Propagation of fissures and deformation and failure laws of karst slopes with deep and large structural plane mining action
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摘要: 中国西南高陡岩溶山区崩滑灾害频发，长期地下采矿活动是该区域崩滑灾害的重要诱因之一。采动作用下，坡体后缘深大结构面扩展演化控制着高陡岩溶坡体稳定性和失稳破坏模式。在野外地质调查基础上，结合室内物理模型试验和离散元数值模拟，揭示了地下开采扰动下覆岩裂隙扩展演化规律，阐明了深大结构面对边坡稳定性的控制作用，讨论了坡体变形的破坏模式。结果表明：地下开采扰动对斜坡体稳定性的影响主要表现在地下采动卸荷引起覆岩应力重分布、山体变形诱使裂隙扩展；地下采空后，斜坡体在二维剖面上形成类似“悬臂梁结构”，坡体原有深大结构面控制坡体稳定性；下行开采条件下，采空范围在断层之前，山体高度较小，在自重作用下“悬臂梁结构”岩层向断层及采空区方向协同变形，不会产生大量离层裂隙，煤层顶板仅发生断裂坍塌并充填采空区，采空至断层后，左侧山体已发生塌落，山体应力重分布，覆岩在自重作用下形成大量张拉裂隙，直接顶塌落高度与裂隙带高度也随采空区范围增加而增加。其变形破坏演化过程可概化为：地下开采卸荷-应力重分布→覆岩断裂下沉-裂隙扩展→坡体裂隙贯通-悬臂破坏→坡中变形挤出-岩桥剪断→坡体整体失稳破坏。Abstract: Collapse and slide disasters frequently occur in high and steep karst mountainous areas in Southwest China. Long-term underground mining activities are one of the important inducements of the collapse and slide disasters in these areas. Under the action of mining, the expansion and evolution of deep and large structural plane at the back edge of the slope controls the stability and instability failure mode of high and steep karst slopes. On the basis of field geological survey, combined with indoor physical model tests and discrete element numerical simulation, the propagation and evolution laws of overlying rock fractures under underground mining disturbance are revealed, the control effects of deep and large structural plane on slope stability are expounded, and the failure modes of slope deformation are discussed. The results show that the influences of underground mining disturbance on slope stability are mainly reflected in the redistribution of overburden stresses caused by underground mining unloading and the propagation of fissures induced by mountain deformation. After underground mining, the slope body forms a "cantilever structure" on the two-dimensional section, and the original deep and large structural plane of the slope body controls the stability of the slope body. Under downward mining, the goaf range is in front of the fault, and the mountain height is small. Under the action of self weight, the "cantilever structure" rock stratum cooperates to deform towards the fault and goaf, and will not produce a large number of separation fissures. The coal seam roof only breaks and collapses and fills the goaf. After the goaf reaches the fault, the mountain at the left has collapsed and the mountain stresses are redistributed. The overburden forms a large number of tension fissures under the action of self weight, and the direct roof collapse height and fracture zone height also increase with the increase of goaf range. The evolution process of deformation and failure can be generalized as follows: underground mining unloading-stress redistribution→overburden fault subsidence-fissure propagation→slope fissure penetration-cantilever failure→deformation extrusion in the slope-rock bridge shear→overall instability failure of the slope.
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Keywords:
- mining action /
- deep and large karst fissure /
- failure mode /
- UDEC /
- cantilever beam /
- similarity model test /
- slope
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图 1 研究区地质坡面示意图
注: 1-灰岩; 2-泥灰岩; 3-粉砂岩; 4-泥岩; 5-煤层; 6-采空区; 7-深大裂隙; 8-断层; 9-下三叠统夜郎组二段; 10-下三叠统夜郎组一段; 11-上二叠统长兴组+大隆组; 12-断层1; 13-断层2; 14-上二叠统龙潭组
Figure 1. Geological slope in study area
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图 9 缓倾层状岩溶山体塑流-拉裂变形破坏过程
Figure 9. Plastic flow tensile fracture deformation and failure process of gently inclined layered karst mountain
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图 10 采动作用下坡体变形破坏示意图
Figure 10. Schematic diagram of slope deformation and failure under mining action
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图 12 采动作用下岩溶坡体竖向位移云图
Figure 12. Nephogram of vertical displacement of karst slope under mining action
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图 13 采动作用下岩溶坡体水平位移云图
Figure 13. Cloud chart of horizontal displacement of karst slope under mining action
表 1 岩层物理力学参数
Table 1 Physical and mechanical parameters of strata
岩性 密度/(kg·m-3) 弹性模量/GPa 黏聚力/MPa 内摩擦角/(°) 抗拉强度/MPa 泊松比 灰岩 2700 31.28 8.16 45 2.90 0.30 泥灰岩 2450 25.62 6.53 39 1.60 0.28 粉砂岩 2650 20.00 7.52 35 2.40 0.24 泥岩 2460 6.00 5.86 32 1.40 0.26 煤层 1350 4.00 0.52 48 0.31 0.18 
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表 2 岩体及其相似配比材料的试验参数
Table 2 Test parameters of stone and its similar materials
岩层 密度ρ/(kg·m-3) 弹性模量E/GPa 粉砂岩 2650 20.000 泥岩 2460 6.000 粉砂岩相似材料 1780.5 0.104 泥岩相似材料 1640.6 0.034
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表 3 试验参数的相似常数
Table 3 Similarity constant of test parameters
参数 相似关系 相似常数 密度ρ αρ 1.5 长度L αL 1/200 弹性模量E αE 1/200 应力σ ασ=αE 1/300 位移u αu=αL 1/200
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表 4 结构面物理力学参数表
Table 4 Physical and mechanical parameters of structural plane
节理类型 法向刚度系数/GPa 切向刚度系数/GPa 黏聚力/MPa 内摩擦角/(°) 抗拉强度/MPa 煤层交界面 12.0 2.7 0.08 14 0.12 其他交界面 28.0 8.4 0.09 24 0.16 灰岩节理 32.0 9.6 0.92 35 0.94 泥灰岩节理 27.0 8.2 0.78 29 0.69 粉砂岩节理 23.0 7.5 0.24 25 0.15 泥岩节理 19.0 6.3 0.19 23 0.13
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