液化场地桩-土地震相互作用振动台试验数值模拟
|
摘要
基于动力Biot理论将饱和砂土模拟为两相介质,正确考虑水和土颗粒之间变形关系,采用完全耦合u-p有限元公式模拟土体位移和孔压,选用多屈服面弹-塑性本构模型模拟黏土、砂土,砂层划分为20-8节点六面体单元,桩处理为梁-柱单元,建立三维有效应力振动台试验分析模型。通过振动台试验结果,验证该模型的正确性,显示该方法能够准确地模拟可液化场地桩-土-结构动力相互用的重要特征,这对于实际工程设计具有一定的参考意义。
Based on Biot's dynamic coupled theory,the saturated sand simulated as the two phase medium considering the interaction of fluid and soil skeleton deformation.A fully coupled dynamic finite element formulation(u-p) is used to model soil displacement and pore pressure.The clay and saturated sand are simulated by multi-yield surfaces elasto-plastic constitutive model.The sand layer domains are discretized using solid-fluid fully coupled(u-p) 20-8 node brick elements while the pile is considered as the beam-column element.Three-dimensional numerical model is established for shaking table test based on the nonlinear effective stress.The results of shaking table test verified the validity and effectiveness of numerical model and showed the numerical procedure can simulate the fundamental aspects of dynamic soil-pile-structure interaction,which will have very important significance for engineering design.
Based on Biot's dynamic coupled theory,the saturated sand simulated as the two phase medium considering the interaction of fluid and soil skeleton deformation.A fully coupled dynamic finite element formulation(u-p) is used to model soil displacement and pore pressure.The clay and saturated sand are simulated by multi-yield surfaces elasto-plastic constitutive model.The sand layer domains are discretized using solid-fluid fully coupled(u-p) 20-8 node brick elements while the pile is considered as the beam-column element.Three-dimensional numerical model is established for shaking table test based on the nonlinear effective stress.The results of shaking table test verified the validity and effectiveness of numerical model and showed the numerical procedure can simulate the fundamental aspects of dynamic soil-pile-structure interaction,which will have very important significance for engineering design.
引文
[1]Lu Jinchi,Elgamal A,Yan Linjun,et al.Large scalenumerical modeling in geotechnical earthquake engineering[J].International Journal of Geomechanics,2011,11(6):490-503
[2]唐亮.液化场地桩-土地力相互作用p-y曲线模型研究[D].哈尔滨:哈尔滨工业大学,2010(Tang Liang.p-ymodel of dynamic pile-soil interaction in liquefying ground[D].Harbin:Harbin Institute of Technology,2010(inChinese))
[3]徐鹏举.可液化场地桥梁桩基地震反应分析与简化分析方法研究[D].哈尔滨:哈尔滨工业大学,2011(XuPengju.Seismic response analysis and simplified method ofbridge pile foundation in liquefiable ground[D].Harbin:Harbin Institute of Technology,2011(in Chinese))
[4]张勇强.液化场地桩-土地力相互作用试验p-y曲线影响因素[D].哈尔滨:哈尔滨工业大学,2010(ZhangYong Qiang.Test and influence factors on p-y curves ofdynamic pile-soil interaction in liquefying ground[D].Harbin:Harbin Institute of Technology,2010(inChinese))
[5]Lu J.Parallel finite element modeling of earthquake siteresponse and liquefaction[D].La Jolla:University ofCalifornia San Diego,2006
[6]Chan A H C.A unified finite element solution to static anddynamic problems of geomechanics[D].Swansea,UK:University of Wales,1988
[7]Parra E.Numerical modeling of liquefaction and lateralground deformation including cyclic mobility and dilationresponse in soil systems[D].Troy,NY:RensselaerPolytechnic Institute,1996
[8]Yang Zhaohui.Numerical modeling of earthquake site responseincluding dilation and liquefaction[D].New York:Columbia University,2000
[9]Elgamal A,Yang Z,Parra,E.Computational modeling ofcyclic mobility and post-liquefaction site response[J].SoilDynamics and Earthquake Engineering,2002,22(4):259-271
[10]Zienkiewicz O C,Shiomi T.Dynamic behaviour of saturatedporous media:the generalized biot formulation and itsnumerical solution[J].International Journal for NumericalMethods in Engineering,1984,8:71-96
[2]唐亮.液化场地桩-土地力相互作用p-y曲线模型研究[D].哈尔滨:哈尔滨工业大学,2010(Tang Liang.p-ymodel of dynamic pile-soil interaction in liquefying ground[D].Harbin:Harbin Institute of Technology,2010(inChinese))
[3]徐鹏举.可液化场地桥梁桩基地震反应分析与简化分析方法研究[D].哈尔滨:哈尔滨工业大学,2011(XuPengju.Seismic response analysis and simplified method ofbridge pile foundation in liquefiable ground[D].Harbin:Harbin Institute of Technology,2011(in Chinese))
[4]张勇强.液化场地桩-土地力相互作用试验p-y曲线影响因素[D].哈尔滨:哈尔滨工业大学,2010(ZhangYong Qiang.Test and influence factors on p-y curves ofdynamic pile-soil interaction in liquefying ground[D].Harbin:Harbin Institute of Technology,2010(inChinese))
[5]Lu J.Parallel finite element modeling of earthquake siteresponse and liquefaction[D].La Jolla:University ofCalifornia San Diego,2006
[6]Chan A H C.A unified finite element solution to static anddynamic problems of geomechanics[D].Swansea,UK:University of Wales,1988
[7]Parra E.Numerical modeling of liquefaction and lateralground deformation including cyclic mobility and dilationresponse in soil systems[D].Troy,NY:RensselaerPolytechnic Institute,1996
[8]Yang Zhaohui.Numerical modeling of earthquake site responseincluding dilation and liquefaction[D].New York:Columbia University,2000
[9]Elgamal A,Yang Z,Parra,E.Computational modeling ofcyclic mobility and post-liquefaction site response[J].SoilDynamics and Earthquake Engineering,2002,22(4):259-271
[10]Zienkiewicz O C,Shiomi T.Dynamic behaviour of saturatedporous media:the generalized biot formulation and itsnumerical solution[J].International Journal for NumericalMethods in Engineering,1984,8:71-96
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