A stability evaluation method for thrust-type landslides considering slope settlement and deformation

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

Abstract

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

CLC Number:

X915.5

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.

Figures/Tables 7

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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