高层建筑模态抗震设计中的多模态静力推覆分析
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摘要
将模态推覆分析方法与用自适应的加载方式相结合,提出了一种改进的多模态静力推覆分析方法.运用模态推覆分析将多自由度体系解耦成每阶模态对应的单自由度体系,对于每阶模态下的推覆分析,当结构进入塑性阶段后,采用自适应的加载方式,得到每阶模态下结构的反应.将结构推至每阶振型下的目标位移,采用SRSS组合的方式得到结构的响应.对应每阶振型下推覆分析的目标位移采用非弹性能力谱方法来计算.对不同高度的多高层钢框架-混凝土核心筒混合结构在8度罕遇地震下抗震性能进行了评估.结果显示,本文的静力推覆分析所得的结构响应同非线性动力时程分析所得的结果吻合较好.
An improved multi-mode pushover analysis,which combines the advantage of the modal pushover analysis(MPA) and the adaptive pushover analysis(APA),has been proposed.In the multi-mode pushover analysis procedure,the multiple degree-of-freedom(MDOF) system can approximately be decomposed into equivalent single degree-offreedom(ESDOF) system of multi-mode.The response of each modal pushover analysis can be attained by using adaptive load pattern when the structures enter into plasticity.The target displacement of each mode pushover analysis can be obtained by inelastic spectrum.Numerical examples of different tall hybrid structures are calculated to evaluate the accuracy by comparing the structural responses of the proposed analysis procedure with the results of the nonlinear history analysis(NHA).It shows that the structural responses of the proposed pushover analysis are generally similar to the results from the NHA,especially in the story drift.
An improved multi-mode pushover analysis,which combines the advantage of the modal pushover analysis(MPA) and the adaptive pushover analysis(APA),has been proposed.In the multi-mode pushover analysis procedure,the multiple degree-of-freedom(MDOF) system can approximately be decomposed into equivalent single degree-offreedom(ESDOF) system of multi-mode.The response of each modal pushover analysis can be attained by using adaptive load pattern when the structures enter into plasticity.The target displacement of each mode pushover analysis can be obtained by inelastic spectrum.Numerical examples of different tall hybrid structures are calculated to evaluate the accuracy by comparing the structural responses of the proposed analysis procedure with the results of the nonlinear history analysis(NHA).It shows that the structural responses of the proposed pushover analysis are generally similar to the results from the NHA,especially in the story drift.
引文
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[4]龚胡广,沈蒲生.一种基于位移的改进静力弹塑性分析方法[J].地震工程与工程振动,2005,25(3):18-23.GONG H G,SHEN P S.An i mproved nonlinear static analysisbased on displacement[J].Earthquake Engineering and Engineer-ing Vibration,2005,25(3):18-23.(In Chinese)
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[10]MIRANDA E,BERTERO V.Evaluation of strength reductionfactors for earthquake resistant design[J].Earthquake Spectra,1994,10(2):357-379.
[2]Building Seismic Safety Council.FEMA273 NEHRP guilde-linesfor the seismic re-habilitation of buildings[S].Washington:Fed-eral Emergency Management Ageney,1997.
[3]叶燎原,潘文.结构静力弹塑性分析(Push-over)的原理和计算实例[J].建筑结构学报,2000,21(1):37-43.YE L Y,PAN W.The principle of nonlinear static analysis(push-over)and numerical examples[J].Journal of Building Structures,2000,21(1):37-43.(In Chinese)
[4]龚胡广,沈蒲生.一种基于位移的改进静力弹塑性分析方法[J].地震工程与工程振动,2005,25(3):18-23.GONG H G,SHEN P S.An i mproved nonlinear static analysisbased on displacement[J].Earthquake Engineering and Engineer-ing Vibration,2005,25(3):18-23.(In Chinese)
[5]CHOPRA A K,GOEL A K.A modal pushover analysis proce-dure to esti mate seismic demandsfor buildings:theory and preli m-inary evaluation[R].Berkeley:Pacific Earthquake EngineeringResearch Center,University of California,1999.
[6]BRACCI J M,KUNNATHS K,REI NBORN A M.Seismicperformance and retrofit evaluation for reinforced concrete struc-tures[J].Struct Engrg ASCE,1997,123(1):3-10.
[7]VELETSOS A S,VANN W P.Response of ground-excited e-lastoplastic systems[J].J Struc Div ASCE,1971,97(4):1257-1281.
[8]MIRANDA E.Inelastic displacement ratios for structures onfirmsites[J].Struct Engrg ASCE,2000,126(10):1150-1159.
[9]韦承基.弹塑性结构的位移比谱[J].建筑结构学报,1986,4(1):40-48.WEI CJ.The response spectrumof displacement ratio for elasto-plastic structure[J].Journal of Building Structures,1986,4(1):40-48.(In Chinese)
[10]MIRANDA E,BERTERO V.Evaluation of strength reductionfactors for earthquake resistant design[J].Earthquake Spectra,1994,10(2):357-379.
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