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I've got the same problem with my model too, I just posted a new thread about it.

Hi,
I am modelling with fiber sections a single bay , single storey 3D frame in OpenSees and Sap2000. In both programs I am using same fiber sections and mass. The periods I am getting are
T1 = 1.53 in OpenSees and T1 = 1.30 in Sap2000. Does anyone have any idea why there is such difference?
Thanks.

hi,
is there a way to rotate an element about it's longitudinal axis 90 degrees?
thanks

Still doesn't work.

Is there a way to attach pics with this message? I'll try to attach a print-screen.

eleLoad doesn't seem to work..
pattern Plain 1 Linear { eleLoad -ele 1 -type beamUniform -9.29615 0.0 0.0 }

I assigned masses..I am using command 'eigen' to get the modes

hi all,
trying to model an owsj in OS, does anyone have samples of code or suggestions as to why modal analysis produces results such as 'starting vector equals zero' ?
thx

the truss members intercept frame members, I tried using equalDOF but still modal analysis gives me wrong numbers

Hi all,
How does one model moment release for truss members in OpenSees?
thx

Hi all,
I am looking for sample code on steel buildings, laterally strengthened with x-bracings and steel joists at the roof. Specifically what troubles me is moment release for joist members and nodal contraints at the intersection between frame and truss members. Thanks.

actually works with system profileSPD

hi, didn't work, still getting same error..any other ideas?

Hi all, I am doing the analysis of a 6-storey 6x6 bays frame rc structure. The stucture has about 2700 members in total including an rc core. The program gives me an error and says 'ran out of memory for A'. Does anyone know why that is? Is it the stiffness matrix that becomes to large for the progr...

Hi all,
Trying to pass a limit point in my analysis with dispcontrol method and i am thinking of implementing arclength control. It requires a value alpha. What does that value describe exactly and how can one calculate it?
thx