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Light Gauge Steel - Full-Compliance Design

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I am bidding a project in which the Architect wants to use Light Gauge Steel
for everything - including roof trusses or joists (for flat roof areas). I
am restricted to the UBC values for plywood shearwalls and will probably
substitute braced frames or Hardy Frames/Panels where higher shears require
stiffer elements.

Has anyone completed a full compliance design on a light-gauge steel
structure? If you have, how did you address the horizontal diaphragm issues
(deflection, flexibility) as well as the shear distribution by torsion? Did
you assume the empirical wall deflection calculations or is there an errata
to the code that goes into greater detail on vertical and horizontal panel
deflections for cold-form steel?

Regards,
Dennis S. Wish, PE
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