CFRP片材-工程水泥基复合材料-混凝土复合界面单面剪切试验研究

管品武; 尚佳琦; 范家俊; 张普; 陈启壮

doi:10.13801/j.cnki.fhclxb.20210716.001

CFRP片材-工程水泥基复合材料-混凝土复合界面单面剪切试验研究

doi: 10.13801/j.cnki.fhclxb.20210716.001

郑州大学　土木工程学院，郑州 450000

基金项目: 交通部重点研发项目(2018-MS5-136)；河南省交通厅科技计划项目(2018J2；2019J-2-10)

详细信息

通讯作者:
张普，博士，教授，博士生导师，研究方向为高性能纤维增强聚合物复合材料及其结构　E-mail：zhp1243@163.com

中图分类号: TU528
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出版历程
- 收稿日期: 2021-05-22
- 修回日期: 2021-06-24
- 录用日期: 2021-07-09
- 网络出版日期: 2021-07-16
- 刊出日期: 2022-06-01

Single-shear test of CFRP plate-engineered cementitious composites-concrete composite interface

School of Civil Engineering, Zhengzhou University, Zhengzhou 450000, China

摘要

摘要: 为解决碳纤维增强树脂复合材料(CFRP)片材加固混凝土结构时CFRP片材易过早剥离及工程水泥基复合材料(ECC)加固混凝土结构极限承载力提高不足等问题，采用CFRP片材-ECC-混凝土复合界面，以同时发挥CFRP片材高抗拉强度和ECC多缝开裂及耐久性较好的优势。设计21个单面剪切试件并进行单面剪切试验，研究不同ECC厚度和混凝土/ECC强度对复合界面承载力、应变分布及粘结滑移曲线等影响规律。试验结果表明：设置ECC层的单面剪切试件破坏模式均为CFRP片材和ECC界面间的剥离破坏，有效延缓了CFRP片材的剥离，并可以有效地传递界面剪应力。与无ECC层的试件相比，设置ECC层试件的极限承载力增加了27.3%~59.6%。基于陆新征等提出的极限承载力计算模型，提出了考虑ECC厚度的复合界面单面剪切试件的极限承载力预测模型，计算值与试验值相吻合。采用不同粘结滑移模型对试验数据进行分析，对比结果表明：Ferracuti等提出的模型考虑的影响因素较全面且模型的拟合结果较好。
- 复合界面 /
- CFRP板 /
- ECC /
- 极限承载力 /
- 粘结滑移本构
Abstract: To solve the problems of CFRP plate being easy to peel off from concrete of concrete structure strengthened with carbon fiber reinforced polymer (CFRP) plate and the limited increase of bearing capacity of concrete structure strengthened with engineered cementitious composites (ECC), the CFRP plate-ECC-concrete composite interface was proposed to take full advantage of both the high tensile strength of CFRP plate and good durability of ECC with multiple cracking. 21 single-shear specimens with different ECC thickness and concrete/ECC strength were designed and tested. The distribution of interface load-carrying capacity, strain distribution and bond-slip curve of specimens were obtained. The results show that the failure pattern of all specimens with ECC layer is the debonding failure which occurs in the interface between the CFRP plate and ECC. It demonstrates that the ECC layer can obviously delay the debonding of CFRP plate, meanwhile, transfer the interfacial shear stress effectively. Compare with the specimens without ECC layer, the ultimate load-carrying capacity of specimens with ECC layer increases by 27.3%-59.6%. Based on the LU Xinzheng et al’ ultimate load-carrying capacity calculation model, a prediction model of the load-carrying capacity of single-shear specimens considering the thickness of ECC was proposed, and the calculated value is consistent with the experimental results. Different bond-slip models were adopted to analyse the test results and the comparison shows that: Ferracuti et al’ model considers more comprehensive factors and fits better with the test results than other models.
- composite interface /
- CFRP plate /
- ECC /
- ultimate load-carrying capacity /
- bond-slip constitutive model

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图 1 ECC拉伸试验及结果

Figure 1. Tensile test and results of ECC

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图 3 高压水射法处理ECC-混凝土界面

Figure 3. Interface treatment of ECC-concrete by high pressure water jet

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图 2 测试设置和仪器布局

Figure 2. Test setup and instrumentation layout

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图 4 CFRP片材-ECC-混凝土试件破坏模式

Figure 4. Failure mode of CFRP plate-ECC-concrete specimen

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图 5 被粘下的ECC厚度的比较

Figure 5. Comparison of amount of ECC being attached

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图 6 CFRP片材-ECC-混凝土极限承载力-ECC厚度曲线

Figure 6. Ultimate load of CFRP plate-ECC-concrete specimen-ECC thickness curves

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图 7 CFRP片材-ECC-混凝土试件中CFRP片材应变分布

