Near-Source Ground Motion and its Effects on Flexible Buildings

Hall, John F.; Heaton, Thomas H.; Halling, Marvin W.; Wald, David J.

doi:10.1193/1.1585828

Cited by 697 publications

(355 citation statements)

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“…1). The pulse is of particular interest from a structural earthquake-engineering point of view, because the demand on the structure is amplified when the natural period of the structure equals the pulse period (e.g., Biggs, 1964;Veletsos et al, 1965;Anderson and Bertero, 1987;Hall et al, 1995). In particular, the pulse period has been shown to be a critical parameter for design spectra, strength-reduction factors, damping modification factors, residual displacements, and ductility demands (Alavi and Krawinkler, 2001;Mavroeidis et al, 2004;Hubbard and Mavroeidis, 2011;Ruiz-Garcia, 2011;Liossatou and Fardis, 2016).…”

Section: Introductionmentioning

confidence: 99%

Spatial Variability of the Directivity Pulse Periods Observed during an Earthquake

Fayjaloun¹,

Causse²,

Cornou³

et al. 2016

Bulletin of the Seismological Society of America

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The ground velocity pulses generated by rupture directivity effects in the near-fault region can cause a large amount of damage to structures. Proper estimation of the period of such velocity pulses is of particular importance in characterizing near-fault seismic hazard and mitigating potential damage. We propose a simple equation to determine the pulse period as a function of the site location with respect to the fault rupture (defined by the hypocentral distance hypD, the closest distance to the rupture area clsD, and the length of the rupture area that breaks toward the site D) and some basic rupture properties (average rupture speed and average rise time). Our equation is first validated from a dataset of synthetic velocity time histories, deploying simulations of various strike-slip extended ruptures in a homogeneous medium. The analysis of the synthetic dataset confirms that the pulse period does not depend on the whole rupture area, but only on the parameter D. It also reveals that the pulse period is not sensitive to the level of slip heterogeneity on the fault plane. Our model is tested next on a real dataset build from the Next Generation Attenuation-West2 Project database, compiling 110 observations of velocity pulse periods from 10 strike-slip events and 6 non-strike-slip events. The standard deviation of the natural logarithm residuals between observations and predictions is ∼0:5. Furthermore, the correlation coefficient between observations and predictions equals ∼0:8, indicating that despite its simplicity, our model explains fairly well the spatial variability of the pulse periods.

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Section: Introductionmentioning

confidence: 99%

Spatial Variability of the Directivity Pulse Periods Observed during an Earthquake

Fayjaloun¹,

Causse²,

Cornou³

et al. 2016

Bulletin of the Seismological Society of America

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“…The early work of Veletsos et al [16] was followed by the papers of Hall et al [17], Makris [18], Makris and Chang [19], Alavi and Krawinkler [20] and more recently by the papers of Mavroeidis and Papageorgiou [21] and Vassiliou and Makris [22]. Physically realizable pulses can adequately describe the impulsive character of near-fault ground motions both qualitatively and quantitatively.…”

Section: Overturning Spectra -Self Similar Responsementioning

confidence: 99%

“…What is important to recognize is that several strong ground motions contain a distinguishable acceleration pulse which is responsible for most of the inelastic deformation of structures (Hall et al [17], Makris and Chang [19], Alavi and Krawinkler [20], Makris and Psychogios [28], Karavassilis et al [23] among others). A mathematically rigorous and easily reproducible methodology based on wavelet analysis to construct the best matching wavelet has been recently proposed by Vassiliou and Makris [22].…”

Section: Overturning Spectra -Self Similar Responsementioning

confidence: 99%

Rocking Response and Stability Analysis of an Array of Free-Standing Columns Capped With a Free-Standing Rigid Beam

Makris¹,

Vassiliou²

2014

Proceedings of the 4th International Conference on Computational Methods in Structural Dynamics and Earthquake Engineering (COM

