![]() ![]() If i were looking at this in the field, i'd look for exactly what the drawings said, #5 12" and #6 18" with a #6 lap length. that being said, the designer should be able to get whatever they draw but it doesn't always work out that easy in the field. ![]() hopefully, as special inspections become required more, there will be "better" (perhaps "more" is a better term) oversight of the field work. so for the sake of protecting their own butts (and getting what they want), it seems logical to me to "dumb it down" for the contractor. while this is not necessarily the problem for the designer, it does impact them because they want it built like they draw it. my point: unfortunately contractors and their people are often "blowing and going", perhaps non-english speaking/reading here in the u.s., and stubborn ("been doin' it like this 30 years"). everywhere? (if i recall my rebar areas correctly, it should be okay.actual design might require #6's for other reasons i suppose). If this is correct, what the heck do the intermediate #5's tie in to (between the #6's)?.given, the section boffintech mentions says 6" noncontact splices are okay but as a matter of field practicality, could it not just be #5's at 12"o.c. with #5 vertical bars in the stem at 12"o.c.is this a correct picture? based on your description, i'm picturing something like #6 dowels sticking out of a footing at 18"o.c. If two different size bars are lapped, you use the larger bar lap length (i never see tension or compression called out on the plans so i use tension lap length by default unless it's something special then i'd call the designer). ![]()
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