You can still find the kl/r≤200 recommendation in AISI S100-16C. I stress recommendation because if we're talking about a member with, say, a kl/r of 205 that is seeing extremely low compression stress and no bending, I'd probably run with it.
Judgement-In-Training
I've seen others use Verco sections to justify container conversions; you'll be taking a risk and it will ultimately be up to the building official whether to accept or not. It isn't too difficult to poke holes in that approach and I'm not a fan of it.
The 'most correct' approaches, I gather...
That is promising! AISI has also published a few methods for analyzing clips that I’ve used before; though I prefer to stick with specifying manufacturers who have ESRs for their products [tongue]
Judgement-In-Training
retired13,
I'm not sure I understand what you're saying. What statement would you say is false?
For further clarification, do you recognize a difference between shoring props and scaffolds?
Nowhere in my posts did I imply that (2) Acrow 4's would need to be stacked; a 0 and 4 would work, if...
STACKING PROPS IS COMMON PRACTICE (admittedly, I don't know if the props being asked for in this specific post are appropriate for stacking, though)
I would never try to determine the capacities myself but can you imagine if the field had to erect an entire scaffold system for every clerestory...
Bolting props together is not uncommon; however, testing shows (and this can be intuited by putting a little thought into unbraced heights and the fact you have introduced a potential hinge), the capacities will be much lower than using a single prop. Most of the big...
I am glad we are not the only ones to have noticed this.
I would warn: be VERY wary when using Scafco's un-tested literature, if you elect to use them at all. If you examine their literature closely, you'll see that they simply multiply the number of screws by their capacity.
If you dig...
WARose,
Regarding 1) - Are you in the PNW? Most PT in this area ends up being Hem-Fir instead of the usual DF we see used for framing.
Judgement-In-Training
Somewhat relevant question - How large is it and is it at-grade or is it a rooftop array?
Since it's attached to a cantilevered column, I'd probably design it as a solid freestanding sign if I were using ASCE 7-10.
ASCE 7-16 added several methods for calculating wind loads on Rooftop Solar...
Seconding phamENG's comment. If they're shear walls, splice your top track for continuity or attach to something that can act as a collector. If they are non-structural, not much to worry about. I like to specifically state that the ends of the tracks need to be anchored to structure so you...
Deener, my thoughts exactly.
On those wall forms - I'd rather have someone overdo it than underdo it, I guess. Looks like they won't be having another blow out any time soon haha.
Best of luck with the project.
Judgement-In-Training
I agree with Ingenuity on it being a means and methods issue. I would specify the clips even with push-back from the GC.
I'd like to tell myself that the application in your second image is a back shore application, not a reshore application; which makes me feel a little better about wedging...
Ahhh, that makes more sense to me. They are actually tested for 90k each, so maybe it's still ok?
Isn't the FOS of 1.5 from IBC? What code are mines governed by? Outside my element... forgive the ignorance :P
Judgement-In-Training
I do structural! I just have... creative clients...
Don't confuse me for these guys!
https://en.wikipedia.org/wiki/Packaging_engineering
Judgement-In-Training
Based on the testing requirements in ISO 1496, the corrugated panels that run across the top of the container, which are similar if not the same as the wall panels, are tested up to the equivalent of 72 psf over 8'-0". If these are going to be filled, you could fail the wall panels but maybe...
Hey milkshakelake, I do quite a bit of CFS design on the west coast and there doesn't seem to be much litigation regarding CFS design, maybe I'm just oblivious. I'd be curious to hear more about the lawsuits you're talking about, would you be open to me getting in touch with you via e-mail or...
JJ: That put me in my place :P, my original post has been edited.
What's done is done, those structures were topped out years ago and I had no incidents and no issues with OSHA inspections or building officials; no harm, no foul I guess. I don't necessarily agree with the code on this one...
Dhengr, I wouldn't be surprised if there is something out there, if you ever come across it again I'd love to find out where. The tough thing for me with temporary structures is figuring out which codes apply.. but if there is a code out there prohibiting it, well I'd love to keep that as ammo...
Use ASCE 37 to determine loading. Apply the ASCE 7-10 load combinations, pay special attention to D+L combos. If you're still uncomfortable, add an additional FOS for your own sake. I like to use the typical D+L combos plus an additional FOS of 2 when I'm using things like sand bags, water...
