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Transferring Diaphragm Forces

Transferring Diaphragm Forces

Transferring Diaphragm Forces

(OP)
What is the best way to transfer flexible diaphragm forces at re-entrant corners between shear walls? I have some ideas, but I wanted to get some more. To get a sense of the loading, it is about 350# per foot of seismic and 125# per foot of wind (includes windward and leeward).

I am more concerned about the wind load transfer as it seems to me that the seismic load is generated through the mass of the building and doesn't (in my opinion) need to be transferred across the re-entrant corner.

Thank you.

RE: Transferring Diaphragm Forces

If the forces are not too big, I have used a continuous single angle notched at each joist. But, a single angle won't be enough if the demand is Ω0 x 350 plf x 512'. Has the diaphragm been analyzed to determine the collector demand.

RE: Transferring Diaphragm Forces

Normally, I'd say an EW drag strut coming off of the corner. I favour a C8 laid flat as it guarantees overlap with the deck trough.

Is it correct to assume that all of your walls are shear walls? If so, I think that you could make a pretty good case for doing nothing at all.

The greatest trick that bond stress ever pulled was convincing the world it didn't exist.

RE: Transferring Diaphragm Forces

(OP)
I have not analyzed the proposed collector. It will obviously be more since it is at an angle.

All the walls are shear walls except the "little" segment running north-south on the page. Yeah, was thinking about just extending the 36-7 fusion weld pattern to cover this area, but not adding a collector element.

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