端部嵌贴CFRP板加固钢筋混凝土结构的斜嵌段粘结性能试验

娄逸群; 彭晖; 兰川云; 丑佳璇

doi:10.13801/j.cnki.fhclxb.20230530.001

端部嵌贴CFRP板加固钢筋混凝土结构的斜嵌段粘结性能试验

doi: 10.13801/j.cnki.fhclxb.20230530.001

娄逸群²,
彭晖^{1, 2},
兰川云²,
丑佳璇^2, ,

1.
长沙理工大学　桥梁工程安全控制教育部重点实验室，长沙 410114
2.
长沙理工大学　土木工程学院，长沙 410114

基金项目: 国家自然科学基金(52178186；51578078)

详细信息

通讯作者:
丑佳璇，博士，研究方向为应用纤维增强复合材料的混凝土桥梁结构性能提升技术　E-mail：cjx1006@126.com

中图分类号: U445.6；TB332
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- 文章访问数: 337
- HTML全文浏览量: 180
- PDF下载量: 15
- 被引次数: 0
出版历程
- 收稿日期: 2023-04-06
- 修回日期: 2023-05-04
- 录用日期: 2023-05-19
- 网络出版日期: 2023-05-30
- 刊出日期: 2024-02-01

Experiment of bonding performance of inclined embedded section of RC structure reinforced with near-end enhanced embeded CFRP strip

LOU Yiqun²,
PENG Hui^{1, 2},
LAN Chuanyun²,
CHOU Jiaxuan^{2
, ,}

1.
Key Laboratory of Safety Control of Bridge Engineering, Ministry of Education, Changsha University of Science & Technology, Changsha 410114, China
2.
School of Civil Engineering, Changsha University of Science & Technology, Changsha 410114, China

Funds: National Natural Science Foundation of China (52178186; 51578078)

摘要

摘要: 端部嵌贴预应力碳纤维增强复合材料(CFRP)板加固混凝土结构是一种高效经济的新型混凝土结构加固方法，端部嵌贴段的CFRP与混凝土的粘结性能是锚固预应力CFRP、确保加固效果充分发挥的关键因素。为确定端部嵌贴段中斜向嵌贴段CFRP-混凝土的界面粘结性能，本文开展9个单剪拔出试验，研究了斜嵌段的粘结性能。通过设计混凝土棱柱试件，研究了斜槽角度、CFRP板埋深、CFRP板粘结长度对斜向嵌贴界面粘结性能的影响，并基于试验结果构建了CFRP板-混凝土局部界面的粘结-滑移关系模型。试验结果表明：随斜槽角度增大，试件的承载力及CFRP-混凝土局部界面断裂能也在逐渐增大。CFRP-混凝土界面粘结性能随CFRP埋深比增加而明显增加，并在埋深比为50%时达到最大，此后不再明显变化。基于试验结果所建立的粘结-滑移模型能较准确地模拟出CFRP板在混凝土斜槽中的受力过程。
- 端部嵌贴 /
- CFRP /
- 单剪拔出 /
- 粘结性能 /
- 粘结-滑移本构关系
Abstract: Near-end enhanced embedment (NEEE) prestressed carbon fibre reinforced polymer (CFRP) strip is an innovative, efficient and economical technique to reinforce the concrete structure. The CFRP-concrete interfacial bonding performance in NEEE section is the key factor to anchor prestressed CFRP and ensure high efficiency of reinforcement. To clarify the bonding performance of CFRP-concrete interface in the inclined embedded section, which is a part of the NEEE section, nine single-shear pull-out tests with respect to concrete prism specimens were carried out. Factors such as the angle of oblique grooves, embedded depth of CFRP strips and bond length of strengthened region were investigated. Additionally, a bond-slip model of the local interface was presented. The test results show that the load-bearing capacity and fracture energy of specimens increase with the increase of oblique groove angle. The interfacial bonding performance has a positive correlation with the embedded depth of CFRP strips and reaches a maximum with the embedment ratio of 50%, and do not change significantly thereafter. The proposed bond-slip model based on test results could accurately predict the debonding process of CFRP strips in the inclined embedded section.
- near-end enhanced embedment (NEEE) /
- CFRP /
- single-shear pull-out /
- bonding performance /
- bond-slip constitutive relationship

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图 1 端部嵌贴(NEEE)预应力碳纤维增强复合材料(CFRP)加固梁构造示意图

Figure 1. Constructure of prestressed near end enhanced embedment (NEEE) carbon fibre reinforced polymer (CFRP) strengthened beam

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图 2 NEEE段结构剖面图

Figure 2. Constructure of NEEE section

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图 3 试验装置示意图

Figure 3. Design of test instrumentation

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图 4 D40L5试件设计图

Figure 4. Design of specimen D40L5

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图 5 应变片布置示意图

Figure 5. Layout of strain gauges

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图 6 CFRP与混凝土界面粘结性能试验试件破坏形态

Figure 6. Failure mode of specimens of interfacial bonding behavior test between CFRP and concrete

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图 7 D40L5的CFRP板应变分布

Figure 7. CFRP strain distribution of D40L5

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图 8 不同试件CFRP板的应变分布

Figure 8. CFRP strain distribution of specimens

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图 9 试件D70L5粘结-滑移曲线

Figure 9. Bond shear stress-slip curves of specimen D70L5

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图 10 距加载端110 mm处CFRP-混凝土粘结界面的$ {\tau }_{\mathrm{m}} $和$ {s}_{\mathrm{m}} $与斜槽角度关系

