基于双曲线临界状态的改进剑桥模型及数值实现

摘要
图/表
参考文献
相关文章 (0)

全文: PDF (705 KB) HTML (1 KB)
输出: BibTeX | EndNote (RIS)

摘要针对传统剑桥模型不能很好反映重塑黏土力学及临界强度特性的缺陷，在试验研究的基础上，对其临界状态进行改进。不排水三轴试验发现，重塑黏土的临界状态线表现为双曲线的形态，因此，将双曲线临界状态与剑桥模型相结合，建立改进的剑桥模型，并在FLAC3D程序中进行二次开发。同时针对FLAC3D中对塑性因子算法较为繁琐的问题，引入牛顿–辛普森迭代法进行改进。最后，运用改进的剑桥模型对不同压实度土样进行三轴数值模拟试验。结果表明：改进的剑桥模型能较好地反映重塑土体的力学特性，改进后的算法计算精度较高，执行效率较好。

	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 ：土力学；重塑黏土；改进的剑桥模型；双曲线临界状态；FLAC3D二次开发；牛顿&ndash, 辛普森迭代法

Abstract：Aiming at the defects that the Cam-clay model cannot reflect the mechanics and strength characteristics of the remolded clay，based on the test research，the critical state line is improved. Through the undrained triaxial test，it is found that the critical state line of the remolded unsaturated clay has a shape of hyperbola. Therefore，the improved Cam-clay model is established based on the combination of hyperbolic critical state and the traditional Cam-clay model，and its secondary development is carried out in FLAC3D program. At the same time，Newton-Simpson iterative method is used to improve the relatively complex algorithm for plastic factor in FLAC3D. Finally，three axis numerical simulation tests on soil samples with different compactness are carried out using the improved Cam-clay model. The results show that，the mechanics characteristics of remolded unsaturated soil can be well reflected by the improved Cam-clay model；and the improved algorithm has higher precision and better performance.

Key words： soil mechanics remolded clay improved Cam-clay model hyperbolic critical state secondary development in FLAC3D Newton-Simpson iterative method

收稿日期: 2013-05-20

引用本文:

陈善雄，李剑，姜领发，陆定杰. 基于双曲线临界状态的改进剑桥模型及数值实现[J]. 岩石力学与工程学报, 2013, 32(11): 2325-2333.
CHEN Shanxiong，LI Jian，JIANG Lingfa，LU Dingjie. IMPROVED CAM-CLAY MODEL BASED ON HYPERBOLIC CRITICAL STATE AND ITS NUMERICAL IMPLEMENTATION. , 2013, 32(11): 2325-2333.

链接本文:

https://rockmech.whrsm.ac.cn/CN/Y2013/V32/I11/2325

[1] 李广信. 高等土力学[M]. 北京：清华大学出版社，2004：69–79.(LI Guangxin. Advanced soil mechanics[M]. Beijing：Tsinghua University Press，2004：69–79.(in Chinese)) [2] DAFALIAS L，YANNIS F. Bounding surface plasticity. I：Mathematical foundation and hypoplasticity[J]. Journal of Engineering Mechanics，1986，112(9)：966–987. [3] DAFALIAS L，HERRMANN Y. Bounding surface plasticity. II：Application to isotropic cohesive soils[J]. Journal of Engineering Mechanics，1986，112(21)：1 263–1 291. [4] BORJA R I，LEE S R. Cam-clay plasticity，part 1：Implicit integration of elastoplastic constitutive relations[J]. Computer Methods in Applied Mechanics and Engineering，1990，78(1)：49–72. [5] 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. [6] 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. [7] BORJA R I，LIN C，MONTÁNS F J. Cam-Clay plasticity，Part IV：Implicit integration of anisotropic bounding surface model with nonlinear hyperelasticity and ellipsoidal loading function[J]. Computer Methods in Applied Mechanics and Engineering，2001，190(26/27)：3 293–3 323. [8] CARTER J P，BOOKER J R，WROTH C P. A critical state soil model for cyclic loading[C]// Soil Mechanics-transient and Cyclic Loading. [S.l.]：[s.n.]，1982：219–252. [9] CARTER J P，BOOKER J R，WROTH C P. Copeton application of a critical state soil model to cyclic triaxial tests[M]. Wellington，NZ：[s.n.]，1980：104–110. [10] 袁克阔，陈卫忠，于洪丹，等. 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)：1 574–1 579.(YUAN Kekuo，CHEN Weizhong，YU Hongdan，et al. Modified Cam-clay model considering cohesion and S-D effect and its numerical implementation[J]. Chinese Journal of Rock Mechanics and Engineering，2012，31(8)：1 574–1 579.(in Chinese)) [11] KOHLER R，HOFSTETTER G. A cap model for partially saturated soils[J]. International Journal for Numerical and Analysical Methods in Geomechanics，2008，32(8)：981-1004. [12] 连镇营，韩国城，姚仰平. 基于SMP准则的改进剑桥模型及其在基坑工程中的应用[J]. 大连理工大学学报，2002，42(1)：93–97.(LIAN Zhenying，HAN Guocheng，YAO Yangping. Revised Cam- clay model based on SMP criterion and its application to foundation engineering[J]. Journal of Dalian University of Technology，2002，42(1)：93–97.(in Chinese)) [13] 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)) [14] 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)) [15] 关云飞，高峰，赵维炳，等. ANSYS软件中修正剑桥模型的二次开发[J]. 岩土力学，2010，31(3)：976–980.(GUAN Yunfei，GAO Feng，ZHAO Weibing，et al. Secondary development of modified Cambridge model in ANSYS software[J]. Rock and Soil Mechanics，2010，31(3)：976–980.(in Chinese)) [16] 郑颖人，孔亮. 岩土塑性力学[M]. 北京：中国建筑工业出版社，2010：150–153.(ZHENG Yingren，KONG Liang. Geotechnical plastic mechanics[M]. Beijing：China Architecture and Building Press，2010：150–153.(in Chinese)) [17] 陈瑜瑶，郑颖人. 关于如何确定屈服面的探讨[J]. 岩石力学与工程学报，2001，20(增1)：882–885.(CHEN Yuyao，ZHENG Yingren. Study of yield surface[J]. Chinese Journal of Rock Mechanics and Engineering，2001，20(Supp.1)：882–885.(in Chinese))