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That's great to hear, gives me hope! May I ask does your model have walls and frames? And how long did it take to run a time-history analysis? From my understanding, capturing the combined response of walls and frames becomes difficult (in terms of convergence) because of the difference in displaced...

My apologies for the multiple posts, but I am desperate to get my models to run due to strict deadlines! Are there any useful references to help with selecting suitable algorithm methods, systems, etc...? I have modelled the 8-storey building with displacement-based (DB) elements in the hinge region...

Also, here is the step before earthquake time 2.04 converges. You can see the very large divergence which had occurred. But this occurs through out the analysis towards the end before it eventually does not conduct the iterations of the different algorithms. Any suggestions would be greatly apprecia...

Changing the system without the additional parameter helped with the beginning of the earthquake, but it eventually faced the same problem. A very large divergence occurs and afterwards it does not go through the iterations of the different algorithms. I've included an example of when this occurs. A...

From my experience the error message you've sent is related to some form of instability with the structure (nodes not connected correctly, not enough constraints, or in my case the low torsional stiffness of the elastic elements). Try: 1) Assigning a rigid elastic material to the translational degre...

Thank you very much, I will definitely give it a go. Much appreciated.

Hi I’m conducting time-history analysis for a 3D model of an 8-storey reinforced concrete building. I’ve been able to successfully run a couple of time-history analyses but for some records (with similar intensity) the analysis does not converge. A very large divergence seems to occur and I get the ...

Thank you very much for this. The OpenSEES IDE that I used previously had a simple renderer option to view the model. Do you know of any other platforms (or methods) for displaying the model. The cypress IDE does not seem to display the model..

I found the mistake: the instability was caused because an essentially zero value was assigned to the torsional stiffness of the elastic elements..


Thank you for your help.

I have positioned two nodes in exactly the same place. Instead of applying equal DOFs I have defined the material of the zerolength element for all 6 DOFs. I've included a simple example below for a fixed end beam with two spring elements at each end. Here I have just used a rigid material for the s...

Hi I am modelling a frame, and when I use a zeroLength element to represent the beam hinge I get the error message below during eigenvalue analysis. "ProfileSPDLinCirectSolver:: … aii < minDiagTol (i, aii)…" The spring (zerolength element) is located 250 mm away from the column-beam centre...

Thank you very much for your reply. I am downloading it from a link that was provided on the OpenSEES message board (below). I believe it was uploaded by Frank. I have the older version on an old computer (which works), but I am unable to install it on my work computer which has the newer version of...

Hi I am trying to install OpenSEES.IDE however I get the following error message: "The code execution cannot proceed because tcl85.dll was not found. Reinstalling the program may fix this problem" Could you please advise how I can install OpenSEES.IDE. I am using OpenSEES 3.2.0 version and...