These things can bend a lot in their weak axis without yielding. If you can get it straightened out and nothing has yield line, then it's remained elastic.
https://youtu.be/V7zOZbCQ94M?si=qPRy6IQNFzt9Jw8p
I'm guessing a PEMB erector would be a good resource for how to get the rafters back to...
These type of canopies are added to PEMB type buildings all the time without requiring any complex analysis. Lots of companies sell canopies like this "off the shelf" that are just installed anywhere on a PEMB building. Presumably, the off the shelf canopies are aluminum and very light. May...
I just want to discourage anyone from using photos from a storm and pointing at one example of a building failing close to others and making conclusions about entire building systems. I attended a research symposium a few years back where a professor studied building failures after Hurricane...
If I'm reading your post right, you've performed tests where you pulled on a fastener until it pulled out and you got 530 lbs.
For one, you check pullout using ultimate strength, not yield strength.
For two, it depends on the diameter of the screw.
That being said, assuming a 1/4 (#14) tek...
The odds of you getting it to work are low. I'm a PEMB guy and buildings we designed a few years ago wouldn't be shown to work for the newer wind loads. Not only has the wind loads gotten stronger according to the code, the wind maps are totally different. Because the IEBC required anything...
240 kips?
I'm a PEMB guy and that sounds crazy. I checked a 200 ft clear span hangar that we did recently and the largest lateral factored load is 74 kips ASD.
So if you haven't already, either question that loading or figure out how it's so large. The biggest lateral loads on PEMBs are due...
FM not only charges somewhere near $10k to do a test to get one assembly rated, you also have to pay $10k per year to keep your product listed. Any tiny difference means they get to charge for a different assembly in perpetuity. FM is not your friend when it comes to using common sense or...
PEMBs are awful. We have a job in house where their floor beams attach to our structure. The just gave us a vertical load. No breakout between dead load, live load and any other load. No mention of whether or not the loads have been factored or not. They just expect you to intuit what...
It's definitely possible and also probable that the joists are not special PEMB joists like Butler's system. I'm a PEMB guy and I've worked for one of the largest companies in the US and a smaller regional player. For roofs we have only ever used joists provided by big SJI companies like...
Hokie66,
I'd weld it to the PEMB column. You could call out a bolted connection but that would require coordination between the PEMB detailers and the steel detailers. I've seen that done but more often than not, the construction guys request to weld it anyway because something doesn't line up.
PEMB guy here.
I agree with hokie66. PEMB companies base their baseplates elevation "from finished floor." In this case that would presumably be the top of the first floor slab. They can provide their baseplates at that elevation, above it for grout, or below it whatever distance to recess...
I don't know how much this will add to the discussion but I noticed a lot of what I assume are Victorian era structures in Paris have trusses that just have cables for the bottom chords so zero ability to resist compression. I'm thinking that if your main roof structure is heavy enough, you can...
I'm not how those work for making your own stamps but I'm guessing their similar to Bluebeam. In bluebeam, you draw a weld symbol, then select all the elements and add it to your toolbox. Every time you need to draw a new weld symbol, add that to your toolbox too. Now you have all the weld...
I'm a metal building guy.
I agree that the charts look off because they show the 26 Ga. panels as stronger than the 24 Ga. panels for simple span.
When people choose to do a through fastened roof like PBR (I have no idea why anyone would want a million holes in their roof) 24 Ga. is standard...
I agree with driftlimiter. The entire beam will see bending and therefore the top flange will see compression. The brace will keep it from laterally torsionally buckling at the mid point but if LTB controls along the top flange anywhere else the top flange is free to buckle.
I don't think it's web buckling. I think that's normal for deep sections with thin webs. PEMBs look like this all the time straight off the assembly line.
Hmm. They were bought by Schulte. I don't know if Inland is still in business but Schulte definitely is. Maybe go that route. https://sbslp.com/inlandbldglogomed/
They're still around. They're now just called Inland Buildings and are owned by Schulte Building systems. INRYCO is also a correct shortened version of their name. No idea if they'd have information from very far back but who knows.
https://inlandbuildings.com/about-us/history-timeline/
