针对露天矿多弱层顺倾到界边坡形态设计问题，结合现场实际情况，通过对地质构造、岩层岩性、软弱夹层赋存情况等工程地质特征进行分析，基于刚体极限平衡理论与数值模拟的手段，研究了含多弱层-断层构造复合顺倾边坡的变形破坏特征、滑坡模式以及不同弱层对边坡稳定性影响程度；采用分段优化方式对到界边坡最终形态进行优化，确保了端帮到界开采过程中煤炭采出的安全高效，为类似边坡工程的滑坡防治提供参考。研究结果表明:露天矿含多弱层-断层构造复合顺倾边坡中，上部岩体含多弱层且岩层风化严重，强度较低，随矿坑深度增加，下部断层带处岩体对上部岩体的约束作用减小，露天煤矿端帮多弱层顺倾边坡的潜在滑坡模式为下部牵引致使沿弱层发生顺层滑动，软弱泥岩是滑坡的主控层，泥岩弱层和断层破碎带的相对位置关系是滑坡的主控因素；当F5断层以上区段坡角为12°，F5断层以下区段坡角为18°，整体坡角为14°时，边坡能够处于稳定状态。

Aiming at the slope design problem of the open pit mine of dip final beded slope with weak layer,and combined with the actual situation of field engineering,through the analysis of engineering geological characteristics such as geological structure,lithology of rock strata and occurrence of weak interbeds,the deformation and failure characteristics,landslide mode and the influence of different weak beds on slope stability are studied by using rigid limit equilibrium theory and numerical simulation. The final shape of the boundary slope is optimized by using the sectional optimization method. It ensures the safety and efficiency of coal resources recovery and maximizes the recovery of coal resources in the process of end-to-end mining,and provides a reference for landslide prevention and control of similar slope projects. The results show that the upper rock mass of open pit slope with multi-weak beds and fault structure has many weak beds and serious weathering and low strength. With the increase of pit depth,the restraint effect of rock mass at the lower fault zone on the upper rock mass decreases. The potential landslide mode of multi-weak beds along inclined slope at the end of open pit coal mine is pulled downwards,which leads to bedding sliding along weak beds. Weak mudstone is the dominant layer of landslide,and the relative position relationship between weak mudstone beds and fault fracture zone is the dominant factor of landslide. When the slope angle of the section above Fault F5 is 12°and that of the section below Fault F5 is 18°,the slope angle of the section below Fault F5 is 18°，The overall slope angle is 14°,and the slope can be in a stable state.

0 引言

1 工程背景

2 顺倾边坡变形破坏分析

   2.1 模型建立及参数选取

   2.2 模拟结果分析

   2.3 边坡稳定性计算

3 边坡坡面形态优化

   3.1 优化设计思路

   3.2 优化结果分析

4 结论