Recent content by Rabbit12

I would analyze these as roller bases. Something like the ones posted above are what I had in my head.

What keeps this stable perpendicular to the frame?

This is a good summary. Unless there is information not being presented this is pretty much what I was envisioning. Doing what the OP is suggesting cheapens our profession and takes potential opportunity away from engineers that are following the rules.

Are you doing a full review of the structural calculations for the things you are stamping? Can you provide some examples of what you are being asked to stamp?

In reality isn't our liability individual? Certainly most of us are covered by an employers' or personal professional liability insurance but at the end of the day if things really turned south we could be sued personally as well correct?

This sounds like it is likely illegal in some states and possibly unethical. Can you give us an example of something you do this on? Are you stamping home plans or something much more minor?

Dik, I've had contractors use this stuff before: https://www.derustit.com/products/wonder_gel.php This was used for field welds. I don't know what is used in the shops on fabricated pieces, but our specifications require P&P on any welded element. And yes from my understanding SST can be...

The LL assumption can work good with people, but snow still falls on the panels if you are in a region with snow load that exceeds 20 psf. Not to mention the drift loading concern as mentioned in subsequent posts.

Agree, alignment is one thing, but they are also used to increase stretch length when an anchor needs to be preloaded. Very common in the oil and gas industry when you have tall vertical vessels or large vibrating machinery.

Generally curious, does the PIP provide anchor diameter, grade and embedment into concrete? Some places such as CA aren't likely to allow you to just reference a PIP standard and will require calculations.

Calculate the seismic base shear using Chapter 15 of ASCE 7. Anchor forces should be pretty simple from that point forward.

So if the occupant load is 230 and an E is your design adequate as is? It was permitted for that correct?

I'll rant a bit too. This practice is becoming common and is likely to get worse. I work for a large engineering firm and my company has a large team overseas. We are being pushed by upper management to use them more and more. I hate it. They have zero field experience. I have an...

Use screws.

I can't wait to deal with 3rd party/vendor designs for the new snow loads. I recall a conversation with an OH door vendor a few years ago when the wind load changed from allowable to ultimate. They were all up in arms about the wind load on my drawings. We wanted windows in the door and the...