Appendix D - Side-faced Blowout question
Appendix D - Side-faced Blowout question
(OP)
I'm checking the design for a gate post on a pedestal. The designer didn't check for side-faced blowout or pullout. He needs deeper bolts but the problem is the blow-out. The pedestal is trapezoidal in plan. It's about 3" shy of the code requirement on one side. They can't be widen the pedestal because there's a wall on one side and the road width can't be narrowed. Rather than waste time with trying to play around with the layout of the post base plate, my thought is to use supplemental reinforcement - closed hoops. ACI doesn't explicitly address this but I could argue that it's same situation for concrete breakout. Is that a fair argument?
I also had a crazy idea: Assume that the wall against the pedestal will prevent a blowout but I can't talk myself into that one.

I also had a crazy idea: Assume that the wall against the pedestal will prevent a blowout but I can't talk myself into that one.







RE: Appendix D - Side-faced Blowout question
I'm flip floppy on that too. How will the pedestal be attached to the wall?
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
RE: Appendix D - Side-faced Blowout question
RE: Appendix D - Side-faced Blowout question
KootK - if I go with the crazy idea I thought about drilling and grouting some L shaped bars or some hairpins.
RE: Appendix D - Side-faced Blowout question
- One the one hand, like most reinforcing, I wonder if spirals do anything at all until after the blowout has occurred.
- On the other hand, the reference document specifically mentions that the 1/4 T numbers come from consideration of the Poisson effect in concrete. To me, that kind of suggests actually improving the breakout capacity. I've always been a bit fuzzy on this aspect of it.
- In a sense, who cares if you get side face blowout? Post blowout, you've still got your load carrying mechanism for the most part. I would care with respect to aesthetic and durability issues in many cases of course.
Gotcha. In my heart of hearts, I feel that this would probably be just fine. Theoretically, I suppose that one ought to design the connections in the vacinity of anchor head for 1/4 x T as well.
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
RE: Appendix D - Side-faced Blowout question
RE: Appendix D - Side-faced Blowout question
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.