Response modification factors for dual moment-resisting frames with vertical links: Multilevel approach

Abstract

Despite the growing applications of the performance-based design concepts for seismic design of structures, the response modification factors for structural systems proposed by the current design codes and standards do not generally consider different hazard and performance levels. Therefore, these factors are not directly applicable for performance-based design purposes. As a step to address this shortcoming, the present study aims to propose multilevel response modification factors for multistory dual moment-resisting frames equipped with eccentric braces and vertical links corresponding to different seismicity levels and performance targets. The concept of demand and capacity response modification factors is introduced, and these parameters are calculated for moment-resisting frame structures with 3-, 5-, and 7-stories before and after the addition of vertical steel shear links. It is shown that the calculated capacity response modification factors for the dual frames equipped with vertical links are generally higher than the demand response modification factors proposed by the design code for such systems under the design basis earthquake hazard level. This indicates the efficiency of the eccentric braces with the vertical links in improving the seismic reliability and performance of the moment-resisting steel frames. Based on the results of this study, the demand response modification factor for the studied dual lateral load-resisting system is calculated to be in the range of 7–10.

Selection of Response Reduction Factor Considering Resilience Aspect

“…To determine the building's seismic reaction, a non-linear pushover analysis was used where the results demonstrate that the response reduction factor "R" is influenced by the load path, ductility factor, and beam column strength ratio [9]. The impact of vertical linkages in braced frames on the response reduction factor in accordance with seismic demand and capacity was determined [10]. Non-linear static pushover analysis was used to investigate how soil flexibility affected the R factor, time period, and overall performance of the structure [11].…”