struct_eeyore
Structural
- Feb 21, 2017
- 260
I have an 20' high 8x27 concrete column (which could potentially be a wall if you use b/d ratio of 3, to be debated), that holds up about 88k. 4#6 ea. Running a calc on it returns that it's designed to about 1/3 capacity; however the the tie spacing is at 24" o.c (between all bars), so I'm wondering if there is a proper way to analyze additional capacity given this insufficient spacing.
If we limit the overall compressive stress in the column to the modulus of rupture, could that be assumed to be the upper limit?
If we limit the overall compressive stress in the column to the modulus of rupture, could that be assumed to be the upper limit?