Detection on debonding damage of fiber reinforced polymer composite strengthened concrete structure based on laser ultrasonic second harmonic generation technology
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摘要: 纤维增强树脂(FRP)复合材料加固混凝土结构的早期剥离损伤往往趋向于闭合状态，传统线性超声技术对这种剥离损伤不敏感。本文提出了基于连续激光激发窄带超声波技术结合非线性超声二次谐波法检测FRP复合材料加固混凝土剥离损伤的方法，该方法通过强度调制激光技术在加固结构的表面激励窄带超声表面波，在超声波的扰动下，依据弹簧模型的接触非线性理论，结构中的剥离分层损伤在界面处将产生开合效应，利用声学非线性二次谐波响应检测定位出剥离损伤位置。基于仿真和实验研究结果，验证了该方法对FRP复合材料加固混凝土结构早期剥离损伤检测具备可行性，实现FRP复合材料加固混凝土结构的非接触式、高灵敏度损伤检测。
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关键词:
- 激光超声 /
- 二次谐波 /
- 纤维增强树脂(FRP)复合材料加固混凝土结构 /
- 剥离损伤 /
- 有限元分析
Abstract: The early debonding damage of fiber reinforced polymer (FRP) composite strengthened concrete structure tends to be closed state, which can not be detected and located by traditional linear ultrasonic technology. Based on the continuous laser excited narrow-band ultrasonic technology combined with the nonlinear ultrasonic second harmonic method, a method of detecting the debonding damage of FRP composite strengthened concrete was proposed. This method uses intensity modulated laser technology to excite narrow-band ultrasonic surface wave on the surface of the reinforced structure. Under the ultrasonic disturbance, according to the contact nonlinear theory of the spring model, the debonding damage in the structure is in the boundary. The opening and closing effect will be produced on the surface, and the location of peel damage will be detected by acoustic nonlinear second harmonic response. Based on the results of simulation and experiment, the feasibility of this method for early debonding damage detection of FRP composite strengthened concrete structure was verified, and the non-contact and high sensitivity damage detection of FRP composite strengthened concrete structure was realized. -
图 1 裂缝开合引起的高次谐波
Figure 1. Second harmonic wave generated by crack opening and closing
H—Hight of concrete specimen; L—Length of concrete specimen; ω—Frequency of single frequency ultrasonic signal
图 4 纤维增强树脂(FRP)复合材料加固混凝土剥离损伤模型
Figure 4. Debonding damage model of fiber reinforced polymer (FRP) composite strengthened concrete
图 5 FRP复合材料加固混凝土剥离损伤示意图
Figure 5. Debonding damage diagram of FRP strengthened concrete
图 6 骨料和砂浆本构关系
Figure 6. Constitutive relation of aggregate and mortar
fagg—Peak stress of aggregate; fmor—Peak stress of mortar; ε—Strain; εagg—Strain of aggregate; εmor—strain of mortar; εmor—Peak strain of mortar; σ—Stress
图 10 1.0 mm FRP复合材料板加固混凝土剥离损伤的二次谐波响应
Figure 10. Second harmonic response of concrete debonding damage strengthened by 1.0 mm FRP composite plate
图 11 0.5 mm FRP复合材料板剥离损伤表面超声非线性特征
Figure 11. Ultrasonic nonlinear characteristics of debonding damage surface of 0.5 mm FRP composite plate
图 12 1.0 mm FRP复合材料板剥离损伤表面超声非线性特征
Figure 12. Ultrasonic nonlinear characteristics of debonding damage surface of 1.0 mm FRP composite plate
图 13 碳纤维增强树脂(CFRP)复合材料加固混凝土人工剥离损伤试件
Figure 13. Carbon fiber reinforced polymer (CFRP) composite strengthened concrete artificial debonding damage specimens
图 18 FRP复合材料加固剥离损伤试件二次谐波法检测结果
