KootK - thank you for your thorough responses. Your first-hand insight is exactly the sort of thing I was hoping to hear. It's good to know insurance should be straightforward. Getting licensed in various states was a bit of a headache even with an NCEES record. I have to mentally prepare myself...
Thanks for the response Enable. Truth be told I am still in the dreaming phase so I certainly wouldn't rule out only working on the Canadian side. Ontario is a damn expensive place to live though and engineering salaries are not great here. I semi-recently finished the marriage/house/kids thing...
I'm a Canadian citizen living in Canada. I've got no current ties to the US; the only exception being I am licensed in a few US states (in addition to an Ontario license).
As I get more experience I see the appeal in trying to go out on my own. However, based on my experience, I don't think it...
Intuitively to me a tube spanning 20ft would buckle at a lower UDL than the same tube with a continuous form of bracing on its tension face...but I don't know if my tuition is wrong or how to quantify it even if it was right
@rowingengineer
Consider a floor joist that is on the top side of the floor. Except instead of a 2x6 piece of wood the joist is a 2x6 steel tube.
It's more of a thought exercise to be honest, so I'm more interested in determining if/when a beam would buckle in this scenario, not so much how to...
My approach has practically always been to just HDG since we don't usually weld to the plate. And I would otherwise agree to leave it alone in this case, but we are talking 100s of embedded plates. We would approve the cold galv spray. Is grinding the zinc off something you ever gets complaints...
Consider an embed plate with headed studs being installed into the face of a concrete floor slab on an office building. Additional steel components will be welded to it for facade supports so hot dip galvanizing the embed plate would cause trouble.
In service the face of the embed plate does...
@CURVEB That's probably a good solution, but as a specialty engineer I am about 99% certain the building EOR would not be willing to coordinate that sort of engineering.
@BennyTheBeaver Yes I have a hard time understanding why breakout calcs are not included either. My initial thought was load...
dik - fair points. I suppose I should have done a better job of framing this as a question relating to just concrete strength. For my particular application the extra fab work is very small compared to having to beef up concrete members.
Here is a related former thread that I couldn't extract a clear answer from: https://www.eng-tips.com/viewthread.cfm?qid=243978
Here's a link to illustrate my question: https://imgur.com/a/BrR3i6n
On the left is a headed stud that we can say is governed by concrete tension breakout. On the...
Thanks for the responses guys. Just to add some definition, this situation is common in the curtain wall industry. Aluminum mullions are reinforced with steel shapes. In the vast majority of cases the steel is shimmed tight within the depth of the mullion. This helps fabrication in addition to...
Here is a graphic to frame my question: https://imgur.com/a/uhSYLph
This is a cross-section showing two tubes being screwed together through their top flange. Let's say the inner tube (red) fits perfectly within the outer tube (black) on 3 sides, except at the bottom, where there is a small...
Nice to see a building engineer thinking about the curtain wall guys!
Most curtain wall systems are tested to H/100 for serviceability and H/66 for strength (standard non-project specific test). Typically the test is done with (2) rows of panels, each 13'-6" tall, and racked at service level to...
Odds are your stress is based on the "permanent set" of the mullion measured with a dial gage indicator after being subjected to an overload pressure. The overload pressure is usually 1.5 times the design pressure. It would be difficult to convert the permanent set to a stress because you've...
