无粘性土的应力矢量本构模型(Ⅰ)——理论

史宏彦; 谢定义

无粘性土的应力矢量本构模型(Ⅰ)——理论

史宏彦¹,
谢定义²

1.
汕头大学, 土木系, 广东, 汕头, 515063;
2.
西安理工大学, 岩土工程研究所, 西安, 710048

详细信息

作者简介:
史宏彦(1962- ),男,陕西汉中人,副教授,博士,主要从事岩土工程方面的数学与科研工作.

中图分类号: TU43;O347.7
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- 文章访问数: 2364
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- 被引次数: 0
出版历程
- 收稿日期: 2000-08-30
- 修回日期: 2001-08-20
- 刊出日期: 2002-03-15

A Stress Vector-Based Constitutive Model for Cohesionless Soil(Ⅰ)-Theory

SHI Hong-yan¹,
XIE Ding-yi²

1.
Department of Civil Engineering, Shantou University, Shantou, Guangdong 515063, P R China;
2.
Institute of Geotechnical Engineering, Xi'an University of Technology, Xi'an 710048, P R China

摘要

摘要: 在充分考虑应力的矢量特性基础上,通过将应力矢量的作用效应分解为球应力作用效应与应力比矢量 (偏应力矢量与球应力之比)作用效应的叠加,建立了一个全新的、适用于无粘性土在平面应变和三维条件下的非线性本构模型。该模型可以同时考虑应力的数量和方向变化对变形的影响,既适用于单调静荷作用,也适用于往返动荷作用。
- 无粘性土 /
- 主应力轴旋转 /
- 中主应力 /
- 应力矢量 /
- 本构模型 /
- 理论
Abstract: On the basis of the sufficient consideration of vectorial characteristics of stress,a new nonlinear constitutive model for cohesionless soil under plane strain and 3-D conditions was presented in a way that the action effects of stress vector are decomposed into the action effect of mean effective stress and that of the stress ratio vector(ratio of deviatoric stress vector to mean effective stress).The constitutive model can take account of the influence of both numerical and directional changes of stress vector on deformation of soil simultaneously,and is applicable of both static and dynamic loading.
- cohesionless soil /
- rotation of principal stress axes /
- intermediate principal stress /
- stress vector /
- constitutive model /
- theory

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参考文献(11)

[1]	Arthur J R F. Principal stress rotation:a missing parameter[J]. Journal of Geotechnics, Div ASCE,1980,106(4):419-433.
[2]	Marte Gutierrez, Kenji Ishihara,Ikuo Towhata. Flow theory for sand under rotation of principal stress direction[J]. Soils and Foundations,1991,31(4):121-132.
[3]	Aubry D. A double memory model with multiple mechanisms for cyclic soil behavior[A]. In:Proc Int Symp Num Methods Geomech,1982,3-13.
[4]	Kabilamany K, Ishibara K. Stress dilatancy and hardening laws for rigid granular model of sand[J]. Soils Dynamics and Earthquake Engineering,1990,19(2):66-77.
[5]	Prevost J H, Keane C M. Multimechanism elasto-plastic model for soils[J]. Journal of Engineering Mechancs,1990,116(9):1924-1944.
[6]	史宏彦. 无粘性土的应力矢量本构模型[D]. 博士学位论文. 西安:西安理工大学,2000.
[7]	Mtsuoka H. On the significance of the "Spatial Mobilized Plane"[J]. Solis and Foundations,1976,16(1):91-100.
[8]	Rowe P W. The stress-dilatancy relation for static equilibrium of an assembly of particles in contact[J]. Proc Roy Soc A,1962,269:500-527.
[9]	Matsuoka H, Sakakibara K. A constitutive model for sands and clays evaluating principal stress rotation[J]. Soils and Foundations,1987,27(4):73-89.
[10]	Li X S. Reduced-order sand model for ground response analysis[J]. Journal of Engineering Mechancis,1996,122(9):872-881.
[11]	Koiter W T. Stress-strain relations, uniqueness and variational theorems for elastic-plastic materials with a singular yield surface[J]. Quart Appl Math,1953,11(3):350.