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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...

Sounds like you should expect to pay $3500.

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.

In your top condition, considering the rolled corners of an HSS, you`d be using flare groove welds. For your bottom condition, you`d have a fillet on the bottom, a butt weld (which is a non structural weld) on the sides. I`m not sure what I`d call the top. I wouldn't expect much...

Not sure if I fully understand the question, but I`d hit f3 to temporarily turn off osnap, or type "non" to temporarily turn off osnap settings for that 1 command.

Ram-Elements can also analyze tapered members.

Thanks Bulb - you`re correct that its 3100# and not 3600# as I originally typed. I edited my post. I`m not sure that I follow your interpretation of the directionality. Did you highlight "EVERY DIRECTION" to mean that you think a load applied straight up would be appropriate? I consider the...

Recently a fall protection load was added to IBC. Its listed as a 3600# 3100# live load, which works out to 5,000# factored load. I generally don't consider these to be "any direction" but rather, any direction where a fall load could occur. For a typical rooftop application, that likely means...

No, I`ve never worked on delegated connection designs. I hear what you`re saying about unpaid rework and tight time constraints. Also understood that there are unreasonable engineers out there. Ultimately, I don't always put reactions on there for the same reasons - limited budgets, tight time...

Again, I`m not trying to argue that this is the best method. Just that its common, and really isn't as painful as this thread makes it seem. In my experience, everybody knows that this leads to silly results on short spans, the connection designer gives one row of bolts, posts the resulting...

Y`all are coming down awfully hard on engineers who use the 50% rule. I haven't bought the 16th edition, but 15th edition doesn't discourage the use of table 3-6. OP is asking about 50% criteria so I assume we're talking about a non composite beam here. If you look at W8x10 x3ft long (to pick...

"I checked with my lawyer and he noted that if you informed your client that the office had no involvement, then there would be no liability for the office." I have not check with a lawyer, I`ve always heard that it goes a little bit beyond this - if you use a work laptop, work software (CAD)...

To take a different perspective - i always consider these to be pinned joints (with a bolted plate) via the argument that the plate will bend and allow the beam to rotate relative to the column. If you now have a fully welded connection, do you now have a fixed connection that will transfer...

Can you post a link to the structure magazine article? I looked at my 75 year SJI joist catalog, and don't see LS as an official SJI designation. LA & LH are both in there though.

How do you anchor into the brick veneer such that you can transfer the weight, but also allowing for a bit of slip?