I want to import my dwg to create regions in GeoStudio, but the software is not giving me the option to import
In stability analyses, sometimes very weird slip surface come up for the critical slip surface, especially when we perform "block search". Then if we plot the FS vs Lambda, very possibly the converged Lambda value is less than say minus 0.2. Do we have any empirical range of Lambda, which is corresponding to the acceptable…
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Dear all, I am working on a project where we need to model the creeping flow with capillarity. I am curious and want to know if GeoStudio Seep/W is able to give us the shape of phreatic surface , height of seepage face and width of capillary fringe? answers will be appreciated. Thanks SM
I need to study the dynamic non-linear response of reinforced soil wall with anchors. Hence, I used structural beams for reinforcement and structural bars for anchors. However, there was error in the model which displays "Structural beams and bars cannot be specified with a non-linear analysis in QUAKE/W" What can be done…
Hi All, I have a seepage model in SEEP/W where I am modeling a seepage flow due to storm surchage for a coastal flood wall. I'm looking at steady-state analyses (as an upper bound/worst case scenario with prolonged max flood water elevation) as well as transient analyses (with water surface rising/falling with storm and…
I have two approximately identical slope/w models of an existing earthen embankment dam with different factors of safety. Both models consider a failure of the upstream slope of the embankment. The only difference between the two models is how the approximately same phreatic surface is input. "Model 1" has a phreatic…
For the stability analysis of embankment dam, what should be the direction of horizontal and vertical seismic coefficient. 1.What is the meaning of a positive and negative coefficient for both vertical and horizontal case? 2. For eg. for the stability analysis of embankment dam for d/s slope what should be the sign for the…
When I run my stability analysis with an anchor, it is showing that the support from the bonded zone is in front of the critical failure surface (as shown by the red box). When I make the anchor longer, this support goes away, which seems to me the opposite of what should happen. What is going on?
Hello, In the case of a levee with multiple rows of anchors embedded in chalk, I perform a stability calculation by imposing a failure plane. My slope calculation does not converge (E994). I have tested different approaches: linear search and root finder. In the convergence graph, lambda never exceeds 0.2. Can it go beyond…
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