膨胀土裂隙对渠坡渗透性及工程效应影响研究

李斌; 鞠远江; 宋博; 张凯迪; 郝继锋; 张智敏

doi:10.16031/j.cnki.issn.1003-8035.202301017

膨胀土裂隙对渠坡渗透性及工程效应影响研究

doi: 10.16031/j.cnki.issn.1003-8035.202301017

1.
中国南水北调集团中线有限公司渠首分公司，南阳　473200
2.
中国矿业大学资源与地球科学学院，徐州　221116
3.
长江设计集团有限公司, 武汉　430010

基金项目: 南水北调中线渠首分局技术研究项目（HNHC-ZB-QSFZ-2019008）

详细信息

作者简介:
李斌：李　斌（1978-），男，学士，高级工程师，主要从事水利工程运营维护管理和技术开发研究。E-mail：Libin@nsbd.cn

通讯作者:
鞠远江（1975-），男，博士，副教授，主要从事滑坡泥石流研究和地下水动力学研究。E-mail：juyuanjiang@cumt.edu.cn

中图分类号: TU443
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出版历程
- 收稿日期: 2023-01-19
- 录用日期: 2023-08-23
- 修回日期: 2023-03-27
- 网络出版日期: 2023-08-28

Study on the Effect of Fissures in Expansive Soils on Permeability and Engineering Effects of Canal Slopes

1.
Head Section, Middle Branch of China South-to-North Water Diversion , Co. Ltd., Nanyang　473200, China
2.
School of Resources and Geosciences, China University of Mining and Technology, Xuzhou　221116, China
3.
CISPDR Corporation, Wuhan　430010, China

摘要

摘要: 膨胀土是一种特殊的非饱和土，也是南水北调中线渠首段土体的主要成分。与一般粘性土相比，膨胀土具有裂隙性，裂隙的存在会对其渗透性产生影响，进而影响到膨胀土渠坡的实际排水效果。为了探究膨胀土渗透性与其裂隙和含水量之间的关系，采用自制的渗流装置对相关地区的非饱和膨胀土进行渗流试验，试验结果表明，不同初始条件的土样在饱和环境中渗流时其渗透系数都会随着渗流的进行而逐渐减小。在同等初始含水率情况下，土样的裂隙率越大，渗透系数越大，渗透系数到达稳定状态所需的时间就越长；在相同初始裂隙率情况下，初始含水率低的土样，渗透性小但基质吸力大，吸水后会迅速膨胀导致渗透性越来越差。通过分析土体从不同初始条件开始渗流至饱和状态期间土体渗透系数的变化过程，可以发现在渗流开始的2小时以内，渠坡排水设施的排水效果最好，在8小时内渠坡排水设施都具有一定效果，超过8小时后排水效果有限。
- 地质工程 /
- 膨胀土 /
- 渗流试验 /
- 裂隙率 /
- 排水效果
Abstract: Expansive soils represent a special type of unsaturated soil and constitute a major component of the soil structure in the initial canal section of the Middle Route of the South-to-North Water Transfer Project(MR-SNWTP). Compared to typical cohesive soils, expansive soils exhibit fissures that can impact their permeability, subsequently influencing the drainage efficiency of expansive soil slopes. To investigate the relationship between permeability of expansive soils, fissures, and moisture content, percolation tests were carried out on unsaturated expansive soils in the relevant region using a self-made permeability apparatus. The experimental results indicate that the permeability coefficient of soil samples with different initial conditions decreases gradually during percolation in a saturated environment. At the same initial water content, the greater the fracture ratios of the soil sample, the greater the permeability coefficient and the longer it takes for the permeability coefficient to reach a steady state. Under equal initial moisture content, greater fissure rates of soil samples result in higher permeability coefficients, and the time required for the permeability coefficient to stabilize increases. Under the same initial fissure rate, soil samples with lower initial moisture content exhibit lower permeability but higher matric suction; however, rapid expansion due to water absorption leads deteriorating permeability. By analyzing the changes in soil permeability coefficients during the transition from different initial conditions to a saturated state, it is observed that the drainage effectiveness of canal slope drainage facilities is most significant within 2 hours of the start of the seepage, remains noticeable within 8 hours, and becomes limited after 8 hours.
- geological engineering /
- expansive soil /
- seepage test /
- fissure ratios /
- drainage effectiveness

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图 1 装置示意图

Figure 1. Schematic diagram of the self-made permeability apparatus

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图 2 二值化处理前后的土条图像

Figure 2. Soil strips images before and after binarization processing

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图 3 PCAS系统计算裂隙率界面图

Figure 3. PCAS system Interface for calculating fracture ratio

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图 4 不同初始含水率下渗透系数变化图

Figure 4. Variation of permeability coefficient under different initial water content

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图 5 不同初始裂隙率下渗透系数变化图

Figure 5. Variation of permeability coefficient under different initial fracture ratios

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图 6 9%裂隙率时渗透系数变化图

Figure 6. Variation of permeability coefficient at 9% initial fracture ratio

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图 7 20%初始含水率时渗透系数变化图

Figure 7. Variation of permeability coefficient at 20% initial water content

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图 8 五种不同工况渗透系数变化图

Figure 8. Variation diagram of permeability coefficient under five different working conditions

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表 1 试样基本参数指标

Table 1. Fundamental Parameters of Test Samples

编号含水率/% 重度/（kN·m⁻³）黏聚力/kPa 内摩擦角（°）

1 12.4 19.1 14 11
2 10.1 22.1 20 14
3 25.4 19.7 24 16
4 29.1 19.9 61.3 22.8
5 28.2 20.3 72.5 25

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表 2 不同工况试验参数表

Table 2. Experimental parameters for different working conditions

试样初始裂隙率（%）初始含水率（%）

1 14 5
2 11.5 10
3 9 15
4 6.5 20
5 4 25

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