flexural-torsional buckling of single angles
flexural-torsional buckling of single angles
(OP)
The code says that FTB of singly symmetrical angles does not need to be checked- my question is why?
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flexural-torsional buckling of single angles
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RE: flexural-torsional buckling of single angles
If so, it's akin to bending about the weak axis of a wide flange, it simply cannot control.
RE: flexural-torsional buckling of single angles
RE: flexural-torsional buckling of single angles
RE: flexural-torsional buckling of single angles
Mike McCann
MMC Engineering
RE: flexural-torsional buckling of single angles
RE: flexural-torsional buckling of single angles
That's "allude"...
al⋅lude
/əˈlud/ [uh-lood]
–verb (used without object), -lud⋅ed, -lud⋅ing.
1. to refer casually or indirectly; make an allusion (usually fol. by to): He often alluded to his poverty.
2. to contain a casual or indirect reference (usually fol. by to): The letter alludes to something now forgotten.
Origin:
1525–35; < L allūdere to play beside, make a playful allusion to, equiv. to al- al- + lūdere to play
Synonyms:
hint, intimate, suggest.
tg
RE: flexural-torsional buckling of single angles
Mike McCann
MMC Engineering
RE: flexural-torsional buckling of single angles
Mike: Twisted, without check per code :)
RE: flexural-torsional buckling of single angles
Mike McCann
MMC Engineering
RE: flexural-torsional buckling of single angles
Others, if you wish to critique my grammar please do so in another thread. thanks.
RE: flexural-torsional buckling of single angles
Working from memory without the code in front of me was not a good idea. It appears I pulled information from my rear.
I know you were talking about FTB, not LTB but I wanted to use the analogy; However, it appears that LTB does, in fact, need to be checked for angles in flexure about the Z axis. Even so, there are some limits placed on when it does and does not control, aluding a bit to what I was talking about.
RE: flexural-torsional buckling of single angles
You can certainly do the following if you have a case that seems outside of E5:
Compute Qs per E7.1(c).
Compute Fe per both E3-4 (FB) and E4-5 or E4-6 (FTB)
Compute Fcr per Eq. E7-2 or E7-3 (slender) or E3-2 or E3-3 (nonslender)
Compute Pn = Fcr Ag
Don't forget that your load might be attached with an eccentricity, so you might have a moment about one or both axes. Compute phiMn and then use interaction equations in Ch. H.
Compare what you get with results from E5.
RE: flexural-torsional buckling of single angles
No meaning. Just try to stop my choking.
RE: flexural-torsional buckling of single angles
Mike McCann
MMC Engineering