ACI 318-11 App D Side Face Blowout in Tension
ACI 318-11 App D Side Face Blowout in Tension
(OP)
Referring to D.5.4 calculations, I have a pier with 4 anchor bolts (rods). If the spacing between the anchor rods is large enough, then each rod works independently and equation D-16 controls. So if the tension is concentric, the total allowable blowout would be 4X the amount calculated by D-16.
If the the rod spacing is smaller, the group equation D-17 is used. It is unclear to me if "A" I should use the result from Equation D-17 for the entire group of anchor rods or "B" multiply the result of D-17 by 4. I think i know the answer, but I would like some of you to weigh in with your thoughts or interpretations.
If the the rod spacing is smaller, the group equation D-17 is used. It is unclear to me if "A" I should use the result from Equation D-17 for the entire group of anchor rods or "B" multiply the result of D-17 by 4. I think i know the answer, but I would like some of you to weigh in with your thoughts or interpretations.






RE: ACI 318-11 App D Side Face Blowout in Tension
RE: ACI 318-11 App D Side Face Blowout in Tension
D-17 multiplies the single anchor capacity by a value greater than 1, so I'd take its result (or 4x D-16 modified for perpendicular edge distance, if less) as the capacity of the group.
RE: ACI 318-11 App D Side Face Blowout in Tension
I am wondering if I can disregard Side-Face Blowout in tension (D.5.4) if I am using reinforcement developed as shown in D.5.2.9 to resist tension loads in the anchor rods???
RE: ACI 318-11 App D Side Face Blowout in Tension
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: ACI 318-11 App D Side Face Blowout in Tension
RE: ACI 318-11 App D Side Face Blowout in Tension
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: ACI 318-11 App D Side Face Blowout in Tension
RE: ACI 318-11 App D Side Face Blowout in Tension
"It is imperative Cunth doesn't get his hands on those codes."
RE: ACI 318-11 App D Side Face Blowout in Tension
The best way to fix it would be to increase the cover so that you meet the "magic" number 0.4hef. This could be accomplished by making the pier larger or by reducing the anchor rod spacing. A third strategy would involve reducing the embedment depth.
RE: ACI 318-11 App D Side Face Blowout in Tension
A fourth strategy would be to use rebar, deformed bar anchors, or an all thread bar like Williams or Dywidag. No anchor head, no blow out. AppD is really meant for shallow anchorage anyhow.
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.