Estimating Time Scales and Length Scales in Pulselike Earthquake Acceleration Records with Wavelet Analysis

Vassiliou, Michalis F.; Makris, Nicos

doi:10.1785/0120090387

Cited by 118 publications

(124 citation statements)

References 32 publications

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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%

“…The more sophisticated model of Mavroeidis and Papageorgiou [21] involves 4 parameters which are the pulse period, the pulse amplitude, the pulse phase and the number of half cycles. Recently, Vassiliou and Makris [22] used the Mavroeidis and Papageorgiou model [21] in association with wavelet analysis to develop a mathematically formal and objective procedure to extract the time scale and length scale of strong ground motions.…”

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%

“…Two of the strongest ground motions recorded in Greece are the 1973 Lefkada record and the 1995 Aigion record (Vassiliou and Makris [22]). Both records exhibit distinguishable acceleration pulses with durations T p ≈0.6s.…”

Section: Seismic Stability Of Ancient Columns Supporting Epistylesmentioning

confidence: 99%

“…Nevertheless, in order to stress the main finding of this study -that top-heavy free-standing rocking frames enjoy ample seismic stability -we examine the planar seismic response of the free standing two column bridge bent shown in Figure 10 when subjected to six strong-motion historic records listed in Table 1. The values of the acceleration amplitude, a p , and pulse period, T p , shown in last two columns of Table 1 have been determined with the extended wavelet transform (Vassiliou and Makris [22]). Figure 11 plots the time histories of the normalized rotation, θ/α, together with the vertical uplift, v(t), and the horizontal drift, u(t), of the free standing rocking bridge bent shown in Note that for all six strong ground motions selected in this analysis the frame rotation, θ, is less than 1/3 of the slenderness, α, of the columns (θ/α<0.33); therefore the free-standing rocking frame exhibits ample seismic stability.…”

Section: Rocking Isolation Of Bridges -Proof Of Conceptmentioning

confidence: 99%

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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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Section: Overturning Spectra -Self Similar Responsementioning

confidence: 99%

Section: Overturning Spectra -Self Similar Responsementioning

confidence: 99%

Section: Overturning Spectra -Self Similar Responsementioning

confidence: 99%

Section: Seismic Stability Of Ancient Columns Supporting Epistylesmentioning

confidence: 99%

Section: Rocking Isolation Of Bridges -Proof Of Conceptmentioning

confidence: 99%

See 3 more Smart Citations

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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Extraction method using sinusoidal waves to simplify earthquake ground motion

Yamamoto

Satō

Inoue

2018

Japan Architectural Review

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The existence of ‘complete similarities’ in the response of seismic isolated structures subjected to pulse‐like ground motions and their implications in analysis

Makris

Vassiliou

2010

Earthq Engng Struct Dyn

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In this paper the seismic response of isolated structures supported on bearings with bilinear and trilinear behavior is revisited with dimensional analysis in an effort to better understand the relative significance of the various parameters that control the mechanical behavior of isolation systems. An isolation system that consists of lead rubber bearings or of single concave spherical sliding bearings exhibits bilinear behavior; whereas, when a double concave configuration is used the behavior is trilinear. For the case of bilinear behavior it is well known that the value of the normalized yield displacement is immaterial to the response of the isolated superstructure-or, in mathematical terms, that the response of the bilinear oscillator exhibits complete similarity in the dimensionless yield displacement. Similarly, for the case of trilinear behavior the paper shows that the presence of the intermediate slope is immaterial to the peak response of most isolated structures-a finding that shows the response of the trilinear oscillator exhibits a complete similarity in the difference between the coefficients of friction along the two sliding surfaces as well as in the ratio of the intermediate to the final slope. This finding implies that even when the coefficients of friction of the two sliding surfaces are different, the response of isolated structures for most practical configurations can be computed with confidence by replacing the double concave spherical bearings with single concave spherical bearings with an effective radius of curvature and an effective coefficient of friction.

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Estimating Time Scales and Length Scales in Pulselike Earthquake Acceleration Records with Wavelet Analysis

Cited by 118 publications

References 32 publications

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

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

Extraction method using sinusoidal waves to simplify earthquake ground motion

The existence of ‘complete similarities’ in the response of seismic isolated structures subjected to pulse‐like ground motions and their implications in analysis

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