Seismosoft | Earthquake Engineering Solutions

Can you please be a bit more specific? With 'resistent bending moment' you mean the capacity of the T-shaped beams in the bending moments, code-based checks? We checked the program and it seems that the bending moments are calculated correctly. Note that one factor that might confuse you is the rein...

Can you please be a bit more specific? With 'resistant moment' you mean the capacity of the T-shaped beams in the bending moments, code-based checks? We checked the program and it seems that the bending moments are calculated correctly. Note that one factor that might confuse you is the reinforcemen...

If you carry out a search in this forum with terms like convergence, divergence or numerical instability, you will find numerous posts on this issue. You will also find a section on the Users' Manual on how to solve numerical problems (Appendix A). Diverging solution is an inherent feature/problem o...

It depends.
In most cases however the rigid diaphragm is an important structural characteristic that cannot be omitted.
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You need to check the state of the member cross section, in order to understand if it is a structural failure or not. This can be done by checking the curvatures, but mainly by setting stress point, so that to understand if the member can sustain more loads or not.
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It obviously is a convergence problem. Make sure that the model is appropriately restrained (run an eigenvalue analysis and check the modes for this) and that it can withstand the loads applied (you need to check the applied loads and the internal loads of the elements before divergence and see how ...

Milad_m2,

It is good that you sorted this out, however note that the resolution should not be the problem. I am using SeismoSignal in my PC with a 3840x2400 resolution without any problems.

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Probably it is better to carry out the shear checks of the beams neglecting the axial forces applied on them, by selecting the corresponding project setting.
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Salvatorebenfratello hi, We carried out a check with a cantilever with the infrmFB element class and the results come out reasonable, i.e. fy=fu=247-248kN. We also checked the dimensions of the HEA280 section and they are correct. Note the following: 1) Our nonlinear implementation of the HEA280 sec...

Can it be that you have the Run with Linear Elastic Properties checked (Program Settings>Analysis tab)?
If this is not the case, problably the structural deformations are very small and the response is indeed linear.
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