Drag Struts for Reentrant Corner

[jec67]

I have a building that measures 200' x 200' with a reentrant corner in one of the walls. The reentrant corner results in an offset in the wall of approximately 16', and it is located at the middle of the wall along its length.
The building is a metal deck and bar joist roof, supported on steel columns with non-load bearing masonry shear walls. My question concerns the design of the drag struts for the discontinuity in the diaphragm at the reentrant corner. Specifically, how does one determine the forces in the drag strut for this situation? I am planning on specifying the additional axial load in the bar joist for the load parallel to the joists, and designing a strut system for the load perpendicular to the joists. Any input is greatly appreciated.

Thanks

 

[AlohaBob]

Diaphram shear is collected in the drag strut and delivered to the shearwall. If there's a 16 ft gap, thats 16x the diaphram shear force uniformly collected, then delivered by connection design to the shearwall. The collector allows the diaphram to function uniformly it's full dimension.

Not all drag struts are the same. It's peculiar to the geometry. You may consider higher strength demand subdiaphrams, or isolate independent diaphrams to simplify analysis and avoid some complicated designs. Sometimes with enough redundancy in the system, the break is insignificant.