振型耦合的适应性水平荷载模式对结构POA的影响
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摘要
适应性水平荷载模式在结构POA(Pushover Analysis)中能够针对结构逐步加深的非弹性性能做出调整,较固定型水平荷载模式能更好地体现实际地震作用。但由于其在分步调整的过程中通常采用SRSS法而未考虑结构阻尼增加引起的振型耦合,所以分析精度较固定型加载模式及Chopra提出的MPA(Modal Pushover Analysis)方法没有优势,影响了适应性水平加载模式的工程应用。文中以两栋高柔体型钢筋混凝土框架为例解释了在结构POA中阻尼系数增加和基本振型滑移的现象;认为在此过程中大幅增加的阻尼加剧了结构振型耦合,所以在高柔结构POA过程中振型耦合不可忽略。提出了一种在POA加载中考虑振型耦合的CQC法适应性水平加载模式,与原有的SRSS法适应性加载模式做了对比,同时给出了适用于工程分析的建议。
Two high and flexible RC frame structures are analyzed;the paper explains the rise in the structural damping ratio and the base mode's drifting,and the modes coupling is caused by the greatly rising damping ratio.The paper also proposes that the modes coupling need be considered in the pushover analysis of the high and flexible RC frame structures.A CQC adaptive distribution for lateral forces in considering the modes coupling at every load step is given,and is compared with the traditional SRSS one.Meanwhile,some practical engineering suggestions are given.
Two high and flexible RC frame structures are analyzed;the paper explains the rise in the structural damping ratio and the base mode's drifting,and the modes coupling is caused by the greatly rising damping ratio.The paper also proposes that the modes coupling need be considered in the pushover analysis of the high and flexible RC frame structures.A CQC adaptive distribution for lateral forces in considering the modes coupling at every load step is given,and is compared with the traditional SRSS one.Meanwhile,some practical engineering suggestions are given.
引文
[1]BUILDING SEISMIC SAFETY COUNCIL.FEMA-303 NE-HR PRecommended Provision For Seismic Regulations forNew Buildings and Structures Part 2[S].Washington,D.C.:Federal Emergency Management Agency,1997.
[2]BUILDING SEISMIC SAFETY CCOUCIL.FEMA-273 NE-HR PGuidelines for the Seismic Rehabilitation of Buildings[S].Washington,D.C:Federal Emergency ManagementAgency,1997.
[3]中华人民共和国建设部.GB5001-2001建筑结构抗震设计规范[S].北京:中国建筑工业出版社,2001.
[4]曲卓杰,吴胜兴.关于结构静力弹塑性分析(Pushover)的探讨[C]//全国地震工程大会论文集.南京:东南大学,2002:289-295.
[5]FAJFAR P,FISCHINGER M.N2—a method for nonlinearseismic analysis of regular structures[C].//Tokyo Univer-sity,9thWorld Conference of Earthquake Engineering,Toky-o-Kyoto,Japan:1988.111-116.
[6]BRACCI J M.REINHORN A M,MANDER J B.Seismic ret-rofit of reinforced concrete buildings designed for gravity loads:performance of structural model[J].ACI Struct.J.,1995,92(6):711-723.
[7]GUPTA B,KUNNATHS K.Adaptive spectra-based push-over procedure for seismic evaluation of structures[J].Earthquake Spectra,2000,16(2):367-392.
[8]杨溥.基于位移的结构地震反应分析方法研究[D].重庆:重庆建筑大学博士学位论文,1999,65-91.
[9]杨溥,李英民,王亚勇.结构静力弹塑性分析(Push-over)方法的改进[J].建筑结构学报,2000,21(1):44-51.
[10]CHOPRA A K,GOEL R K.A modal pushover analysis pro-cedure to estimate seismic demands for buildings[M].Berkeley,CA:Pacific Earthquake Engineering Research Cen-ter,2001.
[11]KIUREGHIAN A D.A response spectrum method for randomvibration analysis of MDF system[J].Earthquake Engineer-ing and Structural Dynamic,1981,9(6):419-435.
[12]李杰,李国强.地震工程学导论[M].北京:地震出版社,1992.
[13]胡聿贤.地震工程学[M].北京:地震出版社,1988.
