偏心框剪结构地震作用下弹塑性扭转反应分析
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摘要
为考察实际偏心框剪结构在地震作用下的扭转反应规律,按规范设计一组具有不同偏心率的实际框剪三维偏心结构算例,采用精细有限元模型进行不同地震水准下的多波非线性动力时程分析,对比其层间位移角、扭转角、塑性铰分布、延性系数等弹塑性地震反应。结果表明,位移比控制在高规要求的1.4限值内时,位移反应可满足规范的性能要求;刚性边构件的延性需求比柔性边大2倍～3倍;刚性地基假定下框剪结构的刚性边剪力墙构件底部在人工波大震输入时延性需求过大,应引起重视。
In order to investigate the rule of elasto-plastic torsional response of the eccentric frame-shear wall structure under earthquake action,a group of fine finite element models of actual frame-shear wall structure designed according to China code with different eccentricity were established for a comparative study in terms of their structural elasto-plastic seismic responses,such as the storey drift angle and torsional angle,distribution of plastic hinge,ductility coefficient,etc,using dynamic time-history analysis with many different seismic waves.The analysis results showed that the rule of elasto-plastic storey drift angle and interlayer torsional angle is consistent with the previous research using macroscopic model,and the storey drift angle satisfy the seismic requirements of code;the ductility demand of the rigid side elements is about 2~3 times large than that of the flexible side elements;the ductility demand of the rigid side elements of the frame-shear wall structure with rigid foundation assumption under artificial rare earthquake action is too large,which should be paid attention to.
In order to investigate the rule of elasto-plastic torsional response of the eccentric frame-shear wall structure under earthquake action,a group of fine finite element models of actual frame-shear wall structure designed according to China code with different eccentricity were established for a comparative study in terms of their structural elasto-plastic seismic responses,such as the storey drift angle and torsional angle,distribution of plastic hinge,ductility coefficient,etc,using dynamic time-history analysis with many different seismic waves.The analysis results showed that the rule of elasto-plastic storey drift angle and interlayer torsional angle is consistent with the previous research using macroscopic model,and the storey drift angle satisfy the seismic requirements of code;the ductility demand of the rigid side elements is about 2~3 times large than that of the flexible side elements;the ductility demand of the rigid side elements of the frame-shear wall structure with rigid foundation assumption under artificial rare earthquake action is too large,which should be paid attention to.
引文
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[2]Stathopoulos K G,Anagnostopoulos S A.Inelastic Torsion ofMultistorey Buildings Under Earthquake Excitations[J].Earthquake Engineering and Structural Dynamics,2005,34:1449-1465.
[3]Stathopoulos K G.Investigation of the Inelastic Response andEarthquake Resistant Design of Asymmetric Buildings[D].Greece:University of Patras,2001.
[4]Stathopoulos K G,Anagnostopoulos S A.Earthquake InducedInelastic Torsion in Asymmetric Multistory Buildings[C]∥13thWorld Conference on Earthquake Engineering,Vancouver:2004:558.
[5]韩军.建筑结构扭转地震反应分析及抗扭设计方法研究[D].重庆:重庆大学,2009.
[6]鲍雷T,普里斯特利M J N.钢筋混凝土和砌体结构的抗震设计[M].北京:中国建筑工业出版社,2002:25-60.
[7]刘畅.偏心结构在地震作用下的扭转反应研究[D].长沙:湖南大学,2007.
[8]Priestley M J N,Kowalsky M J.Aspects of Drift and Ductility Capacity of Rectangular Cantilever Structure Walls[J].Bulletin of the New Zealand National Society for Earthquake Engineering,1998,31(2):73-85.
[9]王耀伟.平面不规则结构非弹性地震反应规律研究[D].重庆:重庆大学,2003.
[10]蔡贤辉.多层偏心结构的地震反应研究[D].大连:大连理工大学,2001.
[11]戴君武.钢筋混凝土偏心结构非线性地震反应研究[D].北京:中国地震局工程力学研究所,2002.
[12]李宏男.结构多维抗震理论与设计方法[M].北京:科学出版社,1998:160-200.
[13]Zeris C A.Three-Dimensional Nonlinear Response of Reinforced Concrete Building[D].Berkeley:Department of Civil Engineering University of California at Berkeley,1986.
[14]陈滔.基于有限单元柔度法的钢筋混凝土框架三维非弹性地震反应分析[D].重庆:重庆大学,2003.
[15]Fabio F Taucer,Enrico Spacone,Filip C Filippou.A Fiber Beam-Column Element for Seismic Response Analysis of Reinforced Concrete Structures[R].Berkeley:UCB/EERC-91/17,1991.
[16]李英民,韩军,刘建伟.建筑结构抗震设计扭转周期比控制指标研究[J].建筑结构学报,2009,30(6):77-85.
[17]韩军,李英民,姬淑艳.RC框架结构合理破坏机制的实现[J].哈尔滨工业大学学报,2010,42(12):1559-1565.
[18]Mazzoni Silvia,McKenna F,Scott M H,et al.OpenSees Users Manual[R].Berkeley:PEER,University of California at Berkeley,2006.
[19]韦峰.钢筋混凝土框架和框架-剪力墙结构非线性地震反应性态的识别[D].重庆:重庆大学,2005.
[20]Matej Fischinger,Tatjana Isakovic.Benchmark Analysis of a Structural Wall[C]∥Proceedings of12th World Conference on Earthquake Engineering.Auckland:2000.
[21]臧登科.纤维模型中考虑剪切效应的RC结构非线性特征研究[D].重庆:重庆大学,2008.
[22]杨溥,李英民,赖明.结构时程分析法输入地震波的选择控制指标[J].土木工程学报,2000,33(6):33-37.
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