CONCRETE SIDE FACE BLOWOUT STRENGTH OF HEADED ANCHOR IN TENSION
CONCRETE SIDE FACE BLOWOUT STRENGTH OF HEADED ANCHOR IN TENSION
(OP)
I AM DESIGNING A FIXE BASE IN A SPECIAL STEEL MOMENT FRAME SYSTEM. I AM USING HEADED ANCHOR IN TENSION.
THE ANCHOR IS DESIGNED TO LAP WITH THE PIER REINFORCING BECAUSE THE PIER BREAKOUT CONCRETE STRENGTH IS NOT GOOD IN MY CASE.
DO I NEED TO CHECK THE CONCRETE SIDE FACE BLOWOUT STRENGTH OF HEADED ANCHOR IN TENSION? I NEED TO CHECK THIS FAILURE MODE IF I AM USING LAPPING WITH CONCRETE REINFORCING?
THANKS
LUIS ROMERO
THE ANCHOR IS DESIGNED TO LAP WITH THE PIER REINFORCING BECAUSE THE PIER BREAKOUT CONCRETE STRENGTH IS NOT GOOD IN MY CASE.
DO I NEED TO CHECK THE CONCRETE SIDE FACE BLOWOUT STRENGTH OF HEADED ANCHOR IN TENSION? I NEED TO CHECK THIS FAILURE MODE IF I AM USING LAPPING WITH CONCRETE REINFORCING?
THANKS
LUIS ROMERO






RE: CONCRETE SIDE FACE BLOWOUT STRENGTH OF HEADED ANCHOR IN TENSION
RE: CONCRETE SIDE FACE BLOWOUT STRENGTH OF HEADED ANCHOR IN TENSION
Unfortunately, ACI defies common sense and will give you no credit for the lap of the anchor with a reinforcing bar. You're pretty much stuck with the low value governed by edge distance. It might be preferable to model the base as pinned.
RE: CONCRETE SIDE FACE BLOWOUT STRENGTH OF HEADED ANCHOR IN TENSION
Side face blowout rarely controls, so I am guessing you have a pretty deep anchor that is pretty close to the edge. If the edge distance is greater than 0.4*embedment then you don't even have to worry about side face blowout. This shouldn't be a difficult criteria to meet. Even if you have a 12" deep stud, just provide 5" edge distance and you're out of the woods with side face blowout.
RE: CONCRETE SIDE FACE BLOWOUT STRENGTH OF HEADED ANCHOR IN TENSION
Before ACI got into the business of anchor bolt checks, we used to onlt take a look at shear on anchors, and tension on the bolt. The concrete was assumed cracked at the bolt head level, then the gap was closed by the reinforcement, which was designed for all loads combined. The concrete is likely to break near the top of the pedestal/pier due to high shear, that's been the reason the stirrups were such closely spaced.
Do not take my words for granted, if you are strickly code person. Good luck.
RE: CONCRETE SIDE FACE BLOWOUT STRENGTH OF HEADED ANCHOR IN TENSION