I think it is meant to imply you need additional steel above and beyond your flexural steel. There is some question as to whether this part of the code is really applicable. Florida has a full-blown example that includes a pier cap design and they add this note after their calculations (see Page 238).
"Note: These provisions are applicable at the end bearing support areas. In both positive and negative moment areas in the cap, the applied loads produce compression on the compression face, therefore the steel provided needs to satisfy moment only. Therefore, this check is ignored."
(http://www.dot.state.fl.us/structures/StructuresManual/CurrentRelease/PrecastBeamExample.pdf)
I saw a fairly recent poll taken of the state DOTs and it appears that 74% check the longitudinal reinforcement requirements of AASHTO LRFD Article 5.8.3.5 for shear design of cast-in-place concrete substructure caps at the support points.
I have another question i RC-PIER. How it is calculating the effective steel area? In user manual effective steel area (Ast-eff) is defined as effective top/bottom steel area after considering development length. How they are incorporationg development length in rebar area calculation? Thanks in advance .......