台风气候大跨度桥梁风振响应研究
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摘要
以中国东南部沿海台风多发区3类典型大跨度桥梁为例,即长江三角洲区域舟山群岛西堠门大桥,上海长江大桥和珠江三角洲区域广州新光大桥,运用Monte-Carlo随机模拟算法,结合大量台风历史实测数据,再现了台风气候条件下桥位工程场地风环境参数取值特点;考虑桥梁结构几何非线性效应、多种气动力荷载共同作用下的平均风及瞬时风攻角效应,由时域有限元计算方法比较了良态与台风气候条件下大跨度桥梁风振响应。利用大气边界层风洞被动紊流发生装置,再现了台风条件下新光大桥全桥气弹模型流场特征和风振响应过程,基于中跨拱肋二维节段模型高频天平测力试验识别了台风强紊流条件下气动导纳函数,进一步精细化地分析了台风条件下新光拱桥风致振动响应特点。
Three typical long-span bridges in typhoon-prove regions nearby southeast coastline of China were selected,which are Xihoumen suspension bridge and Shanghai Yangze River cable-stayed bridge in Yangze River Delta Economy zones,Guangzhou Xinguang long-span arch bridge in Pearl River Delta Economy zones,and its wind field characteristics under typhoon conditions were illustrated with the help of Monte-Carlo typhoon stochastic simulation algorithm and long term typhoon observation records from meteorological stations nearby the above long-span bridges.Considering structural geometrical non-linear effects,stochastic wind angle effects from several aerodynamic loadings,wind-excited responses about the long-span bridges under normal and typhoon climate modes were compared systematically with time-domain FEM computations.Using passive turbulent generators in TJ-3 wind tunnel,1∶200 reduced-scale typhoon field simulation and wind-induced responses about Xinguang arch bridge aero-elastic models were conducted,then aerodynamic admittance function about its mid-span lattice arch section under higher turbulent flow condition of typhoon was identified by means of high-frequency force-measured balance,so the improved dynamic responses under typhoon condition with higher precision can be obtained.Which be of the same trend and response characteristics under various incoming wind velocity as wind tunnel test results.
Three typical long-span bridges in typhoon-prove regions nearby southeast coastline of China were selected,which are Xihoumen suspension bridge and Shanghai Yangze River cable-stayed bridge in Yangze River Delta Economy zones,Guangzhou Xinguang long-span arch bridge in Pearl River Delta Economy zones,and its wind field characteristics under typhoon conditions were illustrated with the help of Monte-Carlo typhoon stochastic simulation algorithm and long term typhoon observation records from meteorological stations nearby the above long-span bridges.Considering structural geometrical non-linear effects,stochastic wind angle effects from several aerodynamic loadings,wind-excited responses about the long-span bridges under normal and typhoon climate modes were compared systematically with time-domain FEM computations.Using passive turbulent generators in TJ-3 wind tunnel,1∶200 reduced-scale typhoon field simulation and wind-induced responses about Xinguang arch bridge aero-elastic models were conducted,then aerodynamic admittance function about its mid-span lattice arch section under higher turbulent flow condition of typhoon was identified by means of high-frequency force-measured balance,so the improved dynamic responses under typhoon condition with higher precision can be obtained.Which be of the same trend and response characteristics under various incoming wind velocity as wind tunnel test results.
引文
[1]庞加斌,林志兴,葛耀君.浦东地区近地强风特性观测研究[J].流体力学实验与测量,2002,16(3):32—39.
[2]Le-Dong Zhu,Lin Zhao,Zhan-Ke Wu.Windobservation and numerical simulation of typhoonkrosa(0715)both near-ground and aerial elevations[A].The 4th International Conference on Advancesin Wind and Structures(AWAS'08)[C].Jeju,Korea,May 29-31,2008:737—752.
[3]葛耀君,赵林.崇明越江通道工程台风极值风速研究[R].同济大学风洞试验室研究报告,2002.
[4]Mikitiuk M,Isyumov N,Ho T C E.The WindClimate for Shanghai,PRC[R].The University ofWestern Ontario,Engineering Science ResearchReport,BLWT-SS35-1994,1994.
[5]Zhu L D.Buffeting Response of Long Span Cable-supported Bridges under Skew Winds:FieldMeasurement and Analysis[D].Hong Kong:TheHong Kong Polytechnic University,2002.
[6]陈晓东,赵林,王小松,等.广州新光大桥良态及台风气候抖振试验研究[J].地震工程与工程振动,2007,27(4):74—79.
[7]陈晓东,王小松,赵林,等.广州新光大桥静风稳定性风洞试验与数值分析[J].结构工程师,2007,23(6),43—48.
[8]Lin Zhao,Yao-jun Ge,Le-dong Zhu.Wind-excitedVibration of Long-span Steel-lattice Arch Bridgeunder Typhoon Climate[A].The 4th InternationalConference on Advances in Wind and Structures(AWAS'08)[C].Jeju Korea,May 29-31,2008:1 448—1 462.
[9]王小松,赵林,葛耀君.台风对大跨度钢桁拱桥抗风性能的影响[J].同济大学学报,2009,37(1):13—19.
[10]邵亚会,赵林,葛耀君.江东大桥分体式扁平双箱梁颤抖振研究[J].武汉理工大学学报,2009,31(1):68—72.
[11]赵林,葛耀君,项海帆.台风风场随机参数敏感性分析[J].同济大学学报,2005,33(6):727—731.
