| 软土等向固结与K0固结条件下的三轴试验研究 |
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| 引用本文： | 黄浩然,朱俊高,秦秀娟,吴桂芬.软土等向固结与K0固结条件下的三轴试验研究[J].地震学刊,2012(5):546-551. |
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| 作者姓名： | 黄浩然 朱俊高 秦秀娟 吴桂芬 |
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| 作者单位： | [1]河海大学岩土力学与堤坝工程教育部重点实验室,南京210098 [2]山东黄河勘测设计研究院,济南250033 [3]中国华电工程（集团）有限公司,北京100035 |
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| 摘 要： | 对某软土重塑样分别进行等向固结和K0固结条件下的三轴试验,研究了不同固结条件、不同围压下软土的强度和应力应变特性,并对试验结果进行了分析和对比。结果表明：低围压下,等向固结三轴压缩试验和K0固结三轴压缩试验土样破坏时的主应力差差别不大,随着围压增大,K0固结条件下试验土体的主应力差要明显大于等向固结条件下的试验土体;与等向固结相比,K0固结条件下的土体粘聚力c值减小,而内摩擦角增大;土体呈现剪缩特性。运用等向固结三轴压缩试验确定的邓肯模型参数模拟K0固结条件下土体的试验曲线,吻合较好,初步验证了邓肯模型参数对K0固结土体的适用性。
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| 关 键 词： | 软土等向固结 K0固结 三轴试验 应力应变特性 邓肯模型 |
Triaxial Test Study on Soft Soil under Isotropic Consolidation and K0 Consolidation Conditions |
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| HUANG Hao-ran,ZHU Jun-gao,QIN Xiu-juanz,WU Gui-fen.Triaxial Test Study on Soft Soil under Isotropic Consolidation and K0 Consolidation Conditions[J].Journal of Seismology,2012(5):546-551. |
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| Authors: | HUANG Hao-ran ZHU Jun-gao QIN Xiu-juanz WU Gui-fen |
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| Institution: | 1. Key Laboratory of Ministry of Education for Geomechanics and Embankment Engineering, Hohai University, Nanjing 210098, China; 2. Shandong Engineering Design and Research Institute of Yellow River, Jinan 250033, China; 3. China Huadian Engineering Co. Ltd, Beijing 100035, China) |
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| Abstract: | The triaxial tests on isotropic consolidation and K0 consolidation conditions for a certain kind of remodeling soft soil were performed. This paper studies the strength and stress-strain properties under dif-ferent consolidation conditions and different confining pressures, then analyzes and compares the results of the tests. The results show that there is no significant dissimilarity of principal stress difference between the triaxial test on isotropic consolidation and/（o consolidation conditions under low confining pressures; as the confining pressure increasing, the principal stress difference under K0 consolidation condition is clearly bigger than that under isotropic consolidation condition. Compared to consolidation condition of soil, the cohesion c of soil decrease, while the internal friction angle increase under K0 consolidation condi- tion. The soil presents a shrinkage characteristics. At last, the result turns out quite well when the test curves under the K0 consolidation condition were simulated using the Duncan model parameters determined by isotropic consolidation~ therefore~ it is a preliminary varification that Duncan parameters can also be ap- plied to soils under Ko consolidation condition. |
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| Keywords: | isotropic consolidation of soft soil~ K0 consolidation triaxial test stress-strain behavior Duncan model |
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