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针对目前三维极限平衡方法研究与应用存在的不足,在Hovland三维模型基础上通过调整Hovland模型与修正Hovland模型中单元滑动面上垂直压力的表达形式,提出Hovland改进模型与修正Hovland改进模型,并借助GRASS GIS软件对某一经典三维边坡稳定性分析算题进行验算,结果表明:在同一栅格模型与相同分辨率条件下,改进后的计算模型获得的安全系数精度更高;通过Delaunay网格剖分算法生成满足点、线及三角形面积等约束条件的TIN,结合Hovland改进模型,提出基于约束Delaunay TIN三棱柱单元的边坡地质模型构建与稳定性分析方法,获得了比三维栅格模型高的计算精度,尤其在采用改进后的Hovland模型计算时,精度提升更加明显;考虑到分析方法在实际工程中的推广应用,围绕三棱柱边坡地质模型经济性与计算结果准确性两个影响计算效率的主要因素,研究了三角形个数、稳定性系数随最小三角形约束面积的变化规律,提出Delaunay TIN最优网格剖分面积评判指标,并给出了1/412~1/206的建议值。黑山露天煤矿工程实例表明,潜在滑坡体中部与后缘产生的阻滑作用,是采掘场南帮边坡稳定性系数较高的主要原因。
Aiming at the shortcomings of the current research and application of the three-dimensional limit equilibrium method, based on the Hovland three-dimensional model, the Hovland improved model and the modified Hovland’s improved model are proposed by adjusting Hovland model and modifying the expression of vertical pressure on unit sliding surface in Hovland model GRASS GIS software to verify the calculation of a classical three-dimensional slope stability analysis results show that: in the same grid model and the same resolution conditions, the improved calculation model to obtain a higher safety factor accuracy; by Delaunay grid The segmentation algorithm generates TIN satisfying the constraint conditions of point, line and triangle area. Combined with Hovland’s improved model, this paper proposes a method of slope geological model construction and stability analysis based on constrained Delaunay TIN triangular prism unit, Especially in the improved Hovland model, the precision improvement is more obvious. Considering the popularization and application of the analysis method in practical engineering, the calculation and calculation of the accuracy of the geological model of the triangular prism slope are calculated The main factors of efficiency, the number of triangles, the stability coefficient with Variation of the small triangle area constraints, and most Meshing proposed Delaunay TIN evaluation index area, and recommends the value of 1/412 to 1/206. The case study of Montenegro open pit mine shows that the slip resistance between the middle part and the trailing edge of the potential landslide is the main reason for the high stability coefficient of the southern slope of the mining site.