钢框架内填预制钢筋混凝土剪力墙试验研究
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摘要
为改进钢框架内填预制钢筋混凝土剪力墙的抗震性能,将耳板装置引入钢框架与内填墙的连接中。通过2个2层单跨钢框架内填预制钢筋混凝土剪力墙1/3模型试件的循环荷载试验,考察耳板连接装置的可靠性和内填墙裂缝的开展与结构变形能力,分析结构的破坏机理、滞回性能、刚度退化、变形及延性等,并对钢框架内填预制混凝土剪力墙体系与现浇混凝土剪力墙体系和带竖缝混凝土剪力墙体系进行对比。研究结果表明:抗剪连接件(U形筋)在梁柱节点上下耳板的帮助下未发生破坏,耳板连接装置具有可靠的工作性能;合理设计的钢框架内填预制钢筋混凝土剪力墙结构具有良好的延性。
In order to improve seismic performance of steel frame with prefabricated reinforce-concrete infill shear walls(SFCW),the ear bar device was used in the connection between the steel frame and the infill wall.Two one-bay,two story and one-third scaled models of SFCW were tested with low cyclic load.The working performance of ear bar connection,the cracks development in infill walls and deformation performance of SFCW were investigated.And the failure mode,hysteretic behavior,stiffness degradation,deformation and ductility and energy dissipation of composite structure were analyzed.The comparison study of steel frame with prefabricated,cast-in-place and silt reinforce-concrete infill shear walls was carried out.The results show that no failure occurs in the connection between the steel frame and the infill wall because ear plates below and up the beam-to-column connections are added in the specimens,and the connection device of ear plate presents good working performance.The properly designed SFCW has good ductility.
In order to improve seismic performance of steel frame with prefabricated reinforce-concrete infill shear walls(SFCW),the ear bar device was used in the connection between the steel frame and the infill wall.Two one-bay,two story and one-third scaled models of SFCW were tested with low cyclic load.The working performance of ear bar connection,the cracks development in infill walls and deformation performance of SFCW were investigated.And the failure mode,hysteretic behavior,stiffness degradation,deformation and ductility and energy dissipation of composite structure were analyzed.The comparison study of steel frame with prefabricated,cast-in-place and silt reinforce-concrete infill shear walls was carried out.The results show that no failure occurs in the connection between the steel frame and the infill wall because ear plates below and up the beam-to-column connections are added in the specimens,and the connection device of ear plate presents good working performance.The properly designed SFCW has good ductility.
引文
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[3]Liauw T C,Kwan K H.Static and cyclic behavior ofmultistory infilled frames with different interfaceconditions[J].Journal of Sound and Vibration,1985,99(2):275-283.
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[5]Tong X D,Hajjar J F,Schultz A E,et al.Cyclic behaviorof steel frame structures with composite reinforcedconcrete infill walls and partially-restrained connections[J].Journal of Constructional Steel Research,2005,61(1):531-552.
[6]彭晓彤,顾强.钢框架内填钢筋混凝土剪力墙混合结构破坏机理及塑性分析[J].工程力学,2011,28(8):56-60.Peng X T,Gu Q.The failure mechanism and plasticanalysis of composite steel frame-reinforced concreteinfill wall structures[J].Engineering Mechanics,2011,28(8):56-60.
[7]方有珍,蔡益燕,顾强,等.半刚接钢框架(柱弱轴)—内填剪力墙结构塑性机构分析[J].工程力学,2010,27(2):46-52.Fang Y Z,Cai Y Y,Gu Q,et al.Analysis of the plsaticmechanism on composite steel frame(Weak axis ofcolumn)with PR connection-reinforced concrete infillwall structural system[J].Engineering Mechanics,2010,27(2):46-52.
[8]颜鹏.刚性连接钢框架-内填钢筋混凝土剪力墙结构体系的滞回性能及抗震设计对策[D].西安:西安建筑科技大学,2006.
[9]孙国华.半刚接钢框架内填RC墙结构滞回性能研究[D].北京:北京工业大学2009.
[10]JGJ101-96建筑抗震试验方法规程[S].北京:中国建筑工业出版社,1996.
[11]Zhao Q H,Abolhassan A A.Cyclic behavior oftraditional and innovative composite shear walls[J].Journal of Structural Engineering,2004,130(2):271-284.
[12]赵伟,童根树,杨强跃.钢框架内填预制带竖缝钢筋混凝土剪力墙抗震性能试验[J].建筑结构学报,2012,33(7):140-146.Zhao W,Tong G S,Yang Q Y.Experimental studyseismic behaviorof steel frame with prefabricatedreinforce-concrete infill slit shear walls[J].Journal ofBuilding Structures,2012,33(7):140-146.
[2]方有珍,顾强,申林.半刚接钢框架(柱弱轴)-内填剪力墙结构滞回性能试验研究[J].建筑结构学报,2008,29(2):512-62.Fang Y Z,Gu Q,Shen L.Hysteretic behavi or of simi-rigid composite steel frame with reinforced concreteinfill wall in column weak axis[J].Journal of BuildingStructures,2008,29(2):512-62.
[3]Liauw T C,Kwan K H.Static and cyclic behavior ofmultistory infilled frames with different interfaceconditions[J].Journal of Sound and Vibration,1985,99(2):275-283.
[4]夏敬谦,Kwan K H,罗学海,等.剪力墙结构、框架填充墙结构模型模拟地震试验研究[J].地震工程与工程振动,1996,16(2):55-66.Xia J Q,Kwan K H,Luo X H,et al.Simulatedearthquake tests of shear wall and infilled frame models[J].Earthquake Engineering and EngineeringVibration,1996,16(2):55-66.
[5]Tong X D,Hajjar J F,Schultz A E,et al.Cyclic behaviorof steel frame structures with composite reinforcedconcrete infill walls and partially-restrained connections[J].Journal of Constructional Steel Research,2005,61(1):531-552.
[6]彭晓彤,顾强.钢框架内填钢筋混凝土剪力墙混合结构破坏机理及塑性分析[J].工程力学,2011,28(8):56-60.Peng X T,Gu Q.The failure mechanism and plasticanalysis of composite steel frame-reinforced concreteinfill wall structures[J].Engineering Mechanics,2011,28(8):56-60.
[7]方有珍,蔡益燕,顾强,等.半刚接钢框架(柱弱轴)—内填剪力墙结构塑性机构分析[J].工程力学,2010,27(2):46-52.Fang Y Z,Cai Y Y,Gu Q,et al.Analysis of the plsaticmechanism on composite steel frame(Weak axis ofcolumn)with PR connection-reinforced concrete infillwall structural system[J].Engineering Mechanics,2010,27(2):46-52.
[8]颜鹏.刚性连接钢框架-内填钢筋混凝土剪力墙结构体系的滞回性能及抗震设计对策[D].西安:西安建筑科技大学,2006.
[9]孙国华.半刚接钢框架内填RC墙结构滞回性能研究[D].北京:北京工业大学2009.
[10]JGJ101-96建筑抗震试验方法规程[S].北京:中国建筑工业出版社,1996.
[11]Zhao Q H,Abolhassan A A.Cyclic behavior oftraditional and innovative composite shear walls[J].Journal of Structural Engineering,2004,130(2):271-284.
[12]赵伟,童根树,杨强跃.钢框架内填预制带竖缝钢筋混凝土剪力墙抗震性能试验[J].建筑结构学报,2012,33(7):140-146.Zhao W,Tong G S,Yang Q Y.Experimental studyseismic behaviorof steel frame with prefabricatedreinforce-concrete infill slit shear walls[J].Journal ofBuilding Structures,2012,33(7):140-146.
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