This model consists of a layered slope with pore-water.
A single homogeneous earth slope is subjected to seismic loading. Both circular and non-circular slip surfaces are considered in this analysis and all slip surfaces must pass through the top of the slope.
This model contains a simple case of a total stress analysis for finding the minimum factor of safety in the analysis of the shown slope without considering pore-water pressures.
This problem is the Lanester embankment (in France) which was built with an induced failure for testing and research purposes in 1969 (Pilot et al. 1982). A dry tension crack zone is assumed to spread over the entire embankment for this model.
In 1974, the Cubzac-les Ponts embankment (in France) was built and a failure induced for testing and research purposes.This model represents an analysis of that particular problem.
There are no pore-water pressures input for this problem. The position of the critical slip surface, as well the calculated factor of safety is required in this analysis.
There are no pore-water pressures input for this problem. The position of the critical slip surface, as well the calculated factor of safety is required in this analysis.
Arai and Tagyo (1985) present an example, which consists of a layered slope, where a layer of low shear strength is located between two high strength layers. There are no pore-water pressures in this example.
Arai and Tagyo (1985) present an example, which consists of a layered slope, where a layer of low shear strength is located between two high strength layers.
This model is a simple homogenous soil slope with pore-water pressures. The model contains a high water table with a daylight facing water table existing along the slope.
This model is a simple homogenous soil slope with pore-water pressures. The model contains a high water table with a daylight facing water table existing along the slope.
This model consists of a simple homogenous soil slope and zero pore-water pressures.
This model consists of a homogeneous 2D steady state slope stability analysis.
This model consists of a simple homogenous soil slope with a pore-water pressure distribution defined by a pore pressure coefficient, ru of 0.5.
This model consists of a layered slope without pore-water pressures and also an earth dam type structure with three underlying soil layers.
This model contains a simple case of a total stress analysis without considering pore-water pressures.
This model contains a simple case of a total stress analysis without considering pore-water pressures.
This model has the same slope geometry as verification problem VS_1, with the exception that a tension crack zone has been added. For this problem, a suitable tension crack depth is required. Water is assumed to fill the tension crack.
This model consists of a layered slope with pore-water pressures and designated by a phreatic line.
This model consists of a homogenous slope consisting of three separate water conditions: dry soil, ru - defined pore-water pressures and pore pressures defined using a water table, WT.
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