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Abstract. This paper investigates the planar rocking response of an array of free-standing columns capped with a freely supported rigid beam in an effort INTRODUCTIONUnder base shaking slender objects and tall rigid structures may enter into rocking motion that occasionally results in overturning. Early studies on the seismic response of a slender rigid block were presented by Milne [1]; however, it was Housner [2] who uncovered a sizefrequency scale effect which explained why: (a) the larger of two geometrically similar blocks can survive the excitation that will topple the smaller block; and (b) out of two same acceleration amplitude pulses, the one with the longer duration is more capable to induce overturning. Following Housner's seminal paper a number of studies have been presented to address the complex dynamics of one of the simplest man-made structures-the free standing rigid column.Yim et al. [3] conducted numerical studies by adopting a probabilistic approach, Aslam et al. [4] confirmed with experimental studies that the rocking response of rigid blocks is sensitive to system parameters; while Psycharis and Jennings [5] examined the uplift of rigid bodies supported on viscoelastic foundation. Subsequent studies by Spanos and Koh [6] investigated the rocking response due to harmonic steady-state loading and identified "safe" and "unsafe" regions together with the fundamental and suharmonic modes of the system. Their study was extended by Hogan [7], [8] who further elucidated the mathematical structure of the problem by introducing the concepts of orbital stability and Poincare sections. The transient rocking response of free-standing rigid blocks was examined in depth by Zhang and Makris [9] who showed that there exist two modes of overturning: (a) by exhibiting one or more impacts; and (b) without exhibiting any impact. The existence of the second mode of overturning results in a safe region that is located on the acceleration-frequency plane above the minimum overturning acceleration spectrum. The fundamental differences between the response of a rocking rigid column (inverted pendulum) and the response of the linear elastic oscillator (regular pendulum) led to the development of the rocking spectrum (Makris and Konstantinidis In this paper we investigate the planar rocking response of an array of free-standing columns capped with a freely supported rigid beam as shown schematically in Figure 1. Herein we use the term "rocking frame" for the one degree of freedom structure shown in Figure 1. Sliding does not occur either at the pivot points at the base or at the pivot points at the capbeam. Our interest to this problem was partly motivated from the need to explain the remarkable seismic stability of ancient free-standing columns which support heavy free standing epistyles together with the even heavier frieze atop. As an example, Figure 2 shows the entrance view of the late archaic temple of Aphaia in the island of Aegina nearby Athens, Greece. Dates ranging from 510BC to 470BC have been proposed fo...

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“…In contrast, the predominantly reverse rupture mechanism of the Christchurch earthquake and the causative fault orientation only resulted in forward directivity effects in areas south of the city along the Port Hills. Several studies have examined the detrimental effects of near-fault motions on building structures (e.g., Hall et al, 1995;Alavi and Krawinkler, 2001;and Luco and Cornell, 2007), but relatively little attention has been given to near-fault effects on liquefaction, hence the objective of this study.…”

Section: Introductionmentioning

confidence: 99%

Liquefaction effects on structures

2014

Soil Liquefaction During Recent Large-Scale Earthquakes

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The objective of this study is to examine the influence of near-fault motions on liquefaction triggering in Christchurch and neighboring towns during the 2010-2011 Canterbury earthquake sequence (CES). The CES began with the 4 September 2010, M w 7.1 Darfield earthquake and included up to ten events that triggered liquefaction. However, most notably, widespread liquefaction was induced by the Darfield earthquake and the M w 6.2, 22 February 2011 Christchurch earthquake. Of particular relevance to this study is the forward directivity effects that were prevalent in the motions recorded during the Darfield earthquake, and to a much lesser extent, during the Christchurch earthquake. A 2D variant of the Richart-Newmark fatigue theory was used to compute the equivalent number of cycles (n eq ) for the ground motions, where volumetric strain was used as the damage metric. This study is unique because it considers the contribution and phasing of both the fault-normal and fault-parallel components of motion on n eq and the magnitude scaling factor (MSF). It was found that when the fault-normal and fault-parallel motions were treated individually, the former yielded a lower n eq than the latter. Additionally, when the combined effects of fault-normal and fault-parallel components were considered, it was found that the MSF were higher than those commonly used. This implies that motions containing near-fault effects are less demanding on the soil than motions that do not. This may be one of several factors that resulted in less severe liquefaction occurring during the Darfield earthquake than the Christchurch earthquake.

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Near-Source Ground Motion and its Effects on Flexible Buildings

Cited by 697 publications

References 0 publications

Spatial Variability of the Directivity Pulse Periods Observed during an Earthquake

Spatial Variability of the Directivity Pulse Periods Observed during an Earthquake

Rocking Response and Stability Analysis of an Array of Free-Standing Columns Capped With a Free-Standing Rigid Beam

Liquefaction effects on structures

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