基于广义各向异性强度模型的层理边坡稳定性分析

以穆利亚希露天矿为工程背景,根据现场节理及结构面测绘结果,在广义各向异性强度模型的基础上建立了边坡极限平衡分析模型。分析过程中,使用圆弧和折线两种方式搜索边坡潜在滑动面,采用简化Bishop等多种方法求解边坡安全系数来评价边坡稳定性。在此基础上,考虑节理岩体强度参数的不确定性和变异性,进一步采用概率分析方法从破坏概率角度评价了边坡的稳定性状态。选取安全系数判定值为1.0时,圆弧和折线下边坡破坏概率分别为30.4%和60.7%,边坡破坏概率较大。最后通过对比分析可知,在评价层理面控制的边坡稳定性时,采用各向异性强度模型计算得到的边坡安全系数更加合理、可靠。

Bedding Slope Stability Analysis Based on Generalized Anisotropic Strength Model

On the background of the Muliashi Open Pit, a limit equilibrium analysis slope model was established based on the generalized anisotropic strength model according to the site joints and structural surface surveying results. Arc and polyline search method were used to search the potential sliding surfaces and a variety of methods, such as simplified Bishop to calculate the factor of safety to evaluate the slope stability. Furthermore, probabilistic analysis method was used here to evaluate slope stability for considering the uncertainty and variability of jointed rock mass strength parameters. The failure probabilities were 30.4% and 60.7% separately under arc and polyline search method when selecting the determining value of 1.0. Results showed a large failure probability. The comparative analysis finally showed that, using the generalized anisotropic strength model to calculate the factor of safety is more reasonable and reliable when evaluating bedding slopes.