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粗粒土的剪胀方程及广义塑性本构模型研究

郭万里, 朱俊高, 彭文明

郭万里, 朱俊高, 彭文明. 粗粒土的剪胀方程及广义塑性本构模型研究[J]. 岩土工程学报, 2018, 40(6): 1103-1110. DOI: 10.11779/CJGE201806016
引用本文: 郭万里, 朱俊高, 彭文明. 粗粒土的剪胀方程及广义塑性本构模型研究[J]. 岩土工程学报, 2018, 40(6): 1103-1110. DOI: 10.11779/CJGE201806016
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GUO Wan-li, ZHU Jun-gao, PENG Wen-ming. Dilatancy equation and generalized plastic constitutive model for coarse-grained soils[J]. Chinese Journal of Geotechnical Engineering, 2018, 40(6): 1103-1110. DOI: 10.11779/CJGE201806016
Citation: GUO Wan-li, ZHU Jun-gao, PENG Wen-ming. Dilatancy equation and generalized plastic constitutive model for coarse-grained soils[J]. Chinese Journal of Geotechnical Engineering, 2018, 40(6): 1103-1110. DOI: 10.11779/CJGE201806016
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粗粒土的剪胀方程及广义塑性本构模型研究  English Version

  • 1. 河海大学岩土力学与堤坝工程教育部重点实验室，江苏 南京 210098;
    2. 水利部土石坝破坏机理与防控技术重点实验室，江苏 南京 210024;
    3. 中国电建集团成都勘测设计研究院有限公司，四川 成都 610072

基金项目: 国家自然科学基金项目（51479052）; 国家重点研发计划项目（2017YFC0404800）; 水利部土石坝破坏机理与防控技术重点实验室开放研究基金项目（YK915001）
详细信息
    作者简介:

    郭万里(1990- ),男,博士,主要从事土体基本性质、数值计算等研究。E-mail: guowljs@163.com。

    通讯作者:

    朱俊高，E-mail：zhujungao@hhu.edu.cn

Dilatancy equation and generalized plastic constitutive model for coarse-grained soils

  • 1. Key Laboratory of Ministry of Education for Geomechanics and Embankment Engineering, Hohai University, Nanjing 210098, China;
    2. Key Laboratory of Failure Mechanism and Safety Control Techniques of Earth-Rock Dam of the Ministry of Water Resources, Nanjing 210024, China;
    3. China Power Construction Group Chengdu Survey and Design Institute Limited, Chengdou 610072, China

摘要

    摘要
  • 摘要: 以剑桥模型的剪胀方程为基础,引入曲线形态调节因式,提出了一个新的剪胀方程,并依此构建了一个适用于粗粒土的广义塑性模型。主要结论如下：①所提剪胀方程能够反映粗粒土剪胀比和应力比之间的非线性关系,且参数定义明确、确定方法简单,并通过试验验证了其对粗粒土的剪缩和剪胀特性的描述能力较好; ②所构建的广义塑性本构模型参数为9个,并给出了通过室内常规试验确定参数的方法; ③推导了该模型在一般应力状态下的刚度矩阵,并证明了其对粗粒料普通三轴CD试验具有良好的拟合效果,进一步地,利用三轴等p试验和两段等应力比试验验证了模型的适用性。
    Abstract: A new dilatancy equation is proposed by adding a factor to the dilatancy equation of Cambridge model, and this factor can adjust the shape of curve between the dilatancy ratio and the stress ratio for coarse-grained soils, and can reflect the nonlinear relationship. Thus a new constitutive model based on the generalized plastic theory is proposed. The main conclusions are as follows: (1) The method of determining the parameters of the proposed dilatancy equation is simple, and its capability to reflect the dilatancy properties of coarse-grained soils is verified by CD tests; (2) There are 9 parameters in this model and their definitions are clear, and the methods to determine parameters through the indoor tests are given; (3) According to the generalized plastic constitutive model, the stiffness matrix under the general stress state is deduced, and the triaxial constant p tests and two-stage constant-stress-ratio tests are carried out to verify its rationality.
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出版历程
  • 收稿日期:  2017-02-03
  • 发布日期:  2018-06-24

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