Prediction of full-life axial compression performance of steel-reinforced concrete bridge piers in marine environments
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摘要: 为提升海洋环境下桥梁结构的耐久性和性能预测精度，基于半经验时变腐蚀模型，确定了海洋环境下钢骨混凝土(SRC)桥墩内置钢材的初始腐蚀时间；通过分析海洋环境中钢筋截面面积与屈服强度的时变退化规律，提出了型钢时变腐蚀率及力学性能劣化的量化表征方法；基于时变腐蚀模型的计算结果，设计制作了11个不同服役年限的SRC桥墩试件，通过电化学加速腐蚀试验与轴压性能试验，系统研究了腐蚀损伤后SRC桥墩在轴压作用下的破坏模式和时变性能劣化规律；通过理论分析与推导，提出了海洋环境下SRC桥墩的时变轴压承载力预测公式，并通过试验数据验证了公式的合理性。研究结果表明：保护层厚度显著影响钢材的初始腐蚀时间，钢材性能退化速率受服役时间和腐蚀电流密度共同影响；随着服役周期的延长，SRC桥墩的轴压性能显著退化，全寿命周期内SRC桥墩的极限承载力、变形能力和初始刚度分别下降了54.1%、54.3%和68.2%；极限承载力和初始刚度的劣化拐点出现在20年服役期，而变形能力的劣化拐点则延迟至50年服役期；基于所提出的公式，预测试验桥墩的全寿命轴压承载力的相对误差在6%以内，低于现行各国规范的预测误差，说明综合考虑混凝土开裂与腐蚀钢材约束效应，能够显著提高海洋环境下SRC桥墩全寿命轴压性能的预测精度。Abstract: To improve the durability and performance prediction accuracy of bridge structures in marine environments, the initial corrosion time of embedded steel in steel-reinforced concrete (SRC) bridge piers in marine environments was determined based on a semi-empirical time-dependent corrosion model. By analyzing the time-dependent degradation laws of the cross-sectional area and yield strength of reinforcement in marine environments, a quantitative characterization method for the time-varying corrosion rate and mechanical performance degradation of section steel was proposed. Based on the calculation results of the time-dependent corrosion model, 11 SRC bridge pier specimens with different service years were fabricated. Through electrochemical accelerated corrosion tests and axial compression performance tests, the failure modes and time-dependent degradation behavior of SRC bridge piers under axial load after corrosion damage were systematically investigated. Through theoretical analysis and derivation, a time-dependent axial compression bearing capacity prediction formula for SRC bridge piers in marine environments was proposed, and the rationality of the formula was verified by experimental data. Research results show that the thickness of the protective layer significantly affects the initial corrosion time of the steel, and the degradation rate of the steel performance is influenced by both service time and corrosion current density. As the service time increases, the axial compression performance of the bridge piers deteriorates significantly. The ultimate bearing capacity, ductility, and initial stiffness of SRC bridge piers decrease by 54.1%, 54.3%, and 68.2%, respectively, during the full-life cycle. The degradation inflection points of ultimate bearing capacity and initial stiffness occur at 20 years of service, while the ductility degradation inflection point is delayed to 50 years. Based on the proposed formula, the relative error in predicting the full-life axial compression bearing capacity of the experimental bridge piers is within 6%, lower than the prediction error of existing national standards. This indicates that considering the coupling effect of concrete cracking and the confinement effect of corroded steel can significantly improve the prediction accuracy of the full-life axial compression performance of SRC bridge piers.
