A simplified procedure to estimate peak drift demands for mid-rise steel and R/C frames under narrow-band motions in terms of the spectral-shape-based intensity measure I

Baca, Victor; Bojórquez, Edén; Reyes‐Salazar, Alfredo; Chávez, Robespierre; Barraza, Manuel

doi:10.1016/j.engstruct.2017.07.046

Cited by 17 publications

(8 citation statements)

References 22 publications

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“…for different kind of structures [2]. e interstory drift is a kind of widely used deformation-based damage index [3][4][5]. Kazemi et al [6] invested the fragility of steel braced frames by incorporating new spectral shape indicators and a weighted damage index.…”

Section: Introductionmentioning

confidence: 99%

[Retracted] Multidimensional Fragility Analysis for a NEES Frame Structure by Integrating a New Energy Damage Index: Cumulative Plastic Strain

Wang

2019

Advances in Civil Engineering

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Cumulative plastic strain (CPS) damage index is proposed in this study for seismic fragility analysis by integrating the force analogy method into the energy balance equation, and CPS can be defined as the ratio of the demand of plastic dissipation energy to its capacity. The cumulative plastic strain can indicate the structural damage cumulative effect under earthquakes, which makes it especially suitable to be selected as the damage index for the structural component. Threshold values of cumulative plastic strain for different performance limit state (PLS) levels are obtained through the degree of consistency of interstory drift-based fragility curves and CPS-based fragility curves. Regarding the multidimensional fragility evaluation, CPS and the floor acceleration will be selected as the quantification indices for performance limit state of the structural component and nonstructural component, respectively. The probabilistic seismic demand model (PSDM) following multivariate logarithmic normal distribution will be developed, and taking PLS uncertainty and correlation into consideration, multidimensional PLS function is constructed to identify the structural failure domain. A full-scale 2-bay 2-story frame structure for the Network for Earthquake Engineering Simulation (NEES) project is employed as the case study structure to demonstrate the proposed theory. Nonlinear dynamic time-history analysis is carried out for the structure to obtain its maximum responses under earthquakes. Consequently, the multidimensional fragility curves can be derived on the basis of CPS. Besides, the influence of PLS threshold value, engineering demand parameter (EDP) correlation, and PLS correlation on the multidimensional fragility is investigated. Results show that (1) CPS damage index can fully consider the cumulative effect of damage under earthquakes, which makes up for the deficiency of the interstory drift damage index in this aspect, (2) the multidimensional fragility framework can deal with the PLS correlation and EDP correlation simultaneously, which will generate a more precise seismic damage assessment result, and (3) multidimensional fragility is sensitive to PLS threshold values and PLS correlation parameters.

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Section: Introductionmentioning

confidence: 99%

[Retracted] Multidimensional Fragility Analysis for a NEES Frame Structure by Integrating a New Energy Damage Index: Cumulative Plastic Strain

Wang

2019

Advances in Civil Engineering

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“…where the term ρ ln[Sa(T i )], ln[Sa(T j )] represents the correlation between spectral acceleration values at periods T i and T j . The correlation coefficients have been obtained by the authors of the present study (Rodríguez-Castellanos et al, 2019, 2020.…”

Section: Methodology To Perform a Psha Using I N Pmentioning

confidence: 90%

“…However, the evaluation of PSHA using vector-valued IMs is a complicated and impractical task; therefore, Bojórquez and Iervolino (2011) introduced a scalar IM based on Sa(T 1 ) and N p , called I N p ; both N p scalar and vector-valued intensity measures have been effectively used (Bojórquez et al, 2012(Bojórquez et al, , 2017b. Accordingly, Buratti (2012) made an exhaustive comparison of the most influential scalar IMs available in the literature with respect to efficiency and sufficiency. The study concluded that the most effective intensity measure was I N p .…”

Section: N P Intensity Measurementioning

confidence: 99%

Reliability-based strength modification factor for seismic design spectra considering structural degradation

Rodríguez-Castellanos

Ruiz

Bojórquez

et al. 2021

Nat. Hazards Earth Syst. Sci.

