Shelf Angle Eccentricity
Shelf Angle Eccentricity
(OP)
1) When suuporting a beam on a shelf angle (seated connection) how do you guys figure the eccentricity of the load on the shelf angle?
2) When the loading capacity of the anchors won't allow a seated connection ONLY, what are some common ways to increase the capacity?? How much load goes to which connection, etc?
I don't use shelf angles very often. In fact, it's been a while since I had to do any "add-on" connections.
Shelf angle is anchored to a concete wall. This design is for the US (non-seismic).
Thanks in advance.
2) When the loading capacity of the anchors won't allow a seated connection ONLY, what are some common ways to increase the capacity?? How much load goes to which connection, etc?
I don't use shelf angles very often. In fact, it's been a while since I had to do any "add-on" connections.
Shelf angle is anchored to a concete wall. This design is for the US (non-seismic).
Thanks in advance.






RE: Shelf Angle Eccentricity
Good Luck!
RE: Shelf Angle Eccentricity
Do you know if the stiffened seated connection is located in the LRFD manual somewhere. I don't have an ASD manual.
RE: Shelf Angle Eccentricity
LRFD 3rd Edition: p. 10-92 through 10-111