Side-face blow out question?
Side-face blow out question?
(OP)
Can side face blowout cause anchors with a greater embedment to fail? I'm trying to design some anchor bolts into concrete with a pre-determined layout and anchor size. However when I make the bolts longer to satisfy my requirements, the bolts fail using the interaction equation with the side-face blowout. My side face blowout becomes relevant because ca1 becomes less than 0.4hef. What am I doing wrong? Any suggestions?






RE: Side-face blow out question?
If this doesn't make sense, I've likely misinterpreted your question. A sketch would help a lot.
RE: Side-face blow out question?
RE: Side-face blow out question?
RE: Side-face blow out question?
If you are on a raised pedestal, you can do something similar by borrowing seismic stirruping detailing to confine the full top of the pedestal, ensuring you have lapping steel to the two sides of your anchor bolt.
I had to do this on a number of pre-engineered structures overseas on which I was the "local" or site engineer adapting the system to be installed.
RE: Side-face blow out question?