«Previous Article|Table of Contents|Next Article»

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

Issue:

2013年01期

Page:

45-50,66

Research Field:

桥梁与隧道工程

Publishing date:

Info

Title:

Time-domain analysis of wind-induced buffet and wind-resistant measures for cable-stayed bridge with steel box girder at construction stage

Author(s):

ZHANG Qian¹; 2; ZHOU Xu-hong¹; 2; DI Jin¹;  WANG Ji-cheng¹

1. School of Highway, Chang'an University, Xi'an 710064, Shaanxi, China; 2. School of Civil Engineering and Mechanics, Lanzhou University, Lanzhou 730000, Gansu, China

Keywords:

bridge engineering;  cable-stayed bridge;  buffeting;  time-domain analysis;  ANSYS;  nonlinear;  construction stage;  wind resistance measure

PACS:

U448.27

DOI:

-

Abstract:

Based on the project of north channel cable-stayed bridge of Hangzhou Bay Sea-crossing Bridge, the time-domain analysis of wind-induced buffet was carried out under the double and single jib condition by ANSYS. The random wind field was simulated by WAWS. Buffeting wind loads, which were exerted on tower, girder and cables, were simplified separately. The time-domain expressions of static wind force, buffeting force and full coupled auto-excited force, and how to exert the full coupled auto-excited force in ANSYS were proposed in this paper. Single beam elements were adopted to proceed the time-domain analysis, and the geometric and aerodynamic nonlinear of the structure was considered. Time-domain analysis results show that under the design wind loads at construction stage, the displacement response is smaller at the cantilever end of main girder and the top of pylon. The maximum tensile stress of the section at the root of pylon is 0.707 MPa after combination of wind loads and dead loads. The wind resistance measures are suggested based on the results of the time-domain analysis and the influence of other factors. 3 tabs, 7 figs, 10 refs.

References:

[1] 曹映泓.大跨度桥梁非线性颤阵和抖振时程分析[D].上海:同济大学,1999. CAO Ying-hong.Flutter and buffeting nonlinear analysis in time domain for long-span bridges[D].Shanghai:Tongji University,1999.(in Chinese)
[2]Deodatis G.Simulation of ergodic multivariate stochastic processes[J].Journal of Engineering Mechanics,1996,122(8):778-787.
[3]李永乐,周述华,强士中.大跨度斜拉桥三维脉动风场模拟[J].土木工程学报,2003,36(10):60-65. LI Yong-le,ZHOU Shu-hua,QIANG Shi-zhong.Simulation of three-dimensional fluctuating wind field for large span cable-stayed bridge[J].China Civil Engineering Journal,2003,36(10):60-65.(in Chinese)
[4]曾宪武,韩大建.大跨桥梁风致抖振时域分析及在ANSYS中的实现[J].桥梁建设,2004(1):9-12. ZENG Xian-wu,HAN Da-jian.Time-domain analysis of wind-induced buffet on long-span bridges and implementation of analysis in ANSYS [J].Bridge Construction,2004(1):9-12.(in Chinese)
[5]杨转运.大跨度斜拉桥抖振响应的气动导纳函数研究[D].重庆:重庆大学,2010. YANG Zhuan-yun.Study on the aerodynamic admittance function of the buffeting response of long-span cable-stayed bridge[D].Chongqing:Chongqing University,2010.(in Chinese)
[6]孙国明,张 彬,周 涛.桥梁结构风致振动的探讨[J].工程建设与设计,2001,167(3):29-30. SUN Guo-ming,ZHANG Bin,ZHOU Tao.Discussion of wind-induced vibration in bridge structure[J].Engineering Design and Construction,2001,167(3):29-30.(in Chinese)
[7]张焕新,毛志坚,周述华.礐石大桥施工阶段抗风措施[J].公路,1998(11):28-30. ZHANG Huan-xin,MAO Zhi-jian,ZHOU Shu-hua.Wind-resistant measures of Hushi bridge at construction stage[J].Highway,1998(11):28-30.(in Chinese)
[8]张鸣祥,王建国,汪 权.大跨度桥梁耦合抖振的TMD控制[J].合肥工业大学学报:自然科学版,2012,35(2):211-215. ZHANG Ming-xiang,WANG Jian-guo,WANG Quan.TMD control of coupled buffeting of long-span bridges[J].Journal of Hefei University of Technology:Natural Science,2012,35(2):211-215.(in Chinese)
[9]赵 明.斜拉索随机最优主动/半主动控制[D].杭州:浙江大学,2011. ZHAO Ming.Stochastic optimal active/semi-active control of stay cables[D].Hangzhou:Zhejiang University,2011.(in Chinese)
[10]刘建新,李 哲.动措施对斜拉索风荷载及结构响应的影响[J].建筑科学与工程学报,2010,27(3):89-93. LIU Jian-xin,LI Zhe.Influence of aerodynamic measure on wind load and structural response of stayed-cable[J].Journal of Architecture and Civil Engineering,2010,27(3):89-93.(in Chinese)

Memo

Memo:

-

Common functions

Last Update: 2013-02-20