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I would stamp as "engineering for members not complying with part 9 framing requirements only" or something to that effect on the stamp. Though once you stamp it, it falls on you to make sure the framing does comply with part 9.

I'm in some of the study groups, and yeah there are certainly a decent chunk of these people who should not pass the exam, at least for what it's being used as now. There are surely also some oddball candidates who take it out of school. Hard to imagine it's 80% of test writers.

A lot of states simply wouldn't accept that. NCCES has no control over licensing. The exams are also not currently set up to be able to be passed by someone with 4 years experience, so NCEES would defacto be saying you need 10 years to be a PE for structural.

In this position I've jacketed with a reinforced concrete per your option 2. Highly unlikely the concrete is working very hard, so not having a design guide to go by shouldn't matter. The lack of reinforcement can cause all kinds of problems with unrestrained shrinkage cracking - the cracking...

Yep, that is the nominal capacity times the phi factor.

Does shear even need to transfer for sliding resistance? If you use friction with the soil, you just need to transfer vertical loads.

You are missing two huge components here - the first as other posters and you pointed out is the inelastic buckling failure mode. The second is the effect of residual stresses and initial imperfections. These are baked into the AISC equations as well. No idea what your problem is so I can't...

The 0.6 and 0.9 factors are de facto exactly the same. Because wind is reduced so much the end result is the same, just the reduction factor looks quite odd because ASD load don't play nice with actual predicted max wind loads.

It's really more of a geotech issue than a code issue. They give you allowable bearing pressure generally controlled by long term settlement and the wind load is a very brief load.

ACI 350 also lets you reinforce just the outer 6" as well for big blocks of concrete. There is also nothing stopping you from putting #7@5", it's more than feasible. They are mats with bigger bars at 5",6", and those have bars at the bottom too.

What do you mean an experienced based exam? It's the same exam regardless of how much experience you have before you take. There's always been an exam and an experience component to getting your PE. You seem to understand this in your first post and then immediately forget it.

There is a massive difference between FEA, which is solving closed formed solutions based on user input, and a generative AI model such as LLM, which is not even going to return the same answer twice, and doesn't have a closed solution but instead runs through a neural network to guess at what...

GPR maybe, and possibly hand auger some holes. Probably more of a geotech exercise than structural

No idea how to use it, and not sure when it would even be useful. The R charts are much simpler to use.

Yeah I don't touch residential at all, I'm just curious more than anything. I did a little bit back when I was in SK just moonlighting, that was a mix of part 9 and engineered components

Sure, in a perfect world an engineer could be involved, but that isn't the reality in NA. This seems like a good amount of money has been spent on plans that don't have the info needed for construction and basically can't be built without a ton of other consulting fees, for what are what if...

Looking at the standard designs they are proposing here https://www2.gov.bc.ca/assets/gov/farming-natural-resources-and-industry/construction-industry/building-codes-and-standards/guides/bc_std_des_catalogue_v1.pdf for the province of BC. I'm not sure how you can have an all window first floor...

Not sure I follow why you can't add new purlins. I've always done that, for ease of calculation (you can really get into the weeds with cold formed steel) and ease of install. IT also fixes any problems you have with overloading the roof deck as well.

No fatigue or seismic, really only working this detail in a wind storm. The original detail was to weld the end, but the contractor has gone ahead and done it their way.

@lex - a single angle welded on one leg isn't covered to my knowledge @271 - that's the plan. I'm actually going bolt them together with a spacer, have some quick FEA to justify it. Would like the warm and fuzzy feeling of it codified somewhere though.