[14]CHOPRA A K,GOEL R K.Capacity-demand-diagrammethods for estimating seismic deformation of inelasticstructures:SDF system[M].Berkeley,CA:PacificEarthquake Engineering Research Center,1999.
[15]熊振勇.改进的弹塑性需求谱确定方法及在结构抗震性能评价中的应用[D].重庆:重庆建筑大学硕士学位论文,2004.
[16]杨成.结构弹塑性地震反应分析的改进能力—需求曲线方法研究[D].重庆:重庆建筑大学硕士学位论文,2003.
[17]俞载道,曹国敖.随机振动理论及其应用[M].上海:同济大学出版社,1988.
[18]KIUREGHIAN A D.A replacement for the SRSS method inseismic analysis[J].Earthquake Engineering and StructuralDynamic,1981,9(2):187-194.
[19]FIB TASK GROU P7.2.Displacement-based seismic de-sign of reinforced concrete buildings[M].Lausanne,Switzerland:the International Federation for Structural Con-crete,2004.
[20]西南交通大学建筑勘察设计院.西南交通大学外事综合楼设计方案(北区第一期)[Z].成都.西南交通大学,2004.
[2]BUILDING SEISMIC SAFETY CCOUCIL.FEMA-273 NE-HR PGuidelines for the Seismic Rehabilitation of Buildings[S].Washington,D.C:Federal Emergency ManagementAgency,1997.
[3]中华人民共和国建设部.GB5001-2001建筑结构抗震设计规范[S].北京:中国建筑工业出版社,2001.
[4]曲卓杰,吴胜兴.关于结构静力弹塑性分析(Pushover)的探讨[C]//全国地震工程大会论文集.南京:东南大学,2002:289-295.
[5]FAJFAR P,FISCHINGER M.N2—a method for nonlinearseismic analysis of regular structures[C].//Tokyo Univer-sity,9thWorld Conference of Earthquake Engineering,Toky-o-Kyoto,Japan:1988.111-116.
[6]BRACCI J M.REINHORN A M,MANDER J B.Seismic ret-rofit of reinforced concrete buildings designed for gravity loads:performance of structural model[J].ACI Struct.J.,1995,92(6):711-723.
[7]GUPTA B,KUNNATHS K.Adaptive spectra-based push-over procedure for seismic evaluation of structures[J].Earthquake Spectra,2000,16(2):367-392.
[8]杨溥.基于位移的结构地震反应分析方法研究[D].重庆:重庆建筑大学博士学位论文,1999,65-91.
[9]杨溥,李英民,王亚勇.结构静力弹塑性分析(Push-over)方法的改进[J].建筑结构学报,2000,21(1):44-51.
[10]CHOPRA A K,GOEL R K.A modal pushover analysis pro-cedure to estimate seismic demands for buildings[M].Berkeley,CA:Pacific Earthquake Engineering Research Cen-ter,2001.
[11]KIUREGHIAN A D.A response spectrum method for randomvibration analysis of MDF system[J].Earthquake Engineer-ing and Structural Dynamic,1981,9(6):419-435.
[12]李杰,李国强.地震工程学导论[M].北京:地震出版社,1992.
[13]胡聿贤.地震工程学[M].北京:地震出版社,1988.
[14]CHOPRA A K,GOEL R K.Capacity-demand-diagrammethods for estimating seismic deformation of inelasticstructures:SDF system[M].Berkeley,CA:PacificEarthquake Engineering Research Center,1999.
[15]熊振勇.改进的弹塑性需求谱确定方法及在结构抗震性能评价中的应用[D].重庆:重庆建筑大学硕士学位论文,2004.
[16]杨成.结构弹塑性地震反应分析的改进能力—需求曲线方法研究[D].重庆:重庆建筑大学硕士学位论文,2003.
[17]俞载道,曹国敖.随机振动理论及其应用[M].上海:同济大学出版社,1988.
[18]KIUREGHIAN A D.A replacement for the SRSS method inseismic analysis[J].Earthquake Engineering and StructuralDynamic,1981,9(2):187-194.
[19]FIB TASK GROU P7.2.Displacement-based seismic de-sign of reinforced concrete buildings[M].Lausanne,Switzerland:the International Federation for Structural Con-crete,2004.
[20]西南交通大学建筑勘察设计院.西南交通大学外事综合楼设计方案(北区第一期)[Z].成都.西南交通大学,2004.
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