砾石土心墙料的大三轴湿化变形试验与规律分析

左永振; 程展林; 潘家军; 周跃峰; 赵娜

doi:10.11779/CJGE2020S2007

砾石土心墙料的大三轴湿化变形试验与规律分析 English Version

长江水利委员会长江科学院,水利部岩土力学与工程重点实验室,湖北　武汉430010

基金项目:

国家重点研发计划项目 2017YFC0404804

国家自然科学基金-雅砻江联合基金重点项目 U1765203

水利部土石坝破坏机理与防控技术重点实验室开放基金项目 YK319013

详细信息

作者简介:
左永振（1980— ）,男,高级工程师,硕士,主要从事粗粒土的力学特性试验研究和岩土力学CT可视化技术研究。E-mail：zuoyongzh@163.com

中图分类号: TU411
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出版历程
- 收稿日期: 2020-05-29
- 网络出版日期: 2022-12-07
- 刊出日期: 2020-10-31

Large-scale triaxial wetting deformation tests and laws of gravelly soil core materials

Key Laboratory of Geotechnical Mechanics and Engineering of Ministry of Water Resources, Changjiang River Scientific Research Institute, Wuhan 430010, China

摘要

摘要: 蓄水湿化变形一直是制约高土石坝长期安全运行的技术难题,为此开展了筑坝堆石料的湿化变形试验,却极少针对砾石土心墙料进行湿化变形试验,这主要是受限于目前的砾石土料试验技术手段而难以开展试验研究。采用在大尺寸砾石土料试样中设置砂芯增加进水通道、缩短湿化路径的方法,可以解决砾石土心墙料的湿化变形试验所需时间较长、样品不能充分饱和等技术难点,实现砾石土心墙料的大三轴湿化变形试验。开展的砾石土心墙料的单线法湿化变形试验成果表明,砾石土心墙料存在明显的湿化变形现象,轴向湿化变形、体积湿化变形与围压、应力水平等密切相关,湿化变形与应力水平关系,在围压较小时随应力水平的增加而增加,在围压较大时随应力水平的增加而减小,关系曲线呈现明显的分叉现象,湿化变形与围压关系基本呈现先增加后减小的规律,与堆石料的湿化变形规律相比较,砾石土心墙料的湿化变形规律更加复杂。
- 砾石土心墙料 /
- 湿化变形 /
- 单线法 /
- 大型三轴
Abstract: Wetting deformation of water storage has always been a technical issue that restricts the long-term safety operation of high earth-rockfill dams. The wetting deformation tests have been commonly carried out for rockfill materials, but seldom for gravelly soil core wall materials, which is mainly because it is difficult to carry out experimental studies due to the current testing techniques of gravel soil materials. By setting sand cores in large-scale gravelly soil samples to increase the water inlet channel and shorten the wetting path, the technical difficulties such as the long time required for the wetting deformation tests on gravelly soil core materials and the insufficient saturation of samples can be solved. Then the large-scale triaxial wetting deformation tests on gravelly soil core materials can be conducted successfully. The wetting test results show that there is obvious wetting deformation phenomenon in gravelly soil core wall materials. The axial and volume wetting deformations are closely related to the confining pressure and stress level. The relationship between the wetting deformation and the stress level increases with the increasing stress level when the confining pressure is small, and decreases with the increasing stress level when the confining pressure is large. The relationship between the wetting deformation and the confining pressure basically shows the deformation tendency of increasing first and then decreasing. Compared with that of rockfill materials, the wetting deformation tendency of gravelly soil core materials is more complex.
- gravelly soil core material /
- wetting deformation /
- single-line method /
- large-scale triaxial test

HTML全文

图 1 砾石土心墙料试验级配

Figure 1. Grain-size distribution curve of gravelly soil core materials

下载: 全尺寸图片幻灯片

图 2 砂芯样孔压消散曲线对比^[6]

Figure 2. Comparison of pore pressure dissipation curves in samples with sand cores^[6]

下载: 全尺寸图片幻灯片

图 3 砾石土心墙料湿化变形试验的实现流程图

Figure 3. Flow chart of wetting deformation tests on gravelly soil core materials

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图 4 砾石土料湿化变形与应力水平、围压关系曲线

Figure 4. Relation curves of wetting deformation with stress level and confining pressure of gravelly soil core materials

下载: 全尺寸图片幻灯片

图 5 不同含水率条件下的砾石土料湿化变形对比

Figure 5. Comparison of wetting deformation under different water content conditions

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图 6 砾石土料湿化变形试验时程曲线（ $σ_{3}$ $σ_{3}$ =0.4 MPa,S_L=0.6）

Figure 6. Time-history curves of wetting deformation tests on gravelly soil core materials（ $σ_{3}$ $σ_{3}$ =0.4 MPa, S_L=0.6）

下载: 全尺寸图片幻灯片

图 7 砾石土料湿化变形试验时程曲线（ $σ_{3}$ $σ_{3}$ =1.6 MPa,S_L=0.8）

Figure 7. Time-history curves of wetting deformation tests on gravelly soil core materials（ $σ_{3}$ $σ_{3}$ =1.6 MPa, S_L=0.8）

下载: 全尺寸图片幻灯片

表 1 砾石土心墙料湿化变形量

Table 1 Wetting deformations of gravelly soil core materials

应力水平	不同围压的轴向应变/%					不同围压的体积应变/%
应力水平	0.2	0.4	0.8	1.2	1.6	0.2	0.4	0.8	1.2	1.6
0.2	0.171	0.408	0.812	0.591	0.568	0.537	0.987	1.418	0.935	0.906
0.4	0.746	1.095	0.938	0.291	0.580	1.209	1.884	1.203	0.690	0.673
0.6	2.352	2.289	2.083	0.319	0.027	1.658	1.699	1.908	0.228	0.097
0.8	5.473	4.422	2.843	0.432	0.039	1.108	2.109	1.270	0.225	0.037

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