Experimental study on axial compression of corroded reinforced concrete columns strengthened with FRP strips under erosion environment
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摘要: 通过侵蚀环境下碳纤维增强聚合物(CFRP)复合材料条带和玻璃纤维增强聚合物(GFRP)复合材料条带加固锈蚀钢筋混凝土圆柱试验，分析了侵蚀环境对混凝土强度、纤维增强聚合物基复合材料加固锈蚀柱的极限荷载和荷载-轴向位移曲线的影响。结果表明，混凝土强度受冻融环境影响较大，受干湿环境影响较小；纤维增强聚合物(FRP)复合材料加固锈蚀柱的轴向极限荷载与冻融循环次数、钢筋锈蚀率及FRP复合材料种类有关，随冻融循环次数分别增加到25次、50次、75次，GFRP复合材料条带和CFRP复合材料条带加固锈蚀钢筋混凝土圆柱的轴向极限荷载分别降低了10.97%、13.37%、16.04%和5.95%、4.66%、4.33%；FRP复合材料加固锈蚀柱的刚度和耗能受侵蚀环境种类、侵蚀环境作用次数、锈蚀率及FRP复合材料种类的影响。在试验研究的基础上，通过理论分析侵蚀环境下混凝土强度损伤系数和锈蚀钢筋强度退化方程，提出了侵蚀环境下FRP复合材料条带加固锈蚀钢筋混凝土圆柱轴心受压承载力计算方法。
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关键词:
- 侵蚀环境 /
- 冻融循环 /
- 纤维增强聚合物复合材料 /
- 锈蚀钢筋混凝土圆柱 /
- 轴心受压承载力
Abstract: Through the test of corroded reinforced concrete columns which were strengthened with carbon fiber reinforced polymer (CFRP) composite strips and glass fiber reinforced polymer (GFRP) composite strips in the erosion environment, the influences of erosion environment on the concrete strength, the ultimate load and the axial load-displacement relationship curve of corroded and FRP strengthened concrete columns were analyzed. The result shows that the strength of the concrete is greatly affected by the freeze-thaw environment and is less affected by the dry and wet environment. The axial ultimate load of FRP reinforced damaged columns is related to the number of freeze-thaw cycles, the corrosion rate of steel bars and the type of FRP composite. With the increase of freeze-thaw cycles from 0 to 25, 50 and 75, the axial ultimate loads of corroded reinforced concrete columns strengthened with GFRP composite and CFRP composite strips are decreased by 10.97%, 13.37%, 16.04% and 5.95%, 4.66%, 4.33% respectively. The load-axial displacement curve of the FRP composite reinforced corrosion column reflects the stiffness and the energy consumption of the column, and both of which are affected by the type of erosion environment, the number of times of the erosion environment, the corrosion rate of steel bars and the type of FRP composite. Through the experimental research, the damage coefficient of concrete strength and the regression equation of the strength of corroded bar in the erosion environment were theoretically analyzed. A method for calculating the axial compression capacity of corroded reinforced concrete columns strengthened with FRP composite strips under erosion environment was presented. -
图 1 FRP条带加固锈蚀钢筋混凝土圆柱截面尺寸
Figure 1. Section dimensions of corroded reinforced concrete columns strengthened with FRP strips
图 2 FRP条带加固锈蚀钢筋混凝土圆柱通电锈蚀装置
Figure 2. Electricity corrosion device for corroded reinforced concrete columns strengthened with FRP strips
图 3 试件加载装置及位移计布置
Figure 3. Loading device and arrangement of displacement meters of specimen
图 4 侵蚀环境与混凝土强度相对值的关系
Figure 4. Relationship between erosion environment and the relative strength value of concrete
图 5 不同锈蚀率下冻融循环次数对GFRP复合材料条带加固锈蚀钢筋混凝土圆柱极限荷载的影响
