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Brick veneer horz. deflection
2

Brick veneer horz. deflection

Brick veneer horz. deflection

(OP)
What limits do engineers apply to deflection of steel stud backed veneer? H/600 seems too stringent.

RE: Brick veneer horz. deflection

H/600 is very stringent but that is common now. It is recommended by the BIA I believe and required by the UFC if you are doing government work. I used to use H/360.

RE: Brick veneer horz. deflection

WWT...do a few wall failure investigations...not for collapse but for water intrusion...you'll see why the more stringent requirements make sense.

RE: Brick veneer horz. deflection

Ron is spot on.

Especially when the moisture resistant barrier is not 100% and the studs corrode where the screws pierced the galvanized studs. - Total rebuild possible in the future.

There is a problem when the veneer is more rigid than the back-up.

Dick

Engineer and international traveler interested in construction techniques, problems and proper design.

RE: Brick veneer horz. deflection

@Ron - it has been found through tests that there is no difference in water intrusion between L/360 all the way up to L/720. See http://www.structuremag.org/Archives/2008-5/C-Code...

I use L/600 per BIA generally, but in reality L/360 is just fine.

RE: Brick veneer horz. deflection

(OP)
Thanks all.

Ron, ConcMas: Should it be more stringent of H/600 & 0.3"? I mean H/600 for 20' is 0.4", is that acceptable or should 0.3" be the limit.

RE: Brick veneer horz. deflection

The link Willis posted is interesting, and I agree with its conclusions. Brick veneer will always be stiffer than a stud backup, so the emphasis should be on protecting the studs and using corrosion resistant ties, preferably stainless steel.

RE: Brick veneer horz. deflection

The building code only requires L/240 for brittle finishes.

I thought the L/600 criteria from BIA was for in-plane deflection (e.g. a lintel beam).

RE: Brick veneer horz. deflection

Be carefule here, you guys are mixing two different criteria. The masonry code, ACI 530, provides deflection limits for horizontal (supporting beam) type deflections. It used to be L/600 or 0.3", and it is now just L/600. The criteria for maximum deflection of facade type veneer for designing the backup as discussed in this post is given in BIA tek note 28b (which I again disagree with per my post above but use because it is the current standard of care) which can be found here http://www.gobrick.com/portals/25/docs/technical%2...

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