Soil Constitutive Model and elastoplastic no converge

Please login with a confirmed email address before reporting spam

  1. It seems well; I used solid mechanics and Darcy's law to couple the HM behaviour. But first, I compared the stress tensor in xx and yy directions; the MC model could compute correctly (k0 could be around 0.43 for the sand), but the HS model couldn't. I didn't change any parameters used in the k0 calculation (same internal friction angle and poison ratio). When I use the HS model, I increase the internal friction angle to 50deg (which is unreasonable for sand), and the k0 seems correct. I still cannot figure out the reason.

  2. I am debugging and comparing these three constitutive models: MC, HS and HSS. MC&HS could converge, but HSS still has the elastoplastic converge issue. Even I change my soil material to the example of the HSS model in the application library, still CANT converge. (My model is only solid mechanics with roller side boundaries and fixed bottom boundary, only considering gravity, should not be the BC problems).

  3. HS and HSS have one parameter input: initial consolidation pressure; I hope to ask for more explanation. If I am modelling an in-suit model of a 60m soil block, this could be the pressure caused by the soil weight, right??

  4. I have been dealing with the convergence problem for so long. Can you provide any hints??? Especially for the hardening soil small.

Thanks!


Reply

Please read the discussion forum rules before posting.

Please log in to post a reply.

Note that while COMSOL employees may participate in the discussion forum, COMSOL® software users who are on-subscription should submit their questions via the Support Center for a more comprehensive response from the Technical Support team.