各向异性砂土的应变局部化分析

黄茂松; 李学丰; 钱建固

各向异性砂土的应变局部化分析 English Version

黄茂松^1,2,
李学丰^1,2,
钱建固^1,2

(1. 同济大学岩土及地下工程教育部重点实验室，上海 200092；2. 同济大学地下建筑与工程系，上海 200092）

基金项目: 国家杰出青年科学基金项目（50825803）

详细信息

作者简介:
黄茂松(1965– )，男，浙江玉环人，教授，博士生导师，从事岩土工程的科研和教学工作。

中图分类号: TU443
计量
- 文章访问数: 1010
- HTML全文浏览量: 2
- PDF下载量: 642
出版历程
- 收稿日期: 2011-09-06
- 发布日期: 2012-11-13

Strain localization of anisotropic sand

(1. Key Laboratory of Geotechnical and Underground Engineering of Ministry of Education, Tongji University, Shanghai 200092, China; 2. Department of Geotechnical Engineering, Tongji University, Shanghai 200092, China)

摘要

摘要: 针对许多各向异性砂土强度和应变局部化特性，采用各向异性模型进行砂土的应变局部化分析。模型基于材料状态相关临界状态理论，采用宏细观结合的方法，将一个新的各向异性状态变量引入本构模型来描述砂土的各向异性，考虑细观组构张量和应力张量的几何关系模型即可以描述不同沉积角度三轴条件下砂土的力学特性。模型结合分叉理论可以自然解释各向异性和应变局部化对平面应变强度的影响，采用用一组模型参数可以很好模拟不同围压，不同沉积角度平面应变条件下Toyoura砂的强度特性和剪切带角度。
- 各向异性强度 /
- 砂土 /
- 细观结构 /
- 应变局部化
Abstract: Aiming at the characters of strength and strain localization of some anisotropic sand, an anisotropic constitutive model for sand with the method of macro-micro incorporation is employed to analyze the strain localization of sand. A novel anisotropic state employed in the model which is based on the critical state and state-dependent theories and the method of macro-micro incorporation describes the anisotropy of sand. In view of the relationship of fabric and stress state, the model can describe the mechanical characters of anisotropic sand under drained triaxial condition. From the view of sand microstructure, the model can explain the effect on the strength of plane strain tests when the shear band appears. One set of model constants can simulate well the strength responses and inclination angles of shear bands of Toyoura sand under different confining pressures and different bedding planes.
- anisotropic strength /
- sand /
- microstructure /
- strain localization

HTML全文

参考文献(25)

