Failure mechanism and controlling measures of cut slope instability at Shouling temple, Luhuo County, Sichuan Province
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摘要:
四川炉霍县寿灵寺因建设未来殿需要，于场地西北侧开挖形成一高21.8 m坡度55°～75°的五级开挖边坡。坡脚出现局部崩塌，开挖工程活动已威胁周边群众生命财产安全。现场勘察及数值模拟分析结果表明，边坡于粉质黏土层内形成圆弧形滑动面，坡脚应力集中，在降雨条件下，土体容重增加，黏聚力与内摩擦角急剧减小，最大水平位移可达3.4 m，边坡失稳形成推动式滑坡。研究区处于高烈度地区，地震及大型机器作业产生的震动荷载将给边坡带来不良影响，在地震工况下边坡形成推动式滑坡，对地基土产生剪切破坏，影响深度约5 m。考虑到边坡所需的抗滑稳定性要求及在地震工况下对地基土的破坏影响，采用抗滑桩加格构锚固对边坡进行加固，并已应用到本工程中，治理效果良好，该分析方法及防治方案可为类似人工开挖边坡工程治理提供参考经验。
Abstract:The Shouling temple in Luhuo County, Sichuan faces an urgent situation due to the construction of the Future Hall. A five-level excavation slope with a height of 21.8 m and a slope angle of 55° to 75° was formed on the northwest side of the site, leading to local damage at the toe of the slope. Field investigation and numerical simulation analysis indicate that the slope formed a circular sliding surface within the silty clay layer, with stress concentration at the toe of the slope. Under rainfall conditions, the bulk density of the soil increases, while the cohesion and internal friction angle decrease sharply. The maximum horizontal displacement can reach 3.4 m, resulting in a pushing-type landslide and slope instability. The study area is located in a high-intensity seismic zone. The vibration loads generated by earthquakes and large-scale machinery operations will have serious adverse effects on the slope. Numerical simulation analysis shows that under seismic conditions, the slope forms a pushing-type landslide, causing shear failure of the foundation soil with an impact depth of approximately 5 m. Considering the stability requirements of the slope and the damage to the foundation soil under seismic conditions, reinforcement measures such as anti-slide piles with grid anchoring were adopted to strengthen the slope, which have been applied to this project with good governance effectiveness. The analysis method and control measures can provide reference experience for the treatment of similar artificial excavation slope projects.
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表 1 不同区域边坡变形特征
Table 1. Deformation characteristics of slopes in different zones
影响区域 边坡发育特征 滑坡发育阶段 Ⅰ区 该区开挖坡长15 m，高14 m，坡度60°，处于稳定状态，以粉质黏土为主，少见后缘拉张裂缝，两侧无明显剪切裂缝，
前缘已设置重力式挡土墙，局部未见坍塌，坡面岩土体易风化剥落的滑落掉块弱变形 Ⅱ区 该区开挖坡长约10 m，高约21 m，坡度约65°，处于稳定状态，少见后缘拉张裂缝，
前缘一级边坡存在局部坍塌现象，坡面岩土体常剥离掉落强变形 Ⅲ区 该区开挖坡长约25 m，坡度约60°，外观上形如三角形，最大高差达18 m，边坡前缘未见明显变化点，
局部未见坍塌，整体较稳定，坡顶部位常发生碎块剥离脱落弱变形 Ⅳ区 划分为三块区域，其中Ⅳ-Ⅰ边坡最大高度约2 m，开挖长度约30 m，其坡度较缓、无明显变形痕迹，其余区域均无明显变化 无 
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表 2 边坡土体物理力学参数建议值表
Table 2. Suggested values for the physical and mechanical parameters of slope rock and soil
类型 黏聚力/kPa 内摩擦角/（°） 泊松比 重度/（kN∙m-3） 弹性模量/MPa 天然 暴雨 天然 暴雨 天然 暴雨 天然 暴雨 天然 粉质黏土 25.0 23.0 32.0 30.0 0.25 0.2 18.5 19.5 10 碎石土 6.0 4.0 40 35.0 0.17 0.15 20.0 21.0 150
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表 3 稳定性计算结果（Bishop法）
Table 3. Calculation results of slope stability (Bishop method)
剖面编号 天然状态
稳定系数暴雨状态
稳定系数地震状态
稳定系数1-1′ 1.423 1.286 1.325 2-2′ 潜在滑面1 1.083 0.979 0.995 潜在滑面2 1.123 1.015 1.049 3-3′ 潜在滑面1 1.084 0.981 0.997 潜在滑面2 1.209 1.090 1.128 4-4′ 潜在滑面1 1.119 1.011 1.044 潜在滑面2 1.199 1.076 1.125
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表 4 抗滑桩设计计算结果
Table 4. Analysis results of anti-slide piles
抗滑桩标高/m 桩后剩余水平下滑力/kN 最大弯矩/（kN·m） 最大剪力/kN 计算嵌入深度/m 3216 600 18661.8 6944.5 7.0
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