Is it necessary to revise the shear in the cantilever slab with main reinforcement perpendicular to traffic?

According to the STANDARD AASHTO, for the slabs into beams is not necessary to do this revision, however it is not clear that it also applies for the cantilever slab.

The handling that is given to the distribution of the wheel load in the cantilever slab for the solicitations to bending moments is in function of the distance from load to point of support (E=0.8•X+3.75). According to the AASHTO, the wheel load should be placed at 1' from the face of the curb and the bending moment in the face of the beam is: M=P•X/E, where E=0.8•X+3.75'; and the bending moment in an intermediate section is M=P•Y/E(y), where E(y)=0.8•Y+3.75.'

Revising the bibliography of bridges (so much Colombian as North American), I have not found any recommendation for the verification of the shear in the cantilever shear of bridge.

However, if we suppose that to calculate the shear, the same previous supposition is assumed, the shear force for foot, in the face of the beam and in any intermediate section, it is constant, placing the wheel load in the most unfavorable position for the section in consideration. This implies to have a constant thickness from a distance to 1' from the face of the curb until the face of the beam, approximately equal to tslab=1.2.'

Is this analysis correct?

2. what does it happen when we have two wheel loads in the same cantilever ?