一种深厚覆盖层场地地震动参数的确定方法
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摘要
基于欧美规范确定了坐落在深厚覆盖层上KH抽水蓄能电站上、下库场地基本运行和最大设计地震动峰值加速度、反应谱和时程等动参数。首先依据场地区域地震烈度区划图、特征周期区划图和依据场地地质地震条件选取的5条种子实测地震动确定场地基岩输入加速度时程、峰值加速度和设计反应谱,进而基于各土层地质参数和一维弹性波传播模拟程序确定覆盖层表面的平均峰值加速度、平均反应谱和5条地震动时程,对所得到的平均反应谱和峰值加速度进行光滑处理后确定可用于各建筑物结构抗震设计的地震动参数,包括覆盖层表面水平向动力响应加速度时程、峰值加速度和设计反应谱。该方法可较好地保留输入地震动的真实动力特性,如持时、相位和频率等,为我国规范中建议的确定场地地震动参数的方法提供有益的补充。
A procedure for determining the ground motion parameters of a dam site located on a deep overburden layer that meet the relevant codes in Europe and America is presented. The KH pumped storage power station in Israel is taken as an example. First, the peak ground acceleration and design response spectrum at the bedrock are determined on the basis of SI 413-2013 and the seismic zoning map in Israel. Then, five seeded recorded ground motions are selected on the basis of the geological conditions of the dam site. The input acceleration time histories, peak accelerations, and response spectra of the bedrock for the upper reservoir and reservoirs can be determined on the basis of the five ground motions. Second, site response analysis is performed by using the 1-D elastic wave propagation program SHAKE. Then, the average peak acceleration, average response spectrum, and time histories of response acceleration at the surface of the overburden layer are obtained. Finally, the average response spectrum and peak acceleration in the horizontal direction at the foundation surface are obtained by smoothing the obtained average response spectrum and peak acceleration in accordance with ASCE 7-05. The presented method can retain the real dynamic characteristics, including duration, phase, and frequency, of input ground motion. Thus, this method can be used as an effective and efficient alternative to seismic analysis in geotechnical practices in China.
A procedure for determining the ground motion parameters of a dam site located on a deep overburden layer that meet the relevant codes in Europe and America is presented. The KH pumped storage power station in Israel is taken as an example. First, the peak ground acceleration and design response spectrum at the bedrock are determined on the basis of SI 413-2013 and the seismic zoning map in Israel. Then, five seeded recorded ground motions are selected on the basis of the geological conditions of the dam site. The input acceleration time histories, peak accelerations, and response spectra of the bedrock for the upper reservoir and reservoirs can be determined on the basis of the five ground motions. Second, site response analysis is performed by using the 1-D elastic wave propagation program SHAKE. Then, the average peak acceleration, average response spectrum, and time histories of response acceleration at the surface of the overburden layer are obtained. Finally, the average response spectrum and peak acceleration in the horizontal direction at the foundation surface are obtained by smoothing the obtained average response spectrum and peak acceleration in accordance with ASCE 7-05. The presented method can retain the real dynamic characteristics, including duration, phase, and frequency, of input ground motion. Thus, this method can be used as an effective and efficient alternative to seismic analysis in geotechnical practices in China.
引文
[1] 陈波,温增平.基于一致可靠度的地震动记录样本容量确定方法研究[J].地震工程学报,2018,40(6):1295-1305.CHEN Bo,WEN Zengping.Sample Size Determination for Strong Ground Motion Inputs Based on Reliability-Consistent Method[J].China Earthquake Engineering Journal,2018,40(6):1295-1305.
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[9] HANCOCK J,WATSON LAMPREY J,ABRAHAMSON N A,et al.An Improved Method of Matching Response Spectra of Recorded Earthquake Ground Motion Using Wavelets[J].Journal of Earthquake Engineering,2006,10(sup001):67-89.
[10] ISHIBASHI I,ZHANG X J.Unified Dynamic Shear Moduli and Damping Patios of Sand and Clay.[J].Soils and Foundations,1993,33(1):182-191.
[2] 张海,李克强,尤红兵,等.硬夹层埋深对场地地震动参数的影响[J].地震工程学报,2016,38(6):935-941.ZHANG Hai,LI Keqiang,YOU Hongbing,et al.Influence of the Buried Depth of Hard Interlayer on Ground-motion Parameters[J].China Earthquake Engineering Journal,2016,38(6):935-941.
[3] 范刚,刘飞成,张建经,等.地形对地震动的影响规律研究[J].地震工程学报,2014,36(4):1039-1046.FAN Gang,LIU Feicheng,ZHANG Jianjing,et al.Influence of Topography on Ground Motion[J].China Earthquake Engineering Journal,2014,36(4):1039-1046.
[4] 水电工程水工建筑物抗震设计规范:NB35047-2015[S].北京:中国电力出版社,2015.Code for Seismic Design of Hydraulic Structures of Hydropower Project:NB35047-2015[S].Beijing:China Electric Power Press,2015.
[5] Site Specific Seismic Site Response 27-2009 (2012)-48R[R].G.Y.A in Israel,2009.
[6] Design Provisions for Earthquake Resistance of Structures in Israe[S].l,SI 413,2013.
[7] Minimum Design Loads for Buildings and Other Structures:ASCE-705[S].Reston:American Society of Civil Engineers 2005.
[8] Kaul,M.M.Spectrum-consistent Time-history Generation[J],ASCE Journal if Engineering Mechanics.,1978,EM4,781-788.
[9] HANCOCK J,WATSON LAMPREY J,ABRAHAMSON N A,et al.An Improved Method of Matching Response Spectra of Recorded Earthquake Ground Motion Using Wavelets[J].Journal of Earthquake Engineering,2006,10(sup001):67-89.
[10] ISHIBASHI I,ZHANG X J.Unified Dynamic Shear Moduli and Damping Patios of Sand and Clay.[J].Soils and Foundations,1993,33(1):182-191.
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