基于汶川地震数据的地震动强度指标与中长周期SDOF体系最大响应相关性
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摘要
选择国家地震台网中心发布的2008年5月12日汶川地震四川台站中峰值加速度值大于0.2g的18组水平地震动记录,将加速度峰值统一调整为0.4g,采用时程分析法计算了阻尼比为5%、周期分别为0.5s、1.0s、2.0s、3.0s、4.0s、5.0s的双线性SDOF体系对应不同延性系数(1.0、2.0、3.0)的加速度、速度及位移响应,研究了不同地震动强度指标,如峰值速度、峰值位移、峰值速度与峰值加速度比、累积绝对速度、均方根加速度、均方根速度、均方根位移、Arias强度、特征强度、加速度谱强度、速度谱强度和Housner强度与这些响应最大值的相关性。研究结果表明:不同地震动强度指标与中长周期双线性SDOF体系最大响应的相关性差别很大;同一地震动强度指标与不同周期段SDOF体系最大响应的相关性差异明显;同一地震动强度指标与某一周期段SDOF体系线性、非线性最大响应的相关性差异也很明显。建议对不同结构进行时程分析时,在考虑结构周期范围的基础上可选择多个合适的地震动强度指标选择和调整地震动输入;对中长周期结构,相比于规范中的峰值加速度强度指标,选择速度型地震动强度指标选择和调整地震动输入更为合理。
18 suites of horizontal components with peak ground acceleration(PGA) values larger than 0.2g from Sichuan stations during Wenchuan earthquake,12 May,2008,were chosen and the PGA of them was scaled to 0.4g uniformly.Take these as a ground motion input for time history analysis,the representative seismic responses of the bilinear SDOF system such as acceleration,velocity and displacement were calculated corresponding to different ductility ratios,such as 1.0,2.0 and 3.0.The analyzed SDOF system has a 5% damping ratio and different periods,such as 0.5s,1.0s,2.0s,3.0s,4.0s and 5.0s.Then the correlations between the maximum responses of the bilinear SDOF system and the ground motion intensity indices such as the peak ground velocity(PGV),peak ground displacement(PGD),the ratio of PGV to PGA(V/A),cumulative absolute velocity(CAV),root-mean-square of acceleration(arms),root-mean-square of velocity(vrms),root-mean-square of displacement(drms),Arias intensity(AI),characteristic intensity(Ic),acceleration spectrum intensity(ASI),velocity spectrum intensity(VSI) and Housner intensity(HI) were investigated respectively.The results show that the different intensity indices have various correlations with the maximum responses of the bilinear SDOF with medium-to-long periods.The same intensity index has various correlations with the maximum responses of the bilinear SDOF with different period ranges.In addition,the maximum linear and nonlinear responses of the bilinear SDOF with a specific period have different correlations with the same intensity index.Finally some suggestions are proposed for selecting and adjusting ground motion inputs for time history analysis.Taking into account the period range of the analyzed structures,different intensity indices should be adopted for comparison.And for the structures with medium-to-long period,selecting and adjusting ground motion inputs based on velocity-related intensity indices are more reasonable comparing to the PGA index prescribed in the aseismic design code.
18 suites of horizontal components with peak ground acceleration(PGA) values larger than 0.2g from Sichuan stations during Wenchuan earthquake,12 May,2008,were chosen and the PGA of them was scaled to 0.4g uniformly.Take these as a ground motion input for time history analysis,the representative seismic responses of the bilinear SDOF system such as acceleration,velocity and displacement were calculated corresponding to different ductility ratios,such as 1.0,2.0 and 3.0.The analyzed SDOF system has a 5% damping ratio and different periods,such as 0.5s,1.0s,2.0s,3.0s,4.0s and 5.0s.Then the correlations between the maximum responses of the bilinear SDOF system and the ground motion intensity indices such as the peak ground velocity(PGV),peak ground displacement(PGD),the ratio of PGV to PGA(V/A),cumulative absolute velocity(CAV),root-mean-square of acceleration(arms),root-mean-square of velocity(vrms),root-mean-square of displacement(drms),Arias intensity(AI),characteristic intensity(Ic),acceleration spectrum intensity(ASI),velocity spectrum intensity(VSI) and Housner intensity(HI) were investigated respectively.The results show that the different intensity indices have various correlations with the maximum responses of the bilinear SDOF with medium-to-long periods.The same intensity index has various correlations with the maximum responses of the bilinear SDOF with different period ranges.In addition,the maximum linear and nonlinear responses of the bilinear SDOF with a specific period have different correlations with the same intensity index.Finally some suggestions are proposed for selecting and adjusting ground motion inputs for time history analysis.Taking into account the period range of the analyzed structures,different intensity indices should be adopted for comparison.And for the structures with medium-to-long period,selecting and adjusting ground motion inputs based on velocity-related intensity indices are more reasonable comparing to the PGA index prescribed in the aseismic design code.
