抗弯框架-钢板剪力墙结构体系抗震性能研究
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摘要
基于等效拉杆理论和静力弹塑性分析法,对8层钢板剪力墙结构进行了静力推覆分析,在节点铰接和刚接连接形式下,分析了结构层间剪力分配、荷载-位移曲线、塑性铰出现顺序等指标,研究了节点刚度变化对结构整体性能的影响。结果表明:三跨刚接模型中,剪力墙承担约65%水平剪力,钢框架承担约35%,梁柱铰接后承载力降低29%左右。单跨刚接模型中,剪力墙承担约80%水平剪力,钢框架承担约20%,梁柱铰接后承载力降低9%左右。梁柱刚接为双重抗侧力体系,相邻跨框架能提供有效刚度,节点连接形式对结构承载力的影响不容忽视。
Based on equivalent strip theory and static elastic-plastic analysis,the static pushover analysis of the eight-story steel plate shear walls was made.According to the node hinging and rigid connection form,the internal shear force distribution,load-displacement curve and appearing order of plastic hinges were analyzed.The influence of the change of the joint stiffness on the overall performance of the structure was researched.The results show that for the three-span rigid model,the shear wall bears approximately 65% and the frame bears about 35% of shear level,the carrying capacity reduces by 29% after the hinge connection;for the single-span rigid model,the shear wall bears approximately 80% and the frame bears about 20% of shear level,the carrying capacity reduces by 9%.The beam-column rigid connection is the double lateral force resisting system.As the adjacent frames can provide the effective stiffness,the node connection form for bearing capacity of the structure can not be ignored.
Based on equivalent strip theory and static elastic-plastic analysis,the static pushover analysis of the eight-story steel plate shear walls was made.According to the node hinging and rigid connection form,the internal shear force distribution,load-displacement curve and appearing order of plastic hinges were analyzed.The influence of the change of the joint stiffness on the overall performance of the structure was researched.The results show that for the three-span rigid model,the shear wall bears approximately 65% and the frame bears about 35% of shear level,the carrying capacity reduces by 29% after the hinge connection;for the single-span rigid model,the shear wall bears approximately 80% and the frame bears about 20% of shear level,the carrying capacity reduces by 9%.The beam-column rigid connection is the double lateral force resisting system.As the adjacent frames can provide the effective stiffness,the node connection form for bearing capacity of the structure can not be ignored.
引文
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[7]郭宏超,郝际平.半刚接钢框架-十字加劲钢板剪力墙结构滞回性能研究[J].土木工程学报,2011,44(10):35-44.GUO Hongchao,HAO Jiping.Hysteretic behavior of simi-rigid composite steel frame with cross-stiffened steel plate shear walls[J].China CivilEngineering Journal,2011,44(10):35-44.(in Chinese)
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[10]Thorburn L J,Kulak G L,et al.Analysis of steel plate shear walls[R].Structural Engineering Report No.107,University of Alberta,Canada,1983.
[2]Roberts T M.Seismic resistance of steel plate shear walls[J].Engineering Structures,1995,17(5):344-351.
[3]蒋路,陈以一.带缝钢板剪力墙弹性抗侧刚度及简化模型研究[J].建筑科学与工程学报,2010,27(3):115-120.JIANG Lu,CHEN Yiyi.Research on elastic lateral stiffness and simplified model of steel plate shear wall with slits[J].Journal of Architecture andCivil Engineering,2010,27(3):115-120.(in Chinese)
[4]kishit N.Behavior of tall buildings with mixed use of rigid and semi-rigid connections[J].Computers and Structures,1996,61(6):1193-1206.
[5]邵建华,顾强.多层钢板剪力墙水平荷载作用下结构性能的有限元分析[J].工程力学,2008,25(6):140-145.SHAO Jianhua,GU Qiang.Finite element analysis for performance of multi-storey steel plate shear walls subjected to horizontal load[J].Engi-neering Mechanics,2008,25(6):140-145.(in Chinese)
[6]郭宏超,郝际平.半刚接框架-斜加劲钢板剪力墙低周反复荷载试验研究[J].地震工程与工程振动,2011,31(1):54-60.GUO Hongchao,HAO Jiping.Cyclic test of simi-rigid composite steel frame with diagonally stiffened steel plate shear walls[J].Journal of Earth-quake Engineering and Vibration,2011,31(1):54-60.(in Chinese)
[7]郭宏超,郝际平.半刚接钢框架-十字加劲钢板剪力墙结构滞回性能研究[J].土木工程学报,2011,44(10):35-44.GUO Hongchao,HAO Jiping.Hysteretic behavior of simi-rigid composite steel frame with cross-stiffened steel plate shear walls[J].China CivilEngineering Journal,2011,44(10):35-44.(in Chinese)
[8]陈国栋.钢板剪力墙结构性能研究[D].北京:清华大学,2002.CHEN Guodong.The investigation to structural behavior of steel plate shear walls[D].Beijing:Tsinghua University,2002.(in Chinese)
[9]Wagner H.Flat sheet metal girder with very thin metal web[M].Tech.Memo.No604,National Advisory Committee for Aeronautics,1931:524-558.
[10]Thorburn L J,Kulak G L,et al.Analysis of steel plate shear walls[R].Structural Engineering Report No.107,University of Alberta,Canada,1983.
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