A STUDY OF THE INFLUENCE OF RAINFALL ON SLOPE STABILITY ALONG THE TENDENCY OF COAL MEASURE STRATA
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摘要: 煤系地层具有岩层软硬不均，层间胶结较差，风化速度快，遇水易软化，结构易破坏导致强度丧失等特点，特别是夹层中炭质泥岩或页岩具有强度低、易活化、易变性和渗透系数相对较小的特点，这决定了其对整体边坡的稳定性具有控制作用。文章分析了煤系地层边坡饱和、非饱和渗流降雨条件（降雨强度）、土性参数（夹层饱和渗透系数）以及边坡形状尺寸（坡脚、夹层倾角、夹层埋深）等因素对边坡渗流特点及稳定性的影响，发现软弱夹层与上下岩体渗透性差异性对边坡稳定性影响明显；软弱夹层埋置越浅，边坡越易失稳；降雨强度越大，边坡越易沿软弱夹层发生滑坡；并非坡脚越大降雨之后边坡的安全系数降低幅度就大，而是随着夹层倾角的增大，边坡的安全系数逐渐降低，边坡越易沿软弱夹层发生滑坡，这些认识对煤系地层边坡的设计和治理有重要的参考意义。Abstract: Coal strata are characterized by uneven soft and hard strata, poor interlaminar cementation, rapid weathering, being easy to soften when exposed to water, loss of strength due to structural damage and so on. In particular, the carbonaceous mudstone or shale in the interlayer has the characteristics of low strength, easy activation, volatility and relatively small permeability coefficient, which determines that it has a control effect on the stability of the overall slope. In this paper, the effects of saturated and unsaturated seepage rainfall conditions (rainfall intensity), soil property parameters (saturation permeability coefficient of interlayer) and slope shape and size (slope foot, dip angle and buried depth of interlayer) on the seepage characteristics and stability of the slope are analyzed. The results show that the difference of permeability between soft interlayer and upper and lower rock mass has obvious influence on the slope stability. The shallower the soft interlayer is, the more unstable the slope is; the higher the rainfall intensity, the easier the slope along the soft interlayer landslide. It is not that the slope safety factor decreases greatly with the increase of slope inclination, but that the slope safety factor decreases gradually with the increase of interlayer inclination, and the slope is more prone to landslide along the weak interlayer. These findings are significance reference for the design and control of coal measure stratum slope.
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Key words:
- coal measure strata /
- soft interlayer /
- slope /
- rainfall /
- safety factor
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图 1 模型的边界条件和降雨入渗初始条件
Figure 1. The model's boundary conditions and initial rainfall infiltration conditions
图 2 材料的土水特征曲线及渗透系数函数
Figure 2. Materials of soil water characteristic curves and permeability coefficient functions
图 3 孔隙水压力随渗透系数变化(72小时)
Figure 3. Pore water pressure changing with the permeability coefficient (72 hours)
图 4 孔隙水压力随渗透系数变化(360小时)
Figure 4. Pore water pressure changing with the permeability coefficient (360 hours)
图 5 夹层与1-1断面交点处孔隙水压力随渗透系数的变化
Figure 5. Pore water pressure at the intersection of interlayer and section 1-1 changing with the permeability coefficient
图 7 夹层不同埋深位置及观测点的设置示意图(A、B、C、D为观测点)
Figure 7. Schematic diagram of different buried depths of the interlayer and the positions of the observation points (A, B, C and D are the observation points)
图 8 1-1截面不同埋深位置降雨过程中孔隙水压力的变化
Figure 8. The change of pore water pressure under rainful at different buried depths on section 1-1
图 9 夹层不同埋深位置观测点的孔隙水压力变化
