Uniform Hazard Ground Motions for Mid-America Cities

Wen, Yongfu; Wu, Chiun-Lin

doi:10.1193/1.1586179

Cited by 121 publications

(68 citation statements)

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“…The ground motions developed in the SAC project [17] and by Wen and Wu [18] were used to represent the inherent (aleatoric) uncertainty in earthquake demand. The collapse capacity of wood-frame construction was found to be sensitive to the ground motions selected for this analysis.…”

Section: Discussionmentioning

confidence: 99%

“…When IDA curves were developed for Boston, MA using the ground motions in the 2%/50-yr and 10%/50-yr ensembles from the SAC project, it was found that the median capacity of the shear wall was approximately 4.3% and 4.7%, respectively, for those ensembles. Finally, a total of 20 synthetic ground motions with 2%/50-yr and 10%/50-yr levels [18] were used to develop the IDA curves for St. Louis, MO. The median capacity of the engineered shear wall was found to be approximately 4.3%, which is similar to the capacity for the same construction in Los Angeles, Seattle, and Boston.…”

Section: Seismic Collapse Fragility and Margin Of Collapsementioning

confidence: 99%

“…Six ground motion ensembles were utilized; each ensemble has 20 ground motions that aggregate earthquake events of different magnitudes and epicentral distances and collectively represent ground motions with probabilities of 10%/50-yr (la01-20, se01-20, bo01-20 for Los Angeles, CA, Seattle, WA, and Boston, MA, respectively) and 2%/50-yr (la21-40, se21-40, and bo21-40). For residences in St Louis, MO, which is located within 150 miles of multiple earthquake sources including the New Madrid Seismic Zone (NMSZ), synthetic ground motion ensembles generated by Wen and Wu [18] having exceedance probabilities of 10% and 2% in 50-yr were used. The dispersion in the response spectra from ground motions la21 through la40 for Los Angeles, illustrated in Figure 4, represents the uncertainty in the random amplitude and phasing from an ensemble of ground motions corresponding to a return period of approximately 2500 years.…”

Section: Earthquake Ground Motionsmentioning

confidence: 99%

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Uniform hazard versus uniform risk bases for performance‐based earthquake engineering of light‐frame wood construction

Yin

Ellingwood

et al. 2010

Earthq Engng Struct Dyn

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SUMMARYThis paper investigates the implications of designing for uniform hazard versus uniform risk for lightframe wood residential construction subjected to earthquakes in the United States. Using simple structural models of one-story residences with typical lateral force-resisting systems (shear walls) found in buildings in western, eastern and central regions of the United States as illustrations, the seismic demands are determined using nonlinear dynamic time-history analyses, whereas the collapse capacities are determined using incremental dynamic analyses. The probabilities of collapse, conditioned on the occurrence of the maximum considered earthquakes and design earthquakes stipulated in ASCE Standard 7-05, and the collapse margins of these typical residential structures are compared for typical construction practices in different regions in the United States. The calculated collapse inter-story drifts are compared with the limits stipulated in FEMA 356/ASCE Standard 41-06 and observed in the recent experimental testing. The results of this study provide insights into residential building risk assessment and the relation between building seismic performance implied by the current earthquake-resistant design and construction practices and performance levels in performance-based engineering of light-frame wood construction being considered by the SEI/ASCE committee on reliability-based design of wood structures. Further code developments are necessary to achieve the goal of uniform risk in earthquake-resistant residential construction.

