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RE: holdown at sherwall intersection

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Hello Eli,

I wanted to personally thank you for your feedback. I really appreciate you taking the time. Thanks again.

Eliseo Arellano. 

-----Original Message-----
>From: Eli Grassley <elig(--nospam--at)psm-engineers.com>
>Sent: Jun 9, 2006 10:01 AM
>To: seaint(--nospam--at)seaint.org
>Subject: RE: holdown at sherwall intersection
>
>It is advisable to use the maximum generated code force of 100% tension from
>one direction, and 30% tension from the other direction.  This can be
>resisted by 1 holdown.  There is no reason to use 2 holdowns.
>
>~ ELI
>
>
>-----Original Message-----
>From: Eliseo Arellano [mailto:eliseoas(--nospam--at)earthlink.net] 
>Sent: Friday, June 09, 2006 8:58 AM
>To: seaint(--nospam--at)seaint.org
>Subject: holdown at sherwall intersection
>
>
>
>Hello,
>
>The other day i saw a detail that had doble holdown at a bulding corner.
>One for the shear wall on the horizontal 
>direction and one for the shear in the vertical diraction. Is there a need
>to use two tie-downs? wouldn't be adecuate two use only one tie-down at the
>corner for the shear wall with the highest uplift demand?. thaks for you
>comments.
>
>Eliseo Arellano
> 
>
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