Stability analysis of Middle Pleistocene ice-water sediment landslides in the western Sichuan Depression
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摘要:
为了研究川西凹陷地区中更新统冰水沉积滑坡的变形破坏机制和稳定性, 以G5京昆高速成雅段K1887+350滑坡为例, 通过工程地质勘察和物理力学试验, 运用综合监测技术, 以滑坡的实际变形量为基础, 分析了滑坡变形破坏机制, 研究加固处治前后的滑坡稳定性。结果表明: 不利的地质结构、前缘临空及降水诱发是K1887+350滑坡变形破坏失稳的主要原因, 中更新统冰水沉积层细粒土的膨胀性进一步降低了土体抗剪性质, 地表水长期渗润最终导致冰水沉积物浅表发生蠕动-拉裂变形; 地表裂缝监测是判断山体变形趋势、分析滑坡稳定性的有效途径。
Abstract:To study the deformation destruction mechanism and stability of the Middle Pleistocene ice-water sediment landslide in the western Sichuan Depression, this paper takes the K1887+350 landslide in the Chengdu-Yaan section of the G5 Beijing-Kunming Expressway as an example. Engineering geological surveys, physical and mechanical tests, and comprehensive monitoring are applied. Based on the actual deformation of the landslide, the paper analyzes the deformation and destruction mechanism of the landslide and studies the stability of the landslide before and after the reinforcement treatment and comprehensive monitoring technology. The results show that an unfavorable geological structure, slope toe, and precipitation induction are the main reasons for the deformation and instability of the K1887+350 landslide. The swell ability of fine-grained soil in the Middle Pleistocene ice-water sediment layer further reduces the soil shear properties. The long-term infiltration of atmospheric rainfall eventually leads to the superficial creep-pull deformation of ice-water sediments. Surface crack monitoring is an effective way to judge the current state of a mountain and analyze the stability of a landslide.
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图 1 K1887+350滑坡地质平面及监测仪器布置图
Figure 1. Engineering geological plan and layout of monitoring instruments of the K1887+350 landslide
图 3 滑坡后缘裂缝累计开合度-时间变化曲线
Figure 3. Diagram of cumulative crack open and closed values versus time of the rear end of the landslide
图 4 研究区日降雨量和LF01裂缝计日变化量-时间曲线
Figure 4. Diagram of daily rainfall and cumulative crack open and closed values versus time of the LF01 crack instrument at the study area
图 5 S02孔A，B方向深部累计位移-深度曲线图
Figure 5. Diagram of cumulative depth displacement versus depth in the A, B direction of the S02 monitoring point
图 6 S01孔A，B方向深部累计位移-深度曲线图
Figure 6. Diagram of cumulative depth displacement versus depth in the A, B direction of the S01 monitoring point
表 1 K1887+350滑坡土样物理力学参数
Table 1. Parameters of the physical and mechanical properties of the soil samples from the K1887+350 landslide
序号 名称 天然含水率/% 天然密度ρ/(g·cm-3) 天然/饱和黏聚力c/kPa 天然/饱和摩擦角φ/(°) 自由膨胀率δef/% 1 含(卵石)粉质黏土 33.06(最大55.4) 1.86 2.67/2.30 26.79/20.03 — 2 含(卵石)粉质砂土 30.16 1.93 4.34/3.25 19.38/16.44 22(最大26) 
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