Shear transfer over non composite steel frame.

[FL_ENG_44]

I have a small retail/residential project where I planned to use bar joists spaced roughly 2 o/c with non composite decking that would then attach to wide flange steel beam girders. The steel beams have a wood framed demising shear wall above them. I am trying to figure out the best way to transfer the shear from these walls into the beams. I considered headed studs however, that would induce some composite action into the beam/slab and it would be uneconomical. Any suggestions? See attached for some details showing the condition.

 

[RPGs]

Puddle welding the steel deck to your beams might work.

 

[KootK]

I considered headed studs however, that would induce some composite action into the beam/slab and it would be uneconomical. Any suggestions? See attached for some details showing the condition.

You mean "uneconomical" in the sense that your project isn't large enough to justify the mobilization and demobilization costs of the stud welding, correct? Assuming that to be the case, you might attempt something like I've shown below. It's a lot of parts and pieces but it should work and be kosher with respect to erection safety. I do like the robustness of the studs for shear transfer in this situation.

 

[FL_ENG_44]

@RPGs even if the deck to steel beam attachment is sufficient to handle the shear, there is still nothing to transfer the shear through the slab to the steel beam as the deck and slab are not composite.

@KootK yes, that is precisely what I mean. Yes, I think your detail works great but definitely seems to be a lot of parts and pieces as you said. Another thing I have been considering is just field welding grade 36 anchor bolts to the top of the steel tube that extend through the slab and 2X sill plate and attach with square washer and nut. This should transfer the shear directly to the steel frame.

 

[KootK]

Another thing I have been considering is just field welding grade 36 anchor bolts to the top of the steel tube that extend through the slab and 2X sill plate and attach with square washer and nut.

It's not as though you couldn't also field weld the headed studs. They can be fillet welded as an anchor bolt can be. There's direction for it in the PCI manual. For safety, I think that the key thing is that the studs cannot be welded down before the deck is installed. While the field welded anchors are doable, it's unclear to me if that would actually be cheaper than doing what I showed previously, even with the kit-o-parts. Field labor is everything and the simple field welding of my detail might be cheaper than the all around welding of a bunch of studs or bolts. That, particularly if one is beholden to do bend tests on the studs / bolts as is the norm when the gun welding is used.

 

[KootK]

...extend through the slab and 2X sill plate and attach with square washer and nut. This should transfer the shear directly to the steel frame.

I get what you're saying about the directness of that path. I fear that is a difficult load path to justify numerically, however, unless the bolts could just cantilever from the steel without the aid of the surrounding concrete. With the headed end of the bolts not within the concrete depth, it becomes kind of a weird, off reservation mechanism as far as quantification goes.

 

[chessiebear]

Composite action and shear transfer can be accomplished without semi-automatic welded shear studs. Lenghts of C-Channel can be used and easily fillet welded downhand in the field. Field welding individual shear studs is tedious and expensive.
Dont discount the Hilti direct fastened / powder actuated nailed shear connectors either.