Too many SEs get hung up on the liability of these things and forget the value they have. I agree not using the word inspection is wise, but your involvement will have a net positive on the project and well worth the fee. It also creates an opportunity to keep your design in check, update or...
Same. I doubt you have been though, 90% of the truss packages I get are stamped by the same guy and his name is not KootK.
Do you have an idea if other truss stampers are providing that same level of general CD coordination review or if you’re an anomaly?
@RontheRedneck I’ll admit that I am...
Thanks @KootK for a peek into that world. Unfortunately now I can no longer pretend that there is some infinitesimal chance a PE out there is diligently reviewing each truss. Your depiction is more or less what I expected. True rubber stamping.
Also, c’mon - two downvotes for the honest and...
If you’re only modifying that one BWL why not just do a flexible diaphragm analysis and design a shear wall? If you’re hand waiving the prescriptive requirements then you’re just not doing lateral design of any kind.
Of course, you’re free to use your judgement as you see fit.
I don’t know where the 20ft comes from, like a lot of things in the IRC. Likely from some combination of historic and anecdotal precedent.
I would just abandon the IRC and do an engineered design, should be pretty simple if you can add that interior shear wall.
For posterity's sake, the APA technical note original referenced by @woodman88 (no longer active it seems) which was updated in 2020, APA TT-001C, highlights that the 360 psi is based on the using the most conservative value for the lower 95% CI for 0.04"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.
@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...
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
