Publications

Abstract : Considerable differences exist in current code provisions on the required (flexural) column-to-beam strength ratio (CBSR) at a joint to ensure that ductile flexural hinges occur at beam ends prior to that in columns (and joint). A simple procedure is proposed using results of a linear elastic static analysis, adhering to strong-column weak-beam (SCWB) design philosophy, which leads to desired inelastic behavior of moment frame buildings during a strong seismic action. The proposed procedure utilizes the ratio of elastic demand, determined just prior to the formation of the first hinge, and over strength flexural capacity at all beam-column joints. This procedure guides the designer to arrive at the required relative strengths at each joint of the building.