三轴剪切下砂土应变局部化宏微观特性演化规律离散元分析

doi:10.13722/j.cnki.jrme.2023.0188

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摘要探究土体变形和剪切带空间演化特征对于评估岩土结构的稳定性具有重要意义。使用离散元法模拟砂土在柔性边界下三轴剪切试验，分析剪切带内外的宏微观特性演化规律，探究砂土应变局部化的宏微观跨尺度联系。首先，在离散元模拟中使用考虑颗粒形状影响的三维完整接触模型；随后，在三轴模拟中使用柔性边界代替刚性边界以保证剪切带的充分发展；最后，与已有试验进行对比验证模拟有效性，并从宏微观关联角度对其结果进行分析。结果表明：使用考虑颗粒形状影响的三维完整接触模型及柔性边界的三轴离散元模拟可以较好的再现净砂试样的应力–应变和体积响应及剪切带的发展过程；剪切带内外部的平均纯转动率(APR)值、孔隙率、力学配位数、各向异性系数等宏微观特征差异明显；随着轴向位移的增加，带内APR值、孔隙率均大于带外而力学配位数带外大于带内；剪切带内局部孔隙率及各项异性对试样整体孔隙演化和各向异性有重要影响。

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	王思远1
	蒋明镜2
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关键词 ：土力学, 离散元模拟, 柔性边界, 应变局部化, 三轴压缩, 宏微观特性

Abstract：It is very important for evaluating the instability of geotechnical structures to investigate soil deformation and the spatial evolution of shear bands. For this aim，this paper employs the distinct element method(DEM) to simulate conventional triaxial tests on sand with flexible boundaries，analyzes the evolution of macroscopic and microscopic characteristics within and outside the shear bands，and tries to establish an upscale association between the macro and micro behaviors. Firstly，the DEM employed a complete microscopic contact model that accounts for the effect of particle shape on the macro-mechanical response by incorporating rolling and twisting resistances. Secondly，a flexible membrane boundary was used in the simulations of triaxial compression tests to enable the complete development of the shear band. Finally，the DEM simulation results were compared with the experimental results available，and analyzed from the macro and micro viewpoints. The DEM results indicate that the employment of the complete contact model and flexible boundaries is able to accurately reproduces stress-strain and volume responses of the sand sample and capture the evolution of the shear band in the simulations. There are significant differences in the average particle rotation rate(APR)，porosity，mechanical average coordination numbers，and anisotropy coefficients within and outside shear bands. With the increase of axial strain，the APR and porosity inside the shear band are larger than the outside，on the contrary，the mechanical average coordination number outside the shear band is greater than the inside. In addition，the local porosity and anisotropy within the shear band have significant influences on the global evolution of void and anisotropy in the sand sample.

Key words： soil mechanics DEM simulation flexible membrane strain localization triaxial compression macro and micro characteristics

引用本文:

王思远1，蒋明镜2，3，4，石安宁1. 三轴剪切下砂土应变局部化宏微观特性演化规律离散元分析[J]. 岩石力学与工程学报, 2024, 43(S1): 3586-3596.
WEANG Siyuan1，JIANG Mingjing2，3，4，SHI Anning1. Discrete element analysis of the evolution of macro and micro characteristics of strain localization in the sand under triaxial shear. , 2024, 43(S1): 3586-3596.

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https://rockmech.whrsm.ac.cn/CN/10.13722/j.cnki.jrme.2023.0188 或 https://rockmech.whrsm.ac.cn/CN/Y2024/V43/IS1/3586

