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Yea I'm aware of that, I got it to work by setting a small value for the upper bound (0.001) instead of 0.

...the following error when I try to assign an upper limit of 0 to the bottom connector and a lower limit of -0.5 mm: "Error in job Test_Force_CNC: *CONNECTOR STOP options have been defined such that the initial configuration grossly violates the CONNECTOR STOP limits. This can result in large...

Thanks man, Cheers

Hello all, I'm trying to determine the angle of inclination of a steel panel. The panel is a thin steel sheet made up of S4R elements (explicit solver) subjected to a lateral force. First I need to determine which elements exceed the yield stress(fy) then I need to extract the stress components...

Damn it :( Ah well, thanks for the input anyways!

Hello, thanks again for replying, In theory that might work, but I'd rather use a moment-rotation relation based on experiments rather than numerical simulations. Assuming I can find something related in the literature, how do I go and define the hinge properties in SAP? Is it the same...

I attached a print out of the shell model, as you can see in the image the columns are buckling and I'm trying to simulate this behavior on a frame model in SAP.

Hmm that actually makes sense. The sections I'm using are built-up and relatively on the thicker side for cold-formed steel(2.5 mm), but they probably can't develop plastic hinges. I was trying to enforce flexural buckling at the bottom of the columns to match the conditions of the experiment...

Hello all, I have a cold-formed steel portal frame that I want to analyze under monotonic pushover and non-linear time history analysis. The sections in my frame are made of built-up hat sections. I have successfully modeled the built-up studs using the section designer option, however I...

Got it, thanks for the explanation.

Hello, I have a conceptual question. Why is the frequency (or period) of the first mode used as an estimate to determine the velocity or time step of quasi-static analysis using the explicit solver? The theory states that the dominant response of a quasi-static analysis will be the first...

Thanks for the input!

...I'll get a few responses here. The angle of inclination is derived by applying the principle of least internal work. The work expression is: (V^2*h)/2E [(1/(w*L*sin2⁡α*cos2⁡α))+(1/(2Ac*tan2⁡α))+((h*tan2⁡α)/(L*Ab))]....eq1. The angle is then obtain by finding the first derivative w.r.t α and...

I can't personally verify your modelling choices however I have to ask, why not model the whole plate using shell elements? is the guideline that you just posted that recommends using both solid and shell elements retrieved from a recent published paper?

Unfortunately, the free body cut tool doesn't work with 3D shells. I tried building a simple, elastic beam model and extract the section forces at midspan to compare with hand calculations however I'm getting funky results. Any other tips?

This might be what I'm looking for, I'll read on it,, Thanks for the tip,,,

Right, forgot the model's details: Explicit solver, S4R shell elements for all parts, displacement control load applied at the top of the wall, and I used a user-defined (VUMAT) linear kinematic hardening model for the steel. Section properties are based on a coupon test. Best,

Hello everyone, So I have an assembly of a cold-formed steel shear wall, a screenshot of the meshed assembly can be found here (https://files.engineering.com/getfile.aspx?folder=7ac54ee4-c3a4-475a-9b29-0b9860f34703&file=CFS_Wall_annotations.png). I have validated my model against monotonic and...

Are you still getting errors regarding the mass? What do you mean "error came that is no more supported by Abaqus"?

How are you defining the reference points? Is your model partitioned at screw locations i.e. does every screw location contain a vertex that you can connect wire elements to? If you don't want complex partitions in your model you can achieve that connections by using mesh-independent fasteners...