Seismic performance assessment based on damage of structures, Part 1: Theory

Ladjinovic, Djordje; Radujković, Aleksandra; Rašeta, Andrija

doi:10.2298/fuace1101077l

Cited by 4 publications

(3 citation statements)

References 10 publications

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“…The value of D Y is adopted as the first yield displacement from THA, at the point of the first non-zero value of E h . β is a non-negative parameter representing the effect of cyclic loading on structural damage, usually equal to 0.15 for RC structures [55]. A more accurate and complex modified DI model was proposed and discussed in Ladinović et al [55] Hysteretic energy (E h ) absorbed during the earthquakes is displayed in Figure 11, left, and the first yield displacement values (d Y ) obtained using NDA are shown in Figure 11, right.…”

Section: Damage State Performance Pointsmentioning

confidence: 99%

“…is a non-negative parameter representing the effect of cyclic loading on structural damage, usually equal to 0.15 for RC structures [55]. A more accurate and complex modified DI model was proposed and discussed in Lađinović et al [55] Hysteretic energy (Eh) absorbed during the earthquakes is displayed in Figure 11, left, and the first yield displacement values (dY) obtained using NDA are shown in Figure 11, right. The relationship between IDR and roof displacement, d, is shown in Figure 12, left.…”

Section: Damage State Performance Pointsmentioning

confidence: 99%

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Fragility and Vulnerability Analysis of an RC Building with the Application of Nonlinear Analysis

Folić

Čokić

2021

Buildings

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In this paper, the seismic response of a five-story reinforced concrete (RC) frame system building is analysed through fragility analysis. The structure is designed in accordance with structural Eurocodes EN1990, EN1991, EN1992 and EN1998, as a high-ductility (DCH) system. For the analysis of the response of a structural system to earthquake actions, the methods of nonlinear static (NSA) and nonlinear dynamic analyses (NDA) are applied and, based on the obtained results, fragility curves are constructed using statistical methods. A relationship between the intensity measure (IM) and engineering demand parameters (EDPs) is needed in order to estimate a fragility curve. Fragility functions represent a possibility for different states of damage to occur in a certain structural systems at the observed value of the specified IM. Ten accelerograms, used in NDA, are selected and scaled, according to EN1998 provisions, for the chosen elastic response spectrum and referent PGA. Obtained results are used for the statistical analysis and construction of fragility curves. Structural damage state threshold parameters are determined based on the Park and Ang modified damage index methodology and provisions given in FEMA, HAZUS, VISION 2000 and EN codes. Comparative analysis of the structural damage probability for the analysed RC building, calculated using different methodologies to determine damage states, is applied. The fragility analysis results showed the difference between the probabilities of the damage states to occur when different calculation methods are used. This reflects on the assessment of vulnerability curves as well. The obtained results, calculated using different methods, are analysed using comparative analysis.

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Section: Damage State Performance Pointsmentioning

confidence: 99%

Section: Damage State Performance Pointsmentioning

confidence: 99%

Fragility and Vulnerability Analysis of an RC Building with the Application of Nonlinear Analysis

Folić

Čokić

2021

Buildings

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“…In addition, the parameters of the index can be calculated or assumed to be independent of other indices [23]. Because there is a nearly good correlation between the values of DI m and DI PA in the range of 0.2-0.8 and because Park-Ang index has already been veri ed by experimental researches [4], parameter DI m will correctly represent the seismic performance of structures.…”

Section: Damage Spectramentioning

confidence: 99%

Application of damage spectra as seismic intensity measures in Endurance Time method for steel moment-resisting frames

Maliki-Amin¹,

Estekanchi

2017

Scientia Iranica

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Abstract. In seismic resistant design of moment frames, the structure behavior under earthquakes has to be examined considering various damage criteria. Damage indices can be estimated by Endurance Time (ET) method with minimum computational e ort. The quality of this estimation can be improved in di erent ways. In this paper, the graphs of a certain damage index versus natural period of the structure, called damage spectra, are produced applying intensifying ET records and scaled Ground Motions (GM). Then, the excitation duration of ET acceleration functions (target time) is modi ed in order to reach acceptable consistency between ET and GM damage spectra. Moreover, various damage indices of a steel moment frame at two hazard levels are evaluated via nonlinear time-history analyses of the structure under scaled earthquakes and ET records. It is observed that the frame damage estimation can be improved by modifying the target time of ET records based on damage spectra. In addition, in most cases, there are negligible discrepancies between values of frame damage indices corresponding to ground motions and ET acceleration functions with the damage-based target time.

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Damage Estimation of Steel Moment-Resisting Frames by Endurance Time Method Using Damage-Based Target Time

Maleki-amin

Estekanchi

2017

Journal of Earthquake Engineering

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Seismic performance assessment based on damage of structures, Part 1: Theory

Cited by 4 publications

References 10 publications

Fragility and Vulnerability Analysis of an RC Building with the Application of Nonlinear Analysis

Fragility and Vulnerability Analysis of an RC Building with the Application of Nonlinear Analysis

Application of damage spectra as seismic intensity measures in Endurance Time method for steel moment-resisting frames

Damage Estimation of Steel Moment-Resisting Frames by Endurance Time Method Using Damage-Based Target Time

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