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Re: Shear wall Beam Design

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Jose,

No, the load combinations do not give you a horizontal load at the top of
the wall, the shear force is not amplified.  If you performed the wall
analysis as a perforated wall you would use a consistent analogy, if you
analyzed the walls as traditional shear walls you would use the resulting
point loads.  The point loads are factored (amplified) for design of the
beam, including the loads occurring directly over the supports for uplift
and compression. The beam, posts, and connections must be able to resolve
the amplified effect due to the discontinuous wall.  You must remember to
add the horizontal shear from the wall to the lower diaphragm and ensure an
adequate load path to the next level's shear walls, but the shear is not
amplified.

If you are providing holdowns from the wall above to the beam, the beam must
be capable of resisting the amplified loads with the reduced net section for
the holdown bolt.

Paul Feather PE, SE
pfeather(--nospam--at)SE-Solutions.net
www.SE-Solutions.net
----- Original Message ----- 
From: "Jose Salinas" <salinas_jose(--nospam--at)hotmail.com>
To: <seaint(--nospam--at)seaint.org>
Sent: Tuesday, November 25, 2003 8:43 AM
Subject: Shear wall Beam Design


> I wanted to know if someone can show me how to apply the load combination
> equtations 12-17 and 12-18 to a beam design in a "plan offset
discontinuous
> system".  The beam is supporting two 8 ft tall shear walls and is arranged
> as follows: 5ft shear wall - 3 foot window opening - 4 ft shear wall.
> Do the load combination equations give me a horizontal load at the top of
> the walls or a vertical load at the end of each shear walls?  Do I have to
> calculate the system as a perforated shear wall system or as individual
> shear wall system?  How do I apply the equations to the beam supporting
the
> shear walls?
>
>
> Jose Salinas
>
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