## Convergence problem / Discussion

## Convergence problem / Discussion

(OP)

Hello everyone,

I am running a nonlinear analysis with displacement control. The analysis always stops at the same point producing the same graph of force displacement.

does this mean it reaches the limit of the structure?

Material nonlinearities and large displacements are enabled

Displacement controlled loading

elements used shell181 ( Ansys Apdl software)

What approach should I follow to understand what's happening?

I am running a nonlinear analysis with displacement control. The analysis always stops at the same point producing the same graph of force displacement.

does this mean it reaches the limit of the structure?

Material nonlinearities and large displacements are enabled

Displacement controlled loading

elements used shell181 ( Ansys Apdl software)

What approach should I follow to understand what's happening?

## RE: Convergence problem / Discussion

Perhaps it reaches buckling/collapse which cause problems for standard N-R solvers. Try with arc-length or dynamic solver.

## RE: Convergence problem / Discussion

geometry: hexagonal cell dimensions angled walls 3mm horizontal also 3mm

mesh: shell181 with element size 0.1

material model: young modulus 70GPa v=0.33 Non linear properties: Bilinear isotropic hardening using von Mises or Hill plasticity with tangent modulus 0

boundary conditions: restricted at the bottom (UX,UY,UZ =0) top rigid region (cerig command)

load: displacement on a master node at the top

what interaction would you like to give?

These is the F-U plot ( If I increase the displ the solution stops at the same point )

I will try the arc-length method to see if the results are any different

Update: Tried arclen method but the solution keeps collapsing

## RE: Convergence problem / Discussion

have you run a linear buckling analysis?

## RE: Convergence problem / Discussion

This is the model with the BC and the loading (the purple,on top)

Displacement at max load :

And von miss stress at max load :

I haven't run a linear buckling to get meaning full results.

## RE: Convergence problem / Discussion

## RE: Convergence problem / Discussion

## RE: Convergence problem / Discussion

You propose I run a linear buckling analysis and then update the geometry with a mode from the buckling one and see the changes?

SWComposites

It is a bit more challenging. I could change to force control

## RE: Convergence problem / Discussion

If your solver type is Arc-length, it should be able to trace a collapse past the point of maximum load. Something seems fishy here. Are the elements locking-free (shear & membrane)? What is the geometric non-linearity: von Kárman (quadratic strains coupling membrane and bending modes, small displacements) or something else? Is the calculation performed with respect to current geometry (updated lagrangian) or initial geometry (total lagrangian)?

## RE: Convergence problem / Discussion

The model is with the initial geometry and elements are with bending and membrane

## RE: Convergence problem / Discussion

I implemented the recommendations you proposed they worked. The structure seems to have gone further and this is the F v U curve. I don't know how to justify these results.

Thank you for the help you provided!

## RE: Convergence problem / Discussion

also, have you used 2x thickness for the a) the walls with free edges in your model, b) the walls parallel to those free edge walls? core is made with foil ribbons bonded together so those "nodes" are 2x foil thickness.

## RE: Convergence problem / Discussion

No, it's shear load. I haven't compared to data sheets. Will this give some sort of validation?

Also, haven't modeled the 2t thick of the walls.

## RE: Convergence problem / Discussion

Apologies, TLDR ... what are you modelling ? what material ?

it looks like a small hex cell, 1/8" each wall. With that dense mesh you're entering the "molecular" zone, and the FEA round off error is becoming significant.

this hex doesn't live on it's own ... is it a cell of a sandwich panel core ?

To properly validate your FEA you need some real result, the closer to your actual structure the better.

Ideally, you do a test of your structure, and see if the FEA predicts the (approximately) right strength and better if it predicts the right failure mode.

Alternatively, you can test some "representative" of your structure (like maybe a flat panel). Better if the FEA of the test specimen predicts the same failure mode as the real structure.

If this is the core of a panel, I believe you are "fooling" yourself. I believe there are many failure modes, and modes where the faces interact with the core, and so modeling the core in isolation is "pointless". But maybe I'm wrong ?

"Hoffen wir mal, dass alles gut geht !"

General Paulus, Nov 1942, outside Stalingrad after the launch of Operation Uranus.

## RE: Convergence problem / Discussion

Cheers

Greg Locock

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## RE: Convergence problem / Discussion

## RE: Convergence problem / Discussion

I don't know if I am explaining this correctly

## RE: Convergence problem / Discussion

## RE: Convergence problem / Discussion

condense various pieces of your model to a small set of freedoms, which join together to make the whole.

writing it that way, I think I've answered my question ... no (or probably not)

but how much time is "too much" ? let it run over the weekend, if you must. I recently had a model of 1e6 elements, took a couple of hours ... was great ... started it, went off and did something else, came back and it was nicely cooked !

"Hoffen wir mal, dass alles gut geht !"

General Paulus, Nov 1942, outside Stalingrad after the launch of Operation Uranus.

## RE: Convergence problem / Discussion

I am running all of the analysis with a laptop so it's a bit harsh on it.

1e6 element will take the whole weekend to finish even more!

I have done buckling analysis on the unit cell not the whole structure.

Also changing the KEYOPT8 from default to the one that Stores data for TOP, BOTTOM, and MID for all layers; applies to single- and multi-layer elements changed my results. Why is that?

## RE: Convergence problem / Discussion

Can anyone help me with that?