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Re: 97 ubc section 1630.8.2.1
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 Subject: Re: 97 ubc section 1630.8.2.1
 From: "D.A." <dnae(nospamat)home.com>
 Date: Thu, 15 Mar 2001 19:17:57 0800
thanks for every one share the information with
me
If I recall, there was a similar problem presented in the
ICBO Seismic Design Manual Volume II for one of the Wood Design problems
this Problem it calculates the hold down
connection and it used Omega which is 2.8 it did not address the max.
force of the shear walls
if you try to design the beam for this force the
load it increase by 2.8 which is very high and if you used 1.7 factor I do not
think you can apply it to
E. to calculate your deflection
so I'm trying to use the capacity of shear wall as
listed on UBC 97 table to design the beam .
Plus if you used Omega to design hold down
connection
do you use Omega to design sill plate nailing it is
connection of the shear wall to the member below?! and do you use Omega to
design the
Diaphragm to transfer the load to the next shear
wall ?!
but do not say that to some one designing steel or
concrete because you can calculate the max. force transferred by concrete shear
wall
Dave A.

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