for collapse prevention performance level.