矩形渡槽流固耦合体系风致的动力性能
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摘要
以排架矩形渡槽为研究对象,建立三维渡槽水流固耦合计算模型,通过自回归滑动平均(ARMA)模型模拟脉动风,采用任意拉格朗日欧拉(ALE)方法求解渡槽和水体的耦合相互作用问题,针对不同水深工况、不同渡槽截面高宽比,计算分析渡槽流固耦合体系在风荷载随机动力作用下的横向位移、倾覆力矩及动水压力。研究结果表明:不同高宽比的渡槽随着槽内水深的变化,其流固耦合体系风致动力性能的变化规律性相近;在等流量水深工况下,截面高宽比的变化对渡槽结构的振动和稳定性有显著影响,在渡槽抗风设计中应予以重视。
Based on rectangular aqueduct structures,the wind response of aqueduct-water coupling systems was studied by using the arbitrary Lagrangian-Eulerian(ALE) method.Three?dimensional model with fluid-structure interaction was established.The fluctuating wind speed time series was simulated with resorting to auto-regressive moving average(ARMA) model.The transversal displacement,the dynamic water pressure and the upsetting moment of aqueduct with different depth-width ratios were calculated in different water depth conditions under stochastic wind loads.The results show that the changing regularity of the wind-induced dynamic responses of aqueduct-water coupling systems with the change of water-depth is similar.The change of depth-width ratio greatly affects the vibration and stability of aqueduct in the same water condition,which should be paid more attention to in the wind-resistant design of aqueduct structure.
Based on rectangular aqueduct structures,the wind response of aqueduct-water coupling systems was studied by using the arbitrary Lagrangian-Eulerian(ALE) method.Three?dimensional model with fluid-structure interaction was established.The fluctuating wind speed time series was simulated with resorting to auto-regressive moving average(ARMA) model.The transversal displacement,the dynamic water pressure and the upsetting moment of aqueduct with different depth-width ratios were calculated in different water depth conditions under stochastic wind loads.The results show that the changing regularity of the wind-induced dynamic responses of aqueduct-water coupling systems with the change of water-depth is similar.The change of depth-width ratio greatly affects the vibration and stability of aqueduct in the same water condition,which should be paid more attention to in the wind-resistant design of aqueduct structure.
引文
[1]李遇春,楼梦麟.排架式渡槽流固耦合动力特性分析[J].水利学报,2000(12):3137.LI Yu-chun,LUO Meng-lin.Dynamic characteristics offluid-structure interaction system for bent-type aqueduct[J].Journal of Hydraulic Engineering,2000(12):31 37.
[2]李正农,楼梦麟,宋锦忠,等.U形渡槽槽体结构风载体形系数的风洞试验研究[J].空气动力学学报,2002,20(2):233238,245.LI Zheng-nong,LUO Meng-lin,SONG Jin-zhong,et al.Thewind tunnel test study on wind load shape coefficient of bodystructure for U shape[J].Acta Aerodynamica Sinica,2002,20(2):233 238,245.
[3]吴轶,莫海鸿,杨春.排架渡槽水三维耦合体系地震响应分析[J].水利学报,2005,36(3):280285.WU Yi,MO Hai-hong,YANG Chun.Seismic response offrame-supported large rectangular aqueduct-water 3-D couplingsystem[J].Journal of Hydraulic Engineering,2005,36(3):280 285.
[4]徐建国,陈淮,王博,等.大型渡槽结构考虑耦合的动力建模研究[J].南京理工大学学报,2005,29(6):639644.XU Jian-guo,CHEN Huai,WANG Bo,et al.Dynamic modelingstudy of aqueduct structure coupling[J].Journal of NanjingUniversity of Science and Technology,2005,29(6):639 644.
[5]徐建国,陈淮,王博,等.考虑流固动力相互作用的大型渡槽地震响应研究[J].土木工程学报,2005,38(8):6773.XU Jian-guo,CHEN Huai,WANG Bo,et al.Seismic response oflarge-scale aqueduct with fluid-structure coupling[J].China CivilEngineering Journal,2005,38(8):67 73.
[6]Shin S,Lee W I.Finite element analysis of incompressibleviscous flow with moving free surface by selective volume offluid method[J].International Journal of Heat and Fluid Flow,2000(21):197 206.
[7]Filipovic N,Mijailovic S,Tsuda A,et al.An implicit algorithmwithin the arbitrary Lagrangian Eulerian formulation for solvingincompressible fluid flow with large boundary motions[J].Computer Methods in Applied Mechanic and Engineering,2006,195:6347 6361.
[8]Souli M,Zolesio J P.Arbitrary Lagrangian-Eulerian and freesurface methods in fluid mechanics[J].Computer Methods inApplied Mechanic and Engineering,2001,191:541 466.
[9]Henning B,Peter W.Arbitrary Lagrangian Eulerian finiteelement analysis of free surface flow[J].Computer Methods inApplied Mechanic and Engineering,2000,190:95 109.
[10]沈世钊,武岳.大跨度张拉结构风致动力响应研究进展[J].同济大学学报,2002,30(5):533538.SHEN Shi-zhao,WU Yue.Overview of wind-induced responsefor large-span tension structures[J].Journal of Tongji University,2002,30(5):533 538.
[11]李遇春,楼梦麟.高排架渡槽风振的计算方法[J].同济大学学报,2002,30(2):139145.LI Yu-chun,LUO Meng-lin.Computing method of wind-inducedvibration for tall-bent aqueduct[J].Journal of Tongji University,2002,30(2):139 145.
