武汉青山长江公路大桥设计的风参数研究
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摘要
利用黄陂气象站、武汉青山长江公路大桥桥位处新建的测风塔和湖北省农展中心自动气象站风资料,采用极值I型分布法对武汉青山长江公路大桥设计的风参数进行研究,结果表明:(1)桥位区10 m高度年最大、极大风速为分别为17.0 m·s~(-1)、20.9 m·s~(-1),年均大风日数为5.8 d,年最多风向为NNE;(2)气象站100 a重现期10 m高度10 min平均年最大风速(基本风速)为25.6 m·s~(-1),桥位处100 a重现期10 m高度10 min平均年最大风速(设计风速)为29.0 m·s~(-1);(3)风速较大时水平动量的垂直湍流通量较风速小时大、湍流参数较风速小时小、湍流谱密度值较风速小时增大1～2个量级;极大风速发生时1 h内的风攻角为0°～3°。
The wind climate characteristics around the Wuhan Qingshan Yangtze River Highway Bridge are analyzed based on the wind data of the newly built wind tower at the Bridge site, Huangpi and the Provincial Agricultural Exhibition Center automatic weather station. The basic wind speed at the automatic weather station is estimated by the extreme value type I distribution. Then, combined with the wind data at the bridge site, the design wind speed is calculated based on the basic wind speed by the ratio method. Finally, the characteristics of atmospheric turbulence are analyzed in the near surface layer around the bridge. Results are as follows.(1) The annual maximum and extreme wind speeds in the bridge area are 17.0 and 20.9 m·s~(-1), respectively. Mean number of high wind days is 5.8 d, and the most frequent wind direction is NNE.(2) The annual 10 min average maximum wind speed(designed wind speed) in the bridge area at 10 m height is 25.6 m·s~(-1) in a hundred years reappearing period.(3) When wind speed is high, the vertical turbulent flux of horizontal momentum is large and the turbulence parameter is small. The turbulence spectral density is higher by 1-2 orders of magnitude at high twind speed than at low wind speed. The wind attack angle in 1 h is 0 to 3 degrees when the extreme wind speed occurs.
The wind climate characteristics around the Wuhan Qingshan Yangtze River Highway Bridge are analyzed based on the wind data of the newly built wind tower at the Bridge site, Huangpi and the Provincial Agricultural Exhibition Center automatic weather station. The basic wind speed at the automatic weather station is estimated by the extreme value type I distribution. Then, combined with the wind data at the bridge site, the design wind speed is calculated based on the basic wind speed by the ratio method. Finally, the characteristics of atmospheric turbulence are analyzed in the near surface layer around the bridge. Results are as follows.(1) The annual maximum and extreme wind speeds in the bridge area are 17.0 and 20.9 m·s~(-1), respectively. Mean number of high wind days is 5.8 d, and the most frequent wind direction is NNE.(2) The annual 10 min average maximum wind speed(designed wind speed) in the bridge area at 10 m height is 25.6 m·s~(-1) in a hundred years reappearing period.(3) When wind speed is high, the vertical turbulent flux of horizontal momentum is large and the turbulence parameter is small. The turbulence spectral density is higher by 1-2 orders of magnitude at high twind speed than at low wind speed. The wind attack angle in 1 h is 0 to 3 degrees when the extreme wind speed occurs.
引文
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程进,江见鲸,肖汝诚,等,2002.风对桥梁结构稳定性的影响及其对策[J].自然灾害学,11(1):81-84
韩万水,陈艾荣,胡晓伦.2006.杭州湾跨海大桥风载内力试验及计算方法[J].同济大学学报(自然科学版),34(8):995-1 000
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李敏娜.2010.多塔斜拉桥抖振及风载内力分析.西南交通大学硕士研究生学位论文[D].西南交通大学.25-28
刘聪,黄世成,朱安祥,等,2006.苏通长江公路大桥设计风速的计算与分析[J].应用气象学报,17(1):44-50
马开玉,张耀存,陈星.2014.现代应用统计学[M].北京:气象出版社,177-200
文元桥,陈正洪.2010.荆岳长江大桥附近大风特征及设计风速推算研究[J].武汉理工大学学报(交通科学与工程版),34(2):306-309
谢炼,张文明,宗周红.2016.基于健康监测的灌河大桥实测湍流积分尺度对比研究[J].结构工程师,32(2):75-83
项海帆,林志兴,鲍卫刚,等,1996.公路桥梁抗风设计指南[M].北京:人民交通出版社,1-24;68-88
徐家云,王礼杭,陈思维,等,2015.鄂东长江大桥风致振动三向连续型控制试验研究[J].武汉理工大学学报,37(1):81-87
杨宏青,陈正洪,高雪飞,等,2010.鄂东长江公路大桥设计风速推算研究[J].气象科学,30(4):526-529
张忠义,刘聪,居为民,2000.南京长江第二大桥桥位风速观测及设计风速的计算[J].气象科学,20(2):200-205
朱瑞兆,1991.气候应用手册[M].北京:气象出版社:42-47,102-111
中国建筑科学研究院.2012.建筑结构荷载规范(GB 50009-2012)
中交公路规划设计院.2004.公路桥梁抗风设计规范(JTG/TD60-01-2004)