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Journal articles on the topic 'Nisqually Earthquake'

Author: Grafiati

Published: 4 June 2021

Last updated: 18 February 2022

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1

Park, Jaewook, Nobuoto Nojima, and Dorothy A. Reed. "Nisqually Earthquake Electric Utility Analysis." Earthquake Spectra 22, no. 2 (May 2006): 491–509. http://dx.doi.org/10.1193/1.2198872.

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The performance of an urban electric utility distribution system was evaluated for the February 2001 Nisqually earthquake. The restoration rate of the lifeline following the event was determined; the distribution of outage durations was estimated; and correlations between lifeline damage and instrumental Modified Mercalli intensity, peak ground velocity, and peak ground acceleration values were ascertained using a GIS (geographical information systems) approach. Using a logit regression analysis, a fragility curve was developed for the lifeline in a manner similar to O'Rourke's formulation of water-line performance (O'Rourke et. al. 2000). Extrapolation of the model to the Seattle Fault earthquake scenario was made to demonstrate its feasibility for prediction.

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2

Montgomery, David R., Harvey M. Greenberg, and Daniel T. Smith. "Streamflow response to the Nisqually earthquake." Earth and Planetary Science Letters 209, no. 1-2 (April 2003): 19–28. http://dx.doi.org/10.1016/s0012-821x(03)00074-8.

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3

Ranf, R. T., M. O. Eberhard, and S. Malone. "Post-earthquake Prioritization of Bridge Inspections." Earthquake Spectra 23, no. 1 (February 2007): 131–46. http://dx.doi.org/10.1193/1.2428313.

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Bridge damage reports from the 2001 Nisqually earthquake were correlated with estimates of ground-motion intensity at each bridge site (obtained from ShakeMaps) and with bridge properties listed in the Washington State Bridge Inventory. Of the ground-motion parameters considered, the percentage of bridges damaged correlated best with the spectral acceleration at a period of 0.3 s. Bridges constructed before the 1940s, movable bridges, and older trusses were particularly vulnerable. These bridge types were underestimated by the HAZUS procedure, which categorizes movable bridges and older trusses as “other” bridges. An inspection prioritization strategy was developed that combines ShakeMaps, the bridge inventory and newly developed fragility curves. For the Nisqually earthquake, this prioritization strategy would have made it possible to identify 80% of the moderately damaged bridges by inspecting only 481 (14%) of the 3,407 bridges within the boundaries of the ShakeMap. To identify these bridges using a prioritization strategy based solely on epicentral distance, it would have been necessary to inspect 1,447 (42%) bridges. To help the Washington State Department of Transportation (WSDOT) rapidly identify damaged bridges, the prioritization procedure has been incorporated within the Pacific Northwest Seismic Network (PNSN) ground-motion processing and notification software.

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4

Chang, Stephanie E., and Anthony Falit-Baiamonte. "Disaster vulnerability of businesses in the 2001 Nisqually earthquake." Environmental Hazards 4, no. 2 (January 2002): 59–71. http://dx.doi.org/10.3763/ehaz.2002.0406.

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5

Chang, Stephanie E., and Anthony Falit-Baiamonte. "Disaster vulnerability of businesses in the 2001 Nisqually earthquake." Global Environmental Change Part B: Environmental Hazards 4, no. 2-3 (2002): 59–71. http://dx.doi.org/10.1016/s1464-2867(03)00007-x.

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6

Beetham, Dick, Graeme Beattie, Barry Earl, and Denzil Duncan. "NZ society for earthquake engineering reconnaissance team to Seattle, USA." Bulletin of the New Zealand Society for Earthquake Engineering 34, no. 4 (December 31, 2001): 253–75. http://dx.doi.org/10.5459/bnzsee.34.4.253-275.

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Our report describes the observations and assessments of the members of the reconnaissance team which visited Seattle, Tacoma, Olympia and surrounding areas a few days after the magnitude 6.8 Nisqually earthquake struck on 28 February, 2001. The report covers the tectonic setting and geology of the region, the source of the earthquake, its strong ground motions, ground damage - liquefaction and landslides, damage to buildings, bridges, lifelines, emergency management, community response, and lessons for New Zealand.

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7

Kao, H., K. Wang, R. Y. Chen, I. Wada, J. He, and S. D. Malone. "Identifying the Rupture Plane of the 2001 Nisqually, Washington, Earthquake." Bulletin of the Seismological Society of America 98, no. 3 (June 1, 2008): 1546–58. http://dx.doi.org/10.1785/0120070160.

