大跨度双层桁架主梁三分力系数识别
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摘要
采用风洞试验与计算流体力学(CFD)相结合的方法,对某公铁两用斜拉桥双层桁架主梁在-10°～10°风攻角下的三分力系数进行研究.利用风洞试验技术测试成桥及施工阶段不同风攻角下主梁的气动力,并识别相应的三分力系数;基于标准k-ε双方程湍流模型建立三维数值计算模型,识别不同风攻角下三分力系数结果,并将其与风洞试验结果对比;结合2种方法研究雷诺数、桥面附属物和公路及铁路交通状况等因素对主梁气动特性的影响.结果表明低风攻角下雷诺数对主梁气动特性影响较小,可忽略不计,并提出了高风攻角下识别双层桁架三分力系数最低雷诺数的建议值;桥面附属物对主梁阻力系数影响显著,下层桥面附属物有效降低了主梁升力系数;公路车辆对主梁气动系数影响较小,迎风侧列车对主梁阻力系数、升力系数影响显著,背风侧列车对主梁力矩系数影响显著.
The three-component coefficients of double-deck truss girder used in long span rail-road cable-stayed bridge were investigated under wind attack angles from-10° to 10°, with the combination of wind tunnel test and computational fluid dynamics(CFD) methods. The wind tunnel test was used to test the aerodynamic force of the main beam under different wind attack angles in completion and construction stage, and the three-component coefficients were identified. A three-dimensional numerical calculation model was established based on the standard k-ε two-equation turbulence model to identify the three-component coefficients under different wind attack angles,which were compared with the wind tunnel test results. Combing these two methods, the effects of Reynolds number,bridge attachment and highway and railway traffic conditions on the main girder aerodynamic characteristics were studied. Results show that the Reynolds number has little effect on low wind attack angle, which can be ignored, and the Reynolds number restriction was proposed to identify the three-component coefficient of the double-deck truss under high wind attack angle. The bridge deck attachment has significant influence on the drag coefficient, and the down deck appendant can effectively reduce the main beam lift coefficient. The road vehicles have less influence on the aerodynamic coefficient. The drag and lift coefficients are obviously influenced by the windward train effect, and the moment coefficient are obviously affected by leeward train.
The three-component coefficients of double-deck truss girder used in long span rail-road cable-stayed bridge were investigated under wind attack angles from-10° to 10°, with the combination of wind tunnel test and computational fluid dynamics(CFD) methods. The wind tunnel test was used to test the aerodynamic force of the main beam under different wind attack angles in completion and construction stage, and the three-component coefficients were identified. A three-dimensional numerical calculation model was established based on the standard k-ε two-equation turbulence model to identify the three-component coefficients under different wind attack angles,which were compared with the wind tunnel test results. Combing these two methods, the effects of Reynolds number,bridge attachment and highway and railway traffic conditions on the main girder aerodynamic characteristics were studied. Results show that the Reynolds number has little effect on low wind attack angle, which can be ignored, and the Reynolds number restriction was proposed to identify the three-component coefficient of the double-deck truss under high wind attack angle. The bridge deck attachment has significant influence on the drag coefficient, and the down deck appendant can effectively reduce the main beam lift coefficient. The road vehicles have less influence on the aerodynamic coefficient. The drag and lift coefficients are obviously influenced by the windward train effect, and the moment coefficient are obviously affected by leeward train.
引文
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[2]高亮,刘建新,张丹.桁架桥主梁三分力系数试验[J].长安大学学报:自然科学版,2012(1):52-56.GAO Liang,LIU Jian-xin,ZHANG Dan.Experimental study on three-component force coefficients of truss girder cross-section[J].Journal of Chang'an University:Natural Science Edition,2012(1):52-56.
[3]李永乐,徐昕宇,郭建明,等.六线双层铁路钢桁桥车桥系统气动特性风洞试验研究[J].工程力学,2016(04):130-135.LI Yong-le,XU Xin-yu,GUO Jian-ming,et al.Wind tunnel tests on aerodynamic characteristics of vehicle-bridge system for six-track double-deck steel-truss railway bridge[J].Engineering Mechanics,2016(04):130-135.
[4]王福军.计算流体力学分析:CFD软件原理与应用[M].北京:清华大学出版社,2004:1-2.
[5]项海帆,葛耀君.现代桥梁抗风理论及其应用[J].力学与实践,2007,29(1):1-13.XIANG Hai-fan,GE Yao-jun.Modern theory for wind resistant bridge and its application[J].Mechanics in Engineering,2007,29(1):1-13.
