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Thanks FMK, the problem was in a sign error in the Clough material parameters. Now the model run, at least the static analysis.

I don´t post the model yet because is very big. it´s a 15 story 4 bay frame with nonlinear BeamColumn and BeamWithHinges elements. I´m trying to do a simple static analysis first but the model don´t run up. OpenSees >source 15n82cpr.tcl WARNING - ForceBeamColumn2d::update - failed to get compatible ...

[quote="danile"]i found the error: fix

thx[/quote]

How do you fix the "domain not in valid range" error ?

Thanks fmk, obviously EA/L=0 at yield point :oops: thanks, seems to be very difficult to see simple things when one is concerned about learning another, i've used the hardening material and was flawless. Another question. Have you (or anyone reading this post) a working script of "clough" ...

Please FMK, tell me what i´m doing wrong in this test. It´s a simple column that is loaded to 2500 Kgf with a linear analysis and next is extended with displacement control (Pushover) to a displacement a bit bigger than the supposed yield displacement. The algorithm stop when the model is near the y...

I´m reading about this hysteretic model and found this: - Maybe the "clough" name isn´t a misnomer, Ibarra et al. says: "This model keeps the basic hysteretic rules proposed by Clough and Johnston and later modified by Mahin and Bertero, but the backbone curve is modified to include s...

Ok, the negative offset length seems to be OK and the little difference seems to be to the fact OpenSees unload the rigid length of the elements... I´ve readed something about this unloading in another post, now i can confirm that. Please FMK/Silvia, can you confirm the first thing?. If the offset l...

There is a mistake before, the correct is that the end node is upside and the offste lenght may be from upside to downside.

I specified the offset length with sign change and seems to be better. i.e. for element 2 i write "geomTransf Linear 2 -jntOffset 0 27.5 0 -27.5" because the end node of the element 2 is on the right side and i believe this offset length may be from right to left. But i need confirmation o...

I´m trying to model the beam-column joint as rigid solid with joint offsets in beams and columns. The length of each offset is from connectivity and i did created one geometric transformation object per element (to more easy asignements). Also i have created a MP constraints equalDOF to simulate the...

FMK, once again, thanks... very useful comments, i have another issues but i will try to solve it myself, if i can´t i will ask for help again .

Thanks FMK, very useful reply. I did changed the algorithm to Newton and achieved good results, and the forearch commands is very nice too, i´m learning tcl yet. Where my problem exactly was? only the type of algorithm? or something else?. I don´t understand very much the twice use of test and analy...

Ok, finally it converges...., but for nonlinearBeamColumn i need to spend more than 1000 steps while with elasticBeamColumn i get decent results with 1 step... is it normal?

How much amount error i must expect from this comparison ?

The reactions from SAP2000 are: node 5: fx:109.14 fy:75398.04 node 9: fx:-55.10 fy:68080.75 node 13: fx:412.43 fy:58492.12 node 17: fx:905.46 fy:65504.16 node 21: fx:1371.93 fy:41144.25 With elasticBeamColumn the reactions are right and the node displacement with a 1% error (normal?) The results don...

Ok, this is the model. with the proper change of comments (#) one can change the type of element. # unidades Kgf-cm # SET UP ---------------------------------------------------------------------------- wipe; model basic -ndm 2 -ndf 3; file mkdir "3 niveles" # GEOMETRIA --------------------...