在反应谱中对结构性态反应控制方式的量化
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摘要
结构在地震作用下的反应包括位移反应、速度反应和加速度反应。一般意义上讲,反应谱的高频段主要取决于地震动最大加速度,中频段主要取决于最大速度,低频段主要取决于最大位移。本文通过拟定结构性态反应的位移、速度和加速度目标,对153条地震波的反应谱进行分析,得到了统计意义上反应谱在结构具体频段内的控制方式。分析结果表明:抗震设防烈度为6度时,结构自振周期在0～1s之内一般由加速度控制;1～2s左右由速度控制;2s以上由位移控制。抗震设防烈度为7度时加速度控制区段缩短,速度控制区段延长。本文方法量化了反应谱中结构反应的控制方式,为多目标抗震性能设计提供了数据支持。
Structure earthquake response is considered as displacement,velocity and acceleration response.In general,high frequency band in response spectrum depends mainly on the maximum ground motion acceleration,middle frequency band depends mainly on the maximum velocity,low frequency band depends mainly on the maximum displacement.In this paper,the performance objectives of the structure displacement,velocity and acceleration reaction are first prepared,the response spectrums of 153 seismic waves are analyzed,the control mode in certain structural frequency for the response spectrum is obtained in statistical significance.The results show that: generally,for the seismic intensity is 6 degree,the response is controlled by acceleration when the structure frequency is between 0~1sec;controlled by velocity when the structure frequency is between 1~2sec;controlled by displacement when the structure frequency is bigger than 2 sec.For the seismic intensity is 7 degree,the acceleration control bands became shorter but velocity control bands longer.This method could quantify the control mode of the structure response in response spectrum,which provides a data support for the seismic multi-objective performance.
Structure earthquake response is considered as displacement,velocity and acceleration response.In general,high frequency band in response spectrum depends mainly on the maximum ground motion acceleration,middle frequency band depends mainly on the maximum velocity,low frequency band depends mainly on the maximum displacement.In this paper,the performance objectives of the structure displacement,velocity and acceleration reaction are first prepared,the response spectrums of 153 seismic waves are analyzed,the control mode in certain structural frequency for the response spectrum is obtained in statistical significance.The results show that: generally,for the seismic intensity is 6 degree,the response is controlled by acceleration when the structure frequency is between 0~1sec;controlled by velocity when the structure frequency is between 1~2sec;controlled by displacement when the structure frequency is bigger than 2 sec.For the seismic intensity is 7 degree,the acceleration control bands became shorter but velocity control bands longer.This method could quantify the control mode of the structure response in response spectrum,which provides a data support for the seismic multi-objective performance.
引文
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[5]刘文锋,陈贡联.结构抗震性态谱的确定方法[J].工程力学,2008,25(2):160～166Liu Wen-feng,Chen Gong-lian.Determination forPerformance Spectrum of Aseismatic Buildings[J].Engineering Mechanics,2008,25(2):160～166(inChinese)
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[7]陈贡联.基于性能目标的反应谱研究[D].青岛:青岛理工大学,2006Chen Gong-lian.Study on Performance Target BasedResponse Spectrum[D].Qingdao:QingdaoTechnological University,2006(in Chinese)
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[11]邓小刚.多层钢筋砼框架房屋的震害预测方法[J].工程抗震,1993(1):28～33Deng Xiao-gang.Damage Prediction Method for Multi-storey Reinforced Concrete Frame Structure[J].Earthquake Resistant Engineering,1993(1):28～33(in Chinese)
[12]徐建.建筑振动工程手册[M].北京:中国建筑工业出版社,2002Xu Jian.Building Vibration Engineering Manual[M].Beijing:China Architecture&Building Press,2002(inChinese)
[2]郭子雄.基于变形的抗震设计理论及应用研究[D].上海:同济大学,2000Guo Zi-xiong.Study on Deformation-based SeismicDesign Theory with Application[D].Shanghai:TongjiUniversity,2000(in Chinese)
[3]Singh M P,Singh S,Matheu E E.A ResponseSpectrum Approach for Seismic Performance Evaluationof Actively Controlled Structures[J].EarthquakeEngineering and Structural Dynamics,2000,29(7):1029～1051
[4]Aydinoglu M N.An Incremental Response SpectrumAnalysis Procedure Based on Inelastic SpectralDisplacements for Multi-mode Seismic PerformanceEvaluation[J].Bulletion of Earthquake Engineering,2003,1(1):3～26
[5]刘文锋,陈贡联.结构抗震性态谱的确定方法[J].工程力学,2008,25(2):160～166Liu Wen-feng,Chen Gong-lian.Determination forPerformance Spectrum of Aseismatic Buildings[J].Engineering Mechanics,2008,25(2):160～166(inChinese)
[6]李杰,李国强.地震工程学导论[M].北京:地震出版社,1992Li Jie,Li Guo-qiang.Introduction to EarthquakeEngineering[M].Beijing:Earthquake Press,1992(inChinese)
[7]陈贡联.基于性能目标的反应谱研究[D].青岛:青岛理工大学,2006Chen Gong-lian.Study on Performance Target BasedResponse Spectrum[D].Qingdao:QingdaoTechnological University,2006(in Chinese)
[8]GB50011-2010,建筑抗震设计规范[S]GB50011-2010.Code for Seismic Design of Buildings[S](in Chinese)
[9]CECS160-2004.建筑工程抗震性态设计通则(试用)[S]CECS160-2004.General Rule for Performance-basedSeismic Design of Buildings(for trial)[S](inChinese)
[10]Wen Y K,Kang Y J.Minimum Building Life-cycle CostDesign Criteria,I:methodology and II:applications[J].ASCE Journal of Structural Engineering,1985,111(4),722～739
[11]邓小刚.多层钢筋砼框架房屋的震害预测方法[J].工程抗震,1993(1):28～33Deng Xiao-gang.Damage Prediction Method for Multi-storey Reinforced Concrete Frame Structure[J].Earthquake Resistant Engineering,1993(1):28～33(in Chinese)
[12]徐建.建筑振动工程手册[M].北京:中国建筑工业出版社,2002Xu Jian.Building Vibration Engineering Manual[M].Beijing:China Architecture&Building Press,2002(inChinese)
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