Nonlinear numerical evaluation of large open-top aboveground steel welded liquid storage tanks excited by seismic loads

Spritzer, J.M.; Guzey, Sukru

doi:10.1016/j.tws.2017.07.017

Cited by 33 publications

(14 citation statements)

References 35 publications

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“…As a result of the analysis, it was found that the fluid-structure interaction affected by the sloshing effect and the impulsive pressure was amplified by the wall elasticity. A numerical study was conducted by Spritzer and Guzey [17] using finite element models of large, circular, cylindrical, aboveground, steel, open-top, liquid storage tanks subjected to horizontal seismic forces. Hydrodynamic hoop stresses, elephantfoot buckling and uplift were measured for tanks with height-to-radius ratios between 0.4 and 2.0.…”

Section: Seismic Analyses Of Cylindrical Steel Tanksmentioning

confidence: 99%

Dynamic buckling analysis of cylindrical steel water storage tanks subjected to Kobe earthquake loading

Çelik

Köse

2020

Steel Construction

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Article dynamic buckling analysis of cylindrical steel water storage tanks subjected to Kobe earthquake loadingAli I · hsan Çelik, Mehmet Metin Köse Cylindrical steel storage tanks are thin-walled significant engineering structures. This study investigated the buckling conditions of ground-supported cylindrical steel liquid storage tanks according to roof shapes and shell thicknesses. The roof shapes selected were open-top, flat-closed, conical-closed and torispherical-closed-top tanks, and shell thicknesses were 4, 6 and 8 mm. These tanks may be exposed to several types of failure during earthquakes, such as elephant-foot buckling, diamond-shape buckling, overturning and uplift. Great financial loss and environmental damage can also ensue when steel liquid storage tanks are damaged in an earthquake. The seismic analyses were conducted under Kobe earthquake conditions for cylindrical steel tanks with different shell thicknesses and roof types. To investigate dynamic behaviour of the tanks accurately, the hydrodynamic response of each tank was divided into impulsive and convective components. Directional deformation and buckling results are presented for both impulsive and convective masses. As a result, the deformation of the tank is significantly reduced when the top of the tank is in the shape of a torispherical dome. The flat-closed tank has a maximum directional deformation in both impulsive and convective modes. Results also show that when shell thickness was increased, buckling deformation decreased, but different deformation states were observed on the wall and roof components depending on the type of roof. how to Cite this article Çelik, A. I · .; Köse, M. M. (2020) Dynamic buckling analysis of cylindrical steel water storage tanks subjected to Kobe earthquake loading. Steel Construction 13, No. 2, pp. 128-138.

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Section: Seismic Analyses Of Cylindrical Steel Tanksmentioning

confidence: 99%

Dynamic buckling analysis of cylindrical steel water storage tanks subjected to Kobe earthquake loading

Çelik

Köse

2020

Steel Construction

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“…During the site inspections following the 2016 earthquakes it was identified that following the 2013 earthquakes, winery operators placed emphasis on strengthening of larger capacity wine tanks by using new energy dissipation devices, leaving smaller wine tanks mostly with outdated anchorage systems (see Figure 7). Elephant-foot buckling (see Figure 3i) generally occurs in tanks that are mostly fully filled, is an elastic-plastic type of instability [43], [46], [16], and can be described as an outward bulge of the tank wall shell, whereas diamond shaped buckling (see Figure 3h) is a type of elastic instability [43], [46], [16]. Sobhan et al [46] stated that elephant-foot buckling of the steel tank wall is caused by the interaction of both circumferential tensile stress close to the yield strength and by axial compressive stress exceeding the critical stress, whilst diamond shaped buckling is caused by severe axial compressive stresses.…”

Section: Collapsed Tank Barrelmentioning

confidence: 99%

“…Much research has been undertaken to investigate the dynamic behaviour of water and petroleum storage tanks that are typically composed of steel material that is different from the steel used to manufacture wine tanks, which in some cases have an open top or a floating roof, and that mostly have a low height to radius (H/R) aspect ratio and are either anchored or are unanchored to their foundation and rest on a concrete ring wall (e.g. see [9][10][11][12][13][14][15][16][17][18][19][20][21][22][23][24][25]). Currently limited research has been reported on damage data associated with wine storage tanks, with the most comparable earthquake damage data available being collected between 1933 and 1995 and reported by Cooper [26] based on an inventory of 424 water and petroleum storage tanks.…”

