Buckling Analysis of One-Story Frames

Existing AISC specifications account for column buckling within a rigid frame configuration by recommending certain K values which modify the actual unbraced column length to an effective length. These values are derived from idealized theoretical considerations assuming all columns in the frame to be of identical stiffnees and with identical loading. Where either columns with unequal stiffness are subject to equal loads or columns with identical stiffness are subject to unequal loads presently the design will be based on the most unfavorable combination. In the first case the column with the least stiffness will be designed without utilizing the reserve strength of the stiffer column. In the second case the heavier loaded columns is designed without regard to the inherent reserve strength furnished by the column with the smaller axial load. To utilize the hitherto unused reserve strength of columns in such one story steel frames, a general design method based on the slope deflection theory is presented. Tables are included facilitating rapid column design.