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RE: Perforated Shear Wall

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The perforated wall codes have been hammered out for several years now.  The
only thing that they do not give clear guidance on is acceptable methods to
resist bottom plate tension and uplift tension at the outside ends of the
outer usable wall segments.  The IBC also does not clearly indicate that the
tension at the ends of the walls is required to be based on the un-adjusted
allowable shear capacity like FEMA 368 12.4.3.4.1
[http://www.bssconline.org/NEHRP2000/comments/provisions/P12.pdf ]as
indicated in the page 26 of the APA guide.

The APA design guide [http://www.apawood.org/pdfs/managed/L350G.pdf] is very
useful for showing an acceptable method on how to use dead load to resist
bottom plate tension and tension at the outside ends of the outer usable
wall segments.


-----Original Message-----
From: Jake Watson [mailto:jwatson(--nospam--at)utahisp.com]
Sent: Wednesday, August 14, 2002 7:23 PM
To: seaint(--nospam--at)seaint.org
Subject: RE: Perforated Shear Wall


Do you have a specific example?  I have used that procedure on several
building and not had a problem.  I could be making the same mistake they
are....

Jake Watson, P.E.
Salt Lake City, UT

-----Original Message-----
From: G Manandhar [mailto:grm(--nospam--at)engineer.com]
Sent: Wednesday, August 14, 2002 5:44 PM
To: seaint(--nospam--at)seaint.org
Subject: Perforated Shear Wall




To all:

Perforated wood shear walls:

The perforated shear wall design procedure outlined in SEAOC handbook
?Seismic Design ? Vol II Building Design Example? page 69-70? seems to work
fine if the lengths of the shear walls on either side of the opening are
equal.  However, if the wall length varies, then this method does not seem
to work.  Assuming the shear in the wall panels are proportional to the wall
lengths (simplified shear load distribution) there will be a discrepancy in
the load in the free body diagram ? especially at the free body diagram of
the wall section right below the opening. ? the vertical shear values will
not match.

IBC 200 and NEHRP do have an analysis method for perforated shear walls.
However, I feel kind of worried to use it (other than that California has
not adopted it) because it does not seem to consider the shear flow around
the openings.

Since it is more likely than not that the shear wall lengths on either sides
will be unequal, I would appreciate your input into how you solve this
problem.  Of course, there is the easy way out ? consider each panel
separately and out in larger holddown.

Gautam


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