Review on durability of steel-concrete composite girder bridges
Article Text (Baidu Translation)
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摘要:
为提升钢-混凝土组合梁桥在复杂环境下的服役性能，围绕其耐久性退化的关键机制与提升技术进行了系统性综述与总结。从材料层面出发，系统梳理了钢材和混凝土在氯盐侵蚀、冻融循环与疲劳荷载共同作用下的性能退化特征，分析了截面损失、应力集中、微裂纹演化等主导劣化路径；归纳了抗剪连接件的退化形式与界面损伤特点，揭示其在腐蚀-疲劳耦合环境下的关键失效模式；分析了典型劣化行为对结构承载力与延性的影响机制；系统总结了组合梁桥耐久性提升的工程技术措施，包括超高性能混凝土、耐候钢、纤维增强复合材料等新型材料应用，装配式界面构造与节点连接的密封设计，排水与通风系统的构造优化，以及混凝土表层防护与钢筋阻锈技术的综合运用，构建了“材料-构造-环境-表层”协同控制的耐久性提升路径。研究结果表明：钢-混凝土组合梁桥耐久性受环境和结构细节影响，现有基于规范的设计方法不足以考虑环境因素与荷载因素耦合效应带来的不确定性。未来可加强多因素耦合劣化机制的建模研究，推动高性能材料的工程化应用与标准化评价，发展可调控的连接构造与界面防护体系；并依托智能感知技术构建全寿命周期的性能“监测-预测-干预”系统，逐步建立面向结构全生命周期的桥梁耐久性设计理论与评价框架。
Abstract:Key deterioration mechanisms and technical enhancement strategies for improving the service performance of steel-concrete composite girder bridges incomplex environments were systematically reviewed and summarized. At the material level, the degradation characteristics of steel and concrete under the combined effects of chloride ingress, freeze-thaw cycles, and fatigue loading were reviewed. The main deterioration mechanisms, including cross-sectional loss, stress concentration, and microcrack evolution, were analyzed. The degradation modes of shear connectors and the characteristics of interface damage were summarized, revealing the key failure mechanisms under corrosion-fatigue interactions. The effects of typical degradation behaviors on structural bearing capacity and ductility were analyzed. Engineering measures to improve the durability of composite girder bridges were summarized, including the use of new materials such as ultra-high-performance concrete (UHPC), weathering steel, and fiber-reinforced polymer (FRP) composites, as well as improved sealing of prefabricated interfaces and joints, optimized drainage and ventilation systems, and techniques for concrete surface protection and reinforcement corrosion inhibition. These measures establish a durability enhancement pathway based on the coordinated control of materials, structure, environment, and surface conditions. The results show that the durability of steel-concrete composite girder bridges is influenced by environmental conditions and structural detailing, while existing code-based design methods are insufficient to account for uncertainties arising from the coupled effects of environmental and loading factors. Future research may focus on modeling multi-factor coupled deterioration mechanisms, promoting the engineering application and standardized evaluation of high-performance materials, developing controllable connection configurations and interface protection systems, and establishing an integrated life-cycle monitoring-prediction-intervention framework based on intelligent sensing technologies. These efforts will contribute to the development of a durability design theory and evaluation framework for bridges over their full life cycle.
