带边框偏心大开洞剪力墙的非线性有限元分析
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摘要
目的分析带边框偏心大开洞剪力墙在水平荷载作用下的抗剪机理和破坏形态.方法方法应用有限元软件ABAQUS对一片三层带边框偏心大开洞钢筋混凝土剪力墙进行了非线性有限元推覆分析,研究了混凝土剪胀角参数取值对计算结果的影响.基于水平荷载-整体变形角关系、剪应力的传递和分配情况重点分析了正反向加载时带边框偏心大开洞剪力墙的受力特性.结果与试验结果比较表明有限元分析能较好地反映剪力墙的裂缝开展和损伤过程,估算正反向加载下的整体抗侧刚度和极限承载力.在弹性阶段,剪胀角对剪力墙承载力影响很小,进入塑性阶段后,承载力随剪胀角增大有所提高.洞口的偏心设置导致了正反向加载时不同的剪力传递和分配机理以及极限承载力的差异.结论对于带边框柱的偏心大开洞剪力墙结构,数值模拟应合理选取剪胀角参数,工程设计应合理选择边柱截面和配筋率,以防地震作用下边柱剪切破坏.
Using finite element program ABAQUS,nonlinear FEM analysis under lateral load is performed on a three-story RC structural wall with large eccentric openings in order to investigate its shear-resisting mecha-nism and failure mode.The influence of concrete dilation angle on simulation results is discussed.Based on lateral load-drift angle relation as well as the shear stress transformation and distribution in wall and side columns,the work mechanism of RC structural wall with large eccentric openings in positive and negative loading direction is analyzed.Compared with low-cycle quasi-static test results,FEM analysis can well observe the crack-developing and failure process of the structural wall,and calculate shear-resisting stiffness and strength capacity in positive and negative loading directions.In the elastic phase,dilation angle has little influence on the strength capacity of structural wall,while in the plastic phase,the strength capacity increases with the increased dilation angle.Eccentric openings lead to different shear transfer and distribution mechanism in positive and negative loading directions.In conclusion,a reasonable value of the dilation angle ought to be set in structural wall numerical simulation.Moreover,the section size and reinforcement ratio of side columns in design should be to carefully selected to prevent shear failure under the earthquake effect.
Using finite element program ABAQUS,nonlinear FEM analysis under lateral load is performed on a three-story RC structural wall with large eccentric openings in order to investigate its shear-resisting mecha-nism and failure mode.The influence of concrete dilation angle on simulation results is discussed.Based on lateral load-drift angle relation as well as the shear stress transformation and distribution in wall and side columns,the work mechanism of RC structural wall with large eccentric openings in positive and negative loading direction is analyzed.Compared with low-cycle quasi-static test results,FEM analysis can well observe the crack-developing and failure process of the structural wall,and calculate shear-resisting stiffness and strength capacity in positive and negative loading directions.In the elastic phase,dilation angle has little influence on the strength capacity of structural wall,while in the plastic phase,the strength capacity increases with the increased dilation angle.Eccentric openings lead to different shear transfer and distribution mechanism in positive and negative loading directions.In conclusion,a reasonable value of the dilation angle ought to be set in structural wall numerical simulation.Moreover,the section size and reinforcement ratio of side columns in design should be to carefully selected to prevent shear failure under the earthquake effect.
引文
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[5]陈忠汉.钢筋砼带边框开洞剪力墙的抗剪承载力分析[J].建筑结构,1997,12:33-36.(Chen Zhonghan.The investigation on shear strengthof reinforced concrete shear wall with frame[J].Building Structure,1997,12:33-36.)
[6]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,Huang Lizhong.Nonlin-ear seismic response analysis method of reinforcedconcrete shear walls with opening[J].Earthquake En-gineering and Engineering Vibration,2005,25(3):47-54.)
[7]董宏英,曹万林,霍达,等.钢筋混凝土带暗支撑低矮剪力墙非线性有限元分析[J].地震工程与工程振动,2002,22(5):67-70.(Dong Hongying,Cao Wanlin,Huo Da,et al.Nonlin-ear FEM analysis of RC short shear wall with con-cealed bracings[J].Earthquake Engineering and En-gineering Vibration,2002,22(5):67-70.)
[8]委旭,史庆轩.钢筋混凝土双肢剪力墙非线性静力有限元分析[J].建筑科学与工程学报,2008,25(4):54-57.(Wei Xu,Shi Qinxuan.Nonlinear static finite elementanalysis of reinforced concrete coupled shear walls[J].Journal of Architecture and Civil Engineering,2008,25(4):54-57.)
[9]Wang Jiyang,Makoto W.Shear behavior of multi-storyshearwalls with eccentric openings,Part 1～3[C]//Summaries of Technical Papers of Annual Meeting Ja-pan:Architectural Institute of Japan,2007:677-682.
[10]Kent D C,Rakert P.Flexural members with confinedconcrete.Journal of the Structural Division[J].1971,97(7):1969-1990.