Figure 5. Influence of freeze-thaw cycles on ultimate load of corroded reinforced concrete columns strengthened with GFRP strips with different corrosion rates
图 6 不同冻融循环次数下锈蚀率对GFRP复合材料条带加固锈蚀钢筋混凝土圆柱极限荷载的影响
Figure 6. Influence of corrosion rate on ultimate load of corroded reinforced concrete columns strengthened with GFRPstrips with different freezing-thawing cycles
图 7 不同FRP复合材料条带种类下冻融循环次数对FRP复合材料条带加固锈蚀钢筋混凝土圆柱(15.44%,FTn)极限荷载的影响
Figure 7. Influence of freezing and thawing cycles on ultimate load of corroded reinforced concrete columns strengthened with different FRP composite strip types(15.44%,FTn)
图 8 不同侵蚀环境种类下锈蚀率对GFRP复合材料条带加固锈蚀钢筋混凝土圆柱极限荷载的影响
Figure 8. Influence of corrosion rate on ultimate load of corroded reinforced concrete columns strengthened with GFRP stripsunder different erosion environment types
图 9 FRP复合材料条带加固锈蚀钢筋混凝土圆柱的典型荷载-轴向位移曲线
Figure 9. Typical load-axial displacement curves of corroded reinforced concrete columns strengthened with FRP strips
图 10 锈蚀率固定时冻融循环次数对GFRP复合材料条带加固锈蚀钢筋混凝土圆柱荷载-轴向位移曲线的影响
Figure 10. Influence of freeze-thaw cycles on load-axial displacement curves of corroded reinforced concrete columns strengthened with GFRP strips with fixed corrosion rates
Ep—Area enclosed by the load displacement curve and the abscissa, reflecting the energy dissipation (Ep) of the structure
图 11 冻融循环次数固定时锈蚀率对GFRP复合材料条带加固锈蚀钢筋混凝土圆柱荷载-轴向位移曲线的影响
Figure 11. Influence of corrosion rate on load-axial displacement curve of corroded reinforced concrete columns strengthened with GFRP strips with fixed freezing-thawing cycles
图 12 冻融循环次数固定时FRP种类对GFRP复合材料条带加固锈蚀钢筋混凝土圆柱(15.44%)荷载-轴向位移曲线的影响
Figure 12. Influence of FRP type on load-axial displacement curve of corroded reinforced concrete columns strengthened with GFRP strips(15.44%) with fixed freeze-thaw cycle times
图 13 锈蚀率固定时侵蚀环境类型对GFRP复合材料条带加固锈蚀钢筋混凝土圆柱荷载-轴向位移曲线的影响
Figure 13. Influence of erosion environment type on load-axial displacement curve of corroded reinforced concrete columns strengthened with GFRP strips with fixed corrosion rates
图 14 混凝土强度损伤系数
${\alpha _N}$ 与冻融循环次数、混凝土强度的关系Figure 14. Damage coefficient of concrete strength
${\alpha _N}$ with freeze-thaw cycle and concrete strength
图 15 钢筋锈蚀率与其屈服强度折减系数的关系
Figure 15. Relationship between corrosion rate and yield strength reduction coefficient of steel bar
表 1 侵蚀环境下纤维增强聚合物（FRP）条带加固锈蚀钢筋混凝土圆柱轴心受压试验设计
Table 1. Experiment design on axial compression of corroded reinforced concrete columns strengthened with fiber reinforced ploymer(FRP) strips under erosion environment
Number Type of FRP Corrosion rate a/% Type of environment Number of times of the environment GFRP-Concrete(0%,FTn) GFRP 0 Freeze-thaw 0,25,50,75 GFRP-Concrete(15.44%,FTn) GFRP 15.44 Freeze-thaw 0,25,50,75 CFRP-Concrete(15.44%,FTn) CFRP 15.44 Freeze-thaw 0,25,50,75 GFRP-Concrete(19.24%,FTn) GFRP 19.24 Freeze-thaw 0,25,50,75 GFRP-Concrete(a, DW50) GFRP 0,15.44,19.24 Dry-wet 50 Notes: FT—Freeze-thaw cycle; DW—Dry-wet cycle; GFRP—Glass fiber reinforced polymer; CFRP—Carbon fiber reinforced polymer. 
