自由场地液化的数值分析及离心机振动台试验验证
详细信息 查看官网全文
- 英文论文题名：Numerical analysis of free field system in liquefiable site and validation of centrifuge of shaking table tests
- 论文作者：程前 ; 董瑞 ; 张雷 ; 刘廷峻 ; 景立平 ; 单振东
- 英文论文作者：Cheng Qian ; Chan Zhendong ; Dong Rui ; Zhang Lei ; Institute of Engineering Mechanics ; China Earthquake Administration ; Key Laboratory of Earthquake Engineering and Engineering Vibration ; Institute of Engineering Mechanics ; China Earthquake Administration
- 年：2016
- 作者机构：中国地震局工程力学研究所;中国地震局地震工程与工程振动重点实验室;
- 论文关键词：自由场地 ; 砂土液化 ; 数值模拟 ; 离心机振动台实验 ; 孔隙水压力比
- 英文论文关键词：free field ; Sand liquefaction ; Numerical simulation ; The centrifuge shaking table experiment ; Pore water pressure ratio
- 会议召开时间：2016-10-27
- 会议录名称：第九届全国防震减灾工程学术研讨会论文集
- 语种：中文
- 分类号：TU435
- 学会代码：OGTY
- 会议名称：第九届全国防震减灾工程学术研讨会
- 会议地点：中国安徽合肥
- 主办单位：中国土木工程学会、中国工程院土木、水利与建筑工程学部、中国土木工程学会防震减灾工程技术推广委员会、合肥工业大学、安徽省住房和城乡建设厅
- 学会名称：中国土木工程学会
- 页数：10
- 文件大小：398k
- 原文格式：O
- 会议级别：全国
摘要
通过有限差分法程序FLAC~(3D)对自由场体系砂土液化进行数值模拟。该方法的优点是:可进行三维完全非线性分析;并将孔隙水压力的应变模型直接和动力分析中的应变幅值联系起来,从而较好地给出地震作用过程中孔隙水压力变化的规律。通过与液化场地自由场体系离心机振动台试验结果的对比分析,方法的有效性得到验证。结果表明:该动力分析方法能够较好地反映液化土层地震响应,实验结果也验证了模拟结果的精确性;液化砂土对地震动可起滤波作用,并且滤波作用起始于孔压比上升的时候。
Through the method of finite difference program FLAC~(3D) Numerical simulation was carried out on sand liquefaction of free field system.3D fully nonlinear analysis can be performed by This method and has the advantage that connecting the model of pore water pressure directly with the strain amplitude of dynamic analysis,so can give the laws of pore water pressure in the process of seismic action well.The effectiveness of the method was verified by comparative analysis with centrifuge shaking table test results.The results show that this dynamic analysis method can well reflect the seismic responses of the liquefied soil layer,and the experimental results also verify the accuracy of the simulation results;Liquefaction sand have filter effect on ground motion,and filtering effect began when the pore pressure ratio rise.
Through the method of finite difference program FLAC~(3D) Numerical simulation was carried out on sand liquefaction of free field system.3D fully nonlinear analysis can be performed by This method and has the advantage that connecting the model of pore water pressure directly with the strain amplitude of dynamic analysis,so can give the laws of pore water pressure in the process of seismic action well.The effectiveness of the method was verified by comparative analysis with centrifuge shaking table test results.The results show that this dynamic analysis method can well reflect the seismic responses of the liquefied soil layer,and the experimental results also verify the accuracy of the simulation results;Liquefaction sand have filter effect on ground motion,and filtering effect began when the pore pressure ratio rise.
引文
[1]BYRNE P M,PARK S S,BEATY M,et al.Numerical modeling of liquefaction and comparison with centrifuge tests[J].Canadian Geotechnical Journal,2004,41(3):193-211.
[2]LIU H B,SONG E X.Seismic response of large underground structures in liquefiable soils subjected to horizontal and vertical earthquake excitations[J].Computers and Geotechnics,2005,32(4):223-244.
[3]黄雨,叶为民,唐益群,等.上海软土场地的地震反应特征分析[J].地下空间与工程学报,2005,1(5):773-778.(HUANG Yu,YE Weimin,TANG Yiqun,et al.Characteristic analysis for seismic ground response of soft soils in Shanghai[J].Chinese Journal of Underground Space and Engineering,2005,1(5):773-778.(in Chinese))
[4]黄雨,八厚,沢田和秀,等.堤防地基地震液化的数值模拟[J].工程力学,2007,24(12):82-87.(HUANG Yu,YASHIMA A,SAWADA K,et al.Numerical modeling of earthquake liquefaction in earth embankment foundations[J].Engineering Mechanics,2007,24(12):82-87.(in Chinese))
[5]汪明武,李丽.液化场地浅埋钢筋混凝土结构物变形及动土压力分析[J].岩石力学与工程学报,2008,27(增2):3374-3 380.(WANG Mingwu,LI Li.Analysis of deformations of shallow-buried reinforced concrete structures and dynamic earthquake pressure in liquefiable soils[J].Chinese Journal of Rock Mechanics and Engineering,2008,27(Supp.2):3374-3380.(in Chinese))
[6]吕西林,任红梅,李培振,等.液化场地自由场体系的数值分析及振动台试验验证[J].岩石力学与工程学报,2009,28(增2):4 046-4 053.(LU Xilin,REN Hongmei,LI Peizhen,et al.Numerical analysis of free field system in liquefiable site and validation of shaking table tests[J].Chinese Journal of Rock Mechanics and Engineering,2009,28(Supp.2):4046-4053.(in Chinese))
[7]童立元,王斌,刘义怀,等.地震液化条件下地面的大变形三维值分析[J].岩土力学,2008,29(8):2226-2230.TONG Li-yuan,WANG Bin,LIU Yi-huai,et al.3DNumerical Simulation of Large Ground DisplacementCaused by Seismic Liquefaction[J].Rock and Soil Mechanics,2008,29(8):2226-2230.
