环境温差下FRP-混凝土界面粘结行为分析

董坤; 郝建文; 李鹏; 郭海燕; 杨树桐

doi:10.6052/j.issn.1000-4750.2019.12.0783

环境温差下FRP-混凝土界面粘结行为分析

doi: 10.6052/j.issn.1000-4750.2019.12.0783

中国海洋大学工程学院，山东，青岛 266100

基金项目: 国家自然科学基金项目(51909250)；中国博士后科学基金项目(2019M652477)；中央高校基本科研业务费项目(841813023)

详细信息

作者简介:
董　坤(1987−)，男，山东人，讲师，博士，主要从事结构加固与结构防火研究(E-mail: dongkun@ouc.edu.cn)

郝建文(1995−)，男，山东人，硕士生，主要从事纤维复合材料加固结构的性能研究(E-mail: hjwww1717@163.com)

郭海燕(1959−)，女，黑龙江人，教授，博士，主要从事流固耦联振动研究(E-mail: hyguo@ouc.edu.cn)

杨树桐(1979−)，男，山东人，教授，博士，主要从事混凝土断裂与加固理论与试验研究(E-mail: shutongyang2013@163.com)

通讯作者:
李　鹏(1989−)，男，山东人，讲师，博士，主要从事工程防灾与修复加固研究(E-mail: superlipeng0621@126.com)

中图分类号: TU528；TU599
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出版历程
- 收稿日期: 2019-12-25
- 修回日期: 2020-03-21
- 网络出版日期: 2022-01-07
- 刊出日期: 2020-11-25

STUDIES ON THE BOND PERFORMANCE OF FRP-TO-CONCRETE INTERFACES UNDER ENVIRONMENTAL TEMPERATURE DIFFERENCE

College of Engineering, Ocean University of China, Qingdao, Shandong 266100, China

摘要

摘要: 为明确环境温差对纤维增强聚合物(FRP)加固混凝土构件的界面粘结性能的影响，基于粘结界面的双参数内聚力指数模型，建立了FRP-混凝土粘结结点在温差作用下的界面微分平衡方程，采用边界条件叠加的方法，解析推导了界面相对滑移、界面剪应力和FRP应力-应变分布计算公式。基于解析理论模型，提出了FRP-混凝土界面最大承载温差的计算方法，分析了粘结长度、温差变化和粘结层数对界面粘结性能的影响。结果表明：该文推导出的理论公式计算结果与界面试验结果吻合良好，建立的解析理论模型能够较好地预测温差作用下FRP-混凝土界面粘结行为；界面最大承载温差随粘结长度的增加存在上限值，且由于界面粘结性能的退化，FRP温度应力的最大值出现在达到界面最大承载温差之前；界面剪应力集中在粘结端部区域，受温差变化和FRP粘结层数影响较大，且当环境温差进入胶黏剂玻璃化转变区域后影响最为明显。该结论可用于强日照和高温车间等大温差环境下桥梁和建筑加固构件的温度应力分析和界面承载力评估。
- 混凝土结构 /
- 粘结性能 /
- 解析模型 /
- FRP加固 /
- 温差作用
Abstract: To reveal the effect of environmental temperature difference on the interfacial bond behavior of reinforced concrete members strengthened with external bonded fiber reinforcement polymer (FRP) composites, an analytical method for the bond behavior of FRP-to-concrete joints was presented. Based on the cohesive zone model (CZM), a second order differential equilibrium equation was derived. The analytical models of interface slip, bond stress and FRP stress and strain were given by the superposition solution of the boundary condition. Based on the presented theoretical models, the calculation method of the maximum temperature difference that the FRP-to-concrete interface could bear was presented. The effects of the bond length, temperature difference and the number of FRP layers on the interfacial bond behavior was investigated. The results show that the presented theoretical models were in good agreement with the test results. The theoretical models could predict well the bond behavior of FRP-to-concrete interfaces under the temperature difference. When the bond length increased, the maximum temperature difference was increased until reaching an upper limit. With the increase in the environmental temperature, the maximum FRP stress occurred before the maximum temperature difference was reached. The interfacial shear stress was concentrated in the end of the bond interface, which was significantly affected by the temperature difference and the number of FRP bond layers. When the environmental temperature entered the glass transition area of the adhesive, the interfacial shear stress was greatly changed. These results can be helpful to calculate the temperature stress and to assess the interfacial capacity for the strengthened members in bridge or building structures under environmental temperature differences, such as strong sunshine or high temperature environments.
- concrete structures /
- bond performance /
- analytical studies /
- FRP strengthening /
- the effect of temperature difference

