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浙江大学学报(工学版)
Journal of ZheJiang University (Engineering Science)  2020, Vol. 54 Issue (5): 843-850    DOI: 10.3785/j.issn.1008-973X.2020.05.001
Civil Engineering, Traffic Engineering     
Bond degradation between corroded stainless steel bar and concrete
Hai-long WANG1(),Yuan-jian WU1,Jia-yan LING2,Xiao-yan SUN1,*()
1. College of Civil Engineering and Architecture, Zhejiang University, Hangzhou 310058, China
2. The Architectural Design and Research Institute of Zhejiang University, Hangzhou 310028, China
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Abstract  

The direct pullout tests under different corrosion rates were conducted to evaluate the bond performance between the corroded stainless steel bar and the concrete. The influences of corrosion rate and surface crack width on the bond degradation were analyzed, and then predictive formulas of bond strength between the stainless steel bar and the concrete were given respectively based on the corrosion rate and the surface crack width. The differences of bond properties between ordinary and stainless steel reinforced concretes were compared. Test results show that the bond strength between corroded stainless steel bar and concrete increases firstly and then decreases as the increase of corrosion rate, which is similar to that of the ordinary reinforced concrete, however the critical corrosion rate of stainless steel affecting the bond strength is higher than that of ordinary reinforcement. Pitting corrosion has strong randomness, which leads to the discrete relationship between the corrosion crack width and corrosion rate. Compared with the model based on the corrosion rate, the predictive model based on the surface crack width has a better agreement with the test results, and is of better practicability. The degradation amount of bond strength of stainless steel reinforced concrete is smaller than that of ordinary reinforced concrete at a same corrosion degree. The existing bond degradation model of ordinary reinforced concrete can be used to descript the stainless steel reinforced concrete directly and has a certain safety stock.

Key words： stainless steel reinforced concrete      bond strength      degradation      corrosion rate      crack width     
Received: 25 April 2019      Published: 05 May 2020
CLC:  TU 375  
Corresponding Authors: Xiao-yan SUN     E-mail: hlwang@zju.edu.cn;selina@zju.edu.cn
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Hai-long WANG
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Cite this article:

Hai-long WANG,Yuan-jian WU,Jia-yan LING,Xiao-yan SUN. Bond degradation between corroded stainless steel bar and concrete. Journal of ZheJiang University (Engineering Science), 2020, 54(5): 843-850.

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http://www.zjujournals.com/eng/10.3785/j.issn.1008-973X.2020.05.001     OR     http://www.zjujournals.com/eng/Y2020/V54/I5/843


锈蚀不锈钢筋与混凝土黏结性能退化

通过不同锈蚀率下不锈钢筋混凝土试件的中心拉拔试验，分析锈蚀率、锈胀裂缝宽度对不锈钢筋/混凝土黏结性能退化的影响规律，分别基于质量锈蚀率和表面裂缝宽度建立不锈钢筋与混凝土黏结强度的预测公式，并与普通钢筋混凝土黏结性能进行对比分析. 研究结果表明：类似普通钢筋混凝土黏结退化规律，锈蚀不锈钢筋黏结强度随锈蚀率增大呈先增后减趋势，但拐点锈蚀率较普通钢筋更大；不锈钢局部坑蚀具有较强的随机性，使得锈胀裂缝宽度与锈蚀率的关系较为离散，与基于锈蚀率的黏结退化模型相比，基于表面锈胀裂缝宽度的模型可以更好地预测不锈钢筋与混凝土黏结强度的退化规律，工程实用性更强；在相同锈蚀程度下，不锈钢筋黏结强度退化程度较普通钢筋小，现有的普通钢筋黏结退化模型可以用于不锈钢黏结强度的预测，具有一定的安全保证.


关键词： 不锈钢筋混凝土,  黏结强度,  退化,  锈蚀率,  裂缝宽度 
Fig.1 Dimensions of pullout specimen
材料 ρB/（kg?m?3） 材料 ρB/（kg?m?3）
水 220.0 石 1 033.5
水泥 611.6 盐 7.7
砂 486.4 减水剂 2.2
Tab.1 Mix proportions of concrete
元素 wB/% 元素 wB/%
C 0.02 Cr 22.83
Mn 1.36 Ni 6.15
S ? Mo 3.21
Si 0.14 ? ?
Tab.2 Chemical compositions of novel 2205 stainless steel
Fig.2 Loading set-up of pullout test
Fig.3 Typical failure modes of pullout specimens
Fig.4 Details of splitting failure surface of pullout specimens
试件编号 ηt/% ηa/% ω/mm Sm/mm τ/MPa κp1 κp2
自由端 加载端
0-1 0 0 0 0.284 0.953 10.868 1.054 0.996
1-1 1 1.73 0.17 0.421 1.115 12.066 1.170 1.105
3-1 3 3.04 0.05 0.278 1.139 11.460 1.111 1.221
4-1 4 3.98 0.28 0.315 1.446 14.634 1.419 1.169
5-1 5 4.95 0.33 0.342 1.696 8.555 0.829 0.940
7-1 7 5.82 0.19 0.392 1.003 9.219 0.894 0.866
9-1 9 7.47 0.21 0.259 0.813 8.902 0.863 0.731
12-1 12 11.33 0.07 0.454 2.331 13.289 1.288 0.473
Tab.3 Partial results of pullout test for corroded stainless steel bar
Fig.5 Bond stress-slip curve of specimens with different corrosion rates
Fig.6 Relationship between coefficient of bond strength drop and corrosion rate
Fig.7 Comparison of degradation model of bond strength based on corrosion rate
Fig.8 Surface of stainless steel bars with different corrosion rates
Fig.9 Relationship between bond strength degradation coefficient and surface crack width
Fig.10 Relationship between surface crack width and corrosion rate
Fig.11 Comparison of crack in different corrosion forms
Fig.12 Comparison of degradation model of bond strength based on surface crack width
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