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Re: Knock out panel

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Chris
for infill panels ( to be knocked down later ), introduce some dowels at larger intervals for the purpose of shear transfer. These dowels can be cut later by any means prior to knocking down of the panels.
SYED FAIZ AHMAD
SENIOR STRUCTURAL ENGINEER
SAUDI OGER LTD
RIYADH, SAUDI ARABIA


From: "Paul Feather" <pfeather(--nospam--at)san.rr.com>
Reply-To: seaint(--nospam--at)seaint.org
To: <seaint(--nospam--at)seaint.org>
Subject: Re: Knock out panel
Date: Sat, 2 Jun 2001 09:02:59 -0700

Gerard covered the subject perfectly, the only thing I would add is require
a 3/4" relief strip to be cast into the panel defining the knock-out portion
for future saw cutting.

Paul Feather
San Diego, CA
----- Original Message -----
From: "Gerard Madden" <gmadden(--nospam--at)mplusl.com>
To: <cyltse(--nospam--at)pacbell.net>; <seaint(--nospam--at)seaint.org>
Sent: Friday, June 01, 2001 9:46 PM
Subject: Re: Knock out panel


Chris,

You need to make two analysis if your knockout panel occurs in the same line
as another tilt-up panel. The relative rigidities will change which will
change how any collector forces are distributed along the shear line when
performing an in-plane analysis. If it's an interior shearwall and no other
wall occurs in the line, the collector force distribution won't change.

Design the panel itself considering the knock out panel is already gone.
Determine the required reinfocing in the remaining legs, check if you need
to detail it as a wall pier or boundary elements at the ends, provide steel
at the top of the opening to take the gravity load (lintel steel). Put the
code minimum trim bars around the opening and additional trim steel if
required for analysis.

The anchorage of the infill is something I wouldn't worry about if the panel
is to be sawcut to achieve the knockout. Just use typical reinforcing that
will be cut away by the saw. At the base, of the opening, make sure you have
the trim steel there too.

Make sure you have enough slab dowels in the remaining legs to get the shear
into the slab/footing.

hope that helps,
-gerard
Santa Clara, CA (I'm at home)

>>> cyltse(--nospam--at)pacbell.net 06/01/01 21:21 PM >>>
Gentlemen/women,
I am designing a warehouse/office type tilt-up structure. In which, I am
required to
provide knock out panels through sets of interior cross panels for
future expansion. The panel through which a 12' x 12' knock out panel is
required, is a 30' x 23' x 9- 1/4" panel and the knock out portion will
be about center of the big panel. This panel will serve as a load
bearing and a shear wall. Building is to be in seismic zone 4.
I like to seek expert opinion as to 1. what kind of ap and Rp should I
ue to design anchorage between the knock out and the overall panel, 2.
any particular detailing
should I watch for.
Appreciate very much in advance.
Chris Tse
Sunnyvale, CA


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