基于汶川地震记录的地震动强度指标与SDOF体系响应的相关性
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摘要
选择2008年5月12日汶川地震四川台站中峰值加速度值大于200Gal的18组水平地震动记录,对周期为1.0s、阻尼比为5%的双线性SDOF体系,利用时程分析方法分别计算其有代表性的地震响应指标,如加速度、速度和位移,利用统计分析方法研究不同地震动强度指标,如峰值加速度、累积绝对速度、Arias强度、速度谱强度、加速度谱强度、均方根加速度、特征强度及Housner强度等与线性、非线性响应最大值的相关性。结果表明,不同地震动强度指标与SDOF体系最大响应的相关性差别很大,其中速度谱强度、Housner强度与SDOF体系最大响应的相关性较好,而加速度谱强度、峰值加速度与SDOF体系最大响应的相关性较差。另外,速度谱强度和Housner强度对SDOF体系非线性最大响应的相关性明显好于其对于线性体系最大响应的相关性。因此,对传统的基于峰值加速度选择和调整时程分析输入地震动记录的合理性及可靠性需进一步探讨。
From Sichuan stations during Wenchuan earthquake of 12 May 2008,18 suites horizontal components whose peak ground acceleration values higher than 200Gal were chosen as ground motion input.The bilinear SDOF system is with 1.0s period and 5% damping ratio.With time-history analysis method,the representative seismic responses of the bilinear SDOF system were calculated respectively,like acceleration,velocity and displacement.With the statistical analysis method,we also investigated the correlation between the linear/nonlinear maximum responses of the SDOF system and the different ground motion intensity indices such as peak ground acceleration(PGA),cumulative absolute velocity(CAV),Arias intensity(AI),velocity spectrum intensity(VSI),acceleration spectrum intensity(ASI),root-mean-square of acceleration(Arms),characteristic intensity(Ic),Housner intensity(HI).The results show that there is a large difference in the correlation between different ground motion intensity indices and the maximum responses of the SDOF system,among the results VSI and HI have the best correlation with SDOF maximum responses,ASI and PGA have the worst correlation with them.In addition,VSI and HI have better correlation with the nonlinear maximum responses than with the linear maximum responses of the SDOF system.Thus,further investigation on the rationality and reliability of the traditional method to select and adjust ground motion records for time history analysis based on PGA is still needed.
From Sichuan stations during Wenchuan earthquake of 12 May 2008,18 suites horizontal components whose peak ground acceleration values higher than 200Gal were chosen as ground motion input.The bilinear SDOF system is with 1.0s period and 5% damping ratio.With time-history analysis method,the representative seismic responses of the bilinear SDOF system were calculated respectively,like acceleration,velocity and displacement.With the statistical analysis method,we also investigated the correlation between the linear/nonlinear maximum responses of the SDOF system and the different ground motion intensity indices such as peak ground acceleration(PGA),cumulative absolute velocity(CAV),Arias intensity(AI),velocity spectrum intensity(VSI),acceleration spectrum intensity(ASI),root-mean-square of acceleration(Arms),characteristic intensity(Ic),Housner intensity(HI).The results show that there is a large difference in the correlation between different ground motion intensity indices and the maximum responses of the SDOF system,among the results VSI and HI have the best correlation with SDOF maximum responses,ASI and PGA have the worst correlation with them.In addition,VSI and HI have better correlation with the nonlinear maximum responses than with the linear maximum responses of the SDOF system.Thus,further investigation on the rationality and reliability of the traditional method to select and adjust ground motion records for time history analysis based on PGA is still needed.
引文
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[3]Nau J M,Hall W J.Scaling methods for earthquakeresponse spectra[J.]Journal of Structural Engineering,ASCE,1984,110(7):1533-1548
[4]Riddell R.On ground motion intensityindices[J.]EarthquakeSpectra,2007,23(1):147-173
[5]郝敏,谢礼立,李伟.基于砌体结构破坏损伤的地震烈度物理标准研究[J.]地震工程与工程振动,2007,27(5):27-32(Hao Min,Xie Lili,Li Wei.Study on physicalmeasure of seismic intensity based on damage to masonrystructures[J].Earthquake Engineering and EngineeringVibration,2007,27(5):27-32(in Chinese))
[6]叶列平,马千里,缪志伟.结构抗震分析用地震动强度指标的研究[J.]地震工程与工程振动,2009,29(4):9-22(Ye Lieping,Ma Qianli,Miao Zhiwei.Study onearthquake intensities for seismic analysis of structures[J.]Earthquake Engineering and Engineering Vibration,2009,29(4):9-22(in Chinese))
[7]Yakut A,Yilmaz H.Correlation of deformation demandswith ground motion intensity[J.]Journal of StructuralEngineering,ASCE,2008,134(12):1818-1828
[8]Kramer S L.Geotechnical earthquake engineering[M].Prentice-Hall,1996
[9]Arias A.A measure of earthquake intensity[M/]/Hansen RJ.Seismic Design of Nuclear Power Plants.Cambridge.Massachusetts:MIT Press,1970:438-483
[10]Von Thun J L,Rochim L H,Scott G A et al.Earthquakeground motions for design and analysis of dams[C]//Earthquake Engineering and Soil Dynamics II-RecentAdvances in Ground-Motion Evaluation.New York:Geotec-hnical Special Publication,1988:463-481
[11]Ang A.Reliability bases for seismic safety assessment anddesign[C]//Proceedings of 4th U.S.National Conferenceon Earthquake Engineering.Oakland:Earthquake Engineer-ing Research Institute,1990,1:29-45
[12]Housner G W.Spectrum intensities of strong motionearthquakes[C/]/Proceedings of the Symposium on Earth-quake and Blunt Effects on Structures.El-Cerrito:Earthquake Engineering Research Institute,1952:20-36
[13]Martinez-Rueda J E.Scaling procedure for natural accelero-grams based on a system of spectrum intensity scales[J].Earthquake Spectra,1998,14:135-152
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