[12]曾宪武,韩大建.大跨度桥梁风场模拟方法对比研究[J].地震工程与工程振动,2004,24(1):135140.ZENG Xian-wu,HAN Da-jian.A comparative study onsimulation methods for wind field long-span bridges[J].Earthquake Engineering and Engineering Vibration,2004,24(1):135 140.
[13]李英民,赖明,赵青.ARMA模型及参数识别技术在脉动风仿真中的应用[J].重庆建筑工程学院学报,1992,14(3):1724.LI Ying-min,LAI Ming,ZHAO Qing.Application of ARMAmodel and parameter identification to simulation of pulsatingwind[J].Journal of Chongqing Institute of Architectural andEngineering,1992,14(3):17 24.
[14]李春祥,谈雅雅,李锦华.基于ARMA模型模拟高架桥的脉动风速时程[J].振动与冲击,2009,28(6):4659.LI Chun-xiang,TAN Ya-ya,LI Jin-hua.Simulation of fluctuatingwind speed time series applied on over pass bridges withresorting to ARMA model[J].Journal of Vibration and Shock,2009,28(6):46 59.
[15]GB50009—2001,建筑结构荷载规范[S].GB 50009—2001,Criterion of architecture structure load[S].
[2]李正农,楼梦麟,宋锦忠,等.U形渡槽槽体结构风载体形系数的风洞试验研究[J].空气动力学学报,2002,20(2):233238,245.LI Zheng-nong,LUO Meng-lin,SONG Jin-zhong,et al.Thewind tunnel test study on wind load shape coefficient of bodystructure for U shape[J].Acta Aerodynamica Sinica,2002,20(2):233 238,245.
[3]吴轶,莫海鸿,杨春.排架渡槽水三维耦合体系地震响应分析[J].水利学报,2005,36(3):280285.WU Yi,MO Hai-hong,YANG Chun.Seismic response offrame-supported large rectangular aqueduct-water 3-D couplingsystem[J].Journal of Hydraulic Engineering,2005,36(3):280 285.
[4]徐建国,陈淮,王博,等.大型渡槽结构考虑耦合的动力建模研究[J].南京理工大学学报,2005,29(6):639644.XU Jian-guo,CHEN Huai,WANG Bo,et al.Dynamic modelingstudy of aqueduct structure coupling[J].Journal of NanjingUniversity of Science and Technology,2005,29(6):639 644.
[5]徐建国,陈淮,王博,等.考虑流固动力相互作用的大型渡槽地震响应研究[J].土木工程学报,2005,38(8):6773.XU Jian-guo,CHEN Huai,WANG Bo,et al.Seismic response oflarge-scale aqueduct with fluid-structure coupling[J].China CivilEngineering Journal,2005,38(8):67 73.
[6]Shin S,Lee W I.Finite element analysis of incompressibleviscous flow with moving free surface by selective volume offluid method[J].International Journal of Heat and Fluid Flow,2000(21):197 206.
[7]Filipovic N,Mijailovic S,Tsuda A,et al.An implicit algorithmwithin the arbitrary Lagrangian Eulerian formulation for solvingincompressible fluid flow with large boundary motions[J].Computer Methods in Applied Mechanic and Engineering,2006,195:6347 6361.
[8]Souli M,Zolesio J P.Arbitrary Lagrangian-Eulerian and freesurface methods in fluid mechanics[J].Computer Methods inApplied Mechanic and Engineering,2001,191:541 466.
[9]Henning B,Peter W.Arbitrary Lagrangian Eulerian finiteelement analysis of free surface flow[J].Computer Methods inApplied Mechanic and Engineering,2000,190:95 109.
[10]沈世钊,武岳.大跨度张拉结构风致动力响应研究进展[J].同济大学学报,2002,30(5):533538.SHEN Shi-zhao,WU Yue.Overview of wind-induced responsefor large-span tension structures[J].Journal of Tongji University,2002,30(5):533 538.
[11]李遇春,楼梦麟.高排架渡槽风振的计算方法[J].同济大学学报,2002,30(2):139145.LI Yu-chun,LUO Meng-lin.Computing method of wind-inducedvibration for tall-bent aqueduct[J].Journal of Tongji University,2002,30(2):139 145.
[12]曾宪武,韩大建.大跨度桥梁风场模拟方法对比研究[J].地震工程与工程振动,2004,24(1):135140.ZENG Xian-wu,HAN Da-jian.A comparative study onsimulation methods for wind field long-span bridges[J].Earthquake Engineering and Engineering Vibration,2004,24(1):135 140.
[13]李英民,赖明,赵青.ARMA模型及参数识别技术在脉动风仿真中的应用[J].重庆建筑工程学院学报,1992,14(3):1724.LI Ying-min,LAI Ming,ZHAO Qing.Application of ARMAmodel and parameter identification to simulation of pulsatingwind[J].Journal of Chongqing Institute of Architectural andEngineering,1992,14(3):17 24.
[14]李春祥,谈雅雅,李锦华.基于ARMA模型模拟高架桥的脉动风速时程[J].振动与冲击,2009,28(6):4659.LI Chun-xiang,TAN Ya-ya,LI Jin-hua.Simulation of fluctuatingwind speed time series applied on over pass bridges withresorting to ARMA model[J].Journal of Vibration and Shock,2009,28(6):46 59.
[15]GB50009—2001,建筑结构荷载规范[S].GB 50009—2001,Criterion of architecture structure load[S].
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