风载荷作用下大型敞口储罐变形响应分析
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摘要
为提升储罐结构安全性设计水平,以10万m3的大型变壁厚钢制储罐为研究对象,利用ANSYS三维仿真模型,分别进行基于《建筑结构载荷规范》的平均风作用下的储罐结构静力学位移计算分析,以及脉动风荷载作用下储罐的风致动力响应分析,并将静力分析和动力学分析下的位移响应结果进行比较。结果表明:在基本风压为1 000 Pa的条件下,120 s脉动风激励时程内储罐的最大径向位移瞬时峰值为7.76 mm,近似为平均风作用下静力分析结果的2.2倍;此外,储罐不同典型位置节点处的位移风振系数差异性不显著,储罐设计中可将储罐的整体位移风振系数取为2.2。
To improve the safety design level of cylindrical steel storage tanks,numerical modeling of a10×104 m3 floating roof tank was carried out by using the finite element software ANSYS. A static analysis of tank under the average wind effect based on the " code of building load" was performed. Also,dynamic displacement response under fluctuating wind loading was evaluated through the time-history analysis. A further comparison was made between the two analysis results. The results show that under the basic wind pressure of 1 000 Pa,the peak value of the maximum of radial displacement of tank during the excitation time of 120 s is 7. 76 mm,which has been estimated 120% greater than that under static wind loading.Moreover,the variation observed among the gust displacement factors at different key nodes is not significant,and that the overall displacement wind vibration coefficient of the storage tank can be taken as 2. 2.
To improve the safety design level of cylindrical steel storage tanks,numerical modeling of a10×104 m3 floating roof tank was carried out by using the finite element software ANSYS. A static analysis of tank under the average wind effect based on the " code of building load" was performed. Also,dynamic displacement response under fluctuating wind loading was evaluated through the time-history analysis. A further comparison was made between the two analysis results. The results show that under the basic wind pressure of 1 000 Pa,the peak value of the maximum of radial displacement of tank during the excitation time of 120 s is 7. 76 mm,which has been estimated 120% greater than that under static wind loading.Moreover,the variation observed among the gust displacement factors at different key nodes is not significant,and that the overall displacement wind vibration coefficient of the storage tank can be taken as 2. 2.
引文
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[10]GREINER R,DERLER P.Effect of imperfections on wind-loaded cylindrical shell[J].Thin-Walled Structure,1995,23(1/2/3/4):271-281.
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[12]RISH R F.Forces in cylindrical shells due to wind[J].Proceeding of the Institute of Civil Engineers,1967,36(4):791-803.
[13]GB 50009—2012,建筑结构荷载规范[S].GB 50009-2012,Load code for the design of building structures[S].
[14]林寅,赵阳,林巍.大型敞口钢油罐结构风荷载试验与风力稳定分析[J].华中科技大学学报:自然科学版,2014,42(7):66-71.LIN Yin,ZHAO Yang,LIN Wei.Wind load test and buckling analysis of large steel open-top tanks[J].Journal of Huazhong University of Science and Technology:Nature Science,2014,42(7):66-71.
[15]MARAVEAS C,BALOKAS G A,TSAVDRIDIS K D.Numerical evaluation on shell buckling of empty thin-walled steel tanks under wind load according to current American and European design codes[J].Thin-Walled Structures,2015,95:152-160.
[16]SY/T 5921—2011,立式圆筒形钢制焊接油罐操作维护修理规程[S].SY/T 5921-2011,Code of practice for operating,maintenance and repair of vertical cylindrical welded steel oil tank[S].
[2]魏化中,张占武,丁克勤,等.大型立式储罐风致静力屈曲分析[J].化工装备技术,2012,33(6):8-12.WEI Huazhong,ZHANG Zhanwu,DING Keqin,et al.Buckling analysis of large vertical type storage tank by static wind load[J].Chemical Equipment Technology,2012,33(6):8-12.
[3]CHEN Lei,ROTTER J M.Buckling of anchored cylindrical shells of uniform thickness under wind load[J].Engineering Structures,2012,41(3):199-208.
[4]ZHAO Yang,LIN Yan.Buckling of cylindrical open-topped steel tanks under wind load[J].Thin-Walled Structures,2014,79(3):83-94.
[5]AZZUNI E,GUZEY S.Stability of open top cylindrical steel storage tanks:design of top wind girder[J].Journal of Pressure Vessel Technology,2017,139:312-322.
[6]赵阳,林寅,余世策.大型低矮圆柱壳结构风荷载特性的风洞试验[J].浙江大学学报:工学版,2014,48(5):820-826.ZHAO Yang,LIN Yin,YU Shice.Wind-tunnel test of wind loads on large cylindrical structures with very low aspect ratio[J].Journal of Zhejiang University:Engineering Science,2014,48(5):820-826.
[7]UEMATSU Y,KOO C,YASUNAGA J.Design wind force coefficients for open-topped oil storage tanks focusing on the wind-induced buckling[J].Journal of Wind Engineering and Industrial Aerodynamics,2014,130:16-29.
[8]宫建国,刘迎圆,蒋力,等.大型石油储罐的风载荷响应分析[J].压力容器,2013(5):34-38.GONG Jianguo,LIU Yingyuan,JIANG Li,et al.Response of large scale oil storage tanks subjected to wind load[J].Pressure Vessel Technology,2013(5):34-38.
[9]SOSA E M,GODOY L A.Nonlinear dynamics of above-ground thin-walled tanks under fluctuating pressures[J].Journal of Sound and Vibration,2005,283(1/2):201-215.
[10]GREINER R,DERLER P.Effect of imperfections on wind-loaded cylindrical shell[J].Thin-Walled Structure,1995,23(1/2/3/4):271-281.
[11]PRICHER M.Medium-length thin-walled cylinder under wind loading:case study[J].Journal of Structure Engineering,2004,130(12):2 062-2 069.
[12]RISH R F.Forces in cylindrical shells due to wind[J].Proceeding of the Institute of Civil Engineers,1967,36(4):791-803.
[13]GB 50009—2012,建筑结构荷载规范[S].GB 50009-2012,Load code for the design of building structures[S].
[14]林寅,赵阳,林巍.大型敞口钢油罐结构风荷载试验与风力稳定分析[J].华中科技大学学报:自然科学版,2014,42(7):66-71.LIN Yin,ZHAO Yang,LIN Wei.Wind load test and buckling analysis of large steel open-top tanks[J].Journal of Huazhong University of Science and Technology:Nature Science,2014,42(7):66-71.
[15]MARAVEAS C,BALOKAS G A,TSAVDRIDIS K D.Numerical evaluation on shell buckling of empty thin-walled steel tanks under wind load according to current American and European design codes[J].Thin-Walled Structures,2015,95:152-160.
[16]SY/T 5921—2011,立式圆筒形钢制焊接油罐操作维护修理规程[S].SY/T 5921-2011,Code of practice for operating,maintenance and repair of vertical cylindrical welded steel oil tank[S].