|Table of Contents|

Aerostatic stability analysis of Cangkou channel bridge girder(PDF)

长安大学学报（自然科学版）[ISSN:1006-6977/CN:61-1281/TN]

Issue:
2010年05期
Page:
58-62
Research Field:
Publishing date:
2010-10-20

Info

Title:
Aerostatic stability analysis of Cangkou channel bridge girder
Author(s):
LI Li-jun1;  HU Zhao-tong1;  QU Li-qing2
1. School of Highway, Chang'an University, Xi'an 710064, Shaanxi, China; 2. Tsingtao International Trust & Investment Co Ltd, Tsingtao 266000, Shandong, China
Keywords:
bridge engineering;  cable-stayed bridge;  steel box girder;  dynamic behavior;  coefficient of tri-component force;  aerostatics stability
PACS:
U448.27
DOI:
-
Abstract:
Cangkou channel bridge, the main navigation of Qingdao gulf bridge,is a double-cable-plane cable-stayed steel box girder bridge with double-tower. Aimed at steel box girder'aerostatic stability analysis to ensure the stability of the wind-resistance, safety and applicability in the operation of the bridge, FLUID software is used to calculate the coefficient of tri-component force which is consistent with the wind tunnel test data and then to solve its critical wind velocity of static torsional divergence, uses ANSYS to analyze its dynamic behavior and transverse buckling critical wind speed. The calculation shows the minimum values of critical wind velocity are 579 m/s(static torsional divergence)and 745.6 m/s(transverse buckling). The calculate results are much larger than the corresponding wind speed tests(95.8 m/s), which guarantee steel box girder'aerostatics stability in Cangkou channel bridge. 6 tabs, 6 figs, 13 refs.

References:

[1] 熊正元,颜全胜,李立军.大跨度斜拉桥的静风非线性稳定分析[J].铁道标准设计,2004,51(4):51-54. XIONG Zheng-yuan,YAN Quan-sheng,LI Li-jun. Nonlinear stability analysis of large span cable-stayed bridge with calm[J].Railway Standard Design,2004,51(4):51-54.
[2]Su C,Han D J,Yan Q S,et al.Wind-induced vibration analysis of the Hong Kong TingKau bridge[J].Proceedings of the Institution of Civil Engineers:Structures and Buildings,2003,156(3):263-272.
[3]University of Hong Kong,South China University of Technology.Wind-induced vibration analysis of the TingKau bridge[R].Hong Kong:The Highway Department of Government of the HKSAR,1998.
[4]Kiviluoma R.Coupled-mode buffeting and flutter analysis of bridges[J].Computers and Structures,1999,70(2):219-228.
[5]Ding Q,Lee P K K.Computer simulation of buffeting actions of suspension bridges under turbulent wind[J].Computers and Structures,2000,76(6):787-797.
[6]韩大建,邹小江.大跨度斜拉桥非线性静风稳定分析[J].工程力学,2005,22(1):206-210. HAN Da-jian,ZOU Xiao-jiang.Nonlinear aerostatic stability analysis of a long span cable-stayed bridge[J].Engineering Mechanics,2005,22(1):206-210.
[7]黄平明,王 达,周可夫.无塔非对称人行悬索桥静风稳定性研究[J].公路交通科技,2008,25(4):99-102. HUANG Ping-ming,WANG Da,ZHOU Ke-fu.Research on aerostatic stability of asymmetry pedestrian suspension bridge without tower[J].Journal of Highway and Transportation Research and Development,2008,25(4):99-102.
[8]JTG/T D60—01—2004,公路桥梁抗风设计规范[S].
[9]中交公路规划设计院,华杰工程咨询有限公司.青岛海湾大桥(北桥位)工程可行性研究报告[R].青岛:青岛海湾大桥工程项目建设办公室,2005.
[10]项海帆,葛耀君.悬索桥跨径的空气动力极限[J].土 木工程学报,2005,38(1):60-70. XIANG Hai-fan,GE Yao-jun.On aerodynamic limits to suspension bridges[J].China Civil Engineering Journal,2005,38(1):60-70.
[11]胡庆安,乔云强,刘健新,等.斜风作用下桥塔施工阶段抖振性能[J].交通运输工程学报,2008,8(2):40-43. HU Qing-an,QIAO Yun-qiang,LIU Jian-xin,et al.Buffeting performance of bridge tower under yawed wind during construction[J].Journal of Traffic and Transportation Engineering,2008,8(2):40-43.
[12]李加武,张宏杰,韩万水.斜拉桥风致响应的雷诺数效应[J].中国公路学报,2009,22(2):42-47. LI Jia-wu,ZHANG Hong-jie,HAN Wan-shui.Wind-induced response of cable-stayed bridge with consideration of Reynolds number effect[J].China Journal of Highway and Transport,2009,22(2):42-47.
[13] 同济大学,西南交通大学,湖南大学.青岛海湾大桥一期工程结构抗风性能专题研究[R].青岛:青岛海湾大桥工程项目建设办公室,2005.

Memo

Memo:
-
Last Update: 2010-10-20