环境作用下钢管混凝土桥梁温度研究综述

刘永健; 闫新凯; 刘江; 陈宝春; 姜磊; 吕毅

doi:10.19818/j.cnki.1671-1637.2025.05.012

环境作用下钢管混凝土桥梁温度研究综述

doi: 10.19818/j.cnki.1671-1637.2025.05.012

刘永健^{1, 2},
闫新凯³,
刘江^1, ,,
陈宝春⁴,
姜磊¹,
吕毅¹

1.
长安大学公路学院, 陕西西安 710064
2.
重庆大学土木工程学院, 重庆 400044
3.
宁波工程学院建筑与交通工程学院, 浙江宁波 315211
4.
福建理工大学土木工程学院, 福建福州 350108

基金项目:

国家自然科学基金项目 51978061

国家自然科学基金项目 52108111

青海省科技厅重点研发与转化计划 2024-GX-117

详细信息

作者简介:
刘永健(1966-)，男，江西玉山人，长安大学教授，工学博士，从事钢与组合结构桥梁、桥梁温度问题研究

通讯作者:
刘江(1991-)，男，陕西西安人，长安大学副教授，工学博士

中图分类号: U448.38
计量
- 文章访问数: 66
- HTML全文浏览量: 34
- PDF下载量: 13
- 被引次数: 0
出版历程
- 收稿日期: 2025-04-17
- 录用日期: 2025-08-25
- 修回日期: 2025-06-04
- 刊出日期: 2025-10-28

Review on thermal behavior of concrete-filled steel tube bridges under environmental effects

1.
School of Highway, Chang'an University, Xi'an 710064, Shaanxi, China
2.
School of Civil Engineering, Chongqing University, Chongqing 400044, China
3.
School of Civil and Transportation Engineering, Ningbo University of Technology, Ningbo 315211, Zhejiang, China
4.
School of Civil Engineering, Fujian University of Technology, Fuzhou 350108, Fujian, China

Funds:

National Natural Science Foundation of China 51978061

National Natural Science Foundation of China 52108111

Key Research and Development and Transformation Project of Depantment of Science and Technology of Qinghai Province 2024-GX-117

More Information

Corresponding author: LIU Jiang (1991-), male, associate professor, PhD, liu-jiang@chd.edu.cn

Article Text (Baidu Translation)

摘要

摘要: 为提高钢管混凝土桥梁应对温度响应的能力, 梳理了钢管混凝土桥梁在水化热和环境因素影响下面临的关键温度问题, 总结了钢管混凝土桥梁施工和运营阶段温度作用与效应、界面热脱黏以及温度效应计算方法等的研究进展, 探讨了未来的研究方向。研究结果表明: 施工阶段, 空钢管拼装受日照温度场影响显著, 需对拼装线形进行精准调控, 管内混凝土水化热导致大管径(大于1.2 m)截面的温升和里表温差均超过30 ℃, 开裂风险较高, 钢管混凝土拱的合龙温度取值存在争议, 需结合累积内力反算; 在运营阶段, 气温变化和太阳辐射分别引起均匀温度和截面非线性温度梯度(温差大于10 ℃)作用, 温度效应对钢管混凝土桥梁的应力、内力、变形和稳定性均有较显著的影响, 并通过加速混凝土徐变改变结构的长期响应; 钢管与核心混凝土间温差易诱发钢-混界面拉应力超限和热脱黏, 脱黏高度为0.03~0.72 mm, 通过红外热成像和分布式光纤等热感知技术可有效检测界面脱黏。现有规范对温度作用模式和线膨胀系数等的界定尚存不足, 热弹性力学分析和能量法等解析法以及精细化热-力耦合模拟为温度效应计算提供支撑, 未来需进一步研发低水化热和辐射吸收率材料, 推广界面连接件应用, 开展长期热损伤演化评估以及优化超大跨钢管混凝土桥梁温度控制策略, 并完善相关设计规范。研究结果为钢管混凝土桥梁的高品质建造与长寿命运维提供理论参考。
- 桥梁工程 /
- 钢管混凝土桥梁 /
- 综述 /
- 温度效应 /
- 水化热 /
- 温度梯度 /
- 热脱黏
Abstract: Key temperature issues faced by concrete-filled steel tube (CFST) bridges under the influence of hydration heat and environmental factors were compiled to enhance their capacity in addressing temperature response. Research advances in temperature actions and effects during construction and operation, interfacial thermal debonding, and computational methods for temperature effects were reviewed, and future research directions were discussed. Research findings indicate that the assembly of empty steel tubes is significantly influenced by the solar temperature field during the construction stage, and thus assembly demands precise alignment control. The hydration heat of concrete in the tubes results in that the temperature rise at large-diameter (> 1.2 m) sections and the core-surface temperature differences are over 30 ℃, raising concrete cracking risks. There is controversy regarding the selection of the closure temperature for CFST arches. It requires back-calculation with cumulative internal force. In operation, air temperature variations induce uniform temperature changes, while solar radiation creates nonlinear temperature gradients (temperature difference > 10 ℃) at sections. Temperature effects significantly impact stress, internal force, deformation, and stability and alter the long-term response of the structure by accelerating concrete creep. The temperature difference between the steel tube and core concrete can easily induce excessive tensile stress at the steel-concrete interface and thermal debonding, with the debonding height ranging from approximately 0.03 to 0.72 mm. Interface debonding can be effectively detected via infrared thermography, distributed fiber optic sensing, and other temperature sensing technologies. Current codes lack precise definitions for temperature action patterns and linear expansion coefficients. Analytical methods (such as thermoelastic analysis and energy method) and refined thermo-mechanical coupling simulation provides support for calculations of temperature effects. Future priorities include developing materials with low hydration heat and radiation absorptivity, promoting the application of interface connectors, implementing long-term thermal damage evolution and assessment, optimizing temperature control strategies for super-long-span CFST bridges, and refining relevant design codes. The research results offer a theoretical reference for the high-quality construction and long-life operation and maintenance of CFST bridges.
- bridge engineering /
- concrete-filled steel tube bridges /
- review /
- temperature effect /
- hydration heat /
- temperature gradient /
- thermal debonding

