huangyhg

zero effective length, kl and the aisc code
hello everyone,
i was going through the aisc 360-05 section on column design and found the lrfd design strength of a w14x43 using section e3 equations and kl=0.
table 4-1 gave me a strength 5 kip lower than the equations @ kl=0. any ideas as to why? i searched in the commentary and couldn't seem to find a clue.
thanks,
nouri
check out our whitepaper library.
that section is slender (as noted by the "c" and the footnote next to its designation in table 4-1). therefore section section e7 for slender elements controls the design, not section e3.
cool, thanks a bunch. i'll do the new calculations and see what i get.

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