Model the vertical buckling of H steel

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TOKYOTech
Posts: 22
Joined: Tue Feb 23, 2016 9:51 pm
Location: Tokyo Institute of Technology

Model the vertical buckling of H steel

Post by TOKYOTech »

Hello everyone, I want to build a model to simulate the vertical buckling of web of the H type girder when subjected to a vertical force. Fiber section and forceBeamColumn element are not able to simulate the buckling. Is there any way to do it in OpenSees? Thank you very much!
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selimgunay
Posts: 916
Joined: Mon Sep 09, 2013 8:50 pm
Location: University of California, Berkeley

Re: Model the vertical buckling of H steel

Post by selimgunay »

Are you trying to simulate the local buckling?
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TOKYOTech
Posts: 22
Joined: Tue Feb 23, 2016 9:51 pm
Location: Tokyo Institute of Technology

Re: Model the vertical buckling of H steel

Post by TOKYOTech »

yes, particularly the buckling of the top flange due to the compression mechanism. I try to use ShellMITC4 and mesh the H steel beam. But it doesn't converge at the first step. Could you give me some suggestions?
Thank you very much!
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selimgunay
Posts: 916
Joined: Mon Sep 09, 2013 8:50 pm
Location: University of California, Berkeley

Re: Model the vertical buckling of H steel

Post by selimgunay »

Which material are you using and what kind of analysis do you conduct? Because it does not converge at the first step, you might not have provided correct boundary conditions needed for equilibrium. You can post your tcl script if you want.
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TOKYOTech
Posts: 22
Joined: Tue Feb 23, 2016 9:51 pm
Location: Tokyo Institute of Technology

Re: Model the vertical buckling of H steel

Post by TOKYOTech »

I am using J2Plasticity material and PlaterFiber section in the shell element. The model is a simply supported beam. This is the picture of it. https://flic.kr/p/VkTd5X
I put more restraints at the end of the beam and it's able to calculate but still failed to converge after several steps.
The following is my code. The model part is generated from NextFEM software. It is a little long, sorry about that. And thank you very much for your time!

# Model: beam3 generated at 5/31/2017 7:02:14 PM by NextFEM Designer ver.1.09
model BasicBuilder -ndm 3 -ndf 6
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# materials
#uniaxialMaterial Elastic 0 1000
#nDMaterial ElasticIsotropic 1 210000000 0.3 8.01223241590214
nDMaterial J2Plasticity 99 171.0E9 79.2E9 268.0E6 400.0E6 1.0 1.0
nDMaterial PlateFiber 101 99
# sections
section PlateFiber 1 99 0.014 ; #web
section PlateFiber 2 99 0.026 ; #flange
# elements
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# restraints
puts "restraints"
fix 3 1 1 1 1 0 1
fix 4 1 1 1 1 0 1
fix 5 1 1 1 1 0 1
fix 425 1 1 1 1 0 1
fix 426 1 1 1 1 0 1
fix 427 1 1 1 1 0 1
fix 429 1 1 1 1 0 1
fix 430 1 1 1 1 0 1
fix 431 1 1 1 1 0 1
fix 8 0 1 1 1 0 1
fix 9 0 1 1 1 0 1
fix 10 0 1 1 1 0 1
fix 603 0 1 1 1 0 1
fix 604 0 1 1 1 0 1
fix 605 0 1 1 1 0 1
fix 607 0 1 1 1 0 1
fix 608 0 1 1 1 0 1
fix 609 0 1 1 1 0 1
# loading
timeSeries Linear 1
pattern Plain 1 1 { ;# the middle node of the top flange
load 105 0 0 -1 0 0 0
}
puts "recorder"
recorder Node -file node_disp.out -time -node 105 108 102 100 91 82 73 64 316 305 294 283 272 -dof 1 2 3 disp;
puts "analysis"
constraints Plain
numberer Plain
system BandGeneral
test EnergyIncr 1.0e-6 100 2
algorithm Newton
analysis Static
integrator DisplacementControl 105 3 -0.001

set ok 0
set maxStep 50
set currentStep 1
while {$ok==0&&$currentStep<$maxStep} {

set ok [analyze 1 ];

set currentStep [expr $currentStep+1]
puts $currentStep
}
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selimgunay
Posts: 916
Joined: Mon Sep 09, 2013 8:50 pm
Location: University of California, Berkeley

Re: Model the vertical buckling of H steel

Post by selimgunay »

When the analysis does not converge, you should try other nonlinear solution algorithms, convergence tolerances, reduced displacement increment, etc. You can achieve convergence as a result of these trials. Your script does not have these. Please see an example of such adaptive switching between different solvers and parameters in the Ex6.genericFrame2D.analyze.Static.Push.tcl file in the below link. It is recommended to increase the number of if loops and try a variety of options for increased convergence performance.

http://opensees.berkeley.edu/wiki/index ... c_Pushover
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TOKYOTech
Posts: 22
Joined: Tue Feb 23, 2016 9:51 pm
Location: Tokyo Institute of Technology

Re: Model the vertical buckling of H steel

Post by TOKYOTech »

Thanks for your advice, I am working on it. Now what concerns me is that if this kind of shell model could catch the buckling properties or not. And should I add any initial imperfection on the beam? From the results which I got now from the model, the displacement in the vertical direction is very small.
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fmk
Site Admin
Posts: 5884
Joined: Fri Jun 11, 2004 2:33 pm
Location: UC Berkeley
Contact:
Contact fmk

Re: Model the vertical buckling of H steel

Post by fmk »

the shell is not for large displacement and will not capture the buckling. the forcebeam column can do this, despite what you said, just use a corotational formulation to allow it to work in large displacement problem.
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