Compression bracing by steel deck

[structSU10]

Has anyone seen a specific reference, with calculation possibly, that would support the view that metal deck could brace a collector beam for compression in the weak axis?

 

[frv]

I'm sure I have, although I don't recall where. It shouldn't be that hard to derive; get a hold of the Steel Deck Institute's Diaphragm Design Manual and you can figure out your deck stiffness, and then compare that with the stiffness requirements of AISC. Stiffness will almost certainly control over strength for a collector brace.

 

[OHIOMatt]

No specific reference, but in the past we have had some collectors with rather large forces. We determined the required buckling resitance that we needed, determined that simply welding the deck to the collector was likely inadequate to resist the force. So we added struts perpendicluar to the collector at 48" o.c., so that we could get the required force into the deck.

 

[msquared48]

No reference, but if needed, I might consider it if:

1. The gage is at least 16, and

2. The deck flutes were normal to the flange being braced, not parallel.

Mike McCann
MMC Engineering

http://mmcengineering.tripod.com

 

[msquared48]

Another thought - I would not rely on puddle welds to the flange to laterally support it either.

Mike McCann
MMC Engineering

http://mmcengineering.tripod.com

 

[RFreund]

Attached are some note from Yura that someone posted a while ago. They cover the calculation but for a typical joist.

EIT
www.HowToEngineer.com

 

[grantstructure]

A link to the full paper:

http://www.scribd.com/doc/63965314/Fundamentals-of-Beam-Bracing-1