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Fwd(2): Dead Load On Shear Walls

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Dennis......you are right on!!!!

Tony

(Are we right or are the others wrong............?)
---------------------
Forwarded message:
From:	wish(--nospam--at)cyberg8t.com (Dennis S. Wish PE)
Reply-to:	seaoc(--nospam--at)seaoc.org
To:	seaoc(--nospam--at)seaoc.org ('seaoc(--nospam--at)seaoc.org')
Date: 97-04-01 23:46:18 EST

Bill, there is one flaw that I see with your reasoning. Forgeting the
concrete foundation for one moment, the governing factor will be the capacity
of the holddown at the connection to the shearwall. If there is no positive
connection from the perpendicular crosswall "within" the shearwall by
transfer, AND if the resistance to uplift is considered from the crosswall,
then the holddown connection may not be designed adequately. Without the
possitive connection of the crosswall above the foundation to the shearwall,
the shearwall will uplift and the connection at the holddown will probably
fail in the post (ie, if the holddown required without consideration for the
crosswall is an HD7 but becomes an HD2 with the wall, the HD2 may fail
without positive conneciton of the crosswall above the slab).
Unless I missed something from your post, I think you missed this one.

Dennis

-----Original Message-----
From:	Bill Allen, S.E. [SMTP:ballense(--nospam--at)concentric.net]
Sent:	Tuesday, April 01, 1997 7:30 PM
To:	seaoc(--nospam--at)seaoc.org
Subject:	Re: Dead Load On Shear Walls

Aren't the walls connected at the footing? As the shear wall tries to
uplift, it is resisted by some trib. length of the perpendicular wall,
footing, etc. The transfer mechanism would be through shear in the
perpendicular footing at the intersection of the shear wall and the
perpendicular wall. Even if using a working stress shear capacity of
1.1*sqrt(f'c)*1.33=65 psi or about 9,400 lbs for a single story residential
footing. Now you KNOW I'm an old geezer when I reference WSD for
concrete!!! The point is, I don't believe you need any special connection
at the wood framed section of the wall to consider the perpendicular wall
contributory to the resistance of overturning. This should also apply at
corners.

Regards,
Bill Allen

> You would have to connect the perp. wall to the V-wall adaquately to
transfer
> the load.  Also connection of the perp. wall to foundations is critical.
>  Tough to do with wood.....
> 
> 
> Bill Thorpe, SE




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