My interest is to compute the allowable compressive load for steel tapered members. Therefore, I need to compute buckling factors. Typically, for rigid frames a value of 1.5 is used for columns and 1.0 for rafters, unless more accurate values can be substantiated.
Does anybody know any good...
When dealing with a simple span beam subjected to uniform distributed load, one can consider the tributary LENGTH to obtain the reactions at the support to be L/2. However, when continuous beams are used this is not correct.
If you refer to the AISC Table for Continuous Beams,(2-312), you...
