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Thanks hamadadf Although it requires some efforts It seems an interesting way to deal with Stability analysis of Slope through ABAQUS . You meant that if I want to analyze my NATURAL slope I assume that there no slope at the beginning (level ground) : Geostatic Step. Then I cut /remove...

In your reply: do you want to say if the slope is not unstable or stable What do you mean by try 90o slope. In Geostatic step, after you describe the External Force(gravity in this case) and Initial Stress (in the Edit Keywords). By choosing to work with Geostatic Step you are asking ABAQUS ...

Thank you Martin This only allows you to colour the sets of your model in the visualization module (after the solution has been done :after you run the Job). What if one wants to colour each set in early stages in the Assembly ,Mesh, Load, modulus..) Thanks for the time you are taking to answer me

Sorry Hamadadf for the late answer I meant that if one has a slope then one will not be able to get any Idea (outputs) about its equilibrium or stability status (due to is gravity and currect pore water conditions within it) unless there is change in the BC. As, according to ABAQUS, the slope...

It seems that some boundary conditions can be only prescribed on mesh nodes ,e.g, when one wants to apply hydrostatic pore pressure on a face of a dam one has to calculate (manually) the pressure on each node on that face and then put the number as a boundary condition on that node. Do you guys...

Thank Hamadadf Strength parameter change is associated with Static step Permeability (of course) associated with SOILS step. But I am clear how to do so please give some details about the procedure THanks for help

I have two steps to analyze a sample of frozen rock : Heat transfer and Static or Soils Step: upon subjecting it to heat transfer analysis the permaebility, strength , and other rock parameters will change. How can I account for that in the Static (SOILS) Step. (PLease not I am not interested...

Well I open the inp. file of this earth dam problem and I have found that pore pressure BCs are applied on the concerned side by applying it on the nodes of that side ( each node sepearaetly).Is not tedious to do so when you have many nodes?. Whatismore, the challenge in this way is that one has...

I want to apply pore pressure BC or hydrostatic pore pressure BC on a side face (or in fact on only part of it). It seems that i should calcuate the hydrostatic pressure at each node of that side and then apply it on that node. This is a very tedious way particulrly if one has many nodes on...

I just want to change up the set-up of colours based on different Sets . I looked around 20m in the documentations on line but without finding how to do so. Sorry from ABAQUS experts if the question is simple

soory xerf I meant your post "Did you probe the values of the stress at the integration points? (visualization module->tools->query->probe values)"

Thank you Sendy and Xerf Xerf I followed your e-mail then write the file then open as word file but I found nothing please comment with some details about that THanks Sendy Actually I am getting high displacement. I just realize that the shear band cannot be observed in ABAQUS with the...

I am wondering if any of you has conducted slope stability analysis with ABAQUS. Finite element is powerfull tool for observing Slope stability behavior with time. The Maximum contour of Mises Stress can be considered as mark of the slip surface location while FOS is computed by a criterion...

I have been able to know that this soil is sandy soil. The only justification for such results is that the sample subject to 20 KPa (highly dilative) confining stress is denser than the one subject to 50 KPa (lightly dilative) which is in turn denser than 100 KPa (contractive). They are from the...

GTeng So can I say that assigning shearing strength through Mohr-Coulomb is not applicable in this case. My concern is to get the undrained strength Parameters.(what we should do in this case to get undrained shear strength.?) BY the way GeoPaveTRaffice also suggested that the soil could not...

Thank you GeoPaveTraffic

I am wondering how your simulation runs with C=0 . Usually this leads to numerical instability. please try to give c law value ;e.g, c=2 and let me know how things change Thanks

1-I am not clear with the manual regarding what is the use of Stand-Alone Sketch:e.g how it is incorporated into the part or Assembly module. 2-When I want to assign different materials to a specific part or assembly I just partition them and then assign sets for these partitions and then...

what about total which i am particularly concerned about in this situation?

I am modelling triaxial compression test with one element (quadratic).One expects to get homogeneous stress state, but why I am getting nonhomogeneous stresses ( hardening at top nodes and softening at the middle ones ). Also when plotting the Mises countors I see discontinuity at the middles...