引文
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[15]Sucuoglu H,Nurtug A.Earthquake ground motioncharacteristics and seismic energy dissipation[J].Earthquake Engineering&Structural Dynamics,1995,24(9):1195―1213.
[16]Arias A.A measure of earthquake intensity[M]//HansenR J.Seismic Design of Nuclear Power Plants.Cambridge,Massachusetts:MIT Press,1970:438―483.
[17]Ang A.Reliability bases for seismic safety assessmentand design[C].Proc.4th U.S.National Conf.onEarthquake Engineering.Earthquake EngineeringResearch Institute,Oakland,Calif.,1990:29―45.
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[19]Housner G W.Spectrum intensities of strong motionearthquakes[C]//Duke M C,et al.Proc.the Symposiumon Earthquake and Blast Effects on Structures.Earthquake Engineering Research Institute,El Cerrito,Calif.,1952:20―36.
[20]Martinez-Rueda J E.Scaling procedure for naturalaccelerograms based on a system of spectrum intensityscales[J].Earthquake Spectra,1998,14:135―152.
[2]Nau J M,Hall W J.Scaling methods for earthquakeresponse spectra[J].ASCE Journal of StructuralEngineering,1984,110(7):1533―1548.
[3]Riddell R.On ground motion intensity indices[J].Earthquake Spectra,2007,23(1):147―173.
[4]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 physical measure ofseismic intensity based on damage to masonry structures[J].Earthquake Engineering and Engineering Vibration,2007,27(5):27―32.(in Chinese)
[5]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)
[6]Yakut A,Y lmaz H.Correlation of deformation demandswith ground motion intensity[J].ASCE Journal ofStructural Engineering,2008,134(12):1818―1828.
[7]Housner G W,Jennings P C.The capacity of extremeearthquake motions to damage structures[C]//NewmarkN M,Hall W J.Structural and Geotechnical Mechanics:A Volume Honoring Nathan M.Newmark,EnglewoodCliffs,N.J.:Prentice Hall,1977:102―116.
[8]中华人民共和国国家标准.GB50011-2001,建筑抗震设计规范[S].北京:中国建筑工业出版社,2001.National Standard of the People’s Republic of China.GB50011-2001,Code for seismic design of buildings[S].The Chinese Building Industrial Publishing House,2001.(in Chinese)
[9]Fajfar P,Vidic T,Fischinger M.A measure ofearthquake motion capacity to damage medium-periodstructures[J].Soil Dynamics and EarthquakeEngineering,1990,9(5):236―242.
[10]Decanini L D,Mollaioli F.An energy-basedmethodology for the assessment of seismic demand[J].Soil Dynamics and Earthquake Engineering,2001,21(2):113―137.
[11]Kramer S L.Geotechnical earthquake engineering[M].Upper Saddle River,N.J.:Prentice-Hall,1996.
[12]郝敏,谢礼立,徐龙军.关于地震烈度物理标准研究的若干思考[J].地震学报,2005,27(2):230―234.Hao Min,Xie Lili,Xu Longjun.Some considerations onthe physical measure of seismic intensity[J].ActaSeismologica Sinica,2005,27(2):230―234.(inChinese)
[13]Riddell R,Garcia E J.Hysteretic energy spectrum anddamage control[J].Earthquake Engineering andStructure Dynamics,2001,30(12):1791―1816.
[14]叶献国.地震强度指标定义的客观评价[J].合肥工业大学学报(自然科学版),1998,21(6):7―11.Ye Xianguo.Objective evaluation on definition ofearthquake intensity index[J].Journal of HefeiUniversity of Technology(Natural Science),1998,21(6):7―11.(in Chinese)
[15]Sucuoglu H,Nurtug A.Earthquake ground motioncharacteristics and seismic energy dissipation[J].Earthquake Engineering&Structural Dynamics,1995,24(9):1195―1213.
[16]Arias A.A measure of earthquake intensity[M]//HansenR J.Seismic Design of Nuclear Power Plants.Cambridge,Massachusetts:MIT Press,1970:438―483.
[17]Ang A.Reliability bases for seismic safety assessmentand design[C].Proc.4th U.S.National Conf.onEarthquake Engineering.Earthquake EngineeringResearch Institute,Oakland,Calif.,1990:29―45.
[18]Von Thun J L,Rochim L H,Scott G A,Wilson J A.Earthquake ground motions for design and analysis ofdams[M]//ASCE.Earthquake Engineering and SoilDynamics II-Recent Advances in Ground-MotionEvaluation.Geotechnical Special Publication,20,NewYork,1988:463―481.
[19]Housner G W.Spectrum intensities of strong motionearthquakes[C]//Duke M C,et al.Proc.the Symposiumon Earthquake and Blast Effects on Structures.Earthquake Engineering Research Institute,El Cerrito,Calif.,1952:20―36.
[20]Martinez-Rueda J E.Scaling procedure for naturalaccelerograms based on a system of spectrum intensityscales[J].Earthquake Spectra,1998,14:135―152.
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