Net Uplift Load Path - Wood Framed Apartment 4

[volcomrr]

I'm designing a 4 story wood framed apartment in a vanilla wind zone (i.e. Vult = 115mph). Given the architectural geometry, I'm using a steel framed 2nd floor with slab on metal deck (essentially a podium slab) which supports two additional floors and the roof. The roof happens to be in a sawtooth configuration, which exacerbates the components and cladding uplift loads. With that being said, I have an extreme amount of net uplift at my interior and exterior bearing walls: 708plf ASD net uplift at the roof bearing interior walls based on 0.6D±0.6W using components and cladding loads.

Given the 0.6D part, I need to trace this net uplift all the way back down to my steel podium. Using a holdown on every stud seems asinine; however, cutting a slit in the floor sheathing at each stud to allow a coil strap to pass through does as well. I'm interested in your thoughts on creating a load path down to the podium, whether that be confirming either of the two previous mentioned options or something else creative. Thanks.

 

[lexpatrie]

@Aesur, almost never. I inherit a lot of stuff where people just decided Exposure B and they're wrong, in my opinion, so it gets messy. What, are you in Scottsdale, AZ?

 

[Aesur]

What, are you in Scottsdale, AZ?

That is actually one of the jurisdictions that randomly make you prove it and I do work in that area, but not located there.

 

[phamENG]

Just to stir the pot, anyone looked at the roof hold down tables un the IRC or conventional wood framing section of the IBC? Did you know they're based on MWFRS?