重塑软黏土固结排水三轴试验和本构模型研究

doi:10.11779/CJGE2019S2026

摘要
图/表
参考文献
相关文章 (15)

全文: PDF (489 KB) HTML (1 KB)
输出: BibTeX | EndNote (RIS)

摘要通过室内固结排水三轴剪切试验,分析了重塑饱和软黏土在固结排水条件下三轴剪切过程中的力学特性和变形特征。基于硬化参量与应力路径无关的基本假定,根据曲线积分中的格林公式,构建了新的屈服方程,并建立了一个适合于重塑饱和软黏土的本构模型。采用MATLAB软件编写计算程序,利用新建的重塑软黏土本构模型,对所采用的重塑软黏土和文献报道的Fujinomori黏土的固结排水三轴剪切试验进行理论计算。将试验结果和理论计算结果进行对比,可得出结论：新建的本构模型理论计算结果与重塑饱和软黏土的固结排水三轴试验结果较为吻合,可以较好地描述重塑软黏土在排水条件下的强度与变形特征。

	服务

	把本文推荐给朋友
	加入我的书架
	加入引用管理器
	E-mail Alert
	RSS
	作者相关文章
	张勇
	饶淳淳
	董皇帅
	胡敏云

关键词 ：重塑软黏土, 固结排水三轴试验, 力学特性, 弹塑性, 本构模型

Abstract：The consolidated drained triaxial tests are carried out to study the mechanical properties and the deformation characteristics of reconstituted saturated soft clay under drained condition. Based on the assumption that the hardening parameter is independent of the stress path, a new yield equation is proposed by adopting the Green’s formula for curve integral. Therefore, a constitutive model is established for the reconstituted saturated soft clay. For the purpose of validation, the programming calculations by MATLAB, which take use of the new constitutive model, are compared to the test results from both the studied reconstituted soft clay and Fujinomori clay, which is reported in the literature. It is shown that the new constitutive model can describe well the strength behaviors and deformation characteristics of reconstituted saturated soft clay under drained condition. And, the theoretical calculations are in good consistence with the test results.

Key words： remolded soft clay consolidation drainage triaxial test mechanical property elastic-plasticity constitutive model

收稿日期: 2019-04-30

基金资助:国家自然科学基金项目（41302229,51878616）

通讯作者: huminyun@zjut.edu.cn

作者简介: 张勇(1981— ),男,博士,副教授,主要从事软土工程力学特性等方面的教学和科研。E-mail: zhangyong@zjut.edu.cn。

引用本文:

张勇, 饶淳淳, 董皇帅, 胡敏云. 重塑软黏土固结排水三轴试验和本构模型研究[J]. 岩土工程学报, 2019, 41(S2): 101-104. ZHANG Yong, RAO Chun-chun, DONG Huang-shuai, HU Min-yun. Consolidated drained triaxial tests and constitutive model for reconstituted soft clay. Chinese J. Geot. Eng., 2019, 41(S2): 101-104.

链接本文:

http://manu31.magtech.com.cn/Jwk_ytgcxb/CN/10.11779/CJGE2019S2026 或 http://manu31.magtech.com.cn/Jwk_ytgcxb/CN/Y2019/V41/IS2/101

[1] CHENW F, MIZUNO E.Nonlinear analysisin soil mechanics-theoryand implementation[M]. Amsterdam: Elsevier Science Publishers B V, 1990.
[2] 张学言. 土塑性力学的建立与发展[J]. 力学进展, 1989, 19(4): 485-495.
(ZHANG Xue-yan.The establishment and development of soil plastic mechanics[J]. Progress in Mechanics, 1989, 19(4): 485-495. (in Chinese))
[3] 姚仰平, 侯伟. 土的基本力学特性及其弹塑性描述[J]. 岩土力学, 2009, 30(10): 2881-2902.
(YAO Yang-ping, HOU Wei.Basic mechanical behavior of soils and their elastoplastic modeling[J]. Rock and Soil Mechanics, 2009, 30(10): 2881-2902. (in Chinese))
[4] SANDLER I S, DIMAGGLO F L, BALADI G Y.Generalized cap model for geological materials[J]. Journal of Geotechnical Engineering Division, 1976, 102(GT7): 683-699.
[5] BANARJEE P K, STIPHO A S.Associated and non-associated constitutive relations for undrained behaviour of isotropic soft-clays[J]. International Journal for Numerical and Analytical Methods in Geomechanics, 1978, 2(1): 35-56.
[6] 杨林德, 张向霞. 基于广义塑性力学的Cam-clay模型的改进[J]. 科学技术与工程, 2005, 5(18): 1282-1286.
(YANG Lin-de, ZHANG Xiang-xia.Improvement of Cam-clay model based on generalized plastic mechanics[J]. Science Technology and Engineering, 2005, 5(18): 1282-1286. (in Chinese))
[7] 陈善雄, 李剑, 姜领发, 等. 基于双曲线临界状态的改进剑桥模型及数值实现[J]. 岩土力学与工程学报, 2013, 32(11): 2325-2333.
(CHEN Shan-xiong, LI Jian, JIANG Ling-fa, et al.Improve cam-clay model based on hyper-bolic critical state and its numerical implementation[J]. Chinese journal of rock mechanics and engineering, 2013, 32(11): 2325-2333. (in Chinese) )
[8] 沈珠江. 理论土力学[M]. 北京: 水利水电出版社, 2000.
(SHEN Zhu-jiang.Theory of soil mechanics[M]. Beijing: China Water & Power Press, 2000. (in Chinese))
[9] 罗汀, 姚仰平, 侯伟. 土的本构关系[M]. 北京: 人民交通出版社, 2010.
(LUO Ting, YAO Pang-pin, HOU wei. Constitutive law of soil[M]. Beijing: China Communications Press, 2010. (in Chinese))
[10] NAKAI T, HINOKIO M.A simple elastoplastic model for normally and overconsolidated soils with unified material parameters[J]. Soils and Foundations, 2004, 44(2): 53-70.