Comparison of model and full-scale accelerations of a high-rise building

Dalgliesh, W. A.; Cooper, Kevin R.; Templin, J.T.

doi:10.1016/0167-6105(83)90143-5

Cited by 37 publications

(15 citation statements)

References 2 publications

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“…For their formulations, we are based on the approach defined by Raftery and Akman [1986], similar to Gupta and Baker [2015]. Following traditional seismic hazard analyses, the occurrences of earthquake events follow a Poisson arrival process where the events are independent [Cornell, 1968]. Hence, the likelihood function has an exponential distribution given by…”

Section: Identification and Characterization Of Seismic Intervalsmentioning

confidence: 99%

“…The catalog of earthquakes with magnitude (M) equal to or greater than 3 for the state of Oklahoma since 1900 until the end of May 2016 was retrieved from U.S. Geological Survey (USGS) [2016]. The catalog was declustered with Reasenberg [1985] method because of the assumption of event independency used in the model and often used in seismic hazard analysis [Cornell, 1968]. Three sets of parameters taken from Van Stiphout et al…”

Section: Application To the Oklahoma Earthquake Catalogmentioning

confidence: 99%

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Bayesian identification of multiple seismic change points and varying seismic rates caused by induced seismicity

Montoya-Noguera

Wang

2017

Geophysical Research Letters

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The Central and Eastern United States (CEUS) has experienced an abnormal increase in seismic activity, which is believed to be related to anthropogenic activities. The U.S. Geological Survey has acknowledged this situation and developed the CEUS 2016 1 year seismic hazard model using the catalog of 2015 by assuming stationary seismicity in that period. However, due to the nonstationary nature of induced seismicity, it is essential to identify change points for accurate probabilistic seismic hazard analysis (PSHA). We present a Bayesian procedure to identify the most probable change points in seismicity and define their respective seismic rates. It uses prior distributions in agreement with conventional PSHA and updates them with recent data to identify seismicity changes. It can determine the change points in a regional scale and may incorporate different types of information in an objective manner. It is first successfully tested with simulated data, and then it is used to evaluate Oklahoma's regional seismicity.

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Section: Identification and Characterization Of Seismic Intervalsmentioning

confidence: 99%

Section: Application To the Oklahoma Earthquake Catalogmentioning

confidence: 99%

Bayesian identification of multiple seismic change points and varying seismic rates caused by induced seismicity

Montoya-Noguera

Wang

2017

Geophysical Research Letters

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“…If the considered GM intensity measure is the spectral acceleration, Sa(T), at a vibration period of interest, T, and referring to some damping factor, the main result of PSHA is the rate of seismic events (λ Sa(T) > sa ) exceeding a threshold value (sa) at the site of interest. Such a rate, which completely defines the homogeneous Poisson process regulating the occurrence of earthquakes causing the exceedance of sa over time, 3 can be computed as per Equation (1), that is the hazard integral, which is written assuming that the site is subjected to earthquakes from s sources:…”

Section: Psha and Epicentral Areasmentioning

confidence: 99%

“…According to the performance-based seismic design paradigm, 1 as acknowledged by several contemporary building codes such as the Italian code or the Eurocode 8 (EC8), 2 seismic actions derive from probabilistic seismic hazard analysis or PSHA. 3,4 In fact, in most worldwide codes, design ground motion (GM) is represented in terms of the uniform hazard spectrum (UHS), that is, a spectrum with ordinates that, taken individually, have the same probability of being exceeded in a given time interval or, equivalently, same return period of exceedance (T r ). The return period used for design depends on the performance of interest; ie, the limit state.…”

Section: Introductionmentioning

confidence: 99%

Peak‐over‐threshold: Quantifying ground motion beyond design

Cito

Iervolino

2020

Earthq Engng Struct Dyn

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SUMMARY In performance‐based seismic design, as adopted by several building codes worldwide, the structural performance is verified against ground motions that have predetermined exceedance return periods at the site of interest. Such a return period is evaluated by means of probabilistic seismic hazard analysis (PSHA), and the corresponding ground motion is often represented by the uniform hazard spectrum (UHS). The structural performance for ground motions larger than those considered in this design approach is, typically, not explicitly controlled under the assumption that they are sufficiently rare. On one hand, this does not achieve uniform safety at sites characterized by different design ground motions corresponding to the same return period; on the other hand, exceedances of the design spectra are systematically observed over large areas, for example in Italy. The latter issue is because of the nature of UHS, the exceedance of which is likely‐to‐almost‐certain when the construction site is in the epicentral area of moderate‐to‐high magnitude earthquakes (ie, the design spectrum may be not conservative at these locations), especially if PSHA is based on seismic source zones. The former is partially because of the systematic difference of ground motions for return periods larger than the design one at the different sites. Quantification of the expected ground motion given the exceedance of the design ground motions (ie, the recently introduced as the expected peak‐over‐threshold or POT) can be of help in quantitatively assessing these issues. In the study, a procedure to compute the POT distribution is derived first; second, POT spectra are introduced and used to help understanding why and how seismic structural reliability of code‐conforming structures decreases as the seismic hazard of the site increases; third, expected and 95th percentile POT maps are shown for Italy to discuss how much high hazard sites are exposed to much larger peak‐over‐threshold with respect to mid‐hazard and low‐hazard sites; finally the POT is discussed with respect to the slope of the hazard curve (in log‐log scale) at the threshold, a known proxy for ground motion beyond design. All data presented in the maps are made available for the interested reader as a supplemental archive.

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“…Some of these reported studies include BHP House in Melbourne (Melbourne, 1975), CN Tower in Toronto, (Isyumov & Brignall, 1975), Commerce Court Tower in Toronto (Dalgliesh et al, 1983), Allied Bank Plaza…”

Section: Long-term Monitoring Of Wind-induced Building Vibrationmentioning

confidence: 99%

Behaviour of tall buildings and structures in strong winds: Dynamic properties, response characteristics and vibration mitigation

Kwok¹

2013

AJSE

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This paper presents techniques and instrumentation employed in the measurement of dynamic structural properties of tall buildings and structures, long-term monitoring of their responses in strong winds, and vibration mitigation systems installed in actual buildings and structures. The merits and limitations of these techniques are discussed. Natural frequencies of vibration, defl ected mode shapes and damping values can be determined reliably through dynamic measurements on actual buildings, and these results provide invaluable validations of numerical modelling techniques and generalised prediction formulae. The improved accuracy of prediction processes, coupled with a better understanding of building performance in strong winds, through long-term building monitoring, can lead to signifi cant cost savings in the wind-resistant design and construction of tall buildings.

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Comparison of model and full-scale accelerations of a high-rise building

Cited by 37 publications

References 2 publications

Bayesian identification of multiple seismic change points and varying seismic rates caused by induced seismicity

Bayesian identification of multiple seismic change points and varying seismic rates caused by induced seismicity

Peak‐over‐threshold: Quantifying ground motion beyond design

Behaviour of tall buildings and structures in strong winds: Dynamic properties, response characteristics and vibration mitigation

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