[1]	FINNO R J, HARRIS W W, VIGGIANI G. Shear bands in plane strain compression of loose sand[J]. Géotechnique, 1997, 47(1): 149–l65.
[2]	TATSUOKA F, NAKAMURA S, HUANG C C, et al. Strength anisotropy and shear band direction in plane strain tests of sand[J]. Soils and Foundations, 1990, 30(1): 35–54.
[3]	蔡正银, 李相菘. 取决于材料状态的变形局部化现象[J]. 岩石力学与工程学报, 2004, 23(4): 533–538. (CAI Zheng-yin, LI Xiang-song. State-dependent strain localization[J]. Chinese Journal of Rock Mechanics and Engineering, 2004, 23(4): 533–538. (in Chinese))
[4]	黄茂松, 钱建固. 平面应变条件下饱和土体分叉后的力学性状[J]. 工程力学, 2005, 22(1): 48–53. (HUANG Mao-song, QIAN Jian-gu. Post-bifurcation response of saturated soils under plane strain conditions[J]. Engineering Mechanics, 2005, 22(1): 48–53. (in Chinese))
[5]	ODA M. Initial fabrics and their relations to mechanical properties of granular materials[J]. Soils and Foundations, 1972, 12(1): 17–36.
[6]	ODA M. Fabric tensor and its geometrical meaning[C]// Introduction to Mechanics of Granular Materials, ODA M, IWASHITA K, eds. A. A. Balkema, Rotterdam, The Netherlands, 1999: 27–5.
[7]	ODA M, KOISHIKAWA I. Effect of strength anisotropy on bearing capacity of shallow footing in a dense sand[J]. Soils and Foundations, 1979, 19(3): 15–28.
[8]	ODA M, KOISHIKAWA I, HIGUCHI T. Experimental study on anisotropic shear strength of sand by plane strain test[J]. Soils and Foundations, 1978, 18(1): 25–38.
[9]	TATSUOKA F, SAKAMOTO M, KAWAMURA T, et al. Strength and deformation characteristics of sand in plane strain compression at extremely low pressures[J]. Soils and Foundations, 1986, 26(1): 65–84.
[10]	TATSUOKA F. Impacts on geotechnical engineering of several recent findings from laboratory stress-strain tests on geomaterials[R]. The 2000 Burmister Lecture, http: //geotle. t.u-tokyo.ac.jp/tatsuoka/lecture/Burmister00/No3.doc.
[11]	黄茂松, 扈萍, 钱建固. 基于材料状态相关砂土临界状态理论的应变局部化分析[J]. 岩土工程学报, 2008, 30(8): 1133–1139. (HUANG Mao-song, HU Ping, QIAN Jian-gu. Strain localization of sand based on a state-dependent critical state model[J]. Chinese Journal of Geotechnical Engineering, 2008, 30(8): 1133–1139. (in Chinese))
[12]	钱建固, 黄茂松. 土体应变局部化的理论解析[J]. 岩土力学, 2005, 26(3): 432–437. (QIAN Jian-gu, HUANG Mao-song, An analytical solution for criterion of onset of strain localization of soils[J]. Rock and soil Mechanics, 2005, 26(3): 432–437. (in Chinese))
[13]	HUANG Mao-song, LU Xi-lin, QIAN Jian-gu. Non-coaxial elasto-plasticity model and bifurcation prediction of shear banding in sands[J]. Internaltional Journal for Numerical and Analytical Methods in Geomechanics, 2010, 34(9): 906–919.
[14]	李学丰, 黄茂松, 钱建固. 宏细观结合的砂土各向异性破坏准则[J]. 岩石力学与工程学报, 2010, 29(9): 1885–1892. (LI Xue-feng, HUANG Mao-song, QIAN Jian-gu. Failure criterion of anisotropic sand with the method of macro-micro incorporation[J]. Chinese Journal of Rock Mechanics and Engineering, 2010, 29(9): 1885–1892. (in Chinese))
[15]	LI X S, WANG Y. Linear representation of steady-state line for sand[J]. Journal of Geotechnical and Geoenvironmental Engineering, ASCE, 1998, 124(12): 1215–1217.
[16]	BEEN K, JEFFERIES M G. A state parameter for sands[J]. Géotechnique, 1985, 35(2): 99–112.
[17]	WILLIAM K J, WARNKE E P. Constitutive model for the triaxial behavior of concrete[C]// International Association for Bridge and Structure Engineering Proceedings, Bergamo, Italy, 1975, 19: 117–131.
[18]	TOBITA Y. Contact tensor in constitutive model for granular materials[C]// Proc U.S.-Japan Seminar on Micromechanics of Granular Materials, SATAKE M, JENKINS J, eds. Elsevier, New York, 1988: 263–270.
[19]	ISHIHARA K. Liquefaction and flow failure during earthquakes[J]. Géotechnique, 1993, 43(3): 351–415.
[20]	YANG Z X, LI X S, YANG J. Quantifying and modelling fabric anisotropy of granular soils[J]. Géotechnique, 2008, 58(4): 237–248.
[21]	LI X S, DAFALIAS Y F. Dilatancy for cohesionless soils[J]. Géotechnique, 2000, 50(4): 449–460.
[22]	GAJO A, MUIR Wood D. A kinematic hardening constitutive model for sands: the multiaxial formulation[J]. Int J Numer Analyt Method Geomech, 1999, 23: 925–965.
[23]	LAM W K, TATSUOKA M. Effect of initial anisotropic fabric and ?2 on strength and deformation characteristics of sand[J]. Soils and Foundations, 1988, 28(1): 89–106.
[24]	黄茂松, 李学丰, 贾苍琴. 基于材料状态相关理论的砂土双屈服面模型[J]. 岩土工程学报, 2010, 31(11): 1764–1771. (HUANG Mao-song, LI Xue-feng, JIA Cang-qin. A double yield surface constitutive model for sand based on state-dependent critical state theory[J]. Chinese Journal of Geotechnical Engineering, 2010, 31(11): 1764–1771. (in Chinese))
[25]	ABELEV A V, LADE P V. Effects of cross-anisotropy on three-dimensional behavior of sand I: Stress-strain behavior and shear banding[J]. Journal of Engineering Mechanics, ASCE, 2003, 129(2): 160–166.

施引文献(13)

期刊类型引用(5)

1.	仉文岗，胡鑫芸，章润红，陈春霞，黎泳钦，叶文煜，张智超，陈荣淋. 各向异性黏土中的深基坑开挖单撑失效数值模拟研究（英文）. Journal of Central South University. 2023(12): 4168-4181 . 百度学术
2.	张京伍，张海洋，李明东，邹白涛，李衍翔. 基坑抗隆起稳定性研究新进展. 科学技术与工程. 2022(29): 12695-12705 . 百度学术
3.	张永雨，孙玉永. 河南某基坑失稳原因分析及应急方案. 矿产勘查. 2021(05): 1250-1255 . 百度学术
4.	王海东，李林峰，魏军，李海侠，张小凌，时俊，杨帅. 丘陵地带深基坑支护方案设计. 建筑机械化. 2019(02): 56-57 . 百度学术
5.	周建，蔡露，罗凌晖，应宏伟. 各向异性软土基坑抗隆起稳定极限平衡分析. 岩土力学. 2019(12): 4848-4856+4872 . 百度学术