18 Jun 12 22:15
Table B5.1 deals with Width-Thickness Ratios for, outstanding unstiffened compression elements and localized buckling of these elements when they are part of an entire column member. Your angle legs are stiffened on one edge and not on the other edge. Of course, you still have to look at the entire member and study its potential to buckle as a full length member or as a braced member; kl/r, end conditions and all that good stuff. By using AISC sections B and E you hone in on the critical condition. But, AISC still doesn’t cover every possible/conceivable steel detail in the world, so we’re still sometimes left to our own devices, experience and judgement.
Look at such texts as:
** “Guide to Stability Design Criteria for Metal Structures,” 3rd. Ed., Edited by Bruce G. Johnson. I believe this has several later eds. and is now edited by T.V. Galambos, pub. by Wiley.
** “Buckling Strength of Metal Structures,” by Friedrich Bleich, pub. by McGraw-Hill.
** “Theory of Elastic Stabilty,” by S.P. Timoshenko and J.M. Gere, pub. by McGraw-Hill.
** “Theory of Elasticity,” by S.P. Timoshenko and J.N. Goodier, pub. by McGraw-Hill.
** and many others.
rb was asking for enough pertinent engineering info. so we could really visualize and understand the problem. What are the loads, is it 2' long or 20' long? What are the loads, and how is it loaded? What are the end conditions, any bracing? All info. needed to start to solve your problem.