Figure 18. Test results of second harmonic method for FRP composite strengthened debonding damage specimens
表 1 粗骨料代表粒径级配及颗粒数
Table 1. Representative particle size grading and particle numbers of coarse aggregate
Aggregate diameter d0/mm Probability of d0
P (d<d0)Representative particle size/mm P(di)–P(di–1) Single particle area/mm2 Number of representative particle 5 0.333 — — — — 10 0.471 7.5 0.137 44.2 93 15 0.572 12.5 0.102 122.7 25 20 0.649 17.5 0.076 240.4 10 25 0.695 22.5 0.046 397.4 4 
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表 2 材料的热物理性能
Table 2. Thermophysical properties of materials
Material Density/
(kg·m−1)Specific heat
capacity/
(J(K·kg)−1)Coefficient of
heat conduction/
(W(K·m)−1)Concrete 2500 900 1.8 FRP 1800 850 3.0
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表 3 FRP复合材料板物理参数
Table 3. Physical properties of FRP composite plate
Elasticity modulus E11/GPa Elasticity modulus E22, E33/GPa Poisson’s ratio ν12, ν13 Poisson’s ratio ν23 135 8.5 0.3 0.34 Shear modulus G11/GPa Shear modulus G22, G33/GPa Density $\rho $/ (kg·m−3) Coefficient of thermal expansion α/℃−1 4.47 3.35 1560 10−5
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表 4 骨料和砂浆力学参数
Table 4. Mechanical parameters of aggregate and mortar
Material Elasticity modulus/GPa Poisson’s ratio Strength (Compressive/tensile)/MPa Ultimate compressive strain Aggregate 30 0.22 25/2.5 0.0033 Mortar 50 0.15 80/8.0 0.0016
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表 5 FRP复合材料板剥离损伤的相对非线性系数量化指标
Table 5. Quantitative index of relative nonlinear coefficient of debonding damage of FRP composite plate
0.5 mm FRP Size 15 mm damage Size 24 mm damage Size 30 mm damage Ru Rd Ru Rd Ru Rd x/cm 35.5 51.5 132 146.5 229.5 249.5 $\beta '$/cm−1 0.50 2.80 0.56 5.26 0.46 8.30 $\beta {'_{\rm{d}}}/\beta {'_{\rm{u}}}$ 5.58 9.32 18.25 1.0 mm FRP Size 15 mm damage Size 24 mm damage Size 30 mm damage Ru Rd Ru Rd Ru Rd x/cm 24.0 47.0 131.5 150.0 227.0 252.5 $\beta '$/cm−1 17.53 27.26 2.43 92.42 4.29 65.49 $\beta {'_{\rm{d}}}/\beta {'_{\rm{u}}}$ 1.56 38.02 15.28 Notes: β′—Relative nonlinear coefficient; β′d/β′u—Damage quantification index; Ru—Undamaged area; Rd—Damaged area.
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表 6 实验检测剥离损伤的相对非线性系数量化指标
Table 6. Quantitative index of relative nonlinear coefficient of debonding damage by experiment
Specimen 1 Size 15 mm damage Size 24 mm damage Size 30 mm damage Ru Rd Ru Rd Ru Rd x/cm 8.5 10.0 14.5 16.0 22.0 25.0 $\beta '$/cm−1 24.22 60.65 15.17 51.34 32.25 88.55 $\beta {'_{\rm{d}}}/\beta {'_{\rm{u}}}$ 2.50 3.38 2.75 Specimen 2 Size 15 mm damage Size 24 mm damage Size 30 mm damage Ru Rd Ru Rd Ru Rd x/cm 8.5 10.0 14.5 16.0 22.0 23.5 $\beta '$/cm−1 43.50 216.27 143.31 99.00 107.44 179.91 $\beta {'_{\rm{d}}}/\beta {'_{\rm{u}}}$ 4.97 0.69 1.67 Specimen 3 Size 15 mm damage Size 24 mm damage Size 30 mm damage Ru Rd Ru Rd Ru Rd x/cm 8.5 10.0 14.5 17.5 22.0 25.0 $\beta '$/cm−1 62.74 62.20 78.32 193.91 35.57 225.18 $\beta {'_{\rm{d}}}/\beta {'_{\rm{u}}}$ 0.99 2.48 6.33
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