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For posterity's sake, the APA technical note original referenced by @woodman88 (no longer active it seems) which was updated in 2020, APA TT-001C, highlights that the 360 psi is based on the using the most conservative value for the lower 95% CI for 0.04" deformation but includes an additional...

Appreciate the honesty. No argument from me here on this one. Completely agree. However - there does have to be a line and of course that line is fuzzy. I was hoping someone had some new insight that would confirm my suspicion of the capacity being extremely conservative and therefore...

Let's say we can't make the columns bigger and we have mitigated crushing of the plate by using SCL or some other means, so load spread will not resolve the issue.

@XR250 @KootK you guys were both on this original thread, any input here? Still just checking plates only and carrying on with life?

@RWW0002 so you are in support for blocking conventional framing at interior bearing (not shear) walls? If so, why wouldn't you support doing that for a trussed system? Don't say the lever arm....:ROFLMAO: I agree. Through this discussion, I have settled on solid blocking matching the chord...

I’m in full support as well.

There's still a little life left in this horse, at least for me - not sure about the OP, but I've been meaning to get back to it. The statement from the commentary says that "lateral displacement does not necessarily prevent rotation". If they were assuming there was not a VLFRS capable of...

@XR250 @JAE - you're both correct, but it is accounted for in AISC via an effective width. See this article from Steel Tube Institute: https://steeltubeinstitute.org/wp-content/uploads/2021/02/HSS_Article_LocalYieldingUnevenLoad_021621.pdf

I was looking for some updated takes or insight on considering crushing of the sheathing as a failure mode at concentrated loads. Are folks out there looking at this and if so where’s the cutoff for you? I generally only check crushing of the plates, but when I start using engineered lumber...

Continuation of this old thread: https://www.eng-tips.com/threads/crushing-of-plywood-really.371840/page-2#posts I've been running into this issue a lot lately and having to block out the subfloor at columns. APA D510 provides a perpendicular to grain capacity of 360 psi for a 0.04"...

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...

Load testing has its place, and this ain’t it. You could really say that about anything. I’d say calling for load testing here is poor judgment.

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.