Journal of Jilin University(Engineering and Technology Edition) ›› 2026, Vol. 56 ›› Issue (9): 2421-2434.doi: 10.13229/j.cnki.jdxbgxb.20250232

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Simulation analysis on fluid⁃structure interaction seismic response of supersized atmospheric vertical floating roof oil storage tank

Li DONG1(),Wei CHANG2,3,Bo-yi ZHANG2,3(),Wei WANG2,3,Wen-zhong ZHENG2,3   

  1. 1.School of Intelligence and Civil Engineering，Harbin University，Harbin 150086，China
    2.Key Lab of Structures Dynamic Behavior and Control of the Ministry of Education，Harbin Institute of Technology，Harbin 150090，China
    3.School of Civil Engineering，Harbin Institute of Technology，Harbin 150090，China
  • Received:2025-03-20 Online:2026-09-01 Published:2026-09-07
  • Contact: Bo-yi ZHANG E-mail:dongli610@163.com;zhangby@hit.edu.cn

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Abstract:

This study investigates a full-scale prototype tank from actual engineering practice， employing the ANSYS platform to develop a finite element model for a systematic analysis of the tank's dynamic response under three-component seismic excitation， the influence of non-uniform settlement of the annular foundation on structural behavior， and the sloshing wave height variation induced by long-period horizontal ground motions. The results indicate that under triaxial seismic excitation， the tank exhibits pronounced acceleration responses at both the base and the roof， with a horizontal acceleration amplification factor of approximately 5. The horizontal deformation and stress in the tank wall first increase and then decrease along the height， with peak values occurring in the lower-middle region of the tank. Under foundation settlement， the maximum vertical displacement at the tank base occurs at the center of the annular settlement zone， while the base edge exhibits a lifting-like warping deformation. As the settlement extent increases， the lowest shell course progressively buckles inward， and localized stresses at the tank base reach the yield strength of the steel， leading to plastic deformation. When weld stiffness and connection details are considered， the junction between the tank wall and base is susceptible to local buckling or toe-cracking damage modes. Furthermore， even ground motions with relatively low peak ground acceleration but long predominant periods can induce significant liquid sloshing， resulting in substantial wave height responses—this phenomenon provides a plausible explanation for the structural jamming and damage observed at a Sinopec oil depot in Xi'an during the 2008 Wenchuan earthquake， which was attributed to intense liquid sloshing. The results of this study offer theoretical support and practical engineering references for seismic performance assessment and optimized design of large-scale floating-roof storage tanks.

Key words: 100 000 m3 oil storage tank, foundation settlement, long period seismic action, liquid sloshing wave height

CLC Number: 

  • U441.4

Table 1

Oil storage tank material parameters"

参数数值

罐壁、

罐底

杨氏弹性模量E/Pa2.06×1011
泊松比v0.3
屈服应力σs/Pa4.9×108
切线模量σl /Pa2.06×109

混凝土

环墙

钢筋密度ρ/（kg·m-3）7 800
杨氏弹性模量E/Pa2×1010
泊松比v0.2
材料密度ρ/（kg·m-3）2 500
混凝土轴心抗压强度设计值fc/Pa1.43×107

砂土

垫层

杨氏弹性模量E/Pa3×108
材料密度ρ/（kg·m-3）1 900
泊松比v0.4
摩擦角/（°）31
液体体积模量K3×109
材料密度ρ/（kg·m-3）850
粘性系数/［（N·S）·m-1］0.002 28
浮顶材料密度ρ/（kg·m-3）100
杨氏弹性模量E/Pa2×1010
泊松比v0.3

Fig.1

Finite element model of a 100 000 m3 oil storage tank"

Fig.2

Comparison of model predictions with test results"

Fig.3

Empty tank modal analysis"

Fig.4

Liquid?solid coupled modal analysis"

Fig.5

Oil storage tank node location diagram"

Fig.6

Distribution of peak X-and Y-direction displacements at each node along the tank wall height under the El Centro wave with a peak acceleration of 0.2g"

Fig.7

Distribution of peak X-and Y-direction displacements at each node along the height of tank wall under El Centro wave with a peak acceleration of 0.2g"

Fig.8

Distribution of peak X?and Y?directional stresses at each node along tank wall height under El Centro wave with a peak acceleration of 0.2g"

Fig.9

Distribution of peak accelerations in X-and Y- directions at each node along tank wall height under El Centro wave with a peak acceleration of 0.4g"

Fig.10

Distribution of peak X-and Y-direction displacements at each node along height of tank wall under an El Centro wave with a peak acceleration of 0.4g"

Fig.11

Maximum stress time-history curve under an El Centro wave with peak acceleration of 0.4g"

Fig.12

Maximum stress distribution（Pa）"

Fig.13

X-intersection and Y-intersection tank bottom lifting distribution"

Fig.14

Distribution of peak X-and Y-directional accelerations at each node along tank wall height under influence of Wulong wave with peak acceleration of 0.4g"

Fig.15

Distribution of peak X-and Y-directional nodal displacements along tank wall height under influence of a Wulong wave with a peak acceleration of 0.4g"

Fig.16

Distribution of peak X-and Y-directional nodal stresses along tank wall height under influence of Wulong wave with peak acceleration of 0.4g"

Fig.17

Time-history curve of the maximum lifting height at tank bottom"

Table 2

Tank response under different ring-shaped area settlement conditions"

径向尺寸

S/m

最大竖向位移/mm最大径向位移/mm罐底最大应力/MPa罐壁最大应力/MPa
无沉降47.90—241
2.022954.6354241
2.540458.65483284
3.0503—490—

Fig.18

Radial displacement of the tank without settlement（m）"

Fig.19

Tank wall stress in absence of settlement（Pa）"

Fig.20

Foundation settlement response for an oil storage tank with a settlement zone of S=2 m"

Fig.21

Foundation settlement response for an oil storage tank with a settlement zone of S=2.5 m"

Fig.22

Foundation settlement response for an oil storage tank with a settlement zone of S=3 m"

Table 3

Standard calculated values vs. simulated values"

美国规范日本规范中国规范模拟结果
1.882.031.770.80

Fig.23

Maximum liquid oscillation wave height under each exceptional cycle"

Fig.24

Time-history curve of the maximum liquid oscillation wave height under various exceptional period"

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