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8

Wong, Ivan G., Kenneth H. Stokoe, Brady R. Cox, Yin-Cheng Lin, and Farn-Yuh Menq. "Shear-Wave Velocity Profiling of Strong Motion Sites that Recorded the 2001 Nisqually, Washington, Earthquake." Earthquake Spectra 27, no. 1 (February 2011): 183–212. http://dx.doi.org/10.1193/1.3534936.

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The 2001 M 6.8 Nisqually, Washington, earthquake was recorded by more than 70 strong motion sites in and around the Puget Sound region. We have characterized the shear-wave velocity (VS) structure down to depths of 100 to 300 ft at the 32 permanent strong motion sites, which recorded the highest ground motions (peak horizontal ground accelerations [PGA] of 0.04 to 0.31 g), using the Spectral-Analysis-of-Surface-Waves (SASW) technique. Most of the surveyed sites are underlain by glacial till (Qvt) with the remaining sites on Holocene alluvium (Qal), glacial recessional (Qvr) and advance outwash deposits (Qva), or manmade fill/modified ground (m). VS30 values for Qvt and Qvr range from 1,266 to 1,769 ft/sec and 1,139 to 1,826 ft/sec, respectively, corresponding to NEHRP site class C. In general, a pattern of higher PGAs with lower VS30 was not observed suggesting that VS30 cannot account for all site effects on the 2001 Nisqually ground motions.

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9

Kano, MPH, Megumi. "Characteristics of earthquake-related injuries treated in emergency departments following the 2001 Nisqually earthquake in Washington." Journal of Emergency Management 3, no. 1 (January 1, 2005): 33. http://dx.doi.org/10.5055/jem.2005.0007.

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The Nisqually earthquake (M 6.8) struck western Washington State at 10:55 aM local time on Wed nesday, February 28, 2001. This study provides a detailed description of injuries attributable to this earthquake, which were treated in local emergency departments (EDs). ED logs and medical records from four facilities in the earthquake-affected region were reviewed. Ninety-six earthquake-related injuries were treated during the week following the earthquake, comprising 8.6 percent of all injuries treated during that period. EDs closer to the epicenter treated more earthquakerelated injuries. The patients were slightly older and more likely to be female than those with nonearthquake- related injuries. Falls were the most common cause of earthquake-related injuries. Superficial injuries, sprains/strains, and fractures of minor severity accounted for the majority of these cases. The flow of earthquake-related patients peaked within an hour after the earthquake.

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10

Crowell, Brendan W., David A. Schmidt, Paul Bodin, John E. Vidale, Joan Gomberg, J. Renate Hartog, Victor C. Kress, et al. "Demonstration of the Cascadia G‐FAST Geodetic Earthquake Early Warning System for the Nisqually, Washington, Earthquake." Seismological Research Letters 87, no. 4 (June 8, 2016): 930–43. http://dx.doi.org/10.1785/0220150255.

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11

KIMURA, Yoshihiro, Hiroyuki TAGAWA, Dawn LEHMAN, and Gregory A. MACRAE. "REPORT OF DAMAGE TO BUILDING STRUCTURES CAUSE BY THE NISQUALLY EARTHQUAKE IN 2001." AIJ Journal of Technology and Design 7, no. 14 (2001): 373–76. http://dx.doi.org/10.3130/aijt.7.373.

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12

Gold, Laura S., Leslee B. Kane, Nona Sotoodehnia, and Thomas Rea. "Disaster Events and the Risk of Sudden Cardiac Death: A Washington State Investigation." Prehospital and Disaster Medicine 22, no. 4 (August 2007): 313–17. http://dx.doi.org/10.1017/s1049023x00004921.

