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.
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.
