Zero Effective Length, KL and the AISC Code 1

[nhacened]

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

 

[WillisV]

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.

 

[nhacened]

cool, thanks a bunch. I'll do the new calculations and see what I get.