Full Text:   <2214>

Summary:  <1931>

CLC number: U445.467

On-line Access: 2020-04-10

Received: 2019-07-05

Revision Accepted: 2020-02-09

Crosschecked: 2020-03-18

Cited: 0

Clicked: 4023

Citations:  Bibtex RefMan EndNote GB/T7714

 ORCID:

Jiang-tao Zhang

https://orcid.org/0000-0001-9754-6912

-   Go to

Article info.
Open peer comments

Journal of Zhejiang University SCIENCE A 2020 Vol.21 No.4 P.255-267

http://doi.org/10.1631/jzus.A1900310


Control measures for thermal effects during placement of span-scale girder segments on continuous steel box girder bridges


Author(s):  Jin-feng Wang, Jiang-tao Zhang, Zhong-xuan Yang, Rong-qiao Xu

Affiliation(s):  Department of Civil Engineering, Zhejiang University, Hangzhou 310058, China

Corresponding email(s):   wangjinfeng@zju.edu.cn

Key Words:  Steel box girder, Span-scale girder segments, Construction process, Thermal effects, Control measures


Jin-feng Wang, Jiang-tao Zhang, Zhong-xuan Yang, Rong-qiao Xu. Control measures for thermal effects during placement of span-scale girder segments on continuous steel box girder bridges[J]. Journal of Zhejiang University Science A, 2020, 21(4): 255-267.

@article{title="Control measures for thermal effects during placement of span-scale girder segments on continuous steel box girder bridges",
author="Jin-feng Wang, Jiang-tao Zhang, Zhong-xuan Yang, Rong-qiao Xu",
journal="Journal of Zhejiang University Science A",
volume="21",
number="4",
pages="255-267",
year="2020",
publisher="Zhejiang University Press & Springer",
doi="10.1631/jzus.A1900310"
}

%0 Journal Article
%T Control measures for thermal effects during placement of span-scale girder segments on continuous steel box girder bridges
%A Jin-feng Wang
%A Jiang-tao Zhang
%A Zhong-xuan Yang
%A Rong-qiao Xu
%J Journal of Zhejiang University SCIENCE A
%V 21
%N 4
%P 255-267
%@ 1673-565X
%D 2020
%I Zhejiang University Press & Springer
%DOI 10.1631/jzus.A1900310

TY - JOUR
T1 - Control measures for thermal effects during placement of span-scale girder segments on continuous steel box girder bridges
A1 - Jin-feng Wang
A1 - Jiang-tao Zhang
A1 - Zhong-xuan Yang
A1 - Rong-qiao Xu
J0 - Journal of Zhejiang University Science A
VL - 21
IS - 4
SP - 255
EP - 267
%@ 1673-565X
Y1 - 2020
PB - Zhejiang University Press & Springer
ER -
DOI - 10.1631/jzus.A1900310


Abstract: 
In this study, we examined the thermal effects throughout the process of the placement of span-scale girder segments on a 6×110-m continuous steel box girder in the Hong Kong-Zhuhai-Macao Bridge. Firstly, when a span-scale girder segment is temporarily stored in the open air, temperature gradients will significantly increase the maximum reaction force on temporary supports and cause local buckling at the bottom of the girder segment. Secondly, due to the temperature difference of the girder segments before and after girth-welding, some residual thermal deflections will appear on the girder segments because the boundary conditions of the structure are changed by the girth-welding. Thirdly, the thermal expansion and thermal bending of girder segments will cause movement and rotation of bearings, which must be considered in setting bearings. We propose control measures for these problems based on finite element method simulation with field-measured temperatures. The local buckling during open-air storage can be avoided by reasonably determining the appropriate positions of temporary supports using analysis of overall and local stresses. The residual thermal deflections can be overcome by performing girth-welding during a period when the vertical temperature difference of the girder is within 1 °C, such as after 22:00. Some formulas are proposed to determine the pre-set distances for bearings, in which the movement and rotation of the bearings due to dead loads and thermal loads are considered. Finally, the feasibility of these control measures in the placement of span-scale girder segments on a real continuous girder was verified: no local buckling was observed during open-air storage; the residual thermal deflections after girth-welding were controlled within 5 mm and the residual pre-set distances of bearings when the whole continuous girder reached its design state were controlled within 20 mm.

连续钢箱梁桥整孔安装施工全过程的温度效应控制措施

目的:采用整孔安装的连续钢箱梁对施工精度要求极高,而其在露天存放、环缝焊接和设置支座预偏量等环节会不可避免地受温度变化的影响而产生应力和位移,因此应引起特别关注. 首先,置于露天场地存放的钢箱梁节段各处受到的日光照射不均匀,由此产生的截面竖向温度梯度会使梁底临时支墩的反力分布出现巨大变化,从而影响箱梁节段的局部受力安全; 其次,因为环缝焊接会使相邻梁段结构体系从简支梁变成连续梁,所以在焊接过程中若箱梁顶底板因存在温差而引起了变形,则该变形在焊接后不会随着温差的减小而逐步消除; 最后,连接在箱梁底板上的滑动支座顶板在支座安装完成后仍会受温度影响而发生位移. 为了使永久支座在施工完毕后的顶底板中心线对齐,在安装支座时需要考虑这些位移并对支座进行预偏.
创新点:1. 发现温度梯度会导致露天存放的大节段钢箱梁下局部支墩反力的大幅度增加; 2. 发现在环缝焊接时箱梁截面温度梯度导致的位移不会在焊接后随着温度梯度的消失而减小,这是因为箱梁的边界条件发生了变化; 3. 提出了考虑温度效应的支座预偏量公式; 4. 针对这些温度效应提出了应对策略.
方法:1. 根据钢箱梁截面的实测温度数据(图3),建立连续钢箱梁施工全过程的有限元分析模型; 2. 通过有限元模型的计算结果,对钢箱梁在露天存放、环缝焊接及设置支座预偏量时的温度效应展开分析研究,并给出相应的解决方案; 3. 将解决方案应用于实际桥梁施工中,以验证所提方法的可行性和有效性.
结论:1. 钢箱梁在露天存放、环缝焊接及设置支座预偏量时的温度效应会严重影响钢箱梁的整孔安装施工,因此必须得到有效控制; 2. 利用钢箱梁截面的实测温度数据建立钢箱梁施工全过程的有限元模型,可对施工过程中的温度效应进行预测并据此提出控制措施; 3. 钢箱梁的成功施工验证了本文所提出的温度效应控制措施的有效性,这对同类工程的施工具有借鉴意义和参考价值.

