Recent content by jrw66

no problem

What you are going to need to do is split the beam up into three different problems: 1) Cantilever beam with distributed load 2) Cantilever beam with concentrated load at 8 ft 3) Cantilever beam with concentrated load at 25 ft Find the deflection profile for each of these cases and then...

I honestly don't know. I would suspect, however, that the failure criterion that you need to worry about is the bending stresses due to the deflection.

No problem, I thought I would reply with some additions. My colleague informed me that you can get localized buckling after the beam has deformed. Localized buckling means that it can kink at the edges.

Although I do not know your end conditions from your drawing, a end applied moment cannot cause buckling. Buckling arise from the deflection equation E I y'' = M where M is proportional to the lateral deflection, y. In your problem, M, shown above, is just your end applied load and is never a...

Hey Roanoar, You asked a good question. As long as your column meets the numerous assumptions made in deriving the Euler buckling equations, then yes, this analysis method is accurate in a real world scenrio. I have studied buckling for about 2 years now and if you are interested in more...

Don't forget about the stress concentrations that will occur where you bolt the sheets together. Depending on how you are going to do to bolt the plates together, the stresses could get fairly high. Also, depending on the grade of steel you buy, your failure mode may be crack propagation, not...

Hey RMXByker, It is a good question and Studiot provided you a good link talking about the relationship between deflection and internal moment. With this equation, however, you are assuming small angle deflection, so be sure you remember that everything I am about to say only applies for...