[1] JIANG Y，WANG G，KAMAI T，et al. Effect of particle size and shear speed on frictional instability in sheared granular materials during large shear displacement[J]. Engineering Geology，2016，210：93–102.
[2] WU Z X，YANG Y. Critical state for anisotropic granular materials：a discrete element perspective[J]. International Journal of Geomechanics，2017，17(2)：4016054.
[3] YANG X，MENG M Q，CHEN Q S，et al. Friction and dilatancy angles of granular soils incorporating effects of shearing modes[J]. International Journal of Geomechanics，2018，18(11)：6018027.
[4] AMON A，NGUYEN T B. Experimental study of shear band formation：Bifurcation and localization[J]. Europhys Letters，2016，116(2)：28007.
[5] 蒋明镜. 现代土力学研究的新视野——宏微观土力学[J]. 岩土工程学报，2019，41(2)：195–254.(JIANG Mingjing. New paradigm for modern soil mechanics：Geomechanics from micro to macro[J]. Chinese Journal of Geotechnical Engineering，2019，41(2)：195–254.(in Chinese))
[6] 蔡正银，李相菘. 无黏性土中剪切带的形成过程[J]. 岩土工程学报，2003，25(2)：129–134.(CAI Zhengying，LI Xiangsong. Formation of shear band in cohesionless soils[J]. Chinese Journal of Geotechnical Engineering，2003，25(2)：129–134.(in Chinese))
[7] 徐连民，朱合华，中井照夫，等. 超固结黏土的剪切带数值模拟[J]. 岩土力学，2006，27(1)：61–66.(XU Lianmin，ZHU Hehua，NAKAI Teruo，et al. Numerical simulation of shear band in overconsolidated clay[J]. Rock and Soil Mechanics，2006，27(1)：61–66.(in Chinese))
[8] DENG Y，YILMAZ Y，GOKCE A，et al. Influence of particle size on the drained shear behavior of a dense fluvial sand[J]. Acta Geotechnica，2021，16(7)：2 071–2 088.
[9] WAKINDIKI I I C，HUR B M. Soil mineralogy and texture effects on crust micromorphology infiltration[J]. Soil Science Society of America Journal，2002，3(66)：897–905.
[10] LI P，XIE W，PAK R Y S，et al. Microstructural evolution of loess soils from the Loess Plateau of China[J]. Catena，2019，173：276–288.
[11] KETCHAM R A，CARLSON W D，MARSCHALLINGER R，et al. Acquisition，optimization and interpretation of X-ray computed tomographic imagery；applications to the geosciences[J]. Computers and Geosciences，2001，27(4)：381–400.
[12] LI X，ZHANG L M. Characterization of dual-structure pore-size distribution of soil[J]. Canadian Geotechnical Journal，2009，46(2)：129–141.
[13] TANG H，DU T，ZHANG L，et al. A plane strain testing apparatus characterized by flexible loading and noncontact deformation measurement and its application to the study of shear band failure of sand[J]. International Journal of Distributed Sensor Networks，2018，14(9)：1550147718799042.
[14] RATTEZ H，SHI Y Z，SAC M，et al. Effect of grain size distribution on the shear band thickness evolution in sand[J]. Geotechnique，2022，72(4)：350–363.
[15] KWAK T Y，PARK K H，KIM J，et al. Shear band characterization of clayey soils with particle image velocimetry[J]. Applied Sciences，2020，10(3)：1 139.
[16] SOLTANBEIGI B，ALTUNBAS A，CINICIOGLU O. Influence of dilatancy on shear band characteristics of granular backfills[J]. European Journal of Environmental and Civil Engineering，2021，25(7)：1 201–1 218.
[17] IMSEEH W H，ALSHIBLI K A，AL-RAOUSH R I. Discrepancy in the critical state void ratio of poorly graded sand due to shear strain localization[J]. Journal of Geotechnical and Geoenvironmental Engineering，2020，146(8)：04020066.
[18] AMIRRAHMAT S，DRUCKREY A M，ALSHIBLI K A，et al. Micro shear bands：Precursor for strain localization in sheared granular materials[J]. Journal of Geotechnical and Geoenvironmental Engineering，2019，145(2)：04018104.
[19] DRUCKREY A M，ALSHIBLI K A，AL-RAOUSH R I. Discrete particle translation gradient concept to expose strain localisation in sheared granular materials using 3D experimental kinematic measurements[J]. Géotechnique，2018，68(2)：162–170.
[20] DESRUES J，ANDÒ E. Strain localisation in granular media[J]. Comptes Rendus Physique，2015，16(1)：26–36.
[21] WIEBICKE M，ANDÒ E，VIGGIANI G，et al. Measuring the evolution of contact fabric in shear bands with X-ray tomography[J]. Acta Geotechnica，2020，15(1)：79–93.
[22] CHENG Z，WANG J. Investigation of the fabric evolution and the stress-transmission behaviour of sands based on X-ray μCT images[J]. Advanced Powder Technology，2019，30(9)：1 858–1 869.
[23] CHENG Z，WANG J. Experimental investigation of inter-particle contact evolution of sheared granular materials using X-ray micro-tomography[J]. Soils and Foundations，2018，58(6)：1 492–1 510.
[24] LIU J，NICOT F，ZHOU W. Sustainability of internal structures during shear band forming in 2D granular materials[J]. Powder technology，2018，338：458–470.
[25] KRUYT N P，ROTHENBURG L. A micromechanical study of dilatancy of granular materials[J]. Journal of the Mechanics and Physics of Solids，2016，95：411–427.
