The OpenSees Community

Dear Mohsen in order to receive a response best way is to ask it under a new topic ... but first be sure to check the online manual of commands in the web site

Good luck

Thanks a lot Dear Sir yes I'm looking for the first option ... would you please provide me examples of "Displacement control" analysis (?) ... (By the way it is a type analysis, isn't it?) and also let me know about the examples of two stage analysis, in which you can store the results and...

if you have applied a fiber section .. then it seems that you are using a frame element IMO you'd better divide your beam and use multi elements ... then modify the fiber section in the damage zone ... (I mean define a new modified fiber section for the element in the damage zone) I hope I've got yo...

would you please explain your question better?

sorry I can not understand what is your problem?

Hi Sir/Madam I know my question looks very simple ... but actually I have simplify it Assume a 2 node element (A,B) ... I want to push node A in X direction (Xa=1 cm) and read the force and stresses in the element and then push node B in Y direction to (Ya=1cm) how I can script such an analysis? Wou...

unfortunately now it takes time to simplify my model, but I want to add some info: In my model local axes of piers are not parallel to Global axes, and I do have torsion in my sections Could these info give you a clue? I guess in elements after computing the basic deformations, the basic forced woul...

Hi Dear Sir/Madam I applied "nonlinearBeamColumn Element" , as anticipated, the moment is limited to estimated Mp, which, can lead to a Vmax (shear) limitation too. However in some cases whille V passess the Vmax, M is limited to Mp I can not rationalize the case. Would you please instruct...

Dear Yilmaz

Thanks for your reply
well at last I My self solved the problem

in fact kint is the threshold displacement,

so if Fy=mu*N then the actual stiffness is K=Fy/kint

by very simple examples you can see that too

iyi şanslar

Dear Sir or Madam

I conduct modal analysis and I computed periods and I display the mode shapes,

But in order to present them in my paper is there any easy way to save this shapes and present them?

Would you please help me?

Thanks a lot

Best wishes

First Q: Dear Sir or Madam In the below command for flatSlider Element I do not have any Idea about defining the (Kint) element flatSliderBearing $eleTag $iNode $jNode $frnMdlTag $kInit -P $matTag -T $matTag -My $matTag -Mz $matTag When I define a very big (Kint) the structure becomes unstable with ...

First Q: Dear Sir or Madam Regarding to your guide I had a look to the flatSliderElement element flatSliderBearing $eleTag $iNode $jNode $frnMdlTag $kInit -P $matTag -T $matTag -My $matTag -Mz $matTag In this command I do not have any Idea about how to determine the (Kint) When I define a very big (...

thanks a lot,
I've seen that command but I was not sure

grazie

Dear Sir or Madam I would like to model a friction slider connection. I had in mind Zero Length element, and then I struggled to provide a proper uniaxialMaterial command which can represent a friction sliding model may be the below command suits: uniaxialMaterial ElasticPP $matTag $E $epsyP the pro...

)

I had your proposed measures in my code, I understood that I have to scale all of the records.

Thanks alot

Dear Sir or Madam I have built a big bridge model for nonlinear time history analysis. Among 10 strong ground motion record, only for one I have analysis failure. However for stronger records with high energy content the analysis is completed successfully. I refined the dt analysis ( dt analysis= 0....