Figure 10. Relation between $ {\tau }_{\mathrm{m}} $ and $ {s}_{\mathrm{m}} $ of section 110 mm from loading end of bonding interfacial between CFRP and concrete and angle

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图 11 CFRP-混凝土粘结界面的$ {\tau }_{\mathrm{m}} $和$ {s}_{\mathrm{m}} $与埋深比关系

Figure 11. Relation between $ {\tau }_{\mathrm{m}} $ and $ {s}_{\mathrm{m}} $ from loading end of bonding interfacial between CFRP and concrete and depth ratio

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图 12 不同试验参数与CFRP-混凝土粘结界面粘结刚度的关系

Figure 12. Relation between experimental parameters and interface bonding stiffness between CFRP and concrete

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图 13 不同试验参数与CFRP-混凝土粘结界面断裂能的关系

Figure 13. Relation between experimental parameters and interfacial fracture energy between CFRP and concrete

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图 14 D70L5的界面断裂能分布

Figure 14. Distribution of interfacial fracture energy of D70L5

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图 15 D40L5距加载端110 mm处的拟合曲线

Figure 15. Fitting curve at 110 mm from the loading end of D40L5

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图 16 端部嵌贴CFRP板加固钢筋混凝土结构的斜嵌段粘结性能试验值与拟合值的数值对比

Figure 16. Numeric comparison of experimental value and fitted value of bonding performance of inclined embedded section of reinforced concrete structure reinforced with near-end enhanced embeded CFRP strip

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表 1 试验参数设计

Table 1. Design parameters of specimens

Specimen	D/mm	L/mm	P/mm	C/%	β/(°)
D30L5	30	5	300	50	4.8
D40L5	40	5	300	50	6.7
D50L5	50	5	300	50	8.6
D60L5	60	5	300	50	10.5
D70L5	70	5	300	50	12.4
D28L5P200*	28	5	200	50	6.7
D52L5P400*	52	5	400	50	6.7
D40L5C30	40	5	300	30	6.7
D40L5C70	40	5	300	70	6.7
D25L25*	25	25	300	50	0.0
Notes: D—Depth of deep groove; L—Depth of low groove; P—Bonding length; C—Depth ratio; β—Angle of inclined groove; D25L25*—Concrete groove depth of 25 mm horizontal mounted control specimen.

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表 2 材料性能

Table 2. Properties of materials

Material	R_m/MPa	E/GPa	δ/%
CFRP	2625.50	180.00	1.70
Sika-30CN	31.90	2.63	1.47
Notes: R_m—Tensile strength; E—Elasticity modulus; δ—Elongation.

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表 3 CFRP与混凝土界面粘结性能试验结果

Table 3. Test results of interfacial bonding behavior between CFRP and concrete

Specimen	β/(°)	P/mm	C/%	Ultimate bearing capacity/kN	Failure mode
D30L5	4.8	300	50	96	B
D40L5	6.7	300	50	114	B
D50L5	8.6	300	50	112	A
D60L5	10.5	300	50	128	B
D70L5	12.4	300	50	138	A
D28L5P200*	6.7	200	50	72	B
D52L5P400*	6.7	400	50	142	A
D40L5C30	6.7	300	30	72	A
D40L5C70	6.7	300	70	110	B
D25L25*	0.0	300	50	88	A
Notes: A indicates that the epoxy resin cracks only at the loading end when the specimen is destroyed; B indicates that the epoxy resin breaks in the concrete groove when the specimen is destroyed.

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表 4 试件粘结-滑移曲线特征值拟合结果

Table 4. Results of the fitting of bond-slip characteristic value of the test blocks

Specimen	l/mm	$ {\tau }_{\mathrm{m}} $/MPa	$ {s}_{\mathrm{m}} $/mm	$ {\tau }_{\mathrm{r}} $/MPa	$ {s}_{0} $/mm	A	p
D30L5	110	9.67	0.187	2.86	0.390	1.59	9.01
D40L5	30	3.68	0.039	1.74	0.108	1.60	7.22
	70	10.03	0.209	5.32	0.410	1.52	7.56
	110	8.99	0.207	2.03	0.411	1.57	10.13
D50L5	110	12.80	0.209	N/A	N/A	1.53	N/A
D70L5	30	6.63	0.308	4.61	0.459	1.65	9.30
	70	9.19	0.286	6.61	0.550	1.49	11.32
	110	11.59	0.442	N/A	N/A	1.64	N/A
D40L5C30	30	3.91	0.196	1.58	0.297	1.58	10.96
D40L5C70	30	7.14	0.216	2.01	0.406	1.62	12.24
	70	6.11	0.059	2.13	0.271	1.52	10.53
	110	9.83	0.152	N/A	N/A	1.56	N/A
Notes: τ_r—Residual shear stress; s₀—Slip value corresponding to the midpoint of the descending segment; p—Fitting parameter for the descending segment; l—Distance from the loading end; N/A—No data; D50L5, D70L5 and D40L5C70—110 mm from the loading end of the bonded slip curve complete descending section before the emergence of the specimen has been destroyed.

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