Lateral Bracing One Story Steel Structure

[spieng89]

For a one story conventional steel structure with non-load bearing 8" cmu wall at the exterior, would you consider the exterior cmu walls capable of taking the shear load from wind. I trace the loads from the roof metal deck diaphragm through roof edge beams. At the roof edge beams, I have a clip angle welded to bottom of beam and connecting cmu wall by expansion anchors (see detail below) that are placed at a spacing to resist corresponding shear from diaphragm.

Given my lateral loads are fairly low and seismic category A I am exploring using this method to resist lateral wind loads. Does anyone see a flaw in this or an issue that may arise?

 

[BAretired]

Why not connect the roof deck to the wall and remove the steel beam and lower angle?

BA

 

[bhugey]

that can certainly work. Will want to consider allowing vertical slip in the connection depending on the span of the beam and the LL deflection.
Connecting deck direct as suggested can work as well - that's usually a constructability issue for the contractor as the wall needs to be there along with steel. Sounds like a steel structure, so would suggest keeping the CMU as a separate enclosure..
Good luck

 

[spieng89]

BA,

bhugey highlighted why there is steel structure. Coordinating the mason with steel erection was an issue for the schedule. Makes sense to check the deflection and any induced stresses on the cmu wall from such movement/connection. Thanks for the replies

 

[SteelPE]

I hope something like your detail can be done as I have used similar LFRS dozens of times.

 

[XR250]

How are your out-of-plane wallloads getting into the diaphragm? If from the top of the wall, why not use that connection for the in-plane shear. If it is from the bottom of the beam, how are you resisting the torsion?

 

[spieng89]

XR250, for out of plane wall loads from wind perpendicular to the wall I am using the bridging angles from steel joists that are bearing perpendicular to the beam shown. Though I have used the angle at the bottom of the beam in past cases to brace a cmu wall/transfer load to diaphragm, but loads have been low enough where I honestly didn't consider torsion. Something I'll note to consider in future designs though

 

[XR250]

XR250, for out of plane wall loads from wind perpendicular to the wall I am using the bridging angles from steel joists that are bearing perpendicular to the beam shown

Those must be some stouter than normal bridging angles or the out-of-plane loads must be very small.