[26] TIAN J，LIU E. Effect of particle shape on micro-and mesostructure evolution of granular assemblies under biaxial loading conditions[J]. Comptes Rendus Mécanique，2018，346(12)：1 233–1 252.
[27] MA G，ZHOU W，CHANG X，et al. Formation of shear bands in crushable and irregularly shaped granular materials and the associated microstructural evolution[J]. Powder Technology，2016，301：118–130.
[28] HAZEGHIAN M，SOROUSH A. DEM-aided study of Coulomb and Roscoe theories for shear band inclination[J]. Acta Geotechnica，2022，17(8)：3 357–3 375.
[29] YANG P，KAVAZANJIAN E，NEITHALATH N. Particle-scale mechanisms in undrained triaxial compression of biocemented sands：Insights from 3D DEM simulations with flexible boundary[J]. International Journal of Geomechanics，2019，19(4)：04019009.
[30] TIAN J，LIU E，HE C. Shear band analysis of granular materials considering effects of particle shape[J]. Acta Mechanica，2020，231(11)：4 445–4 461.
[31] WU K，LIU S，SUN W，et al. DEM study of the shear behavior and formation of shear band in biaxial test[J]. Advanced Powder Technology，2020，31(4)：1 431–1 440.
[32] TANG H，ZHANG X，JI S. Discrete element analysis for shear band modes of granular materials in triaxial tests[J]. Particulate Science and Technology，2017，35(3)：277–290.
[33] 钱建固，黄茂松. 轴对称状态下土体剪切带触发形成的分叉理论[J]. 岩土工程学报，2003，25(4)：400–404.(QIAN Jiangu，HUANG Maosong. Bifurcation of soils at inception of shear band under axisymmetric conditions[J]. Chinese Journal of Geotechnical Engineering，2003，25(4)：400–404.(in Chinese))
[34] JIANG M J，SHEN Z F，WANG J. A novel three-dimensional contact model for granulates incorporating rolling and twisting resistances[J]. Computers and Geotechnics，2015，65：147–163.
[35] MEHMET B C，ALSHIBLI K A. 3D analysis of kinematic behavior of granular materials in triaxial testing using DEM with flexible membrane boundary[J]. Acta Geotechnica，2014，9(2)：287–298.
[36] ZHANG J Q，WANG X，YIN Z Y，et al. DEM modeling of large-scale triaxial test of rock clasts considering realistic particle shapes and flexible membrane boundary[J]. Engineering Geology，2020，279：105871.
[37] LI Z，WANG Y H，MA C H，et al. Experimental characterization and 3D DEM simulation of bond breakages in artificially cemented sands with different bond strengths when subjected to triaxial shearing[J]. Acta Geotechnica，2017，12(5)：987–1 002.
[38] KAJIYAMA S，HYODO M，NAKATA Y，et al. Shear behaviour of methane hydrate bearing sand with various particle characteristics and fines[J]. Soils and Foundations，2017，57(2)：176–193.
[39] 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.
[40] SHINJI F，FUMIO T. Strength and deformation characteristics of saturated sand at extremely low pressures[J]. Soils and Foundations，1985，24(4)：30–48.
[41] JIANG M J，LIU J，SHEN Z. Investigating the shear band of methane hydrate-bearing sediments by FEM with an elasto-plastic constitutive model[J]. Bulletin of Engineering Geology and the Environment，2018，77：1 015–1 025.
[42] 王一伟，刘润，孙若涵，等. 基于抗转模型的颗粒材料宏–细观关系研究[J]. 岩土力学，2022，43(4)：945–956.(WANG Yiwei，LIU Run，SUN Ruohan，et al. Correlation of microscopic and macroscopical of granular materials based on rolling resistance linear contact model[J]. Rock and Soil Mechanics，2022，43(4)：945–956.(in Chinese))
[43] 蒋明镜，张望城，孙渝刚，等. 理想胶结砂土力学特性及剪切带形成的离散元分析[J]. 岩土工程学报，2012，34(12)：2 162–2 169. (JIANG Mingjing，ZHANG Wangcheng，SUN Yugang，et al. Mechanical behavior and shear band formation in idealized cemented sands by DEM[J]. Chinese Journal of Geotechnical Engineering，2012，34(12)：2 162–2 169.(in Chinese))
[44] JIANG M J，YU H，HARRIS D. Kinematic variables bridging discrete and continuum granular mechanics[J]. Mechanics Research Communications，2006，33(5)：651–666.
[45] ALSHIBLI K A，BATISTE S N，STURE S. Strain localization in sand；plane strain versus triaxial compression[J]. Journal of Geotechnical and Geoenvironmental Engineering，2003，129(6)：483–494.
[46] THORNTON C. Numerical simulations of deviatoric shear deformation of granular media[J]. Géotechnique，2000，50(1)：43–53.
[47] ZHU HX，YIN ZY. Grain rotation-based analysis method for shear band[J]. Journal Of Engineering Mechanics，2019，145(10)：4019073.
[48] CAMBOU B，DUBUJET P，NOUGUIER-LEHON C. Anisotropy in granular materials at different scales[J]. Mechanics of Materials，2004，36(12)：1 185–1 194.
[49] SITHARAM T G，VINOD J S，RAVISHANKAR B V. Post-liquefaction undrained monotonic behaviour of sands：experiments and DEM simulations[J]. Géotechnique，2009，59(9)：739–749.
[50] GUO N，ZHAO J. The signature of shear-induced anisotropy in granular media[J]. Computers and Geotechnics，2013，47：1–15.