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图 1 钢-混凝土组合梁桥典型耐久性病害特征
Figure 1. Typical durability disease characteristics of steel-concrete composite bridges
表 1 氯离子侵入代表性理论模型
Table 1. Representative theoretical models for chloride ion invasion
来源 公式类别 计算公式 说明 文献[15] 考虑以Fick第二定律扩散描述为基础 $\begin{gathered} \frac{\partial C(x, t)}{\partial t}=D \frac{\partial^2 C(x, t)}{\partial x^2} \\ \frac{C(x, t)-C_0}{C_{\mathrm{s}}-C_0}=1-\operatorname{erf}\left(\frac{x}{2 \sqrt{D t}}\right) \end{gathered}$ C0为混凝土内部初始氯离子浓度；Cs为混凝土表面氯离子浓度；D为氯离子扩散系数；erf(·)为高斯误差函数；Dm(t)为暴露时间的平均扩散系数；m为年限因子/时变系数；DR为参考时间tR(通常为28 d)时的扩散系数；α、β、k为实际环境采样获得常数；CF(x, t)为不同深度和时间的自由氯离子浓度；Dxt, kF为扩散反应方程的自由表观扩散系数；W/C为水灰比；DPITZ为浆体基质与骨料之间ITZ的扩散系数；Dp为浆体基质扩散系数；DMITZ为ITZ的氯离子扩散系数；Dm为砂浆基体的氯离子扩散系数；tITZ为ITZ的厚度；ω为损伤参数；D0为未受损材料的扩散系数；D1为完全受损材料的扩散系数；εeq为等效单轴应变；ε0为弹性极限应变；cb为结合氯离子含量；cf为游离氯离子含量；a、b、αc、βc为材料常数；K为考虑环境、荷载和材料的劣化系数；R0为混凝土对氯离子的线性吸附参数；Ji、Di、ci、γi、zi分别为通量、材料的恒定有效扩散系数、浓度、化学活性系数和价数；F为法拉第常数；R为理想气体常数；T为绝对温度；Ψ为局部电势。 文献[18] 考虑氯离子扩散系数与混凝土表面氯离子浓度时间依赖性 $\begin{gathered} D_m(t)=\frac{D_{\mathrm{R}}}{1-m}\left(\frac{t_{\mathrm{R}}}{t}\right)^m \\ C_{\mathrm{s}}(t)=\alpha[\ln (\beta t+1)]+k \\ C(x, t)=\frac{2}{\sqrt{\mathsf{π}}} \int_{\frac{x}{2 \sqrt{D_m(t) t}}}^{\infty}\left[C_{\mathrm{s}} \mathrm{e}^{-\omega^2}\left(t-\frac{x^2}{4 D_m(t) \omega^2}\right)\right] \mathrm{d} \omega \end{gathered}$ 文献[19] 考虑时间、深度和氯离子结合效应 $\frac{\partial C^{\mathrm{F}}(x, t)}{\partial t}=\frac{\partial}{\partial x}\left\{D_{x t, k}^{\mathrm{F}}\left[C^{\mathrm{F}}(x, t)\right] \frac{\partial C^{\mathrm{F}}(x, t)}{\partial x}\right\}-k C^{\mathrm{F}}(x, t)$ 文献[17] 考虑材料多尺度、在界面过渡区(ITZ)的扩散、时间依赖性、水灰比、骨料体积分数等因素 $\begin{gathered} D_t=D_0\left(\frac{t_0}{t}\right)^m \\ m=-6.628\;6(W / C)^2+3.578\;9(W / C)-0.024 \\ D_{\mathrm{PITZ}}=2.96 D_{\mathrm{p}} \\ D_{\mathrm{MITZ}}=D_m\left(139.4 / t_{\mathrm{ITZ}}+1\right) \end{gathered}$ 文献[20] 考虑氯离子结合作用、裂缝混凝土连续损伤状态和应变场影响 $\begin{gathered} D(\omega)=\left(D_1-D_0\right) \omega+D_0 \\ \omega=\frac{a\left(\varepsilon_{\mathrm{eq}}-\varepsilon_0\right)^b}{1+a\left(\varepsilon_{\mathrm{eq}}-\varepsilon_0\right)^b} \\ \frac{\partial c_{\mathrm{f}}}{\partial t}\left(1+\frac{\mathrm{d} c_{\mathrm{b}}}{\mathrm{~d} c_{\mathrm{f}}}\right)=\operatorname{div}\left(D \nabla c_{\mathrm{f}}\right) \\ c_{\mathrm{b}}=\alpha_{\mathrm{c}} c_{\mathrm{f}}^{\beta_{\mathrm{c}}} \end{gathered}$ 文献[21] 考虑氯离子结合能力、氯离子扩散系数的时间依赖性和结构微缺陷影响 $\frac{\partial c_{\mathrm{f}}}{\partial t}=\frac{K D_0 t_0^m t}{1+R_0}-\frac{m \partial^2 c_{\mathrm{f}}}{\partial x^2}$ 文献[16] 以Nernst-Planck方程为基础，考虑浓度梯度下的扩散、化学活性效应下的运动以及(局部)电场下的迁移 $J_i=-D_i\left\{\operatorname{grad}\left(c_i\right)+c_i \operatorname{grad}\left[\ln \left(\gamma_i\right)\right]+\frac{z_i F}{R T} c_i \operatorname{grad}(\mathit{Ψ})\right\}$ 
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表 2 考虑栓钉锈蚀/腐蚀的抗剪力学性能计算公式
Table 2. Calculation formula of shear capacity considering the effect of corrosion
来源 公式类别 计算公式 说明 文献[72] 抗剪承载力 $P_{\mathrm{u}}= \begin{cases}0.846 A_{\mathrm{s}} f_{\mathrm{u}} & \text { 栓钉根部锈蚀 } \\ 0.969 A_{\mathrm{s}} f_{\mathrm{u}} & \text { 栓钉头部锈蚀 }\end{cases}$ Pu为极限抗剪承载力；P为栓钉在任意时刻的抗剪承载力；fu为栓钉极限抗拉强度；As为栓钉截面面积；Δ为钢-混界面相对滑移；ds为锈蚀栓钉直径；Ψs为栓钉锈蚀率；Es为栓钉弹性模量；Is为栓钉惯性矩；λ为栓钉柔性指数；ac和bc为腐蚀系数；ts为栓钉腐蚀时间。 荷载-滑移曲线 $\frac{P}{P_{\mathrm{u}}}= \begin{cases}0.846\left(1-\mathrm{e}^{-1.371\;3 \Delta}\right)^{0.914\;6} & \text { 栓钉根部锈蚀 } \\ 0.969\left(1-\mathrm{e}^{-1.187\;1 \Delta}\right)^{1.768\;6} & \text { 栓钉头部锈蚀 }\end{cases}$ 文献[73] 抗剪承载力 $P_{\mathrm{u}}=\frac{0.8 f_{\mathrm{u}} d_{\mathrm{s}}^2}{4\left[\left(100-\mathit{Ψ}_{\mathrm{s}} J\right) / 100\right]}$ 文献[75] 荷载-滑移曲线 $\frac{P}{P_{\mathrm{u}}}=\left(1-\mathrm{e}^{-0.71 \Delta}\right)^{0.40}$ 文献[71] 抗剪刚度 $k_\rho=4 E_{\mathrm{s}} I_{\mathrm{s}} \lambda^3\left(1-\mathit{Ψ}_{\mathrm{s}}\right)$ 文献[70] 荷载-滑移曲线 $\frac{P}{P_{\mathrm{u}}}=\left\{\begin{array}{l} \left(1-\mathrm{e}^{-2.23 a_{\mathrm{c}} \Delta}\right)^{0.74 b_{\mathrm{c}}} \\ a=2.25+0.067 t_{\mathrm{s}}-0.001 t_{\mathrm{s}}^2+0.000\;006 t_{\mathrm{s}}^3 \\ b=0.72+0.031 t_{\mathrm{s}}-0.000\;04 t_{\mathrm{s}}^2-0.000\;000\;09 t_{\mathrm{s}}^3 \end{array}\right.$
