Yield Line Analysis for Web Connection In Direct Tension
Yield Line Analysis for Web Connection In Direct Tension
(OP)
Hi to all,
I have stumbled upon an article on AISC by Richard H. Kapp (Engineering Journal 2nd Quarter 1974). My question is related to the applications of the yield line analysis for local bending in column webs. In what situations does one consider the column flanges to be fixed/pinned? In other derivations that I have seen (for example one by Mr. Muir, http://larrymuir.com/Tech.aspx) the engineer considers the flanges to be pinned. Can someone clarify?
I have stumbled upon an article on AISC by Richard H. Kapp (Engineering Journal 2nd Quarter 1974). My question is related to the applications of the yield line analysis for local bending in column webs. In what situations does one consider the column flanges to be fixed/pinned? In other derivations that I have seen (for example one by Mr. Muir, http://larrymuir.com/Tech.aspx) the engineer considers the flanges to be pinned. Can someone clarify?






RE: Yield Line Analysis for Web Connection In Direct Tension
My honest opinion: If your forces do not cause much rotation of your "support" when applied at a reasonable eccentricity (say 1/4 flange width), then consider your supports to be reasonably fix-fixed. Otherwise go pin-pin.
Note: I've seen a break-down by Class of sections (ie: Class 1 pin-pin, Class 3 fix-fix, Class 2 by judgement with a rotation suggestion), but I don't buy it... This really ALWAYS needs to be considered as part of how STABLE and STIFF your supports should be.
Hope that helps,
Cheers,
YS
B.Eng (Carleton), P.Eng (Ontario), MIPENZ (Structural-New Zealand)
Working in Canada, and missing my adoptive New Zealand family... at least I brought the little Kiwi with me!
RE: Yield Line Analysis for Web Connection In Direct Tension
I think you may find others in the literature who also suppoort this practice.