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 references besides what is explained by the AISC? I want to determine what difference there is between those "typical" values (noted above) used by the steel industry and what the actual values should be. Your suggestions will be greatly appreciated. Thank you.
Does anybody know any good references besides what is explained by the AISC? I want to determine what difference there is between those "typical" values (noted above) used by the steel industry and what the actual values should be. Your suggestions will be greatly appreciated. Thank you.