Hardening Soil Model Limitation

RE: Hardening Soil Model Limitation

Farzam Berenji Tehrani — Sun, 23 Oct 2022 22:06:34 GMT

Hi Dennis,

This was very educative. Thanks for your time to explain it in detail. I always learn something new from you.

Warm regards,

Farzam

RE: Hardening Soil Model Limitation

Dennis Waterman — Fri, 21 Oct 2022 07:19:29 GMT

Dear Farzam,

It's a matter of accuracy. You're doing the test in 100 steps up to 10% strain, hence the steps are 0.1%. With the high stiffnesses this means quite a large (deviatoric) stress step, which is not so accurate.
You can increase accuracy by taking smaller steps. I increased the steps to 1000 and the maximum strain to 1% and then I find an E50 of 280 MPa, for instance.

With kind regards,

Dennis Waterman

RE: Hardening Soil Model Limitation

Farzam Berenji Tehrani — Thu, 20 Oct 2022 22:00:14 GMT

Hi Dennis,

That's correct but what puzzles me is the fact that the secant / E50 value from the stress - strain curve below is roughly 200MPa while my input value is 300MPa. I understand that it doesn't have to perfectly match the input value, but why there is such a huge difference here?

Many thanks,

Farzam

RE: Hardening Soil Model Limitation

Dennis Waterman — Thu, 20 Oct 2022 06:49:47 GMT

Dear Farzam,

The results you show are clearly elasto-plastic and not even close to LEPP. If you focus on the first 2% strain you'll see that. So I'm not sure what is your problem?

With kind regards,

Dennis Waterman

RE: Hardening Soil Model Limitation

Farzam Berenji Tehrani — Thu, 20 Oct 2022 04:29:01 GMT

Hi Dennis,

Thanks for your response.

I have defined K0, x = 0.9 for this material in the material properties / Initial tab. This is a screenshot of the SoilTest Triaxial results:

Many thanks,

Farzam

RE: Hardening Soil Model Limitation

Dennis Waterman — Fri, 30 Sep 2022 12:35:24 GMT

Dear Farzam,

It's not entirely clear what you're trying to doas you don't provide information on how you perform the triaxial test. Did you define the material as overconsolidated, for instance? Note that in the HS model unloading/reloading is elastic, not elastoplastic. Only primary loading is elasto-plastic. Also, E50 is the stiffness for primary deviatoric loading, which, again, if you modelled your material has overconsolidated may not happen.

With kind regards,

Dennis Waterman