Currently, there is no generally accepted single design and construction procedure for brick veneer with a steel stud backing.
![ufc 3 301 01 ufc 3 301 01](https://www.ufc-fr.com/images/combat/ufc/229/422.jpg)
I found a " design Guide for anchored brick veneer over steel stud systems" that says:
#UFC 3 301 01 CRACK#
Such deflection criterion will allow a maximum crack width of about 0.015 inches (0.38 mm) in the brick veneer wythe for typical floor-to-floor dimensions. Therefore, to obtain sufficient backing stiffness, the allowable out-of-plane deflection of the studs due to service level loads should be restricted to L/600. While a number of design tables are based on a stud deflection of stud span length divided by 360 (L/360), using this criterion may permit more deflection than the veneer is able to tolerate. This deflection is calculated assuming the entire out-of-plane load is resisted by the studs alone, neglecting contribution of the brick veneer. This is done by establishing a maximum deflection limit on the stud while maintaining steel stress values in the stud within permissible limits. Steel studs must be designed to provide adequate out-of plane support for all loads imposed on the wall system.
![ufc 3 301 01 ufc 3 301 01](https://fight.theshieldofwrestling.com/wp-content/uploads/2020/06/UFC-Logo-13-1-1-1-1-1-2-1-1-1-1-2.jpg)
The brick Industry Technical Notes 28B - Brick Veneer and Steel Stud Walls says:
![ufc 3 301 01 ufc 3 301 01](https://s1.adlibris.com/images/45267652/plumbing-systems-unified-facilities-criteria-ufc-3-420-01.jpg)
Where did that come from? I do understand that UFC 3-301-01 has adopted it into their standards, but let's talk about non-military jobs. It's what I've used for my entire career. It appears the consensus ( thread 1, Thread 2 and conversations I've had with many other engineers) is to use L/600 for horizontal deflection of studs backing masonry veneer.