Approximate MPA-based method for performing incremental dynamic analysis

Abstract

In performance based earthquake engineering, it is important to accurately predict the seismic demand and capacities of structures. One recent estimation method is incremental dynamic analysis (IDA), which requires a series of nonlinear response history analyses (RHA) of the structure under various ground motions, each scaled to multiple levels of intensity, selected to cover entire range of structural response from elasticity, to yield and finally global dynamic instability. The implementation of IDA requires intensive computation and detailed knowledge of the nonlinear RHA of structures. In response to the complexity of IDA, an approximate method based on modal pushover analysis (MPA-based IDA) was developed. In MPA-based IDA, seismic demands are computed using the nonlinear RHA of the equivalent SDF systems instead of using nonlinear RHA of MDF systems. The objective of this study is to develop a simpler MPA-based IDA procedure that can avoid nonlinear RHA of equivalent SDF systems. For this purpose, MPA-based IDA employs the empirical equation of the inelastic displacement ratio (C R ), defined as the ratio of peak displacement of the inelastic SDF system to that of the corresponding elastic SDF system given the strength ratio R, and that of the collapse strength ratio (R c ), which is the ratio of collapse intensity to yield strength. The proposed procedure is verified by comparing the seismic demands and capacities of 6-, 9-, and 20-story steel moment frames as determined by the proposed method and exact IDA.

A framework for the rapid assessment of seismic upgrade viability using performance-based earthquake engineering

“…While it is recommended that the θ and β values for the collapse and residual drift curves in Step 1 be determined based on a nonlinear time history analysis (NLTHA), approximate methods to determine the collapse performance of a structure are available (Chopra, 2012; Moon et al, 2012) and could be used in a Level 1 type analysis. Similarly, θ and β for the floor hazard curve can either be fitted from NLTHA results or by using various approximate methods (Merino et al, 2019; O’Reilly and Calvi, 2020; Sullivan et al, 2014; Welch et al, 2014).…”

An overview of modern seismic analyses with different ways of damping introduction

“…Na taj način se dobija odgovor sistema u kapacitativnom domenu, pri čemu se na abscisi koriste EDP parametri, a na ordinati IM mere. Kod IDA-MPA seizmički odgovor sistema se određuje iz NDA analize SDOF sistema, koji je ekvivalentan MDOF sistemu [42]. Radi dobijanja bržeg i dovoljno pouzdanog rešenja, u odnosu na INDA, razvijena je potpuno nova procedura nazvana hibridna nelinearna statička-dinamička analiza (HNSDA -Hybrid Nonlinear Static-Dynamic Analysis) [18].…”

“…The obtained system response is located in a capacitive domain, whereby EDP parameters are used on abscissa and IM parameters on ordinate. In the case of IDA-MPA, seismic system response is determined from NDA of SDOF system, which is equivalent to MDOF system [42]. In order to obtain a more rapid and sufficiently reliable solution, in comparison with INDA, a completely new procedure called Hybrid Nonlinear Static-Dynamic Analysis (HNSDA) was developed [18].…”

Effect of Wind Loads on Collapse Performance and Seismic Loss for Steel Ordinary Moment Frames

“…Many studies have been conducted to assess the seismic performance of steel SMFs [7][8][9][10][11][12][13][14][15][16][17][18]. To obtain the reliable results of seismic performance assessment for steel SMFs, the cyclic behavior of SMF components has been investigated through experimental and numerical studies [19,20].…”