平面偏心结构的三维能力谱方法
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摘要
基于单自由度模型的性态评估方法,无法考虑偏心结构平扭耦联效应且不便于考虑双向地震动输入,存在很大的局限性。本文在对水平偏心结构模态分析的基础上,利用OpenSees构建等效三自由度模型(ETDOF),将该模型用于双向地震动作用下偏心结构平扭耦联简化计算和性态评估。在对ETDOF模型进行振动特性分析的基础上,基于等位移原理,简化了计算过程,提出了偏心结构双向地震动作用下的三维能力谱方法。通过一个偏心钢框架结构算例验证了三维能力谱法的正确性。结果表明,本文方法对求解平面偏心结构的非弹性性态反应具有精度可靠、求解效率高的特点。
At present,the simplified methods for evaluating the structural performance are mostly based on the single degree of freedom system(SDOF),which is not adequate for the asymmetric structures considering the spatial coupled effects and the multi-dimensional ground motions.Considering the plan-asymmetric and coupled characteristics of structures,a modal equivalent triple-degrees of freedom(ETDOF) system is established.Then a three dimensional capacity spectrum method(3D-CSM) is developed based on the equivalent displacement rule.In order to verify the method,an asymmetric steel frame structure is applied with nonlinear time history analysis and 3D-CSM.The results show that the 3D-CSM is reliable and effective for evaluating the seismic response of plan-asymmetric structures.
At present,the simplified methods for evaluating the structural performance are mostly based on the single degree of freedom system(SDOF),which is not adequate for the asymmetric structures considering the spatial coupled effects and the multi-dimensional ground motions.Considering the plan-asymmetric and coupled characteristics of structures,a modal equivalent triple-degrees of freedom(ETDOF) system is established.Then a three dimensional capacity spectrum method(3D-CSM) is developed based on the equivalent displacement rule.In order to verify the method,an asymmetric steel frame structure is applied with nonlinear time history analysis and 3D-CSM.The results show that the 3D-CSM is reliable and effective for evaluating the seismic response of plan-asymmetric structures.
引文
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[3]王亚勇,白雪霜.台湾9 21地震中钢筋混凝土结构震害特征[J].工程抗震,2001,32(1):41-45.(WANGYa-yong,BAI Xue-shuang.Damage features of RCstructures in the september 21,1999taiwan earth-quake[J].Earthquake Resistant Engineering,2001,32(1):41-45.(in Chinese))
[4]王亚勇,王言诃.汶川大地震建筑震害启示[J].建筑结构,2008,38(7):1-6.(WANG Ya-yong,WANGYan-he.Lessons learnt from building damages in theWenchuan earthquake[J].Building Structure,2008,38(7):1-6.(in Chinese))
[5]Dolsek M,Fajfar P.Simple probabilistic seismic per-formance assessment of plan-asymmetric buildings[J].Earthquake Engineering and Structural Dy-namics,2007,36(13):2021-2041.
[6]Fujii K,Nakano Y,Sanada Y.Simplified nonlinearanalysis procedure for asymmetric buildings[C].Proceedings of 13th World Conference of EarthquakeEngineering[C].Vancouver,B.C.,Canada.2004.
[7]Chopra A K,Geol R K.A modal pushover analysisprocedure to estimate seismic demands for unsym-metric-plan buildings[J].Earthquake Engineeringand Structural Dynamics,2004,33(8):903-927.
[8]王朝晖,汪梦甫.双向水平地震作用下非对称框架结构抗震分析简化方法[J].湖南大学学报,2007,34(4):1-4.(WANG Zhao-hui,WANG Meng-fu.Sim-plified procedure for the seismic analysis of asymmet-ric frame structures subject to two-directional hori-zontal earthquake[J].Journal of Hunan University,2007,34(4):1-4.(in Chinese))
[9]Lin J L,Tsai K C.Seismic analysis of two-wayasymmetric building systems under bi-directionalseismic ground motions[J].Earthquake Engineeringand Structural Dynamics,2008,37(4):305-328.
[10]李宏男.结构多维抗震理论[M].北京:科学出版社,2006.
[11]李刚,刘永.三维偏心结构的Pushover分析[J].计算力学学报,2005,22(5):529-533.(LI Gang,LIUYong.Pushover analysis of 3Deccentric structures[J].Chinese Journal of Computational Mechanics,2005,22(5):529-533.(in Chinese))
[12]Rutenberg A.EAEE TASK GROUP(TG)8:Behav-ior of irregular and complex structures asymmetricstructures-progress since 1998[A].12th EuropeanConference on Earthquake Engineering[C],2002.
[13]Stefano M D,Pintucchi B.A review of research onseismic behavior of irregular building structures since2002[J].Bulletin of Earthquake Engineering,2008,6(2):285-308.
[14]Kalkan E,Kunnath S K.Assessment of current non-linear static procedure for seismic evaluation of build-ings[J].Engineering Structures,2007,29(3):305-316.
[15]McKenna F T,Fenves G L,Scott M H.Open sys-tem for earthquake engineering simulation[OL].Berkeley:Pacific Earthquake Engineering ResearchCenter,University of California.2009-8.Availablefrom:http://opensees.berkeley.edu.
[16]Fajfar P,Gaspersic P,Drobnic D.A simplified non-linear method for seismic damage analysis of struc-tures[A].Proceedings of the workshop on seismicdesign methodologies for the next generation of codes[C].Rotterdam,1997:183-193.
[17]Veletsos A S,Newmark N M.Effect of inelastic be-havior on the response of simple systems to earth-quake motions[A].Proceedings of the 2th WorldConference on Earthquake Engineering[C],1960,2:895-912.
[18]Veletsos A S,Newmark N M,Chepalati C V.De-formation spectra for elastic and elastoplastic systemssubjected to ground shock and earthquake motion[A].Proceedings of the 3th World Conference onEarthquake Engineering[C],1965,2:663-682.
[19]Suita K,Yamada S,Tada N,et al.E-Defence Testson Full-Scale Steel Buildings:Part 2 Collapse Ex-periments on Moment Frames[M].ASCE StructuresCongress,Long Beach,CA,2007.
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