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In OpenSees I used nonlinearBeamColumn. Should I use the elasticBeamColumn to compare the results of the 2 models?
I didn't use hinge models in Sap

OpenSees treats load and mass separately. So, you have to add mass when you add load if you want OpenSees to do what you're describing in SAP. Can there be any differences of periods by SAP2000 and OpenSees (3/4%)? I am attaching the results: SAP2000: 0.453 0.414 0.380 0.127 0.120 OPENSEES: 0.435 0...

Hi everyone, I use python to import my 3d model that I built in Opensees.
Is it possible to visualize the first six modes of my structure?

With p-delta and increased axial force, moment-curvature would have a descending portion. You can compute the ultimate curvature as the curvature corresponding to a) ultimate strain of concrete, and b) fracture strain of the longitudinal reinforcement, whichever happens first. Infact I thought the ...

The steel strain hardens indefinitely, so you'll have to try wrapping the material with MinMax https://opensees.berkeley.edu/wiki/index.php/MinMax_Material #Steel02 set Fy [expr 450*$Nmm2]; #N/mm2 set Es [expr 200000*$Nmm2]; #N/mm2 set Bs 0.01; set R0 18; set cR1 0.925; set cR2 0.15; set IDSteel02 ...

Thank you for reply. The file -xml is very useful. Now I trying to get a curve M-ϑ but I couldn't be wrong The curve F-s of 3D RC frame seems right But the curve M-ϑ doesn't decrease and I don't get the collapse (I used concrete02 and steel02).WHy? I am attaching the link for the images https://driv...

If I would like to use $np=5 what could I do to converge the analysis? or it is no necessary

Is there much difference for the results if I use $np 3 instead $np 5 (np=numbers of point integration) for the nonlinearBeamColumn? I have got a small 3D structure, with columns=4.00 meters and beams=6.00 meters. When I changed the numbers of the story (2 story to 3 story) the analysis doesn't conv...

Yes, it works. For the output of the force I think that I geo: -time N M1 M2 ? ? And for the deformation? I attacching the string of the ultimate time of pushover (disp=0.05*7.2m=0.36m) | time | deformation | force 1.71018 0.0471195 -0.241791 7.63915e-05 -2.61472e-19 -2.61472e-19 16847 -323270 109.4...

Hello everyone, I built a 3D RC frame and I would like to study the ductility of the columns (moment-curvature).
The example of the wiki uses the zeroLength element, but it is a only column with axial force N=constant.
For my structure which recorder can I use? And should I use the zeroLength element?

Hi everyone, for the pushover analysis of a 3D RC frames what is the difference about nonlinearBeamColumn and dispBeamColumn?
When I plot the curves there are many diffence about the results. Why?

yes this one is totally converging...no -3 error... Now the issue is whether the result of this analysis matches with the one from SAP2000 or not ? Because I have done one pushover example that converge well but the same result didnt matched with that of SAP2000...means not even little bit close......

yes pls kindly attch the script. I am attaching the link for the folder you can read and run my file tcl. With "Procedura.tcl" you run the analysis. https://drive.google.com/drive/folders/1mP5VSUx0pmVc60siGhEyDvsBSF7nATjT?usp=sharing let me know yes this one is totally converging...no -3 error... N...

I have changed the value inch in to meter directly and 1 kip to 4448.2216 Newton..... but still the convergence is an issue..... set in 0.0254; # define basic units -- output units set kip 4448.2216; # define basic units -- output units set sec 1.; # define basic units -- output units set LunitTXT ...

Sorry Michael H. Scott, there is a misunderstanding. I resolved the problem of the convergence. I would like to help ankurjain. For the problem "no torsion specified for 3D fiber section, use -GJ or -torsion" you should add in BuildRCrectSection.tcl this: set Ubig 1.e10; set G $Ubig; set J 1.0; set ...