The OpenSees Community

I understand what you say, local-z is not the only vector wich correctly defines the x-z plane. I was just searching the simpliest way to write what I have to explain. :) I'm sorry for your curiosity, but the "staff" I was speaking of is not a "company", but a few researchers usi...

I'm working on a small "Quick reference" on OpenSEES for my staff, and focusing on the Transformation problem I came back to read this topic. I had a flash: if vecxz is the vector that make y=vecxz^x why don't say that for Geometric Transformation we have to pass to the program the local z...

Hi jwoong, the one you typed is the command for the standard geometric transformation, without considering P-Delta effects. If'you're interested in geometric non-linearity you have to use the command: geomTransf PDelta It uses the same parameters of the Linear transformation, but during the analysis...

Hi, there are some applications avaible to simplify the modeling phase, in particular pre- and post-processors wich should allow you to input simplier your model and read analysis'results. I've never used anyone of these applications, so I can't suggest you any name, but you can find some informatio...

Thank you for your reply, but I'm not so inside to software programming to understand all the words you said :) Does it mean that I, as an elementary user, can't run the parallel analysis? Or it means that I can run on different machines, but without a big time saving? How could I do? Can you explai...

Having obtained no answer in the User section I try to post here my question It's possible to run OpenSEES over a small network? In order to speed up the analysis, expecially for nonlinear time history wich takes a lot of time..

Thanks

I don't know if something has changed after v1.7.3, but OpenSEES doesn't have a command or a direct procedure to obtain the various modal coefficients. You have to apply their definitions and calculate them by yourself. It's also possible to write some procedures to do that automatically, but it req...

Does anyone know if there is the possibility to run OpenSEES over a little network? One can use the software on a small office LAN to speed up the analysis? It would be particularly useful for NonLinear Time History analyses carried on complex structures (they take me several days..)

Thanks to all

Exactly wath I was thinking.. but:

1) I measured axial force, and it's not so large to explain the bending resistance increment
2) I noticed the same behaviour with Uniaxial section, without any connection between P and Mz.

Ok, I'll send you the model.

Luca

Beh, lo avevo supposto che il nome non fosse molto inglese :) Well, now that we have found the bug it's not necessary to send the files, but can you answer my last question? I would speak about that in the study I'm carring on: How is it possible that at a section there is a bending moment bigger th...

I took some information at University, and they explained me that the problem is in the shape function. a force based element use a force distribution as start point, and for a structure like this, it's very good, 'cause force distribution (bending moment) is simple a displacement based element use ...

Sure
Let me the time to translate the comment lines in some acceptable manner (I write in Italian when I work )
I'll write you soon

Thanks a lot

please, nobody can help me?
It's a real problem for me, I have to understand what I'm doing wrong with nonlinear elements..

Well I'll be waiting..

Thank you all anyway, since I have subscirbed I found a lot of useful information.

Luca

Maybe I'm wrong, but where's the problem? I use the same script, with 3 command lines for the beam element, and in turn I put # before two lines to leave only one of them and run the same analysis. The section is the same, all the analysis parameter are the same. The beams lines are the subsequent: ...

the graph you see was obtained with 10 integration points, but with also with 2 points the results are quite the same, 1% difference. For the Concrete model, well, I'm afraid I didn't use the right term: I'm interested in the ultimate moment, not the one where the section stops being elastic linear....