| 平面应变条件下粗粒土的变形特性试验研究 |
| |
| 引用本文： | 施维成,朱俊高,张坤勇,余挺.平面应变条件下粗粒土的变形特性试验研究[J].岩土力学,2013,34(1):101-108. |
| |
| 作者姓名： | 施维成 朱俊高 张坤勇 余挺 |
| |
| 作者单位： | 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，南京 210098；4. 成都勘测设计研究院，成都 610072 |
| |
| 基金项目： | 住房和城乡建设部科学技术项目(No. 2012-K3-9)；水利部公益性行业科研专项“高心墙堆石坝安全性评价技术研究”(No. 200801133)；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资助（No. SLK2012B05）；常州工学院科研基金项目 (No. YN1012)；江苏技术师范学院青年科研基金(No. KYY11091) |
| |
| 摘 要： | 使用河海大学TSW－40型真三轴仪，对粗粒土分别进行平面应变和常规三轴压缩试验，研究了粗粒土在平面应变条件下的应力-应变关系及各种应变之间的关系，包括：主应力差? 1-? 3(? 2-? 3)与大主应变?1、主应力比? 1 /? 3(? 2 /? 3)与大主应变?1、球应力p与体积应变?v、偏应力q与偏应变? s、广义应力比q/p与广义剪应变? s、小主应变? 3与大主应变?1、体积应变? v与广义剪应变? s之间的关系。试验结果表明，对于相同的? 3，平面应变试验的(? 1-? 3)(或? 1 /? 3)-ε1曲线位于常规三轴压缩试验相应曲线的上方；? 3大的(? 1-? 3)(或? 2-? 3)-? 1曲线在上方，而? 3大的? 1 /? 3(或? 2 /? 3)-? 1曲线在下方；对于相同的? 3，在相同的? 1下，平面应变条件下的小主应力方向膨胀量要比常规三轴压缩条件下的大；产生相同的? s时，? 3越大，? v越大，对于相同的? 3，平面应变条件下的? v要比常规三轴压缩条件下的大；粗粒土在平面应变和常规三轴压缩条件下加荷时，具有归一化的双曲线应力-应变关系。研究表明，采用非线性弹性模型计算粗粒土的平面应变问题时，有必要考虑弹性模量E和泊松比? 的各向异性。
|
| 关 键 词： | 平面应变 粗粒土 应力-应变 弹性模量 各向异性 |
| 收稿时间： | 2011-10-07 |
Experimental study of deformation characteristics of coarse-grained soil under plane strain condition |
| |
| SHI Wei-cheng,ZHU Jun-gao,ZHANG Kun-yong,YU Ting.Experimental study of deformation characteristics of coarse-grained soil under plane strain condition[J].Rock and Soil Mechanics,2013,34(1):101-108. |
| |
| Authors: | SHI Wei-cheng ZHU Jun-gao ZHANG Kun-yong YU Ting |
| |
| Institution: | 1. Changzhou Key Laboratory of Structure Engineering and Material Properties, Changzhou Institute of Technology, Changzhou, Jiangsu 213002, China; 2. Key Laboratory of Hydraulic and Waterway Engineering of the 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. Chengdu Hydroelectric Investigation and Design Institute, Chengdu 610072, China |
| |
| Abstract: | Plane strain and conventional triaxial compression tests are performed on coarse-grained soil by the TSW-40 type true triaxial apparatus in Hohai University. The stress-strain relations and relationships between different strains of coarse-grained soil in plane strain condition are studied, including the relations between principal stress difference ? 1-? 3(or ? 2-? 3) and maximum principal strain ?1, principal stress ratio ? 1 /? 3(or ? 2 /? 3) and maximum principal strain ?1, spherical stress p and volumetric strain ?v, deviator stress q and deviator strain ? s, generalized stress ratio q/p and generalized shear strain ?s, maximum principal strain ?3 and maximum principal strain ?1, volumetric strain ? v and generalized shear strain ? s. The experimental results show that with the same ? 3, the ? 1-? 3 (or ? 1/? 3) curves in plane strain tests lie above those in conventional triaxial tests; the ? 1-? 3(or ? 2-? 3) curves with larger σ3 lie above those with smaller ? 3, while the ? 1/? 3(or ? 2 /? 3) curves with larger ? 3 lie below those with smaller ? 3; at the same σ3 and ? 1, the expansion in the direction of minor principal stress in plane strain condition is larger than that in conventional triaxial condition; at the same ? s, the larger the ? 3 is, the larger the ? v would be, and the volumetric strain ? v in plane strain condition would be larger than that in conventional triaxial compression condition at the same ? 3. There is a uniform hyperbolic stress-strain relationship in both plane strain and conventional triaxial compression conditions. It is proved that it is necessary to consider the anisotropy of elastic modulus E and Poisson’s ratio ? in the calculation of plane strain problems of coarse-grained soil by nonlinear elastic models. |
| |
| Keywords: | plane strain coarse-grained soil stress-strain elastic modulus anisotropy |
| 本文献已被 CNKI 万方数据 等数据库收录！ |
| 点击此处可从《岩土力学》浏览原始摘要信息 |
| 点击此处可从《岩土力学》下载免费的PDF全文 |
|
