土层非线性地震反应一维时域分析
|
摘要
等效线性化方法在工程中经常被用于土层非线性地震反应一维数值分析,但考虑大震作用将较大峰值加速度时程作为输入时,该方法会引起过大的"共振"效应,造成对地表地震反应的误估。为了更合理的估计非线性地震反应,提出了一种考虑拟合阻尼比、刚度比试验曲线的时域分析方法,并用于响嘡台阵场地土层地震一维非线性反应分析,通过数值模拟结果与实际记录的比较,验证了该方法的可行性。最后,通过数值模拟证明该方法对大震情况下对地表地震反应的估计比等效线性化方法更为合理。
In engineering region,the equivalent linearization method is often used to the nonlinear seismic response analysis of soil layers in 1 D;but when the large peak acceleration time period is chosen as the computing input for taking account of load on site in large earthquake event,the method brings the remarkable "resonance" effect,which results to the mistakes in the evaluation to the surface response.For estimating the nonlinear seismic response more exactly,it is recommended to a true nonlinear method in time domain fitting G/ G0-γ curve andλ-γ curve,and using it to 1D nonlinear seismic response analysis of soil layers on Xiangtang Array.In the study,the true nonlinear results of surface seismic response comparing with the results from the equivalent linearization method and actual records,the feasibility of the recommended method is proved.And the numerical studies show that the recommended method is more reasonable than the equivalent linearization method in large earthquake cases.
In engineering region,the equivalent linearization method is often used to the nonlinear seismic response analysis of soil layers in 1 D;but when the large peak acceleration time period is chosen as the computing input for taking account of load on site in large earthquake event,the method brings the remarkable "resonance" effect,which results to the mistakes in the evaluation to the surface response.For estimating the nonlinear seismic response more exactly,it is recommended to a true nonlinear method in time domain fitting G/ G0-γ curve andλ-γ curve,and using it to 1D nonlinear seismic response analysis of soil layers on Xiangtang Array.In the study,the true nonlinear results of surface seismic response comparing with the results from the equivalent linearization method and actual records,the feasibility of the recommended method is proved.And the numerical studies show that the recommended method is more reasonable than the equivalent linearization method in large earthquake cases.
引文
[1]STREETER V L,WYLIE E B,RICHART F E Jr.Soil motion computations by characteristics method[J].Journal of Geotechnical Engineering Division American Society of Civil Engineering,1974,100(3):247-263.
[2]JOYNER W B,CHEN ATP.Calculation of nonlinear ground response in earthquake[J].Bulletin of the Seismological Society of America,1975,65(5):1 315-1 321.
[3]ROBERT Pyke.Nonlinear soil models for irregular cyclic loadings[J].Journal of the Geotechnical Engineering Division,American Society of Civil Engineering,1979,105(6):715-726.
[4]NOZOMU Yashida,SUSUMI Iai.Nonlinear site response and its evolution and prediction[C]//The Effects of Surface Geology on Seismic Motion-Recent Progress and New Horizon on ESG Study.Yokohama:A.A.Balkema,1998.
[5]GUANG Yu,JOHN G.Anderson,RAJ Siddhathen.On the characteristics of nonlinear soil response[J].Bulletin of the Seismological Society of America,1993,83(1):218-244.
[6]HUANG H C,Shieh C S,CHIU H C.Linear and nonlinear behavior of soft soil layers using Lotung downhole array in Taiwan[J].Terrestrial,Atmospheric and Oceanic Sciences,2001,12(3):503-524.
[7]RONALDO I,BORJA,BLAISE G,Duvernay,Chao-Hua Lin.Ground response in lotung:total stress analyses and parametric studies[J].Geotechnical and Geoenvironmental Engineering,2002,128(1):54-63.
[8]王志良,韩清宇.黏弹塑性土层地震反应的波动分析法[J].地震工程与工程振动,1981,1(1):117-137.WANG Zhi-liang,HAN Qing-yu.Analysis of wave propagation for the site seismic response,using the visco-elastoplastic model[J].Earthquake Engineering and Engineering Vibration,1981,1(1):117-137.
[9]栾茂田,林皋.场地地震反应一维非线性计算模型[J].工程力学,1992,9(1):94-103.LUAN Mao-tian,LIN Gao.Computational model for nonlinear analysis of soil site seismic response[J].Engineering Mechanics,1992,9(1):94-103.
[10]李小军.非线性土层地震反应分析的一种方法[J].华南地震,1992,12(4):1-8.LI Xiao-jun.A method to analysing seismic response of nonlinear soil layers[J].South China Journal of Seismology,1992,12(4):1-8.
