We do this all the time in NC. There's usually plenty of reinforcement passing through that joint that you should be able to just handle the shear through shear friction, as others have said. Also you may be able to eliminate a pour if you wait until all of your walls have been cast, and then...
Check out section 6.12.2.2.7 (Nominal flexural resistance of miscellaneous flexural members). Interestingly enough, I remember this exact scenario being a practice problem for the PE exam.
Hey TME....AASHTO published this cross-walk with their release of the 8th edition. It's also been added to Section 5 as Appendix E5. Hope this helps!https://files.engineering.com/getfile.aspx?folder=ef2fbc64-6467-4d8c-97b3-d8874dbb5c44&file=AASHTO_8th_Ed_Cross-Walk_Final.xlsm
It looks like the b_eff as shown will cancel out, since the Ab in the denominator = (a_eff)*(b_eff). So you'll still have the compressive stress inversely proportional to b_eff.
BigRy,
Have you looked at the AASTHO-NSBA collaboration standards? Link
I haven't gone through it too much, but I think g-13.1 may have some information that would be useful to you. Link
Hope this helps some.
Had a feeling you may have misplaced that decimal haha. I'm guessing it has something to do with what they mention in the Commentary for that section; in addition to providing shear strength, the hoops also serve to brace the longitudinal column steel.
Hey guys, also a bridge EI, first time poster...
Brandon: I also interpret it the way you do, based on AASHTO's definition of the Precompressed Tensile Zone: Any region of a prestressed component in which prestressing causes compressive stresses and service load effects cause tensile stresses...