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图 1 温差作用下粘结结点形式

Figure 1. Bond joint under temperature difference

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图 2 温差作用下微元体变形图

Figure 2. Microelement deformation under temperature difference

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图 3 FRP加固混凝土/钢试件示意图

Figure 3. FRP strengthened concrete/steel specimen

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图 4 文献[20]中τ-s关系的拟合曲线

Figure 4. Fitting curves of τ-s relationship in [20]

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图 5 FRP应变解析值与文献[12]试验值对比

Figure 5. Comparison between analytical and test FRP strains in [12]

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图 6 FRP应变解析值与文献[20]试验值对比

Figure 6. Comparison between analytical and test FRP strains in [20]

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图 7 解析计算值与试验值关系图

Figure 7. Relationship between analytical and test values

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图 8 ABL与η_1,0、η_2,0的关系

Figure 8. Relationship between ABL and η_1,0, η_2,0

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图 9 界面剪应力积分值与粘结长度关系

Figure 9. Relationship between stress integration and bond length

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图 10 最大承载温差与粘结长度关系曲线

Figure 10. Relationship between maximum temperature difference and bond length

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图 11 各物理量分布随温差变化情况

Figure 11. Parameter distributions with variation of temperature

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图 12 温差80 ℃、160 ℃下不同粘结层数的影响

Figure 12. Effect of number of bond layers at ΔT=80 ℃/160 ℃

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表 1 FRP加固混凝土/钢构件的材料基本信息

Table 1. Basic information of test materials of FRP strengthened concrete (steel)

参数	E_f/GPa	α_f/(×10⁻⁶ ℃⁻¹)	t_f/mm	b_f/mm	L_f/mm	T_g/(℃)
文献[12]	372	−1.1	0.165	100	300	180
文献[20]	180	0.3	1.4	20	200	62

参数	E_c(s)/GPa	α_c(s)/mm	t_c(s)/mm	b_c(s)/mm	L_c(s)/mm	−
文献[12]	34	8.0	100	100	400	−
文献[20]	185	12	5	50	200	−
注：E_f、 E_c(s)分别为FRP和混凝土/钢板的弹模；α_f、 α_c(s)分别为FRP和混凝土/钢板的线膨胀系数；t_f、 t_c(s)分别为FRP和混凝土/钢板的厚度；L_f、 L_c(s)分别为FRP和混凝土/钢板的长度； b_f、 b_c(s)分别为FRP和混凝土/钢板的宽度；T_g为胶黏剂材料的玻璃化转变温度值。

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表 2 界面最大承载温差计算过程

Table 2. Calculation process of interface maximum temperature difference

温差ΔT/(℃)	A	ABL	η_2,0	η_1,0	ΔT_max,L/(℃)	ΔT/ΔT_max,L
140	0.0063	9.585	1.109×10⁻⁶	0.010	685	4.89>1
150	0.0052	7.740	1.962×10⁻⁵	0.025	554	3.69>1
160	0.0041	5.895	3.464×10⁻⁴	0.059	411	2.57>1
170	0.0030	3.930	5.958×10⁻³	0.132	249	1.46>1
174	0.00255	3.150	1.755×10⁻²	0.170	180	1.03>1
175	0.00244	2.955	2.269×10⁻²	0.179	163	0.93<1

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