[11]李沙白,谢礼立.唐山响嘡三维场地影响台阵[M]//强震观测研究报告集(第二集).北京:专利文献出版社,1996.
[12]廖振鹏.工程波动理论导论(第二版)[M].北京:科学出版社,2002.
[13]李小军.土的动力本构关系的一种简单函数表达式[J].岩土工程学报,1992,14(5):90-94.LI Xiao-jun.A simple functional formula of dynamic constitutive models of saturated soils[J].Chinese Journal of Geotechnical Engineering,1992,14(5):90-94.
[14]李小军,廖振鹏,张克绪.考虑阻尼拟合的动态骨架曲线函数式[J].地震工程与工程振动,1994,14(1):30-35.LI Xiao-jun,LIAO Zheng-peng,Zhang Ke-xu.A functional formula of dynamic skeleton curve taking account of damping effect[J].Earthquake Engineering and Engineering Vibration,1994,14(1):30-35.
[15]卢滔.响嘡台阵场地特征及其反应的分析[D].哈尔滨:中国地震局工程力学研究所,2003.
[16]廖振鹏.地震小区划——理论与实践[M].北京:地震出版社,1989.
[2]JOYNER W B,CHEN ATP.Calculation of nonlinear ground response in earthquake[J].Bulletin of the Seismological Society of America,1975,65(5):1 315-1 321.
[3]ROBERT Pyke.Nonlinear soil models for irregular cyclic loadings[J].Journal of the Geotechnical Engineering Division,American Society of Civil Engineering,1979,105(6):715-726.
[4]NOZOMU Yashida,SUSUMI Iai.Nonlinear site response and its evolution and prediction[C]//The Effects of Surface Geology on Seismic Motion-Recent Progress and New Horizon on ESG Study.Yokohama:A.A.Balkema,1998.
[5]GUANG Yu,JOHN G.Anderson,RAJ Siddhathen.On the characteristics of nonlinear soil response[J].Bulletin of the Seismological Society of America,1993,83(1):218-244.
[6]HUANG H C,Shieh C S,CHIU H C.Linear and nonlinear behavior of soft soil layers using Lotung downhole array in Taiwan[J].Terrestrial,Atmospheric and Oceanic Sciences,2001,12(3):503-524.
[7]RONALDO I,BORJA,BLAISE G,Duvernay,Chao-Hua Lin.Ground response in lotung:total stress analyses and parametric studies[J].Geotechnical and Geoenvironmental Engineering,2002,128(1):54-63.
[8]王志良,韩清宇.黏弹塑性土层地震反应的波动分析法[J].地震工程与工程振动,1981,1(1):117-137.WANG Zhi-liang,HAN Qing-yu.Analysis of wave propagation for the site seismic response,using the visco-elastoplastic model[J].Earthquake Engineering and Engineering Vibration,1981,1(1):117-137.
[9]栾茂田,林皋.场地地震反应一维非线性计算模型[J].工程力学,1992,9(1):94-103.LUAN Mao-tian,LIN Gao.Computational model for nonlinear analysis of soil site seismic response[J].Engineering Mechanics,1992,9(1):94-103.
[10]李小军.非线性土层地震反应分析的一种方法[J].华南地震,1992,12(4):1-8.LI Xiao-jun.A method to analysing seismic response of nonlinear soil layers[J].South China Journal of Seismology,1992,12(4):1-8.
[11]李沙白,谢礼立.唐山响嘡三维场地影响台阵[M]//强震观测研究报告集(第二集).北京:专利文献出版社,1996.
[12]廖振鹏.工程波动理论导论(第二版)[M].北京:科学出版社,2002.
[13]李小军.土的动力本构关系的一种简单函数表达式[J].岩土工程学报,1992,14(5):90-94.LI Xiao-jun.A simple functional formula of dynamic constitutive models of saturated soils[J].Chinese Journal of Geotechnical Engineering,1992,14(5):90-94.
[14]李小军,廖振鹏,张克绪.考虑阻尼拟合的动态骨架曲线函数式[J].地震工程与工程振动,1994,14(1):30-35.LI Xiao-jun,LIAO Zheng-peng,Zhang Ke-xu.A functional formula of dynamic skeleton curve taking account of damping effect[J].Earthquake Engineering and Engineering Vibration,1994,14(1):30-35.
[15]卢滔.响嘡台阵场地特征及其反应的分析[D].哈尔滨:中国地震局工程力学研究所,2003.
[16]廖振鹏.地震小区划——理论与实践[M].北京:地震出版社,1989.
版权所有：© 2023 中国地质图书馆 中国地质调查局地学文献中心