Allowable Tensile Capacity of wood sheathing values

[zrck99]

I'm curious if anyone has a source for the allowable tensile capacity of wood sheathing at a roof diaphragm. The condition is similar to the wind uplift capacities that AWC provides for wall sheathing in uplift but this would be the allowable capacity to drag out of plane wind load from your wall framing into blocking then into your roof diaphragm. I've attached a sketch of this condition. The times where I've had this become really problematic is if I'm balloon framing a tall parapet or some other similarly goofy situation. Any thoughts or commentary would be appreciated.

Thanks,

ZC

 

[Triangled]

yea, i looked at this property a long time ago for some issue or another -
got values from APA-EWS as I recall

https://www.apawood.org/

their help desk is quite good
Product support: (253) 620-7400

 

[Jerehmy]

Your diagram induces shear not tension. Thats a different situation than the uplift scenario in the sdpws. Unless we’re missing some other bit of info.

 

[T_Bat]

I know what you mean at balloon framing. Structure magazine had an article on this recently titled "Anchorage of Wood Structural Walls" from the August 2018 edition. Not sure what codes are applicable for you but ASCE 7-10 has some commentary on this in section C12.11.2.2.3. They state that material standards for wood structural panel diaphragms do not permit sheathing to resist direct tension or compression forces. According to the article from Structure, the blocking you show is good for resisting compression, but you would need to add a strap or something for tension.

I'm not saying I've always done this but I'd at least point the article and the code commentary out for your musings...

 

[Triangled]

My look at this property years ago was in view of what T Bat pointed out above, I came to the same conclusion re tension. I remember that sheathing had a significant tensile value, and I was quite tempted, but - code stopped.