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Thank you very much Dr. for your quick and complete answer! and I still have that idea to collect these useful information! or at least put a button here to report a post as a useful answer!
thank you for your help.

Hello, I want to record the rotation of a beam at it's ends. I'm confused which recorder is right to use? and I would appreciate if anyone give some additional explanation about these recorders. When I use a recorde like this: recorder Element -file Beam-rotation68.out -time -ele 68 -section 1 plast...

Hi, I have asked this question before, and it may be useful for you too. here is the link to the post: http://opensees.berkeley.edu/community/viewtopic.php?f=2&t=60763 But I have a question from you! why do you want to model concentrated hinge?? one of the main advantages of OpenSees is modeling...

Hello, can anyone explain a bit more about Corotational transformation? my main problem is about this sentence written in command manual: "Currently the transformation does not deal with element loads and will ignore any that are applied to the element". what exactly will happen according ...

Dear OpenSees experts! When I want to add a uniform load this error appears: expected integer but got "-type" . . . # define GRAVITY ------------------------------------------------------------- pattern Plain 1 Linear { eleLoad -ele 3 -type -beamUniform -500 } expected integer but got &quo...

Dear fmk,
Could we use uniform beam loads to impose weight for vertical elements, like columns? or brace elements?
Thanks.

Hi, Here is Dr. Mckenna's suggestion in analysis failure! : fmk: start by changing the elements to be elastic beam columns. if that fails your nodes, elements or boundary conditions are messed up. if it works change the section to be elastic for the nonlinear beam columns. if that fails check your b...

its really sad not to get any response...conclusion: never post anything on off days!

Hello I am modeling a dual system steel structure (moment frame with concentric bracing) for progressive collapse analyses. I developed my model with these specifications: - It is a 2D model - 10 story - 3 bays - material : Uniaxial material steel01 + MinMax material - fiber sections - Beam With Hin...

Hello I need some examples about following concepts: 1-Rayleigh Damping : how can we use Rayleigh damping in different situations. For example in progressive collapse analysis 2-considering PMM interaction in elements And it will very useful if you add more explanations to the manual or add some tip...

# boxSec.tcl: tcl procedure for creating a Box steel fiber section # written: Hamed Shoarian Sattari ### hshoar@yahoo.com # date: 10/2013 #--- #--- input parameters # secID = section ID number # matID = material ID number # h = box height (z direction) # w = box width (y direction) # t = thickness #...

Thank you very much dear Prof. Scott for the new beamWithHinges is it right to use steel01 in fiber sections of both hinges and interior section of element? is steel 01 has cyclic degradation? I'm not sure using steel01 is the right material for progressive collapse, because I think I need to model ...

The reason I've decided to use elasticBeamColumn with zerloength elemnts as hinges was that I can record the rotation of zerolength element and compare it with allowable values in GSA. How can I get the rotation of plastic hinges formed in a beamWithHinges? And I'm still have those questions about u...

Dear Prof. Scot maybe I'm asking repetitive questions, but, its because I'm really confused:-?? I defined the column with elasticBeamColumn and zerlongth elemnts to demonstrate plastic behavior. A steel column with square hollow section which has two zerolength element at ends as concentrated plasti...

Thank you Dear Prof. Scott
As you mentioned here and in my previous post, the yieldSurface sections are not documented. I took a look at source code but I couldn't use it.
Can you please explain me how can I use fiber o yieldsurface sections?
I appreciate your quick and informative replies.