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I am running ElastoPlastic analysis. With application of the load, the external work of the whole model at a specific time reaches a peack and starts to become a decreasing function of time, although the load is increasing. After that the external work becomes a decreasing function of time. I...

-I am running ElastoPlastic analysis. With application of the load, the external work of the whole model(History Output) at a specific step reaches a peack and starts to become a decreasing function of time, although the load is increasing. In the following steps the external work becomes a...

What is the maximum number of DOFs that can be handled by ABAQUS ? Is there any minimum machine memory requirement related to this number? Are there any computational ramifications (other than long computational time) that can be expected from using huge number of elements? As far as this point...

I am using ABAQUS standard (Implicit) to model elastoplastic materials. However, because I have materials failure (plasticity cannot converge at some points) the model cannot converge. What should I do in this case

If the determinant of a matrix is positive , does that mean that the matrix must be positive definite

Which should be our failure criterion (Sigma1- Sigma3)max or (Sigma1/Sigma3)max they do not coincide when having undrained case Please refeer me to specialized paperes or texts if you can

Which should be our failure criterion (?1??3)max or (??1/??3)max they do not coincide when having undrained case Please refeer me to specialized paperes or texts if you can

What is the difference between biaxial loading case and plane stress loading case? Thanks

I have the grain size distribution for a purely sandy soil are there any relations or guidances in literature allowing one to predict the maximum void ratio (Emax) and minimum void ratio (Emin) of that sand give the grain size distribution ? This is because I want to estimate my field ratio...

I have the sieve analysis results, specific gravity, density for naturally consolidated soil... is there anyway where i can estimate the Consolidation curve of this soil.

I am doing transient elastoplastic analysis and upon checking the History-output results I found that the strain energy ALLSE remains constant with time for the whole model, although each element I checked shows elastic strain componenets that are changing with time. I really appreciate your...

Does any one have any recommendation on dealing with this classic Error message that have been encountered and asked about by several guys: "The strain increment is so large that the program will not attempt the plasticity calculation at 10 points The plasticity/creep/connector friction...

I have a material that is soft plastic with the isotropic hardening curve: Hydrostatic Volumetric Plastic Strain Pressue (Pa) 500 0 2000 0.0660498 4000 0.0990747 10000 0.142731 20000 0.175756 50000 0.219413 100000 0.252438...

As you can see below, the time increment in my NLG plastic Consolidation analysis (Transient Soil Step) drops dramatically and suddenly by almost 5 orders. Is that material failure? . What can i doif my analysis time span is in the order of 1E+08, while the time increment after that moments...

Sometimes the program is not responding (probably because of memory as many programes are runing) while ABAQUS job is runing so I have to close the programe and reopen it. I can see the Job Status: Runing. However When I go to the job Monitor, I cannot see the bar of Iterations moving. Should...

My model does not converge because of (I think) excessive distortion. Below is what I get from the msg.file Please advise me how can I overcome this issue EQUILIBRIUM ITERATION 2 AVERAGE FORCE 1.642E+05 TIME AVG. FORCE 1.642E+05 LARGEST RESIDUAL FORCE -1.283E+04 AT...

My part is: 2D Planar, Type: Deformable with Homogeneous Solid section. Upon checking the results i found remarkable value for E33. How this can happen in the plane strain section.?

How to measure pore pressure within a rock stratum. If you put you standpipe, it will not give you anything unless its tip coincides with an open joint.

Hi I am finding difficulty to interpret some data I got from my analyses .The problem is subjecting the saturated soil to consolidation load in the plane (2D) I got both pore pressure and effective stress increasing at the same time which is driving me crazy.. can this happens in reality. I...