Effect of corrosion on the surface properties of steel plate and interfacial bonding properties between CFRP plate and corroded steel plate
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摘要: 为研究锈蚀对钢板表面特性及碳纤维增强树脂复合材料(CFRP)板-锈蚀钢板界面黏结性能的影响,开展了6批次锈蚀钢板表面特性测试及22个CFRP板-锈蚀钢板双搭接试件的拉伸试验,揭示了锈蚀对钢板表面形貌与粗糙度、表观接触角与表面自由能以及CFRP板-钢板黏结界面破坏模式、有效黏结长度、极限荷载的影响。研究结果表明:随着腐蚀龄期不断增大,均匀腐蚀与点蚀交替主导钢板表面形貌特征变化,钢板表面粗糙度与表面自由能均出现周期性上下波动;CFRP板-锈蚀钢板黏结界面主要呈钢板/胶层界面剥离与CFRP板/胶层界面剥离混合破坏模式,腐蚀龄期仅对混合破坏类型的面积占比有一定影响;胶层厚度相同时,锈蚀钢板对应界面有效黏结长度明显大于未锈蚀钢板对应界面,腐蚀龄期0~12个月、胶层厚度0.21~0.7 mm的CFRP板-锈蚀钢板界面有效黏结长度为63.75~91.5 mm;随着腐蚀龄期不断增大,CFRP板-锈蚀钢板界面极限荷载呈先增大后稳定趋势,锈蚀引起的钢板表面面积、表面自由能及表面粗糙度增加,对CFRP板-钢板黏结界面极限承载力有利。Abstract: In order to investigate the effect of corrosion on the surface properties of steel plate and interfacial bonding properties between CFRP plate and corroded steel plate, surface characteristic test of corroded steel plates with six kinds of corrosion duration and tensile test of thirty-four double-lap specimens with CFRP plates and corroded steel plates were carried out. The effects of corrosion duration on the morphology and surface roughness, apparent contact angle and surface free energy of steel plate, and the failure mode, effective bond length and ultimate load of bonding interface between CFRP plate and corroded steel plate were revealed. Test results show that with the increase of corrosion duration, pitting corrosion and uniform corrosion alternately play the dominant role on the surface topography, the surface roughness and surface free energy of the corroded steel plates fluctuate up and down continuously. The failure mode of bonding interface between CFRP plate and corroded steel plate is mainly the mixed of steel/adhesive interfacial debonding and CFRP/adhesive interfacial debonding, and the corrosion duration only has a certain influence on the area proportion of the mixed failure type. As for the specimens with the si-milar adhesive thickness, the effective bond length of the corroded specimens is significantly larger than that of the un-corroded ones, the effective bond length for the specimens with the corrosion duration of 0-12 months and the adhesive thickness of 0.21-0.7 mm are approximately 63.75-91.5 mm. With the increase of corrosion duration, the ultimate bearing capacity of the bonding interface increases at first and tends to be stable afterwards, the increase of surface area, surface free energy and surface roughness caused by corrosion plays the favorable factor on the ultimate bearing capacity.
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Key words:
- corrosion /
- steel structure /
- surface properties /
- CFRP plate /
- interface /
- bond characteristic
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图 6 不同腐蚀龄期锈蚀钢板表面形貌:(a) C0外侧;(b) C0内侧;(c) C3外侧;(d) C3内侧;(e) C4外侧;(f) C4内侧;(g) C6外侧;(h) C6内侧;(i) C8外侧;(j) C8内侧;(k) C12外侧;(l) C12内侧
Figure 6. Surface topographies of steel plates with different corrosion durations: (a) C0 front side; (b) C0 back side; (c) C3 front side; (d) C3 back side; (e) C4 front side; (f) C4 back side; (g) C6 front side; (h) C6 back side; (i) C8 front side; (j) C8 back side; (k) C12 front side; (l) C12 back side
图 12 不同荷载水平下CFRP-钢板界面剪应力分布:(a) CFRP-S(C0-B150)试件正面;(b) CFRP-S(C8-B150)试件背面
Figure 12. Interfacial shear stress distribution of CFRP-corroded steel plate under different load levels: (a) Front side of specimen CFRP-S(C0-B150); (b) Back side of specimen CFRP-S(C8-B150)
Leff—Effective bonding length of interface
表 1 试验用材料属性
Table 1. Material properties
Material Thickness/
mmElasticity modulus/
GPaYield strength/
MPaTensile strengt/
MPaElongation at
