Abstract
This paper presents a three-dimensional slope stability limit equilibrium solution for translational planar failure modes. The proposed solution uses Bishop’s average skeleton stress combined with the Mohr–Coulomb failure criterion to describe soil strength evolution under unsaturated conditions while its formulation ensures a natural and smooth transition from the unsaturated to the saturated regime and vice versa. The proposed analytical solution is evaluated by comparing its predictions with the results of the Ruedlingen slope failure experiment. The comparison suggests that, despite its relative simplicity, the analytical solution can capture the experimentally observed behaviour well and highlights the importance of considering lateral resistance together with a realistic interplay between mechanical parameters (cohesion) and hydraulic (pore water pressure) conditions.
Highlights
It is well known that partial saturation can play a key role in stabilizing both natural and artificial slopes
Geotechnical failures occurring due to changes in hydraulic conditions highlight the significance that unsaturated soil mechanics can have in engineering problems
Despite its significant importance in many geotechnical problems, unsaturated soil mechanics still struggles today to find a place in everyday geotechnical practice
Summary
It is well known that partial saturation can play a key role in stabilizing both natural and artificial slopes. The reasons for this are usually related to the relative complexity of the material laws involved (i.e., water retention behaviour), the increased complexity of the required laboratory tests (i.e., suction controlled shear strength determination) and the lack of simple calculation tools accessible to everyday practitioners with fundamental knowledge of soil mechanics In this respect, the present paper presents and evaluates a simple slope stability limit equilibrium solution for translational failure modes. As portrayed, the sum of the forces due to: (a) the weight of the soil block and (b) the surcharge is considered; initially on the x axis where Fx plays the role of the destabilizing action trying to slide the considered block along the failure surface, Fx = Q x + Wx = q · cosθ · sinθ + γ · z · cosθ · sinθ = (q + γz) cosθ · sinθ, and along the y-axis where Fy is equal to the reaction force from the bottom layer:.
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