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RE: wood horizontal shear stress

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Excellent, thank you Gary. I had heard of this but until now seen no
documentation.

And Bill....I was leaning more towards environmental toxicity in tree
frogs:)

Mark

 

-----Original Message-----
From: Gary Grinstead [mailto:garyg(--nospam--at)structuralstuff.com] 
Sent: Friday, February 10, 2006 8:55 AM
To: seaint(--nospam--at)seaint.org
Subject: Re: wood horizontal shear stress

Mark:

   The simple answer is that two sets of reductions were being made to
account
for splits, checks, and shakes.

http://www.awc.org/Publications/papers/NDS2001article.pdf

Gary Grinstead, SE
www.structuralstuff.com



Quoting "Mark D. Baker" <shake4bake(--nospam--at)earthlink.net>:

> Can anyone explain why the allowable wood shear stresses are so much
greater
> now than they used to be?
> 
>  
> 
> Example:
> 
>  
> 
> 1976 UBC DF#1 Fv=95psi
> 
> 2005 NDS DF#1 Fv=180 psi
> 
>  
> 
> I'm evaluating a wood framed building designed under the 1976 UBC, several
> members (on paper) exceed allowable shear stress of 95 psi. I am wondering
> if it would be legitimate to evaluate these members with 180 psi.
> 
>  
> 
> I have looked on NDS and AWC web sites for an answer to my question but
have
> not found anything.
> 
>  
> 
> Thanks,
> 
>  
> 
> Mark D. Baker
> 
>  
> 
>  
> 
> 
> 
>  
> 
> 




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