反映物态变化的砂土状态参数本构模型
|
摘要
基于状态参数Ψ、峰值应力比、相态转换应力比、依赖于状态的剪胀方程和一个双曲线的应力应变关系,建立了一个静力条件下能统一反映密度和压力对砂土变形特性影响的本构模型。该模型具有8个材料参数,都能从常规三轴试验中确定,模型能很好的模拟不同密度和不同固结压力下砂土的这些变形特性,通过数值试验初步验证了模型的合理性。
A new constitutive model was developed based on the state parameter,peak stress ratio,phase transformation stress ratio,the state dependent dilatancy equation and the yield surface with a hyperbolic relationship between the stress ratio and the plastic deviatoric strain.The model with eight parameters,which could be calculated from the results of conventional triaxial test,could well represent the sand behavior with a unified way to take into account the density and confining pressure under monotonic loading.The modelling of the above deformation characteristics for sands agree reasonably well with triaxial drained test results.
A new constitutive model was developed based on the state parameter,peak stress ratio,phase transformation stress ratio,the state dependent dilatancy equation and the yield surface with a hyperbolic relationship between the stress ratio and the plastic deviatoric strain.The model with eight parameters,which could be calculated from the results of conventional triaxial test,could well represent the sand behavior with a unified way to take into account the density and confining pressure under monotonic loading.The modelling of the above deformation characteristics for sands agree reasonably well with triaxial drained test results.
引文
[1]Lade V P.Elasto-plastic Stress-strain Theory for Cohesionless Soil with Curved Yield Surface[J].IntJ Solids Structure,1977,13(1):1019-1035.
[2]Vermeer P A.A Double Hardening Model for Sand[J].Geotechnique,1978,28(4):413-433.
[3]Poorooshasb H B,Pietruszczak S.A Generalized Flow Thoery for Sand[J].Soil and Foundation,1986,26(2):1-15.
[4]Wang Z L,Dafalias Y F,Shen C K.Bounding Surface Hypoplasticity Model for Sand[J].Journal of Engineering Mechanics,1990,116(5):983-1001.
[5]Crouch R S,Wolf J P.Unified 3D Critical State Bounding Surface Plasticity Model for Soils Incorporating Continuous PlasticLoading Under Cyclic Paths[J].International Journal for Numerical and Analytical Methods in Nonlinear Mech,1994,18:735-758.
[6]Been K,Jefferies M G.A State Parameter Interpretation[J].Geotechnique,1985,35(2):99-102.
[7]Bardet J P.Bounding Surface Plasticity Model for Sands[J].Journal of Engineering Mechanics,1986,112(11):1198-1217.
[8]Jefferies M G.Nor-sand:A Simple Critical State Model for Sand[J].Geotechnique,1993,43(1):91-103.
[9]Wood D M,Belkheir K,Shen C K.Strain Softening and Parameter for Sand Modeling[J].Geotechnique,1994,44(2):335-339.
[10]Manzari M T,Dafalias Y F.A Critical State Two-surface Plasticity Model for Sands[J].Geotechnique,1997,47(2):255-272.
[11]Yu H S.CASM:A Unified State Paramete Model for Clay and Sand[J].International Journal for Numerical and AnalyticalMethods in Geomechanics,1998,22:735-758.
[12]Gajo A,Wood D M.A Kinematic Hardening Constitutive Model for Sands:the Multiaxial Formulation[J].InternationalJournal for Numerical and Analytical Methods in Geomechanics,1999,23:925-965.
[13]Gajo A,Wood D M.Severn-trent:A Kinematic Hardening Constitutive Model:the q-p Formulation[J].Geotechnique,1999,49(5):595-614.
[14]Li X S,Dafalias Y F.Dilatancy for Cohesionless Soils[J].Geotechnique,2000,50(4):449-460.
[15]Tatsuoka F,Ishihara K.Yielding of Sand in Triaxial Compression,Soils and Foundations,1974,14(2):63-76.
[16]Tatsuoka F,Ishihara K.Stress Path and Dilatancy of Sand[M].张克绪,谢君斐,译.北京:地震出版社,1989.
[2]Vermeer P A.A Double Hardening Model for Sand[J].Geotechnique,1978,28(4):413-433.
[3]Poorooshasb H B,Pietruszczak S.A Generalized Flow Thoery for Sand[J].Soil and Foundation,1986,26(2):1-15.
[4]Wang Z L,Dafalias Y F,Shen C K.Bounding Surface Hypoplasticity Model for Sand[J].Journal of Engineering Mechanics,1990,116(5):983-1001.
[5]Crouch R S,Wolf J P.Unified 3D Critical State Bounding Surface Plasticity Model for Soils Incorporating Continuous PlasticLoading Under Cyclic Paths[J].International Journal for Numerical and Analytical Methods in Nonlinear Mech,1994,18:735-758.
[6]Been K,Jefferies M G.A State Parameter Interpretation[J].Geotechnique,1985,35(2):99-102.
[7]Bardet J P.Bounding Surface Plasticity Model for Sands[J].Journal of Engineering Mechanics,1986,112(11):1198-1217.
[8]Jefferies M G.Nor-sand:A Simple Critical State Model for Sand[J].Geotechnique,1993,43(1):91-103.
[9]Wood D M,Belkheir K,Shen C K.Strain Softening and Parameter for Sand Modeling[J].Geotechnique,1994,44(2):335-339.
[10]Manzari M T,Dafalias Y F.A Critical State Two-surface Plasticity Model for Sands[J].Geotechnique,1997,47(2):255-272.
[11]Yu H S.CASM:A Unified State Paramete Model for Clay and Sand[J].International Journal for Numerical and AnalyticalMethods in Geomechanics,1998,22:735-758.
[12]Gajo A,Wood D M.A Kinematic Hardening Constitutive Model for Sands:the Multiaxial Formulation[J].InternationalJournal for Numerical and Analytical Methods in Geomechanics,1999,23:925-965.
[13]Gajo A,Wood D M.Severn-trent:A Kinematic Hardening Constitutive Model:the q-p Formulation[J].Geotechnique,1999,49(5):595-614.
[14]Li X S,Dafalias Y F.Dilatancy for Cohesionless Soils[J].Geotechnique,2000,50(4):449-460.
[15]Tatsuoka F,Ishihara K.Yielding of Sand in Triaxial Compression,Soils and Foundations,1974,14(2):63-76.
[16]Tatsuoka F,Ishihara K.Stress Path and Dilatancy of Sand[M].张克绪,谢君斐,译.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