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  1. mon1299

    Unbraced length of beam-column

    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...
  2. mon1299

    how to export nodal solution result to excel file directly

    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
  3. mon1299

    Nonlinear analysis convergence failure

    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...
  4. mon1299

    Nonlinear analysis convergence failure

    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...
  5. mon1299

    eigen value buckling analysis

    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
  6. mon1299

    eigen value buckling analysis

    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...
  7. mon1299

    Effect of load substeps in nonlinear solution accuracy

    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...
  8. mon1299

    Rigid to flexible surface contact

    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...
  9. mon1299

    Rigid to flexible surface contact

    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...
  10. mon1299

    Ultimate strength determination of box girder

    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...
  11. mon1299

    Ultimate strength determination of box girder

    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...
  12. mon1299

    Ultimate strength determination of box girder

    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...
  13. mon1299

    Von misses yield criteria for Bilinear kinematic hardening material

    Hi TGS4, thanx for ur reply. I think I can put a very small value for tangent modulus. m i right? regards papia
  14. mon1299

    Von misses yield criteria for Bilinear kinematic hardening material

    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...
  15. mon1299

    Von misses yield criteria for Bilinear kinematic hardening material

    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...
  16. mon1299

    calculation of tangent modulus

    Hi everyone, I am trying to model bilinear isotropic material in ansys. I have data yield stress=50ksi, ultimate strength=64ksi,E=29000ksi Elongation%=27.I wanna calculate tangent modulus. I dont know wheather I can calculate it or not. Is there anyone who can help me in this regard? If its not...
  17. mon1299

    nonlinear analysis

    HI Everyone, I am doing nonlinear analysis with large deflection statics.I want to determine the load capacity when the deflection of staructure is large enough with no increase of load.I dont know how I can apply my load. For my model I am considering material nonlinearity and also geometric...
  18. mon1299

    Modeling thin steel sections connected by bolt

    Hi Garry, I tried to model bonded contact.Problem is using contact wizard I cant define the surface of the shell element to create contact element. If I use ESURF command then I dont know how to define bonded contact. I think bonded contact is only valid for surface to surface contact. When I...
  19. mon1299

    Modeling thin steel sections connected by bolt

    hi Garry, Thanx a lot for ur advice. I will try that. Can you tell me wheather I can apply both the contact element and the CERIG command for a problem subjected to large deformation? Again thanx papia
  20. mon1299

    modeling contact surface between shell element

    Hi everyone, My model is a built up steel sections made from two face to face channel sections connected by bolt.I am trying to model contact surfce between the overlap areas of thin steel plates.the plates are initially in contact. I am using shell93 to model the steel plates. To model surface...

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