I didn't run any calculations on the anchor bolts, but others here have, and some of them feel they're inadequate. I think that's the reason for this general sentiment. I wouldn't say the design obviously had no engineering oversight, although I think it's possible.
Code doesn't require that decks be designed for hot tubs. Depending on which code you're required to follow, the deck live load is likely either 40 psf (IRC) or 60 psf (ASCE 7) assuming this is a residence. Generally, I design for 60 psf. If it's known up front that a hot tub will be installed, an engineer would obviously design for that. If a homeowner decided to add a hot tub later and didn't engage an engineer, there's a good chance the deck would be overloaded and in the worst case could risk collapse.
It's a reference to a meme where hot tubs have been put on some very questionable locations.
Well to me the highest risk is the next big party after the concrete around those "iffy" J bolts gets cracked and deteriorated by freeze-thaw action in Columbia, Missouri.
I agree he may be joking, but he never indicates he is joking verbally or by expression. He may think, 'I joke about my weight all the time in these videos", but we have not seen his prior ones. Plus, he did it twice. But in the end, that had nothing to do with our comments on the structure. It does bother me he jumped up a little, then said "Study as can be". It is not sturdy as can be, he may consider it sturdy for a cantilevered structure but not me. Also, as I stated before, it deflected down as he walked out to the corner, but we did not get to see that, only the movement from the bounce he did.
The first thing most of us noted was a combination of the lack of redundancy coupled with an unknown amount of embedment of the anchors. We cannot read all the anchor info, but by scale, the anchors are about 8" deep. That is not much embedment for a 3/4" anchor bolt. I am old school 17 to 19 diameters of embedment for tension. It is not that failure of all 4 bolts leads to a collapse, the failure of 1 bolt leads to collapse. The overturning is pulling straight up on the 2 anchor bolts towards the house and the other 2 are somewhat along for the ride. But if one breaks, the other follows suit. Then the other column follows that. It will be quick, not gradual. You will have no warning. Also, if they are A307, they may be good for about 9 kips tension each. Based on the lack of redundancy, I would not want more than 50% stressed under the worst condition.
This may sound silly but here goes. So far, no one has done a truly intense review of this. Even the model that Az did, was very preliminary. In my state, if I was to truly review this (not speculate) I have to contact him first. I can speculate all day but not do a truly technical review. Also, this would be what I call a bunch of "Responses to Responses". He could get mad first, call my PE board (as noted before) complaining I was trying to practice in MO where I am not licensed. In MO and any other state, I have no standing as an engineer. It does not mean he would succeed in getting me in trouble, but could try. I then must respond to my PE board, and then another response, . . . . In short, his response sets the tone at that point. It could be Thanks, or Who the hell are you to question me?
