Estimated Ground Motion From the 1994 Northridge, California, Earthquake at the Site of the Interstate 10 and La Cienega Boulevard Bridge Collapse, West Los Angeles, California

Boore, David M.; Gibbs, James F.; Joyner, William B.; Tinsley, John C.; Ponti, Daniel J.

doi:10.1785/0120020197

Cited by 125 publications

(99 citation statements)

References 24 publications

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“…Any method that is found to be suitable can be adopted into the proposed assessment method (e.g. Vanmarcke et al, 1993;Boore et al, 2003;Park et al, 2007). The details of these methods are not repeated here, but the approach by Park et al (2007) is briefly presented in Appendix H. Following their approach, the PSA experienced at the site can be estimated by taking into account other measured PSAs (at distances closer than approximately 7∼10km to the site).…”

Section: Ground Motion and Loading Conditionsmentioning

confidence: 99%

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The use of post-earthquake residual displacements as a performance indicator in seismic assessment

Yazgan

Dazio

2011

Georisk: Assessment and Management of Risk for Engineered Syste

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PrefaceModern performance based earthquake engineering addresses design, evaluation, construction, maintenance and decommission of structures and requires that their performance during an earthquake can be predicted with a known degree of accuracy. In this framework the importance of residual displacements is twofold: On one hand they represent a significant source of damage affecting mainly the serviceability and the repairability of the structure. On the other hand, after an earthquake, residual displacements are often the only measurable indicator of the shaking occurred during the earthquake. In the framework of a pre-earthquake design or assessment process, the expected residual displacements need to be predicted; while during a post-earthquake assessment the actual residual displacements can be measured.Within his present doctoral dissertation, Mr. Yazgan developed and validated against experimental evidence a new and original methodology to improve the estimate of maximum deformations occurred during an earthquake taking into account both observable damage and measurable residual displacements. The methodology is based on the Bayesian probabilistic theory and, as a particular novelty, explicitly considers model error. To estimate model error Mr. Yazgan carried out a very extensive study on the numerical modelling of structures under earthquake, which also allowed the formulation of practical modelling recommendations. The quantification of model error is of course of fundamental importance also for any realistic pre-earthquake prediction of residual displacements.The thorough and comprehensive work presented by Mr. Yazgan allows a deep understanding of the challenges relevant to the use of residual displacements in the seismic performance assessment of structures and his developments represent a new effective way to achieve this important goal. Zurich, January 2010Dr. Alessandro Dazio SummarySafety assessment of damaged structures is a pivotal part of the post-earthquake recovery process. As a result of the deformation histories that have occurred during the damaging earthquake, the key structural properties of the columns, beams and walls that contribute to the seismic resistance change. The key structural properties include stiffness, strength and deformation capacity. An accurate estimation of the residual key structural properties is crucial in identifying vulnerability of the damaged structure.These residual structural properties are known to be strongly dependent on the maximum deformations that have occurred. A new post-earthquake assessment method is developed following this premise. After an earthquake, the maximum deformations experienced by a damaged structure can be estimated using the developed method.The essential idea behind the method is to probabilistically estimate the experienced maximum deformations based on the post-earthquake residual displacements and the visible structural damage. The major uncertainties related to the estimated maximum deformations are explicitly treated in the me...

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Section: Ground Motion and Loading Conditionsmentioning

confidence: 99%

“…Boore et al, 2003;Wang and Takada, 2005;Goda and Hong, 2008). The model proposed by Goda and Hong (2008) has the following form: Figure H.1.…”

Section: H Updating the Spectral Acceleration Estimatesmentioning

confidence: 99%

The use of post-earthquake residual displacements as a performance indicator in seismic assessment

Yazgan

Dazio

2011

Georisk: Assessment and Management of Risk for Engineered Syste

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“…The spatial variability of PGV of the Parkfield earthquake was analyzed by Shakal et al (2006) using the approach described by Boore et al (2003), essentially characterizing the spatial correlation of peak ground motion by studying how its variability is changing with increasing interstation distance. In the following we will perform the same analysis for our synthetic data.…”

Section: Spatial Correlation Of Pgvmentioning

confidence: 99%

Variability of Near-Field Ground Motion from Dynamic Earthquake Rupture Simulations

