Yes, oneway shear must also be satisfied for each section in the design strips.

Common causes for shear reinforcement:
First design section at face of column and not D away.
Wood-Armor combinations resulting in a change of sign of the design moment leading to a very small d for shear design.
Shear design of a section before bar extensions computed, again leading to a small d value.
Mat is too thin.

Is it correct to consider the shear at the face of the column? or neglect it and look at D away?

You’ll need to verify that with your governing design code. For ACI typically you are allowed to check one-way shear at d away from the support, however there are exceptions.