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# RE: Collector element

• To: <seaint(--nospam--at)seaint.org>
• Subject: RE: Collector element
• Date: Mon, 16 Dec 2002 22:23:58 -0800

```Here's my stab at it...

Unless you have some kind of building irregularity or discontinuity in
the lateral system, this seems to be a mistake. A collector force that
huge (780 kips) could never come from just the floor diaphragm.

Can you describe where all this force is coming from??? Maybe he hit x
instead of + on his calculator when determining the drag force...

-gerard
Santa Clara, CA

-----Original Message-----
From: Samir Ghosn [mailto:sghosn(--nospam--at)harris-assoc.com]
Sent: Monday, December 16, 2002 4:38 PM
To: seaint(--nospam--at)seaint.org
Subject: Collector element

Question to the experts:
I am reviewing a set of plans with a collector beam element in an
elevated
poduim slab.  the design load, drag element, is 780 kips.  the designer
computed omega level forces per 1633.2.6 to a design level force of 2184
kips= (2.8)*780.
In the design of the steel reinforcing, the designer get a 10 # 5 bars,
(no
calculation).  I computed the As required based on T=0.9*As*Fy and got a
required area of steel of 40.44 inches square which is equivalent to 40
# 9
bars.  Uhmm. What is it that I am missing?.  I am starting to second
guess
myself when I think, how in the world would one get 40 # 9 bars for a
collector in an 11 inch thick slab and distribute it over the wall or on
each side of the wall.  Section 1921.6.12 does not seem to limit the
width
of section considered effective in the transmittal of such load.
Samir Ghosn, PE
Harris & Associates
(800) 827-4901 xt 360
"sghosn @harris-assoc.com"

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