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Abstract. For earthquake-resistant design, structural degradation is considered using traditional strength modification factors, which are obtained via the ratio of the nonlinear seismic response of degrading and non-degrading structural single-degree-of-freedom (SDOF) systems. In this paper, with the aim to avoid the nonlinear seismic response to compute strength modification factors, a methodology based on probabilistic seismic hazard analyses (PSHAs), is proposed in order to obtain strength modification factors of design spectra which consider structural degradation through the spectral-shape intensity measure INp. PSHAs using INp to account for structural degradation and Sa(T1), which represents the spectral acceleration associated with the fundamental period and does not consider such degradation, are performed. The ratio of the uniform hazard spectra in terms of INp and Sa(T1), which represent the response of degrading and non-degrading systems, provides new strength modification factors without the need to develop nonlinear time history analysis. A mathematical expression is fitted to the ratios that correspond to systems located in different soil types. The expression is validated by comparing the results with those derived from nonlinear time history analyses of structural systems.

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“…Buratti [36] analyzed the sufficiency and the efficiency of numerous IMs as indicated in their study and employed the cloud analysis technique for 1704 unscaled accelerograms. Bojorquez et al [37] proposed a procedure to obtain the interstory drift demands for midrise frame structures in terms of a spectralshape-based IM (I N p ) and eventually concluded that I N p was the best parameter to relate with the structural response of frames with 4, 6, 8, and 10 stories under the narrow-band ground motions in Europe. Some other vector-valued intensity measures have also been proposed and discussed by Modica and Stafford [38], Baker and Cornell [39], Polsak and Nicolas [40], and Kohrangi et al [41].…”

Section: Seismic Intensitymentioning

confidence: 99%

Seismic Vulnerability Assessment of School Buildings in Seismic Zone 4 of Pakistan

Zain

Usman

Farooq

et al. 2019

Advances in Civil Engineering

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Thick population density and its escalation propensity in seismically active regions of Pakistan has raised sincere concerns about the performance of building stock whose suboptimal performance and complete collapses led to a colossal number of casualties during the past earthquakes. The current research is inspired by the Kashmir earthquake of 2005 which consumed more than 80,000 lives, out of which, approximately 19,000 were children due to wide spread collapse of school buildings. A new database for existing reinforced concrete (RC) school buildings in seismic zone 4 of Pakistan has been developed using the surveyed information and presented briefly. The paper presents the statistics of the data collected through field surveys and professional interviews. It was found that the infrastructural authorities in the considered region developed some specific designs for school buildings, with varying architectural and structural configurations, which were eventually replicated throughout the area. In the current study, almost 2500 schools were surveyed for identifying versatile architectural and structural configurations, and subsequently, 19 different types had been identified, which were eventually used as representative stock for the schools in seismic zone 4 of Pakistan, Muzaffarabad district. The results of the study yield the brief of the collected data from the field and a consolidated methodology for establishing the analytical fragility relationships for one of the 19 structural configurations of the school buildings. A sample building from the collected data has been selected by considering the maximum number of students, and afterwards, the vulnerability is assessed by employing incremental dynamic analysis (IDA) which constitutes the presented methodology. Finally, the fragility curves are developed and presented for the said building type. The derived analytical fragility curves for the considered building type indicate its structural vulnerability and as a whole represent its satisfactory behavior. The vulnerability assessment process and the fragility development are described in an easy manner so that the domestic practicing engineers can readily become able to extend the application towards other school buildings in the region. The developed relationships can be employed for rational decision making so that essential disaster preparedness can be carried out by identifying any need for structural strengthening and interventions.

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A simplified procedure to estimate peak drift demands for mid-rise steel and R/C frames under narrow-band motions in terms of the spectral-shape-based intensity measure I

Cited by 17 publications

References 22 publications

[Retracted] Multidimensional Fragility Analysis for a NEES Frame Structure by Integrating a New Energy Damage Index: Cumulative Plastic Strain

[Retracted] Multidimensional Fragility Analysis for a NEES Frame Structure by Integrating a New Energy Damage Index: Cumulative Plastic Strain

Reliability-based strength modification factor for seismic design spectra considering structural degradation

Seismic Vulnerability Assessment of School Buildings in Seismic Zone 4 of Pakistan

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