If you can get an LUS24 or similar to work and add fasteners from the ledger strip back to the rim, I don't see a problem with that.
Otherwise, you could toy with checking the notched shear capacity per NDS and add some reinforcement screws through the depth to prohibit a split propagating...
I started out as a welder/fabricator - puddle welding deck was one of my least favorite jobs and yes, burning through is extremely common. It's honestly more difficult to perform correctly than a SMAW AWS D1.1 unlimited test I would say, and you have to do it hundreds of times in a row, usually...
Ha! Hadn't caught that either. I have no doubt that it's extremely buggy in the current state, but also that in the next 5 years we will see software that is capable of reliably producing the results it claims - perhaps not by genia.
@phamENG I appreciate your outlook. I am excited about certain aspects of this - if presenting multiple structural solutions for a given layout in a matter of hours, each highlighting different project impacts such as material cost, schedule, etc. become a possibility, this very well could...
This isn’t ChatGPT. It was created by an ex Amazon and Arup engineer, who created their own AI model for the software. The solutions claim to be compliant with the IBC.
Before this thread dies.
I’m sure most of us are anticipating AI integrating into our workflow at some point, but I was surprised to come across this software available now which is what I was expecting to see in the coming years. https://www.genia.design/
The price point likely isn’t there...
This is what I do for almost all residential projects, as the percentage of wood truss submittals I see from residential are probably 10%. There are of course notes for a deferred submittal, but I typically get squat.
I don't disagree. But load testing will turn into a science experiment, as any good load test should - as that is quite literally what it is. See IBC 1708 - which would set the precedent for the requirements of the test. Deformation must be accounted for, as well as load duration, and temporary...
Damn, some cowboys up in here. I get it’s residential, but c’mon this is pretty shit. And suggesting load testing is ridiculous.
I’ve added a ledger like this before, not easy - but it can be done. Do it in sections and bring a good mallet.
Looks pretty rough, but also pretty typical.
First thought to minimize rework would be to add an additional ply to the outside face of the web packout, treating it like a ledger with fasteners back to the flange bearing plies. This would also give them a chance to snap a line across the joist...
This is in regard to the nonplanar case, which I think we can agree relies on load paths that we at least in theory avoid such as cross grain bending, moment transfer at the chord/web, etc.
This would tend to make your spring quite springy, I would hope we'd at least get our standard panel...
Agreed that for pure lateral restraint it is a wash and why I found the point irrelevant. For the anticipated shear and out of plumbness for a given depth, the demand for lateral restraint at the top/bottom will be quite minimal - something a single 8/10d will typically handle and therefore...
I do the same as phamENG. Check the general notes, for up to 5/8" WSP use 2-1/2" nails minimum, which is the minimum nail length for 90% of the straps anyway.
Something like that, yes. With a tall heel the likelihood of imperfections are much higher - from the lumber itself (dimensional lumber isn't looking so hot these days) to tolerances in the construction that could result in some twisting of the cross section. This is why the moment arm between...
Ron: That was just for some levity, I completely agree about not adding cost without justification. That’s why I’m spending the time to hash this out.
KootK: The horizontal force I’m discussing would be a result of some angle between the web and the chords. I’m getting the impression you’re...
Agreed. However, I'd be much less concerned with a 2x10 without rotational restraint than a 13ft truss heel. Any incidental horizontal loads would be relying on the truss plates at the chords to transfer out of plane moment or for the chords to resist rotation. A 2x10 doesn't haven't any...
Heck, I block floor joists at an interior bearing for rotational restraint, I’m definitely going to do that for an extremely slender truss web and not rely on the roof sheathing and toenails at the top plate. Any out of straightness/plumb or secondary effects of the web wouldn’t be addressed...
Run the header long and fasten as many SDWC screws up from the top plate as your heart desires. Depending on the size of the opening and width of the header I have called for straps on the underside of the beam to the bottom chord to resolve the torsion.