Figure 7. Strain distribution of CFRP plate in CFRP plate-ECC-concrete specimens

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图 8 CFRP片材-ECC-混凝土极限承载力与ECC厚度关系拟合曲线

Figure 8. Fitting curves of relationship between ultimate load of CFRP plate-ECC-concrete specimen and ECC thickness

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图 9 CFRP片材-ECC-混凝土复合界面应力分布示意图

Figure 9. Schematic diagram of interface stress distribution between CFRP plate-ECC-concrete composite

P—External force applied; ε_f—Strain of CFRP plate; σ_f(x), σ_c(x)—Stresses of CFRP plate and ECC, respectively; x_i—Bonding position for strain gauges of CFRP plate; τ(x)—Interfacial shear stress

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图 10 典型CFRP片材-ECC-混凝土试件粘结-滑移曲线

Figure 10. Bond-slip curves of typical CFRP plate-ECC-concrete specimens

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图 11 CFRP片材-ECC-混凝土试件粘结-滑移数据拟合曲线

Figure 11. Bond-slip data fitting curves of CFRP plate-ECC-concrete specimens

τ—Corresponding shear stress when the slip is S(S_p); τ_max, $\bar \tau$—Peak shear stress; $S_0 $, $\bar S $—Slip corresponding to τ_max; S_p—Slip; S_u, S_f—Maximum slip; f_c, f_t—Compressive strength, tensile strength of concrete; β_w, G_f—Size influence coefficient and fracture energy; E_f, t_f—Elastic modulus and thickness of CFRP plate; b_f, b_c—Width of CFRP plate and concrete; G_a, t_a—Shear modulus and thickness of the adhesive; n—Coefficient

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图 12 CFRP片材-ECC-混凝土Ferracuti等^[18]的模型拟合曲线

Figure 12. Ferracuti et al^[18] model fitting curves of CFRP plate-ECC-concrete specimens

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表 1 工程水泥基复合材料(ECC)配合比

Table 1. Proportion of engineered cementitious composites (ECC)

ECC	Cement	Fly ash	Silica fume	Quartz sand	Water	PVA	Water reducer	Thickener
C30	1	3.0	0.3	0.4	1.37	2.00%	0.2%	0.08%
C50	1	2.0	0.3	0.4	0.92	2.00%	0.2%	0.05%
Notes: Fly ash, silica fume, quartz sand, water—Relative mass ratios to cement; PVA, water reducer, thickener—Relative volume ratios to ECC; PVA—Polyvinyl alcohol.

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表 2 聚乙烯醇(PVA)纤维的材料性能

Table 2. Material properties of polyvinyl alcohol (PVA) fibers

Diameter/μm	Length/mm	Tensile strength/MPa	Young’s modulus/GPa	Density/(g·cm⁻³)
40	12	1560	41	1.3

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表 3 混凝土配合比

Table 3. Proportion of concrete kg/m³

Concrete	Water	Cement	Fly ash	Sand	Gravel
C30	165	281	70	678	1206
C50	165	376	95	565	1199

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表 4 CFRP片材-ECC-混凝土试件设计

Table 4. Design of CFRP plate-ECC-concrete specimens

Specimen	Concrete/ECC strength/MPa	ECC thickness/mm
C30-E10	30	10
C30-E20	30	20
C30-E30	30	30
C50-E10	50	10
C50-E20	50	20
C50-E30	50	30
C30	30	–

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表 5 CFRP片材-ECC-混凝土试验结果汇总

Table 5. Summary of test results of CFRP plate-ECC-concrete specimens

Specimen	Ultimate load/kN	Average/kN	Theoretical/kN	E/T	YANG yongxin et al^[14]	Neubauer et al^[15]	LU xinzheng et al^[16]
C30-1	9.2
C30-2	9.6	9.9	–	–	12.5	20.8	15.4
C30-3	10.8
C30-E10-1	12.3			0.88
C30-E10-2	12.4	12.6	13.9	0.89	27.9	42.3	28.2
C30-E10-3	13.0			0.94
C30-E20-1	14.8			0.89
C30-E20-2	14.6	14.8	16.6	0.88	27.9	42.3	28.2
C30-E20-3	14.9			0.90
C30-E30-1	15.3			0.86
C30-E30-2	15.8	15.8	18.3	0.84	27.9	42.3	28.2
C30-E30-3	16.2			0.89
C50-E10-1	15.9			1.14
C50-E10-2	16.8	16.4	13.9	1.20	30.3	45.2	29.2
C50-E10-3	16.4			1.17
C50-E20-1	20.4			1.22
C50-E20-2	21.5	20.5	16.6	1.19	30.3	45.2	29.2
C50-E20-3	19.6			1.18
C50-E30-1	22.3			1.21
C50-E30-2	20.5	20.9	18.3	1.12	30.3	45.2	29.2
C50-E30-3	20.0			1.09
Notes: E—Experimental value; T—Theoretical value.

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