Transverse deflection-span ratio suggested value of an urban rail transit bridge based on a wind-vehicle-bridge system

被引：0
作者：
Li Y. [1 ,2 ]
Long J. [1 ]
Xiang H. [1 ,2 ]
Ma H. [3 ]
He M. [3 ]
Xie J. [1 ]
机构：
[1] Department of Bridge Engineering, Southwest Jiaotong University, Chengdu
[2] Wind Engineering Key Laboratory of Sichuan Province, Chengdu
[3] Chongqing Rail Transit (Group) Co., Ltd., Chongqing
来源：
Zhendong yu Chongji/Journal of Vibration and Shock | 2020年 / 39卷 / 24期
关键词：
Coupling vibration; Deflection-span ratio; Special urban rail transit bridges; Transverse stiffness; Wind-vehicle-bridge;
D O I：
10.13465/j.cnki.jvs.2020.24.029
中图分类号：
学科分类号：
摘要：
The limit value of lateral deflection to span ratio is 1/4 000 in the code for the design of an urban rail transit bridge; however, some built bridges do not meet the limits in the code but can also operate safely. An urban rail transit bridge is limited by bridge width. Its transverse stiffness is relatively small. For long-span urban rail transit bridges, if they are still designed at 1/4 000, construction costs may increase. This paper took the actual bridges of five engineering projects as the background and used the independent development software BANSYS to analyze coupling vibration of a wind-vehicle-bridge system. The transverse stiffness of the bridge was changed by changing the section transverse moment of inertia of the main beam, and its influence on vehicle driving was analyzed, and the influence of factors such as vehicle type, bridges type and span, different safety index were analyzed, the lateral stiffness limit was obtained when the vehicle safety index exceeded the limit. The bridge model was used at this condition to obtain the deflection span limit under the effect of the vehicle's lateral oscillation force and wind force. The results show that under the effect of the vehicle's lateral oscillation force and wind force, when the value of the transverse deflection-span ratio for urban rail transit bridge is not more than 1/2 500, driving safety can be guaranteed when the wind speed is 25 m/s and the speed is not more than 80 km/h. © 2020, Editorial Office of Journal of Vibration and Shock. All right reserved.
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页码：211 / 217
页数：6
相关论文
共 29 条
  • [11] LI Xiaozhen, QIANG Shizhong, Vehicle-bridge dynamic analysis for long span highway and railway bi-purpose cable-stayed bridge, Journal of Vibration and Shock, 22, 1, pp. 8-11, (2003)
  • [12] ZHOU Zhihui, ZENG Qingyuan, XIANG Jun, Influence on security of moving train on bridge caused by bridge lateral rigidity, Journal of Railway Science and Engineering, 2, pp. 30-33, (2005)
  • [13] LUO Song, Lateral stiffness analysis of long-span railway cable-stayed bridge, Science & Technology Vision, 3, (2014)
  • [14] YU Zhiwu, TAN Sui, MAO Jianfeng, Safety analysis of the bridge dynamic performance based on train-bridge coupling random vibration, Journal of Rail Way Engineering Society, 33, 9, pp. 55-61, (2016)
  • [15] ZHANG Qian, GAO Mangmang, YU Mengge, Et al., Research on wind-train-bridge dynamic response of main bridge of Shanghai-Nantong Yangtze River Bridge, China Railway Science, 39, 1, pp. 31-38, (2018)
  • [16] (2017)
  • [17] ZHANG Nan, XIA He, GUO Weiwei, Et al., Analysis on the wind-vehicle-bridge coupling vibration for Nanjing Dashengguan Yangtze River Bridge-Shanghai high speed railway, China Railway Science, 30, 1, pp. 41-48, (2009)
  • [18] (2016)
  • [19] LI Yongle, LI Xin, XIANG Huoyue, Et al., Coupling vibration of wind-vehicle-bridge system for long-span steel truss cable-stayed bridge, Journal of Traffic and Transportation Engineering, 12, 5, pp. 22-27, (2012)
  • [20] (2003)
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