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| Peak frictional angle and ultimate drainage strength of sand based on initial state parameter#br# |
| TONG Senjie1，2，HUANG Maosong1，2，SHI Zhenhao1，2，CHEN Zhouquan3 |
| (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；3. College of Civil and Transportation Engineering，Shenzhen University，Shenzhen，Guangdong 518060，China) |
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Abstract The ultimate drainage strength and the peak frictional angle of sand are significantly state-dependent and anisotropic. To form the relationships between the ultimate state of sand(i.e.，the ultimate strength and the peak frictional angle) with the initial state parameter and the rotation angle of the principal stress axis，first，the adopted state-dependent anisotropic constitutive model of sand is verified by simulating drained triaxial tests and drained hollow cylindrical torsion shear tests. Then，the relationship between the peak friction angle and the initial state parameter under drained triaxial compression conditions is obtained based on the results of the constitutive simulations. By adopting the drained triaxial loading path，a simplified formula for calculating the ultimate strength under drained triaxial conditions is established. Furthermore，drained hollow cylinder torsional shear tests under uniform internal and external pressures are simulated and the relationship between the peak friction angle and the rotation angle of the principal stress axis is obtained. By employing the drained torsional shear path，a simplified calculation method of the ultimate drainage strength，considering the rotation of the principal stress axis，is established. The effectiveness of the simplified method is verified by comparing the ultimate drainage strengths from the simplified method，experiments and simulations under drained triaxial and torsional shear conditions.
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[1] LI X S，DAFALIAS Y F. Dilatancy for cohesionless soils[J]. Geotechnique，2000，50(4)：449–460.
[2] TAIEBAT M，DAFALIAS Y F. SANISAND：Simple anisotropic sand plasticity model[J]. International Journal for Numerical and Analytical Methods in Geomechanics，2008，32(8)：915–948.
[3] 蔡正银，李相菘. 砂土的剪胀理论及其本构模型的发展[J]. 岩土工程学报，2007，29(8)：1 122–1 128.(CAI Zhengyin，LI Xiangsong. Development of dilatancy theory and constitutive model of sand[J]. Chinese Journal of Geotechnical Engineering，2007，29(8)：1 122– 1 128.(in Chinese))
[4] 黄茂松，李学丰，贾苍琴. 基于材料状态相关临界状态理论的砂土双屈服面模型[J]. 岩土工程学报，2010，32(11)：1 764–1 771. (HUANG Maosong，LI Xuefeng，JIA Cangqin. A double yield surface constitutive model for sand based on state-dependent critical state theory[J]. Chinese Journal of Geotechnical Engineering，2010，32(11)：1 764–1 771.(in Chinese))
[5] BOLTON M D. The strength and dilatancy of sands[J]. Geotechnique，1986，36(1)：65–78.
[6] PERKINS S W，MADSON C R. Bearing capacity of shallow foundations on sand：A relative density approach[J]. Journal of Geotechnical and Geoenvironmental Engineering，2000，126(6)：521–530.
[7] WHITE D J，CHEUK C Y，BOLTON M D. The uplift resistance of pipes and plate anchors buried in sand[J]. Geotechnique，2008，58(10)：771–779.
[8] WHITE D J，TEH K L，LEUNG C F，et al. A comparison of the bearing capacity of flat and conical circular foundations on sand[J]. Geotechnique，2008，58(10)：781–792.
[9] LEE K K，CASSIDY M J，RANDOLPH M F. Bearing capacity on sand overlying clay soils：experimental and finite-element investigation of potential punch-through failure[J]. Geotechnique，2013，63(15)：1 271–1 284.
[10] 郝冬雪，符胜男，陈 榕，等. 砂土中锚板拉拔模型试验及其抗拔力计算[J]. 岩土工程学报，2015，37(11)：2 101–2 106.(HAO Dongxue，FU Shengnan，CHEN Rong，et al. Experimental investigation of uplift behavior of anchors and estimation of uplift capacity in sands[J]. Chinese Journal of Geotechnical Engineering，2015，37(11)：2 101– 2 106.(in Chinese))
[11] TANG C，PHOON K K. Prediction of bearing capacity of ring foundation on dense sand with regard to stress level effect[J]. International Journal of Geomechanics，2018，18(11)：04018154.
