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Lateral Torsional Buckling Restraint of an Upset Wide Flange beam

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

Not in the direct scenario you are discussing, but I have counted wood joists framing into a steel beam as lateral bracing of the top flange. But they were connected to a nailer that was bolted to my steel 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've done it. The trouble with wood as bracing is rarely the strength so much as the stiffness. A wood bracing member, and the wood diaphragm that holds it still, are usually a good deal less stiff than a comparable steel system normally is. As long as you check the bracing strength and stiffness using the AISC provisions, you should be fine.

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.

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