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CivilComp Proceedings
ISSN 17593433 CCP: 75
PROCEEDINGS OF THE SIXTH INTERNATIONAL CONFERENCE ON COMPUTATIONAL STRUCTURES TECHNOLOGY Edited by: B.H.V. Topping and Z. Bittnar
Paper 47
Seismic Response Envelopes of a Tank Supported at the Base R.C. Barros
Department of Civil Engineering, University of Porto, Portugal R.C. Barros, "Seismic Response Envelopes of a Tank Supported at the Base", in B.H.V. Topping, Z. Bittnar, (Editors), "Proceedings of the Sixth International Conference on Computational Structures Technology", CivilComp Press, Stirlingshire, UK, Paper 47, 2002. doi:10.4203/ccp.75.47
Keywords: metallic tanks, seismic analysis, finite elements, stress and displacement envelopes, hydrodynamic pressure.
Summary
During an earthquake, the dynamic fluid pressures developed on the liquid storage
tank thinwalls and foundations are of great importance in the tank performance and
response, as well as in their seismic resistant design. They may cause two major tank
shell structural instabilities: elephantfoot bulge type of buckling and diamond
buckling by shellcrippling.
Some recent experience on the seismic analysis and design of metallic tanks by different approaches, through an R&D project entitled Seismic Response of Tanks by the Finite Element Method (FEM), permitted:
Seismically excited thin metallic tanks, bottom supported, are modelled by Sanders shell theory. The complete boundary value problem is solved taking into account the fluidstructure interaction, since the hydrodynamic actions on the shell tank wall depend on the response of the shell and liquid contents to the seismic motions of the foundation soil. Assuming small liquid displacements. A rigorous mathematical treatment involves deriving an expression for the liquid velocity potential satisfying Laplace equation and appropriate boundary conditions at the liquid surface and at the shellliquid interface. The hydrodynamic pressures along tank wall include both impulsive and convective contributions, and are expressed by an infinite series that can be conveniently truncated after a few terms, depending on the degree of desired accuracy. The tank shell is also discretized in a finite number of ring elements. An interactive computer package was developed in Fortran language, calibrated with other tank results and conveniently tested and optimised for design office use [2,3]. In order to determine envelopes for the hydrodynamic pressures on a given storage steel tank, under type 1 and 2 seismic actions of Portuguese design standards, a number of artificial earthquakes were generated [5] to test the convergence of some typical seismic response variables. It was found out that 10 to 14 earthquakes are required, for converged responses of tanks (under a tight relative error control criteria), with which hydrodynamic pressure envelopes were then evaluated. Also, the analyses permit to ascertain the safety of the tank's content with regard to possible cavitations of the stored liquids, when excited by earthquakes satisfying two distinct seismic code provisions. Additionally, the methodologies permit to visualize the free surface effects on the stored liquid during the earthquake occurrence, and therefore evaluate the value of freeboard required to prevent spilling of tank's content (if uncapped) or to prevent roof hydrodynamic overpressures that might cause roof collapse. Response envelopes of generalized displacements and stresses were determined, which reveal very useful in ascertaining tank design under the strength stiffness and stability viewpoints. Particularly, the envelope of axial stresses permits to assess the onset of elephantfoot bulge type of buckling. References
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