masonry deflection criteria for out-of-plane bending

huangyhg

masonry deflection criteria for out-of-plane bending
does anyone know where the out-of-plane masonry wall deflection criteria are specified or discussed in the code, i.e. aci 530 (any year), or ibc (any year)?
any help will be greatly appreciated, thanks.
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ibc 2000 section 2108.9.4.6
thanks, and although your response is correct for my question "any year", the ibc has ommitted that portion of the code in the subsequent editions; the masonry project i'm currently working on is governed by the 2006 ibc, which, like the 03 edition references to aci 530, asce 5 and tms 402. the only help i've found from these references is l/600 or 0.3" max., which as explained, i interpret as being applicable for the design of lintel or other structural   
if you find out something - do post it here in a follow up.
we always use l/600 for out of plane bending when we design steel stud backup for brick masonry. the same goes for deflection of building girts providing lateral support for the studs/masonry wall.
building drift is another matter. for drift, you could use l/240 from ibc2003 table 1604.3 for "exterior walls and interior partitions:
with brittle finishes" and modify the wind loading by 0.7 per footnote f. however, we use l/360 with service loads (0.7 or 0.75) for drift.
i use l/360, based on testing done at clemson university in the 1980's.  brick is very flexible out of plane.
daveatkins
bia technical notes 28b revised.
"brick veneer/steel stud walls" states:
"the allowable out of plane deflection of studs should be restricted to l/600 using service loads."
this is to reduce cracking and water penetration.
brick industry association is in reston, va.