Point Load on Steel Ledger Angle
Point Load on Steel Ledger Angle
(OP)
I have a steel ledger angle (L7x4x1/2) attached to a CMU wall with 3/4" dia expansion anchors at 16" o.c. Steel joists bear on top of the ledger angle and are spaced at 6'-0" o.c. Approxiate DL + roof LL= 3400 lbs.
In order to not exceed the capacity of the anchors, I would need to use 4 anchors over a distance of 4'. Is this acceptable or should the anchors be concentrated at the point the load is applied?
In order to not exceed the capacity of the anchors, I would need to use 4 anchors over a distance of 4'. Is this acceptable or should the anchors be concentrated at the point the load is applied?






RE: Point Load on Steel Ledger Angle
Is the angle LLV? If so, why the 7"? Seems like a 4X4X1/2 could do the job too.
There should be another continuous angle above this one, also bolted to the CMU wall, to catch the diaphragm loads and serve as a chord member.
Mike McCann
MMC Engineering
Motto: KISS
Motivation: Don't ask
RE: Point Load on Steel Ledger Angle
I agree with mike, if the CMU is corefilled then I would be providing an anchor every core (8").
Does the roof have any significant uplift?
RE: Point Load on Steel Ledger Angle
BA
RE: Point Load on Steel Ledger Angle
RE: Point Load on Steel Ledger Angle
I am reviewing structural documents and the condition I have described is what is proposed. I agree with all of your comments. My concern is having to distribute the force over a distance of 4'. In my opinion the anchor below the joist would resist all the load until it failed and then be transferred to the adjacent anchors which would have to fail in order to transfer the load to the last 2 anchors. In other words, the best condition is 2 achors supporting the point load. Bt the way, the angle is LLV.
Make sense?