The OpenSees Community

hi to all. when we model a steel moment frame with concentrated plasticity , for concentrated plasticity we use bilin material that in thirth part of bilin material we can see Deterioration resistance . if we want to model moment frame with distributed plasticity with nonlinearbeamcolumn which steel...

hi to all it is question for me that in Laura Eads Frame that the code is in site :: http://opensees.berkeley.edu/wiki/index.php/Pushover_Analysis_of_2-Story_Moment_Frame when I change element to TimoshenkoBeam to consider shear deformation to get Pushover Curve model not converge in PDelta mode ONL...

hi to all it is question for me that in modelling a nonlinear 2D Steel moment resisting frame with concentrated plasticity if we dont want to consider the effect of panel zone is it true to model the frame like a linear frame and only add plastic hinges to elastic elements? if it is wrong what shoul...

hello please leave me your mail adress so I can send u the paper . my Mail is : k.mehdikhani@gmail.com
please send your phone number to my mail so I can call u.
tnx

hi
i think you make mistake in use of command
you should use node range in this format e.g. :

recorder Node -file nodeDisp.out –time -nodeRange 10 25 -dof 2 disp

try it and read this ref :

http://opensees.berkeley.edu/OpenSees/m ... al/258.htm

hi
yes you can allocate mass of element by use -mass at end of command(elasticBeamColumn) . attention : the mass is ::: element mass per unit length

ref : http://opensees.berkeley.edu/wiki/index ... mn_Element

hi Dear jhoutenbos
in using recorder Node command u should specify which node you want to record
for example :
recorder Node -file nodesD.out -time -node 1 2 3 4 -dof 1 2 disp

ref :
http://opensees.berkeley.edu/wiki/index ... e_Recorder

Hello Dear esi i think your answer is in this paper :::: Ibarra LF, Krawinkler H. Global collapse of frame structures under seismic excitations. Report no. 152. John A. Blume Earthquake Engineering Center. Department of Civil and Environmental Engineering. Stanford University.2005 i think it is bett...

Hi in modeling a 2D nonlinear steel Moment resisting frame(with concentrated Plasticity) is it necessary to model Panel Zone in Frame ??? cant we model primary frame with elastic element and add plastic hinge to beams and columns and not model panel zone ? tnx , i think i should say that i want to u...

hello it is question for me that is there any way allocate shear modulus to the elements of structure in 2D model to have the resaults like period of structure and other resaults considering shear stiffness in addition to bending Stiffness? or we Should model 2D frame in ndm=3 ? regards kaveh mehdik...

hello are u from International Institute of Earthquake Engineering and Seismology in tehrannnn? i will be glad to help u , i am from tehran too, this is my gmail : k.mehdikhani@gmail.com , i think i can help u , send an email to me.

Hi i think there is problem in my modeling , I model 10story 3Bay MRF 2Dstructure in Opensees and Etabs and Period of stuctures in GeomTransf = Linear for 2 Software are Approximately equal ( Period in Opensees = 2.03 , Period in Etabs=2.05 ) but in PDelta mode in Etabs Period is 2.07 but in Opensee...