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AISI S100 Design

JStructsteel

JStructsteel

Structural
Aug 22, 2002
1,416
Going thru a wall girt design for a steel building. Looking at C girts. Looking at table I6.2.1-1 for a 9" girt, looks like I have to use a 0.40 reduction? That seems drastic, what am I missing.

Outside wall will be metal panels.
 
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I may have found my answer. If I use bracing, I can design as a normal member, with unbraced lengths as I desire. I have sag rods, I see many use them as a brace. I was also considering a stap "X" brace in between.

I think I am on the right track. Any experts on this here tonight?
 
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Yes, the .4 is for when you don't have bracing on one side. It is empirically derived. The girt in this case is somewhere between fully braced and unbraced when the unsheeted side is in compression. As you have calculated, the bridging is doing a lot for member capacity.
 
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