Response of pure-friction sliding structures to three components of earthquake excitation

Shakib, Hamzeh; Fuladgar, A.

doi:10.1016/s0045-7949(02)00444-3

Cited by 40 publications

(15 citation statements)

References 15 publications

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“…On the other hand, the u br for unilateral ground motions are considerably lower than bilateral and triaxial ground motions with no significant difference between bilateral and triaxial ground motions for all period range of the superstructure. These observations agree with Shakib and Fuladgar [2003] for P-F system. Mean absolute error spectra of the errors in the € u ar , u br and peak resultant base…”

Section: Figure 12supporting

confidence: 90%

“…They concluded that if isolator deformations larger than 150 mm are expected, exact structural model with vertical flexibility should be used for dynamic analysis including vertical ground motion component and large isolator deformations. Shakib and Fuladgar [2003] evaluated the effect of vertical ground motion on the response of a three-dimensional single-story structure resting on the P-F system and stated that the peak absolute acceleration and peak base displacement of the low period Rabiei and Emdad [2008] for structures supported on the FPS. In spite of the thorough work already done to understand the dynamic behavior of sliding structures, there are still important aspects of the behavior of structures isolated by the double sliding surfaces as in the DVFPI that need further investigation.…”

Section: Introductionmentioning

confidence: 99%

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Response of the Double Variable Frequency Pendulum Isolator under Triaxial Ground Excitations

Panchal¹,

Jangid²,

Soni³

et al. 2010

Journal of Earthquake Engineering

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Modeling techniques of double variable frequency pendulum isolator (DVFPI) are presented. Seismic responses of the three-dimensional single-story building isolated by DVFPI with different coefficient of friction and initial time period of top and bottom sliding surfaces are investigated under triaxial ground motions and compared with unilateral and bilateral ground excitations. Furthermore, the influence of vertical flexibility on horizontal response is also investigated. It is observed that the triaxial ground motion has noticeable effect on response of the building relative to unilateral ground motion. The error in peak resultant base shear, occurring by neglecting vertical ground motion component, could be significant.

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Section: Figure 12supporting

confidence: 90%

Section: Introductionmentioning

confidence: 99%

Response of the Double Variable Frequency Pendulum Isolator under Triaxial Ground Excitations

Panchal¹,

Jangid²,

Soni³

et al. 2010

Journal of Earthquake Engineering

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“…Yu et al (1997) have reported about 21 % increase in axial load of columns and about 7 % variation in their moments. In another work, however, Shakib and Fuladgar (2003) have studied a base isolated structure subjected to vertical and horizontal component of earthquake in which axial load in columns of the studied structures was up to three times of what it was expected (without considering the vertical component of the earthquakes). Generally, it is believed that the effects of vertical component of earthquake in structural responses are more pronounced in the near fault regions (e.g., Button et al 2002;Kunnath et al 2008;Bommer et al 2011;Gülerce and Abrahamson 2011).…”

Section: Introductionmentioning

confidence: 99%

Ground motion prediction equations for horizontal and vertical components of acceleration in Northern Iran

Soghrat

Ziyaeifar

2016

J Seismol

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Recent studies have shown that the vertical component of ground motion can be quite destructive on a variety of structural systems. Development of response spectrum for design of buildings subjected to vertical component of earthquake needs ground motion prediction equations (GMPEs). The existing GMPEs for northern Iranian plateau are proposed for the horizontal component of earthquake, and there is not any specified GMPE for the vertical component of earthquake in this region. Determination of GMPEs is mostly based on regression analyses on earthquake parameters such as magnitude, site class, distance, and spectral amplitudes. In this study, 325 three-component records of 55 earthquakes with magnitude ranging from M w 4.1 to M w 7.3 are used for estimation on the regression coefficients. Records with distances less than 300 km are selected for analyses in the database. The regression analyses on earthquake parameters results in determination of GMPEs for peak ground acceleration and spectral acceleration for both horizontal and vertical components of the ground motion. The correlation between the models for vertical and horizontal GMPEs is studied in details. These models are later compared with some other available GMPEs. According to the result of this investigation, the proposed GMPEs are in agreement with the other relationships that were developed based on the local and regional data.

