考虑坡体沉降变形推移式滑坡稳定性评价方法

doi:10.16265/j.cnki.issn1003-3033.2025.S2.0008

摘要/Abstract

摘要：

为解决推移式滑坡在坡体沉降、地震、暴雨等因素作用下易引发大规模滑动破坏并造成严重灾害的问题,开展适用于推移式滑坡的稳定性评价与预警预防研究。综合分析坡体沉降信息,建立推移式滑坡力学分析模型,提出考虑坡体沉降变形推移式滑坡稳定性评价方法,并在云南纳楼寨滑坡进行工程应用。结果表明:传统稳定性系数评价结果误差最高为8.81%,坡体剩余推力误差最大为24.87%。改进的稳定性评价方法有效降低传统计算方法未考虑坡体沉降带来的误差,较好反映滑坡的实际情况。

关键词: 坡体, 沉降变形, 推移式滑坡, 稳定性分析, 传递系数

Abstract:

To address the significant risk that thrust-type landslides are prone to triggering large-scale failures and severe disasters under factors such as slope settlement, earthquakes, and heavy rainfall, it is of great importance to conduct research on stability evaluation and early warning and prevention methods applicable to thrust-type landslides. The slope settlement information was comprehensively analyzed, and a mechanical analysis model for thrust-type landslides was established. A stability evaluation method for thrust-type landslides considering slope settlement and deformation was proposed, and an engineering application at the Nalouzhai Landslide in Yunnan Province was conducted. The results show that the maximum error of the traditional factor of safety evaluation results is 8.81%, and the maximum error of the slope's remaining thrust is 24.87%. The improved stability evaluation method effectively reduces the errors introduced by traditional calculation methods that do not consider slope settlement and better reflects the actual conditions of the landslide.

Key words: slope body, settlement deformation, thrust-type landslide, stability analysis, transfer coefficient

中图分类号:

X915.5

张安琦, 谢谟文, 蒋宇静, 张学朋, 刘敬楠, 杜岩. 考虑坡体沉降变形推移式滑坡稳定性评价方法[J]. 中国安全科学学报, 2025, 35(S2): 161-167.

ZHANG Anqi, XIE Mowen, JIANG Yujing, ZHANG Xuepeng, LIU Jingnan, DU Yan. A stability evaluation method for thrust-type landslides considering slope settlement and deformation[J]. China Safety Science Journal, 2025, 35(S2): 161-167.

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计算工况	粉质黏土			泥灰岩
计算工况	重度/ (kN·m^-3)	黏聚力/ kPa	内摩擦角/(°)	重度/ (kN·m^-3)	黏聚力/ kPa	内摩擦角/(°)
天然	20.5	28.1	11.8	18.6	29	32.5
暴雨	21.3	18.3	8.7	—	—	—

计算参数	计算工况	传统方法	改进方法	变化量
稳定性系数	天然	1.497	1.391	0.106
	暴雨	1.036	0.952	0.084
	地震	1.039	0.986	0.053
A区剩余推力/kN	天然	606.16	760.46	154.30
	暴雨	984.74	1 143.77	159.03
	地震	777.15	911.7	134.55
B区剩余推力/kN	天然	830.77	1 105.78	275.01
	暴雨	1 894.14	2 440.90	546.76
	地震	1 931.46	2 391.71	460.25

案例	破坏方式	坡体沉降量/cm
Randa滑坡	后缘裂缝不断扩展,发生岩崩、塌陷	>10
吊钟坝滑坡 Ⅰ-2变形体	后缘坡体下挫,前缘受挤压产生鼓胀裂缝	160
蔡家坝滑坡	后缘拉陷槽不断扩展,坡体下挫量不断增加	250~550
桌子石滑坡	后缘沉降明显,前缘裂缝宽度不断增大	>20
树坪滑坡	坡体下错,边界裂缝不断贯通	5~18
塔坪H2 古滑坡	滑坡后缘变形明显,滑坡中部出现开裂,隆起	>20