My intuition is that your connection strengths are adequate, especially if the connection details were actually provided by Home Depot. Hopefully I can talk you down off the ledge before you waste a bunch of resources fixing a non-problem. If there is a problem, then a solution from additional fasteners is cheaper, easier, and perfectly sufficient.
Notching the posts is nice because it transfers the loads through a large area of wood bearing on another large area of wood. If you think about a bolt's load transferring mechanics, the beam's weight is sitting on top of a relatively small area of bolt. Crushing of this wood around the bolt always contributes to the failure of these connections (ideally this failure occurs after the connection has reached its design strength). The most intuitive failure mode is the single shear connection's "Mode Is" failure from
There are other modes where your connection would probably fail before a Mode Is failure, but looking at all of the figure's failure modes, you can see from the faint black speckling that all of these modes involve crushing of the wood. A notched post massively increases the amount of wood crushing required for failure and is therefore stronger than many bolted connection details.
Without bolt diameters and lumber specifics, I can't compute the strength of the connection shown in your first photo. Since you're in Ontario, however, there's a good chance that regionally you're stuck with SPF lumber (anything else would be stronger, I think--I hate SPF). Assuming 3/8" bolts, I get a strength per bolt of 360# (divide by 2.2 for kg). Assuming 1/2" bolts, I get a strength per bolt of 550#. So that's between 720# and 1100# of strength for your 2 bolt connections. If this were inadequate, then I would add a bunch of nails to transition it to adequate (I want to say that each 10 penny nail would add 250# of connection strength, but for peace of mind I'll say 200#--or how about 220#? I bet you like the idea of 220#). For comparison, notching an SPF post achieves a strength of 1700# on each half of the notch, where it's possible that the beam fails in bending at midspan long before the connection's load reaches that 1700#.
I would need some post layout information about your deck to find a design load for comparison to my hypothetical strength (my methods would be from US codes).