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How to check a concrete column for shear failure if ties are spaced other than per ACI prescription?

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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?
 
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You did not mention if seismic design is required or not..If it is not seismic zone ;

- Check for Maximum spacing of shear reinforcement ( Table 10.7.6.5.2)

- Calculate Vc in accordance with Table 22.5.5.1













I cannot give you the formula for success, but I can give you the formula for failure..It is: Try to please everybody.

 
Far smarter people than I will weigh in on this, but I would maybe approach this as a non-reinforced column then. Because the reinforcing isn't tied appropriately to prevent bar buckling.

Whether the bar buckling potential is a reason to consider reinforcing the column, that's a different argument and I'd bet some of the answers here will be very dependent on local practices and whether it's seismic or not.
 
Sorry. No, seismic is not a concern here. ACI does confirm that d/w over 3 is indeed a wall. The horizontal spacing requirements given are either 3*width, or 18" max. Looks like its the former rather than the latter here.
EDIT. d/w
 
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