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Section: Discussionmentioning

confidence: 99%

Section: Seismic Collapse Fragility and Margin Of Collapsementioning

confidence: 99%

Section: Earthquake Ground Motionsmentioning

confidence: 99%

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Uniform hazard versus uniform risk bases for performance‐based earthquake engineering of light‐frame wood construction

Yin

Ellingwood

et al. 2010

Earthq Engng Struct Dyn

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“…The synthetic ground motions used were selected from a set of 60 bedrock motions produced by an earlier project conducted in the MAE Center and which represent potential earthquakes at several NMSZ cities, namely St. Louis and Carbondale located in Illinois, and Memphis located in Tennessee [23]. These 60 bedrock motions (20 motions per city) represent potential earthquake events with either a 2% (10 motions per city) or a 10% (10 motions per city) probability of exceedance in 50 years (2% PE/50 or 10% PE/50).…”

Section: Determination Of Wall Pier Supported Bridge Component Demandsmentioning

confidence: 99%

Analytical fragility analysis of southern Illinois wall pier supported highway bridges

Bignell¹,

LaFave²

2009

Earthq Engng Struct Dyn

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SUMMARYAn analytical fragility analysis was conducted in order to characterize the seismic vulnerability of existing southern Illinois wall pier supported highway bridges to potential earthquakes. To perform this fragility analysis, a detailed inventory survey was first taken of the wall pier bridges identified in an earlier random sampling of southern Illinois priority emergency route bridges. From the survey three types of wall pier bridges were identified. Of those identified, hammerhead and regular wall pier supported bridges represented nearly 90% of the population. Incorporating structural variations determined from the random sample survey, nearly 100 three-dimensional nonlinear finite element models were constructed. Each model was subjected to a randomly assigned synthetic earthquake representative of those that could potentially occur within the region. From these analyses, a series of wall pier supported bridge fragility curves were produced. In addition, a liquefaction fragility analysis was conducted in order to characterize the seismic vulnerability of southern Illinois wall pier supported highway bridge sites to liquefaction in potential earthquakes. To perform this second fragility analysis, wall pier bridges within the southern Illinois random sample that may be susceptible to liquefaction were identified. A soil profile from each of these susceptible bridge sites was then subjected to randomly assigned bedrock motions, and an Arias intensity liquefaction analysis was carried out. From these analyses, a fragility curve for the potentially liquefiable wall pier supported bridge sites was produced. Overall results of this study indicate that southern Illinois wall pier supported bridges are moderately vulnerable to structural damage in a 2% probability of exceedance in 50 year earthquake, and in some cases they could also be highly vulnerable to on-site liquefaction events.

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“…In practice, this will mean choosing the best subset from a number of simulations. This approach has been used by WEN and WU (2001) and by HARMSEN (2002), both of whom used the similarity to a specified response spectrum as the basis for choosing the time series (but the two papers used different ''goodness-of-fit'' criteria).…”

Section: Limitations and Improvementsmentioning

confidence: 99%

Simulation of Ground Motion Using the Stochastic Method

Boore¹

2003

Pure appl. geophys.

1,159

378

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-A simple and powerful method for simulating ground motions is to combine parametric or functional descriptions of the ground motion's amplitude spectrum with a random phase spectrum modified such that the motion is distributed over a duration related to the earthquake magnitude and to the distance from the source. This method of simulating ground motions often goes by the name ''the stochastic method.'' It is particularly useful for simulating the higher-frequency ground motions of most interest to engineers (generally, f > 0:1 Hz), and it is widely used to predict ground motions for regions of the world in which recordings of motion from potentially damaging earthquakes are not available. This simple method has been successful in matching a variety of ground-motion measures for earthquakes with seismic moments spanning more than 12 orders of magnitude and in diverse tectonic environments. One of the essential characteristics of the method is that it distills what is known about the various factors affecting ground motions (source, path, and site) into simple functional forms. This provides a means by which the results of the rigorous studies reported in other papers in this volume can be incorporated into practical predictions of ground motion.

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Uniform Hazard Ground Motions for Mid-America Cities

Cited by 121 publications

References 0 publications

Uniform hazard versus uniform risk bases for performance‐based earthquake engineering of light‐frame wood construction

Uniform hazard versus uniform risk bases for performance‐based earthquake engineering of light‐frame wood construction

Analytical fragility analysis of southern Illinois wall pier supported highway bridges

Simulation of Ground Motion Using the Stochastic Method

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