A framework for operationalizing the assessment of post-earthquake functional recovery of buildings

Cook, Dustin; Liel, Abbie B.; Haselton, Curt B.; Koliou, Maria

doi:10.1177/87552930221081538

Cited by 40 publications

(42 citation statements)

References 42 publications

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“…A high degree of uncertainty is associated with each activity. Several studies in the past (such as Almufti and Willford, 2013; Cook et al, 2022; FEMA P-58, 2012, etc.) have carried out realistic estimates of distribution of lead times and modeled them as lognormal random variables.…”

Section: Adopted Seismic Resilience Frameworkmentioning

confidence: 99%

Seismic resilience of typical code-conforming RC moment frame buildings in Canada

Badal

Tesfamariam

2023

Earthquake Spectra

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This article examines the baseline resilience of reinforced concrete (RC) moment frame buildings conforming to the seismic design standards of Canada. Metrics for robustness, rapidity, and resilience are evaluated to capture the system’s reliability, speed of recovery, and socioeconomic impacts. Buildings of different heights are evaluated using nonlinear time-history analyses. Six damage states are defined as disjoint branches of an event tree depending on the building’s path to recovery. For a scenario earthquake of magnitude 7.3 magnitude at a distance of 30 km from Vancouver, the housing occupancy recovery trajectory is developed. Monte Carlo simulations are used to propagate uncertainty from seismic hazards to the building response to the lead time required for recovery. Buildings are found to maintain 50%–65% of their pre-event housing occupancy in the immediate aftermath. The housing occupancy is restored to 90% within 2–4 months, with a shorter recovery period for low-rise buildings, whereas the system resilience level requires 6 months to 1 year for restoration to 90%. Empirical data from the Loma Prieta (1989) and Northridge (1994) earthquakes are used to compare analytically predicted repair times. The findings from this article will facilitate the shift to resilience-based design in Canada.

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Section: Adopted Seismic Resilience Frameworkmentioning

confidence: 99%

Seismic resilience of typical code-conforming RC moment frame buildings in Canada

Badal

Tesfamariam

2023

Earthquake Spectra

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“…The damage and loss assessment is performed using NHERI-SimCenter's PELICUN program for FEMA P-58 assessment. 31 Component-level damage results for each realization are post-processed using the Cook et al 11 method to generate a realistic repair schedule and simulated impeding factors. The final output from the downtime assessment is an ensemble of functional recovery times.…”

Section: Code-based Design and Baseline Performance Assessmentmentioning

confidence: 99%

“…Second, to perform more refined simulations of recovery sequences than FEMA P-58 provides, the damage and loss assessment results are post-processed using a downtime assessment methodology. [11][12][13][14] This is done to produce more realistic repair schedules, and impose appropriate impeding factors, such as inspection, financing, design, and contractor mobilization. 14,15 In this paper, we use the term "PBEE-based" to refer to performance assessment methodologies that use the FEMA P-58 method as well as a refined downtime assessment methodology.…”

Section: Introductionmentioning

confidence: 99%

Machine‐learning‐based optimization framework to support recovery‐based design

Issa

Silva‐Lopez

Baker

et al. 2023

Earthq Engng Struct Dyn

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Recovery‐based design links building‐level engineering and broader community resilience objectives. However, the relationship between above‐code engineering improvements and recovery performance is highly nonlinear and varies on a building‐ and site‐specific basis, presenting a challenge to both individual owners and code developers. In addition, downtime simulations are computationally expensive and hinder exploration of the full design space. In this paper, we present an optimization framework to identify optimal above‐code design improvements to achieve building‐specific recovery objectives. We supplement the optimization with a workflow to develop surrogate models that (i) rapidly estimate recovery performance under a range of user‐defined improvements, and (ii) enable complex and informative optimization techniques that can be repeated for different stakeholder priorities. We explore the implementation of the framework using a case study office building, with a 50th percentile baseline functional recovery time of 155 days at the 475‐year ground‐motion return period. To optimally achieve a target recovery time of 21 days, we find that nonstructural component enhancements are required, and that increasing structural strength (through increase of the importance factor) can be detrimental. However, for less ambitious target recovery times, we find that the use of larger importance factors eliminates the need for nonstructural component improvements. Such results demonstrate that the relative efficacy of a given recovery‐based design strategy will depend strongly on the design criteria set by the user.

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“…It provides a quantitative measure that considers not only the initial losses right after earthquakes but also the post-earthquake function recovery process. Some research explored the ways of incorporating PBEE into the framework of resilience assessment (Almufti and Willford, 2013; Burton et al, 2016, 2018; Cook et al, 2022; Mieler et al, 2015).…”

Section: Introductionmentioning

confidence: 99%

Seismic loss and resilience assessment of tall-coupled cross-laminated timber wall building

et al. 2023

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Balloon-type cross-laminated timber coupled-wall (CLT-CW) structure is an emerging and sustainable option for constructing tall timber buildings. The structure features buckling restrained brace (BRB) hold-downs, balloon-type CLT walls, and coupling beams with replaceable shear links. This study investigates the probabilistic seismic performance (including economic loss, downtime, and resilience index) of a 20-story CLT-CW building. A three-dimensional (3D) structural model is developed to perform incremental dynamic analysis using 30 pairs of ground motion records that represent the seismicity of Vancouver, Canada. Intensity- and time-based loss assessments are conducted to estimate probability distributions of seismic losses according to the FEMA P-58 methodology. Post-earthquake recovery trajectories of the housing function are also presented to calculate the seismic resilience indices under different intensities. The results reveal that the coupling beams contribute the most to repair cost among all structural components. In light of the replaceability and energy dissipating role of coupling beams, the efficiency and resiliency of the CLT-CW building are validated.

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A framework for operationalizing the assessment of post-earthquake functional recovery of buildings

Cited by 40 publications

References 42 publications

Seismic resilience of typical code-conforming RC moment frame buildings in Canada

Seismic resilience of typical code-conforming RC moment frame buildings in Canada

Machine‐learning‐based optimization framework to support recovery‐based design

Seismic loss and resilience assessment of tall-coupled cross-laminated timber wall building

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