[1] Seyedeh Fateme Faraji, Wu Qixin, Zheng Junjie,. True triaxial behavior of sandy soils under both drained and undrained conditions: A discrete element perspective [J]. Journal of Southeast University (English Edition), 2024, 40 (4): 336-345. [doi:10.3969/j.issn.1003-7985.2024.04.002]

Copy

True triaxial behavior of sandy soils under both drained and undrained conditions: A discrete element perspective()

Share：

Journal of Southeast University (English Edition)[ISSN:1003-7985/CN:32-1325/N]

Volumn:

40

Issue:

2024 4

Page:

336-345

Research Field:

Civil Engineering

Publishing date:

2024-12-03

Info

Title:

True triaxial behavior of sandy soils under both drained and undrained conditions: A discrete element perspective

Author(s):

Seyedeh Fateme Faraji¹;  Wu Qixin²;  Zheng Junjie¹

¹School of Civil and Hydraulic Engineering, Huazhong University of Science and Technology, Wuhan 430074, China
²School of Civil Engineering, Wuhan University, Wuhan 430072, China

Keywords:

granular materials;  true triaxial test;  discrete element method;  fabric evolution

PACS:

TU431

DOI:

10.3969/j.issn.1003-7985.2024.04.002

Abstract:

An advanced discrete element servomechanism that can simultaneously and independently control the evolution equations of six stress and strain components without introducing severe stress concentration is implemented. Such a comprehensive series of discrete element method simulations of both drained and undrained behavior of transversely isotropic sandy soils are successfully conducted in the true triaxial setting. During the simulation process, the evolution patterns of the load-bearing structure of the granular specimen are tracked using a contact-normal-based fabric tensor. The simulation results show that sandy soils exhibit more significant non-coaxiality between the loading direction and the major principal direction of the fabric tensor under extension than under compression. Therefore, the fabric of the sandy soils under extension has a stronger tendency to evolve toward the loading direction than that under compression, causing a more significant disturbance to the load-bearing structure. Consequently, compared with the extension loading condition, the transversely isotropic specimen under compression exhibits a higher shear strength and stronger dilatancy under drained conditions and a stronger liquefaction resistance under undrained conditions.

References:

