web thickness buckling
web thickness buckling
(OP)
I have an application with a steel plate hogout, with webs (stiffeners) machined in. This plate will be subjected to bending such that the webs will experience both tension and compression.
The plate is weight sensitive (less=better), so I'd like a deeper plate with very thin webs, however, I'm concerned that these webs will buckle or wrinkle. Does anyone know any rules of thumb / best practices / formulas I can reference for this application?
thanks in advance
The plate is weight sensitive (less=better), so I'd like a deeper plate with very thin webs, however, I'm concerned that these webs will buckle or wrinkle. Does anyone know any rules of thumb / best practices / formulas I can reference for this application?
thanks in advance





RE: web thickness buckling
RE: web thickness buckling
Cheers
Greg Locock
Please see FAQ731-376 for tips on how to make the best use of Eng-Tips.
RE: web thickness buckling
Keep in mind that these are oriented towards buildings, and in some cases allow for inelastic action. For other applications, you may need to reduce stresses or consider fatique or vibration issues more carefully.
RE: web thickness buckling
Cheers
Greg Locock
Please see FAQ731-376 for tips on how to make the best use of Eng-Tips.
RE: web thickness buckling
As far as geometry, I dont have pictures, but think of a one-sided waffle iron. A large steel plate, 2.5" thick, with a square hogout pattern. MAterial will probably be either HY80 or HY100. Driving loads are pressure applied on the top (flat part). Plate will be simply supported around the perimeter.
RE: web thickness buckling
Garland E. Borowski, PE
Borowski Engineering & Analytical Services, Inc.
Lower Alabama SolidWorks Users Group
RE: web thickness buckling
The limiting failure mode is likely to be some form of buckling in the web in compression, although there is a lateral instability mode in tension as well.
I don't know of a detailed reference other than Bruhn. I'm sure one exists, but it is not the sort of structure I design. Roughly speaking it is a T section, for the sake of argument, so that's where I'd look.
I also doubt that linear FEA will be a great deal of help as this is an elastic instability.
http://
Cheers
Greg Locock
Please see FAQ731-376 for tips on how to make the best use of Eng-Tips.