The effect of amplitude scaling limits on conditional spectrum‐based ground motion selection

Du, Wenqi; Ning, Chao‐Lie; Wang, Gang

doi:10.1002/eqe.3173

Cited by 46 publications

(21 citation statements)

References 41 publications

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“…Given a specific earthquake sequence, it is scaled entirely by applying a unique scaling factor to PGA MS and PGA AS . This PGA-based scaling method has also been used in recent studies (e.g., 39,50,51 ).…”

Section: Main Proceduresmentioning

confidence: 99%

Development of fragility surfaces for reinforced concrete buildings under mainshock‐aftershock sequences

Zhou

et al. 2021

Earthq Engng Struct Dyn

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A single intensity measure (IM) is commonly used to develop fragility curves for structures subjected to mainshock‐aftershock (MS‐AS) scenarios. This study aims to propose a framework to develop MS‐AS fragility surfaces by characterizing the MS‐AS sequences with two IMs. To do this, the well‐known Park & Ang damage index, which increases monotonically with the ground motion duration, is adopted to represent the accumulative structural damage during sequential excitations. The MS‐AS accumulative damage of structures is thus represented by the combination of the initial damage caused by MS and the incremental damage caused by AS. Based on total probability theorem, the process of assessing MS‐AS fragility is consequently divided into two parts, namely the MS fragility assessment and the AS fragility assessment, respectively, where the cases of dynamic instability are considered. The proposed framework is illustrated using a typical four‐story reinforced concrete frame building. The peak ground velocity values of both MS and AS are taken as the representative IMs for the MS‐AS sequences. The fragility results for MS only and MS‐AS sequences are compared to scrutinize the effects of AS on structural damage. It is found that the MS‐AS sequence can cause significantly larger exceedance probabilities of limit states compared to the MS only. The MS‐AS sequence also leads to a reduction of the MS‐AS fragility median conditioned on a given AS intensity. Such reduction increases with the increase of the AS intensity.

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Section: Main Proceduresmentioning

confidence: 99%

Development of fragility surfaces for reinforced concrete buildings under mainshock‐aftershock sequences

Zhou

et al. 2021

Earthq Engng Struct Dyn

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“…When selecting and scaling seed IGMs for motion sets 1 and 2 with respect to the DSs, the scale factor has a value range of 1.0 to 5.0, and the weight value of 1.0 is set for periods ranging from 0.1 s to 5.0 s in the computation of MSE. The scale factor value ranges from 3.0 to 5.0 for motion sets 3-8, whose IGMs were selected and scaled with respect to CMS [41]. When minimizing the MSE for motion sets 3-8, the weight value is set to be 1.0 for from 0.2 T1 to 2 T1, where T1 is the conditioning period for the target CMS.…”

Section: Characteristics Of the Seed Igmsmentioning

confidence: 99%

Modal-Based Ground Motion Selection Method for the Nonlinear Response Time History Analysis of Reinforced Concrete Shear Wall Structures

Liu

2021

Applied Sciences

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This paper presents a modification of the modal-based ground motion selection (MGMS) method for improving the reliability of the nonlinear response time history analysis (NLRHA) of reinforced concrete (RC) shear wall structures. The original MGMS procedure quantified the impact of frequency content combinations in the time domain (FCCTD) of input ground motions (IGMs) on the seismic response of building structures using the level of interaction of the first three modes induced by IGMs. However, previous research found that the first two modes have far larger modal mass coefficients than those of higher modes and dominate the vibration of the RC shear wall structures with a symmetric plan. Therefore, the MGMS procedure should be modified by employing the interaction of the first two modes induced by IGMs to properly account for the effect of the FCCTD of IGMs on the seismic response of structures. In the MGMS procedure for RC shear wall structures, seven IGMs that caused the most significant interactions of the first two modes were selected from a suite of twenty seed IGMs, which were chosen with a conventional spectra-matching-based IGMs selection procedure for the NLRHA of the structure. A comprehensive case study involving three RC shear walls with different heights was conducted to investigate the capability of the MGMS in selecting suitable IGMs for the NLRHA of RC shear wall structures. Sets of seed IGMs were selected, adopting conditional mean spectra and design spectra as the target spectra. It was found that the seismic demands computed using MGMS selected IGMs can ensure a more reliable and reasonable computation of seismic demands compared with conventional spectra-matching-based IGMs selection methods.

