Investigation on Buckling Behavior of Cylindrical Liquid Storage Tanks Under Seismic Excitation: 2nd Report — Investigation on the Nonlinear Ovaling Vibration at the Upper Wall
Abstract:When a thin walled cylindrical liquid storage tank suffers a large seismic base excitation, buckling phenomena such as elephant foot bulge at the bottom portion and nonlinear ovaling vibration at the upper portion shows nonlinearity between the input and response level and suddenly occurs for the excessive input level, thus will be called as “nonlinear ovaling vibration” hereafter in this paper, may be caused. In the 1st report, the elephant foot bulge phenomena and the liquid pressure effects were investigate… Show more
“…으로 나누 어 고려하였다 [5] . 그 이후 Veletsos, Yang, Haroun, Housner, Malhotra, Natchigall, Maekawa 등에 의해 액 체저장탱크의 동적거동에 대한 연구가 이뤄졌고, 실제 액체 저장탱크에서 발생하는 유체동수압은 구조물 벽체의 유연성 에 크게 의존한다는 것을 발견하였다 [6], [7], [8], [9], [10], [11], [12], [13] . …”
Section: 과거에 발생한 실제 지진에 의한 탱크의 피해 형태는 대부unclassified
-Stability of cylindrical liquid storage tanks under seismic excitation could prevent catastrophic disaster of human life and economic loss. Domestic provisions on allowable compressive stress in tank walls to prohibit buckling failure are either incomplete or inconsistent, so foreign specifications such as API 650, BS EN 1998-4:2006 or New Zealand Standards are employed in stability design. In this study, response spectrum analyses are performed for plant tanks having different ratios of height to diameter or diameter to thickness to calculate hydrodynamic pressure on tank walls. Then nonlinear buckling analyses are conducted to estimate magnitude of buckling stress. By comparing analysis results with those from foreign design specifications, appropriate domestic design provisions are suggested.
“…으로 나누어 고려하였다 [5] . 그 이후 Veletsos, Yang, Haroun, Housner, Malhotra, Natchigall, Maekawa 등에 의해 액 체저장탱크의 동적거동에 대한 연구가 이뤄졌고, 실제 액체 저장탱크에서 발생하는 유체동수압은 구조물 벽체의 유연성 에 크게 의존한다는 것을 발견하였다 [6], [7], [8], [9], [10], [11], [12], [13] . …”
Section: 과거에 발생한 실제 지진에 의한 탱크의 피해 형태는 대부unclassified
-Stability of cylindrical liquid storage tanks under seismic excitation could prevent catastrophic disaster of human life and economic loss. Domestic provisions on allowable compressive stress in tank walls to prohibit buckling failure are either incomplete or inconsistent, so foreign specifications such as API 650, BS EN 1998-4:2006 or New Zealand Standards are employed in stability design. In this study, response spectrum analyses are performed for plant tanks having different ratios of height to diameter or diameter to thickness to calculate hydrodynamic pressure on tank walls. Then nonlinear buckling analyses are conducted to estimate magnitude of buckling stress. By comparing analysis results with those from foreign design specifications, appropriate domestic design provisions are suggested.
“…The buckling at the top of a tank due to earthquakes has frequently been attributed to the sloshing component of the hydrodynamic response of the tank-liquid system [13]. However, both Morita et al [12] and Natsiavas and Babcock [9] proved that this buckling mode arises mostly from the impulsive action of the hydrodynamic response of the liquid; the sloshing action may contribute to the occurrence of this type of buckling, but it is not the main cause.…”
Section: Introductionmentioning
confidence: 96%
“…[11] and Morita et al [12]. The dynamic buckling studies by Natsiavas and Babcock [9] considered an open-top tank under horizontal harmonic base acceleration for a tall tank with a height to diameter ratio H /D = 2.1.…”
Section: Introductionmentioning
confidence: 98%
“…The dynamic buckling studies by Natsiavas and Babcock [9] considered an open-top tank under horizontal harmonic base acceleration for a tall tank with a height to diameter ratio H /D = 2.1. Dynamic and static experimental studies were performed by Nagashima et al [10] and Morita et al [12] for tall tanks with a roof. Nagashima et al [10] considered horizontal and vertical harmonic base acceleration for tanks with H /D = 2, while horizontal and vertical harmonic and simulated earthquake excitation were used by Morita et al [12] for tanks in nuclear facilities with H /D = 1.2 and 1.3.…”
Section: Introductionmentioning
confidence: 99%
“…Dynamic and static experimental studies were performed by Nagashima et al [10] and Morita et al [12] for tall tanks with a roof. Nagashima et al [10] considered horizontal and vertical harmonic base acceleration for tanks with H /D = 2, while horizontal and vertical harmonic and simulated earthquake excitation were used by Morita et al [12] for tanks in nuclear facilities with H /D = 1.2 and 1.3. The buckling at the top of a tank due to earthquakes has frequently been attributed to the sloshing component of the hydrodynamic response of the tank-liquid system [13].…”
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