Non-Load Bearing Concrete Column Reinforcement
Non-Load Bearing Concrete Column Reinforcement
(OP)
I'd like to get someone else's opinion on this topic. I'm currently looking at detailing a concrete column encasing a steel column supporting roof load. The wrap is about 3'-8" square only extending above the curtain wall so it terminates below the roof elevation. I can design it per ACI 318 and reduce the steel to 0.5%, but I'm trying to prevent the questions bound to arise with that much rebar and ties in a "oramental" feature.
Has anyone come across this sitution that could provide insight? I'm primarily concerned with crack control and would prefer not to kill a fly with a cannon.
Has anyone come across this sitution that could provide insight? I'm primarily concerned with crack control and would prefer not to kill a fly with a cannon.






RE: Non-Load Bearing Concrete Column Reinforcement
RE: Non-Load Bearing Concrete Column Reinforcement
I would agree that the concrete is more flexural in nature. 318-05 had a section stating that the minimum reinforcing for flexural members could be ignored if you provide an area of steel 1/3 greater than required by analysis.
It might even be a good idea to isolate it from the column via foam, an inside permanent form or sonotube. You could reduce your area and also not have to worry about interaction with the column.
RE: Non-Load Bearing Concrete Column Reinforcement
RE: Non-Load Bearing Concrete Column Reinforcement
Kieran
RE: Non-Load Bearing Concrete Column Reinforcement
structural codes apply to structural members only.
a few bars through holes in the web to stop it sliding down and then a small gauge mesh to minimise face cracking and to hold it together
RE: Non-Load Bearing Concrete Column Reinforcement