Dear all,
I am modelling of I girder considering initial geometric imperfection in order to get the web local buckling at failure.
I tried to verify the I girder (attached file), however, I can not get the web local buckling at failure like test result. It always was failed at the flange first.
I think, the problem is how to restrain lateral displacement of this girder.
Because, the test procedure of the paper was not showed, therefore, I do not know how to restrain lateral displacement. I just assume lateral displacement restraint. However, the result is not correct.
Can anybody have an experience about modelling of buckling and post buckling of I girder?
Can anybody give me some advice about this problem?
How to get the web local buckling at failure?
Thank you so much;
Hi
Considering deflection in picture 3, ends are fixed and there's a simple restrain at the middle of the beam (just one of them). With these B.Cs you can run a buckle analyse in abacus. You can define it in step module.
Best wishes
M. Haghdoust
Dear Mahdi,
Thank you for answering me. I tried doing many cases corresponding different lateral displacement restraints, however, I still can not get the web local buckling at failure.
Please explain me in detail. Which location need to be appllied lateral displacement restraints? At the flange, at the web or at the transvese stiffener?
The B.Cs of the buckle and Riks analyses are the same or difrerent ?
For this case, load is applied directly on the girder or we need to add a top plate on the girder and apply load via this plate?
Thank you so much,
1. You need to find more information about the test procedure. For instance, the size of the plate used to transfer the load to the girder. It is common, to connect all nodes in this area to a master node in order to apply the load (control-displacement using Riks Method). Furthermore, the node are restricted to move only on the vertical direction, i.e. the out-of-plane displacements are not allowed to avoid lateral torsional displacements.
2. At the ends A and B, where the vertical stiffener are, you need to apply simply supported boundary conditions along lines defining the supports. In some cases it is also necessary to restrict the out-of-plane displacements along the vertical lines defining the vertical stiffeners. In practice, these out-of-plane displacements are controlled in the experiments using robust columns at each end.
3. Perhaps you should include initial shape imperfections. That could be done by determining the first eigenmode and then include it as an initial geometric imperfection with a maximum amplitude, e.g. hw/200.
Dear Friends,
Thank you for answering about my problem. Actually, I have not yet finished this problem.
Regarding how to model web local buckling at failure of I girder in Shear test, I tried to model other test (simpler). However, I still have the same problem (I can not get the web local buckling at failure of I girder). Please see the attached file and give me any recommedation to solve this problem.
Thank you so much,
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