考虑黏聚特性和拉压不等效应的修正剑桥模型及数值实现

摘要
图/表
参考文献
相关文章 (15)

全文: PDF (277 KB) HTML (1 KB)
输出: BibTeX | EndNote (RIS)

摘要针对修正剑桥模型不能反映岩土介质黏聚特性和拉压不等效应的局限性，通过子午面上考虑黏聚力、偏平面上考虑应力罗德角的影响，建立可考虑黏聚力与拉压不等效应的非相关联修正剑桥模型；较系统地介绍所修正模型的Euler向后隐式本构积分算法及程序实现过程。应用ABAQUS软件所提供的用户材料子程序UMAT接口，编制改进修正剑桥模型本构子程序，并运用所编程序研究比利时Boom clay的三轴压缩力学行为。研究结果表明，所编子程序具有较高的计算精度和良好的稳定性，所改进模型能较好地反映Boom clay的非线性与塑性流动特性。

	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

关键词 ：岩石力学, 拉压不等效应, 修正剑桥模型, 本构积分算法, 用户自定义子程序UMAT

Abstract：Due to the conventional modified Cam-clay model can not describe the cohesion properties and different yield strengths in tension and compression performance (S-D effect for short) for geotechnical materials，a modified Cam-clay model with non-associated flow rule is established considering S-D effect on deviatoric plane and cohesion on meridian plane. The main contents of implicit constitutive integration algorithm for the improved model and its implementation procedure are discussed systematically. Based on the platform of software ABAQUS，the user-defined material subroutine UMAT interface is developed to generate corresponding constitutive subroutine of the modified Cam-clay model. Meanwhile，the numerical simulation of triaxial compression test on Belgium Boom clay is implemented. The study result shows that the improved constitutive model and the UMAT subroutine have higher calculation accuracy and good stability，which could effectively depict the nonlinear and plastic flow characteristics of Belgium Boom clay.

Key words： rock mechanics S-D effect modified Cam-clay model constitutive integration algorithm user-defined subroutine UMAT

收稿日期: 2012-04-16

引用本文:

袁克阔1，陈卫忠1，2，于洪丹1，谭贤君1，赵武胜1，李香玲3. 考虑黏聚特性和拉压不等效应的修正剑桥模型及数值实现[J]. 岩石力学与工程学报, 2012, 31(8): 1574-1579.
YUAN Kekuo1，CHEN Weizhong1，2，YU Hongdan1，TAN Xianjun1，ZHAO Wusheng1，LI Xiangling3. MODIFIED CAM-CLAY MODEL CONSIDERING COHESION AND S-D EFFECT AND ITS NUMERICAL IMPLEMENTATION. , 2012, 31(8): 1574-1579.

链接本文:

