Analysis of embankment slope stability: the comparison of finite element limit analysis with limit equilibrium methods

Abstract

This paper presented the analysis of embankment slope stability by considering the problem of embankment slope stability with special effects that it was filled with sand and was placed on purely cohesive clay. The finite element limit analysis of two-dimensional plane strain was employed to analyze the stability of this problem. The embankment slope height (H), the depth factors (d/H) and the embankment slope angle (β) for the finite element limit analysis of sand was modeled as a volume element with the properties of Mohr-Coulomb material in drained condition. And the clay was modeled as a volume element with the properties of Tresca material in undrained condition where the parameters were soil unit weight (γ), undrained shear strength (su) and friction angle (φ′). Parametric studies consisted of three dimensionless variables including depth factors (d/H), friction angle (φ′) and embankment slope angle (β). Results were summarized in the form of the dimensionless stability number (su/γH(FS)) and the design chart and application were presented. In addition, the comparison of the solution of stability number with the limit equilibrium methods and the failure mechanisms were also proposed in this paper.

Seepage Analysis and Optimization of Reservoir Earthen Embankment with Double Textured HDPE Geo-Membrane Barrier

“…Previously, designs and numerical solutions proposed homogenous embankments and too poorly compacted with no drainage arrangements, which led to anisotropic conditions within the section and water seeping out cutting the phreatic line. [34][35][36][37] The specifications for the 1 mm thick HDPE Geo-membrane were promptly drafted considering crucial parameters such as hydraulic resistance and puncture strength, particularly when placing gabions over it. Given the various standards for geo-synthetics, such as BS, ISO, ASTM, etc., it was imperative to base the guidelines on Indian Standards to develop the specifications.…”

“…Through the examination of these parameters and their influence on slope stability, FEM analysis aids in designing reinforcement measures that enhance the overall stability and performance of the embankment [34]. Furthermore, FEM analysis allows for the optimization of various design parameters of geo-membrane barriers, including thickness, reinforcing techniques, slope angles, and anchoring methods [35,36]. By simulating and evaluating the impact of these parameters on the performance of the geo-membrane barrier, FEM analysis facilitates informed decision-making to achieve the desired level of containment and stability [37].…”

“…This chosen geo-membrane not only serves as a protective measure but also offers enhanced impermeability, stability, and durability, which are crucial for ensuring the long-term performance of the embankment structure. Previously, designs and numerical solutions proposed homogenous embankments and too poorly compacted with no drainage arrangements, which led to anisotropic conditions within the section and water seeping out cutting the phreatic line [34][35][36][37]. Geo-membranes can have either a smooth or textured surface.…”

Mono-objective Optimization of Retaining Wall Using Genetic Algorithm

“…There is insufficient context or information in the search results to determine the significance or ramifications of this discovery. To guarantee that embankments are secure and stable, the findings do, however, imply that the stability of the structure should be taken into account during the design process [22].…”

Stability Assessment of Root-Reinforced Slopes Using Finite Element Limit Analysis

“…In the other hand, Finite Element Method (FEM) outperforms LEM in predicting safety factor of the slopes without assuming a slip surface however the analysis requires longer computational time (Ghadrdan & Mokhtari, 2021;Raghuvanshi, 2019). Furthermore, Finite Element Limit Analysis (FELA) has been utilized to assess stability of slopes under different conditions (Oberhollenzer et al, 2018;Yingchaloenkitkhajorn, 2019). This approach can generate two distinct solutions: lower bound (LB) and upper bound (UB) solutions (Poulsen & Olesen, 2024).…”