I guess things get weird at the jambs because they are hung from above, but the window is supported from below, right? The only way to handle that would be to hang the whole system including the window from above. Is that ever done?
Sounds like I can't get out of the second beam under the...
I have a new steel building with an 8’ roof step. The wall is CFS with metal panel cladding, and runs parallel to the joists. It’s also offset from the gridline. There’s a 22’ wide ribbon window.
1. What’s the best way to support the wall? I could:
a. Bear the wall on the roof deck. I haven’t...
@phamENG
I was using 0.42W (15psf), with L/600 as a my deflection limit. So it sounds like I'm on the right track.
I was also worried about Girt+Stud combined deflection, and how I'd share the L/600 between me and the delegated engineer. This makes me lean toward eliminating the girt...
General Analysis
RAM Elements - My favorite for non-building structures. Integration w/ Ram connection, as well as modules for foundations, masonry, tilt is great. Wish it could do semirigid diaphragms.
SAP2000 - For research projects.
Building Design
ETABS - A very powerful black box...
I have a single-story, steel-framed building with a 24' tall high roof. The exterior non-bearing stud wall has a brick veneer, and I'm wondering the best way to handle the deflection from wind.
Is it reasonable to put this all on the cold-formed delegated engineer? Per SSMA, this could...
Its tough to say what I’d actually do in the situation, but I think the right thing to do is:
Write a letter to the AHJ, copy the contractor and the owner. State that you have evidence that the building is not being constructed in accordance your plans and specifications. You requested the...
@lexpatrie
I agree with you on the ETABS GUI. I’m never quite sure if ive selected a member or not. It also crashes frequently. I’m a RAM elements fan myself but its not quite as powerful for building design.
@jayrod12
Good call. It’s always good to verify with a hand calc when trying...
- Single story building, 150'x200'
- Vertical system: Steel roof deck, bar joists, wide-flange girders, HSS Columns
- Lateral system: steel roof deck diaphragm, vertical braced frames (R=3)
With windows across the front wall, I planned to shift that line of bracing back a bay to avoid a...
Was there anything in the quality assurance section of the spec (I think part 1) requiring submittal of signed and sealed calcs?
Such a requirement should have been in there, though I’m not sure if what’s legally required. Is an 80’ gangway just a product?
Design documents? You’re lookin at ‘em. Hopefully the civil engineer who sealed this drawing specified (either on this sheet or in a spec) that the gangway needed to be designed by a licensed structural engineer.
That looks like a toe kick to me. The drawing for the 60’ gangway uses the bottom chord as the toe kick, which only allows room for a 2” deep cross member. The separate toe kick we see here is a better design.
Bugbus,
Please don’t stop your ramblings. I’m curious, what happens when you change the following parameters in your model?:
Cross girders from 6x3 to 2x1 1/2
3x3 top chord to 3” pipe
165lbs/person to 200lbs.
Also, what is the natural period of this thing?
Apparent cause:
Failure by buckling of pony truss due to grossly inadequate 2"x1 1/2" horizontal deck brace.
Root cause:
Lack of enforcement mechanism to prevent "manufacturers" from practicing engineering without a license.
Remember this was likely "pre-engineered". In other words NOT...
I’m working on a high-bay industrial building with a bridge crane sitting on laced columns. Strength-wise, relatively small sections work, however, AISC DG7 recommends limiting the inward movement of runways toward each other to 1/2”. This results in extremely heavy column sections, since...