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“…It should be mentioned that the minimum number of records required for dynamic analyses is affected by many situations, such as the purpose (i.e., the estimated mean or distribution of the structural response), the accuracy of predicted structural responses, the probability of structural collapse, and the degree of structural nonlinearity [35]. If the statistical distribution of the structural responses or the probability of structural collapse is considered in the analysis, the required number of records would be more, i.e., 30 and 60 [22,23,36]. is study aims to investigate the structural mean response demands (e.g., interstory drift ratios) calculated by the ASM and LSM methods.…”

Section: Selection Of Ground Motionsmentioning

confidence: 99%

“…In code-based seismic design checks as well as performance-based engineering assessments, the structural responses of interstory drift ratios are often taken as the EDPs. It is commonly assumed that EDPs are log-normally distributed [39]; therefore, the median value and the geometric mean of EDPs are consistent and many researchers used the median to represent structural seismic demands [11,12,22,23]. However, some seismic design codes (e.g., Eurocode 8 and ASCE 7-16) use the average value (arithmetic mean) of EDPs if at least seven ground motions are required for time-history analysis.…”

Section: Structural Benchmark Demandsmentioning

confidence: 99%

“…Arithmetic values were used in references [8-10, 13-15, 18-20, 24] since engineers are more familiar with arithmetic mean and design spectra in seismic codes can be taken directly as target spectra as well. Meanwhile, some researchers [11,12,22,23] used the logarithm values of response spectra because logarithmic values are consistent with the assumption that the structural seismic responses are log-normally distributed. Logarithmic values are commonly used in the probabilistic seismic hazard analysis (PSHA) research field.…”

Section: Introductionmentioning

confidence: 98%

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Comparison of Scaling Ground Motions Using Arithmetic with Logarithm Values for Spectral Matching Procedure

Zhang

Wang

Chen

et al. 2020

Shock and Vibration

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In recent studies, spectral matching is the most commonly proposed method for selecting earthquake records for time-history analysis of structures. However, until now, there have been no serious investigations of the effects of coordinate values on the scaling of ground motions. This paper investigated the influence of using arithmetic and logarithmic values of response spectra in spectral matching procedures (i.e., ASM and LSM methods) on the results of nonlinear structural time-history analysis. Steel moment resisting frame structures of the 3-, 9-, and 20-stories, which represent low-, medium-, and high-rise buildings, respectively, were used as examples. Structural benchmark responses were determined by calculating the arithmetic mean and median of peak interstory drift ratio (PIDR) demands based on the three record sets developed by the American SAC Steel Project. The three record sets represent seismic hazard levels with 50%, 10%, and 2% probabilities exceeded in 50 years, and their average acceleration spectra were also taken as the target spectrum. Moreover, another 40 record components for selection were scaled both by ASM and LSM methods. The seven components whose spectra were best compatible with the target spectra were selected for the structural time-history analysis. The scale factors obtained by the LSM method are nearly larger than that of the ASM method, and their ranking and selection of records are different. The estimation accuracies of structural mean (median) responses by both methods can be controlled within an engineering acceptable range (±20%), but the LSM method may cause larger structural responses than the ASM method. The LSM method has a better capacity for reducing the variability of structural responses than the ASM method, and this advantage is more significant for longer-period structures (e.g., 20-story structure) with more severe nonlinear responses.

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The effect of amplitude scaling limits on conditional spectrum‐based ground motion selection

Cited by 46 publications

References 41 publications

Development of fragility surfaces for reinforced concrete buildings under mainshock‐aftershock sequences

Development of fragility surfaces for reinforced concrete buildings under mainshock‐aftershock sequences

Modal-Based Ground Motion Selection Method for the Nonlinear Response Time History Analysis of Reinforced Concrete Shear Wall Structures

Comparison of Scaling Ground Motions Using Arithmetic with Logarithm Values for Spectral Matching Procedure

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