[12] BEEN K，JEFFERIES M G. A state parameter for sands[J]. Geotechnique，1985，35(2)：99–112.
[13] YANG J，LI X S. State-dependent strength of sands from the perspective of unified modeling[J]. Journal of Geotechnical and Geoenvironmental Engineering，2004，130(2)：186–198.
[14] 黄茂松. 土体稳定与承载特性的分析方法[J]. 岩土工程学报，2016，38(1)：1–34.(HAUNG Maosong. Analysis methods for stability and bearing capacity of soils[J]. Chinese Journal of Geotechnical Engineering，2016，38(1)：1–34.(in Chinese))
[15] LI X S，DAFALIAS Y F. Constitutive modeling of inherently anisotropic sand behavior[J]. Journal of Geotechnical and Geoenvironmental Engineering，2002，128(10)：868–880.
[16] LI X S，DAFALIAS Y F. A constitutive framework for anisotropic sand including non-proportional loading[J]. Geotechnique，2004，54(1)：41–55.
[17] GAO Z，ZHAO J，LI X S，et al. A critical state sand plasticity model accounting for fabric evolution[J]. International Journal for Numerical and Analytical Methods in Geomechanics，2014，38(4)：370–390.
[18] 陈洲泉，黄茂松. 砂土各向异性与非共轴特性的本构模拟[J]. 岩土工程学报，2018，40(2)：243–251.(CHEN Zhouquan，HUANG Maosong. Constitutive modeling of anisotropic and non-coaxial behaviors of sand[J]. Chinese Journal of Geotechnical Engineering，2018，40(2)：243–251.(in Chinese))
[19] YANG M，SEIDALINOV G，TAIEBAT M. Multidirectional cyclic shearing of clays and sands：evaluation of two bounding surface plasticity models[J]. Soil Dynamics and Earthquake Engineering，2019，124：230–258.
[20] 黄茂松，童森杰，时振昊，等. 复杂应力路径下饱和砂土静态液化失稳预测[J]. 岩土工程学报，2021，43(1)：19–26.(HUANG Maosong，TONG Senjie，SHI Zhenhao，et al. Prediction initiation of static liquefaction of saturated sand under complex stress paths[J]. Chinese Journal of Geotechnical Engineering，2021，43(1)：19–26.(in Chinese))
[21] PAPADIMITRIOU A G，BOUCKOVALAS G D. Plasticity model for sand under small and large cyclic strains：a multiaxial formulation[J]. Soil Dynamics and Earthquake Engineering，2002，22(3)：191–204.
[22] 黄茂松，李学丰，钱建固. 各向异性砂土的应变局部化分析[J]. 岩土工程学报，2012，34(10)：1 885–1 892.(HUANG Maosong，LI Xuefeng，QIAN Jiangu. Strain localization of anisotropic sands[J]. Chinese Journal of Geotechnical Engineering，2012，34(10)：1 885– 1 892.(in Chinese))
[23] VERDUGO R，ISHIHARA K. The steady state of sandy soils[J]. Soils and Foundations，1996，36(2)：81–91.
[24] 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，1988，38(3)：179–188.
[25] FUKUSHIMA S，TATSUOKA F. Strength and deformation characteristics of saturated sand at extremely low pressures[J]. Soils and Foundations，1984，24(4)：30–48.
[26] LAM W K，TATSUOKA F. Effects of initial anisotropic fabric and σ2 on strength and deformation characteristics of sand[J]. Soils and Foundations，1988，28(1)：89–106.
[27] TATSUOKA F，SONODA S，HARA K，et al. Failure and deformation of sand in torsional shear[J]. Soils and Foundations，1986，26(4)：79–97.
[28] MIURA K，MIURA S，TOKI S. Deformation behavior of anisotropic dense sand under principal stress axes rotation[J]. Soils and Foundations，1986，26(1)：36–52.
[29] 陈洲泉. 砂土各向异性行为的本构模拟及承载特性数值分析[博士学位论文][D]. 上海：同济大学，2019.(CHEN Zhouquan. Constitutive modelling of the anisotropic behaviour of sand and numerical analysis of the bearing capacity[Ph. D. Thesis][D]. Shanghai：Tongji University，2019.(in Chinese))
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2022, Vol. 41 