[8]何剑平,陈卫忠.自由液化场加速度反应数值试验[J].岩石力学与工程学报,2012,31(增1):3130-3137.(HE Jianping,CHEN Weizhong.Numerical simulation experiment of acceleration for free field[J].Chinese Journal of Rock Mechanics and Engineering,2012,31(Supp.1):3130-3137.(in Chinese))
[9]何剑平,陈卫忠.自由场典型液化特征数值模拟试验[J].地震工程与工程振动,2011,31(2):162-169.(HE Jianping,CHEN Weizhong.Numerical simulation experiment of typical liquefaction characteristics for free field[J].Earthquake Engineering and Engineering Vibration,2011,31(2):162-169.(in Chinese))
[10]BYRNE P M.A cyclic shear-volume coupling and pore pressure model for sand[C]//Proceedings of the 2nd International Conference on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics.Missouri,USA:[s.n.],1991:47-55.
[11]陈育民,徐鼎平.FLAC/FLAC~(3D)基础与工程实例[M].北京:中国水利水电出版社,2009.(CHEN Yumin,XU Dingping.Fundamentals of FLAC and FLAC~(3D)and case study[M].Beijing:China Water Power Press,2009.(in Chinese))
[12]MARTIN G R,FINN W D L,SEED H B.Fundamentals of liquefaction under cyclic loading[J].Journal of the Geotechnical Engineering Division,ASCE,1975,101(5):423-438.
[2]LIU H B,SONG E X.Seismic response of large underground structures in liquefiable soils subjected to horizontal and vertical earthquake excitations[J].Computers and Geotechnics,2005,32(4):223-244.
[3]黄雨,叶为民,唐益群,等.上海软土场地的地震反应特征分析[J].地下空间与工程学报,2005,1(5):773-778.(HUANG Yu,YE Weimin,TANG Yiqun,et al.Characteristic analysis for seismic ground response of soft soils in Shanghai[J].Chinese Journal of Underground Space and Engineering,2005,1(5):773-778.(in Chinese))
[4]黄雨,八厚,沢田和秀,等.堤防地基地震液化的数值模拟[J].工程力学,2007,24(12):82-87.(HUANG Yu,YASHIMA A,SAWADA K,et al.Numerical modeling of earthquake liquefaction in earth embankment foundations[J].Engineering Mechanics,2007,24(12):82-87.(in Chinese))
[5]汪明武,李丽.液化场地浅埋钢筋混凝土结构物变形及动土压力分析[J].岩石力学与工程学报,2008,27(增2):3374-3 380.(WANG Mingwu,LI Li.Analysis of deformations of shallow-buried reinforced concrete structures and dynamic earthquake pressure in liquefiable soils[J].Chinese Journal of Rock Mechanics and Engineering,2008,27(Supp.2):3374-3380.(in Chinese))
[6]吕西林,任红梅,李培振,等.液化场地自由场体系的数值分析及振动台试验验证[J].岩石力学与工程学报,2009,28(增2):4 046-4 053.(LU Xilin,REN Hongmei,LI Peizhen,et al.Numerical analysis of free field system in liquefiable site and validation of shaking table tests[J].Chinese Journal of Rock Mechanics and Engineering,2009,28(Supp.2):4046-4053.(in Chinese))
[7]童立元,王斌,刘义怀,等.地震液化条件下地面的大变形三维值分析[J].岩土力学,2008,29(8):2226-2230.TONG Li-yuan,WANG Bin,LIU Yi-huai,et al.3DNumerical Simulation of Large Ground DisplacementCaused by Seismic Liquefaction[J].Rock and Soil Mechanics,2008,29(8):2226-2230.
[8]何剑平,陈卫忠.自由液化场加速度反应数值试验[J].岩石力学与工程学报,2012,31(增1):3130-3137.(HE Jianping,CHEN Weizhong.Numerical simulation experiment of acceleration for free field[J].Chinese Journal of Rock Mechanics and Engineering,2012,31(Supp.1):3130-3137.(in Chinese))
[9]何剑平,陈卫忠.自由场典型液化特征数值模拟试验[J].地震工程与工程振动,2011,31(2):162-169.(HE Jianping,CHEN Weizhong.Numerical simulation experiment of typical liquefaction characteristics for free field[J].Earthquake Engineering and Engineering Vibration,2011,31(2):162-169.(in Chinese))
[10]BYRNE P M.A cyclic shear-volume coupling and pore pressure model for sand[C]//Proceedings of the 2nd International Conference on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics.Missouri,USA:[s.n.],1991:47-55.
[11]陈育民,徐鼎平.FLAC/FLAC~(3D)基础与工程实例[M].北京:中国水利水电出版社,2009.(CHEN Yumin,XU Dingping.Fundamentals of FLAC and FLAC~(3D)and case study[M].Beijing:China Water Power Press,2009.(in Chinese))
[12]MARTIN G R,FINN W D L,SEED H B.Fundamentals of liquefaction under cyclic loading[J].Journal of the Geotechnical Engineering Division,ASCE,1975,101(5):423-438.