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表 3 考虑冻融循环作用下栓钉抗剪承载力计算公式
Table 3. Calculation formula of shear bearing capacity of stud considering freeze-thaw cycle
来源 计算公式 说明 文献[77] $\begin{aligned} & P_{u, \mathrm{FTC}}=\min \left\{P_{u c, \mathrm{FTC}}, P_{u s, \mathrm{FTC}}\right\} \\ & P_{u c, \mathrm{FTC}}=0.43 A_{\mathrm{s}} \sqrt{\left(E_{\mathrm{c}}-40 n-0.4 n^2\right)\left(f_{\mathrm{c}}-0.16 n\right)} \\ & P_{u s, \mathrm{FTC}}=0.85 A_{\mathrm{s}} f_{\mathrm{u}} \end{aligned}$ Pu, FTC为冻融循环作用下栓钉极限抗剪承载力；Puc, FTC为混凝土开裂失效抗剪承载力；Pus, FTC为栓钉剪切失效抗剪承载力；fc为混凝土立方体抗压强度；Ec为混凝土弹性模量；α1为弹性模量折减系数；β1为混凝土立方体抗压强度折减系数；hs为栓钉高度；n为冻融循环次数 文献[79] $\begin{aligned} & P_{u, \mathrm{FTC}}=\min \left\{\left[\left(0.43 A_{\mathrm{s}} \sqrt{\left(\alpha_1 E_{\mathrm{c}} \beta_1 f_{\mathrm{c}} h_{\mathrm{s}}\right) / 5 d_{\mathrm{s}}}\right] / \gamma, A_{\mathrm{s}} f_{\mathrm{u}} / \gamma\right\}\right. \\ & \alpha_1=1-6 \times 10^{-4} n-6 \times 10^{-6} n^2 \\ & \beta_1=1-2 \times 10^{-3} n^2 \end{aligned}$
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表 4 正常服役工况下抗剪连接件典型S-N曲线汇总
Table 4. Summary of S-N curves of the shear connectors
来源 公式 曲线拟合说明 适用场景 局限性 Eurocode 4: Design of composite steel and concrete structures - Part 1-1: General rules and rules for buildings(DS/EN 1994-1-1:2007) lg(N)=21.935-8lg(Δτ) 栓钉类型为普通圆柱头栓钉；混凝土类型为普通混凝土、部分轻质混凝土；荷载类型为常幅疲劳荷载 未充分考虑腐蚀等环境因素影响、对高强材料组合偏于保守 AASHTO LRFD Bridge Design Specifications(LRFDUS-2017) lg(N)=26.15-10lg(Δτ) 栓钉类型为普通圆柱头栓钉；混凝土类型为普通混凝土；荷载类型为变幅疲劳荷载 对新型高强材料组合的适用性滞后，变幅荷载考虑偏于保守 文献[92] lg(N)=11.901-3.7lg(Δτ) 25组标准差σlg(c)为0.107，仅为均值μlg(c)的0.9%，离散性极小 栓钉类型为带橡胶套单钉栓钉连接件；混凝土类型为普通混凝土；荷载类型为常幅疲劳荷载 栓钉与橡胶套参数局限，混凝土单一，拟合样本量不足，荷载单一与环境条件缺失 文献[82] lg(N)=20.93-8lg(Δτ) 塑性滑移公式相关系数R2=0.835 栓钉类型为短栓钉单钉或群钉连接件；混凝土类型为UHTCC薄层；荷载类型为常幅疲劳荷载 