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Could you post your tcl file?

It should be 100 mm at the control node that you use for pushover. At which node are you getting 150 mm and which node is the one that you apply the displacements in pushover?

Differences of the nodal displacements are due to the axial stiffness of the beams. Beam axial stiffness is generally much higher than the column lateral stiffness, but it is still a finite value and this causes the differences at the two ends of a beam (or the top of the columns). It depends on the...

Documentation is also available here: https://github.com/OpenSees/OpenSeesDocumentation

The new versions of OpenSees does not require a separate installation of tcl.

Do you have the "curve-moment.tcl" file in the same folder?

Please check https://github.com/OpenSees/OpenSees to see if you can find the information and the examples that you need there.

Please send an email to PEER using the email at the top of the page here (below PEER Headquarters): https://peer.berkeley.edu/about/people and you can have access to OpenSees Navigator. Please let me know if you experience any issues.

QuoFEM allows using an OpenSees file: https://nheri-simcenter.github.io/quoFE ... ities.html

It could be possible that the units of the ground motion file could be different (like g's), whereas the model unitc could be in inch. So, the larger motion that you think you are applying could still be a small motion.

You can also check the references here: https://opensees.berkeley.edu/wiki/inde ... 4_Material

The quoFEM application of the SimCenter also allows calibration of OpenSees material models. https://simcenter.designsafe-ci.org/res ... plication/

The ground motions that you are using in time history analysis could be small that does not result in inelastic response.

This means that you are experiencing convergence problems and analysis fails because it cannot satisfy the convergence test. From the messages, it looks like it happens post-peak at the descending portion of the pushover. Could you plot the pushover curve and see if the analysis continued until a re...

There can be two solutions to overcome this issue:

1) Define the beam cross sections using force-resultants (i.e. moment-curvature) instead of fiber sections
2) Use zerolength element at the ends of the beams with very small axial stiffness along the beam longitudinal direction

Did you try the elastic-perfectly plastic gap material?

https://opensees.berkeley.edu/wiki/inde ... p_Material