Appendix D / Ch. 17 Question
Appendix D / Ch. 17 Question
(OP)
On some anchor bolts relatively close to the edge of concrete there's no way to make them work without supplemental reinforcement. And as proposed the embeddment is a little over 12d. Given this is there any advantage to be had in making them longer? Not per Appendix D, i.e. now Chapter 17; I understand that. I just mean is there any advantage to a longer anchor bolt despite Ch. 17 limiting it's advantage?






RE: Appendix D / Ch. 17 Question
Maybe you could neglect some of the edge controlled failure modes as overly conservative if you didn't think they were relevant to your loading cases and if the edge distance improves at some depth (as with a curb or inverted T footing).
RE: Appendix D / Ch. 17 Question
RE: Appendix D / Ch. 17 Question
Thanks.
RE: Appendix D / Ch. 17 Question
RE: Appendix D / Ch. 17 Question
RE: Appendix D / Ch. 17 Question
RE: Appendix D / Ch. 17 Question
RE: Appendix D / Ch. 17 Question
Josh, going through the slab sounds intriguing and I wonder if it will change the way some buildings are constructed. For example, piers might become particularly problematic. Since the anchorage seems to depend so much on the edge distance of the breakout cone, well, I can envision one brute force way to address that in some circumstances: instead of spread footings with piers just extend the spread footing up to slab level like a makeshift pile cap without the piles. The contractor might be laughing too hard to ever get it built, though.
In the mean time I've got a ghastly congested nest of rebar...it remains to be seen whether that can be built...