I am trying to study the shape of a buckled thin elastic polymer sheet. The sheet is clamped at both ends.

First, I used a linear buckling analysis to obtain the buckling modes. Secondly, I introduce imperfections and run a Riks analysis. I obtained a buckled sheet with a shape close to the theoretical elastica shape.

Do you think this is the right approach?

I have two problems tough.

Which strains are representative of the local deformation at high-curvature point? Is the Logarithmic strain the appropriate one? At this point I have 50% deformation...which seems a lot.

Is there a way to plot the stress versus displacement to see the buckling occur (the deformation is load driven)?

Thank you,

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I am new to this Forum and am working with Abaqus for some time already, but I never simulated models with residual stresses.

However, I want to explain my current problem. Maybe someone can offer a solution or guide me in the right direction.

When steel columns, such as I-sections, are welded, the material heats up locally and then cools down non-uniformly. This results in a residual stress field, so that the column is already in a stress state without exterior loads applied. If an exterior load is applied to the columns, the compressive residual stresses and the compressive stresses introduced by the external load would add up and reduce the load-bearing capacity significantly (which would be overestimated without the residual stresses).

I managed to induce residual stresses as desired via the SIGINI subroutine. They are correct in the initial step. It is recommended in the user manual to put a general static step after the initial step, so that Abaqus can compute an exact equilibrium of the initial stress field. The problem is, that Abaqus doesn't make only minor changes just to get an equilibrium, but changes them completely. There are differences up to 100Mpa. Now I was told, that this is because I didn't activate any boundary conditions to avoid the model to reduce the stresses.

Thats the part that I don't understand. In real life, my steel column would be welded and the stresses would stay inside the column even though it is not somehow constrained or loaded. How can I include my residual stresses in such a way, that they would not be reduced even if there was no exterior load applied? Constraining all nodes in the equilibrium step is possible, but not reasonable, because as soon as I changed them to the real boundary conditions in the next step, the stresses would again start to reduce.]]>

in the past I read some post here and it was qvery helpful. Now I have a question. I want to model the thermal expansion of a unit cell and constrain it with periodic boundary conditions. When there is only a mechanical load, it works fine. But I don't know, how to model a thermal load with PBCs? A thermal load would produce a volume change, but because of the periodic bundary conditions, a volume change is not possible.

Thank you for your help!

Best regards

RstefUB]]>