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RE: Light Gauge Steel Seismic Design

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Dr. Serrette @ Santa Clara University has done testing of plywood
sheathed LGS shearwalls and those values are in the code.

The other method of seismic design for Light Gage steel is to use
X-bracing over the studs right out of the catalogs.

The other option is to use hardy (or similar) products that have tested
lateral values. I suppose one could try to make there own braced frame
out of LGS or even make a shearwall with sheetmetal screwed or welded to
the studs - but then the plan checkers may object.

Light Gage steel is classified as light frame construction. If you use
shearwalls, the R of 5.5 (UBC) is used, if you use X-Braces, R=2.9. 

After that, just follow the AISI specs for designing members using LRFD
or ASD. Make sure you have complete load paths.

=gerard

-----Original Message-----
From: utej(--nospam--at)attbi.com [mailto:utej(--nospam--at)attbi.com] 
Sent: Wednesday, August 14, 2002 8:37 AM
To: seaint(--nospam--at)seaint.org
Subject: Light Gauge Steel Seismic Design

There are no seismic provisions provided in the AISI 
specification to design light gauge steel members 
(members with thicknesses less than 3/16").  Is anyone 
aware of any studies that have been performed or will be 
performed to assess the performance of light gauge steel 
elements under cyclic or earthquake loading?  

It certainly seems that light gauge steel seismic 
provisions should be in place prior (considering local 
buckling, etc) to the use of any light gauge steel 
system.  Typical steel design (more ductile than light 
gauge steel) requires special design considerations 
(AISC Seismic Provisions, the yellow book) when used as 
a lateral force resisting element for earthquake loading.


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