Veneer relieving/shelf angles
Veneer relieving/shelf angles
(OP)
Hello,
I'm designing a shelf angle for brick veneer. I'm going to anchor this angle with post installed anchors at specific intervals along the span. The bending capacity is not a concern to me (Although I will check bending along the angle and shear at the anchor points). It is the length of the horizontal leg that I'm worried. After reading through BIA 31B it seems I just need to make sure that the deflection of the horizontal leg is less than 1/16". I'm still going to check the horizontal leg as a cantilevered beam fixed at the wall and check for bending and sehar as well. Does this make sense? Any suggestions?
Thanks!
I'm designing a shelf angle for brick veneer. I'm going to anchor this angle with post installed anchors at specific intervals along the span. The bending capacity is not a concern to me (Although I will check bending along the angle and shear at the anchor points). It is the length of the horizontal leg that I'm worried. After reading through BIA 31B it seems I just need to make sure that the deflection of the horizontal leg is less than 1/16". I'm still going to check the horizontal leg as a cantilevered beam fixed at the wall and check for bending and sehar as well. Does this make sense? Any suggestions?
Thanks!






RE: Veneer relieving/shelf angles
What kind of structure are you anchoring the relieving angle to? I would strongly recommend the use of cast-in-place anchors if the structure is concrete. I have little faith in post-installed anchors for applications such as this.
Just my NTBH opinion.
Ralph
Structures Consulting
Northeast USA
RE: Veneer relieving/shelf angles
BA
RE: Veneer relieving/shelf angles
BA
RE: Veneer relieving/shelf angles
Sorry BA - I despise acronyms also, but every now & then I like to make people scratch their heads. NTBH = never to be humble. I'll have to consider adding a definition to my signature.
Ralph
Structures Consulting
Northeast USA
RE: Veneer relieving/shelf angles
BA
RE: Veneer relieving/shelf angles
DaveAtkins
RE: Veneer relieving/shelf angles
1) Deflection is limited to L/600 or 0.3"
2) Torsional rotation is limited to 1/16" (not sure how that is measured)
Since you are anchoring back to a structure it would seem that the angle will be supported at regular intervals, making the deflection and torsional movement minuscule. Unless your steel thickness is thin, bending in the angle leg should not be an issue, but can be checked.
Nate
RE: Veneer relieving/shelf angles
RE: Veneer relieving/shelf angles
BA
RE: Veneer relieving/shelf angles
You also have to design the angle globally as a beam spanning between anchors.
RE: Veneer relieving/shelf angles
I didn't know this until recently but if this is a constant horizontal support such as around the perimeter of the building you also need to specify a bit of a gap between steel ledger angle pieces since they too will expand and contract horizontally with temperature change. Not such a big deal in Florida but I imagine farther North it becomes a pretty important detailing consideration.
John Southard, M.S., P.E.
http://www.pdhlibrary.com
RE: Veneer relieving/shelf angles
One thing I often do is use a small W4 or a channel bolted to the wall every 6' or so then bolt an L4x3x3/8 angle to that. This accomplishes things:
1.) It reduces the amount of cold bridge through the envelope and thus the amount of potential serviceability problems.
2.) It reduces the outstanding leg and potential for deflections and rotations, and
3.) You can put horizontal slotted holes in the W4 and vertical slotted holes in the angle with class A finishes that can be tightened down slip critical. The combination of hoizontal and vertical slots allows for field adjustment. Bolting preserves any galvanizing. Slip critical design precludes failure in the direciton of load.