库水位下降叠加降雨作用时堆积层滑坡渗流-变形机制

许艺林; 李远耀; 李思德; 石浩

doi:10.19509/j.cnki.dzkq.tb20220417

库水位下降叠加降雨作用时堆积层滑坡渗流-变形机制

doi: 10.19509/j.cnki.dzkq.tb20220417

1.
中国电力工程顾问集团西北电力设计院, 西安 710075
2.
中国地质大学(武汉)地质调查研究院, 武汉 430074
3.
武汉城建集团建设管理有限公司, 武汉 430022

基金项目:

国家自然科学基金项目 42172286

详细信息

作者简介:
许艺林, E-mail: 754203218@qq.com

通讯作者:
李远耀, E-mail: lyuanyaoli2007@126.com

中图分类号: P642.22
计量
- 文章访问数: 405
- PDF下载量: 59
- 被引次数: 0
出版历程
- 收稿日期: 2022-07-27
- 录用日期: 2023-04-27
- 修回日期: 2023-04-21

Seepage-deformation mechanism of colluvial landslides under the action of reservoir water level decline and rainfall

XU Yilin^1
,,
LI Yuanyao^{2
, ,},
LI Side³,
SHI Hao²

1.
Northwest Electric Power Design Institute Co., Ltd. of China Power Engineering Consulting Group, Xi'an 710075, China
2.
Institude of Geological Survey, China University of Geosciences(Wuhan), Wuhan 430074, China
3.
Wuhan Urban Construction Group, Wuhan 430022, China

More Information

Author Bio:
XU Yilin, E-mail: 754203218@qq.com

Corresponding author: LI Yuanyao, E-mail: lyuanyaoli2007@126.com

摘要

摘要:
随着水库工程的兴建，库区堆积层滑坡变形失稳的问题日益突出。该类滑坡变形往往发生在库水位下降期，且在降雨作用下更加明显，库水位下降与降雨共同作用下滑坡的渗流-变形机制是其中的关键科学问题。以三峡库区万州石龙门滑坡为原型，通过设计物理模型试验，分析在库水位下降叠加不同强度降雨作用时，坡体的宏观现象及坡内的压力变化，揭示了堆积层滑坡在复杂水文条件下的渗流-变形机制。库水位下降对坡体前缘渗流的控制作用更加明显，而降雨会显著抬升坡体中后部水头，两者联合会增大坡内水力梯度从而诱发坡体变形。此类滑坡在库水位下降时的渗流-变形机制为：无降雨作用时，受坡体内外水头差影响仅出现浅层的坡表冲刷型作用，在联合降雨作用下，则转为动水压力型作用，在百年一遇暴雨条件下，坡体在高水位附近出现裂缝，进而发生整体变形，最大位移量可达58.3 mm。本研究成果可为复杂水文条件下堆积层滑坡风险防控提供理论依据。
- 堆积层滑坡 /
- 库水位下降 /
- 降雨 /
- 物理模型试验 /
- 渗流场 /
- 变形机制
Abstract: Objective
With the construction of reservoir projects, the problem of deformation and instability of colluvial landslides in reservoir areas has become increasingly prominent. These landslides often experience deformation during the period of reservoir water level decline particularly exacerbated by rainfall. Therefore, the seepage-deformation mechanism of landslides under the joint action of reservoir water level decline and rainfall is one of the key scientific issues.
Methods
In this paper, a typical colluvial landslide in the Three Gorges Reservoir Area, the Shilongmen landslide, is used as a prototype. Physical model tests were designed to observe the macroscopic phenomena of the slope body and the pressure changes in the slope during combined scenarios of reservoir level drops and rainfall of different intensities, revealing the seepage-deformation mechanism of the colluvial landslide under complex hydrological conditions.
Results
The test results indicated that the decrease in reservoir level has a more obvious effect on the control of seepage at the front of the slope, while rainfall significantly raises the water head at the middle and rear of the slope, and the combination of the two will increase the hydraulic gradient in the slope, thus inducing slope deformation.
Conclusion
The seepage-deformation mechanism of the colluvial landslide when the reservoir level drops is as follows: In the absence of rainfall, only shallow surface scouring action occurs due to the difference between the internal and external heads of the slope. Under the condition of the worst rain in a 100-year rainstorm, cracks appear near the high water level, and then overall deformation occurs, with a maximum displacement of 58.3 mm. This study can provide a theoretical basis for the prevention and control of colluvial landslides under complex hydrological conditions.
- colluvial landslide /
- reservoir level decline /
- rainfall /
- model test /
- seepage field /
- deformation mechanism
注释:

所有作者声明不存在利益冲突。

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图 1 石龙门滑坡位置图

Figure 1. Location of the Shilongmen landslide

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图 2 石龙门滑坡剖面图

Figure 2. Profile of the Shilongmen landslide

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图 3 石龙门滑坡现场监测点

Figure 3. Site monitoring points of the Shilongmen landslide

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图 4 滑坡中部位移监测结果图

Figure 4. Displacement monitoring results in the middle of the landslide

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图 5 滑体材料配置

Figure 5. Material configuration of sliding mass

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图 6 滑带材料配置

Figure 6. Material configuration of sliding zone

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图 7 室内土工试验

Figure 7. Indoor geotechnical test

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图 8 滑坡模型整体效果图

Figure 8. Overall effect drawing of the landslide model

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图 9 坡体模型设计图

K1, K2, K3, K4, K5为孔隙水压力监测点；T1, T2, T3, T4, T5为土压力监测点

Figure 9. Slope model design drawing

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图 10 降雨与库水位模拟系统示意图

Figure 10. Schematic diagram of the rainfall simulation system

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图 11 降雨模拟系统主控机

Figure 11. Main controller of the rainfall simulation system

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图 12 进水管与小型抽水泵

Figure 12. Inlet pipe and small pump

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图 13 工况一宏观变形

Figure 13. Macroscopic deformation of the condition Ⅰ

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图 14 工况二宏观变形

Figure 14. Macroscopic deformation of the condition Ⅱ

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图 15 工况三宏观变形

Figure 15. Macroscopic deformation of the condition Ⅲ

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图 16 孔隙水压力变化图

Figure 16. Variation diagram of pore water pressure

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图 17 土压力变化图

Figure 17. Variation diagram of soil pressure

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图 18 工况三变形阶段位移曲线图

Figure 18. Displacement curve of the deformation stage under working condition Ⅲ

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图 19 S1~S5水力梯度变化图

Figure 19. S1-S5 hydraulic gradient change diagram

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表 1 相似材料配比及参数

Table 1. Proportioning and parameters of similar materials

	重度/(kN·m^-3)		C/kPa		φ/(°)		渗透系数k/(cm·s^-1)
	原型	模型	原型	模型	原型	模型	原型	模型
滑体	20.1	20	38	0.53	15.2	32.0	7.8×10^-4	3.18×10^-5
滑带	21	21	27	0.21	12.9	10.5	—	—
滑体配比	滑体土∶河砂∶膨润土∶水=30∶60∶1.5∶8.5			滑带配比		玻璃珠∶膨润土∶水=69∶23∶8

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表 2 模型试验工况设计

Table 2. Design of model test conditions

	原型工况	模型工况
工况一	库水位175~145 m	库水位175~145 m
工况二	库水位175~145 m+10年一遇降雨(66.6 mm/d)	库水位175~145 m+10年一遇降雨(8.2 mm/d)
工况三	库水位175~145 m+100年一遇降雨(106.7 mm/d)	库水位175~145 m叠加100年一遇降雨(13.2 mm/d)

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