Figure 9. The change of pore water pressure at the observation points of different buried depth in the interlayer
图 10 夹层不同埋深位置降雨过程中安全系数的变化曲线图
Figure 10. The variation curves of the safety factors under the rainful at different buried depths in the interlayer
图 11 不同降雨强度在降雨结束时刻1-1断面的孔隙水压力和体积含水率变化曲线
Figure 11. The variation curves of pore pressure and volumetric water content on the section 1-1 at the end of rainfalls with different rainfall intensities
图 12 不同降雨强度在降雨结束288 h时1-1断面的孔隙水压力和体积含水率变化曲线
Figure 12. The variation curves of pore water pressure and volumetric water content on the section 1-1 288 hours after rainfalls with different rainfall intersities
图 13 不同降雨强度下边坡安全系数随时间变化曲线
Figure 13. Variation curves of slope safety factors with time under different rainfall intensities
图 14 不同开挖坡脚在降雨结束时刻1-1断面孔隙水压力和体积含水率变化曲线
Figure 14. The variation curves of pore water pressure and volumetric water content on the section 1-1 at the end of rainfalls with different excavation slope toes
图 15 不同开挖坡脚在降雨结束288 h时1-1断面孔隙水压力和体积含水率变化曲线
Figure 15. The variation curves of pore water pressure and volumetric water content on the section 1-1 288 hours after rainfalls with different excavation slope toes
图 16 降雨过程中不同开挖坡脚的边坡安全系数变化曲线
Figure 16. The varication curves of slope safety factors with different excavation slope toes under rainfalls
图 17 1-1截面降雨过程中孔隙水压力的变化
Figure 17. The variation of pore water pressure on section 1-1 under rainfall
图 18 1-1截面降雨过程中体积含水率的变化
Figure 18. The variation of volumetric moisture content on section 1-1 under rainfall
图 19 不同夹层倾角边坡降雨过程中安全系数的变化
Figure 19. The variation of slope safety factors with different interlayer inclination under rainfall
表 1 各种材料的计算参数
Table 1. The calculation parameters of various materials
材料 天然密度/(kg/m3) 有效粘聚力/kPa 有效内摩擦角/(°) 饱和渗透系数/(m/s) 岩土体 2200 75 30 5×10-6 软弱夹层 1800 20 15 1×10-7 
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表 2 夹层饱和渗透系数对边坡渗流稳定性影响分析
Table 2. Influence of interlayer saturation permeability coefficient on seepage stability of slope
计算方案 夹层饱和渗透系数/(m/s) 岩体饱和渗透系数/(m/s) 降雨强度/(m/h) 降雨类型 计算时间 方案1 1×10-5 降雨时间:72 h 方案2 5×10-6 5×10-6 0.015 等强模型 雨后时间:288 h 方案3 1×10-7 计算时间:360 h
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表 3 夹层不同埋深位置对边坡稳定性的影响
Table 3. Influence of different buried depths of the interlayer on the slope stability
计算方案 夹层出口距坡顶的垂直距离 降雨强度 降雨类型 计算时间 方案1 10 m 0.015 m/h 等强模型 降雨时间：72 h
雨后时间：288 h
计算时间：360 h方案2 15 m 方案3 20 m 方案4 25 m
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表 4 降雨强度对边坡稳定性的影响
Table 4. The influence of rainfall intensity on the slope stability
计算方案 降雨强度/(m/h) 夹层饱和渗透系数/(m/s) 降雨类型 计算时间 方案1 0.005 降雨时间：72 h 方案2 0.010 1×10-7 等强模型 雨后时间：288 h 方案3 0.015 计算时间：360 h
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表 5 不同坡脚对边坡稳定性的影响
Table 5. The influence of different slope toes on the slope stability
计算方案 坡脚 降雨强度 降雨类型 计算时间 方案1 30° 0.015 m/h 等强模型 降雨时间：72 h
雨后时间：288 h
计算时间：360 h方案2 40° 方案3 50° 方案4 60°
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表 6 不同夹层倾角对边坡稳定性的影响
Table 6. Influence of different inclinations on the slope stability
计算方案 岩层倾角 坡角 降雨强度 降雨类型 计算时间 方案1 10° 降雨时间：72 h 方案2 20° 45° 0.015 m/h 等强模型 雨后时间：288 h 方案3 30° 计算时间：360 h
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