Dimensional Slope Stability Research Articles

Three dimensional slope stability analysis of open pit limestone mine in Rembang District, Central Java

PT X is a limestone mine located in the district of Rembang, Central Java, which plans to expand and dig deeper. To ensure that the slope is stable, geotechnical study is needed. However, if it is done in 2 dimensional (2D) the result might not always be representative. This research was conducted to determine the stability of single slope using three dimensional limit equilibrium method (3D LEM). The data was collected by doing geotechnical mapping of the drill core sample and conducting laboratory test of rock samples, i.e. the test of physical and mechanical properties of rocks. The result shows that there is a significant difference between 2D and 3D FoS. The volume of sliding is also presented.

Effects of Seismic Force and Pore Water Pressure on Three Dimensional Slope Stability in Nonhomogeneous and Anisotropic Soil

Soils are generally nonhomogeneous and anisotropic in fact even through it was considered homogeneous in most geotechnical engineering analysis. In this paper, based on the kinematical approach of limit analysis theorem, a stability analysis of three dimensional nonhomogeneous and anisotropic slope subjected to seismic force or the pore water pressure was conducted, with the analytical expression of the critical height derived, the stability factors under different nonhomogeneous and anisotropic coefficients as well as the seismic force or the pore water pressure conditions were optimized and illustrated. The results showed that 3D effect of slope is closely related with the ratio of slope width to slope height, increase of soil nonhomogeneous coefficient and decrease of soil anisotropic coefficient will enhance slope stability, the seismic force and the pore water pressure will not only influence the slope stability significantly but also change the rules of factors such as the slope angle as well as soil nonhomogeneity and anisotropy on slope stability.

Three dimensional slope stability analysis by means of limit equilibrium method

自然斜面，人工斜面のいずれにおいても，通常斜面は三次元形状を有しており，そのような斜面の形状は安定性に大きく影響すると考えられる。また，すべり面の三次元形状は，二次元解析よりも得られる安定係数を増加させることが知られている。このような斜面やすべり面の三次元形状の効果は，斜面の安定解析，特に斜面強度の逆解析においては重要である。しかし，これらの効果は系統的に検討されていない。そこで，本研究では直線斜面，および三次元斜面として湾曲斜面を取り上げ，極限平衡法による三次元安定解析を行い，これらの形状効果について検証した。解析の結果，すべり面の三次元効果は得られる安定係数を大きくするだけでなく，すべり面の深さに臨界値を与え有意な安定係数が得られることが分かった。また，斜面の三次元効果によりすべり面の最大形状が決まり，その斜面形状における安定係数の最小値が得られることが分かった。これらの結果は，Terzaghiの二次元安定図表を三次元版にアップグレードする形で整理した。

Unified Formulation for Two Dimensional Slope Stability Analysis and Limitations in Factor of Safety Determination

A new unified formulation of two dimensional limit equilibrium slope stability analysis method is developed in this paper. Based on the present formulation, Bishop’s simplified Method, Janbu’s simplified and rigorous methods, Lowe and Karafiath’s method, Corps of Engineer’s Method, Load transfer factor method, Blocking equilibrium Method, Spencer’s Method and Morgenstern-Price’s method and Leshchinsky’s method can all be derived as a special case of the more general formulation. The authors have also investigated into several interesting examples in the determination of factor of safety. To solve for the factor of safety under difficult problem, Gauss-Newton method with a line search step selection strategy is proposed.

Three dimensional slope stability analysis with random generation of surfaces : Thomaz, J E; Lovell, C W Proc 5th International Symposium on Landslides, Lausanne, 10–15 July 1988V1, P777–781. Publ Rotterdam: A A Balkema, 1988

Three dimensional slope stability analysis with random generation of surfaces : Thomaz, J E; Lovell, C W Proc 5th International Symposium on Landslides, Lausanne, 10–15 July 1988V1, P777–781. Publ Rotterdam: A A Balkema, 1988

Using variational methods in three dimensional slope stability problems. In Russian. 4R : Magdeev, UK Vopr. Geotekh. V20, 1972, P91–98

Using variational methods in three dimensional slope stability problems. In Russian. 4R : Magdeev, UK Vopr. Geotekh. V20, 1972, P91–98