ACI 318 Cracked vs uncracked concrete for anchor analysis
ACI 318 Cracked vs uncracked concrete for anchor analysis
(OP)
I'm in the process of designing a wedge anchor connection per appendix D of ACI 318-08. I'm trying to figure out when to assume cracked vs uncracked concrete.
When anchoring to a compression zone, one would assumed uncracked concrete and cracked for tension zone.
What happens when you anchor to a compression zone in a seismic area? Do you assume cracked? or can you still assume uncracked?
When anchoring to a compression zone, one would assumed uncracked concrete and cracked for tension zone.
What happens when you anchor to a compression zone in a seismic area? Do you assume cracked? or can you still assume uncracked?






RE: ACI 318 Cracked vs uncracked concrete for anchor analysis
RE: ACI 318 Cracked vs uncracked concrete for anchor analysis
RE: ACI 318 Cracked vs uncracked concrete for anchor analysis
RE: ACI 318 Cracked vs uncracked concrete for anchor analysis
I don't have the code with me at the moment so check me on this. But I don't recall that the localized stresses due to the anchor loadings need to be considered. I believe that it is the initial condition that is at issue, that is, is the concrete already cracked. A bending compression zone in a thick beam or a compression only column should be acceptable for this. I'm going to check this though.
RE: ACI 318 Cracked vs uncracked concrete for anchor analysis
I've had to use rebar welded to embed plates on a number of occasions recently to get away from App. D, because I just couldn't get the anchor calcs to work.
RE: ACI 318 Cracked vs uncracked concrete for anchor analysis
Just something to think about.
RE: ACI 318 Cracked vs uncracked concrete for anchor analysis
All concrete is cracked, but cracked is wrong definition. It should be replaced by a word tension zone.