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CFS Web Stiffener

CFS Web Stiffener

RE: CFS Web Stiffener

I'd be happy to ditch the web stiffeners so long as the top flange has effective lateral support over the bearing. You want to force a two wave buckling pattern over the height of the joist rather than a sway cantilever buckling pattern with the top flange drifting laterally relative to the upper bolt. I'd scrap the backside beam stiffener too.

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: CFS Web Stiffener

Conservatively, I would check the web crippling for a 12GA joist whose height is approx. the distance from the top flange to the first bolt hole.

RE: CFS Web Stiffener

You might consider one of these Simpson hangers or a Clark-Dietrich equivalent to reduce eccentricity on the steel beam and put the joist support condition in shear instead of bearing.

https://www.strongtie.com/joistframingconnectors_c...

https://www.strongtie.com/rigidconnectors_coldform...

I will say that I’ve gotten a lot of pushback from contractors on screwing into rolled steel, and I’ve seen framers go to town on similar clips with powder actuated fasteners instead of using the freaking holes that come with the damn clips. It’s just a thought, your detail might be best from a construction and quality control standpoint. I agree with Kootk on the joist and beam stiffeners, but depending on the beam depth and span, some sort of torsional bracing on the steel beam might be worth considering.



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