] [Thread] [Date] [Author]

["Conrad Guymon" <conrad(--nospam--at)karren.com>]

Doesn't the table state 350 plf PER SIDE thus letting you go up to 700 plf
without 3x framing?  (Provided sill plate and anchor bolt issues are
addressed.)

I'm quite confused by the whole section.  Some kind of a table or chart in
the code could really clarify things.

Conrad Guymon, P.E.

----- Original Message -----
From: "Evan Mizue" <eam(--nospam--at)baseengr.com>
To: <seaint(--nospam--at)seaint.org>
Sent: Wednesday, March 21, 2001 12:43 PM


From:  Evan Mizue mailto:eam(--nospam--at)baseengr.com

To:  seaint(--nospam--at)seaint.org

Subject:  UBC1997 Wood Panel Shearwall Recommendations

This question is in regards to the Uniform Building Code 1997
recommendations for wood structural panel shearwalls, Table 23-II-I-1.

Note 3 below the table clearly states that all wood panel shearwalls with
allowable capacities greater than 350 lb/ft are required to be framed with
3" nominal members at all structural panel edges.  I have reviewed the
shearwall capacities listed at your web site, and no such requirement is
listed (except for panels receiving closer edge nailing than 2" o.c.)

Using 3" nominal members (as top & bottom plates or as wall studs at panel
edges) is a significant change to standard framing practices.  This change
makes shearwall framing and constructability much more difficult.
Continuity is also a concern, as splices are required where 3x top plates
over shearwalls must be spliced to the standard double 2x top plates.

Please review the UBC 1997 Code Requirements and offer a recommendation as
to whether the requirement for 3" nominal members is valid.  If so, are
there any alternatives to engineer shearwalls with 500 lb/ft to 700 lb/ft
capacities without significantly modifying standard construction practices
for wall framing?  Please call or email.  Thank you.

Thanks,
Evan Mizue
For Baldridge and Associates Structural Engineering, Inc.