In all seriousness though...
A 55 gallon rainwater barrel from Rona weighs about 500 lbs full. Spec three of them at the end of a pair of joists and you're off to the races. You can put them on 2x rails if you want to avoid unwanted load sharing. Fill slow (not that there will be much choice)...
That's by design. I do all my residential WWXRD. I'm not cut out for it natively.
This is kind of amusing really. I'm encouraging you to be a res-cowboy by parroting my favorite res-cowboy who is... you.
Do the load test at 150% ASD and leave it in place for a couple of days. If that generates no problems, I feel that your risk of future problems is pretty low.
For an added measure of comfort, run an SDS screw thought the assembly and up to the beam web low on the packing to discourage the...
I also have this concern for any solution that would add a thin bit of packing to the existing setup. For me, this is the difference between a realistic assessment of likely performance and just checking "capacity" as if no deformation were to be expected.
What's ridiculous about it? As far as I'm concerned, load testing is the gold standard for whether or not something has the capacity it's supposed to. Research lite. It's commonly done to evaluate existing concrete structures.
It won't be you setting up the load test. Have the contractor do it. You just say how you want it done. And the cost of it is a wonderful thing. It then becomes the contractor's decision as to whether they would prefer to absorb the cost of the load test or the cost of rebuilding.
What is...
My definition of meaningful stability is also mirrored in every textbook on structural stability that I've ever read. Every. Single. One. It's not "just me".
All of those references spend 99% of their time on problems that include flexibility because that's what matters for the overwhelming...
Not sure what second order effects you are thinking of but I doubt they are accounted for.
Also no to the situation that XR250 mentioned regarding the relative stiffness of the wall and the girder. And, frankly, I feel that's forgivable. Analytically, that's a pretty big ask and I doubt that...
You might cantilever the wall off of a pile system, either:
1) Grade beam over a single line of drilled caisson or.
2) Footing over a double line of screw piles.
Rightly or wrongly, I think that most folks just pretend that the double angle connection is rigid. Frankly, you'll be way ahead of the game if you bother with the check at all. In my experience, most people just assume that, if the connection covers at least 60% of the girder depth, is good.
You didn't ask but it's common knowledge that I can't keep my nose out of what feels like it might be a steel detailing challenge. I vote for getting out in front of this by convincing them to do it better. You'll have to sell it. And that's where you exert your real value.
For for something of this scale, I would be inclined to just support and fasten the angles together often enough that individual angle torsion was functionally a non issue. Angle torsion is annoying for production work.
Something like this with the hangers at 18' oc?
What exactly constitutes LTB in a truss is something that doesn't get much airtime. So we'll have to dial it back to the fundamentals. I'll present it in the context of wide flange beams for simplicity.
I feel that the distinguishing feature of LTB relative to other buckling modes is that the...
It is end rotation in sense that the end rotates. But I submit that it is not end rotation of the sort that I feel the NDS provision is concerned with: lateral torsional buckling. Rather, I feel that it's just the local buckling of the end web under compression as shown below.
I disagree. My example differs from from yours in a very important way.
My objection to your examples was that they described rigid body systems having no element(s) possessing flexibilities that would influence the stability of the system. Barstools and such.
My example describes a system...
