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Modeling is not limited and depends on your assumptions. The methods of modeling is not mentioned in manual. You can use this elements (Zero length or truss or ...) in addition to the structural members. researchers have used different methods for modeling the damping effect. Opensees is not a comme...

dear ameri contrary to your opinion, definitely they can involve damping in the structure. You should know how to use them in the model and this modeling approach is more difficult than using Rayleigh command. if you're looking for a simple method similar to rayleigh command, i would say No. Behavio...

Look at the following:

http://opensees.berkeley.edu/wiki/index ... l_Material
http://opensees.berkeley.edu/wiki/index ... s_Material
http://opensees.berkeley.edu/wiki/index ... ng_Command

I think problems occur when you want to calculate the damping of structure with eigenvalue command before Dynamic analysis. this means that your model is destroyed by the gravity loads. Check your model (units, mass, sections, elements, loads, Constraints, ...) Maybe there is a problem in the defini...

you can't use rigidDiaphragm command in 2D.

look at the following :
http://opensees.berkeley.edu/wiki/index ... gm_command
NOTE: The rigidDiaphragm command works only for problems in three dimensions with six-degrees-of-freedom at the nodes (ndf = 6)

remove IDA analysis from your code.
Use eigen command to obtain the period of the structure After Static analysis. Does it work?

if you use equalDOF command for modeling rigid Diaphragm in 2D frame, Moment and shear forces may be incorrect. i think only in 2D RC frame with force beam-column (nonlinearBeamColumn) and fiber section.....(It depends on your model....YOU Should CHECK IT OUT) look at the following : http://opensees...

Just copy the code and paste it on Tcleditor.
first you must save the file and then run it.
it works.

I think you should use Corotational transformation :
http://opensees.berkeley.edu/wiki/index ... sformation

Your model has many Problems. What is Point 2 for? I think material and load units are not correct.....Check them. I think your model is something like below... # Cantilever Beam under concentrated load at the end of it. # ****************************************************************** model Basi...

Hi Mohammadf and civil Sorry if my description was vague. Mohammadf 's question was general. I have nonlinearBeamColumn (Displacement-Based Beam-Column) for beams in my model. As fmk wrote in that topic, it depends on the structural system. when you have axial force in one element and your solution ...

Hi
i have used it in 2D RC model for verifying experimental test and results was good.....i think there is not any problem.

use nonlinearBeamColumn (Displacement-based Beam-Column).

Hello Dear Friend Mohammadf

Change your Constraints Method. Use Penalty Method.
for Example:
Constraints Penalty 1e12 1e12

All versions of OpenSees.exe from 1.7.1 to 2.4.0 have this error.
why ?

please help me.

Hello Moderators I've created RC frame with beam column joint element and I've used barslip material for barslip springs. http://opensees.berkeley.edu/wiki/index.php/BARSLIP_Material uniaxialMaterial BarSlip $matTag $fc $fy $Es $fu $Eh $db $ld $nb $depth $height <$ancLratio> $bsFlag $type <$damage $...