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图 1 海洋环境下钢骨混凝土桥墩
Figure 1. Steel-reinforced concrete bridge piers in marine environments
图 8 不同服役周期钢骨混凝土桥墩的腐蚀情况
Figure 8. Corrosion of SRC bridge piers with different service lives
图 9 钢骨混凝土桥墩保护层的时变腐蚀损伤(单位：mm)
Figure 9. Time-varying corrosion damage to concrete cover of SRC bridge piers (unit: mm)
图 10 腐蚀钢骨混凝土桥墩轴压破坏模式
Figure 10. Axial compression failure modes of corroded SRC bridge piers
图 11 腐蚀钢骨混凝土桥墩裂缝发展过程
Figure 11. Crack development process of corroded SRC bridge piers
图 14 时变轴压性能劣化分析
Figure 14. Deterioration analysis of time-varying axial compressive properties
图 15 现行规范预测值与试验结果的极限承载力对比
Figure 15. Comparison of ultimate bearing capacity between predictions of existing codes and test results
图 17 腐蚀H型钢对HCC的约束机理
Figure 17. Confinement mechanism of corroded H-section steel on HCC
图 19 提出公式与现行规范的预测结果对比
Figure 19. Comparison of proposed formula with predicted results of existing codes
方程 取值 DCl=DCl, reff1(h)f2(T)f3(t)f4(Cf) DCl, ref=7.94×10-12 m2·s-1 DCl, ref=10aw/c-b a=2.4, b=12.06, w/c=0.40 f1(h)=1/{1+[(1-h)/(1-hc)]4} hc=0.75 f2(T)=exp[U/R(1/Tref-1/T)] U=41.8 kJ·mol-1, R=8.314 J·(mol·K)-1, Tref=293 K f3(t)=(tref/t)m2 tref=28 d, m2=0.35 f4(Cf)=1-kClCfm1 kCl=8.366, m1=0.5 Ct=Cb+mwCf mw=0.08 Cb=cCfd c=1.05, d=0.36 
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表 2 试件设计细节
Table 2. Details of the specimens
试件编号 服役年限 H型钢腐蚀率/% 纵筋腐蚀率/% 箍筋腐蚀率/% S-T0-1 0 0.0 0.0 0.0 CS-T10-2 10 0.0 7.2 13.5 CS-T20-3 20 4.7 18.7 30.7 CS-T30-4 30 12.1 30.2 47.9 CS-T40-5 40 19.3 41.7 65.2 CS-T50-6 50 26.4 53.2 82.5 CS-T60-7 60 37.7 64.7 99.7 CS-T70-8 70 49.9 76.2 100.0 CS-T80-9 80 53.1 87.7 100.0 CS-T90-10 90 53.1 99.2 100.0 CS-T100-11 100 53.1 100.0 100.0
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表 3 实测腐蚀率和钢材时变力学性能
Table 3. Measured corrosion rates and time-varying mechanical properties of steels
试件编号 服役年限 H型钢(Q235A) 纵筋(HRB400) 箍筋(HPB300) ρha/% fyh/MPa fuh/MPa Eha/GPa ρla/% fyl/MPa ful/MPa Ela/GPa ρsa/% fys/MPa fus/MPa Esa/GPa S-T0-1 0 0.0 246.5 405.2 205.2 0.0 421.6 588.6 216.3 0.0 335.7 520.1 213.9 CS-T10-2 10 0.3 245.1 410.5 204.9 6.9 407.3 569.8 213.4 13.2 313.9 489.8 204.6 CS-T20-3 20 5.1 238.7 394.6 201.8 18.9 382.4 545.0 205.8 31.1 283.1 458.8 195.2 CS-T30-4 30 12.3 228.5 381.3 195.6 30.6 356.1 518.1 200.5 46.8 255.4 439.0 188.7 CS-T40-5 40 18.9 220.7 362.8 191.7 41.5 332.9 464.8 194.7 64.6 227.5 352.5 181.5 CS-T50-6 50 26.1 212.9 356.6 186.2 53.6 306.6 428.9 190.2 81.5 199.8 311.7 174.8 CS-T60-7 60 38.2 197.8 327.0 177.1 64.1 284.5 405.5 185.6 97.2 172.4 279.4 168.3 CS-T70-8 70 50.6 181.4 302.7 168.7 76.8 259.2 377.1 179.3 98.1 170.8 293.6 167.6 CS-T80-9 80 52.3 177.9 292.4 167.4 87.3 235.6 328.9 175.8 98.6 169.9 263.2 167.1 CS-T90-10 90 52.9 177.3 297.0 166.9 98.5 213.9 299.2 170.7 99.2 168.7 263.2 166.3 CS-T100-11 100 53.6 175.6 290.3 166.3 99.4 212.3 302.6 169.1 99.7 168.1 272.4 165.8
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表 4 钢骨混凝土桥墩的时变轴压性能
Table 4. Time-varying axial compressive properties of SRC bridge piers
试件编号 屈服位移/mm 屈服荷载/kN 极限承载力/kN 极限位移/mm 延性 初始刚度/(kN·mm-1) 破坏模式 S-T0-1 1.61 1 150.9 1 693.1 5.22 2.34 1 220.1 保护层局部开裂 CS-T10-2 1.59 1 393.9 1 518.9 4.61 2.21 1 104.3 CS-T20-3 1.60 1 214.9 1 310.2 4.18 2.09 837.2 CS-T30-4 1.65 1 137.8 1 220.5 3.93 1.94 786.7 CS-T40-5 1.69 1 071.9 1 136.8 3.81 1.84 702.9 CS-T50-6 1.68 1 011.8 1 054.5 3.74 1.74 610.8 CS-T60-7 1.76 926.2 947.4 3.52 1.47 502.4 保护层贯穿开裂 CS-T70-8 1.80 840.5 852.5 3.41 1.43 448.9 CS-T80-9 1.90 779.5 819.6 3.03 1.22 404.3 CS-T90-10 1.93 732.9 792.1 2.82 1.14 389.9 CS-T100-11 1.93 698.7 776.5 2.74 1.07 389.5
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