半刚性连接钢框架-钢板剪力墙结构抗震性能试验研究
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摘要
通过对半刚性连接框架-钢板剪力墙结构在水平反复荷载作用下的试验研究,得到了结构的滞回曲线、延性指标、水平刚度、梁柱应变、转角及各关键部位的变形。从耗能能力、刚度退化、承载力、延性等方面分析该种结构的抗震性能和耗能机理;依据应力分布、梁柱转角研究半刚性节点与钢板剪力墙的相互影响效果;分析结构的内力转换和破坏模式。结果表明:该结构具有良好的延性和耗能性能;半刚性节点在反复荷载作用下没有明显变形,节点刚度退化小,框架和钢板剪力墙协同工作良好;梁柱半刚性连接弱化了结构的整体刚度,框架自身承担的水平荷载有限;破坏模式为内填钢板剪力墙局部撕裂,拉力带作用明显,钢框架柱脚及梁柱半刚性连接部位形成塑性铰,框架整体呈弯曲破坏模式。
In this experimental research program the structural hysteretic curves,ductility index,lateral stiffness,strains at beams and columns,rotation and deformation at critical locations were obtained from testing of semi-rigid frame-steel plate shear wall system under cyclic horizontal loading.The seismic performance and energy dissipation mechanism of the tested structure was evaluated based on energy dissipation capacity,stiffness degradation and load carrying capacity.The interaction between semi-rigid beam-column joint and steel plate shear wall was studied in terms of stress distribution and beam-column joint rotation.The internal force redistribution and failure mode were also studied.The results show that the semi-rigid steel frame with steel plate shear wall structural system has good ductility and energy dissipation capacity.Under cyclic loading,the semi-rigid joint has no obvious deformation with insignificant stiffness degradation.The interaction between semi-rigid steel frame and steel plate shear wall is good.The semi-rigid beam-column connection weaken the overall stiffness of the system.The horizontal load carried by the steel frame is limited.The observed failure mode is the local fracture of the infill plate.The tension-field action is obvious.Plastic hinges are developed at the steel frame column bottom ends and the semi-rigid beam-column connections.The specimen exhibits in-plane flexural failure mode.
In this experimental research program the structural hysteretic curves,ductility index,lateral stiffness,strains at beams and columns,rotation and deformation at critical locations were obtained from testing of semi-rigid frame-steel plate shear wall system under cyclic horizontal loading.The seismic performance and energy dissipation mechanism of the tested structure was evaluated based on energy dissipation capacity,stiffness degradation and load carrying capacity.The interaction between semi-rigid beam-column joint and steel plate shear wall was studied in terms of stress distribution and beam-column joint rotation.The internal force redistribution and failure mode were also studied.The results show that the semi-rigid steel frame with steel plate shear wall structural system has good ductility and energy dissipation capacity.Under cyclic loading,the semi-rigid joint has no obvious deformation with insignificant stiffness degradation.The interaction between semi-rigid steel frame and steel plate shear wall is good.The semi-rigid beam-column connection weaken the overall stiffness of the system.The horizontal load carried by the steel frame is limited.The observed failure mode is the local fracture of the infill plate.The tension-field action is obvious.Plastic hinges are developed at the steel frame column bottom ends and the semi-rigid beam-column connections.The specimen exhibits in-plane flexural failure mode.
引文
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[4]Roberts T,Sabouri-Ghomi S.Hysteretic characteristicsof unstiffened plate shear panels[J].Thin WalledStructures,1991,12(2):145-162.
[5]Roberts T,Sabouri-Ghomi S.Hysteretic characteristicsof unstiffened perforated steel plate shear panels[J].Thin Walled Structures,1992,14(2):139-151.
[6]Sabouri-Ghomi S,Roberts T.Nonlinear dynamicanalysis of steel plate shear walls including shear andbending deformations[J].Engineering Structures,1992,14(5):309-317.
[7]Xue M,Lu L-W.Interaction of infilled steel shear wallpanels with surrounding fram members[C]//Proceedings,1994 Annual Task Group TechnicalSession,Structural Stability Research Council:reportson current research activities.Bethlehem:LehighUniversity,1994.
[8]GB/T228—2002金属材料室温拉伸试验方法[S].(GB/T 228—2002 Metallic materials:tensiletesting at ambient temperature[S].(in Chinese))
[9]GB/T2975—1998钢及钢产品力学性能试验取样位置及试样制备[S].(GB/T2975—1998 Steel andsteel products:location and preparation of test piecesfor mechanical testing[S].(in Chinese))
[10]JGJ 101—96建筑试验抗震方法规程[S].(JGJ101—96 Specification of testing methods forearthquake resistant building[S].(in Chinese))
[2]Sthephen A Mahin.Lessons from damage to steelbuildings during the Northridge earthquake[J].Engineering Structures,1998,20(4):261-270.
[3]崔鸿超.日本兵库县南部地区地震震害综述[J].建筑结构学报,1996,17(1):2-13.(CUI Hongchao.Summary of earthquake damage in southern region ofHyogo in Japan[J].Journal of Building Structures,1996,17(1):2-13.(in Chinese))
[4]Roberts T,Sabouri-Ghomi S.Hysteretic characteristicsof unstiffened plate shear panels[J].Thin WalledStructures,1991,12(2):145-162.
[5]Roberts T,Sabouri-Ghomi S.Hysteretic characteristicsof unstiffened perforated steel plate shear panels[J].Thin Walled Structures,1992,14(2):139-151.
[6]Sabouri-Ghomi S,Roberts T.Nonlinear dynamicanalysis of steel plate shear walls including shear andbending deformations[J].Engineering Structures,1992,14(5):309-317.
[7]Xue M,Lu L-W.Interaction of infilled steel shear wallpanels with surrounding fram members[C]//Proceedings,1994 Annual Task Group TechnicalSession,Structural Stability Research Council:reportson current research activities.Bethlehem:LehighUniversity,1994.
[8]GB/T228—2002金属材料室温拉伸试验方法[S].(GB/T 228—2002 Metallic materials:tensiletesting at ambient temperature[S].(in Chinese))
[9]GB/T2975—1998钢及钢产品力学性能试验取样位置及试样制备[S].(GB/T2975—1998 Steel andsteel products:location and preparation of test piecesfor mechanical testing[S].(in Chinese))
[10]JGJ 101—96建筑试验抗震方法规程[S].(JGJ101—96 Specification of testing methods forearthquake resistant building[S].(in Chinese))
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