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Thanks lexpatrie. To be honest, I didn't even know about the FAQ tab, I guess I haven't been paying attention to the forum closely enough. Thank you for that!

Thanks everyone - after some targeted research it looks like XR250 is right about that school of thought. Interesting how the geotech never recommended that as an option then. lexpatrie, which forum are you talking about? I'd like to do some more reading on those documents.

I was talking to a home builder buddy of mine and had an interesting conversation. He showed me a soils report (sealed by a geotech engineer) and the soils are expansive (Texas clay). Geotech recommended drilled shafts for the grade beams (with suspended slab) or 8 feet of engineered fill to...

For me, the PE exam was largely theoretical and frustratingly so. With that said, who cares if you have experience or not before you take it. Most questions (while they are not easy per se) do not necessarily reflect a real life engineering situation. I took the exam 4 months after graduating...

Only reason I suggested opening shop was this comment: You may want to work things out with your current employer and make that work. That could be a good path. Just give yourself the courtesy of considering if you worked all this OT on your own business where you might be. When I feel...

Like others have said avoid rebar to get warm and fuzzy feelings. Realistically you could probably drive a small car through the wall and be fine… well maybe not that extreme but a small hole won’t even matter.

Assuming you’re licensed it sounds like you know how the business works and you should investigate opening up your own shop. Don’t forget a good portion of your billable hour is profit. There’s nothing wrong with that either from an employee/employer perspective but it is on the table if you...

Regarding just doing a moment transfer - without positive connection (i.e. a moment splice) I would lean more towards thinking it doesn’t transfer moment and the inner tube would just be transmitting a point load such as a cantilevered load. If it did transfer moment I would think it would be...

Wouldn’t the bolt shear be the transverse shear force at the intersection of the tube/sleeve? Kind of like the calculation for nail shear on a built up wooden section.

Can you provide more details regarding the support type/dimensions maybe even pictures or sketches? Also how many internal rollers/what type (part #, McMaster # etc). Also tube dimensions for each section. I’m willing to help you out, sounds like a cool project. Glad to see someone take some...

I commented on your other post; pasted below. I work in this area of pressure vessel mechanical integrity and do fitness for service analysis. Environmental cracking (such as sulfide stress corrosion cracking) cannot accurately be predicted and SHOULD NOT UNDER ANY CIRCUMSTANCES try to be...

I work in this area of pressure vessel mechanical integrity and do fitness for service analysis. Environmental cracking (such as sulfide stress corrosion cracking) cannot accurately be predicted and SHOULD NOT UNDER ANY CIRCUMSTANCES try to be predicted. It’s simply unpredictable. You cannot...

Thank you for your feedback. I went the route of 2 rows of anchor bolts (4 total) because there was room and "why not". I don't love just relying on two anchors in this type of design, but I'm sure others do it. The concrete edge distance is the limiting factor here with the minimum dimension...

I would choose to do an FEA if you have capability to.

Thanks. I am going to assume full load on the edgemost anchor. Would you happen to know general code references for forcing this assumption? I am working with AISC and ACI 318.

I am designing a platform that is supported on two sides of a concrete pier via a cantilevered ledger. Regarding the top member axial shear, would it be a fair assumption that all three anchors share it equally similarly to a regular bolted connection design? (Also, ignore some of the other...

In the gas-solid section. I'm not selecting this particular design, I'm evaluating an existing piece of equipment.

I'd like to evaluate a cyclone separator with a short cone (compared to Perry's 2xDia length recommendation). Does anyone have any guidance on how this performs compared to a longer cone? https://files.engineering.com/getfile.aspx?folder=e8a019a4-98c8-4ce9-9dea-06f4bbb62df8&file=Separator.png

My question is related to industrial process plant design and engineering. I understand that early on in the engineering process pumps are roughly estimated in order to provide cost estimates and to beat lead times. My question is how are they sized before system pressure drop is known? What's...

How would you approach doing nozzle/shell check at that location?