电阻率方法的天然软土边坡破坏

叶超; 程乾; 孙红; 唐雪

doi:10.19509/j.cnki.dzkq.tb20250051

电阻率方法的天然软土边坡破坏

doi: 10.19509/j.cnki.dzkq.tb20250051

叶超^1,,
程乾¹,
孙红^1, ,,
唐雪²

1.
上海交通大学船舶海洋与建筑工程学院，上海 200240
2.
国家管网集团西南油气管道有限责任公司贵阳输油气分公司，贵阳 550081

基金项目: 国家自然科学基金项目(41572255)；广东省现代土程技术重点实验室科研项目(2021B121204000)

详细信息

作者简介:
叶超：E-mail：yechao2012@sjtu.edu.cn

通讯作者:
E-mail：sunhong@sjtu.edu.cn

计量
- 文章访问数: 49
- PDF下载量: 0
- 被引次数: 0
出版历程
- 收稿日期: 2025-02-08
- 录用日期: 2025-06-06
- 修回日期: 2025-06-05
- 网络出版日期: 2026-04-15

Investigation on the natural soft soil slopes failure based on the resistivity method

YE Chao^1
,,
CHENG Qian¹,
SUN Hong^{1
, ,},
TANG Xue²

1.
School of Ocean and Civil Engineering, Shanghai Jiao Tong University, Shanghai, 200240
2.
Guiyang Oil and Gas Transmission Branch, Southwest Oil and Gas Pipeline Co., Ltd., Pipe China Group, Guiyang, 550081

More Information

Author Bio:
E-mail：yechao2012@sjtu.edu.cn

Corresponding author: E-mail：sunhong@sjtu.edu.cn

摘要

摘要:
软土区地下开挖过程中常形成天然软土边坡，在超载下极易发生结构失稳等灾害。为探究天然软土边坡的破坏，开展未扰动原状软土边坡模型试验，基于电阻率方法分析超载下边坡的破坏模式和微观机制。结果表明：整个边坡电阻率分布在1.5～4 Ω·m之间，电阻率与含水率呈现负对数关系，在60 kPa超载下坡体含水率等值线出现沿坡顶斜向坡面分布特征。软土内部土颗粒-土颗粒的电流流通路径和流通距离变化程度不同，引起土体自上而下电阻率变化程度逐渐下降，反映软土微观结构变化具有差异性。微观结构的变化是引起边坡破坏的主要原因，根据电阻率累计变化量的特征，微观结构变化沿坡体高度H划分3个区域，[0，0.32H]为强变化区，(0.32H，0.60H]为中等变化区，大于0.60H范围为弱变化区。天然软土边坡在超载下主要发生拉裂-鼓胀-错动破坏。研究成果对认识天然软土边坡的破坏有一定的参考。
- 软土边坡 /
- 破坏 /
- 超载 /
- 模型试验 /
- 电阻率
Abstract:
Objective
Natural soft soil slopes are commonly formed during underground excavation in soft soil areas and are highly susceptible to structural instability and other failures under overloading conditions.
Methods
In order to investigate the failure of natural soft soil slopes, undisturbed in situ soft soil slope model tests were conducted to analyze the failure modes and micro-mechanisms of slopes under overloading, based on the resistivity method.
Results
The results show that the resistivity of the whole slope is distributed between 1.5–4 Ω·m, and the resistivity and water content show a negative logarithmic correlation. The water content contours of the slope appear to be distributed diagonally from the slope crest toward the slope surface under an overload of 60 kPa. The number of soil particle–particle contacts along the current flow path increases, while the current flow distance decreases to varying degrees, causing the resistivity of the soil body to gradually decrease from top to bottom, reflecting differences in the microstructure of the soft soil.
Conclusion
Microstructural changes are identified as the primary cause of slope failure. According to the characteristics of the cumulative change in resistivity, the microstructural changes are divided into three regions along the slope height H: 0–0.32H is the strong-change region, 0.32H–0.60H is the medium-change region, and >0.60H is the weak-change region. The natural soft soil slope under overloading mainly undergoes tensile cracking–bulging–dislocation failure. The related conclusions are valuable for understanding the failure mechanisms of natural soft soil slopes.
- soft soil slope /
- failure /
- overloading /
- model test /
- resistivity

HTML全文

图 1 模型取样制备过程

Figure 1. Model sampling preparation process

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图 2 孔隙比e-荷载P曲线

Figure 2. e-lgp curve

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图 3 试验系统

a. 整体实物图；b. 模型箱主视图；c. 模型箱俯视图

Figure 3. Test system

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图 4 监测布置

Figure 4. Monitoring arrangement

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图 5 边坡坡体电阻率分布云图

a.坡顶超载0 kPa；b.坡顶超载30 kPa；c.坡顶超载60 kPa

Figure 5. Resistivity distribution of slope

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图 6 电阻率−荷载变化曲线

Figure 6. Resistivity-load variation curve

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图 7 含水率−电阻率关系

Figure 7. Water content-resistivity relationship

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图 8 边坡坡体水分场反演分布云图

a.坡顶超载0 kPa；b.坡顶超载10 kPa；c.坡顶超载20 kPa；d.坡顶超载30 kPa；e.坡顶超载45 kPa；f.坡顶超载60 kPa

Figure 8. Water field distribution of the slope

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图 9 软土边坡破坏后

Figure 9. Soft soil slope after failure

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图 10 坡体不同位置处的电阻率累计变化量

a. 坡体上部土体；b.坡体中部土体；c.坡体下部土体

Figure 10. Cumulative change in resistivity

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图 11 天然软土边坡破坏微观机制

Figure 11. Microscopic mechanism of natural soft soil slopes failure

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图 12 边坡坡面破坏过程

a.坡顶超载20 kPa；b.坡顶超载30 kPa；c.坡顶超载45 kPa；d.坡顶超载60 kPa

Figure 12. Process of slope damage

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