agreed, a short length of rod welded between the two chord angles.
I`m accustomed to seeing them midspan between panel points, typically just a couple near the center.
Here's a couple at the top chord:
@phamENG - i didn't see anything in there about concrete.
If that's the conversation, I agree you could do something if you predrill the steel, shoot something through the hole, into a concrete deck. If nothing else, it wouldn't fall under its own self weight.
I don't think anyone has said it yet, but you cannot shoot a pin through an angle into the deck.
The pin is shot from above, through the deck, into the thicker steel element. The deck gets sandwiched between the head of the pin and the angle.
If you shoot the pin from below, it will lose all of...
How is the fall protection attached to the sloped beam? I suspect that if its on wheels/on a trolley, it will roll down the length of the beam. If it rolls before the fall protection event, could it tug on the lanyard and knock someone off balance? Or can you find a trolley with a brake that can...
I`ve always heard that the question isn't about whether or not theres a conflict of interest, but rather whether or not there's the appearance of a conflict of interest.
If I was the owner, I`d be looking to hire my own guy. If I was a lawyer, I`d look to have all your results thrown out (thanks...
I don't want to side track the conversation, but which FM document is referring to ASCE 7-22?
The FM wind document (FM1-54) largely plagiarizes ASCE 7-05. Interesting that their snow document would be SO up to date.
In my experience, geotech reports require that wall footings need to be of a minimum width (2' typical).
If you don't have a wall footing down there, you don't get to consider "bearing pressure" at the bottom of the 10" wall.
I think of these diaphragms as being a simple span beam.
Distributed loads are based on tributary area, but any point loads will be distributed to the lateral supports based on their specific locations.
Personally, I`m not a fan of discussing slabs on grade in terms of a PSF rating. If its an huge, uniform load over a huge uniform area, the bearing capacity is theoretically the bearing capacity. For a warehouse style analysis, the capacity is as much about the unloaded area between the loaded...
There are lots of threads on fall protection. Here's a recent one asking the same thing.
https://www.eng-tips.com/threads/fall-peotection.523063/
In my opinion, fall protection loads do not need to be applied in any direction. In this case, it is physically impossible for a worker to fall in a...
Maybe I`m a little old fashioned, but I prefer a written tutorial, more on the textbook side of things. That way I can go through it step by step, and i can't zone out while someone on youtube "pushes buttons for me"
It's not well advertised, but RAM SS gives you a PDF tutorial. It's saved on...
For us, it depends on the reinforcing.
I`m OK with snipping 50% of the members in a wire mesh/fabric, but would be more accustomed to stopping rebar and using a dowel basket.
I believe that the thickness + 1/16" is only applicable if you`re welding to the edge of a plate. In this case, the weld would be to the face of the base plate.
I`d refer to AISC 15th p 8-20. A 3/16" weld needs a 7/16" shelf.
@bugbus - i`m not aware of any AISC/AWS standards for a butt weld, as you`d have between the sides.
My understanding is that there's no way to define/consistently measure the throat of the weld, and therefore, the strength can't be calculated.
