锈蚀对钢板表面特性及CFRP板-锈蚀钢板界面黏结性能的影响

李安邦; 徐善华

doi:10.13801/j.cnki.fhclxb.20210422.001

锈蚀对钢板表面特性及CFRP板-锈蚀钢板界面黏结性能的影响

doi: 10.13801/j.cnki.fhclxb.20210422.001

李安邦^{1, 2, ,},
徐善华^{1, 2}

1.
西安建筑科技大学　土木工程学院，西安 710055
2.
西安建筑科技大学　西部绿色建筑国家重点实验室，西安 710055

基金项目: 国家自然科学基金(52008331)；西部绿色建筑国家重点实验室自主研究课题基金(LSZZ202114)

详细信息

通讯作者:
李安邦，博士，研究方向为工程结构耐久性与服役性能提升　E-mail: lianbangjdtm@163.com

中图分类号: TU398⁺.9
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出版历程
- 收稿日期: 2021-03-08
- 修回日期: 2021-04-07
- 录用日期: 2021-04-15
- 网络出版日期: 2021-04-22
- 刊出日期: 2022-02-01

Effect of corrosion on the surface properties of steel plate and interfacial bonding properties between CFRP plate and corroded steel plate

LI Anbang^{1, 2
, ,},
XU Shanhua^{1, 2}

1.
School of Civil Engineering, Xi’an University of Architecture & Technology, Xi’an 710055, China
2.
State Key Laboratory of Green Building in Western China, Xi’an University of Architecture and Technology, Xi’an 710055, China

摘要

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。
- 锈蚀 /
- 钢结构 /
- 表面特性 /
- CFRP板 /
- 界面 /
- 黏结性能
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.
- corrosion /
- steel structure /
- surface properties /
- CFRP plate /
- interface /
- bond characteristic

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图 1 钢板人工加速腐蚀试验

Figure 1. Artificial accelerated corrosion test of steel plate

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图 2 锈蚀钢板表面形貌扫描

Figure 2. Scanning of surface morphology of corroded steel plate

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图 3 锈蚀钢板表观接触角测试

Figure 3. Static contact angle measurement of corroded steel plate

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图 4 CFRP板-锈蚀钢板双搭接接头试件示意图

Figure 4. Schematic diagram of double lap joint specimen of CFRP-corroded steel plate

L₁, L₂—Adhesive length of CFRP plates at test end and anchorage end; t_c—Thickness of rusted steel plate

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图 5 双搭接剪切拉伸试验加载与量测

Figure 5. Double lap shear tensile test loading and measurement

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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

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图 7 钢板锈蚀表面形貌统计特征变化规律

Figure 7. Statistical characteristics of corrosion surface morphology of steel plate

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图 8 不同龄期对应的H型钢腐蚀状态

Figure 8. Corrosion characteristics of H-beam with different corrosion durations

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图 9 锈蚀钢板表面能随腐蚀龄期变化规律

Figure 9. Surface free energy versus corrosion duration for corroded steel plate

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图 10 不同腐蚀龄期钢板对应的CFRP板-锈蚀钢板黏结界面破坏模式

Figure 10. Failure modes for the CFRP-corroded steel plate specimens with different corrosion durations

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图 11 不同荷载水平下CFRP板应变分布特征：(a) CFRP-S(C0-B150)试件正面；(b) CFRP-S(C8-B150)试件背面

Figure 11. Strain distribution of CFRP plate under different load levels: (a) Front side of specimen CFRP-S(C0-B150); (b) Back side of specimen CFRP-S(C8-B150)

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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)

L_eff—Effective bonding length of interface

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图 13 CFRP板-锈蚀钢板极限荷载随CFRP板黏贴长度变化规律

Figure 13. Variation of ultimate load of CFRP-corroded steel plate with CFRP bond length

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图 14 CFRP板-锈蚀钢板有效黏结长度随胶层厚度变化规律

Figure 14. Variation of effective bond length of CFRP-corroded steel plate with adhesive thickness

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图 15 CFRP板-锈蚀钢板极限荷载随钢板腐蚀龄期变化规律

Figure 15. Variation of ultimate load of CFRP-corroded steel plate with corrosion duration

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图 16 CFRP板-锈蚀钢板极限荷载随界面扩展面积比S_dr(a)、表面自由能γ_s(b) 及表面算数平均高度S_a(c) 变化规律

Figure 16. Variation of ultimate load of CFRP-corroded steel plate with developed interfacial area ratio S_dr (a), surface free energy γ_s (b) and surface arithmetic mean height S_a (c)

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表 1 试验用材料属性

Table 1. Material properties

Material	Thickness/ mm	Elasticity modulus/ GPa	Yield strength/ MPa	Tensile strengt/ MPa	Elongation at break/%
CFRP plate	1.4	165^a	N/A	2400^a	1.61^a
Adhesive	N/A	5.3	N/A	41.75	1.13
Steel plate	10.75^b	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.

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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.	C_d/month	ξ/%	L₁/mm	t_f/mm	t_b/mm	t_ave/mm	F_u/kN	L_f/mm	L_b/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; C_d—Corrosion duration; ξ—Mass loss rate; L₁—Bond length of CFRP plate on the testing side of specimen; t_f and t_b—Measured thickness of the adhesive layer on the front and back side of corroded steel plate; t_ave—Average thickness of both side of adhesive layers. F_u—Ultimate load; L_f and L_b—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.

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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.	C_d / month	ξ/%	Location	S_a/μm	S_q/μm	S_z/μm	S_dr/%	θ_1,ave	θ_2,ave	γ_s/(mJ·m⁻²)
C0	0	0	Front	13.0	21.6	134.9	0.02	79.1	46.1	40.9
C0	0	0	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
C3	3	5.08	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
C4	4	6.15	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
C6	6	7.92	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
C8	8	10.07	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
C12	12	15.02	Back	113.9	146.4	1 073.5	6.32	63.7	37.9	50.8
Notes: S_a, S_q, S_z and S_dr—Arithmetic mean height, root mean square height, maximum height, and developed interfacial area ratio of the scale-limited surface, respectively; θ_1,ave and θ_2,ave—Average static contact angles corresponding to the first and second measuring liquid, respectively; γ_s—Calculated surface free energy for corroded steel plates.

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