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You're absolutely right. The approach I presented is for the overall
overturning only; to check soil pressures, etc. It would not reduce the
load on the hold down at all. The transfer would have to occur at the
connection between the post or channel studs to the shear wall. There is a
range, I believe, of how much load this connection can transfer in a
practical sense. The lower bound would be the field nailing of the plywood
to the post. If 8ds @ 12", that would be about 1,000 lbs. I believe the
upper bound would be the capacity of the shear wall multiplied by the
height of the wall. To develop that capacity, boundary nailing at the post
(or channel studs) would have to be specified. Thanks for the correction.


From: Dennis S. Wish PE <wish(--nospam--at)>
To: 'seaoc(--nospam--at)'
Subject: RE: Dead Load On Shear Walls
Date: Tuesday, April 01, 1997 8:42 PM

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
Unless I missed something from your post, I think you missed this one.


-----Original Message-----
From:	Bill Allen, S.E. [SMTP:ballense(--nospam--at)]
Sent:	Tuesday, April 01, 1997 7:30 PM
To:	seaoc(--nospam--at)
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

Bill Allen

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

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From: "Bill Allen, S.E." <ballense(--nospam--at)>
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Subject: Re: Dead Load On Shear Walls
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