HTML全文

图 1 影响桥梁温度场的环境因素^[39]

Figure 1. Environmental factors influencing bridge temperature field^[39]

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图 2 钢管混凝土桥梁的温度问题

Figure 2. Thermal behavior of concrete-filled steel tube (CFST) bridges

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图 3 钢管混凝土桥塔的水化热温度场和开裂风险^[68]

Figure 3. Hydration temperature field and cracking risk of CFST pylon^[68]

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图 4 钢-混结合段的水化热温度场和开裂风险^[60]

Figure 4. Hydration temperature field and cracking risk of steel-concrete connecting segments^[60]

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图 5 钢管混凝土拱的日照温度梯度模式^{[87-88, 91]}

Figure 5. Solar-induced temperature gradient patterns in CFST arches^{[87-88, 91]}

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图 6 钢管混凝土桁架的温度作用模式^{[39, 98-99]}

Figure 6. Temperature action patterns in CFST trusses^{[39, 98-99]}

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图 7 桥梁日照温度场的精细化模拟

Figure 7. Refined simulation of solar temperature field in bridges

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图 8 低温条件下钢管混凝土界面抗剪强度提高的机理^[113]

Figure 8. Mechanism of shear strength enhancement at CFST interface under low-temperature conditions^[113]

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图 9 钢管混凝土界面热脱黏^{[125, 127]}

Figure 9. Thermal debonding at CFST interface^{[125, 127]}

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图 10 钢管混凝土界面增强措施

Figure 10. Enhancement measures for CFST interface

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图 11 基于温度变化的钢-混界面脱黏检测原理^[133]

Figure 11. Detection principle for interface debonding based on temperature variation^[133]

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图 12 钢管混凝土的组合线膨胀系数

Figure 12. Composite coefficient of thermal expansion for CFST

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表 1 钢管混凝土拱的合龙温度

Table 1. Closure temperature of CFST arches

来源	合龙温度
文献[70]	取决于D、T_28d、T_{0, s}
文献[71]	取决于T_7d和N_CFST
文献[53]	可取T_{0, s}和T_{0, c}的平均值，考虑日照加1 ℃~2 ℃
文献[72]、《国标》	$T_{28 \mathrm{~d}}+\frac{D-0.85}{0.20}+T_{\mathrm{h}} $
《行规》	钢管拱合龙时的环境温度
注：T_7d和T_28d分别为混凝土灌注后7、28 d内的平均气温；T_{0, s}和T_{0, c}分别为钢管拱的合龙温度和混凝土的入模温度；N_CFST为水化热结束后钢管混凝土拱的累积内力；T_h为混凝土水化热引起的附加温升，取3 ℃~5 ℃。

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表 2 钢管混凝土桥梁的有效温度

Table 2. Effective temperature of CFST bridges

来源	最高有效温度	最低有效温度
文献[70]、[53]	最高日平均气温	最低日平均气温
文献[72]	最高极端气温/最低极端气温/-2.0 ℃	1.5 ℃(0.5 ℃)/3.5 ℃ (2.5 ℃)/0.0 ℃(-1.0 ℃)
《通规》	39 ℃/39 ℃/ 39 ℃	—32 ℃/—15 ℃/ —6 ℃(—1 ℃)
《国标》、《行规》	最高极端气温	最低极端气温
注：文献[72]的取值依次为福建的北部沿海、南部沿海和山区，括号内为D＜0.75 m时的取值；《通规》为按混凝土桥面板钢桥的取值，依次为严寒、寒冷和温热地区，括号中数值适用于昆明、南宁、广州、福州地区。

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表 3 钢管混凝土的日照温度场测试和温度梯度模式

Table 3. Solar temperature field testing and temperature gradient patterns in CFST

来源	测试试件	测试时间	温度梯度模式
文献[83]	1个竖直和1个水平节段，D=550 mm	典型年份的7月26日~7月28日	3次抛物线
文献[84]	2个不同倾角节段，D=610、405 mm	2005年7月13日、2005年7月27日	2次抛物线
文献[85]	1个倾斜节段，D=530 mm	2007年9月18日~2007年9月20日	4次抛物线
文献[86]	拱的1个截面，D=850 mm	2009年8月5日~2009年8月6日	3次抛物线
文献[87]、[88]	4个不同朝向和倾角节段，D=436 mm	2017年3月22日~2018年6月30日	幂函数曲线
文献[89]	拱的1个截面，D=1 600 mm	2018年6月~2019年6月	3折线
文献[90]	1个水平节段，D=1 600 mm	4个典型季节各一天	3折线
文献[91]	3个水平节段，拱的9个截面，D=426~1 000 mm	2022年11月1日~2023年10月30日	统一形式曲线

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