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RE: Wood Shear Wall Allowable Values

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APA has a paper that they put together regarding over driven nails with
respect to shear capacity.  Get a copy of this.  Also consider if the loads
are wind or seismic. North Utah zone 3.  Over driven nails = reduced lateral
load capacity.  Lawyers in California get easy points for this one.
Consider having the offending nails pulled if the lumber has not split.
Unless you believe it to be sound construction, have if repaired or
replaced.
 
George Richards, P. E.

-----Original Message-----
From: Dan Goodrich [mailto:dang(--nospam--at)karren.com]
Sent: Wednesday, November 22, 2000 11:27 AM
To: seaint(--nospam--at)seaint.org
Subject: Wood Shear Wall Allowable Values


I recently visited a job site where the contractor had overdriven a large 
portion of the nails on the wood shear walls.  In most cases, they
penetrated nearly half way through the OSB.  Many of the nails
that were not overdriven were bent over, and pounded flat.
 
I am curious what kind of reduction this would have on the allowable 
shear for the panel.  Does anybody know of any testing that has been
done?
 
Also, I had specified sheathing on both sides of the wall, with 8d nails 
at 6 in. o.c.  I did not require that the panel joints be offset however.  I
will not make that mistake again.  The contractor installed the nails at 
anywhere from 2 in. o.c. to 4 in. o.c.  According to UBC requirements, 
I would need to have 3x nominal framing at the panel joints with that 
kind of nail spacing.  The shear force on the wall was about 420 plf.  
What would you guys recommend?
 
TIA.
 
Dan Goodrich, P.E.
Karren & Associates
3707 North Canyon Rd. Suite 8H
Provo, Utah 84604
 
Phone 801-222-0922 (SLC 801-359-2508)
Fax 801-222-0902