I'm a PEMB guy and I would run. One thing you want to look for with PEMB suppliers is that they are IAS certified. It's the same as being AISC certified for a conventional fabricator. They come in a few times a year and audit your engineering, business practices, and most importantly, shop...
The difference in load based on control type is due to speed. Pendant cranes go as slow as a man can walk. Cranes controlled from a control room (radio) go faster and therefore create a larger dynamic load. Cab cranes go even faster and therefore have even higher loads.
These days most...
I'm a PEMB guy. One thing I've seen a lot of foundation engineers get wrong is the direction of the shear wind loads on rigid frames. When you have vertical loads like dead or live, it pushes down on the rafter and the columns want to kick out. The opposite happens in wind loads due to high...
I'm in a hurry but I believe the ACI code gives the required spacing but makes exceptions for products with tested values with closer spacing. If you free download Simpson Strong Tie anchor designer, I know it will allow about 4db for many of the epoxy anchors, depending on diameter. I presume...
You might find help in crane beam design resources. They are usually some type of built up section due to the need for strength in both directions. Crane-Supporting Steel Structures by R.A. MacCrimmon is a great resource with design examples. You can get it free. Just google Canadian crane...
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...
