Lateral Torsional Buckling Restraint of an Upset Wide Flange beam
Lateral Torsional Buckling Restraint of an Upset Wide Flange beam
(OP)
Anyone ever braced the top flange of a 21" deep wide flange with web stiffeners tied to wood joists? Force to develop is only 4 kips to develop at the 1/4 points using the 2% general rule and that seems doable. Only concern to me is the use of wood joists instead of steel members at the quarter points.
Mike McCann, PE, SE (WA)






RE: Lateral Torsional Buckling Restraint of an Upset Wide Flange beam
provided you had a solid connection between the wood and the steel I can't see it being an issue.
RE: Lateral Torsional Buckling Restraint of an Upset Wide Flange beam
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.