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.
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
RE: Transferring Diaphragm Forces
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
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.