Research Papers: Seismic Engineering

Attenuation Effects of a Single Deck Floating Roof in a Liquid Storage Tank

[+] Author and Article Information
Mohammad Ali Goudarzi

Structural Engineering Research Center,
International Institute of Earthquake Engineering and Seismology (IIEES),
No. 21, Arghavan Street,
North Dibajee, Farmanieh,
Tehran 11369, Iran
e-mail: m.a.goodarzi@iiees.ac.ir

Contributed by the Pressure Vessel and Piping Division of ASME for publication in the JOURNAL OF PRESSURE VESSEL TECHNOLOGY. Manuscript received November 23, 2012; final manuscript received April 24, 2013; published online November 7, 2013. Assoc. Editor: Chong-Shien Tsai.

J. Pressure Vessel Technol 136(1), 011802 (Nov 07, 2013) (7 pages) Paper No: PVT-12-1174; doi: 10.1115/1.4025344 History: Received November 23, 2012; Revised April 24, 2013

Liquid-roof interaction imposes a complicated distribution of out-of-plane deformation on the single-deck type floating roof (SDRF), which is the main source of considerable seismic stresses in floating roof. In this paper, an analytical solution for evaluating the dynamic interaction between the liquid and the floating roof is developed. Main physical and geometrical parameters are involved by the proposed analytical solution (PAS) for evaluating the seismic stresses of a single deck floating roof tanks (SDFR). The results of PAS are compared with the results of existing empirical formulas for various dimensions of SDRF tanks. In order to assess the validity of PAS for various sloshing wave height, a numerical model based on finite element method is established and the PAS results are compared with the finite element method (FEM) analysis results. The PAS predictions are in very good agreement with both the available empirical formula and the numerical model results.

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Fig. 1

Second sloshing mode shape for the tank without floating roof

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Fig. 2

Schematic deformation of floating roof and related parameters

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Fig. 3

Contraction of pontoon due to the second sloshing mode

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Fig. 4

Comparison between PAS and existing empirical relation

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Fig. 5

Time history results of maximum sloshing wave height and relative out of plane deformation (smaller excitation amplitude)

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Fig. 6

Time history results of maximum sloshing wave height and relative out of plane deformation (larger excitation amplitude)

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Fig. 7

Comparison of attenuation factor extracted from numerical analysis with those estimated by proposed analytical solution and empirical formula for two different values of maximum sloshing wave heights




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