[6]汪家继,樊健生,聂建国,等.大跨度桥梁箱梁的三分力系数识别研究[J].工程力学,2016(1):95-104.WANG Jia-ji,FAN Jian-sheng,NIE Jian-guo,et al.Computational study on static coefficients of box girder section for long-span bridges[J].Engineering mechanics,2016(1):95-104.
[7]沈自力.基于CFD的桁架桥气动参数研究[J].铁道科学与工程学报,2015(8):852-858.SHEN Zi-li.Research on aerodynamic parameter of truss bridge based on CFD theory[J].Journal of Railway Science and Engineering,2015(8):852-858.
[8]李永乐,安伟胜,蔡宪棠.倒梯形板桁主梁CFD简化模型及气动特性研究[J].工程力学,2011,28(1):103-109.LI Yong-le,AN Wei-sheng,CAI Xiantang.Simplified CFD modal and aerodynamic characteristics of inverted trape-zoidal plate-truss deck[J].Engineering Mechanics,2011,28(1):103-109.
[9]邹明伟,郑史雄,唐煜,等.倒梯形桁架桥断面气动参数研究[J].铁道标准设计,2018,62(3):53-57.ZOU Ming-wei,ZHENG Shi-xiong,TANG Yu,et al.Study on aerodynamic parameters of inverted trapezoid section of truss bridge[J].Railway Stand Design,2018,62(3):53-57.
[10]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.
[11]国家铁路局.铁路桥涵设计规范:TB 10002-2017[S].北京:中国铁道出版社,2017.
[12]埃米尔·希缪,罗伯特·H·坎伦.风对结构的作用:风工程导论[M].上海:同济大学出版社,1992:289.
[13]李加武,张宏杰,韩万水.斜拉桥风致响应的雷诺数效应[J].中国公路学报,2009(2):42-47.LI Jia-wu,ZHANG Hong-jie,HAN Wan-shui.Windinduced response of cable-stayed bridge with consideration of Reynolds number effect[J].China Journal of Highway and transport,2009(2):42-47.
[14]JAKOBSEN J B,ANDERSEN T L,MACDONALD J H G,et al.Wind-induced response and excitation characteristics of an inclined cable model in the critical Reynolds number range[J].Journal of Wind Engineering and Industrial Aerodynamics,2012,110(11):100-112.
[15]LEE S,KWON S D,YOON J.Reynolds number sensitivity to aerodynamic forces of twin box bridge girder[J].Journal of Wind Engineering and Industrial Aerodynamics,2014,127(127):59-68.
[16]ZHANG W,CAI C S,PAN F.Fatigue reliability assessment for long-span bridges under combined dynamic loads from winds and vehicles[J].Journal of Bridge Engineering,2013,18(8):735-747.
[17]WANG T,HAN W S,YANG F,et al.Wind-vehiclebridge coupled vibration analysis based on random traffic flow simulation[J].Journal of Traffic and Transportation Engineering(English Edition),2014,1(4):293-308.
[18]POSPí?IL S,BULJAC A,KOZMAR H,et al.Influence of stationary vehicles on bridge aerodynamic and aeroelastic coefficients[J].Journal of Bridge Engineering,2016,22(4):05016012.
[19]WU J,ZHOU Y,CHEN S.Wind-induced performance of long-span bridge with modified cross-section profiles by stochastic traffic[J].Applied Mechanics and Materials,2012,41(3):464-476.
[20]HAN Y,HU J,CAI C S,et al.Experimental and numerical studies of aerodynamic forces on vehicles and bridges[J].Wind and Structures an International Journal,2013,17(2):163-184.
[21]HAN Y,LIU S,HU J X,et al.Experimental study on aerodynamic derivatives of a bridge cross-section under different traffic flows[J].Journal of Wind Engineering and Industrial Aerodynamics,2014,133:250-262.
[22]HAN Y,LIU S,CAI C S,et al.The influence of vehicles on the flutter stability of a long-span suspension bridge[J].Wind and Structures an International Journal,2015,20(2):275-292.
[23]陈政清.桥梁风工程[M].北京:人民交通出版社,2005:55-56.
[24]SIMIU E,SCANLAN R H.Wind effects on structures:an introduction to wind engineering[M].3rd ed.New York:The Macmillan Company,1996:59.
[25]刘志文,胡建华,陈政清,等.闭口箱形主梁断面三分力系数二维大涡模拟[J].公路交通科技,2011,28(11):61-66.LIU Zhi-wen,HU Jian-hua,CHEN Zheng-qing,et al.2D large eddy simulation of aerostatic coefficients of a closed-box main girder section[J].Chinese Journal of Highway and Transportation Research and Development,2011,28(11):61-66.