Uplift Capacity of shear studs in concrete over form deck

[zrck99]

I am designing a storm shelter which uses interior masonry walls as shear walls as shown in the attached detail. My in plane shear wind load from concrete deck to masonry wall is roughly 1000 lb/ft and my uplift tensile wind load is roughly 1280 lb/ft. I believe the AISC shear connector provisions for use with composite beams would be applicable here but I'm not sure how I would incorporate the uplift loading... It seems like this would be a common occurrence when designing composite beams at the roof level but I have not found any equations that account for it. Does anyone have any suggestions for design guides or code references that I should review? Maybe this just is rarely encountered because the concrete deck typically neutralizes large uplift forces?

Bonus Question: Are headed stud dimensions standardized industry wide or could there be variance from supplier to supplier? I've found cut sheets for individual fabricator's headed stud dimensions so that you can back out hef based on the head thickness but I haven't found any actual codified tables that would dictate these values.

Thanks in advance.

 

[struct_eeyore]

You can check out the FEMA guide on design of storm shelters and safe rooms. The one suggestion I would make is to swap headed studs underneath to deformed bar anchors, and lap them liberally with bars in grouted cells - unless you can ensure that the contractor is actually going to suspend the bond beam bars and not let them fall to the bottom.