Brick Shelf Ledger Angle Design 1

[MaxMedic]

Hello, I am looking into checking to see if what is shown in the section is sufficient for the reliving angle for the rick. The 3/4" anchor bolts are a single bolt spaced at 16" O/C. The brick span/relieving angle span is about 13'-9" and the height of the brick is 15'-0". I believe that I would have to see if the angle can support the weight of the brink then test the connection of the weld. Then check the shear bearing (which I am not sure if its the shear) of the plate which I am proposing to change to a L angle if the plate isn't sufficient. The height) of the 4"x3/8" plate is 2'-3". And lastly I would have to test the 3/4" anchor bolt capacity and breakout from the concrete. I am just not too familiar with calculating breakout when its on the X-plane, I am more familiar with columns and other types of embedment.

Thank you.

 

[BAretired]

The more interesting question is where the brick load is applied to the shelf angle.

Why wouldn't it be at the middle of the brick?

BA

 

[dik]

That's one location... When the angle deflects, where is the load applied? I've seen it in the middle, at the front 1/3, at the back 1/3, and 1" from the back of the brick. I betcha 6 engineers will give you 7 locations. Maybe masonrygeek can offer some insight? I should have added that I don't like shelf angles to be longer than 12' to 16' for thermal reasons. The detail shown allows for some thermal expansion, too.

Rather than think climate change and the corona virus as science, think of it as the wrath of God. Feel any better?

-Dik

 

[BAretired]

Well, the shelf angle deflection should be kept to a minimum, but deflection would tend to bring the brick reaction closer to the vertical leg of the angle. It would also cause a horizontal reaction to the angle and some of the brick ties on the exterior wall. Wind and seismic forces would also have an effect, but that is a separate issue.

BA