本文以中国建筑总公司提出的拟建千米级摩天大楼为研究对象，运用有限元软件ANSYS进行了风振分析，计算结果表明风向角330°为结构位移响应的最不利风向，0°为结构扭转角位移以及舒适度响应的最不利风向。从数值上看，结构的层间位移角以及位移比极值超过了规范要求，为此本文采用了质量阻尼器和粘滞阻尼器对结构进行风振控制研究。针对两种控制方法，分别设计了相应的控制方案，考察了包括阻尼器参数，个数以及布置形式等相关因素对于控制效果的影响。据此给出对千米级结构风振控制的建议，为以后类似结构的风振控制设计提供参考。
Abstract
Here, a kilometer skyscraper proposed to be constructed by China National Building Corporation was taken as the study object.Firstly, its wind-induced vibration analysis was performed using the finite element (FE) software ANSYS.The results showed that the wind direction angle 330°is the most unfavorable wind direction to its structural displacement response; the wind direction angle 0°is the most unfavorable wind direction to its structural torsional angle displacement and comfort response; its inter-story drift angle and displacement ratio extreme value exceed requirements in the design standard.So, mass damper and viscous one were used by the authors to control the skyscraper’s wind-induced vibration.The different control schemes were designed for the 2 control devices considering effects of factors including damper’s parameters, number and arrangement.Finally, some wind-induced vibration control suggestions were proposed for the kilometer skyscraper to provide a reference for further wind-induced vibration control design of similar structures.
关键词
千米级摩天大楼 /
风洞试验 /
风振响应 /
风振控制
{{custom_keyword}} /
Key words
kilometer skyscraper /
wind tunnel test /
wind-induced response /
wind-induced vibration control
{{custom_keyword}} /
{{custom_sec.title}}
{{custom_sec.title}}
{{custom_sec.content}}
参考文献
[1] Feng Ruo-qiang, Yan Gui-rong, Ge Jin-ming. Effects of high modes on the wind-induced response of super high-rise buildings[J]. Earthquake Engineering and Engineering Vibration, 2012, 11(3): 427-434.
[2] 李波, 杨庆山. 深圳京基金融中心风振响应分析[J]. 土木工程学报, 2010, 43(8): 30-36.
Li Bo, Yang Qingshan, Fan Zhong, Tian Yuji. Analysis of wind-induced responses of Shenzhen KingKey Finance Tower [J]. China Civil Engineering Journal, 2010, 43(8):30-36.
[3] Lu Xi-lin, Chen Jun-ru. Mitigation of wind-induced response of Shanghai Center Tower by tuned mass damper[J]. Structural Design of Tall & Special Buildings, 2011, 20(4): 435-452.
[4] 任军, 滕军, 叶列平. 地王大厦风振TMD主被动切换混合控制研究[J]. 地震工程与工程振动, 2003,23(6): 187-193.
Ren Jun, Teng Jun, Ye Lieping. Research on vibration control of hybrid mass damper for Diwang Tower under wind loading [J]. Earthquake Engineering and Engineering Dynamics, 2003,23(6)：187-193.
[5] 刘斌. 改性粘滞流体及其阻尼器的研究[D]. 南京:东南大学, 2007.
Liu Bin. Study on Modified Viscous Fluid and its Damper[D]. Nan Jing: Southeast University, 2007.
[6] 胥永刚. 抗冲型粘滞流体阻尼器及其动力学性能的研究[D]. 上海: 上海交通大学, 2007.
XU Yong-gang. Study on Shock Resistant Fluid Viscous Damper and its Dynamic Characteristics[D]. Shang Hai: ShangHai Jiao Tong University, 2007.
[7] Chen Yong-qi, Gao Zheng, Bo Yang. Seismic damper for the Torre Mayor high rise building at Mexico City[J]. Steel Construction, 2011, 26(1): 50-54.
[8] Henry C, Huang. Efficiency of the motion amplification device with viscous dampers and its application in high-rise buildings[J]. Earthquake Engineering and Engineering Vibration, 2009, 8(4): 521-536.
[9] 马良喆, 陈永祁, 赵广鹏. 银泰中心主塔楼采用液体粘滞阻尼器的减振设计[J]. 建筑结构, 2009, 39(5): 23-28.
Ma Liang-zhe, Chen Yong-qi, Zhao Guang-peng. Passive dissipation design with liquid viscous damper for Silvertie Center Building[J]. Building Structure, 2009, 39(5): 23-28.
[10] Infanti S, Robinson J, Smith R. Viscous dampers for high-rise buildings[C]. Proceedings of the 14th World Conference on Earthquake Engineering, Beijing, 2008.
[11] Sun Xiao-ying, Liu Hao, Su Ning, et al. Investigation on wind tunnel tests of the Kilometer skyscraper. Engineering Structures, 2017, 148: 340-356.
[12] J.T.P.Yao. Concept of Structure Control [J]. Journal of structure division. ASCE, 1972, 98(7): 1567-1574.
[13] Reinhorn A M, Li C, Constantinou M C. Experimental and analytical investigation of seismic retrofit of structures with supplemental damping part1-fluid viscous damping devices[R]. Technical Report NCEER-95-0001, New York: National Center for Earthquake Engineering Research, 1995.
[14] 陈宇峰, 王浩亮, 刘伟庆, 等. 风振控制中的MTMD最优参数[J]. 南京工业大学学报, 2013, 35(3): 16-19.
CHEN Yu-feng, WANG Hao-Liang, LIU Wei-qing, et al. Optimal parameters of MTMD in wind vibration control[J]. Journal of NanJing University of Technology(Natural Science Edition), 2013, 35(3):16-19.
[15] 李春祥, 熊学玉. 用于结构振动控制的MTMD设计模型及最优设计参数[J]. 四川建筑科学研究, 2003, 3:8-13.
LI Chun-xiang, XIONG Xue-yu. MTMD design models and the optimum design parameters for the vibration control of structures[J]. Building Science Research of SiChuan, 2003,3:8-13.
[16] 樊长龙. MTMD对地震作用下高层结构扭转振动的控制[D]. 上海: 同济大学, 2007.
FAN Chang-long. MTMD for Torsional Vibration Control of Tall Building Structures under Seismic Actions[D]. Shang Hai: TongJi University, 2007.
{{custom_fnGroup.title_cn}}
脚注
{{custom_fn.content}}
PDF(3730 KB)
