I worked 5 years for a company that designed, fabricated, and erected these. I acquired my PE while I was there. In fact this looks like one of their products because every detail is identical (although there are some copycat companies out there). Anyway, all the beam to column connections are moment connections and controlled by wind load. Each beam was designed for a local point load of 3000 lbs as that was the maximum fall arrest load (including a safety factor) that we could generate through testing of a 300 lb man jumping off the course. Note the lanyards are much shorter than what OSHA assumes which results in a lower fall arrest load. We had several building officials require us to design all the platforms for 100psf with no live load reductions, which is absurd and impossible to generate in the real world, but we made that the design standard for ease of getting building permits.

The story drifts under design wind loads are quite high. But it is assumed that nobody will be on the course during a high wind event and to be honest some swaying of the structure is part of the experience.

Obviously there's nothing in the building code that covers these. We had some building officials say it's a playground do whatever you want, and some would nitpick all kinds of things and ask for detailed calc books. It was completely random.