球应力和偏应力对粗粒土变形影响的真三轴试验研究

施维成; 朱俊高; 代国忠; 卢曦

doi:10.11779/CJGE201505002

球应力和偏应力对粗粒土变形影响的真三轴试验研究 English Version

施维成^{1, 2},
朱俊高³,
代国忠¹,
卢曦⁴

1. 常州工学院常州市建设工程结构与材料性能研究重点实验室,江苏常州 213002; 2. 重庆交通大学水利水运工程教育部重点实验室,重庆 400074; 3. 河海大学岩土力学与堤坝工程教育部重点实验室,江苏南京 210098; 4. 江苏理工学院数理学院,江苏常州 213001

基金项目: 国家重点基础研究发展计划（973计划）项目（2013CB036404）; 住房和城乡建设部科学技术计划项目（2012-K3-9,2012-K3-23）; 江苏省前瞻性联合研究项目（BY2014039）; 江苏省六大人才高峰项目（JZ-011）; 重庆交通大学水利水运工程教育部重点实验室暨国家内河航道整治工程技术研究中心开放基金项目（SLK2012B05）

详细信息

作者简介:
施维成(1982- ),男,博士,副教授,主要从事土的基本性质方面的研究工作。E-mail: shiweicheng1982@163.com。

中图分类号: TU411.7
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出版历程
- 收稿日期: 2014-06-14
- 发布日期: 2015-05-19

True triaxial tests on influence of spherical and deviatoric stresses on deformation of coarse-grained soil

1. Changzhou Key Lab of Construction Engineering Structure and Material Properties, Changzhou Institute of Technology, Changzhou 213002, China; 2. Key Laboratory of Hydraulic and Waterway Engineering of Chinese Ministry of Education, Chongqing Jiaotong University, Chongqing 400074, China; 3. Key Laboratory of Ministry of Education for Geomechanics and Embankment Engineering, Hohai University, Nanjing 210098, China; 4. School of Mathematics and Physics, Jiangsu University of Technology, Changzhou 213001, China

摘要

摘要: 为了研究p,q,θ_σ单独变化对粗粒土变形的影响,使用河海大学TSW-40型真三轴仪,对粗粒土进行了等q等b(b=(σ₂-σ₃)/(σ₁-σ₃))试验,等p等b试验和等p等q试验,试验结果表明：q,b保持不变,p单独减小时,初期几乎不产生偏应变,但会产生膨胀的体积应变,随着p的减小,体积膨胀增大,偏应变也逐渐增大,但偏应变数值上比体积应变小,到后期体积应变和偏应变都加速发展,直至破坏;p的减小直接引起体积膨胀,体积膨胀后颗粒结构松动,进而导致偏应变的产生;p,b保持不变,q单独增大时,初期几乎不产生体积膨胀,但会产生偏应变,随着q的增大,偏应变增大,体积膨胀也逐渐增大,但体积应变数值上比偏应变小,到后期体积应变和偏应变都加速发展,直至破坏;q的增大直接产生偏应变,偏应变使得颗粒之间产生错动,进而导致体积膨胀的产生;p,q保持不变,应力罗德角θ_σ单独变化会产生不可恢复的体积应变和偏应变,但数值上很小。引入参数s_p(s_p=(p/q-p₀/q₀)/(1/M_f-p₀/q₀))和s_q(s_p=(q/p-q₀/p₀)/(M_f-q₀/p₀)),p₀,q₀分别为初始球应力和偏应力,M_f为破坏应力比,发现q,b保持不变,p单独减小时,dε_v/dp与1/(1-s_p)^1/2-1成正比例关系,dε_s/dp与-s_p[1/(1-s_p)^1/2-1]成正比例关系,应力-剪胀方程为dε_v/dε_s=-1/s_p;p,b保持不变,q单独增大时,dε_s/dq与1/(1-s_q)^1/2-1成正比例关系,dε_v/dq与-s_q[1/(1-s_q)^1/2-1]成正比例关系,应力-剪胀方程为dε_v/dε_s=-s_q。最后根据本文试验结果对粗粒土柔度矩阵元素的特性进行了分析。
- 粗粒土 /
- 真三轴 /
- 应力应变 /
- 柔度矩阵
Abstract: In order to study the influence of p, q and θ_σ on the deformation of coarse-grained soil, several tests in which only one of the three variables changes while the other two keep constant are performed on coarse-grained soil by using the TSW-40 type true triaxial apparatus in Hohai University. The results show that if p decreases with constant q and b, few deviatoric strain but some volumetric dilation will be generated at the preliminary stage. With the decrease of p, the volumetic dilation increases, which causes the increase of deviatoric strain that is smaller than the volumetric strain in absolute value. Later both the volumetric strain and the deviatoric strain will be accelerated until failure. It indicates that the decrease of p induces the volumetric dilation immediately, which loosens the particle structure, and then the deviatoric strain will be generated. If q increases with constant p and b, little volumetric dilation but some deviatoric strain will be produced at the preliminary stage. With the increase of q, the deviatoric strain increases, which causes the increase of the volumetric dilation that is smaller than the deviatoric strain in absolute value. Later both the deviatoric strain and the volumetric strain will be accelerated until failure. It demonstrates that the increase of q induces the deviatoric strain directly which causes particle dislocation, and then the volumetric dilation will be produced. If θ_σ changes with constant p and q, some but very small unrecoverable volumetric and deviatoric strains will be generated. Two parameters s_p (s_p =(p/q-p₀/q₀)/(1/M_f-p₀/q₀)) and s_q (s_p=(q/p-q₀/p₀)/(M_f-q₀/p₀)) are introduced, in which p₀ and q₀ are the initial spheric stress and the deviatoric stress respectively, M_f is the stress ratio at failure. The test results show that when p decreases with constant q and b, dε_v/dp and 1/(1-s_p)^1/2-1 are in direct proportion; dε_s/dp and -s_p[1/(1-s_p)^1/2-1] are in direct proportion; stress-dilatancy equation is dε_v/dε_s= -1/s_p. When q increases with constant p and b, dε_s/dq and 1/(1-s_q)^1/2-1 are in direct proportion; dε_v/dq and -s_q[1/(1-s_q)^1/2-1] are in direct proportion; stress-dilatancy equation is dε_v/dε_s= -s_q. Finally the characteristics of the flexibility matrix of coarse-grained soil are analyzed according to the test results.
- coarse-grained soil /
- true triaxis /
- stress-strain /
- flexibility matrix

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参考文献(20)

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