Elastic plate buckling coefficient for plate under pure bending

[pfsm01]

Good evening,

I am trying to find an expression for the elastic plate buckling coefficient for a plate under pure bending. I would think the expression would be in terms of the width and height, but all I can find are specific values for fixed and pinned boundary conditions. Is this because it is empirical and closed form solutions are nonexistent?

Thanks

 

[racookpe1978]

"plate under pure bending" ?

What are the proposed dimensions for this "plate"? How is it mounted - what are the boundary conditions - and where is the load loads?) and moments going to be applied and from what directions?

Will it act as a thin, skinny, vertical column threatened by buckling? A squat square column threatened by fracture/compression?

 

[BAretired]

A plate under pure bending is not subject to buckling. So what it the problem?

BA

 

[ishvaaag]

Refer to article 3.4.6 in former Spain's steel code NBE EA-95. Buckling of a panel in a web or the entire web itself under longitudinal stresses can happen either in the elastic realm, or, depending on the case, inelastically. Through the article you can determine if the panel in the web buckles elastically or inelastically, and so the viability of the proposed panel in a design. This was of necessity used/checked when designing webs for plate girders according to the code, referred section attached (have no better pdf).

Will include also later some worksheets for the practical application of same in Mathcad 2000 Professional.

 

[ishvaaag]

The Mathcad 2000 Professional worksheets in rar format, in spanish (I didn't foresaw use in english when I made the worksheets, sorry).

I think the table (or similar tables) explaining the cases are also in Galambos IV or V in which case I may also have worksheets in english about the buckling of panels subject to longitudinal stresses, that I may post later.

 

[ishvaaag]

This is a Mathcad 2000 Professional worksheet on the issue as per Galambos V, zipped.
Refer to the guide for stability of metallic structures in such edition for the info.

I think I completed also the port of the issue as per Ziemian's latest guide of 2010 (I stopped the work after chapter 5 somewhat into the 6th), will post the worksheets later if such is the case.

 

[271828]

If I understand correctly, you are turning a plate in its strong direction and using it as a beam, and the top and bottom surfaces of the plate are not restrained, but it's restrained against out-of-plane movement at the supports. Is this not just lateral-torsional buckling? See Section F11.2 of the 2010 AISC Specification.

http://www.aisc.org/2010spec.

 

[ishvaaag]

If the case is as 271828 visualizes, and may be, certainly establishing the flexural strength as per the 2010 spec is the way to go. Think then that the plate needs be torsionally inmovilized at the supports.