钢-混凝土组合梁桥温度作用与效应综述

刘永健; 刘江

doi:10.19818/j.cnki.1671-1637.2020.01.003

钢-混凝土组合梁桥温度作用与效应综述

doi: 10.19818/j.cnki.1671-1637.2020.01.003

刘永健,
刘江

长安大学公路学院, 陕西西安 710064

基金项目:

国家自然科学基金项目 51978061

中央高校基本科研业务费专项资金项目 300102219310

陕西省交通运输厅科研项目 17-14k

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, 从事钢桥与组合结构桥梁研究

中图分类号: U442.59
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出版历程
- 收稿日期: 2019-09-12
- 刊出日期: 2020-02-25

Review on temperature action and effect of steel-concrete composite girder bridge

School of Highway, Chang'an University, Xian 710064, Shaanxi, China

More Information

Author Bio:
LIU Yong-jian(1966-), male, professor, PhD, liuyongjian@chd.edu.cn

摘要

摘要: 为深化对钢-混凝土组合梁桥温度作用与效应的认识, 从施工阶段水化热温度作用与效应计算, 运营阶段温度作用模式与取值, 以及温度效应计算方法等方面, 综述了国内外研究现状, 探讨了后续的研究重点和方向。研究结果表明: 现浇组合梁桥施工阶段水化热温度作用是桥面板早期开裂的重要原因, 准确计算组合梁水化热温度效应的关键在于选取更为准确适用的水化热模型和考虑温度变化对混凝土硬化过程中弹性模量、抗拉强度以及剪力钉连接刚度发展的影响; 运营环境下组合梁桥主要考虑均匀温度、正负温度梯度等3种温度作用模式, 由于不同国家气候环境的差异及研究历程的不同, 各国规范关于组合梁桥温度作用模式和取值的规定尚不统一, 温度梯度作用的取值并非基于统计分析方法得到, 在取值时亦未充分利用已有历史气象数据资源; 组合梁桥温度效应的计算多基于有限元数值模拟展开, 求解组合梁温度效应的解析计算方法也逐渐准确化, 钢-混界面关系已从不考虑界面滑移发展到考虑界面滑移, 温度分布模式从简单的钢-混均匀温差发展到钢与混凝土任意温度分布, 但还应加强建立任意边界组合梁温度效应求解的理论模型; 组合梁桥温度问题研究的未来发展方向应集中在开展基于效应分类的组合梁温度作用模式研究, 从机理上加强对组合梁温度自生效应和次生效应的认识, 加强组合梁桥长期温度实测, 基于统计分析确定组合梁温度作用代表值; 同时充分利用中国各地区气象部门历史气象数据, 开展组合梁温度作用地域差异性取值研究。
- 桥梁工程 /
- 综述 /
- 钢-混凝土组合梁 /
- 温度作用 /
- 温度效应 /
- 解析方法
Abstract: To understand the temperature action and effect of composite girder bridge in depth, the research status of domestic and overseas, including the temperature action and effect of hydration heat in construction stage, the temperature action patterns and finding values methods in the operation stage, and the calculation methods of temperature effect, was summarized and analyzed. The subsequent research emphases and directions were discussed. Research result shows that the hydration heat temperature effect is an important reason for the early cracking of decks in cast-in-situ composite girder bridges. The accurate selection of applicable hydration heat model and the consideration of the effect of temperature history on the elastic modulus and tensile strength of hardening concrete and the connection stiffness of studs are the keys to accurately calculate the hydration heat temperature effect of composite girder. Three temperature action patterns, including uniform temperature, positive and negative temperature gradients, are generally taken into consideration on the composite girder bridge in the operation environment. The specifications of temperature action patterns and values of composite girder bridges are not coincident due to the differences in climate environments and research histories in different countries. Additionally, the temperature gradients are not obtained based on the statistical analysis and the existing historical meteorological data resources are not fully utilized. The temperature effect calculations of composite girder bridges are mostly based on the finite element numerical simulation. The analytical calculation methods for solving the temperature effect of composite girders are also improved, from taking no account of the interfacial slip and simple steel-concrete uniform temperature difference to considering the interfacial slip and arbitrary temperature distribution of steel and concrete. However, the theoretical model for solving the temperature effect of composite girder with arbitrary boundaries should be strengthened. The future research directions of composite girder bridge temperature problem should focus on the composite girder temperature action pattern based on effect classification, the in-depth understanding the temperature self-generated and secondary effects from the mechanism, and strengthening the long-term temperature measurement to determine the representative values of temperature actions by statistical analysis, as well as fully using the historical meteorological data of the meteorological departments in various regions of China to study the regional differences of the temperature action values.
- bridge engineering /
- review /
- steel-concrete composite girder /
- temperature action /
- temperature effect /
- analytical method