break/%CFRP plate 1.4 165a N/A 2400a 1.61a Adhesive N/A 5.3 N/A 41.75 1.13 Steel plate 10.75b 181.9 275.6 421.18 20.78 Notes: aAccording to the manufacturer′s instructions; bThickness of steel plate which cut from the flange of the un-corroded H beams; N/A—Not applicable. 表 2 CFRP板-锈蚀钢板双搭接试件参数与主要试验结果汇总
Table 2. Summary of parameters and results of quasi-static loading tests of double-lap joint specimens of CFRP-corroded steel plate
Specimen No. Cd/month ξ/% L1/mm tf/mm tb/mm tave/mm Fu/kN Lf/mm Lb/mm Failure mode CFRP-S(C0-B30) 0 0.00 30 0.54 0.49 0.52 37.00 — — a+c (Back) CFRP-S(C0-B50) 50 0.46 0.47 0.47 39.80 — — a+d (Front)/
a+b+c (Back)CFRP-S(C0-B80) 80 0.52 0.44 0.48 48.80 — — a+c+d (Back) CFRP-S(C0-B120) 120 0.63 0.42 0.52 49.90 67.75 67.75 a+c(Front) CFRP-S(C0-B150) 150 0.52 0.41 0.46 48.00 63.75 73.00 a+c (Back) CFRP-S(C3-B150) 3 5.08 150 0.37 0.44 0.41 52.00 91.50 91.50 a+c (Front) CFRP-S(C4-B30) 4 6.15 30 0.47 0.43 0.45 39.10 — — a+c (Front)/
c+d (Back)CFRP-S(C4-B50) 50 0.51 0.45 0.48 43.30 — — a+c (Back) CFRP-S(C4-B80) 80 0.44 0.58 0.51 50.90 — — a+c (Back) CFRP-S(C4-B120) 120 0.51 0.31 0.41 53.00 — — a+c (Front) CFRP-S(C4-B150) 150 0.70 0.24 0.47 52.30 82.25 73.00 a (Front) CFRP-S(C6-B150) 6 7.92 150 0.40 0.24 0.32 54.30 82.25 73.00 a+c (Back) CFRP-S(C8-B30) 8 10.07 30 0.30 1.72 1.01 23.28 — — c+d (Front)/
a (Back)CFRP-S(C8-B50) 50 0.30 0.42 0.36 40.76 — — a+c+d (Front) CFRP-S(C8-B80) 80 0.30 0.32 0.31 52.88 — — a+c+d (Back) CFRP-S(C8-B120) 120 0.40 0.57 0.49 53.64 82.25 91.50 a+c (Front)/
c+d (Back)CFRP-S(C8-B150) 150 0.42 0.57 0.50 53.90 91.50 73.00 a+b+c+d (Front)/
a+c (Back)CFRP-S(C12-B30) 12 15.02 30 0.54 0.43 0.49 40.00 — — a+c (Back) CFRP-S(C12-B50) 50 0.30 0.64 0.47 45.60 — — a+b (Back) CFRP-S(C12-B80) 80 0.70 0.53 0.62 52.70 — — a+c (Front) CFRP-S(C12-B120) 120 0.40 0.53 0.46 56.00 91.50 91.50 a+c+d (Back) CFRP-S(C12-B150) 150 0.70 0.39 0.54 55.00 82.25 91.50 a+c+d (Front)/
a+c (Back)Notes: CFRP-S—CFRP-steel plate; C—Corrosion durations; B—Bond length; Cd—Corrosion duration; ξ—Mass loss rate; L1—Bond length of CFRP plate on the testing side of specimen; tf and tb—Measured thickness of the adhesive layer on the front and back side of corroded steel plate; tave—Average thickness of both side of adhesive layers. Fu—Ultimate load; Lf and Lb—Effective bond length of the front and back side of the double-lap joint; a—Steel/adhesive interfacial debonding; b—Cohesive failure; c—CFRP/adhesive interfacial debonding; d—CFRP delamination; Front and Back—Outer and inner edges of the flange plate, respectively. 表 3 加速腐蚀试验及锈蚀钢板表面特性测试结果
Table 3. Accelerated corrosion test results and morphologies of corroded steel plates
Specimen No. Cd / month ξ/% Location Sa/μm Sq/μm Sz/μm Sdr/% θ1,ave θ2,ave γs/(mJ·m−2) C0 0 0 Front 13.0 21.6 134.9 0.02 79.1 46.1 40.9 Back 15.9 20.4 179.8 0.04 78.3 44.0 42.0 C3 3 5.08 Front 70.3 110.3 1 293.9 5.32 67.6 40.9 47.9 Back 78.1 116.2 1 309.5 5.25 69.3 37.1 48.4 C4 4 6.15 Front 120.5 144.6 903.9 4.91 65.0 39.5 49.6 Back 84.6 116.3 788.0 3.54 63.5 39.1 50.5 C6 6 7.92 Front 95.8 130.9 808.3 4.10 65.7 39.0 49.4 Back 101.6 143.1 941.2 5.07 61.0 38.5 52.0 C8 8 10.07 Front 136.4 170.3 1 008.6 4.05 69.4 41.0 46.9 Back 98.5 135.0 866.8 4.35 67.6 37.7 49.0 C12 12 15.02 Front 117.8 146.5 913.1 5.60 67.0 37.8 49.2 Back 113.9 146.4 1 073.5 6.32 63.7 37.9 50.8 Notes: Sa, Sq, Sz and Sdr—Arithmetic mean height, root mean square height, maximum height, and developed interfacial area ratio of the scale-limited surface, respectively; θ1,ave and θ2,ave—Average static contact angles corresponding to the first and second measuring liquid, respectively; γs—Calculated surface free energy for corroded steel plates. -
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