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...
Moment frame is 2.0, braced frame is 1.0. Anyone who has designed a Piperack knows this.
There is a more exact calculation of K using a graph but since the OP doesn't have member sizes then you can't calculate it.
One that always make me wonder is the correct safety factor to use because it varies with AISC code specifically lifting lug.
For me, I just use 2 as "impact load" then design the lifting lug to yield per AISC.
It is still less then 5 against ultimate.
Yes we've done this on pump and compressor foundation. No need for bonding agent as long as you surface prep correctly including saturated surface dry (SSD) condition.
I've beem wondering about I torsional capacity. If you will just based on "books", it seems it has little torsional capacity. But I've seen several existing gangway cantilever in our plant supported by I beams, the end of beams are just clip angle connections to columns. And it's doing "fine".
Possibly overthinking. We use 150 psi flow fill all the time because it's the "cheapest" backfill as opposed to soil that needs to be compaction. And like you said 150 psi had higher bearing strength than subgrade.
Never had that consolidate issue, even if it does consolidate, when you pour the...
Of course, otherwise, most of the concrete pedestal supporting steel column would fail because they're just an inch or so bigger than the base plate.
A good guidance would be Design of Anchorage for Petrochemical Facilities.
Weird way of doing it and maybe more expensive than just welding washer. I sbould say that would work because epoxy grout should have higher strength than concrete.
If you put shear key/plate it's bearing on concrete to transfer shear. Why can't you use same logic with epoxy grout which has...
Transfer tension or you mean shear?
Isn't welding washer to base plate with oversize holes used to transfer shear. Normal practice if washer is not welded to base plate is to only use half of the number bolts for shear. If you fill the oversize hole with epoxy grout, I'd say yes to can assume...
Sounds like construction issue. And possibly engineering as well if you didn't specifically specify continuously wet the surface specially this hot summer.
Roughening and Saturated Surfacey Dry SSD is enough per this good book Concrete Repair and Maintenance by Peter Emmons. In fact he goes further to say bonding agent often becomes debonding agent when not installed properly. There is also an ACI webinar in youtube where he talks about it.
