现浇柱叠合梁框架节点抗震性能试验研究
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摘要
以一幢六层现浇柱叠合梁框架实际工程为背景,按照强柱弱梁、强节点弱构件等原则进行设计,取4个不同位置的现浇柱叠合梁框架节点进行低周反复荷载下的足尺模型试验,对现浇柱叠合梁框架节点的破坏形态、滞回曲线、位移延性、刚度退化、耗能能力、预制梁与预制板之间和预制板与现浇板之间的滑移等进行了较系统的研究。结果表明:4个现浇柱叠合梁框架节点均实现了强柱弱梁、强节点弱构件的设计目标,破坏形态均为梁端受弯破坏形式,节点核心区仅有少量细小裂缝;边节点、中节点和平节点的初裂位置为梁中新旧混凝土界面处,而角节点的初裂发生在柱上;与其他2个节点相比,中节点和边节点的滞回曲线饱满;中节点、边节点和平节点的位移延性高于角节点;4个节点的刚度退化规律基本一致。研究成果可为现浇柱叠合梁框架在地震区的推广应用提供技术依据和基础数据。
An experimental program consisting of the tests of selected connections with composite beams and cast-in-place(CIP) columns under cyclic loading,which were from the bottom story and the top story of a six story prototype residential building,was conducted to evaluate the seismic behavior of connections with composite beams and CIP columns.Performance of the test specimens was evaluated in terms of failure mode,stiffness degradation,energy dissipation capacity,ductility,joint shear deformation,etc.The test results revealed that both the test specimens exhibited a strong column-weak beam failure mechanism.All connections failed due to concrete crushing and rupture of longitudinal bars as a result of plastic hinges at the fixed beam end;the initial crack occurred at the interface between precast concrete and cast-in-place concrete in beam for the interior and exterior and T connections,but occurred in column for the knee connection;the hysteretic curves of both the interior and the exterior connections were full and showed good energy dissipation,and the energy dissipation capacity of the interior and exterior connections were better than that of the T and knee connections;the displacement ductility of the interior and exterior and T connections were better than that of the knee connection,and the stiffness degradation rules were similar to each other.The results in this paper are useful to expand the application of precast concrete structures in seismic zones.
An experimental program consisting of the tests of selected connections with composite beams and cast-in-place(CIP) columns under cyclic loading,which were from the bottom story and the top story of a six story prototype residential building,was conducted to evaluate the seismic behavior of connections with composite beams and CIP columns.Performance of the test specimens was evaluated in terms of failure mode,stiffness degradation,energy dissipation capacity,ductility,joint shear deformation,etc.The test results revealed that both the test specimens exhibited a strong column-weak beam failure mechanism.All connections failed due to concrete crushing and rupture of longitudinal bars as a result of plastic hinges at the fixed beam end;the initial crack occurred at the interface between precast concrete and cast-in-place concrete in beam for the interior and exterior and T connections,but occurred in column for the knee connection;the hysteretic curves of both the interior and the exterior connections were full and showed good energy dissipation,and the energy dissipation capacity of the interior and exterior connections were better than that of the T and knee connections;the displacement ductility of the interior and exterior and T connections were better than that of the knee connection,and the stiffness degradation rules were similar to each other.The results in this paper are useful to expand the application of precast concrete structures in seismic zones.
引文
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[14]ICBO Uniform building code[S].International Conferenceof Building Officials,Whittier,CA,1997.
[15]NZS 3101:1995 The design of concrete structures[S].Wellington,New Zealand:Standards Association of NewZealand,1995.
[16]杨云俊,薛伟辰,窦祖融,王蕴.钢筋混凝土T型叠合梁抗震性能试验研究[J].建筑结构学报,2008,29(6):1-8.(YANG Yunjun,XUE Weichen,DOU Zurong,WANGYun.Experimental studies on seismic behavior of full-scalereinforced concrete composite T-beams[J].Journal ofBuilding Structure,2008,29(6):1-8.(in Chinese))
[17]Yang Xinlei,Xue Weichen.Full-scale tests of beam-column-slab joints under reversed-cyclic loading[C]//International Symposium on Innovation and Sustainability ofStructures in Civil Engineering.Shanghai:TongjiUniversity,2007:824-831.