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AbstractBackground:Psychological distress following disaster events may increase the risk of sudden cardiac death. In 2001, the Nisqually earthquake and the 11 September terrorist attacks profoundly affected Washington state residents.Hypothesis:This research investigated the theory that the incidence of sudden cardiac death would increase following these disaster events.Methods:Death certificates were abstracted using a uniform case definition to determine the number of sudden cardiac deaths for the 48-hour and one week periods following the two disaster events. Sudden cardiac deaths from the corresponding 48-hour and one-week periods in the three weeks before the events, and the analogous periods in 1999 and 2000 were designated as control times. Using t-tests, the number of sudden cardiac deaths for the periods following the disaster events was compared to those of the control periods.Results:In total, 32 sudden cardiac deaths occurred in the four counties affected by the Nisqually earthquake during the 48 hours after the event, compared to an average of 22 ±3.5 (standard deviation) in the same counties during the control periods (p = 0.02). No difference was observed for the one week period (94 compared to 79.2 ±12.4,p = 0.28). No difference was observed in the number of sudden cardiac deaths in the 48-hours or one-week following the terrorist attacks compared to control periods.Conclusions:A local disaster caused by a naturally occurring hazard, but not a geographically remote human disaster, was associated with an increased risk of sudden cardiac death. A better understanding of the underlying mechanisms may have implications for prevention of sudden cardiac death.

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13

Zhang, Ray Ruichong, Stephen Hartzell, Jianwen Liang, and Yuxian Hu. "An Alternative Approach to Characterize Nonlinear Site Effects." Earthquake Spectra 21, no. 1 (February 2005): 243–74. http://dx.doi.org/10.1193/1.1853390.

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This paper examines the rationale of a method of nonstationary data processing and analysis, referred to as the Hilbert-Huang transform (HHT), for its application to a recording-based approach in quantifying influences of soil nonlinearity in site response. In particular, this paper first summarizes symptoms of soil nonlinearity shown in earthquake recordings, reviews the Fourier-based approach to characterizing nonlinearity, and offers justifications for the HHT in addressing nonlinearity issues. This study then uses the HHT method to analyze synthetic data and recordings from the 1964 Niigata and 2001 Nisqually earthquakes. In doing so, the HHT-based site response is defined as the ratio of marginal Hilbert amplitude spectra, alternative to the Fourier-based response that is the ratio of Fourier amplitude spectra. With the Fourier-based approach in studies of site response as a reference, this study shows that the alternative HHT-based approach is effective in characterizing soil nonlinearity and nonlinear site response.

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14

Molnar, S. "Comparing Intensity Variation of the 2001 Nisqually Earthquake with Geology in Victoria, British Columbia." Bulletin of the Seismological Society of America 94, no. 6 (December 1, 2004): 2229–38. http://dx.doi.org/10.1785/0120030236.

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15

Thompson, Mika, Erin A. Wirth, Arthur D. Frankel, J. Renate Hartog, and John E. Vidale. "Basin Amplification Effects in the Puget Lowland, Washington, from Strong-Motion Recordings and 3D Simulations." Bulletin of the Seismological Society of America 110, no. 2 (February 11, 2020): 534–55. http://dx.doi.org/10.1785/0120190211.

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ABSTRACT Sedimentary basins in the Puget Sound region, Washington State, increase ground-motion intensity and duration of shaking during local earthquakes. We analyze Pacific Northwest Seismic Network and U.S. Geological Survey strong-motion recordings of five local earthquakes (M 3.9–6.8), including the 2001 Nisqually earthquake, to characterize sedimentary basin effects within the Seattle and Tacoma basins. We observe basin-edge generated surface waves at sites within the Seattle basin for most ray paths that cross the Seattle fault zone. We also note previously undocumented basin-edge surface waves in the Tacoma basin during one of the local earthquakes. To place quantitative constraints on basin amplification, we determine amplification factors by computing the spectral ratios of inside-basin sites to outside-basin sites at 1, 2, 3, and 5 s periods. Ground shaking is amplified in the Seattle basin for all the earthquakes analyzed and for a subset of events in the Tacoma basin. We find that the largest amplification factors in the Seattle basin are produced by a shallow earthquake located to the southwest of the basin. Our observation suggests that future shallow crustal and megathrust earthquakes rupturing west of the Puget Lowland will produce greater amplification within the Seattle basin than has been seen for intraslab events. We also perform ground-motion simulations using a finite-difference method to validate a 3D Cascadia velocity model (CVM) by comparing properties of observed and synthetic waveforms up to a frequency of 1 Hz. Basin-edge effects are well reproduced in the Seattle basin, but are less well resolved in the Tacoma basin. Continued study of basin effects in the Tacoma basin would improve the CVM.

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16

Booth, D. B. "Chimney Damage in the Greater Seattle Area from the Nisqually Earthquake of 28 February 2001." Bulletin of the Seismological Society of America 94, no. 3 (June 1, 2004): 1143–58. http://dx.doi.org/10.1785/0120030102.

