Alongwind static equivalent wind loads and responses of tall buildings. Part I: Unfavorable distributions of static equivalent wind loads |
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| Affiliation: | 1. Department of Physiology, Pharmacology and Neuroanatomy, West Virginia University, Morgantown, WV, USA;2. WV Center for Tranlational Science Institute, Morgantown, WV, USA;1. School of Civil Engineering, Harbin Institute of Technology, Heilongjiang, Harbin 150090, China;2. Key Lab of Structures Dynamic Behavior and Control, Harbin Institute of Technology, Ministry of Education, Heilongjiang, Harbin 150090, China;3. Tokyo Polytechnic University, 1583 Iiyama, Atsugi, Kanagawa 243-0297, Japan;1. SIEMENS Gamesa Renewable Energy, WP OF EN ES TWS MMI, Fiskergade 1-9, 7100 Vejle, Denmark;2. Department of Civil, Chemical and Environmental Engineering, University of Genoa, Via Montallegro, 1, 16145 Genoa, Italy;1. State Key Laboratory of Subtropical Building Science, South China University of Technology, P.O. Box 510640, Guangzhou, Guangdong, China;2. Arup International Consultants (Shanghai) Co Ltd Shenzhen Branch, P.O. Box 518048, Shenzhen, Guangdong, China;1. Zhejiang Engineering Research Center of Intelligent Urban Infrastructure, Zhejiang University City College, Hangzhou 310015, China;2. Key Laboratory of Safe Construction and Intelligent Maintenance for Urban Shield Tunnels of Zhejiang Province, Zhejiang University City College, Hangzhou 310015, China;3. Department of Civil Engineering, Zhejiang University City College, Hangzhou 310015, China;4. Department of Civil Engineering, Zhejiang University, Hangzhou 310058, China;5. Zhejiang Jiashao Bridge Investment and Development Co., Ltd, Shaoxing, 312366, China |
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| Abstract: | Although on the same theoretical basis, the current standards of major countries have set out two evidently different distributions of alongwind static equivalent wind loads, one being the same as the mean wind force and the other the same as the first mode shape on tall buildings. In this paper, the fluctuating static equivalent wind load is evaluated as mean, background and resonant components, and the unfavorable distribution of each component is separately addressed. Meanwhile, the wind loads by the above two code methods are derived. The effects of the wind loads by the two code methods on tall buildings are then examined to identify whether or not they are equivalent with regard to the actual wind induced responses. The results show that the wind loads by the two code methods can only ensure an equivalent first mode displacement response, and they may lead to some considerably unfavorable load effects, for example, the base shear force estimation. Finally a numerical example demonstrating the main results is given. |
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