brick deflection
brick deflection
(OP)
For brick veneer, do you usually limit your horizontal deflection to l/600 for your backing material or can you limit it to the standard l/300 for drift? I have a situation where I am using wood studs as backing, and it is getting to be difficult/expensive to limit it to l/600. Any thoughts?






RE: brick deflection
The drift is the floor to ceiling displacement (not midspan deflection).
Even for drift, we typically stay in the H/500 range.
RE: brick deflection
Haven't been able to bring myself to use L/480, but just throw it out for you consideration.
RE: brick deflection
RE: brick deflection
RE: brick deflection
RE: brick deflection
Brick veneer has a fair amount of flexibility.
DaveAtkins
RE: brick deflection
For servibility, we could reduce to 10-year interval wind using table C6-3 in ASCE. Note that the factors from the table need to be power of 2, because V is in power of 2 for the pressure coefficient. For a typical wind region, <100mph, the factor is 0.84, using 0.84^2 = 0.71, which almost equal to AISC's 0.7 factor. These 2 factors should not be used simulataneously.
With all of these being said, most pre-engr buildings w/ brick veneer are designed w/ drift limit as low as H/240, which does indeed meet requirements, because H/600 X 0.7 (for 10-year) X 0.5 (for cantilever) = H/213. I personally do not use this limit, but just seen it on drawings.
RE: brick deflection
RE: brick deflection
RE: brick deflection
RE: brick deflection
RE: brick deflection
RE: brick deflection
If you are using IBC then technically you can use 70% of the wind load for serviceability, hopefully that helps.
RE: brick deflection
RE: brick deflection
RE: brick deflection
I guess that makes me a "liberal".