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Fwd: Re: Cold Formed Steel Design

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I believe that this thread had been covered some months back if the =
concern is regarding light gauge metal stud shear panels. If this is the =
case, you may find the APA Research Report 154 - Structural Panel Shear =
Walls  by John R. Tissell PE to be of interest. These are not as =
restrictive as the values suggested by HUD in their prescriptive design =
criteria. I have designed residential light gauge steel stud =
construction with plywood shear walls based upon the values given in =
table 4 of this guide. The governing factor is that point at which the =
stud buckled rather than when the connections failed. Maximum rated =
shear without the use of pneumatically driven tempered steel pins is =
about 395 plf for shear based upon a 7/16" OSB panel on 16 gauge studs =
with 10-24 fasteners spaced at 4:12 - unblocked.=20
I understand that since the last thread on this subject, some cyclic =
tests have been performed on metal stud shear walls. I do not have =
anything further to offer here, but you may try APA or check with SEAOSC =
as a followup.

Dennis Wish PE


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From: "Dennis S. Wish PE" <wish(--nospam--at)cyberg8t.com>
To: "'seaoc(--nospam--at)seaoc.org'" <seaoc(--nospam--at)seaoc.org>
Subject: RE: Cold Formed Steel Design
Date: Wed, 16 Apr 1997 08:57:48 -0700
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