Brick veneer deflection limit

[cvshep]

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?

 

[Lion06]

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

 

[lkjh345]

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.

 

[Grizzman]

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

 

[whyun]

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

http://www.steelnetwork.com

for some ideas.

 

[strguy11]

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