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Re: Diaphragm Fpx

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I do not believe I have seen this responded.  Apologize if I just mised it.

You must design for the shear at the roof level based on UBC 30-15,
regardless of the maximum given in 1633.2.9.  At the floor level, the
diaphragm shear in the example on page 62 is well within the upper 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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