Ripperger¹,

M²,

Ampuero³

2008

Bulletin of the Seismological Society of America

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This study investigates near-field ground-motion variability due to dynamic rupture models with heterogeneity in the initial shear stress. Ground velocity seismograms are synthesized by convolving the time histories of slip velocity obtained from spontaneous dynamic rupture models with Green's functions of the medium calculated with a discrete wavenumber/finite-element method. Peak ground velocity (PGV) estimated on the synthetics generally matches well with an empirically derived attenuation relation, whereas spectral acceleration (SA) shows only an acceptable match at periods longer than 1 sec. Using the geometric mean to average the two orthogonal components leads to a systematic bias for the synthetics, in particular at the stations closest to the fault. This bias is avoided by using measures of ground motion that are independent of the sensor orientation.The contribution from stress heterogeneity to the overall ground-motion variability is found to be strongest close to the fault and in the backward directivity region of unilaterally propagating ruptures. In general, the intraevent variability originating from the radiation pattern and the effect of directivity is on the same order or larger than the interevent variability. The interevent ground-motion variability itself is dominated by the hypocenter-station configuration and is influenced only to a lesser extent by the differences in the dynamic rupture process due to the stress heterogeneity. In our modeling approach the hypocenter location is not picked arbitrarily but is determined to be mechanically consistent with the stress heterogeneity through a procedure emulating tectonic stress loading of the fault and nucleation. Compared to the peak ground motion recorded during the 2004 Parkfield, California, earthquake our simulated seismograms show enhanced spatial correlation that may be attributed to the simplicity of the assumed crustal model or to an incomplete representation of the spatial heterogeneity of dynamic rupture parameters. Nevertheless, the intraevent PGV variability in the near-fault region determined for the Parkfield dataset is of the same order of magnitude as for our simulations.

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“…Most published determinations of Q in sediment deposits indicate values (for both P and S waves) of approximately 50 or less. For example, Boore et al (2003) report Q S typically in the range 25-36 (damping, 0.020-0.014) at depths less than 100 m for sites in California underlain by fine grained material. For greater depths, Abercrombie (1997) cites several studies in California using borehole data recorded from earthquakes that indicate Q for P waves less than 45 and Q for shear waves less than 40 at depths greater than 100 m. Abercrombie (1997) used a vertical array in the Cajon Pass borehole to determine P and S spectral ratios at various depths, with data recorded from nearby earthquakes.…”

Section: Shear Modulus and Damping Behavior As A Function Of Shear Stmentioning

confidence: 99%

Site-Response Models for Charleston, South Carolina, and Vicinity Developed from Shallow Geotechnical Investigations

Chapman

Martin

Olgun

et al. 2006

Bulletin of the Seismological Society of America

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The study models the response of near-surface materials in Charleston, South Carolina, and the adjacent area. Geotechnical investigations at 281 locations were made available by local engineering firms. The data used for dynamic siteresponse analysis were derived from shear-wave velocity measurements at 52 locations. Site response was quantified as the ratio of surface motion to hypothetical hard-rock basement outcrop motion. Scenario earthquake motions were developed with the stochastic model. Acceleration response ratios for 5% critical oscillator damping were computed for 12 frequencies ranging from 0.1 to 30 Hz and for peak ground acceleration.Two features determine the general nature of site response in the study area: the impedance contrast between Mesozoic basement and Cretaceous sediments, and the shallow impedance contrast between Quaternary and Tertiary sediments. Average Swave velocities in the Quaternary are relatively uniform and range from 150 to 250 m/sec. They are not strongly correlated with surface geology. The velocities of the immediately underlying Tertiary sediments range from 300 to 500 m/sec. Because of the uniformity of velocity in the Quaternary, depth to the Quaternary-Tertiary contact appears to be the most important variable leading to differences in calculated site response. This surface is irregular, and varies in depth from near surface at inland sites to approximately 30 m at sites near the coast. As a consequence, estimated site response in the frequency band 1-10 Hz varies by as much as a factor of 3. Site response at frequencies less than 1 Hz is dominated by the first few resonant harmonics of the entire sedimentary section, with fundamental frequency near 0.2 Hz.

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Estimated Ground Motion From the 1994 Northridge, California, Earthquake at the Site of the Interstate 10 and La Cienega Boulevard Bridge Collapse, West Los Angeles, California

Cited by 125 publications

References 24 publications

The use of post-earthquake residual displacements as a performance indicator in seismic assessment

The use of post-earthquake residual displacements as a performance indicator in seismic assessment

Variability of Near-Field Ground Motion from Dynamic Earthquake Rupture Simulations

Site-Response Models for Charleston, South Carolina, and Vicinity Developed from Shallow Geotechnical Investigations

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