特殊混凝土尺寸依赖性强，未考虑UHTCC长期吸湿导致的刚度下降 文献[80] lg(N)=20.459-8lg(Δτ) 滑移增长速率公式相关系数R2=0.92 栓钉类型为短栓钉连接件；混凝土类型为ECC；荷载类型为常幅疲劳荷载 未考虑ECC干缩对界面约束的影响 文献[83] lg(N)=22.462-8lg(Δτ) 标准差σlg(c)为0.19，塑性滑移与刚度退化预测公式相关系数R2>0.98 栓钉类型为短栓钉连接件，混凝土类型为钢梁钢材类型为荷载类型为常幅疲劳荷载 布置形式缺失，仅单钉，无群钉或双排栓钉 文献[88] lg(N)=23.113 1-8lg(Δτ) 标准差σlg(c)为0.204 6，仅为均值μlg(c)的0.9%，离散性极小 栓钉类型为单钉短栓钉连接件；混凝土类型为薄层UHPC；荷载类型为常幅疲劳荷载 栓钉参数单一、混凝土种类变量较少、荷载覆盖不足 文献[81] lg(N)=22.453 9-8lg(Δτ) 标准差σlg(c)为0.181 4，仅为均值μlg(c)的0.8%，离散性小 栓钉类型为短单钉或群钉栓钉连接件；混凝土类型为薄层UHPC；荷载类型为常幅疲劳荷载 荷载单一与环境条件缺失 文献[89] lg(N)=23.814-8lg(Δτ) 双对数坐标系线性关系显著 栓钉类型为单钉或群钉栓钉连接件；混凝土类型为UHPC；钢梁钢材类型为Q690高强钢；荷载类型为常幅疲劳荷载 荷载条件单一，缺失施工场景，未考虑界面处理措施
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材料类型 核心耐久性失效表征指标 相关说明/试验结果依据 EPDM橡胶 压缩永久变形(Cs) 压缩永久变形不小于60%时，EPDM完全丧失弹性恢复能力，无法维持界面密封贴合 密封接触应力 接触应力不大于0.6 MPa时，存在渗漏风险 微观形貌 SEM观察到表面微裂纹不小于10 μm或填料-基体界面脱黏面积不小于20%，会加速裂纹扩展与渗漏通道形成 聚氨酯基材料 氯离子渗透 5个月干湿/加热循环后，氯离子渗透量始终不大于6.8C，未达失效阈值，无腐蚀初始时间 水吸收(加热循环后) 5个月干湿循环后水吸收0.09%，加热循环后0.15%，长期维持低吸水 附着应力 初始附着力2.1 MPa，5个月干湿循环降至0.8 MPa，仍能维持界面结合，未达失效 环氧树脂材料 氯离子渗透 5个月干湿循环后渗透量不大于22.5C，未失效 腐蚀初始时间 在4 V阳极电位下，164 h后开始腐蚀 水吸收(加热循环后) 5个月加热循环后水吸收3.05%(较初始0.7倍升4倍)，但未出现明显渗漏 水泥基聚合物改性材料 氯离子渗透 5个月干湿循环后渗透量396.2C，未达失效；加热循环后渗透量达858.8C，接近失效 腐蚀初始时间 加速腐蚀小于304 h出现电流突升，在304 h后才开始腐蚀 附着应力 5个月干湿循环后附着0.85 MPa，界面出现脱开，加热循环后1.30 MPa，未失效 水泥基材料 氯离子渗透 5个月加热循环后渗透1 363.3C，氯离子抗渗失效 腐蚀初始时间 加速腐蚀小于96 h出现电流突升，在96 h后即出现腐蚀 水吸收(加热循环后) 5个月加热循环后水吸收8.07%，完全丧失防水能力 水渗透 5个月干湿循环后渗透深度94.4 mm，加热循环后完全渗透
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表 7 钢桥耐久性构造细节
Table 7. Durability-related structural details of steel bridges
序号 构造细节 不合理 合理 说明 1 通风空间 
保证钢结构有足够的通风空间 2 避免雨水滴入 
避免雨水流入到相邻的构件或桥墩 3 焊缝细节处理 
单面焊缝容易产生间隙，易保留潮气，油漆防护难以保证，且自然通风不畅 4 翼缘防积水 
竖向加劲肋在下翼缘处的切角越大越好，避免在加劲肋处积水；钢箱梁腹板延伸以避免下翼缘顶部积水 5 箱室内防积水 
桥梁表面雨水通过位于钢箱梁内部管道进行疏散 6 悬臂板长度 
适当提高桥面板悬挑长度以遮挡主梁免受雨水侵蚀 7 桥面板边缘处理 
在桥面板边缘处理形成泄水构造 8 桥面排水 
将排水管道穿过桥面板，且管道出口避开钢结构部件的上方 9 桥台排水 
桥台处留出钢结构自然通风的空间，并可以排除路面和伸缩缝处的水 10 拼接板细节 
带切角的拼接板比矩形更利于排水
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