Nothing to do with ethics IMO. It's all to do with dancing to the tune. Psmpsm is proposing a thorough review. For whatever reason, that's not sufficient according to many regulators, even though the outcome is the same as supposedly ethical processes, and functionally equivalent aside from...
EireChch, there's no axial load in this case so it isn't buckling like a building column. This check is for the circular cross-section buckling into an oval shape, while the pile remains vertical.
The page I linked to (and suspect is the situation that HanStrulo's calcs are meant to check)...
From a standpoint of pure expedience, you don't need to worry about the ethics. That's the stamper's problem.
I think you need to judge what looks bad with respect to early involvement of the stamper. We don't know the full picture. My instinct is to get them involved early, even if just once...
I think C would need to have different/additional design steps relating to the reliability and stiffness of the external force. You no longer have the ductility of steel to arrest the potential crack/failure. The first step would be to consider whether unreinforced concrete is permitted in the...
The EOR may be saying that the footing, that they are designing, won't restrain your column. What was the exact wording of their advice? And can you provide details of the column and footing sizes, and the base moment?
Whilst I use closed ties to account for compatibility torsion, one example 50 years ago sounds like either bad luck or the expected failure rate arising from the reliability index that we adopt.
Probably wouldn't have considered it, to be honest. Since you've raised it, I'd have applied the method posted here, even if it was meant for larger spaces.
https://www.eng-tips.com/viewthread.cfm?qid=498131
Look at the vertical friction on both sides. That's a key difference to the water case...
Is this company a monopoly? If they over-spec the repair, they risk losing the job to competition. Pretty similar situation to your framing example: make the framing more expensive and the profit is larger if marked up on percentage basis.
I don't think there's a professional ethics problem with respect to the owner's interests - not the engineer's client. Maybe a personal ethics question.
Maybe a concern that the contractor's reports to the engineer are doctored/censored to encourage the engineer to recommend expensive repairs...
It's interesting to speculate on why something isn't done, but maybe their welds tend to be optimised anyway. I'm sure I've read about welds only on one side of the column-flange interface to avoid flipping the member during fabrication. Maybe by the time the section is slimmed down to minimum...
I think you are correct that the strength criterion is the one to look at here. Welds are enormously stiff and the stiffness requirement will surely be satisfied. The only way the weld can fail to provide restraint to buckling is if it has insufficient strength.
The required restraint force...
Just a joke because the SI values were presented as the main values, with US as conversions.
But I do suspect that using kg as the base unit, instead of g, confuses some people.
Here's the physical meaning/derivation of VQ/I, which is written as S*(A*z)/I in the last equation. I find this useful to understand what you're actually calculating. Basically, the varying bending moment causes the axial stresses to vary along the length of the beam. When you integrate them...
My parents' house had a 20' timber beam with midspan steel splice, originally two 10' spans with a post in the middle. After doing some timber design, the splice appeared so inadequate I would've evacuated immediately if not for 20 years of personal knowledge of its soundness.
Clause 13.1.2.5?
Alternatively, ditch S&T and base design on 'the literature'? (I'm not a fan of S&T beyond qualitative stress paths)
Are you actually going to terminate the bars in the corner region as you've drawn?
Edit: if you've drawn standard cogs, I don't think they satisfy the clause...
6 feet of slab is about the same section stiffness as the SHS assuming cracked. I don't know for sure that it will be cracked as we have no details, but the section modulus in the transverse direction is about half of the modulus in the span direction and some deck profiles look like crack...
I think a 135-degree included angle is what you get when you run a bar around the perimeter of an octagon.
Straight bar = 180 degree included angle.
Full hook = 0 degree included angle.
