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Re: Diaphragm Fpx

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And may I ask why?

Reza Dashti


From: "jcse" <jcse(--nospam--at)flash.net>
Date: Tue, 26 Mar 2002 09:24:33 -0800
You must design for the shear at the roof level based on UBC 30-15,
regardless of the maximum given in 1633.2.9.limit.


Jeff Coronado, S.E.
West Covina, CA
----- Original Message -----
From: "Reza Dashti Asl" <rezadashti(--nospam--at)hotmail.com>
To: <seaint(--nospam--at)seaint.org>
Sent: Tuesday, March 19, 2002 4:21 PM
Subject: Diaphragm Fpx


> Hi everybody,
>
> For the force used to design the diaphragms, UBC 1633.2.9 item 2 states:
> "The force Fpx determined from formula (33-1) need not exceed
> 1.0(Ca)I(Wpx),..." but in the Seismic Design Manual, Volume II-Design
> Example 1(Page 62), the force Fpx is not checked against this upper
limit.
> In fact the calculated Fpx for roof and floor are both greater than this
> limit, but the example goes on using calculated values for diaphragm
design.
>
> Am I missing something?
>
> Reza Dashti P.Eng.
> Vancouver, BC


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