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图 1 不同水化热模型放热速率对比

Figure 1. Comparison of heat release rates of different hydration heat models

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图 2 Emerson方法与桥梁均匀温度对比

Figure 2. Comparison between Emerson method and bridge uniform temperatures

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图 3 组合梁均匀温度的简化计算方法对比

Figure 3. Comparison of simplified calculation methods of uniform temperature of composite girder

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图 4 AASHTO中组合梁最高均匀温度等温线地图(单位: ℉)

Figure 4. Isotherm map of maximum uniform temperature of composite girder in AASHTO (unit: ℉)

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图 5 AASHTO中组合梁最低均匀温度等温线地图(单位: ℉)

Figure 5. Isotherm map of minimum uniform temperature of composite girder in AASHTO (unit: ℉)

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图 6 各国规范的正温度梯度模式(单位: mm)

Figure 6. Positive temperature gradient patterns in specifications of different countries (unit: mm)

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图 7 各国规范的负温度梯度模式(单位: mm)

Figure 7. Negative temperature gradient patterns in specifications of different countries (unit: mm)

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图 8 刘江等提出的竖向温度梯度模式^[44]

Figure 8. Vertical temperature gradient patterns proposed by LIU Jiang et al.^[44]

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图 9 不考虑滑移时组合梁温度应力分布

Figure 9. Temperature stress distributions of composite girder without considering slip

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图 10 界面滑移对组合梁跨中截面和端部截面温度应力的影响

Figure 10. Effects of interfacial slip on temperature stress of composite girder at mid-span and end sections

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图 11 组合梁温度作用分解

Figure 11. Temperature action decompositions of composite girder

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图 12 组合梁桥的温度作用分类与对应效应

Figure 12. Temperature action classifications and corresponding effects of composite girder bridge

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图 13 基准气象站和太阳辐射站分布

Figure 13. Distributions of basic weather stations and solar radiation stations

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表 1 组合梁的水化热温度场和温度效应部分典型研究

Table 1. Some typical reseaches on hydration heat caused temperature field and temperature effect of composite girder

作者	时间	研究对象	研究方法	主要研究内容
Subramaniam等^[18]	2010年	跨径为32.4 m的简支钢板组合梁桥	实桥测试	桥面板水化热引起的组合梁钢和混凝土温度分布及温度应力实测
Gara等^[19]	2013年	跨径组合为(40+50+40) m的连续钢箱组合梁桥	数值模拟	组合梁桥面板早期开裂产生的原因和防开裂控制方法
Choi等^{[10, 20]}	2011年	跨径为8 m的简支钢板组合梁缩尺模型	模型测试与数值模拟	桥面板水化热引起的组合梁温度分布和湿度分布规律, 早龄期桥面板收缩、徐变和温度效应的变化规律
Bertagnoli等^[21]	2017年	梁高为3.35 m简支钢板组合梁	理论推导	基于Newmark理论建立了水化热阶段考虑界面滑移的组合梁温度、收缩和徐变效应耦合的组合梁效应解析解

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表 2 温度作用的特点

Table 2. Characteristics of temperature actions

温度作用	主要影响因素	时间性	作用范围	分布状态	对结构的影响	复杂性
日照温度	太阳辐射	短时急变	局部	不均匀	局部应力大	最复杂
骤然降温	强冷空气	短时变化	整体	较均匀	应力较大	较复杂
年温变化	缓慢变温	长期缓慢	整体	均匀	整体位移	简单

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表 3 组合梁均匀温度的简化计算方法

Table 3. Simplified calculation methods of uniform temperatures of composite girder

