rebar development/lap length

[KZF1]

I have a 5' high, 8" thick, cast-in-place cantilever retaining wall. The contractor installed the footing dowels with the vertical leg of the bar 3" too short to have a proper "Class B" tension lap with the vertical bars of the wall.

Is there a procedure to calculate a reduced capacity of the wall based on this improper lap length?

 

[KootK]

I'd reduce your available steel tension capacity by the same percentage that the lap length has been reduced. Here, that will result in a reduction of moment capacity by the same percentage +/-.

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.

 

[MacGruber22]

I generally echo KootK's approach. For me though, if the actual bars were #6 (.44 in^2) and As,pro/As,req landed me at .38 in^2, I would round down to .31 in^2 (#5).

"It is imperative Cunth doesn't get his hands on those codes."