Lateral Drift and Brick Veneer
Lateral Drift and Brick Veneer
(OP)
One of my architectural clients requested I design a building for him. It is single story, hipped roof, 76' wide and 160' long with an eave elevation of 14' and a roof slope of 4:12. The wind speed is 90mph per ASCE 7 and seismic forces do not govern. The building is veneered in brick over the full 14' eave height. I framed the building in conventional structural steel with tube braced frames.
Now, the owner has come back and stated he has a price from a metal building manufacturer to frame the building cheaper than conventional framing. It has been my experience that pre-engineered metal buildings typically have more lateral movement and vertical deflection than I'm comfortable with....especially since this building is clad in brick veneer and has offices inside (ceilings, lights, mechanical etc)
I was forwarded a set of prelim calcs by the metal bldg manufacturer for my review. I see that they're using H/60 for lateral drift allowance. This, to me, seems excessive,considering the building is clad in brick veneer. The building manufacturer is using rigid frames for stability.
I think this building should meet a maximum drift of H/400 or a max of 0.3". I want to limit the cracking of the brick veneer when the building is subject to lateral loads. What do you guys think?
Now, the owner has come back and stated he has a price from a metal building manufacturer to frame the building cheaper than conventional framing. It has been my experience that pre-engineered metal buildings typically have more lateral movement and vertical deflection than I'm comfortable with....especially since this building is clad in brick veneer and has offices inside (ceilings, lights, mechanical etc)
I was forwarded a set of prelim calcs by the metal bldg manufacturer for my review. I see that they're using H/60 for lateral drift allowance. This, to me, seems excessive,considering the building is clad in brick veneer. The building manufacturer is using rigid frames for stability.
I think this building should meet a maximum drift of H/400 or a max of 0.3". I want to limit the cracking of the brick veneer when the building is subject to lateral loads. What do you guys think?






RE: Lateral Drift and Brick Veneer
RE: Lateral Drift and Brick Veneer
Mike McCann
MMC Engineering
Motto: KISS
Motivation: Don't ask
RE: Lateral Drift and Brick Veneer
The last few times I've encountered this problem it was solved by sending the owner a letter that stated that the PEMB as proposed was (in your case) over 9 times more flexible than recommended for supporting masonry.
RE: Lateral Drift and Brick Veneer
RE: Lateral Drift and Brick Veneer
Cracks/moisture are visual "red flags" for early problems. Make sure the architect is responsible for the details, moisture barrier and administration.
RE: Lateral Drift and Brick Veneer
RE: Lateral Drift and Brick Veneer
RE: Lateral Drift and Brick Veneer