半刚性框架-密肋网格复合钢板剪力墙结构抗震性能试验研究
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摘要
对一榀单跨两层半刚性框架-密肋网格复合钢板剪力墙结构进行了低周反复荷载作用下的试验研究。系统分析了结构的受力机制、破坏模式和耗能机理,得到了承载力、刚度、延性及耗能能力等指标,评价了该种结构体系的抗震性能。结果表明:结构在弹性工作阶段主要依靠墙板的剪切机制承担水平荷载,非弹性阶段区格中钢板的对角拉力带为结构提供侧向承载能力;密肋网格的设置有效限制了内嵌钢板的面外变形值,提高了结构的弹性刚度,克服了滞回曲线的"捏缩"效应,减小了钢板的噪音及震颤,显著增强了结构的耗能能力;框架与钢板墙协同工作良好,结构塑性变形能力强,安全储备高,是一种优良的抗侧力体系;破坏模式为各区格中的钢板撕裂,拉力带效应明显,边框架柱脚及边框架梁端形成塑性铰。
Experimental testing was conducted on a two-story single bay semi-rigid steel frame with multi-ribbed grid composite steel plate shear wall specimen,under quasi-static loading,to research its seismic performance. The interaction between the wall plate and the surrounding frame and failure model were investigated with regard to the load-carrying capacity,ductility,stiffness and energy dissipation capacity. Experimental result indicates that the structure resists the lateral loads by shear action of the wall plate in the elastic stage and when in the inelastic stage the resistance is provided by the tension zone which arises in the buckled wall plate. The multi-ribbed grids limit the outof plane deformation of wall plate,increase the initial stiffness,avoid the pinch shrinkage of the hysteresis loop,reduce the noise and vibration of steel plate and significantly improve the energy dissipation capacity and safety margin. The surrounding frame cooperates with the wall plate in resisting the lateral loads,and the structure exhibits stable behavior at very large deformation. The primary inelastic damage mode is the yielding and tearing in tension zone of the infill plates combined with the surrounding frame beam and column yielding.
Experimental testing was conducted on a two-story single bay semi-rigid steel frame with multi-ribbed grid composite steel plate shear wall specimen,under quasi-static loading,to research its seismic performance. The interaction between the wall plate and the surrounding frame and failure model were investigated with regard to the load-carrying capacity,ductility,stiffness and energy dissipation capacity. Experimental result indicates that the structure resists the lateral loads by shear action of the wall plate in the elastic stage and when in the inelastic stage the resistance is provided by the tension zone which arises in the buckled wall plate. The multi-ribbed grids limit the outof plane deformation of wall plate,increase the initial stiffness,avoid the pinch shrinkage of the hysteresis loop,reduce the noise and vibration of steel plate and significantly improve the energy dissipation capacity and safety margin. The surrounding frame cooperates with the wall plate in resisting the lateral loads,and the structure exhibits stable behavior at very large deformation. The primary inelastic damage mode is the yielding and tearing in tension zone of the infill plates combined with the surrounding frame beam and column yielding.
引文
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[2]郝际平,袁昌鲁,房晨.薄钢板剪力墙结构边框架柱的设计方法研究[J].工程力学,2014,31(9):211-218.(HAO Jiping,YUAN Changlu,FANG Chen.Study of design procedures for vertical boundary element in thin steel plate shear walls[J].Engineering Mechanics,2014,31(9):211-218.(in Chinese))
[3]Qu B,Bruneau M,Lin Chih-Han,et al.Testing of full-scale two-story steel plate shear wall with reduced beam section connections and composite floors[J].Journal of Structural Engineering,ASCE,2008,134(3):364-373.
[4]Park H G,Kwack J H,Jeon S W,et al.Framed steel plate wall behavior under cyclic lateral loading[J].Journal of Structural Engineering,ASCE,2007,133(3):378-388.
[5]于金光,郝际平.半刚性连接钢框架-非加劲钢板剪力墙结构性能研究[J].土木工程学报,2012,45(8):74-82.(YU Jinguang,HAO Jiping.Study on the behavior of semi-rigid connection steel frames with unstiffened steel plate shear wall structure[J].China Civil Engineering Journal,2012,45(8):74-82.(in Chinese))
[6]聂建国,朱力,樊键生,等.钢板剪力墙抗震性能试验研究[J].建筑结构学报,2013,34(1):61-69.(NIE Jianguo,ZHU Li,FAN Jiansheng,et al.Experimental research on seismic behavior of steel plate shear walls[J].Journal of Building Structures,34(1):61-69.(in Chinese))
[7]Basler K.Strength of plate girders in shear[J].Journal of Structure Division,ASCE,1961,87(7):150-180.
[8]Thorburn L J,Kulak G L,Montgomery C J.Analysis of steel plate shear walls[R].Structural Engineering Report No.107.Edmonton,Canada:University of Alberta,1983:30-129.
[9]Timler P A,Kulak G L.Experimental study of steel plate shear walls[R].Structural Engineering Report No.114.Edmonton,Canada:University of Alberta,1983:16-84.
[10]郭彦林,周明.非加劲与屈曲钢板剪力墙性能及设计理论的研究现状[J].建筑结构学报,2011,32(1):1-16.(GUO Yanlin,ZHOU Ming.An overview of current state-of-the-art in behavior and design theory for unstiffened of buckling-restrained steel plate shear walls[J].Journal of Building Structures,2011,32(1):1-16.(in Chinese))
[11]GB/T 228.1—2010金属材料拉伸试验第1部分:室温试验方法[S].北京:中国标准出版社,2011.(GB/T 228.1—2010 Metallic materials:tensile testing:part 1:method of test at room temperature[S].Beijing:China Standard Press,2011.(in Chinese))
[12]GB/T 2975—1998钢及钢产品力学性能试验取样位置及试样制备[S].北京:中国标准出版社,1999.(GB/T 2975—1998 Steel and steel products:location and preparation of test pieces for mechanical testing[S].Beijing:China Standards Press,1999.(in Chinese))
[13]JGJ 101—1996建筑抗震试验方法规程[S].北京:中国建筑工业出版社,1997.(JGJ 101—1996Specification of testing methods for earthquake resistant building[S].Beijing:China Architecture&Building Press,1997.(in Chinese))
[14]邱法维,钱稼茹,陈志鹏.结构抗震试验方法[M].北京:科学出版社,2000:9-40.(QIU Fawei,QIAN Jiaru,CHEN Zhipeng.Seismic test methodology for structures[M].Beijing:Science Press,2000:9-40.(in Chinese))
[15]沈聚敏,周锡元,高小旺,等.抗震工程学[M].北京:中国建筑工业出版社,2000:659-674.(SHEN Jumin,ZHOU Xiyuan,GAO Xiaowang,et al.Aseismic engineering[M].Beijing:China Architecture&Building Press,2000:659-674.(in Chinese))
[16]朱伯龙.结构抗震试验[M].北京:地震出版社,1989:20-37.
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