## infinite slope analysis

## infinite slope analysis

(OP)

what is the rule of thumb in selecting the depth at wich a slide will occur (z) for an infinite slope analysis

using FS = C/(unit weight * z *(1/2 sin 2*slope angle)

is it a function of slope angle or material property or jsut an estimate.

using FS = C/(unit weight * z *(1/2 sin 2*slope angle)

is it a function of slope angle or material property or jsut an estimate.

## RE: infinite slope analysis

Please see FAQ731-376 for great suggestions on how to make the best use of Eng-Tips Fora. See FAQ158-922 for recommendations regarding the question, "How Do You Evaluate Fill Settlement Beneath Structures?"

## RE: infinite slope analysis

## RE: infinite slope analysis

In an infinite slope analysis, the state of stress on slide plane parallel to the slope is dependent only upon the unit weight of the material, the depth in the slope and the flow net for water in the slope. You can find the solution graphically by ploting the locus of points (shear stress and normal stress on the slide plane, which is a radial line from the origin on a shear stress/normal stress plot) and the Mohr Coulomb failure envelope. Where these two intersect corresponds to the depth that you are looking for.

Glen

## RE: infinite slope analysis

When does the infinite slope formula no loger apply. For example given a slope and soil strength using the depth of slide to be say 5' I get a FS. If my total slope height/length is 100ft it think the infinite slope holds, but what about if the slope is only 10' heigh my depth of slide is 50% if the total hieght so I would think the infinite slope assumptions no longer apply. What is the cut off z=20% of height, 30%, 10%????

## RE: infinite slope analysis

I think that I understand better your question. I have seen very large slopes where the failure mode has been a shallow surface slide (amenable to an infinite slope analysis) and I have seen very small slopes where the failure mode has been a circular arc or wedge (amenable to limit equilibrium slope stability analyses). I don't believe that there is a fast rule about height of slope, depth of failure and which analysis technique will control.

If there is the potential for either, you should analyze both and use the lowest factor of safety. If the foundation and embankment soils are fairly strong, then the most likely failure mode is probably a shallow failure when the slope surface becomes saturated and seepage occurs parallel to the slope. The infinite slope theory would say that the stable slope angle with seepage parallel to the slope is roughly one-half of the angle of repose.

I hope this helps.

Glen