Unless your "roof" is occupied and designed as such, I don't see how you can count it as a floor for the reduction.
Structural Design Engineer
New York, NY
Good catch; I stand corrected. ASCE 7 specifies 10psf as the minimum for most jurisdictions; 20psf is the minimum for the NYC code.
Structural Design Engineer
New York, NY
The requirements depend highly on the local jurisdiction. I know some colleagues who specialize in stage work engineering, but there are surely many temporary structures out there that haven't been engineered, reviewed or inspected.
As a side note, from a public safety point of view, I would...
We usually only put in 2 bolts/anchors at each end and try not to detail lintels to have a high fixity in general out of concern for expansion/contraction compatibility between the different materials, especially if it's a brick veneer/CMU backing system.
Hope that helps.
Structural Design...
My best guess would be that they were trying to keep the number of combinations down and weren't as concerned about capturing every possibility.
Structural Design Engineer
New York, NY
It is very rare that neither wind nor earthquake would affect the anchorage or the design in some way. There are several minimum loads that apply:
1. For purely gravity loads, it depends on the out-of-plumbness (and out-of-straightness), which depends on the tolerance of the trade you're...
The next logical step would then be the same legal/ethical dilemma all over again: should you use the code-allowable combinations even though they're probably against your better judgment? I personally wouldn't feel comfortable doing so in this case.
Structural Design Engineer
New York, NY
The alternative combinations are taken from the 1997 UBC and definitely don't reflect the latest knowledge. I would suggest at least using the basic ASD combos instead to capture all the effects that you pointed out.
Structural Design Engineer
New York, NY
As others mentioned, the kl/r <= 200 has always been a suggestion. As with other engineering judgment rule-of-thumbs, it may essentially be applied however you want to apply it.
With that said, if you're concerned about the slenderness for whatever reason, then the same criteria (including...
ToadJones, I mentioned DM because in my humble opinion, figuring out an accurate-to-conservative force/moment to design the tapered member for and correctly accounting for the stiffness in the analysis is more difficult than actually designing the plate girder.
I apologize if my comment caused...
One of the main features of the AISC 360-05 was that it unified the provisions for rolled and built-up members, so the only chapter you need to look at when designing for flexure is F.
With that said, you should refer to DG 25 for tapered members as others mentioned, which just came out. I...
The city does not administer its own licensure requirements. However, as MiketheEngineer has noted, we have our own building code, which is essentially the UBC with local modifications. The DoB also has requirements for plans that may deviate from standard practice elsewhere. Finally, an...
PCalc's interface doesn't look the same, but it's about half as much. Like Mike said, there are many, many calc apps for iOS and at least half a dozen employ RPN. Just google or search on the Apple store.
Structural Design Engineer
New York, NY
I can't find any references to AISI 1010 in MSS-SP-58, but section 4.7 in the document specifies the 25% reduction that Hilti applied as you pointed out.
Several different factors can contribute to safety factors much greater than typical structural specifications:
- MSS-SP-58 (and presumably...
Sidewall pressures are in the code, and we know from large quantities of test data that it certainly exists, so there shouldn't be any reason not to consider it in some way. Now when I say consider it, it doesn't mean that you have you have necessarily add another several load cases and a dozen...