[18]汤华.现浇钢筋混凝土常规框架节点静力及抗震性能分析与设计准则及方法[D].重庆:重庆建筑大学,1995.(Tang Hua.The static and seismic performance and thedesign method of reinforced concrete connections[D].Chongqing:Chongqing Jianzhu University,1995.(inChinese))
[19]吴庆云.钢筋混凝土框架顶层中节点抗震性能研究[D]重庆:重庆建筑大学,1991.(Wu Qingyun.The teststudy on the seismic performance of Tconnections in the topstorey in RC frame structures[D].Chongqing:ChongqingJianzhu University,1991.(in Chinese))
[2]谢尊渊,方先和.建筑施工[M].北京:中国建筑工业出版社,1998.(Xie Zunyuan,Fang Xianhe.Buildingconstruction[M].Beijing:China Architecture&BuildingPress,1998.(in Chinese))
[3]张立波.高层建筑设计施工规范与新技术应用实务全书[M].北京:海洋出版社,2000.(Zhang Libo.Technicalspecification and guidelines for construction of concretestructures of tall building[M].Beijing:Ocean Press,2000.(in Chinese))
[4]唐九如.钢筋混凝土框架节点抗震[M].南京:东南大学出版社,1989.(Tang Jiuru.The seismic performance of RCconnections[M].Nanjing:Southeast University Press,1989.(in Chinese))
[5]Park R.Seismic design and construction of precast concretebuildings in NewZealand[J].PCI Journal,2002,47(5):60-75.
[6]Korkmaz HH,Tankut T.Performance of a precast concretebeam-to-beam connection subject to reversed cyclic loading[J].Engineering Structures,2005,27(9):1392-1407.
[7]French C W,Amu O,Tarzikhan C.Connections betweenprecast elements failure outside connection region[J].Journal of Structural Engineering,1989,115(2):316-340.
[8]French C W,Hanfner M,Jayashankar V.Connectionsbetween precast elements failure within connection region[J].Journal of Structural Engineering,1989,115(12):3171-3192.
[9]Ertas O,Ozden S,Ozturan T.Ductile connections inprecast concrete moment resisting frames[J].PCI Journal,2006,51(2):66-76.
[10]林宗凡,Sagan E I,Kreger M E.装配式抗震框架延性节点的研究[J].同济大学学报,1998,26(2):135-138.(Lin Zongfan,Sagan E I,Kreger ME.Study on the ductileconnections for precast aseismic frame[J].Journal ofTongji University,1998,26(2):135-138.(in Chinese))
[11]赵斌,吕西林,刘丽珍.全装配时预制混凝土结构梁柱组合件抗震性能试验研究[J].地震工程与工程振动,2005,25(1):81-87.(Zhao Bin,Lv Xilin,Liu Lizhen.Experimental study on seismic behavior of precast concretebeam-column subassemblage with fully assembled joint[J].Earthquake Engineering and Engineering Vibration,2005,25(1):81-87.(in Chinese))
[12]Ehsani M R,Wight J K.Effect of transverse beams andslab on behavior of reinforced concrete beam-to-columnconnections[J].ACI Journal,1985,82(2):188-195.
[13]Zerbe HE,Durrani AJ.Seismic response of connections intwo-bay reinforced concrete frame subassemblies with a floorslab[J].ACI Structural Journal,1990,87(4):406-415.
[14]ICBO Uniform building code[S].International Conferenceof Building Officials,Whittier,CA,1997.
[15]NZS 3101:1995 The design of concrete structures[S].Wellington,New Zealand:Standards Association of NewZealand,1995.
[16]杨云俊,薛伟辰,窦祖融,王蕴.钢筋混凝土T型叠合梁抗震性能试验研究[J].建筑结构学报,2008,29(6):1-8.(YANG Yunjun,XUE Weichen,DOU Zurong,WANGYun.Experimental studies on seismic behavior of full-scalereinforced concrete composite T-beams[J].Journal ofBuilding Structure,2008,29(6):1-8.(in Chinese))
[17]Yang Xinlei,Xue Weichen.Full-scale tests of beam-column-slab joints under reversed-cyclic loading[C]//International Symposium on Innovation and Sustainability ofStructures in Civil Engineering.Shanghai:TongjiUniversity,2007:824-831.
[18]汤华.现浇钢筋混凝土常规框架节点静力及抗震性能分析与设计准则及方法[D].重庆:重庆建筑大学,1995.(Tang Hua.The static and seismic performance and thedesign method of reinforced concrete connections[D].Chongqing:Chongqing Jianzhu University,1995.(inChinese))
[19]吴庆云.钢筋混凝土框架顶层中节点抗震性能研究[D]重庆:重庆建筑大学,1991.(Wu Qingyun.The teststudy on the seismic performance of Tconnections in the topstorey in RC frame structures[D].Chongqing:ChongqingJianzhu University,1991.(in Chinese))
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