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RE: UBC 1633.2.4

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Yes you have to, but if the wall is essentially pinned at both ends then
there are negligible forces generated in the wall when the roof deflection
is perpendicular to the wall, yes? 

-----Original Message-----
From: Chris Roper [mailto:christophermroper(--nospam--at)hotmail.com]
Sent: Wednesday, April 02, 2003 7:57 AM
To: seaint(--nospam--at)seaint.org
Subject: UBC 1633.2.4


The code requires that structural framing elements connected to the roof be 
designed to resist "expected" horizontal displacements of the roof diaphragm

so that it will continue to support dead plus live loads when subjected to 
these deformations . . . this is a delta m deflection number.  I am looking 
at the case of an exterior concrete tilt-up panel building with a flexible 
plywood diaphragm.  Delta m deflections of plywood diaphragms can be large.

Out-of-plane Fp loads for design of concrete wall panels can also be large.

Is it the intent of the code that wall panels in this case be designed for 
out-of-plane Fp design forces AND with forces resulting from a delta M 
displacement of the wall panel at the roof level?  What have other people 
been doing and how do you interpret this portion?  The SEAOC Seismic Design 
Manuals which have examples conveniently stop short of providing any 
guidance in their examples.  As usual they lead you to believe that it is 
appropriate to take every conservative measure possible, all at the same 
time.

Your input is appreciated.

Chris Roper, PE





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