无粘性土的应力矢量本构模型(Ⅱ)——应用

史宏彦; 谢定义; 白琳

无粘性土的应力矢量本构模型(Ⅱ)——应用

1.
广东工业大学, 建设学院, 广州, 510643;
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.

中图分类号: TU431
计量
- 文章访问数: 2765
- HTML全文浏览量: 187
- PDF下载量: 703
- 被引次数: 0
出版历程
- 收稿日期: 2001-08-30
- 修回日期: 2002-01-20
- 刊出日期: 2002-07-15

A Stress Vector-based Constitutive Model for Cohesionless Soil (Ⅱ)-Application

1.
Construction College, Guangdong University of Technology, Guangzhou 510643, P R China;
2.
Institute of Geotechnical Engineering, Xi'an University of Technology, Xi'an 710048, P R China

摘要

摘要: 将史宏彦等提出的无粘性土的应力矢量本构模型应用于分析多种复杂应力路径下材料的变形问题。结果表明,此模型不仅能够很好地反映无粘性土的应力应变非线形、硬化性、剪缩剪胀性、与应力路径的相关性、主应力与主应变增量方向之间的非共轴性以及球偏应力与变形的耦合性等主要变形特性,而且也能够同时考虑主应力轴的旋转和中主应力对土的变形及强度的影响。模型预测结果与试验结果之间的良好吻合表明了该模型的广泛适用性。
- 无粘性土 /
- 主应力轴旋转 /
- 应力矢量 /
- 本构模型 /
- 应用
Abstract: The stress vector-based constitutive model for cohesionless soil, proposed by SHI Hongyan et al, was applied to analyze the deformation behaviors of materials subjected to various stress paths. The result of analysis shows that the constitutive model can capture well the main deformation behavior of cohesionless soil, such as stress-strain nonlinearity, hardening property, dilatancy, stress path dependency, non-coaxiality between the principal stress and the principal strain increment directions, and the coupling of mean effective and deviatoric stress with deformation. In addition, the model can also take into account the rotation of principal stress axes and the influence of intermediate principal stress on deformation and strength of soil simultaneously. The excellent agreement between the predicted and measured behavior indicates the comprehensive applicability of the model.
- cohesionless soil /
- rotation of principal stress axes /
- stress vector /
- constitutive model /
- application

HTML全文

参考文献(8)

[1]	史宏彦,谢定义.无粘性土的应力矢量本构模型(Ⅰ)——理论[J].应用数学和力学,2002,23(3):299-308.
[2]	Prevost J H,Keane C M.Multimechanism elasto-plastic model for soils[J].J Engineering Mechanics,1990,116(9):1924-1944.
[3]	Matsuoka H,Sakakibara K.Aconstitutive model for sands and clays evaluating principal stress rotation[J].Soils and Foundations,1987,27(4):73-89.
[4]	Rowe P W.The stress-dilatancy relation for static equilibrium of an assembly of particles in contact[J].Proc Roy Soc A,1962,269[STBZ]:500-527.
[5]	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.
[6]	Nakai T,Matsuoka H.Constitutive equation for soils based on the extended concept of "Spatial Mobilized Plane"and its application to finite element analysis [J].Soils and Foundations,1983,23(4):87-105.
[7]	Nakai T,Matsuoka H.Shear behaviors of sand and clay under three-dimensional stress condition [J].Soils and Foundations,1983,23 (2):26-42.
[8]	Finn W D L,Bhatia S K,Pickering D J.The cyclic simple shear test[A].In:G N Pande,O C Zienkiewicz Eds.Soils Mechanics-Transient and Cyclic Loads[C].John Wiley & Sons Ltd.1982,583-607.