Need a book? Engineering books recommendations...

Return to index: [Subject] [Thread] [Date] [Author]

Re: wood horizontal shear stress

[Subject Prev][Subject Next][Thread Prev][Thread Next]
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
> 
>  
> 
>  
> 
> 
> 
>  
> 
> 




----------------------------------------------------------------
This message was sent using IMP, the Internet Messaging Program.


******* ****** ******* ******** ******* ******* ******* ***
*   Read list FAQ at: http://www.seaint.org/list_FAQ.asp
* 
*   This email was sent to you via Structural Engineers 
*   Association of Southern California (SEAOSC) server. To 
*   subscribe (no fee) or UnSubscribe, please go to:
*
*   http://www.seaint.org/sealist1.asp
*
*   Questions to seaint-ad(--nospam--at)seaint.org. Remember, any email you 
*   send to the list is public domain and may be re-posted 
*   without your permission. Make sure you visit our web 
*   site at: http://www.seaint.org 
******* ****** ****** ****** ******* ****** ****** ********