KootK,
I was hoping there would be some follow-up on this, because I don't believe the hanger reinforcing in the girder to be a global philosophy. At least I'm unaware of any requirement, prescriptive or otherwise, for it in the ACI codes.
Are you in Australia or do you apply that to work in...
I believe there are different ways to create a composite wall. I don't think just grouting the collar is sufficient, although I could be mistaken. BIA or NCMA are probably your best bets for resources. I've done it in the distant past, but I think I added bars to the collar as it was large...
Jay...when is the last time you've seen a rod buster with a set of structural drawings in their hand? I honestly don't think I ever have. Placing drawings should be a stand alone set of drawings for placing rebar. This thinking follows ACI and CRSI recommendations also, I believe.
Stamp them...
All S.E.s are structural engineers, but not all structural engineers are S.E.s. I suppose that only applies to states that recognize the S.E. license. I live and work primarily in a state without the S.E. requirement, I may feel differently if I worked in a state with the S.E. license.
I believe you can look at the code online. And I think strucguy is correct, it doesn't appear to adopt other model codes.
Outdated? Probably. Inconvenient? Who wouldn't like using that code?? If your building is less than 200' tall; your MWFRS wind loads are 20psf, your C&C loads are 25psf with...
I've had to use a similar detail on concrete and steel framed buildings. I can share my experience as to why extending the studs up to handrail height isn't acceptable architecturally....shorter people (kids?) can't see through a metal stud parapet...not my words, just repeating.
I think...
I'm of the opinion that if the OPer has a justifiable reason and the architect/owner is okay with the choice, or even pushing that choice, then it's an acceptable choice. It's not like it's impossible or a whole other bag of complicated. I used to work for a smaller firm that worked on similar...
I should've been a little clearer. This is a sump basin for an elevator, but isn't located very close to the elevator pit. It's essentially a big tube stuck in the ground with piping that runs from the elevator pit to this basin, as I understand it. It's constructed of any number of materials...
I'm working on a project with a few elevator sump basins that are much lower than adjacent foundation work. In lieu of dropping the adjacent footings below the basin does anyone have experience with having the basin be designed for foundation pressures?
So, what are the new steel beams doing? Shortening the existing floor joist spans? If that's the case, then putting in a non-cambered beam and leveling compound per slta might be an applicable approach.
Maybe you can explain your reasoning for cambering, in a little bit more detail.
Usually a beam is cambered during new construction because it can be attached to a column or a girder and then new framing is attached to it, so it's loaded with dead load to eliminate the camber. In your case...
@hokie: I'd agree, they are simpler, but from a cost perspective, it seems that extra 45 degrees would add very little. Trying to figure out if that cost is worth the consistency in the field is the root of my question.
@DST: It's a #4 stirrup we're talking about here. I'm trying to keep...
I'm working on a fairly large concrete wide-module framed building in the US. Falls under the IBC and it's a SDC A structure. For typical interior beams of substantial width, including lateral beams, why would one use stirrups with 90 degree hooks rather than just using stirrups with 135 degree...
Is your boss trying to punk you? Seems like she/he should already know, or at least have a sneaking suspicion, that a 10" deep wood girder won't span 46'.
Share with us your uniform design load for the girder. Maybe it's not really that bad...