Section: Introductionmentioning

confidence: 99%

Analysis of Damage Data Collected for Wine Storage Tanks Following the 2013 and 2016 New Zealand Earthquakes

Yazdanian

Ingham

Kahanek³

et al. 2020

BNZSEE

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The 2013 Seddon earthquake (Mw 6.5), the 2013 Lake Grassmere earthquake (Mw 6.6), and the 2016 Kaikōura earthquake (Mw 7.8) provided an opportunity to assemble the most extensive damage database to wine storage tanks ever compiled worldwide. An overview of this damage database is presented herein based on the in-field post-earthquake damage data collected for 2058 wine storage tanks (1512 legged tanks and 546 flat-based tanks) following the 2013 earthquakes and 1401 wine storage tanks (599 legged tanks and 802 flat-based tanks) following the 2016 earthquake. Critique of the earthquake damage database revealed that in 2013, 39% and 47% of the flat-based wine tanks sustained damage to their base shells and anchors respectively, while due to resilience measures implemented following the 2013 earthquakes, in the 2016 earthquake the damage to tank base shells and tank anchors of flat-based wine tanks was reduced to 32% and 23% respectively and instead damage to tank barrels (54%) and tank cones (43%) was identified as the two most frequently occurring damage modes for this type of tank. Analysis of damage data for legged wine tanks revealed that the frame-legs of legged wine tanks sustained the greatest damage percentage among different parts of legged tanks in both the 2013 earthquakes (40%) and in the 2016 earthquake (44%). Analysis of damage data and socio-economic findings highlight the need for industry-wide standards, which may have socio-economic implications for wineries.

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“…In comparative study, damage and states such as hydrodynamic hoop stress, elevation and floor tensioning, freeboard stress and tipping are taken into account. Based on the results, that concluded that API 650 Annex E, compared to New Zealand and Japanese design documents, accounts for all major failure modes well enough [17].…”

Section: Introductionmentioning

confidence: 99%

Effects of The Shell Thickness On The Directional Deformation And Buckling On The Cylindrical Steel Water Tanks Under The Kobe Earthquake Loading

Çelik

Köse

Akgül

et al. 2019

Sakarya University Journal of Science

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Cylindrical steel storage tanks are widely used for the storage of various liquids, industrial chemicals and firefighting waters. They have also been used for cooling purposes in nuclear power plants in recent years. Liquid-storage tanks have many different configurations; however, in this study, cylindrical ground-supported liquid steel tanks were preferred because of simplicity in their design and construction as well as their efficiency in resisting applied hydrostatic and hydrodynamic loads, when compared with other configurations. If liquid steel tanks are damaged in an earthquake, they can also cause great financial loss and environmental damage due to their hazardous chemical contents. These tanks may be exposed to several types of failures such as elephant-foot buckling, diamond-shape buckling, overturning and uplifting during earthquakes. The aim of this study is to compare the deformity states of cylindrical steel tanks with three different roof shapes. For this reason, dimensions of the cylindrical open-top, flatclosed and torispherical-closed top tanks were determined for 3D-finite element method (FEM) models in an ANSYS workbench software. This article focuses on the seismic-activity-resistant ground-supported cylindrical (vertical) steel liquid storage tanks. Seismic analyses were conducted under Kobe earthquake loads. The free vibration frequency values calculated using API 650 (American Petroleum Institutes) were verified with the FEM results. Directional deformation and buckling were presented for both impulsive and convective regions. According to API 650 standard, the tank shell thickness is 6 mm. Analyses were performed for tanks with 4 mm and 8 mm shell thickness. In this study, directional deformation and buckling were observed in models with shell thickness under the standard (4 mm) and above the standard (8 mm), unlike the earlier studies in the literature. It was also observed that increasing shell thickness above the specified code values the deformation in the flat-closed tank. In addition, torispherical dome-shaped tanks were observed to have smaller directional deformation and buckling in all cases considered.

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Nonlinear numerical evaluation of large open-top aboveground steel welded liquid storage tanks excited by seismic loads

Cited by 33 publications

References 35 publications

Dynamic buckling analysis of cylindrical steel water storage tanks subjected to Kobe earthquake loading

Dynamic buckling analysis of cylindrical steel water storage tanks subjected to Kobe earthquake loading

Analysis of Damage Data Collected for Wine Storage Tanks Following the 2013 and 2016 New Zealand Earthquakes

Effects of The Shell Thickness On The Directional Deformation And Buckling On The Cylindrical Steel Water Tanks Under The Kobe Earthquake Loading

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