The OpenSees Community

it seems work
but if I want to compare the results with penalty method that I find in a lot of posts in this site

how could I use the value of alpha in penalty method?

mhscott wrote: ↑Thu Dec 31, 2020 5:35 am You can use force-based element with plastic hinge integration: https://wp.me/pbejzW-Bk

I already tried the forcebeamcolumn but when I applied the pushover analysis the curvature at the beams increase without the collapse (I built a RC frame)
the materials are Steel02 and Concrete02

Hello everyone,

Which material can I use to built a plastic hinge for the beams of RC frames.
Should I use the zero length element and apply it at the end of the beams?

The solution in the first post looks like a reasonable solution. Or instead of modeling a fiber section, you can compute the moment-curvature relation of the beam offline and assign it to your section. for example uniaxialMaterial Elastic $matTag 10e-9 #material at the moment I have got this sectio...

no problem as long as the aggregator is not usning a fiber section. hello fmk, I built a 3d RC frame with nonlinearbeamcolumn elements for columns and beams. I use the rigid diaphragm but the values are wrong. How could I resolve the problem for the beams? I tryed to introduce a equaldof (beams) fo...

how can I resolve this problem for the beams(3d RC frame)?? any ideas?

Hello everyone, I built a 3d RC frames (2 story, 1 bayX, 1bayY) and I am trying to study the global ductility with different angles of force (pushover), different longitudinal area of bars in the columns and different weights of the building (axial force at the base of the columns) I know that it is...

selimgunay wrote: ↑Tue Dec 08, 2020 10:23 am The most direct way is to compute the moment-curvature externally and assign it to your section instead of the fiber section

how can I do this?

Hello everyone, is it possible to uncouple, for the beams with fiber section, the behaviour between Axial Force and Moment? In SAP when introduce a Rigid Diaphragm the axial force in beams is 0, but not in OpenSees. How could I do to obtain the same behaviour for the beams in OpenSees? I tried to du...

Dear selimgunay and mhscott, during my thesis I should run many parametric analysis to study the ductility of global structure and the elements (columns). The behavior of concrete is correct. If I put, for the Steel02, minmax to 0.0675 (for the def) a lot of analysis didn't converge. In the other wa...

Hello everyone,
For assign frames releases (joint beam/column) how could I do?
I want assign a hinge joint about connection of the elements beam and column (for example, to obtain M3=0 at the end of the beams)
I tryed with fix $nodetag but I think it is wrong.
I appreciate your help

yes I apply my forces to the master nodes, now I changed "variable maxNumIterStatic" 20 to 200 and it seems converge. sorry for the off topic but in general, when I try to run the analysis with the same model, sometimes they don't converge (only a few parameters like the angle of the push-...

Does it have a convergence issue right at the beginning of pushover? If it is somewhere in the following steps, you need to try other adaptive solution strategies than those given. Here is an example Dear selimgunay and mhscott, during my pushover analysis I got the convergence when I set like &quo...

Yes, I know the proc for valuate the behavior of 3D RC frame with the capacity design. But, probabily, my professor would like to study the teoric "L" behavior of 3D RC frame and the reduction of ductility of columns with different eartquake angles. First I used nonlinearBeamColumn for the...

Hi everyone. If I would like to study (with the analysis pushover) the beahviour and ductility of 3D RC frame with the teoric model of "Capacity Design", should I build the beam with "element beamWithHinges"? In this type of element are Lpi and Lpj at the node i and j similar tha...