I work in the plant and Ive seen this installed many times. It's more needed for pump or compressor because they normally don't have template. Vertical vessels specially big vertical vessel, fabricator should supply anchor bolt templates.
Thanks.
The "unfactored loads" is also currently called Allowable Load Combination. That's where my confusion is because this is called Nominal Pile Capacity (not allowable).
How do I confirm that Nominal Pile Capacity already has safety factor? Is it common practice back in the day to call it...
Are you saying I can compare Nominal Pile Capacity to Service Load (SLS)?
No need to add safety factor to the Nominal Pile Capacity to make it Allowable Pile Capacity?
I live in the US.
I have an existing foundation on piles.
The Prestressed Pile Concrete drawing detail shows the pile length, size, etc.. is also says "30 Ton Nominal Capacity". This was done in 1988.
Few things that makes me wonder is why is this drawing showing Nomina Pile capacity instead of Allowable...
I have the proseq rebound hammer. It only cost $500 if I remember right. So I don't know if it's worth saving hundred or so for generic that you have doubts but then again my company paid for it.
We often cast in steel beams or columns in concrete as fireproof. I have never seen anyone consider any breakout analysis, everyone just use standard concrete fireproof detail.
I know this is common practice in Texas.
I have zero residential experience. How does one make sure plumbing don't leak when you turn a residential house into a "boat" that just move/rock with explansion/contraction of clay?
The main issue here is OP's lack of experience. His last reply, it seems he doesn't even know refineries or chemical plants also have Waste Water Unit.
Chemical and Refinery are similar from structural point of view imo. It's the lack of experience that can be a concern if you will be a Lead...
From structural point of view, chemical, refinery, petrochemical, LNG, etc.. they're just SIMILAR.. piperacks, process structures, foundation of various kind including tank if the project has some.
It can be greenfield (new) or brownfield (retrofit). It also varies if project in the US or...
I've checked and seen a lot of micropile/helical pile design from helical pile vendor. They normally use Lpile.
Anyway the structural engineer gives them foundation loads from ASD load combination and helical piles engineer consider this "unfactored". They will design their helical piles...
And rightly so, GA should be 10 that is the recommended value for pinned support. I dont know of any engineer who would not use 10. I can post numerous other examples of this but you guys can easily google sample calculation.
Lex, it's clearly 2.0 based on olddawg post of approximate K. And that's what I and other engineers I know use for "initial" K of moment frame during preliminary design.
And you're totally wrong about the beam need to be infinitely stiff to have 2.0 or lesser K. Just look at "271828" example...
Nobody even use K because everyone uses direct analysis method. Maybe in slenderness check.
Nobody is saying K can't go more than 2.0 in real projects where you know all the information and can calculate it in more exact.
Scaring you? You are over dramatic.
"Be careful. There is no upper limit on K for a sway uninhibited mode. It could exceed 2.0. probably won't, but it could. "
You are way overthinking this. We are talking about the OP post and it's clearly a 2.0 in E-W direction. I already mentioned there is a graph to calculate this exactly in...
