降雨作用下基覆型边坡失稳特征及承载力试验研究

杨兵; 周子鸿; 陶龙; 伏冠西; 卓林波

doi:10.3969/j.issn.0258-2724.20200355

降雨作用下基覆型边坡失稳特征及承载力试验研究

doi: 10.3969/j.issn.0258-2724.20200355

1.
西南交通大学土木工程学院，四川成都 610031
2.
四川路桥华东建设有限责任公司，四川成都 610299

基金项目: 国家自然科学基金(51178402)；中央高校基本科研业务费专项资金(2682017QY02)；四川省科技计划项目资助(2021YFS0323, 2020YFG0123)

详细信息

作者简介:
杨兵(1976—)，男，副教授，研究方向为边坡稳定性分析，E-mail：yangb@home.swjtu.edu.cn

中图分类号: TU43
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- 文章访问数: 431
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- 被引次数: 27
出版历程
- 收稿日期: 2020-06-06
- 修回日期: 2020-11-01
- 刊出日期: 2020-11-24

Experimental Study on Instability Characteristic and Bearing Capacity of Slope with Bedrock under Rainfall

1.
School of Civil Engineering, Southwest Jiaotong University, Chengdu 610031, China
2.
Sichuan Road and Bridge East China Construction Co., Ltd., Chengdu 610299, China

摘要

摘要:
为了研究降雨诱导基覆型边坡失稳特性，采用室内模型试验方法对基覆型边坡在暴雨作用下的失稳过程及机制进行了系统研究. 通过探讨降雨前后边坡内土体含水率和孔隙水压力在时间、空间上的变化特性，揭示降雨诱导的边坡失稳机制. 同时通过坡顶加载方法研究了雨后边坡承载力变化规律. 研究结果表明：随着降雨的发展，在坡脚处首先出现土体液化流动现象，随后出现土体局部脱落；随着降雨的持续进行，土体脱落破坏的范围逐渐增大，进而导致上方土体临空面加大，土体破坏后随即被雨水饱和软化而向下滑动，后方土体进一步被侵蚀，最终造成了一定深度和宽度的边坡破坏现象；边坡内土体含水率升高与孔隙水压力的增大是导致边坡失稳破坏的主要因素；降雨停止后，边坡可以承受的极限荷载先增大后减小，最后趋于稳定，而基覆型边坡在顶部静荷载作用下破坏模式呈现出整体和局部滑移模式.
- 基覆型边坡 /
- 降雨 /
- 失稳特征 /
- 承载力
Abstract:
In order to investigate the characteristics of slope with bedrock induced by rainfall, the failure process and mechanism of slope with bedrock under rainstorm were studied systematically by laboratory model test. The variation characteristics of soil moisture content and pore water pressure in time and space before and after rainfall were discussed to reveal the mechanism of slope instability induced by rainfall. Besides, the variation law of slope bearing capacity after rain was studied by loading at the top of slope. The results show that with the development of rainfall, the liquefaction flow of soil appears first at the foot of the slope, and then the local shedding of the soil occurs there. With the continuous rainfall, the scope of soil shedding damage gradually increases, which leads to the increase of the free surface of the upper soil. After the soil is damaged, it is saturated and softened by the rain and slides downward, and the rear soil is further eroded, resulting in the slope failure of a certain depth and width. The increase of soil moisture content and pore water pressure in the slope are the main factors leading to the instability and failure of the slope. After the rainfall stops, the ultimate load that the slope can bear increases at first and then decreases, and finally tends to be stable, while the failure of the slope with bedrock shows either a global slip mode or a local slip mode under the top static load.
- slope with bedrock /
- rainfall /
- failure characteristic /
- bearing capacity

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图 1 基覆型堆积体边坡模型示意

Figure 1. Schematic diagram of slope model with bedrock

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图 2 试验装置

Figure 2. Testing apparatus

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图 3 砂土表观黏聚力和内摩擦角随饱和度变化曲线

Figure 3. Variation of sand cohesion and sand internal with saturation

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图 4 土的粒径级配曲线

Figure 4. Gradation cumulative of soil particle size

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图 5 测量仪器布置示意（单位：cm）

Figure 5. Schematic diagram of sensor arrangement (unit：cm)

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图 6 边坡破坏发展过程

Figure 6. Slope failure development process

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图 7 工况6对应的边坡破坏发展过程

Figure 7. Slope failure development process for condition 6

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图 8 孔隙水压力与体积含水率随时间变化曲线

Figure 8. Variations of pore water pressure and water content with time

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图 9 边坡内体积含水率不同时间的空间分布

Figure 9. Spatial distribution of moisture content in slope at different time

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图 10 边坡内孔隙水压力不同时刻的空间分布

Figure 10. Spatial distribution of pore water pressure in slope at different times

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图 11 整体破坏模式典型实验图

Figure 11. Typical experiment diagram of the overall failure mode

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图 12 局部破坏模式典型实验图

Figure 12. Typical experiment diagram ofthe local failure mode

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图 13 破坏图

Figure 13. Failure diagram

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图 14 边坡顶部极限载荷随雨停后时间的变化

Figure 14. Variation of ultimate load with time after rain stop

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表 1 各物理量的相似关系

Table 1. Similarity law of each physical quantity

物理量	相似常数	物理量	相似常数
H	C_H	c	C_c=C_γC_H
γ	C_γ	ϕ	1
g	C_g	$\mathrm{\nu }$	1
$\beta$	1	I_r	${C_{I{\rm{r}}}} = C_H^{0.5}C_g^{0.5}$
$\alpha$	1	k	${C_k} = C_H^{0.5}C_g^{0.5}$
z	C_H	t	${C_t} = C_H^{0.5}C_g^{-0.5}$
θ₁	1	q	${C_q} = {C_\gamma }{C_H}$
θ₂	1

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表 2 不同质量含水率条件下的强度指标

Table 2. Strength index under different water moistures

质量含水率/%	饱和度/%	c/kPa	$\phi$ / （°）
0	0	0	35.89
6	25.75	2.71	32.59
12	51.50	6.09	31.15
18	77.25	6.15	30.98
23	100.00	1.16	29.88

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表 3 边坡降雨试验设计

Table 3. Design of slope rain test

工况编号	降雨持续时间/h	降雨强度/ （mm•h^–1）	降雨等级	雨停后加载时间/h
1	4.5	21.96	暴雨	0
2	4.5	21.96	暴雨	5
3	4.5	21.96	暴雨	10
4	4.5	21.96	暴雨	20
5	4.5	21.96	暴雨	40
6	4.5	21.96	暴雨	无加载

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表 4 不同含水率下边坡安全系数理论值

Table 4. Safety factor of slope under different water moistures

质量含水率/%	饱和度/%	安全系数
0	0	< 0.10
6	25.75	1.80
12	51.50	3.70
18	77.25	4.20
23	100.00	0.85

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