砂土静态液化本构模型及其参数优化
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摘要
本文基于临界状态理论,对Boukpeti等人提出的模型进行修改,得到一个新的砂土静态液化本构模型。采用微粒群算法对模型参数进行了优化。该模型的突出优点是:可以只用一组材料参数对不同初始状态下的土体响应进行模拟,而且相对原模型减少了模型参数的个数。通过对不同围压和初始密度条件下的三轴不排水试验的数值模拟验证了模型的预测能力。
Based on the theory of critical state,the model proposed by Boukprti et al.is refined using the theory of state dependent,a new constitutive model for static liquefaction of sand is developed.The model parameters are determined using the particle swarm optimization method.The model can represent sand deformations over different densities and confining stresses with only one set of model parameters,moreover,the number of parameters are less than the original model.Numerical tests for undrained triaxial tests over different initial densities and confining stresses illustrate the capability of the model.
Based on the theory of critical state,the model proposed by Boukprti et al.is refined using the theory of state dependent,a new constitutive model for static liquefaction of sand is developed.The model parameters are determined using the particle swarm optimization method.The model can represent sand deformations over different densities and confining stresses with only one set of model parameters,moreover,the number of parameters are less than the original model.Numerical tests for undrained triaxial tests over different initial densities and confining stresses illustrate the capability of the model.
引文
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[4]鲁晓兵,谈庆明,王淑云,et al.饱和砂土液化研究新进展[J].力学进展,2004,34(1):87～96.
[5]Boukpeti N.Modeling static liquefactionin granular de-posits[D].Minnesota:University of Minnesota,2001.
[6]Boukpeti N.,Drescher A.Triaxial behavior of refined superior sand model[J].Computers and Geotechnics,2000,26:65～81.
[7]MrzZ,Boukpeti N.,Drescher A.A model for staticliquefactionin triaxial compression and extension[J].Canadian Geotechnical Journal,2002,39(6):1243～1253.
[8]MrzZ,Boukpeti N.,Drescher A.Constitutive Model for Static Liquefaction[J].International Journal of Geomechanics,2003,3(3/4):133～144.
[9]Cai Zh Y.The deformation behavior of sand[M].2004:90.
[10]Li X.S.,Dafalias Y.F.Dilatancy for cohesionless soils[J].Geotechnique,2000,50(4):449～460.
[11]Li X.S.,Ming H.Y.Unified modeling of flowliq-uefaction and cyclic mobility[J].Soil Dynamics and Earthquake Engineering,2000,19:363～369.
[12]Verdugo R.,Ishihara K.The steady state of sandy soils[J].Soils and foundations,1996,36(2):81～91.
[13]刘汉龙,高玉峰,朱伟.地震液化区分布范围对地面大位移的影响[J].河海大学学报,2001,29(5):1～6.
[14]曾建潮,介婧,崔志华.微粒群算法[M].2004.
[15]曾建潮,崔志华.微粒群算法的统一模型及分析[M].2006:96～100.
[16]Zhang H.M.,Zeng Q.L.Steady state strength of sand:concepts and experiment[J].岩土工程学报,1999,21(2):231～235.
[2]Castro G.,Poulos S.J.Factors affecting liquefaction and cyclic mobility[J].Jounal of Geotechnical Engi-neering Division,1977,103(6):501～516.
[3]Castro G.Liquefaction and cyclic mobility of saturated sands[J].Jounal of Geotechnical Engineering Divi-sion,1975,101(6):551～569.
[4]鲁晓兵,谈庆明,王淑云,et al.饱和砂土液化研究新进展[J].力学进展,2004,34(1):87～96.
[5]Boukpeti N.Modeling static liquefactionin granular de-posits[D].Minnesota:University of Minnesota,2001.
[6]Boukpeti N.,Drescher A.Triaxial behavior of refined superior sand model[J].Computers and Geotechnics,2000,26:65～81.
[7]MrzZ,Boukpeti N.,Drescher A.A model for staticliquefactionin triaxial compression and extension[J].Canadian Geotechnical Journal,2002,39(6):1243～1253.
[8]MrzZ,Boukpeti N.,Drescher A.Constitutive Model for Static Liquefaction[J].International Journal of Geomechanics,2003,3(3/4):133～144.
[9]Cai Zh Y.The deformation behavior of sand[M].2004:90.
[10]Li X.S.,Dafalias Y.F.Dilatancy for cohesionless soils[J].Geotechnique,2000,50(4):449～460.
[11]Li X.S.,Ming H.Y.Unified modeling of flowliq-uefaction and cyclic mobility[J].Soil Dynamics and Earthquake Engineering,2000,19:363～369.
[12]Verdugo R.,Ishihara K.The steady state of sandy soils[J].Soils and foundations,1996,36(2):81～91.
[13]刘汉龙,高玉峰,朱伟.地震液化区分布范围对地面大位移的影响[J].河海大学学报,2001,29(5):1～6.
[14]曾建潮,介婧,崔志华.微粒群算法[M].2004.
[15]曾建潮,崔志华.微粒群算法的统一模型及分析[M].2006:96～100.
[16]Zhang H.M.,Zeng Q.L.Steady state strength of sand:concepts and experiment[J].岩土工程学报,1999,21(2):231～235.
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