yea sorry i was writing this is a rush,
a bit more information, it says to also prove that (alpha).L/2 = 1.72 numerically, as well as the critical buckling load.
a question, why is the moment at L/4 pθL/4. I got PsinθL/4?
would you then treat this as an eccentrically loaded column?
thanks...
Hi there,
I have a column with 2 rigid ends (L/4) attached to pinned connections (the upper on being on rollers) then an elastic section in the middle for the other L/2 length of the beam. This is subjected to a load P. I don't even know where to start as other column buckling problems have...
