3-D Shake Table Tests on Full-Scale 5-Story Steel Building With Oil Dampers

Kasai, Kazuhiko; Yamagiwa, Hajime; Sekikawa, Hisanori; Baba, Yuki; Ito, Hiroshi; Hikino, Tsuyoshi; Ooki, Yoji

doi:10.3130/aijs.78.1999

Cited by 19 publications

(47 citation statements)

References 1 publication

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“…Again, this is in agreement with observations by Vargas and Bruneau (2009). However, it contradicts the findings by Kasai et al (2010) for tests under white noise motions. Now, it was recognised that the source of damping in the model structure was not viscous damping (Lazan, 1968, Charney, 2008.…”

Section: Shaking Table Tests With White Noise Inputsupporting

confidence: 60%

“…Reductions of the lateral displacements and inter-storey drifts by 70% and an increment of the damping ratio, from 2% to 5%, were appreciated. Kasai et al (2010) tested a full-scale five-storey steel building frame equipped with four different types of dampers (including BRBs) on a shaking table in Japan. The frame was subjected to the Takatori ground motion of the 1995 Kobe earthquake.…”

Section: Introductionmentioning

confidence: 99%

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Experimental Studies of a Steel Frame Model With and Without Buckling-Restrained Braces

Guerrero

Escobar

2016

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This paper presents comparative experimental studies of a five-storey steel-frame model at a scale of 1/10 with, and without, buckling-restrained braces (BRBs). The building model was subjected to free vibration tests and shaking table tests. The latter were conducted using low-intensity white noise and seismic input. From the free vibration tests and shaking table tests with low-intensity white noise, it was found that the BRBs contributed a significant amount of damping. This happened to the model even at low levels of vibration. The shaking table tests with seismic input were conducted using seven earthquake records, taken in the lakebed zone of Mexico City with seismic intensities from pga=0.1g to 0.25g. At an intensity of pga=0.1g, the results show that the model fitted with BRBs had a significantly smaller response than the bare model, in terms of displacement, inter-storey drift, floor velocity and floor acceleration. The higher intensities were only applied to the model fitted with BRBs. The results indicate that the model with BRBs was able to withstand about 2.5 times the seismic intensity of the bare model, in terms of lateral displacement, inter-storey drift and Arias Intensity, as a measure of the energy contents of the movement. At the end of the tests, all BRBs were removed and the model remained in its original undamaged state.Keywords: buckling-restrained braces (BRBs); free vibration tests; shaking table tests; steel-frame model; lakebed zone of Mexico City RESUMENEste artículo presenta estudios experimentales en un marco de acero de cinco niveles, a escala natural de 1/10, con y sin contraventeos restringidos al pandeo (CRP). El modelo fue sometido a pruebas de vibración libre y en mesa vibradora. Estas últimas se realizaron con movimientos a base de ruidos blancos de baja intensidad y con movimientos sísmicos. De las pruebas de vibración libre y de mesa vibradora con ruidos blancos se encontró que los CRP incrementaron de manera muy importante el nivel de amortiguamiento en el modelo. Esto sucedió aun cuando el modelo se sometió a niveles de vibración baja que no generaron respuesta no lineal. Para las pruebas con movimientos sísmicos se utilizaron siete acelerogramas registrados en la zona del lago de la Ciudad de México, escalados a intensidades entre pga=0.1g y 0.25g, siendo pga la aceleración máxima de piso y g la aceleración de la gravedad. A la intensidad de pga=0.1g, los resultados muestran que el modelo equipado con CRP tuvo una respuesta mucho menor al caso sin CRP; esto en términos de desplazamientos, distorsión de entrepiso, velocidad y aceleraciones de piso. Las intensidades mayores fueron sólo aplicadas en el modelo con CRP. Los resultados indican que el modelo con CRP pudo acomodar hasta 2.5 veces más Artículo recibido el 17 de diciembre de 2015 y aprobado para su publicación el 7 de diciembre de 2016. Se aceptarán comentarios y/o discusiones hasta cinco meses después de su publicación.

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Section: Shaking Table Tests With White Noise Inputsupporting

confidence: 60%

Section: Introductionmentioning

confidence: 99%

Experimental Studies of a Steel Frame Model With and Without Buckling-Restrained Braces

Guerrero

Escobar

2016

RIS

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“…The outline of the shaking table test was shown by Kasai et al [1] and Hikino et al [2]. The tests were performed setting various types of dampers in order of steel, viscous, oil and viscoelastic on a full scale 5-story steel-frame structure.…”

Section: Outline Of Testmentioning

confidence: 99%

“…Notable reductions in the frame stiffness during excitation were observed during the test. During the Takatori wave excitation of the steel damper structure, the frame stiffness dropped to 85% of the initial stiffness at 40% input, and to 75% of the initial stiffness at 100% input [1]. The model in this paper did not consider such effects since the frame structure was considered to be an elastic body.…”

Section: Study Of the Effects Of Restoring Characteristics And Beam-ementioning

confidence: 99%

Three-Dimensional Simulation Analysis of a Full-Scale 5-Story Building With Steel Dampers

Nakamura¹,

Suzuki²,

Nakamura³

2014

Proceedings of 10th World Congress on Computational Mechanics

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“…However, the actual performance of these passive devices during major and catastrophic earthquakes has never been tested. In 2007, Japan tested a full-scale five-story steel frame building with different types of passive dampers on the E-Defense, which is the largest threedimensional shaking table in the world, to validate the performance of these passive dampers under extreme circumstances (Ji et al, 2013, Kasai et al, 2010. The yielding of the frame member cases and ultimate state of dampers were never investigated experimentally because the frame members remained mostly elastic during the shaking table tests.…”

Section: Introductionmentioning

confidence: 99%

Performance Study of an Eight-story Steel Building Equipped with Oil Dampers Damaged During the 2011 Great East Japan Earthquake Part 1: Structural Identification and Damage Reasoning

Xie

Cao

Funaki

et al. 2015

Journal of Asian Architecture and Building Engineering

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Oil dampers installed on the first floor of an eight-story steel building were completely destroyed during the 2011 Great East Japan Earthquake. It is believed to be the first time in the world that real oil dampers in service failed due to earthquakes. Before this failure event, the actual performance of buildings that use oil dampers during catastrophic earthquakes has never been verified. Investigating the cause of the damage of the oil dampers is thus necessary and urgent. In this paper, a comprehensive identification was conducted to rebuild the numerical model of this damped structure equipped with/without damaged oil dampers using the measurement data of the installed monitoring system. Furthermore, the damage process of the oil dampers was postulated based on the identification and simulation results. The limit states of the oil dampers were studied. Based on the damages of the dampers and connection, the oil dampers experienced the displacement limit state when the allowable displacement limit was surpassed and the central cylinder pushed against the abutment. The insufficient stroke limit is the main cause of the collision between the damper and the abutment on the floor, which finally led to the failure of the oil dampers.

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3-D Shake Table Tests on Full-Scale 5-Story Steel Building With Oil Dampers

Cited by 19 publications

References 1 publication

Experimental Studies of a Steel Frame Model With and Without Buckling-Restrained Braces

Experimental Studies of a Steel Frame Model With and Without Buckling-Restrained Braces

Three-Dimensional Simulation Analysis of a Full-Scale 5-Story Building With Steel Dampers

Performance Study of an Eight-story Steel Building Equipped with Oil Dampers Damaged During the 2011 Great East Japan Earthquake Part 1: Structural Identification and Damage Reasoning

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