Masonry Deflection Criteria For OUT-OF-PLANE Bending

[Gilbertl]

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.

 

[JAE]

IBC 2000 section 2108.9.4.6

 

[Gilbertl]

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 members supporting masonry gravity loads.

Note F, from table 1604.3 minimizes offers some relief from the stringent L/600 criteria, but even L/420 (.7 x L/600) for out of plane deflections seems a bit excessive.

Thanks again, and I'm still reading up on the matter.

 

[JAE]

If you find out something - do post it here in a follow up.

 

[SteveGregory]

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.

 

[DaveAtkins]

I use L/360, based on testing done at Clemson University in the 1980's. Brick is very flexible out of plane.

DaveAtkins

 

[NITTANYRAY]

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.