[11]王金昌,陈页开.ABAQUS在土木工程中的应用[M].杭州:浙江大学出版社,2006:69-94.(Wang Jinchang,Chen yekai.Application of ABAQUSin civil engineering[M].Hangzhou:Zhejiang Univer-sity Press,2006:69-94.)
[12]Hibbitt,Karlsson,Sorensen Inc.Abaqus Theory Manu-al[M].USA:Hibbitt,Karlsson,Sorensen Inc,2005.
[13]雷拓,钱江,刘成清.混凝土损伤塑性模型应用研究[J].结构工程师,2008,24(2):22-27.(Lei Tuo,Qian Jiang,Liu Chengqing.Application ofdamaged plasticity model for concrete[J].StructuralEngineers,2008,24(2):22-27.)
[14]Tan K H,Tong K,Tang C Y.Consistent strut-and-tiemodeling of deep beams with web openings[J].Maga-zine of Concrete Research,2003,55(1):65-75.
[15]Young M.Computer graphics for nonlinear strut-tiemodel approach[J].Journal of Computing in CivilEngineering,2000,24(2):127-133.
[2]赵祥,王社良,刘瑞杰,等.带边框柱剪力墙模型抗震性能试验研究[J].西安建筑科技大学学报:自然科学版,2004,36(3):275-279.(ZHAO Xiang,WANG She-liang,LIU Rui-jie,et al.Study on seismic behavior of R.C.shear wall withframe column[J].Journal of Xi'an University of Ar-chitecture&Technology:Natural Science,2004,36(3):275-279.)
[3]陈怀亮,张大长,张旭东.钢筋混凝土开洞剪力墙极限承载力分析模型的改进[J].南京工业大学学报,2007,29(2):95-101.(Chen Huailiang,Zhang Dachang,Zhang Xudong.Modification on analysis models of ultimate strength ofRC shear wall with opening[J].Journal of Nanjing U-niversity of Technology,2007,29(2):95-101.)
[4]张大长,陈怀亮,卢中强.基于抗剪抵抗机构的无开洞RC剪力墙的极限承载力分析模型的探讨[J].工程力学,2007,24(7):134-139.(Zhang Dachang,Chen Huailiang,Lu Zhongqiang.The investigation on analysis models of ultimatestrength of reinforced concrete shear wall based onshear resistant mechanism[J].Engineering Mechan-ics,2007,24(7):134-139.)
[5]陈忠汉.钢筋砼带边框开洞剪力墙的抗剪承载力分析[J].建筑结构,1997,12:33-36.(Chen Zhonghan.The investigation on shear strengthof reinforced concrete shear wall with frame[J].Building Structure,1997,12:33-36.)
[6]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,Huang Lizhong.Nonlin-ear seismic response analysis method of reinforcedconcrete shear walls with opening[J].Earthquake En-gineering and Engineering Vibration,2005,25(3):47-54.)
[7]董宏英,曹万林,霍达,等.钢筋混凝土带暗支撑低矮剪力墙非线性有限元分析[J].地震工程与工程振动,2002,22(5):67-70.(Dong Hongying,Cao Wanlin,Huo Da,et al.Nonlin-ear FEM analysis of RC short shear wall with con-cealed bracings[J].Earthquake Engineering and En-gineering Vibration,2002,22(5):67-70.)
[8]委旭,史庆轩.钢筋混凝土双肢剪力墙非线性静力有限元分析[J].建筑科学与工程学报,2008,25(4):54-57.(Wei Xu,Shi Qinxuan.Nonlinear static finite elementanalysis of reinforced concrete coupled shear walls[J].Journal of Architecture and Civil Engineering,2008,25(4):54-57.)
[9]Wang Jiyang,Makoto W.Shear behavior of multi-storyshearwalls with eccentric openings,Part 1～3[C]//Summaries of Technical Papers of Annual Meeting Ja-pan:Architectural Institute of Japan,2007:677-682.
[10]Kent D C,Rakert P.Flexural members with confinedconcrete.Journal of the Structural Division[J].1971,97(7):1969-1990.
[11]王金昌,陈页开.ABAQUS在土木工程中的应用[M].杭州:浙江大学出版社,2006:69-94.(Wang Jinchang,Chen yekai.Application of ABAQUSin civil engineering[M].Hangzhou:Zhejiang Univer-sity Press,2006:69-94.)
[12]Hibbitt,Karlsson,Sorensen Inc.Abaqus Theory Manu-al[M].USA:Hibbitt,Karlsson,Sorensen Inc,2005.
[13]雷拓,钱江,刘成清.混凝土损伤塑性模型应用研究[J].结构工程师,2008,24(2):22-27.(Lei Tuo,Qian Jiang,Liu Chengqing.Application ofdamaged plasticity model for concrete[J].StructuralEngineers,2008,24(2):22-27.)
[14]Tan K H,Tong K,Tang C Y.Consistent strut-and-tiemodeling of deep beams with web openings[J].Maga-zine of Concrete Research,2003,55(1):65-75.
[15]Young M.Computer graphics for nonlinear strut-tiemodel approach[J].Journal of Computing in CivilEngineering,2000,24(2):127-133.
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