Slope Stability Charts for Two-Layered Purely Cohesive Soils Based on Finite-Element Limit Analysis Methods

2015 ◽  
Vol 15 (3) ◽  
pp. 06014022 ◽  
Author(s):  
Z. G. Qian ◽  
A. J. Li ◽  
R. S. Merifield ◽  
A. V. Lyamin
Keyword(s):  
Finite Element ◽  
Slope Stability ◽  
Limit Analysis ◽  
Cohesive Soils ◽  
Analysis Methods

scholarly journals Slope-Stability Assessments Using Finite-Element Limit-Analysis Methods

2017 ◽  
Vol 17 (2) ◽  
pp. 06016017 ◽  
Author(s):  
K. Lim ◽  
A. J. Li ◽  
A. Schmid ◽  
A. V. Lyamin
Keyword(s):  
Finite Element ◽  
Slope Stability ◽  
Limit Analysis ◽  
Analysis Methods

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

2019 ◽  
Vol 270 ◽  
pp. 02004
Author(s):  
Kongkit Yingchaloenkitkhajorn
Keyword(s):  
Finite Element ◽  
Slope Stability ◽  
Limit Analysis ◽  
Limit Equilibrium ◽  
Slope Angle ◽  
Friction Angle ◽  
Volume Element ◽  
Stability Number ◽  
Limit Equilibrium Methods ◽  
Embankment Slope

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.

Limit analysis and finite element evaluation of lateral pipe–soil interaction resistance

2016 ◽  
Vol 53 (1) ◽  
pp. 14-21 ◽  
Author(s):  
W.O. McCarron
Keyword(s):  
Finite Element ◽  
Monte Carlo ◽  
Shear Strength ◽  
Monte Carlo Simulations ◽  
Limit Analysis ◽  
Soil Conditions ◽  
Cohesive Soils ◽  
Perfectly Plastic ◽  
Soil Shear Strength ◽  
Upper Bound Technique

The lateral breakout soil resistance of pipelines supported on undrained cohesive soils determined from limit analysis and finite element methods are compared for a linearly increasing soil strength profile. The limit analysis solution is based on an upper-bound technique. The finite element solutions are developed from coupled Eulerian–Lagrangian simulations. The capacities determined by the two methodologies are in close agreement for the perfectly plastic soil conditions. The relative ease with which the limit analysis solutions are obtained allows rapid investigation of the implications of uncertainty of the soil shear strength profile and pipe embedment via Monte Carlo simulations. Monte Carlo simulations illustrate the implications of correlated random variables describing the shear strength profile and pipe embedment.

Seismic rock slope stability charts based on limit analysis methods

2009 ◽  
Vol 36 (1-2) ◽  
pp. 135-148 ◽  
Author(s):  
A.J. Li ◽  
A.V. Lyamin ◽  
R.S. Merifield
Keyword(s):  
Slope Stability ◽  
Limit Analysis ◽  
Rock Slope ◽  
Rock Slope Stability ◽  
Analysis Methods
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