http://www.rockmech.org/CN/Y2012/V31/I8/1574

[1]	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)：2 881-2 901.(YAO Yangping，HOU Wei. Basic mechanical behavior of soils and their elastoplastic modeling[J]. Rock and Soil Mechanics，2009，30(10)：2 881-2 901.(in Chinese)) " target="_blank">
[3]	BORJA R I. Cam-clay plasticity，part II：implicit integration of constitutive equation based on a nonlinear elastic stress predictor[J]. Computer Methods in Applied Mechanics and Engineering，1991，88(2)：225-240. " target="_blank">
[5]	BORJA R I. Cam-clay plasticity，part V：a mathematical framework for three-phase deformation and strain localization analyses of partially saturated porous media[J]. Computer Methods in Applied Mechanics and Engineering，2004，193(48/49/50/51)：5 301-5 338. " target="_blank">
[8]	CARTER J P，BOOKER J R，WROTH C P. A critical state soil model for cyclic loading[C]// Soil Mechanics—Transient and Cylic Loading. [S.l.]：[s.n.]，1982：219-252. " target="_blank">
[12]	张锋. 计算土力学[M]. 北京：人民交通出版社，2007：31. (ZHANG Feng. Computational soil mechanics[M]. Beijing：China Communications Press，2007：31.(in Chinese)) " target="_blank">
[13]	SHENG D C，SLOAN S W. Load stepping schemes for critical state models[J]. International Journal for Numerical Methods in Engineering，2001，50：67-93. " target="_blank">
[15]	HUANG J S，GRIFFITHS D V. Observations on return mapping algorithms for piecewise linear yield criteria[J]. International Journal of Geomechanics Mechanics，2008，8(4)：253-265. " target="_blank">
[2]	BORJA R I，LEE S R. Cam-clay plasticity，part I：implicit integration of elastoplastic constitutive relations[J]. Computer Methods in Applied Mechanics and Engineering，1990，78(1)：49-72. " target="_blank">
[4]	BORJA R I，TAMAGNINI C. Cam-clay plasticity，part III：extension of the infinitesimal model to include finite strains[J]. Computer Methods in Applied Mechanics and Engineering，1998，155(1/2)：73-95. " target="_blank">
[6]	孙德安，姚仰平，殷宗泽. 初始应力各向异性土的弹塑性模型[J]. 岩土力学，2000，21(3)：222-226.(SUN De?an，YAO Yangping，YIN Zongze. An elastoplastic model for soil with initially stress- induced anisotropy[J]. Rock and Soil Mechanics，2000，21(3)：222-226.(in Chinese)) " target="_blank">
[7]	LIU M D，CARTER J P. A structured Cam-clay model[J]. Canadian Geotechnical Journal，2002，39(6)：1 313-1 332. " target="_blank">
[9]	范庆来，栾茂田，杨庆. 修正剑桥模型的隐式积分算法在ABAQUS中的数值实施[J]. 岩土力学，2008，29(1)：269-273.(FAN Qinglai，LUAN Maotian，YANG Qing. Numerical implementation of implicit integration algorithm for modified Cam-clay model in ABAQUS[J]. Rock and Soil Mechanics，2008，29(1)：269-273.(in Chinese)) " target="_blank">
[10]	范庆来，栾茂田，倪宏革. 循环荷载作用下软基上大圆筒结构弹塑有效应力分析[J]. 水利学报，2008，39(7)：836-842.(FAN Qinglai，LUAN Maotian，NI Hongge. Elastoplastic effective stress analysis of soft soil foundation of large-diameter cylindrical structure subjected to cyclic loading[J]. Journal of Hydraulic Engineering，2008，39(7)：836-842.(in Chinese)) " target="_blank">
[16]	SIMO J C，TAYLOR R L. Consistent tangent operators for rate-independent elastoplasticity[J]. Computer Methods in Applied Mechanics and Engineering，1985，48(1)：101-118. " target="_blank">
[17]	SHENG D，SLOAN S W，YU H S. Aspects of finite element implementation of critical state models[J]. Computational Mechanics，2000，(6)：185-196. " target="_blank">
[11]	KOHLER R，HOFSTETTER G. A cap model for partially saturated soils[J]. International Journal for Numerical and Analytical Methods in Geomechanics，2008，32(8)：981-1 004. " target="_blank">
[18]	于洪丹. Boom clay渗流-应力耦合长期力学特性研究[博士学位论文][D]. 武汉：中国科学院武汉岩土力学研究所，2010.(YU Hongdan. Study on long-term hydro-mechanical coupled behavior of Belgium Boom clay[Ph. D. Thesis][D]. Wuhan：Institute of Rock and Soil Mechanics，Chinese Academy of Sciences，2010.(in Chinese)) " target="_blank">
[14]	康国政. 非弹性本构理论及其有限元实现[M]. 成都：西南交通大学出版社，2010：78-100.(KANG Guozheng. Inelastic constitutive theory and its finite element implementation[M]. Chengdu：Southwest Jiaotong University Press，2010：78-100.(in Chinese)) " target="_blank">