Recent content by mon1299

Hi All, I am designing an industrial building. The perimeter beam has axial force as well as moments. The beam is simply supported at two ends and laterally braced at the top compression flange at every L/4 points. The total length of the beam is 16m. I know for lateral torsional buckling I can...

Dear All, I want to copy the nodal results from Ansys to the excel file. Is there any way I can do it? Thanks Mon

Dear Stringmaker, Thanks for your reply. I couldnt understand what do you mean by Nonlinear buckling analysis? I think what I am doing is nonlinear buckling analysis. For nonlinear buckling analysis the buckling load should be determined from the load deflection curve as far as I know. After...

HI Everyone, I am trying to find the ultimate load capacity of a steel beam.I am doing the nonlinar large displacement analysis with stress stiffness on,applying load as displacement, using perfectly elastic plastic material properties and von Misses yield criteria. I am applying unknown...

Garry, Thanks for your reply. I solved the problem. I modelled the whole thing in another file and this time it works. Thanks again Regards Mon

HI everyone, I am trying to do eigen value buckling analysis. I got an error message when doing this.I did the static analysis with prestress effect on.When doing the Eigen value analysis the error message is "There are no degrees of freedom active". I am wondering why I am getting this message...

Hi Everyone, I am doing nonlinear analysis of a box girder modelled with shell181 element. I have 1. Material nonlinearity 2. Geometric nonlinearity 3. Rigid to flexible contact and flexible to flexible contact. As I dont know the ultimate load carrying capacity, I am trying to find that using...

Hi Brian, Thanks for your reply.I wanna explain my problem a little bit more: For my analysis I am using 40 substeps and got good results. I am ok with that.I am writing results for every substep. If I stop the analysis suppose after 20 substeps and then restart the solution from the last...

Hi everyone, I am doing nonlinear analysis of a beam rested on a support. I modeled the beam with shell181 element and the support as an area.I define Rigid to flexible contact between the support and the beam where the support is rigid and beam surface as flexible. Time=1, and substep=40. I am...

Hi Lubo, Thanks for reply.I am modelling the section along the mid plane. So actually between the two sections there are little bit gap. When I consider the thickness of the shell then they will be perfectly in contact. So I cant use NMURGE as I think. So I tried CP. I also tried with connecting...

HI, Thaknks for your reply.yah I know that 999999 is not the right result.I tried both newton raphson and arc length method. Both are giving almost the same result. I also tried applying displacemnt instead of load. But the result doesnt vary a lot.I create half model with symmetric boundary...

HI Everyone, I am modeling a steel box beam with shell181.Beam is subjected to two point vertical loading which will produce constant moment region in the middle of beam.I want to know the utimate load carrying capacity of the beam. As the thickness of beam is very less like .0451in,it will be...

Hi TGS4, thanx for ur reply. I think I can put a very small value for tangent modulus. m i right? regards papia

Hi Lubo, thanx for ur reply. I understand ur point. For the steel beam, in some location yielding may start but it doesnt mean that the beam will collapse at the initation of yielding.I want to find the failure load but at the same time stress of any part of the beam will not exceed yield...

HI Everyone, I am modeling a steel beam with SHELL93 element. I am trying to find the ultimate load capacity of the beam considering geometric nonlinearity, stress stiffening on, and also material nonlinearity. I used Bilinear kinemetic hrdening material model. Yield stress=50ksi, E=29500ksi. As...