[1] Barreto D, O’Sullivan C. The influence of inter-particle friction and the intermediate stress ratio on soil response under generalized stress conditions [J].Granular Matter, 2012, 14: 505-521. DOI: 10.1007/s10035-012-0354-z.
[2] Ochiai H, Lade P V. Three-dimensional behavior of sand with anisotropic fabric [J].Journal of Geotechnical Engineering, 1983, 109(10): 1313-1328. DOI: 10.1061/(ASCE)0733-9410(1983)109:10(1313).
[3] Oda M. The mechanism of fabric changes during compressional deformation of sand [J].Soils and Foundations, 1972, 12(2): 1-18. DOI: 10.3208/sandf1972.12.1.
[4] Wang Q, Lade P V. Shear banding in true triaxial tests and its effect on failure in sand [J].Journal of Engineering Mechanics, 2001, 127(8): 754-761.DOI: 10.1061/(ASCE)0733-9399(2001)127:8(754).
[5] Liang M, Ping H. True triaxial tests and strength characteristics study on silty sand [C] //Proceedings of the 2017 2nd International Conference on Test, Measurement and Computational Method. Beijing, China, 2017: 131-135.
[6] Lade P V, Abelev A V. Effects of cross anisotropy on three-dimensional behavior of sand. Ⅱ: Volume change behavior and failure [J].Journal of Engineering Mechanics, 2003, 129(2): 167-174. DOI: 10.1061/(ASCE)0733-9399(2003)129:2(167).
[7] Sazzad M M, Suzuki K. Density dependent macro-micro behavior of granular materials in general triaxial loading for varying intermediate principal stress using DEM [J].Granular Matter, 2013, 15: 583-593. DOI: 10.1007/s10035-013-0422-z.
[8] Huang X, Hanley K J, O’Sullivan C, et al. DEM analysis of the influence of the intermediate stress ratio on the critical-state behavior of granular materials [J].Granular Matter, 2014, 16: 641-655. DOI: 10.1007/s10035-014-0520-6.
[9] Anandarajah A. Critical state of granular materials based on the sliding-rolling theory [J].Journal of Geotechnical and Geoenvironmental Engineering, 2008, 134(1): 125-135. DOI: 10.1061/(ASCE)1090-0241(2008)134:1(125).
[10] 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. DOI: 10.3208/sandf1972.26.65.
[11] Ng T T. Macro-and micro-behaviors of granular materials under different sample preparation methods and stress paths [J]. International Journal of Solids and Structures, 2004, 41(21): 5871-5884. DOI: 10.1016/j.ijsolstr.2004.05.050.
[12] Lade P V, Nam J, Hong W P. Shear banding and cross-anisotropic behavior observed in laboratory sand tests with stress rotation [J].Canadian Geotechnical Journal, 2008, 45(1): 74-84. DOI: 10.1139/T07-058.
[13] Shi W C, Zhu J G, Chiu C F, et al. Strength and deformation behavior of coarse-grained soil by true triaxial tests [J].Journal of Central South University of Technology, 2010, 17(5): 1095-1102. DOI: 10.1007/s11771-010-0602-5.
[14] Sivathayalan S, Logeswaran P. Experimental assessment of the response of sands under shear-volume coupled deformation [J].Canadian Geotechnical Journal, 2008, 45(9): 1310-1323. DOI: 10.1139/T08-057.
[15] Xiao Y, Sun Y, Liu H, et al. Critical state behaviors of a coarse granular soil under generalized stress conditions [J].Granular Matter, 2016, 18: 1-13. DOI: 10.1007/s10035-016-0623-3.
[16] Abelev A V, Lade P V. Characterization of failure in cross-anisotropic soils [J].Journal of Engineering Mechanics, 2004, 130(5): 599-606. DOI: 10.1061/(ASCE)0733-9399(2004)130:5(599).
[17] Lade P V. Elasto-plastic stress-strain theory for cohesionless soil with curved yield surfaces [J].International Journal of Solids and Structures, 1977, 13(11): 1019-1035. DOI: 10.1016/0020-7683(77)90073-7.
[18] Yoshimine M, Ishihara K, Vargas W. Effects of principal stress direction and intermediate principal stress on undrained shear behavior of sand [J].Soils and Foundations, 1998, 38(3): 179-188. DOI: 10.3208/sandf.38.3_179
[19] Yamada Y, Ishihara K. Undrained deformation characteristics of loose sand under three-dimensional stress conditions [J].Soils and Foundations, 1981, 21(1): 97-107. DOI:10.3208/sandf1972.21.97.
[20] Liu W, Gao Y. Discrete element modeling of migration and evolution rules of coarse aggregates in static compaction [J].Journal of Southeast University(English Edition), 2016, 32: 85-92. DOI: 10.3969/j.issn.1003-7985.2016.01.015.
[21] Xie Y H, Yang Z X, Barreto D, et al. The influence of particle geometry and the intermediate stress ratio on the shear behavior of granular materials [J].Granular Matter, 2017, 19: 1-13. DOI: 10.1007/s10035-017-0723-8.
[22] Foroutan T, Mirghasemi A A. CFD-DEM model to assess stress-induced anisotropy in undrained granular material [J].Computers and Geotechnics, 2020, 119: 103318. DOI: 10.1016/j.compgeo.2019.103318.
[23] Foroutan T, Mirghasemi A A. Use of CFD-DEM to evaluate the effect of intermediate stress ratio on the undrained behaviour of granular materials [J].Advanced Powder Technology, 2022, 33(3): 103507. DOI: 10.1016/j.apt.2021.11.015.
[24] Lashkari A, Latifi M. A non-coaxial constitutive model for sand deformation under rotation of principal stress axes [J].International Journal for Numerical and Analytical Methods in Geomechanics, 2008, 32(9): 1051-1086. DOI: 10.1002/nag.659.
[25] Li X S, Dafalias Y F. Anisotropic critical state theory: Role of fabric [J].Journal of Engineering Mechanics, 2012, 138(3): 263-275. DOI: 10.1061/(ASCE)EM.1943-7889.0000324.
[26] Yang Z, Liao D, Xu T. A hypoplastic model for granular soils incorporating anisotropic critical state theory [J].International Journal for Numerical and Analytical Methods in Geomechanics, 2020, 44(6): 723-748. DOI: 10.1002/nag.3025.
[27] Itasca Consulting Group, Inc. PFC manual, version 5.0 [EB/OL].(2019-06-18)[2024-05-10].http://itascacg.com/software/downloads/pfc-5-00-update.
[28] Cundall P A. A discrete numerical model for granular assemblies [J].Geotechnique, 1979, 29: 47-65. DOI: 10.1680/geot.1979.29.1.47.
[29] Jiang M J, Konrad J M, Leroueil S. An efficient technique for generating homogeneous specimens for DEM studies [J].Computers and Geotechnics, 2003, 30(7): 579-597. DOI: 10.1016/S0266-352X(03)00064-8.
[30] Li X, Yu H S, Li X S. A virtual experiment technique on the elementary behavior of granular materials with discrete element method [J].International Journal for Numerical and Analytical Methods in Geomechanics, 2013, 37(1): 75-96. DOI: 10.1002/nag.1093.
[31] Wu Q, Yang Z. Unified discrete-element approach applying arbitrary undrained loading paths in element testing for granular soils [J].International Journal for Numerical and Analytical Methods in Geomechanics, 2023, 47(1): 3-22. DOI: 10.1002/nag.3458.
[32] Wu Q, Yang Z. Novel undrained servomechanism in discrete-element modeling and its application in multidirectional cyclic shearing simulations [J].Journal of Engineering Mechanics, 2021, 147(3): 04020155. DOI: 10.1061/(ASCE)EM.1943-7889.0001896.
[33] Zhao X L. Analysis of granular assembly deformation using discrete element method [J].Journal of Southeast University(English Edition), 2010, 26(4): 608-613. DOI:10.3969/j.issn.1003-7985.2010.04.022.
[34] Kanatani K I. Distribution of directional data and fabric tensors [J].International Journal of Engineering Science, 1984, 22(2): 149-164. DOI: 10.1016/0020-7225(84)90090-9.

Memo

Memo:

Biographies: Seyedeh Fateme Faraji(1986—), female, Ph.D. candidate; Zheng Junjie(corresponding author), male, doctor, professor, zhengjj@hust.edu.cn.
Foundation items: The National Natural Science of China(No. 52208366), the Department of Science and Technology of Hubei Province(No. 2023AFB578).
Citation: Seyedeh Fateme Faraji, Wu Qixin, Zheng Junjie. True triaxial behavior of sandy soils under both drained and undrained conditions: A discrete element perspective[J].Journal of Southeast University(English Edition), 2024, 40(4):336-345.DOI:10.3969/j.issn.1003-7985.2024.04.002.

Common functions