[12]赵林,葛耀君,项海帆.台风随机模拟与极值风速预测应用[J].同济大学学报,2005,33(7):885—889.
[13]赵林,葛耀君,项海帆.极值风速拟合优化策略[J].同济大学学报.2003,31(4):383—388.
[14]赵林,葛耀君,项海帆.平均风极值分布极大似然求解及其应用[J].土木工程学报.2004,37(6):41—46.
[15]中华人民共和国交通部.公路桥涵设计通用规范(JTJ021-89)[S].北京:人民交通出版社,1989.9
[16]中华人民共和国交通部.公路桥梁抗风设计规范(JTG/T D60-01-2004)[S].北京:人民交通出版社,2004.12.
[17]赵林,朱乐东,葛耀君.上海地区台风风特性Monte-Carlo随机模拟研究[J].空气动力学学报.2009,27(1):25—31.
[18]赵林,葛耀君,宋丽莉,等.广州地区台风极值风特性Monte-Carlo随机模拟研究[J].同济大学学报,2007,33(7):1 034—1 038.
[19]Sharma R N,Richards P J.A re-examination of thecharacteristics of tropical cyclone winds[J].Journalof Wind Engineering and Industrial Aerodynamics,1999,83:21—33.
[20]胡晓伦.大跨度斜拉桥非线性抖振时域分析[D].上海:同济大学,2006.
[21]赵林,葛耀君,李鹏飞.气动导纳函数互谱识别方法注记[A].第十三届全国结构风工程学术会议文集[C].大连,辽宁,2007:698—706.
[22]Deodatis G.Simulation of ergodic multivariate sto-chastic processes[J].J.Engrg.Mech.ASCE,1996,122(8):778—787.
[2]Le-Dong Zhu,Lin Zhao,Zhan-Ke Wu.Windobservation and numerical simulation of typhoonkrosa(0715)both near-ground and aerial elevations[A].The 4th International Conference on Advancesin Wind and Structures(AWAS'08)[C].Jeju,Korea,May 29-31,2008:737—752.
[3]葛耀君,赵林.崇明越江通道工程台风极值风速研究[R].同济大学风洞试验室研究报告,2002.
[4]Mikitiuk M,Isyumov N,Ho T C E.The WindClimate for Shanghai,PRC[R].The University ofWestern Ontario,Engineering Science ResearchReport,BLWT-SS35-1994,1994.
[5]Zhu L D.Buffeting Response of Long Span Cable-supported Bridges under Skew Winds:FieldMeasurement and Analysis[D].Hong Kong:TheHong Kong Polytechnic University,2002.
[6]陈晓东,赵林,王小松,等.广州新光大桥良态及台风气候抖振试验研究[J].地震工程与工程振动,2007,27(4):74—79.
[7]陈晓东,王小松,赵林,等.广州新光大桥静风稳定性风洞试验与数值分析[J].结构工程师,2007,23(6),43—48.
[8]Lin Zhao,Yao-jun Ge,Le-dong Zhu.Wind-excitedVibration of Long-span Steel-lattice Arch Bridgeunder Typhoon Climate[A].The 4th InternationalConference on Advances in Wind and Structures(AWAS'08)[C].Jeju Korea,May 29-31,2008:1 448—1 462.
[9]王小松,赵林,葛耀君.台风对大跨度钢桁拱桥抗风性能的影响[J].同济大学学报,2009,37(1):13—19.
[10]邵亚会,赵林,葛耀君.江东大桥分体式扁平双箱梁颤抖振研究[J].武汉理工大学学报,2009,31(1):68—72.
[11]赵林,葛耀君,项海帆.台风风场随机参数敏感性分析[J].同济大学学报,2005,33(6):727—731.
[12]赵林,葛耀君,项海帆.台风随机模拟与极值风速预测应用[J].同济大学学报,2005,33(7):885—889.
[13]赵林,葛耀君,项海帆.极值风速拟合优化策略[J].同济大学学报.2003,31(4):383—388.
[14]赵林,葛耀君,项海帆.平均风极值分布极大似然求解及其应用[J].土木工程学报.2004,37(6):41—46.
[15]中华人民共和国交通部.公路桥涵设计通用规范(JTJ021-89)[S].北京:人民交通出版社,1989.9
[16]中华人民共和国交通部.公路桥梁抗风设计规范(JTG/T D60-01-2004)[S].北京:人民交通出版社,2004.12.
[17]赵林,朱乐东,葛耀君.上海地区台风风特性Monte-Carlo随机模拟研究[J].空气动力学学报.2009,27(1):25—31.
[18]赵林,葛耀君,宋丽莉,等.广州地区台风极值风特性Monte-Carlo随机模拟研究[J].同济大学学报,2007,33(7):1 034—1 038.
[19]Sharma R N,Richards P J.A re-examination of thecharacteristics of tropical cyclone winds[J].Journalof Wind Engineering and Industrial Aerodynamics,1999,83:21—33.
[20]胡晓伦.大跨度斜拉桥非线性抖振时域分析[D].上海:同济大学,2006.
[21]赵林,葛耀君,李鹏飞.气动导纳函数互谱识别方法注记[A].第十三届全国结构风工程学术会议文集[C].大连,辽宁,2007:698—706.
[22]Deodatis G.Simulation of ergodic multivariate sto-chastic processes[J].J.Engrg.Mech.ASCE,1996,122(8):778—787.
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