来源	均匀温度类型		关系式	气温类型	适用气温范围	适用地区
Emerson^[29-30]	极端日均匀温度	最高	T_{u, max}=T_{u, min}+12	遮阴处气温	常规气温条件, 非极值气温	英国
		最低	$Τ_{u, \min} = 0.565 (Τ_{a, S} + Τ_{a, Ν}) - 2.1$
Imbsen^[31]	极端均匀温度	最高	T_{u, max}=-0.000 3T $_{a, \max}^{3}$ +0.014 6T $_{a, \max}^{2}$ +0.738 5T_{a, max}+9.796 2	常规气温	12.8 ℃~ 43.3 ℃	美国
		最低	T_{u, min}=-0.000 1T $_{a, \min}^{3}$ +0.003 8T $_{a, \min}^{2}$ +0.947 6T_{a, min}+0.395 5		-34.5 ℃~ 4.5 ℃
Moorty等^[32-33]	极端均匀温度	最高	$Τ_{u, \max} = 0.254 \sum_{i = 1}^{4} Τ_{a i, \max} + 3.878$	常规气温	美国的极端气温条件	美国
		最低	$Τ_{u, \min} = 0.274 \sum_{i = 1}^{4} Τ_{a i, \min}$ +6.740
BS5400	极端均匀温度	最高	表格形式(数据有台阶, 无法拟合)	遮阴处气温	24 ℃~ 38 ℃	英国
		最低	表格形式(数据有台阶, 无法拟合)		-24 ℃~ -5 ℃
Eurocode-1	极端均匀温度	最高	T_{u, max}=T_{a, max}+4	遮阴处气温	30 ℃~ 50 ℃	欧洲
		最低	T_{u, min}=T_{a, min}+4		-50 ℃~ 0 ℃
澳大利亚桥梁规范	极端均匀温度	最高	T_{u, max}=0.000 4T $_{a, \max}^{3}$ -0.042 0T $_{a, \max}^{2}$ + 2.087 5T_{a, max}+10.513 0	遮阴处气温	30 ℃~ 50 ℃	澳大利亚
		最低	T_{u, min}=-0.001 5T $_{a, \min}^{3}$ +0.018 5T $_{a, \min}^{2}$ +0.648 1T_{a, min}+0.209 9		-8 ℃~ 10 ℃
《公路桥涵设计通用规范》(JTG D60—2015)	极端均匀温度	最高	$Τ_{u, \max} = 28.23 + 0.964 (Τ_{a, \max} - 20)$	日平均气温最值或日极端气温最值	20 ℃~ 45 ℃	中国
		最低	T_{u, min}=-0.120+0.826T_{a, min}		-2 ℃~ -50 ℃

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表 4 组合梁温度效应的解析计算方法

Table 4. Analytical calculation methods on temperature effect of composite girder

文献	时间	界面滑移假定	温度分布形式	组合梁体系	核心微分方程	界面剪力分布
Eurocode 4、JTJ 025—1986		界面无滑移	钢-混整体矩形温差	静定体系		均匀分布
^[58]	2012年		混凝土双折线温度梯度及钢-混矩形温差	静定体系		均匀分布
^[59]	2017年		钢与混凝土任意温度分布	静定体系		均匀分布
^[60]	2009年	界面有滑移, 满足线性滑移-剪力关系	钢-混整体矩形温差	简支梁	界面剪力二阶微分方程	双曲余弦分布
^[61]	2001年		钢和混凝土温度均线性分布	简支梁	界面剪力四阶微分方程	组合双曲余弦分布
^[62]	2004年		混凝土温度线性分布, 钢均匀温度分布	连续梁
^[63]	2011年		钢-混整体矩形温差	简支梁	轴力二阶微分方程	双曲余弦分布
^[64]	2013年		混凝土非线性温度分布, 钢梁均匀温度	简支梁	界面剪力二阶微分方程	双曲余弦分布
^[65]	2014年		钢-混整体矩形温差	简支梁和连续梁	轴力二阶微分方程	双曲余弦分布(简支梁)
^[59]	2017年		钢与混凝土任意温度分布	简支梁	界面剪力二阶微分方程	双曲余弦分布

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