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“…They concluded that if isolator deformations larger than 15 cm are expected, exact structural model with vertical flexibility should be used for dynamic analysis including vertical ground motion component and large isolator deformations. Shakib and Fuladgar (2003) evaluated the effect of vertical ground motion on the response of a threedimensional single-story structure resting on the P-F system and stated that the peak absolute acceleration and peak base displacement of the low period superstructure may be underestimated if the vertical component of earthquake is not considered. In spite of the thorough work already done to understand the effect of vertical component of the on the dynamic behaviour of sliding structures, especially buildings, there are still important aspects of the behaviour of liquid storage tanks isolated by the VFPI under triaxial ground excitations that need further investigation.…”

Section: Effect Of the Vertical Acceleration On The Response Of The Vmentioning

confidence: 99%

Seismic response of liquid storage steel tanks with variable frequency pendulum isolator

Panchal¹,

Jangid

2011

KSCE J Civ Eng

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The seismic response of liquid storage steel tanks (slender and broad) isolated with Variable Frequency Pendulum Isolators (VFPIs) is investigated under normal component of six near-fault ground motions. The continuous liquid mass is lumped as convective mass, impulsive mass and rigid mass. The corresponding stiffness associated with these lumped masses is worked out depending upon the properties of the tank wall and liquid mass. The frictional forces mobilized at the interface of the VFPI are assumed to be velocity independent. The governing equations of motion of liquid storage steel tanks isolated with the VFPIs are derived and solved in the incremental form using Newmark's step-by-step method assuming linear variation of acceleration over small time interval. For comparative study, the seismic response of liquid storage steel tanks with the VFPIs is compared with that of the same liquid storage steel tanks isolated using the Friction Pendulum Systems (FPSs). In order to measure the effectiveness of isolation system, the seismic response of isolated steel tanks is compared with that of the non-isolated steel tanks. Further, a parametric study has been carried out to critically examine the behaviour of liquid storage steel tanks isolated with VFPIs. The important parameters considered are the friction coefficient of the VFPI, the Frequency Variation Factor (FVF) of the VFPI and the tank aspect ratio. The difference between the liquid storage tanks isolated with the VFPI and the FPS isolators subjected to the harmonic and far-field ground motions was also investigated in this study. Effect of vertical component of ground motions on the behaviour of the VFPI-isolated liquid storage tanks is investigated under triaxial ground excitations by considering the interaction of forces in two orthogonal directions. From these investigations, it is concluded that seismic response, viz. the base shear, the sloshing displacement and the impulsive displacement, of liquid storage steel tanks during near-fault ground motions can be controlled within a desirable range with the installation of the VFPI. Under strong harmonic excitations, the base shear of the VFPI reduces than that of the FPS whereas the sloshing displacement, the impulsive displacement and the isolator displacement of the VFPI exceeds than that of the FPS. It is also found that the isolation by the FPS and VFPI isolators has almost the same effect in the tank to the far-field ground motions. The triaxial ground motions have noticeable effect on the response of the VFPI-isolated liquid storage tanks relative to unilateral ground motion and if ignored, the sliding displacement and base shear will be underestimated.

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Response of pure-friction sliding structures to three components of earthquake excitation

Cited by 40 publications

References 15 publications

Response of the Double Variable Frequency Pendulum Isolator under Triaxial Ground Excitations

Response of the Double Variable Frequency Pendulum Isolator under Triaxial Ground Excitations

Ground motion prediction equations for horizontal and vertical components of acceleration in Northern Iran

Seismic response of liquid storage steel tanks with variable frequency pendulum isolator

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