scholarly journals Benchmarking FEMA P-58 repair costs and unsafe placards for the Northridge Earthquake: Implications for performance-based earthquake engineering

2021 ◽  
Vol 56 ◽  
pp. 102117
Author(s):  
Dustin T. Cook ◽  
Abbie B. Liel ◽  
D. Jared DeBock ◽  
Curt B. Haselton
Keyword(s):  
Earthquake Engineering ◽  
Northridge Earthquake ◽  
Repair Costs ◽  
Performance Based Earthquake Engineering

Estimating Downtime from Data on Residential Buildings after the Northridge and Loma Prieta Earthquakes

2010 ◽  
Vol 26 (4) ◽  
pp. 951-965 ◽  
Author(s):  
Mary C. Comerio ◽  
Howard E. Blecher
Keyword(s):  
Earthquake Engineering ◽  
Residential Buildings ◽  
Northridge Earthquake ◽  
Engineering Research ◽  
Loma Prieta Earthquake ◽  
The Pacific ◽  
Time Gap ◽  
Loma Prieta ◽  
Recent Earthquakes ◽  
Performance Based Earthquake Engineering

The performance-based earthquake engineering (PBEE) methodology developed by the Pacific Earthquake Engineering Research (PEER) center uses data from recent earthquakes to calibrate its loss models. This paper describes a detailed review of building department permit data from the 1989 Loma Prieta earthquake and the 1994 Northridge earthquake. Although the data is limited to wood-framed residential structures, it provides some insight into the length of time between an event and re-occupancy. Based on a review of approximately 4,900 records, the typical repair of damaged multifamily residential buildings required two years and building replacement required almost four years. When this data is supplemented with additional case studies from other events, the capacity to better calibrate downtime models will improve, particularly if construction-repair times are separated from estimates of the time gap between closure and start-of-repair.

A Methodology for Evaluating Component-Level Loss Predictions of the FEMA P-58 Seismic Performance Assessment Procedure

2019 ◽  
Vol 35 (1) ◽  
pp. 193-210 ◽  
Author(s):  
Gemma Cremen ◽  
Jack W. Baker
Keyword(s):  
Earthquake Engineering ◽  
Seismic Events ◽  
Assessment Procedure ◽  
Northridge Earthquake ◽  
Seismic Performance Assessment ◽  
Component Level ◽  
Ground Shaking ◽  
Observed Damage ◽  
Performance Based Earthquake Engineering ◽  
Insight Into

As performance-based earthquake engineering (FEMA P-58) becomes more widely adopted in design and risk analysis practice, it is important to understand the degree to which the calculations reflect reality. This article proposes a methodology for evaluating P-58 component-level loss predictions across buildings subjected to given seismic events, which involves ranking P-58 loss predictions according to categorical component damage information recorded on post-earthquake damage surveys. The methodology explicitly incorporates uncertainties in predictions and utilizes a ground shaking benchmark to determine whether P-58 analyses provide more insight into damage than variations in ground shaking between buildings. Two example applications of the methodology are provided, involving nonstructural component data from the 2011 Mw 6.1 Christchurch Earthquake, for which there is negligible variation in shaking between buildings, and the 1994 Mw 6.7 Northridge Earthquake, for which there is notable variation in shaking between buildings. We find that P-58 non-structural component-level loss predictions perform better overall than the ground shaking benchmark in both cases. The methodology offers an understanding of how P-58 component-level loss predictions align with actual observed damage.

scholarly journals An approach to quantify the influence of ground motion uncertainty on elastoplastic system acceleration in incremental dynamic analysis

2017 ◽  
Vol 20 (11) ◽  
pp. 1744-1756 ◽  
Author(s):  
Peng Deng ◽  
Shiling Pei ◽  
John W. van de Lindt ◽  
Hongyan Liu ◽  
Chao Zhang
Keyword(s):  
Dynamic Analysis ◽  
Ground Motion ◽  
Earthquake Engineering ◽  
Structural Response ◽  
Incremental Dynamic Analysis ◽  
Degree Of Freedom ◽  
Maximum Acceleration ◽  
Single Degree Of Freedom ◽  
Single Degree ◽  
Performance Based Earthquake Engineering

Inclusion of ground motion–induced uncertainty in structural response evaluation is an essential component for performance-based earthquake engineering. In current practice, ground motion uncertainty is often represented in performance-based earthquake engineering analysis empirically through the use of one or more ground motion suites. How to quantitatively characterize ground motion–induced structural response uncertainty propagation at different seismic hazard levels has not been thoroughly studied to date. In this study, a procedure to quantify the influence of ground motion uncertainty on elastoplastic single-degree-of-freedom acceleration responses in an incremental dynamic analysis is proposed. By modeling the shape of the incremental dynamic analysis curves, the formula to calculate uncertainty in maximum acceleration responses of linear systems and elastoplastic single-degree-of-freedom systems is constructed. This closed-form calculation provided a quantitative way to establish statistical equivalency for different ground motion suites with regard to acceleration response in these simple systems. This equivalence was validated through a numerical experiment, in which an equivalent ground motion suite for an existing ground motion suite was constructed and shown to yield statistically similar acceleration responses to that of the existing ground motion suite at all intensity levels.

Engineering observations on ground motion at the Van Norman Complex after the 1994 Northridge earthquake

1996 ◽  
Vol 86 (1B) ◽  
pp. S333-S349 ◽  
Author(s):  
J. P. Bardet ◽  
C. Davis
Keyword(s):  
Ground Motion ◽  
Earthquake Engineering ◽  
Low Frequency ◽  
Strong Motion ◽  
Response Spectra ◽  
Vertical Acceleration ◽  
Northridge Earthquake ◽  
Peak Acceleration ◽  
Geotechnical Earthquake Engineering ◽  
1994 Northridge Earthquake

Abstract During the 1994 Northridge earthquake, the Van Norman Complex yielded an unprecedented number of recordings with high acceleration, in the close proximity of the fault rupture. These strong-motion recordings exhibited the pulses of the main event. One station recorded the largest velocity ever instrumentally recorded (177 cm/sec), resulting from a 0.86 g peak acceleration with a low frequency. Throughout the complex, the horizontal accelerations reached peak values ranging from 0.56 to 1.0 g, except for the complex center, where the peak acceleration did not exceed 0.43 g. The vertical acceleration reached maximum peak values comparable with those of the horizontal acceleration. The acceleration response spectra in the longitudinal and transverse directions were significantly different. Such a difference, which is not yet well documented in the field of geotechnical earthquake engineering, indicates that the amplitude and frequency content of the ground motion was directionally dependent in the Van Norman Complex.

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