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表 2 FRP条带加固锈蚀钢筋混凝土柱的计算值与试验值比较
Table 2. Comparison of calculated value and experimental value of corroded reinforced concrete columns strengthened with FRP strips
Number ${a_N}$ ${k_{\rm{f}}}$ ${\gamma _{{\rm{se}}}}$ ${A_{{\rm{ce}}}}$/mm2 ${N_{\rm{e}}}$/kN ${N_{{\rm{ue}}}}$/kN ${N_{\rm{e}}}$/${N_{{\rm{ue}}}}$ GFRP-Concrete(0%,FT0) 1 4.82 1 7 850 340 340.92 1.00 GFRP-Concrete(0%,FT25) 0.92 4.82 1 7 850 324.17 318.71 1.02 GFRP-Concrete(0%,FT50) 0.83 4.82 1 7 850 289.2 296.44 0.97 GFRP-Concrete(0%,FT75) 0.75 4.82 1 7 850 231.1 274.35 0.91 GFRP-Concrete(15.44%,FT0) 1 4.34 0.829 7 069.72 321.6 304.01 1.05 GFRP-Concrete(15.44%,FT25) 0.92 4.34 0.829 7 069.72 287.5 284.00 1.02 GFRP-Concrete(15.44%,FT50) 0.83 4.34 0.829 7 069.72 280.1 263.94 1.06 GFRP-Concrete(15.44%,FT75) 0.75 4.34 0.829 7 069.72 226.3 244.05 0.93 CFRP-Concrete(15.44%,FT0) 1 4.34 0.829 7 069.72 453.6 425.15 1.06 CFRP-Concrete(15.44%,FT25) 0.92 4.34 0.829 7 069.72 390.5 348.80 1.11 CFRP-Concrete(15.44%,FT50) 0.83 4.34 0.829 7 069.72 348.3 328.99 1.06 CFRP-Concrete(15.44%,FT75) 0.75 4.34 0.829 7 069.72 324.6 309.16 1.05 GFRP-Concrete(19.24%,FT0) 1 4.13 0.787 6 720.14 287.83 288.98 0.99 GFRP-Concrete(19.24%,FT25) 0.92 4.13 0.787 6 720.14 249.5 269.96 0.93 GFRP-Concrete(19.24%,FT50) 0.83 4.13 0.787 6 720.14 238.1 250.96 0.95 GFRP-Concrete(19.24%,FT75) 0.75 4.13 0.787 6 720.14 209.5 231.98 0.92 GFRP-Concrete(0%,DW50) 1 4.82 1 7 850 316 340.92 0.93 GFRP-Concrete(15.44%,DW50) 1 4.34 0.829 7 069.72 312.33 304.01 1.03 GFRP-Concrete(19.24%,DW50) 1 4.13 0.787 6 720.14 318.5 288.98 1.10 GFRP-Concrete(0%,FT0)[7] 1 4.82 1 7 850 350 346.9 1.01 GFRP-Concrete(0%,FT50)[7] 0.84 4.82 1 7 850 306 302.5 1.01 GFRP-Concrete(0%,FT75)[7] 0.76 4.82 1 7 850 307 280.5 1.10 GFRP-Concrete(0%,FT100)[7] 0.68 4.82 1 7 850 332 258.3 1.18 CFRP-Concrete(0%,FT0)[7] 1 4.82 1 7 850 415 398.7 1.04 CFRP-Concrete(0%,FT50)[7] 0.84 4.82 1 7 850 353 355.0 0.99 CFRP-Concrete(0%,FT75)[7] 0.76 4.82 1 7 850 361 333.3 1.09 CFRP/Concrete(0%,FT100)[7] 0.68 4.82 1 7 850 354 311.4 1.14 CFRP-Concrete(0%,FT0)[52] 1 5.38 1 50 000 1 585 1671.1 0.95 CFRP-Concrete(26.6%,FT0)[52] 1 5.38 1 50 000 1 287 1304.4 0.99 Average value − − − − − − 1.020 Coefficient of variation − − − − − − 0.002 Notes: Upper right corner [7] and [52] of the specimen number indicate that the data is from refernces [7] and [52]; ${k_{\rm{f}}}$—Contribution of the constraint effect of FRP strips to the axial compression capacity; ${\gamma _{{\rm{se}}}}$—Yield strength reduction coefficient of corroded steel bars; ${A_{{\rm{ce}}}}$—Section area of the column under the erosion environment; ${N_{\rm{e}}}$(${N_{{\rm{ue}}}}$)—Experimental value(the calculated value) of the bearing capacity of the corroded reinforced concrete column strengthened with FRP strip under axial compression under the erosion environment; ${N_{\rm{e}}}/{N_{{\rm{ue}}}}$—Ratio between the measured value of the test and the calculated value of equation (11).
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