桅杆结构风振系数研究
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摘要
基于随机风振理论,推导了桅杆结构杆身和纤绳风振系数计算公式;结合高耸结构设计规范的修订,分析了原规范杆身风振系数计算公式存在的问题;基于新荷载规范的改动,给出了杆身风振系数计算方法,更新了纤绳风振系数计算参数表格;通过算例分析发现,杆身振型可按无风状态计算且计算杆身风振系数时可只考虑前四阶振型的贡献;时程分析结果表明,杆身各段取四点计算风振系数的方法精度较好,计算简便;由于新荷载规范提高了脉动风荷载的峰值因子和湍流度,纤绳风振系数增大约20%。
The calculation formulae for the wind vibration coefficients of masts and cables were deduced on the basis of random vibration theory. The inadequacy about the wind vibration coefficient in the design code of high-rising structures together with the resision of the code were discussed. A new formula was proposed and the parameter`s table was re-established on the basis of the revision of load code for designing building structures. The analysis of examples shows that the modes of masts can be calculated under the assumed condition of no-wind state and the first four modes need to be taken into account. The time-domain analysis results prove that the method of using four points in each section is precise enough and convenient to use. Due to the increase of the peak factor and turbulence intensity in the new code,the wind vibration coefficient of cables increases by approximately twenty percent.
The calculation formulae for the wind vibration coefficients of masts and cables were deduced on the basis of random vibration theory. The inadequacy about the wind vibration coefficient in the design code of high-rising structures together with the resision of the code were discussed. A new formula was proposed and the parameter`s table was re-established on the basis of the revision of load code for designing building structures. The analysis of examples shows that the modes of masts can be calculated under the assumed condition of no-wind state and the first four modes need to be taken into account. The time-domain analysis results prove that the method of using four points in each section is precise enough and convenient to use. Due to the increase of the peak factor and turbulence intensity in the new code,the wind vibration coefficient of cables increases by approximately twenty percent.
引文
[1]王肇民.桅杆结构[M].北京:科学出版社,2001.
[2]王肇民,程勇凌.桅杆结构动力特性研究[J].建筑结构学报,1993,14(5):2-10.WANG Zhaomin,CHENG Yongling.Research on dynamic characteristics of guyed mast structure[J].Journal of Building Structures,1993,14(5):2-10.
[3]王仲刚,邓洪洲,王肇民.桅杆风振试验研究[J].工程力学,2003,20(5):42-47.WANG Zhonggang,DENG Hongzhou,WANG Zhaomin.Experimental study of the dynamic behavior of guyed mast in wind tunnel[J].Engineering Mechanics,2003,20(5):42-47.
[4]王肇民,何艳丽,马星,等.桅杆结构风洞试验研究[J].建筑结构学报,2000,21(6):55-61.WANG Zhaomin,HE Yanli,MA Xing,et al.Research on wind tunnel experiment of guyed masts[J].Journal of Building Structures,2000,21(6):55-61.
[5]邓洪洲,徐建波,黄健,等.桅杆结构动力特性及风振响应实测[J].同济大学学报(自然科学版),2004,32(10):1289-1294.DENG Hongzhou,XU Jianbo,HUANG Jian,et al.Full scale measurements of dynamic behavior and wind-induced response of guyed masts[J].Journal of Tongji University(Natural Science),2004,32(10):1289-1294.
[6]MATERAZZI A L,VENANZI I.A simplified approach for the wind response analysis of cable-stayed masts[J].Journal of Wind Engineering and Industrial Aerodynamics,2007,95:1272-1288.
[7]高耸结构设计规范:GB J135—1990[S].北京:中国建筑工业出版社,1991.
[8]高耸结构设计规范:GB 50135—2006[S].北京:中国计划出版社,2007.
[9]马星,颜明忠,沈之容.桅杆结构风振系数简化计算[J].特种结构,2002,19(3):54-56.MA Xing,YAN Mingzhong,SHEN Zhirong.Simplified wind vibration coefficient of guyed mast structure[J].Special Structures,2002,19(3):54-56.
[10]建筑结构荷载规范:GB 50009—2012[S].北京:中国建筑工业出版社,2012.
[11]王肇民,程勇凌.桅式结构的风振系数研究[J].同济大学学报(自然科学版),1994,22(2):178-183.WANG Zhaomin,CHENG Yongling.Research on wind vibration coefficient of guyed mast structures[J].Journal of Tongji University(Natural Science),1994,22(2):178-183.
[2]王肇民,程勇凌.桅杆结构动力特性研究[J].建筑结构学报,1993,14(5):2-10.WANG Zhaomin,CHENG Yongling.Research on dynamic characteristics of guyed mast structure[J].Journal of Building Structures,1993,14(5):2-10.
[3]王仲刚,邓洪洲,王肇民.桅杆风振试验研究[J].工程力学,2003,20(5):42-47.WANG Zhonggang,DENG Hongzhou,WANG Zhaomin.Experimental study of the dynamic behavior of guyed mast in wind tunnel[J].Engineering Mechanics,2003,20(5):42-47.
[4]王肇民,何艳丽,马星,等.桅杆结构风洞试验研究[J].建筑结构学报,2000,21(6):55-61.WANG Zhaomin,HE Yanli,MA Xing,et al.Research on wind tunnel experiment of guyed masts[J].Journal of Building Structures,2000,21(6):55-61.
[5]邓洪洲,徐建波,黄健,等.桅杆结构动力特性及风振响应实测[J].同济大学学报(自然科学版),2004,32(10):1289-1294.DENG Hongzhou,XU Jianbo,HUANG Jian,et al.Full scale measurements of dynamic behavior and wind-induced response of guyed masts[J].Journal of Tongji University(Natural Science),2004,32(10):1289-1294.
[6]MATERAZZI A L,VENANZI I.A simplified approach for the wind response analysis of cable-stayed masts[J].Journal of Wind Engineering and Industrial Aerodynamics,2007,95:1272-1288.
[7]高耸结构设计规范:GB J135—1990[S].北京:中国建筑工业出版社,1991.
[8]高耸结构设计规范:GB 50135—2006[S].北京:中国计划出版社,2007.
[9]马星,颜明忠,沈之容.桅杆结构风振系数简化计算[J].特种结构,2002,19(3):54-56.MA Xing,YAN Mingzhong,SHEN Zhirong.Simplified wind vibration coefficient of guyed mast structure[J].Special Structures,2002,19(3):54-56.
[10]建筑结构荷载规范:GB 50009—2012[S].北京:中国建筑工业出版社,2012.
[11]王肇民,程勇凌.桅式结构的风振系数研究[J].同济大学学报(自然科学版),1994,22(2):178-183.WANG Zhaomin,CHENG Yongling.Research on wind vibration coefficient of guyed mast structures[J].Journal of Tongji University(Natural Science),1994,22(2):178-183.