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钢-混凝土组合梁桥温度作用与效应综述

刘永健 刘江

刘永健, 刘江. 钢-混凝土组合梁桥温度作用与效应综述[J]. 交通运输工程学报, 2020, 20(1): 42-59. doi: 10.19818/j.cnki.1671-1637.2020.01.003
引用本文: 刘永健, 刘江. 钢-混凝土组合梁桥温度作用与效应综述[J]. 交通运输工程学报, 2020, 20(1): 42-59. doi: 10.19818/j.cnki.1671-1637.2020.01.003
LIU Yong-jian, LIU Jiang. Review on temperature action and effect of steel-concrete composite girder bridge[J]. Journal of Traffic and Transportation Engineering, 2020, 20(1): 42-59. doi: 10.19818/j.cnki.1671-1637.2020.01.003
Citation: LIU Yong-jian, LIU Jiang. Review on temperature action and effect of steel-concrete composite girder bridge[J]. Journal of Traffic and Transportation Engineering, 2020, 20(1): 42-59. 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
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

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

More Information
  • 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。

     

  • 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

    图  2  Emerson方法与桥梁均匀温度对比

    Figure  2.  Comparison between Emerson method and bridge uniform temperatures

    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

    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: ℉)

    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: ℉)

    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)

    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)

    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]

    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

    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

    图  11  组合梁温度作用分解

    Figure  11.  Temperature action decompositions of composite girder

    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

    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

    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
    下载: 导出CSV

    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
    下载: 导出CSV

    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 Tu, max=Tu, min+12 遮阴处气温 常规气温条件, 非极值气温 英国
    最低 Τu,min=0.565(Τa,S+Τa,Ν)-2.1
    Imbsen[31] 极端均匀温度 最高 Tu, max=-0.000 3Ta,max3+0.014 6Ta,max2+0.738 5Ta, max+9.796 2 常规气温 12.8 ℃~ 43.3 ℃ 美国
    最低 Tu, min=-0.000 1Ta,min3+0.003 8Ta,min2+0.947 6Ta, min+0.395 5 -34.5 ℃~ 4.5 ℃
    Moorty等[32-33] 极端均匀温度 最高 Τu,max=0.254i=14Τai,max+3.878 常规气温 美国的极端气温条件 美国
    最低 Τu,min=0.274i=14Τai,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 Tu, max=Ta, max+4 遮阴处气温 30 ℃~ 50 ℃ 欧洲
    最低 Tu, min=Ta, min+4 -50 ℃~ 0 ℃
    澳大利亚桥梁规范 极端均匀温度 最高 Tu, max=0.000 4Ta,max3-0.042 0Ta,max2+ 2.087 5Ta, max+10.513 0 遮阴处气温 30 ℃~ 50 ℃ 澳大利亚
    最低 Tu, min=-0.001 5Ta,min3+0.018 5Ta,min2+0.648 1Ta, 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 Τu,max=28.23+0.964(Τa,max-20) 日平均气温最值或日极端气温最值 20 ℃~ 45 ℃ 中国
    最低 Tu, min=-0.120+0.826Ta, min -2 ℃~ -50 ℃
    下载: 导出CSV

    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
    下载: 导出CSV
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