Web stiffeners and Warping
Web stiffeners and Warping
(OP)
Hmmm....Just been thinking, what kind of resistance would web stiffeners provide against warping. Say you could provide a post to restrain the beam from torsion, would adding web stiffeners allow the connection to be fully restrained against both torsion and warping. Thanks






RE: Web stiffeners and Warping
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
RE: Web stiffeners and Warping
RE: Web stiffeners and Warping
RE: Web stiffeners and Warping
In some cases where you aren't obliged to follow AISC specifically, I've accounted for less ideal restraint using the web stiffness. One old way to do it from the BS standards was to add 2x the beam depth to the physical LTB braced length for your calculations. I would probably do this only for fairly stocky beams (with good web proportions) -- not some highly slender floor joist W section.
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The name is a long story -- just call me Lo.
RE: Web stiffeners and Warping
Dik
RE: Web stiffeners and Warping
While Lo has answered this rather adroitly, I think it worthwhile to beat on a couple of dead horses in the interest of clarity/safety:
1) The system that you've described with full -- or nearly full -- height stiffeners is ubiquitously used for LTB prevention.
2) The system that you've described without stiffeners is potentially catastrophic and should only be used if you've rigorously evaluate the level of restraint provided by the column using methods similar to what Lo has described.
3) As with most things, judgement needs to be exercised, even with the stiffeners. Would I use this system with a W36 beam running over top of a 3x3 HSS column? No way.
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.