Wind-induced responses of billboards on high-rise building roof
HAN Zhihui1,2,LU Wenqiang2,GU Ming2,XIE Zhuangning3
1. Shanghai Institute of Meteorological Science, Shanghai 200030, China;
2. State Key Laboratory for Disaster Reduction in Civil Engineering, Tongji University, Shanghai 200092, China;
3. State Key Laboratory of Subtropical Building Science, South China University of Technology, Guangzhou 510640, China
Based on rigid model wind tunnel tests, wind-induced responses of billboards on high-rise building roof were studied using the time history analysis method, and the influences of unilateral, adjacent bi-lateral, tri-lateral, and quadri-lateral billboard arrangements on the wind-induced responses were analyzed. The results showed that the wind loading on face panels is the maximum under unilateral arrangement, and the minimum under tri-lateral arrangement; the diagonal brace element at the middle position of face panels is most sensitive to wind loading. The internal force response of the vertical prop element near windward side of face panels is larger relatively, the internal force response of the lateral beam element at the middle position of face panels is the largest; under different billboard arrangements, the gust response factor differences of all kinds of elements are not more than 0.1, under the same billboard arrangement, their maximum difference is 0.3; a conservative gust response factor of 1.6 is suggested to calculate the equivalent static wind loads of billboards on high-rise building roof.
韩志惠1,2，陆文强2，顾明2，谢壮宁3. 高层建筑屋顶广告牌风致响应分析[J]. 振动与冲击, 2017, 36(3): 32-37.
HAN Zhihui1,2,LU Wenqiang2,GU Ming2,XIE Zhuangning3. Wind-induced responses of billboards on high-rise building roof. JOURNAL OF VIBRATION AND SHOCK, 2017, 36(3): 32-37.
[1] Letchford C W. Wind loads on rectangular signboards and hoardings[J]. Journal of Wind Engineering and Industrial Aerodynamics, 2001, 89(2): 135-151.
[2] Paulotto C, Ciampoli M, Augusti G. Wind tunnel evaluation of mean wind pressure on a frame-type signboard[J]. Journal of Wind Engineering and Industrial Aerodynamics, 2006, 94(5): 397-413.
[3] 宋芳芳. 几类风灾易损建筑台风损伤估计与预测[D]. 哈尔滨：哈尔滨工业大学， 2010.
Song Fangfang. Typhoon damage estimation and prediction of wind vulnerable structures [D]. Harbin: Harbin Institute of Technology, 2010.
[4] 余久济. 广告牌结构风荷载取值问题的研究[J]. 工业安全与防尘, 2001(2): 25-26.
Yu Jiuji. A study of values of wind-load of construction of advertisement columns [J]. Industrial Safety and Dust Control, 2001(2): 25-26.
[5] 中国建筑科学研究院. GB50009—2012 建筑结构荷载规范[S].北京：中国建筑工业出版社，2012.
China Academy of Building Research. GB50009—2012 Load code for the design of building structures [S].Beijing: China Architecture & Building Press, 2012
[6] 沈之容, 李冰心. 楼顶广告牌结构基本自振周期计算方法研究[J]. 建筑结构, 2012, 42(3): 75-77
SHEN Zhirong, LI Bingxin. Research on calculation method of basic natural vibration period of roof billboard structure [J].Building Structure, 2012, 42(3): 75-77
[7] 上海市绿化和市容管理局. 户外广告设施设置技术规范 [S]., 2013（送审稿）.
Shanghai greening and city apperence management bureau. Technical specification for outdoor advertisement facilities [S]. 2013
[8] 中国工程建设标准化协会高耸构筑物委员会. CECS 148：2003户外广告设施钢结构技术规程[S]. 北京: 中国计划出版社, 2003.
Committee of high rising structures, China Association for Engineering Construction Standardization. CECS 148: 2003 Technical specification for steel structures of outdoor advertisement facility [S].Beijing: China Planning Press, 2003
