砾石土心墙料的湿化变形特性试验研究

左永振; 程展林; 潘家军; 周跃峰; 赵娜

doi:10.11779/CJGE20220971

砾石土心墙料的湿化变形特性试验研究 English Version

左永振^{1, 2,},
程展林^{1, 2},
潘家军^{1, 2},
周跃峰^{1, 2},
赵娜^{1, 2}

1.
长江水利委员会长江科学院, 湖北武汉 430010
2.
水利部岩土力学与工程重点实验室, 湖北武汉 430010

基金项目:

国家自然科学基金-联合基金重点项目 U21A20158

国家自然科学基金-联合基金重点项目 U1765203

国家自然科学基金面上项目 51979010

中央级公益性科研院所基本科研业务费项目 CKSF2021484/YT

详细信息

作者简介:
左永振(1980—)，男，硕士，正高级工程师，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: 2022-08-07
- 网络出版日期: 2023-10-16
- 刊出日期: 2023-09-30

Experimental study on wetting deformation characteristics of gravelly soil core materials

ZUO Yongzhen^{1, 2,},
CHENG Zhanlin^{1, 2},
PAN Jiajun^{1, 2},
ZHOU Yuefeng^{1, 2},
ZHAO Na^{1, 2}

1.
Changjiang River Scientific Research Institute, Wuhan 430010, China
2.
Key Laboratory of Geotechnical Mechanics and Engineering of Ministry of Water Resources, Wuhan 430010, China

摘要

摘要: 针对砾石土心墙料，采用大型应力式三轴仪开展了单线法湿化变形试验，较系统地研究了湿化应变与应力水平、围压之间的变化规律。依据试验成果，砾石土心墙料的湿化变形是明显的，且与应力水平、围压密切相关，在高围压、高应力水平条件下，外力改变了试样的饱和状态，砾石土样品逐渐从非饱和状态过渡到饱和状态，砾石土料存在应力饱和现象，导致湿化过程中没有明显的湿化变形。当围压较小时，湿化应变随应力水平的增大而增大，当围压增大到一定量值时，湿化应变反而随应力水平的增大而减小，呈现明显的分叉现象，表现出更加复杂的规律。最后提出了砾石土料湿化变形模型及模型参数，提出的砾石土料湿化模型可作为高土石坝湿化变形分析的基础。
- 砾石土心墙料 /
- 高土石坝 /
- 湿化变形 /
- 单线法 /
- 大三轴试验
Abstract: A series of single-line wetting deformation tests are carried out on the gravelly soil core materials using a large stress triaxial apparatus to systematically investigate the variation of wetting deformation with stress level and confining pressure. According to the test results, the wetting deformation of the gravelly soil core materials is obviously related to the stress level and the confining pressure. Under of high confining pressure and stress level, the external force changes the saturation state of a specimen, and the gravel soil sample gradually transits from an unsaturated state to a nearly saturated one, indicating that a 'stress saturation' phenomenon exists in the gravelly soil materials, and resulting in less obvious wetting deformation during the wetting process. When the confining pressure is small, the wetting strain increases with the increasing stress level. When the confining pressure reaches a certain value, the wetting strain decreases with the increasing stress level, presenting an obvious bifurcation phenomenon, showing a more complex pattern. Finally, a wetting deformation model for gravel soil and its parameters are put forward, and can be used as the basis of wetting deformation analysis of high earth-rock dams.
- gravelly soil core material /
- high earth-rockfill dam /
- wetting deformation /
- single-line method /
- large-scale triaxial test

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图 1 砾石土心墙料试验级配

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

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图 2 砾石土料湿化变形与应力水平、围压关系曲线

Figure 2. Relation curves of wetting deformation with stress level and confining pressure of gravelly soil core materials

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图 3 湿化前饱和度与围压、应力水平关系

Figure 3. Relationship between saturation before wetting and confining pressure and stress level

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图 4 砾石土料湿化变形试验时程曲线^[6]

Figure 4. Time-history curves of wetting deformation tests on gravelly soil core wall materials

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图 5 轴向湿化应变与应力水平关系曲线

Figure 5. Relation curves between axial wetting strain and stress level

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参数 ${\alpha _1}$ ， $\beta {}_1$ 与围压关系曲线

Relation curves between parameters ${\alpha _1}$ , $\beta {}_1$ and confining pressure

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图 7 体积湿化应变与应力水平关系曲线

Figure 7. Relation curves between volumetric wetting strain and stress level

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参数 ${\alpha _{\text{v}}}$ ， ${\beta _{\text{v}}}$ 与围压关系曲线

Relation curves between parameters ${\alpha _{\text{v}}}$ , ${\beta _{\text{v}}}$ and confining pressure

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表 1 砾石土心墙料大型三轴CD试验成果表

Table 1 Large-scale triaxial CD test results of gravelly soil core materials

试验干密度/(g·cm^-3)	抗剪强度指标				E-μ（B）模型参数
试验干密度/(g·cm^-3)	${c_{\text{d}}}$ /kPa	${\varphi _{\text{d}}}$ /(°)	${\varphi _0}$ /(°)	$\Delta \varphi$ /(°)	K	n	R_f	G	F	D	K_b	m
2.00	65	26.3	34.7	5.8	421	0.34	0.80	0.40	0.12	2.60	172	0.34
2.00	62	26.6	34.0	5.0	458	0.40	0.85	0.35	0.08	3.10	213	0.31

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表 2 砾石土心墙料湿化变形量

Table 2 Wetting deformations of gravelly soil core materials 单位：%

围压/MPa	S_L=0.0			S_L=0.2			S_L=0.4			S_L=0.6			S_L=0.8
围压/MPa	轴变	体变	S_rb	轴变	体变	S_rb	轴变	体变	S_rb	轴变	体变	S_rb	轴变	体变	S_rb
0.2	0.419	0.885	75.3	0.890	1.071	76.2	2.000	1.470	78.1	3.509	1.860	79.6	5.729	2.179	80.3
0.4	0.482	0.876	76.7	0.745	1.040	78.1	1.397	1.294	80.0	2.154	1.489	78.9	3.768	1.722	81.0
0.8	0.518	0.935	77.0	0.573	0.793	81.6	0.536	0.815	81.1	0.492	0.467	86.5	0.584	0.318	89.5
1.2	0.412	0.700	81.7	0.324	0.495	84.1	0.178	0.392	88.5	0.203	0.173	88.6	0.058	0.097	94.9
1.6	0.243	0.255	82.7	0.138	0.216	84.2	0.064	0.109	91.2	0.029	0.062	94.7	0.049	0.042	95.1

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表 3 砾石土料湿化模型参数

Table 3 Wetting model parameters of gravelly soil core materials

湿化轴向应变	${a_1}$	${b_1}$	$c_1^{}$	${d_1}$	${f_1}$	${g_1}$
湿化轴向应变	-0.004	0.057	0.337	0.023	-0.858	5.244

湿化体积应变	${a_{\text{v}}}$	${b_{\text{v}}}$	${c_{\text{v}}}$	${d_{\text{v}}}$	${f_{\text{v}}}$	${g_{\text{v}}}$
湿化体积应变	-0.010	0.139	0.659	0.022	-0.684	2.770

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