Seismosoft | Earthquake Engineering Solutions

No, the bug is only in the pre-processor; it is just the message itself that should not pop up. Nothing related to the analysis. What you are experiencing is something else: the inherent numerical instability of the infrmDBPH model. Distributed plasticity models are much more stable numerically the ...

Indeed, this is a bug of the GUI that will be fixed in the upcoming Release-3 of v2024 of the program. The message is wrongly displayed, however this does not prevent the users from changing the infrmDBPH element class and assigning the automatic calculation of the section properties. Thanks for the...

I am not sure I understand with what you mean with the comparison between internal forces and height. I note that you can monitor the stresses of the monitoring points inside the section using the Stress Points facility (Pre-processor>Output module).
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How do you get this message?
The automatic calculation of the hinge properties for the rectangular and square RC sections types is supported by the program, and we checked this feature and it seems to be working without problems.
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The infrmFBPH model is a distributed plasticity model on the section level. The section if discretized to fibers and each fiber has its own material law (for steel, unconfined and confined concrete). Please refer to the manual and the help of the program.
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According to all modern codes on Structural Assessment, the nonlinear analysis are conducted considering the mean, rather than the characteristic material values.
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The fact that you cannot achieve convergence does not mean that you should change the rigid diaphragms of the model to X+Y+Z+RX+RY+RZ. This will completely alter the structural behavior. If you believe that you do not have structural failure in your building, then the convergence problem seems to be...

1) The message regarding the zero diagonal items in the stiffness matrix is a warning message of the program to notify users about this potential problem. With zero diagonal elements in [K], it is relatively easy to get divergence problems. If you have calibrated your model and it runs without probl...

You might get a better insight of the connectivity of your model by running eigenvalue analysis. In this way you can confirm that the shear wall is well connected to the rest of the structural model.
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You probably need to refer to the original publications, where the curves are described in detail.
One other alternative is to carry out trial analyses with a simple SDOF oscillator, trying different values of the parameters and seeing how the curves are affected.
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