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Brick veneer deflection limit

Brick veneer deflection limit

Brick veneer deflection limit

(OP)
I have a steel frame building with brick veneer cladding. My building lateral force resisting system is moment frame.  How much should I limit the drift in my moment frame to avoid damage to the veneer? I've heard H/300 & H/500. What is the most commonly used limit and where can I find the reference?  

RE: Brick veneer deflection limit

Look in the AISC design guide on serviceability.  We use H/500.

RE: Brick veneer deflection limit

We use H/300 drift for brick clad buildings. This equates to L/600 brick deflection when the height is multiplied by two to equate a cantilever deflection to a simple span deflection.


RE: Brick veneer deflection limit

deflection of a wall member with a brittle finish is l/240 per the IBC.

RE: Brick veneer deflection limit

California has amended the 2006 IBC Table 1604.3 by introducing the deflection limits of "veneered walls, anchored veneers and adhered veneers over 1" thick, including the mortar backing" as L/480.

This is for the out-of-plane drift (not in-plane).  To accommodate in-plane drifts, in California, we often "isolate" the veneered cladding by using slip joints/slotted holes, etc.  Look into www.steelnetwork.com for some ideas.

RE: Brick veneer deflection limit

L/500 at a 10-year wind interval, which is around 70% of the design wind load

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