双连梁与深连梁剪力墙结构抗震性能对比分析
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摘要
依据汶川地震中双连梁剪力墙和深连梁剪力墙结构的实际震害对比,建立采用两种不同连梁结构形式的双肢剪力墙试件的有限元模型,运用有限元分析软件进行非线性计算,对比分析双连梁与深连梁剪力墙模型的破坏形态、极限承载力、滞回性能、延性及耗能能力。研究结果表明:与发生剪切型破坏的深连梁相比,双连梁屈服后剪力墙整体结构仍具有一定的抗侧变形能力,双连梁可以承受较大的塑性转角,成为剪力墙结构良好的耗能构件;双连梁剪力墙结构的位移延性及耗能能力均优于深连梁剪力墙结构,但其极限承载力和抗侧刚度较深连梁剪力墙结构低。
Based on the comparison of real seismic damage occurred in the shear wall structures with dual and deep coupling wall-beams in Wenchuan earthquake,the finite element analysis of the 4-story,1/3 scale shear wall specimens with two different types of coupling beams were carried out to clarify which type of coupling beams is better for seismic resistance of shear walls.The finite element models of the double-leg shear wall specimens were established and the nonlinear finite element computations were executed respectively.The failure mode,ultimate load capacity,hysteresis properties,ductility and ability of energy dissipation of the shear wall models with dual and deep coupling beams were compared and analyzed.The computation results demonstrate that compared with the deep coupling beams that mainly fail in shear,the shear wall with dual coupling beams still behaves the lateral resistance even after the yield of dual beams,and the dual beams can bear larger plastic rotations working as the good structural members of energy dissipation in whole structures;both the ductility and the ability of energy dissipation of whole shear wall structures with dual coupling beams are better than that of shear wall structures with deep coupling beams,but the load capacity and the lateral rigidity are relatively lower.
Based on the comparison of real seismic damage occurred in the shear wall structures with dual and deep coupling wall-beams in Wenchuan earthquake,the finite element analysis of the 4-story,1/3 scale shear wall specimens with two different types of coupling beams were carried out to clarify which type of coupling beams is better for seismic resistance of shear walls.The finite element models of the double-leg shear wall specimens were established and the nonlinear finite element computations were executed respectively.The failure mode,ultimate load capacity,hysteresis properties,ductility and ability of energy dissipation of the shear wall models with dual and deep coupling beams were compared and analyzed.The computation results demonstrate that compared with the deep coupling beams that mainly fail in shear,the shear wall with dual coupling beams still behaves the lateral resistance even after the yield of dual beams,and the dual beams can bear larger plastic rotations working as the good structural members of energy dissipation in whole structures;both the ductility and the ability of energy dissipation of whole shear wall structures with dual coupling beams are better than that of shear wall structures with deep coupling beams,but the load capacity and the lateral rigidity are relatively lower.
引文
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[9]李萍.小跨高比连梁的试验研究及非线性有限元分析[D.]西安:西安建筑科技大学,2008(Li Ping.Experimental study and nonlinear finite element analysis onthe deep coupling beam[D.]Xi’an:Xia’n University ofArchitecture&Technology,2008(in Chinese))
[10]张成林.剪力墙连梁在循环荷载下的受力性能研究[D.]西安:西安科技大学,2008(Zhang Chenglin.Study on behaviour coupling beams of shear wall undercircle load[D].Xi’an:Xi’an University of Science andTechnology,2008(in Chinese))
[2]王亚勇.汶川地震建筑震害启示—抗震概念设计[J].建筑结构学报,2008,29(4):20-25(Wang Yayong.Lessonslearnt from building damages in the Wenchuan earthquake—seismic concept design of buildings[J].Journal of BuildingStructures,2008,29(4):20-25(in Chinese))
[3]董至仁.钢筋混凝土双肢剪力墙延性的研究[D].西安:西安冶金建筑学院,1985(Dong Zhiren.Ductilityof reinforced concrete shear walls[D].Xi’an:Xi’anInstitute of Metallurgy and Construction Engineering,1985(inChinese))
[4]曹征良,丁大钧,程文瀼.剪力墙结构自控连梁的试验研究[J.]东南大学学报,1991,21(4):45-51(CaoZhengliang,Ding Dajun,Cheng Wenrang.Experimentalresearch on self-contral coupling beams in shear walls[J].Journal of Southeast University,1991,21(4):45-51(inChinese))
[5]李杰,李奎明.钢筋混凝土短肢剪力墙结构非线性分析研究[J.]建筑结构学报,2009,30(1):23-30(Li Jie,Li Kuiming.Nonlinear analysis of RC short-leg shear walls[J].Journal of Building Structures,2009,30(1):23-30(inChinese))
[6]李奎明,孙春毅,李杰.高性能混凝土双连梁短肢剪力墙试验研究[J.]地震工程与工程振动,2006,26(3):121-123(Li Kuiming,Sun Chunyi,Li Jie.Experimentalstudy on HPC short-leg shear wall with a pair of beams[J.]Earthquake Engineering and Engineering Vibration,2006,26(3):121-123(in Chinese))
[7]李奎明,李杰.钢筋混凝土双连梁短肢剪力墙结构试验研究[J.]同济大学学报:自然科学版,2009,37(5):587-596(Li Kuiming,Li Jie.Experimental study onreinforced concrete short-leg shear walls with dual bindingbeams[J.]Journal of Tongji Unviersity:Natural ScienceEdition,2009,37(5):587-596(in Chinese))
[8]汪梦甫,周锡元,黄立忠.钢筋混凝土开洞剪力墙结构抗震非线性有限元分析[J.]地震工程与工程振动,2005,25(3):47-54(Wang Mengfu,Zhou Xiyuan,HuangLizhong.Nonlinear seismic response analysis method ofreinforced concrete shear walls with opening[J.]Earthquake Engineering and Engineering Vibration,2005,25(3):47-54(in Chinese))
[9]李萍.小跨高比连梁的试验研究及非线性有限元分析[D.]西安:西安建筑科技大学,2008(Li Ping.Experimental study and nonlinear finite element analysis onthe deep coupling beam[D.]Xi’an:Xia’n University ofArchitecture&Technology,2008(in Chinese))
[10]张成林.剪力墙连梁在循环荷载下的受力性能研究[D.]西安:西安科技大学,2008(Zhang Chenglin.Study on behaviour coupling beams of shear wall undercircle load[D].Xi’an:Xi’an University of Science andTechnology,2008(in Chinese))
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