关键词:钢箱梁; 整孔安装; 施工过程; 温度效应; 控制措施

Darkslateblue:Affiliate; Royal Blue:Author; Turquoise:Article

Reference

[1]Ding YL, Li AQ, 2011. Temperature-induced variations of measured modal frequencies of steel box girder for a long-span suspension bridge. International Journal of Steel Structures, 11(2):145-155.

[2]Ding YL, Zhou GD, Li AQ, et al., 2012. Thermal field characteristic analysis of steel box girder based on long-term measurement data. International Journal of Steel Structures, 12(2):219-232.

[3]Emerson M, 1979. Bridge Temperatures for Setting Bearings and Expansion Joints. Technical Report No. SR479, Transport and Road Research Laboratory, Wokingham, UK.

[4]Kim SH, Cho KI, Won JH, et al., 2009. A study on thermal behaviour of curved steel box girder bridges considering solar radiation. Archives of Civil and Mechanical Engineering, 9(3):59-76.

[5]Kim SH, Park SJ, Wu JX, et al., 2015. Temperature variation in steel box girders of cable-stayed bridges during construction. Journal of Constructional Steel Research, 112(1):80-92.

[6]Kowalski R, Głowacki M, Wróblewska J, 2018. Thermal bowing of reinforced concrete elements exposed to non-uniform heating. Archives of Civil Engineering, 64(4):247-264.

[7]Kromanis R, Kripakaran P, Harvey B, 2016. Long-term structural health monitoring of the Cleddau Bridge: evaluation of quasi-static temperature effects on bearing movements. Structure and Infrastructure Engineering, 12(10):1342-1355.

[8]Lee JH, Jeong YS, Kim WS, 2016. Buckling behavior of steel girder in integral abutment bridges under thermal loadings in summer season during deck replacement. International Journal of Steel Structures, 16(4):1071-1082.

[9]Li CX, Yang N, Zhang YP, et al., 2009. The sunlight thermal gradient of the steel box girder and the deformation of the last girder in incremental launching construction of Hangzhou Jiangdong Bridge. Journal of Transport Science and Engineering, 25(1):39-44 (in Chinese).

[10]Lucas JM, Berred A, Louis C, 2003. Thermal actions on a steel box girder bridge. Proceedings of the Institution of Civil Engineers–Structures and Buildings, 156(2):175-182.

[11]Malik P, Kadoli R, Ganesan N, 2007. Effect of boundary conditions and convection on thermally induced motion of beams subjected to internal heating. Journal of Zhejiang University-SCIENCE A, 8(7):1044-1052.

[12]Miao CQ, Shi CH, 2013. Temperature gradient and its effect on flat steel box girder of long-span suspension bridge. Science China Technological Sciences, 56(8):1929-1939.

[13]MOHURD (Ministry of Housing and Urban-Rural Development of the People’s Republic of China), 2003. Code for Design of Steel Structures, GB50017-2003. National Standards of the People’s Republic of China, Beijing, China (in Chinese).

[14]Moorty S, Roeder CW, 1992. Temperature-dependent bridge movements. Journal of Structural Engineering, 118(4):1090-1105.

[15]Tong M, Tham LG, Au FTK, et al., 2001. Numerical modelling for temperature distribution in steel bridges. Computers & Structures, 79(6):583-593.

[16]Tong M, Tham LG, Au FTK, 2002. Extreme thermal loading on steel bridges in tropical region. Journal of Bridge Engineering, 7(6):357-366.

[17]Wang GX, Ding YL, Wang XJ, et al., 2014. Long-term temperature monitoring and statistical analysis on the flat steel-box girder of Sutong Bridge. Journal of Highway and Transportation Research and Development (English Edition), 8(4):63-68.

[18]Wang JF, Zhang L, Xiang HW, et al., 2016. Temperature effect during construction of non-navigable bridge of Hong Kong-Zhuhai-Macao Bridge over deep water area. China Journal of Highway and Transport, 29(12):70-77 (in Chinese).

[19]Wang JF, Xu ZY, Fan XL, et al., 2017. Thermal effects on curved steel box girder bridges and their countermeasures. Journal of Performance of Constructed Facilities, 31(2):04016091.

[20]Xu YL, Chen B, Ng CL, et al., 2010. Monitoring temperature effect on a long suspension bridge. Structural Control and Health Monitoring, 17(6):632-653.

[21]Zhou GD, Yi TH, 2013. Thermal load in large-scale bridges: a state-of-the-art review. International Journal of Distributed Sensor Networks, 161(4):85-93.

Open peer comments: Debate/Discuss/Question/Opinion

<1>

Please provide your name, email address and a comment





Journal of Zhejiang University-SCIENCE, 38 Zheda Road, Hangzhou 310027, China
Tel: +86-571-87952783; E-mail: cjzhang@zju.edu.cn
Copyright © 2000 - 2024 Journal of Zhejiang University-SCIENCE