推覆分析的原理和实施
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摘要
综述了推覆分析的发展历史、基本原理及研究现状,明确阐释在线弹性阶段,推覆分析等同于第1振型的反应谱分析。屈服后,使用经过动力非线性分析校准的经验系数和线性等效,把反应谱理论推广到非线性分析中。分析得到的目标位移及层位移曲线等具有统计意义上平均地震反应的数学意义。讨论了推覆分析的局限性及其对策。结合中国规范的实际情况,给出推覆分析的实施要点。最后,借鉴美国性能设计的研究成果,使用PERFORM-3D成功地应用推覆分析对高烈度设防区超限高层建筑的抗震性能作出评估。
After briefly reviewing the development history,basic principle and current state of Push-over analysis,it directly pointed out that the Push-over analysis is equivalent in the elastic range to the response spectrum analysis only by using the first mode.After yielding,it can be interpreted as an extension of response spectrum analysis for linear structures to the non-linear range,by virtue of the empirical coefficients calibrated by a large number of dynamic non-linear analysis and equivalent linearization.The target displacement and story displacement pattern along the height of the building obtained by the Push-over analysis are the mean of the seismic responses in the statistical meaning.The limitations of Push-over and the measures to be taken were also discussed.In combination of the current Chinese codes,guidelines for implementation of the Push-over analysis were given.Finally,the seismic performance of an irregular tall building in high seismicity zone was successfully estimated by using the Push-over analysis procedure compiled in PERFORM-3D in accordance with the acceptance criteria provided in ASCE 41.
After briefly reviewing the development history,basic principle and current state of Push-over analysis,it directly pointed out that the Push-over analysis is equivalent in the elastic range to the response spectrum analysis only by using the first mode.After yielding,it can be interpreted as an extension of response spectrum analysis for linear structures to the non-linear range,by virtue of the empirical coefficients calibrated by a large number of dynamic non-linear analysis and equivalent linearization.The target displacement and story displacement pattern along the height of the building obtained by the Push-over analysis are the mean of the seismic responses in the statistical meaning.The limitations of Push-over and the measures to be taken were also discussed.In combination of the current Chinese codes,guidelines for implementation of the Push-over analysis were given.Finally,the seismic performance of an irregular tall building in high seismicity zone was successfully estimated by using the Push-over analysis procedure compiled in PERFORM-3D in accordance with the acceptance criteria provided in ASCE 41.
引文
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[2]FEMA 273 NEHRP Guidelines for the seismicrehabilitation of buildings[S].Federal EmergencyManagement Agency,1997.
[3]钱稼茹,罗文斌.基于位移的抗震设计-研究现状与展望[C]//第十六届全国高层建筑结构学术交流会论文集,上海,2000:47-53.
[4]欧进萍,侯刚领,吴斌.概率Pushover分析方法及其在结构体系抗震可靠度评估中的应用[J].建筑结构学报,2001,22(6):81-86.
[5]朱杰江,吕西林,容柏生.复杂体型高层结构的推覆分析方法和应用[J].地震工程与工程振动,2003,23(2):26-36.
[6]吕西林,朱杰江.高层建筑结构推覆分析及对设计的启示[J].建筑结构学报,2005,26(6):100-107.
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[10]CHOPRA A K.Dynamics of structures:Theory andapplications to earthquake engineering[M].2nd edition.北京:清华大学出版社,2005.
[11]FEMA 440 Improvement of nonlinear static seismicanalysis procedures[S].Federal Emergency ManagementAgency,2005.
[12]FAJFAR P.Capacity spectrum method based on inelasticdemand spectra[J].Earthquake Engineering andStructural Dynamics,1999,28:979-993.
[13]Computer&Structures Inc.Perform-3D manual-userguide[M].Version 4.California:Berkeley,2006.
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[15]ASCE/SEI 41-06 Seismic rehabilitation of existingbuildings[S].American Society of Civil Engineers,2007.
[16]扶长生,张小勇,鞠进,等.高层建筑合理性能目标的选取和实现[J].建筑结构,2011,41(S1):1-8.
[17]扶长生,张小勇,鞠进,等.东莞天利中央花园抗震性能评估[J].建筑结构,2011,41(6):74-79.
[18]王亚勇,刘小第,程明宪.建筑结构时程分析法输入地震波的研究[J].建筑结构学报,1991,12(2):51-60.
[2]FEMA 273 NEHRP Guidelines for the seismicrehabilitation of buildings[S].Federal EmergencyManagement Agency,1997.
[3]钱稼茹,罗文斌.基于位移的抗震设计-研究现状与展望[C]//第十六届全国高层建筑结构学术交流会论文集,上海,2000:47-53.
[4]欧进萍,侯刚领,吴斌.概率Pushover分析方法及其在结构体系抗震可靠度评估中的应用[J].建筑结构学报,2001,22(6):81-86.
[5]朱杰江,吕西林,容柏生.复杂体型高层结构的推覆分析方法和应用[J].地震工程与工程振动,2003,23(2):26-36.
[6]吕西林,朱杰江.高层建筑结构推覆分析及对设计的启示[J].建筑结构学报,2005,26(6):100-107.
[7]扶长生.江苏方正大厦静力弹塑性分析[C]//现代地震工程进展.南京:东南大学出版社,2002:294-303.
[8]扶长生,应俊.静力非线性分析方法在抗震设计中的应用[J].结构工程师,2004,20(3):32-39.
[9]KRAWINKLER H,SENEVIRATNA G D P K.Pros andcons of a pushover analysis of seismic performanceevaluation[J].Engineering Structures,1998,20(4-6):452-464.
[10]CHOPRA A K.Dynamics of structures:Theory andapplications to earthquake engineering[M].2nd edition.北京:清华大学出版社,2005.
[11]FEMA 440 Improvement of nonlinear static seismicanalysis procedures[S].Federal Emergency ManagementAgency,2005.
[12]FAJFAR P.Capacity spectrum method based on inelasticdemand spectra[J].Earthquake Engineering andStructural Dynamics,1999,28:979-993.
[13]Computer&Structures Inc.Perform-3D manual-userguide[M].Version 4.California:Berkeley,2006.
[14]魏琏,王淼,王志远,等.静力弹塑性分析方法的修正及其在抗震设计中的应用[J].建筑结构,2006,36(8):97-102.
[15]ASCE/SEI 41-06 Seismic rehabilitation of existingbuildings[S].American Society of Civil Engineers,2007.
[16]扶长生,张小勇,鞠进,等.高层建筑合理性能目标的选取和实现[J].建筑结构,2011,41(S1):1-8.
[17]扶长生,张小勇,鞠进,等.东莞天利中央花园抗震性能评估[J].建筑结构,2011,41(6):74-79.
[18]王亚勇,刘小第,程明宪.建筑结构时程分析法输入地震波的研究[J].建筑结构学报,1991,12(2):51-60.
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