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17

Frankel, A. D. "Nonlinear and Linear Site Response and Basin Effects in Seattle for the M 6.8 Nisqually, Washington, Earthquake." Bulletin of the Seismological Society of America 92, no. 6 (August 1, 2002): 2090–109. http://dx.doi.org/10.1785/0120010254.

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18

Kubic, Charles. "Evaluation of Dynamic Analysis Methods for Seismic Analysis of Drydocks." Marine Technology Society Journal 43, no. 1 (March 1, 2009): 73–92. http://dx.doi.org/10.4031/mtsj.43.1.12.

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AbstractThree numerical methods are used to model the structural response of Bremerton drydock no. 6 to the 2001 Nisqually earthquake. The models considered include: (1) a numerical linear-elastic soil response model, (2) a numerical non-linear time-history response model, and (3) a non-linear finite element model. The results of the models are compared to the observed drydock response and each other in order to determine their effectiveness in modeling drydock structures. The research demonstrated that the non-linear finite element program PLAXIS is suitable for the seismic analysis of drydocks. In addition, the research showed that the existing United States Army Corps of Engineers program CorpsWallROTATE is not suited for the dynamic analysis of drydocks; while a method developed by Wood in 1973 could be further developed to be used as a linear approximation of the drydock’s time-history seismic response. The research is presented to assist in the development of comprehensive seismic drydock design standards.

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19

Bustin, A. "Fault Parameters of the Nisqually Earthquake Determined from Moment Tensor Solutions and the Surface Deformation from GPS and InSAR." Bulletin of the Seismological Society of America 94, no. 2 (April 1, 2004): 363–76. http://dx.doi.org/10.1785/0120030073.

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20

Pitarka, A. "Validation of a 3D Velocity Model of the Puget Sound Region Based on Modeling Ground Motion from the 28 February 2001 Nisqually Earthquake." Bulletin of the Seismological Society of America 94, no. 5 (October 1, 2004): 1670–89. http://dx.doi.org/10.1785/012003177.

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21

Ichinose, Gene A., Hong Kie Thio, and Paul G. Somerville. "Rupture process and near-source shaking of the 1965 Seattle-Tacoma and 2001 Nisqually, intraslab earthquakes." Geophysical Research Letters 31, no. 10 (May 2004): n/a. http://dx.doi.org/10.1029/2004gl019668.

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22

"Preliminary Report on the Mw = 6.8 Nisqually, Washington Earthquake of 28 February 2001." Seismological Research Letters 72, no. 3 (May 1, 2001): 352–61. http://dx.doi.org/10.1785/gssrl.72.3.352.

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23

Perkins, William. "Ground Improvement Design and Construction for Seattle's Elliott Bay Seawall Replacement and Retrofit." DFI Journal The Journal of the Deep Foundations Institute 13, no. 2 (November 12, 2019). http://dx.doi.org/10.37308/dfijnl.20181128.195.

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The Elliott Bay Seawall in Seattle, Washington, was constructed in the early 1900s over soft/loose non-engineered and liquefaction susceptible fill, estuary, and beach deposits. The fill includes wood from historic waterfront sawmills and debris from the 1889 Great Seattle Fire. After the 2001 Nisqually earthquake, an evaluation of the seawall condition and seismic vulnerability determined that it had undergone significant deterioration and was susceptible to collapse for a 100-year earthquake. This evaluation led to design and replacement/retrofit of 1,130 meters (3,700 feet) of seawall. The new seawall includes an improved soil mass constructed of a cellular arrangement of jet-grout columns that supports a seawall superstructure and provides all seismic lateral restraint. The improved soil mass seismic performance criteria are based on allowable seawall displacement for three earthquake ground motion levels. Final improved soil mass design utilized non-linear dynamic soil-structure interaction analyses. To meet performance criteria, improved soil mass widths range between 7.9 and 18.3 meters (26 and 60 feet), ground improvement area replacement ranges between 50 and 64 percent, and jet-grout soil-cement unconfined compressive strength ranges between 0.86 and 2.76 MPa (125 and 400 psi), depending on the soil type. Improved soil mass construction issues included equipment selection, limited space, spoils handling, wood debris, and obstructions (e.g., buried utilities, piles, and temporary shoring). Lessons learned included: (1) jet grouting was the best construction method given the utilities and thousands of piles beneath the site, (2) early obstructions identification and contingency plans are critical to maintain production, and (3) an understanding of space requirements for all construction activities is required for safe and productive working conditions.

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