Thank you jhenry and hawkaz. I did see the formula that takes into account the axial load, thank goodness.
I am not sure what they define as "High" seimic in 1.1.5, but if you end up going to 21.10.4 they have two sections, 1 refers to Seismic C and the other Seismic D, E and F. I will...
Good point, JAE! The way I read the 02 version of section 1.1.5 is that only piers in high seismic regions are covered by ACI 318-08. Which is my situation. This section then refers me to 21.10.4, which I am then directed to 21.4.4. Thank you all!
One more thing, for a good majority of my piers the shear stresses aren't driving a significant amount of shear reinforcing. I am just worried about meeting the minimums which may exceed what is needed from a stress resistance point of view.
From a stress resistance aspect, I need #5 ties @...
Thank you all for your input and suggestions (very helpful as usual). Again I apologize in that I am using older codes (need to shell out some cash for new codes). I was not aware that drilled piers were not in the scope of ACI 318. What is strange is that Section 1810 of the 2006 IBC refers...
I am designing some laterally loaded drilled reinforced concrete piers (on the order of 6' to 9' in diameter). I am using ACI 318-02 (I do have 08 on order - so I apologize). Section 11.5.5.1 requires a minimum amount of shear reinforcement if the factored shear force, Vu, exceeds 1/2 of the...
