压实宽级配黏土与刚性面结合带抗渗特性研究

邓刚; 张茵琪; 张延亿; 湛正刚; 杨家修; 卢吉; 曹学兴

doi:10.11779/CJGE202109007

压实宽级配黏土与刚性面结合带抗渗特性研究 English Version

邓刚^{1, 2,},
张茵琪^{1, 2},
张延亿^{1, 2},
湛正刚³,
杨家修³,
卢吉⁴,
曹学兴⁴

1.
中国水利水电科学研究院流域水循环模拟与调控国家重点实验室,北京　100038
2.
中国水利水电科学研究院水利部水工程建设与安全重点实验室,北京　100038
3.
中国电建集团贵阳勘测设计研究院有限公司,贵州　贵阳　550081
4.
华能澜沧江水电股份有限公司,云南　昆明　650214

基金项目:

国家重点研发计划课题 2017YFC0404803

中国水科院基本科研业务费专项 GE0145B562017

贵州省高层次创新人才项目〔2018〕5630

流域水循环模拟与调控国家重点实验室自主研究课题 SKL2020ZY09

华能集团总部科技项目 HNKJ17-H18

详细信息

作者简介:
邓刚(1979— )男,正高级工程师,主要从事岩土材料特性和数值模拟等方面研究。E-mail：dgang@iwhr.com

中图分类号: TU431
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出版历程
- 收稿日期: 2021-03-14
- 网络出版日期: 2022-12-02
- 刊出日期: 2021-08-31

Impermeability characteristics of junctional zone between compacted broadly graded clayey soil and hard surface

1.
State Key Laboratory of Simulation and Regulation of Water Cycle in River Basin, China Institute of Water Resources and Hydropower Research, Beijing 100038, China
2.
Key Laboratory of Construction and Safety of Hydraulic Engineering of Ministry of Water Resources, China Institute of Water Resources and Hydropower Research, Beijing 100038, China
3.
PowerChina Guiyang Engineering Corporation Limited, Guiyang 550081, China
4.
Huaneng Lancang River Hydropower Inc., Kunming 650214, China

摘要

摘要: 研发了土料与刚性面结合带在相互正交、独立可控的压应力、剪切变形和水力比降作用下抗渗性能试验的大型和中型设备,最大剪切变形量值大于1 m。对压实天然宽级配黏土开展了结合带抗渗特性试验研究,发现了试样渗透系数随剪切变形突然增大后逐步减小并稳定的变化规律,剪切变形启停历史会弱化结合带渗透系数随剪切变形启动而突然增大的现象,初始密度高、应力高、试样尺寸大的土样渗透系数更低。考虑结合带导水系数与初始值的比值和试样渗透系数与初始值的比值之间的关系,分析渗透系数剪切后达峰值时结合带厚度在0.075～1.0 mm之间,结合带厚度随正应力减小、随试样尺寸增大而增厚。提出改进的黏土颗粒不规则形状集簇模型,通过组构变化较好解释了剪切过程中渗透性持续演化的机理,也支撑了结合带厚度的分析结论。
- 宽级配黏土 /
- 结合带 /
- 剪切变形 /
- 抗渗特性 /
- 组构
Abstract: Large-scale and medium-scale test equipments for impermeability characteristics of junctional zone between soil and hard surface are developed. The mutually orthogonal compressive stress, shear deformation and hydraulic gradient of the junctional zone between the soil and the rigid surface are controllable independently. The maximum shear deformation is greater than 1 m. The experimental studies on a compacted natural broadly graded clayey soil are carried out. The variation law of the permeability coefficient of the samples is discovered, that the permeability coefficient decreases gradually and then becomes stable after the sudden increase along with the start of the shear deformation. The history of shear deformation may weaken the phenomenon of the sudden increase of the permeability coefficient after the start of shear deformation. The permeability coefficient of soil samples with higher initial density, higher stress and larger external size is lower. Based on the corresponding relationship between the ratio of water conductivity coefficient of the junctional zone to its initial value and the ratio of permeability coefficient of the sample to its initial value, the possible thickness of the junctional zone considered to be between 0.075 mm and 1.0 mm is analyzed when the peak value of permeability coefficient is achieved. A revised model for clay particle clusters with irregular shape is proposed. The continuous change mechanism of permeability during shear deformation can be explained by fabric adjustment. The conjecture of the thickness of the junctional zone is also supported.
- broadly graded clayey soil /
- junctional zone /
- shearing deformation /
- impermeability characteristic /
- fabric

HTML全文

图 1 岸坡坝段心墙底部与岸坡刚性面结合带工作状态

Figure 1. Working condition of junctional zone between earth core and hard surface of abutment

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图 2 试验装置主机外观和布置

Figure 2. Appearance and arrangement of test equipments

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图 3 试验原理

Figure 3. Working principle of experiment

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图 4 土样中初始直线布置的颜色标记在试验后保持直线

Figure 4. Coloring marks initially arranged in straight line in soil sample keep straight after tests

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图 5 试验土料级配曲线

Figure 5. Grain-size distribution curve of test soil

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图 6 各方案渗透特性演化情况对比

Figure 6. Comparison of evolution of permeability coefficient for each scheme

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图 7 剪切变形过程中的渗透性变化模式（方案T01）

Figure 7. Change pattern of permeability during deformation process (Scheme T01)

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图 8 剪切变形过程中的渗透性变化模式（方案T05）

Figure 8. Change pattern of permeability during deformation process (Scheme T05)

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图 9 剪切变形过程中的渗透性变化模式（方案T06）

Figure 9. Change pattern of permeability during deformation process (Scheme T06)

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图 10 不同剪切变形下的试样渗透系数对比

Figure 10. Comparison of permeability coefficients of samples at different shearing deformations

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图 11 用于渗透性分析的不规则形状颗粒集簇模型

Figure 11. Cluster model for permeability analysis

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图 12 剪切过程中的结合带组构变化

Figure 12. Change of fabric in junctional zone during shearing process

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表 1 试验土料基本物理性质

Table 1 Physical properties of test soil

$G_{s}$	液限 $w_{L}$ /%	塑限 $w_{P}$ /%	塑性指数 $I_{P}$	最优含水率 $w_{OP}$ /%	最大干密度 $ρ_{max}$ /(g·cm^-3)
2.70	34.0	21.0	13.0	13.7	1.88

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表 2 试验方案

Table 2 Test schemes

方案编号	土样外径/mm	干密度/(g·cm^-3)	结合面正应力/kPa	水力比降	剪切速率/(mm·d^-1)	剪切变形及停顿点/mm
T01	100	1.88	50	30	200	0-500-1000
T02	100	1.88	350	200	200	0-500-1000
T03	100	1.88	700	500	200	0-500-1000
T04	100	1.88	700	500	400	0-500-1000
T05	100	1.88	700	500	200	0-200-500-800-1000
T06	100	1.88	700	500	200	0-1000
T07	100	1.69	50	30	200	0-500-1000
T08	100	1.69	350	200	200	0-500-1000
T09	100	1.69	700	500	200	0-500-1000
T10	700	1.88	350	66	200	0-500-1000
T11	700	1.88	700	166	200	0-500-1000

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3.	张茵琪，邓刚，张延亿，卢吉，曹学兴. 宽级配黏土与混凝土结合带渗透特性试验研究. 水利水电技术(中英文). 2021(10): 182-190 . 百度学术