HB-FRP加固混凝土梁研究综述

张峰; 高小华; 高磊; 吴宇飞; 朱世超

doi:10.19818/j.cnki.1671-1637.2020.06.003

HB-FRP加固混凝土梁研究综述

doi: 10.19818/j.cnki.1671-1637.2020.06.003

张峰^1,,
高小华¹,
高磊¹,
吴宇飞^{2, 3},
朱世超⁴

1.
山东大学岩土与结构工程研究中心, 山东济南 250061
2.
深圳大学土木与交通工程学院, 广东深圳 518060
3.
皇家墨尔本理工大学工程学院, 维多利亚墨尔本 3001
4.
山东高速集团, 山东济南 250014

基金项目:

国家自然科学基金项目 51108249

山东省自然科学基金项目 ZR2016EEM21

江苏省国际科技合作项目 BZ2018003

山东省交通运输厅科技计划项目 2018B61

详细信息

作者简介:
张峰(1978-), 男, 江苏泰兴人, 山东大学教授, 工学博士, 从事桥梁加固研究

中图分类号: U448.213
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- 被引次数: 0
出版历程
- 收稿日期: 2020-06-07
- 刊出日期: 2020-06-25

Review on research on concrete beam reinforced with HB-FRP

1.
Geotechnical and Structural Engineering Research Center, Shandong University, Jinan 250061, Shandong, China
2.
College of Civil and Transportation Engineering, Shenzhen University Shenzhen 518060, Guangdong, China
3.
School of Engineering, RMIT University, Melbourne 3001, Victoria, Australian
4.
Shandong High-Speed Group, Jinan 250014, Shandong, China

Funds:

National Natural Science Foundation of China 51108249

Natural Science Foundation of Shandong Province ZR2016EEM21

International Scientific and Technological Cooperation Projects of Jiangs Province BZ2018003

Science and Technology Program Projects of Transportation Department of Shandong Province 2018B61

More Information

Author Bio:
ZHANG Feng(1978-), male, professor, PhD, zhangfeng2008@sdu.edu.cn

摘要

摘要: 为总结混合粘贴纤维复合材料(HB-FRP)加固方法的研究成果, 推动其在混凝土梁维修加固领域的更广泛应用, 调研了HB-FRP加固法的研究现状, 揭示了外贴HB-FRP在外荷载和环境侵蚀下容易发生剥离的问题; 阐述了HB-FRP抑制FRP加固后剥离的工作机理, 分析了HB-FRP加固体系的构造特征及其对界面黏结力的影响; 总结了已有黏结-滑移模型和剥离荷载模型, 研究了加固梁的抗弯和抗剪性能; 分析了当前工作的不足, 并展望了下一步的研究方向和思路。分析结果表明: 外荷载和环境侵蚀均可能引起FRP剥离, HB-FRP加固同时发挥了化学黏结、摩擦和销栓作用, 有效地抑制了FRP剥离; 目前几种HB-FRP黏结-滑移关系的主要区别为达到界面黏结强度时FRP是否会发生稳定的滑移; 黏结界面极限剥离荷载取决于其黏结-滑移关系; HB-FRP加固可用于正截面抗弯和斜截面抗剪, 加固梁承载力和加固效率可得到大幅提高; 增加FRP配置率和钢扣件数量能有效提高加固梁的抗弯能力, 钢扣件间距对加固梁承载力的影响和加固设计准则还不明确, 裂缝和外荷载对加固梁的剥离荷载、材料利用率和破坏模式影响显著; 加固梁抗剪强度的增加主要来自FRP和混凝土提供的剪力, 而箍筋的影响较弱; 增加FRP加固量和减小条带间距能显著提高加固梁的抗剪承载力; 后续应继续研究HB-FRP加固设计理论, 提出考虑材料与构造特征的黏结特性计算模型和基于界面剪力的HB-FRP钢扣件间距设计方法, 进而建立HB-FRP加固混凝土梁的优化抗弯、抗剪设计方法和设计公式。
- 桥梁工程 /
- 混凝土梁 /
- HB-FRP加固 /
- 综述 /
- 黏结 /
- 抗弯 /
- 抗剪
Abstract: To summarize the research results of hybrid bonding fibre reinforced plastic(HB-FRP) reinforcement method and promote its broader application in the field of concrete beam repair and reinforcement, the research status of HB-FRP reinforcement method was investigated. The debonding problem of external bonding FRP under external loads and environmental erosion was revealed. The working mechanism of HB-FRP reinforcement in inhibiting debonding after FRP reinforcement was explained. The structural characteristics of HB-FRP reinforcement system and its influence on the interface bonding performance were analyzed. Existing bonding-slip and debonding load models were summarized. The flexural and shear performance of reinforced beam was studied. The shortcomings of existing studies were analyzed, and future research directions and ideas were prospected. Analysis result shows that both external loads and environmental erosion may induce the debonding of FRP. HB-FRP reinforcement combines the chemical bonding, friction and dowel effect to inhibit the FRP debonding effectively. The main difference among several current HB-FRP bond-slip relationships is whether a stable FRP slip occurs when the interfacial bonding strength is reached. The limit debonding load of the bonding interface depends on its bond-slip relationship. HB-FRP reinforcement can be used for the flexural resistance of normal section and the shear resistance of oblique section, and the bearing capacity and reinforcement efficiency of reinforced beam improve significantly. Increasing the FRP amount and the number of steel fasteners can effectively improve the flexural resistance of reinforced beam. The influence of steel fastener spacing on the bearing capacity of reinforced beam and the reinforcement design criteria are still unclear. The crack and external load have significant effects on the debonding load, material utilization rate, and failure mode of reinforced beam. The increase in the shear strength of reinforced beam mainly generated by the shear forces provided by the FRP and concrete, whereas the influence of stirrup is minimal. The increase in the FRP reinforcement amount and the decrease in the strip spacing can significantly improve the shear capacity of reinforced beam. Follow-up studies on the HB-FRP reinforcement design theory should be continued to propose calculation models for bonding characteristics considering the material and structural characteristics and develop a design method for HB-FRP steel fastener spacing based on the interfacial shear force. Furthermore, the optimized flexure and shear resistance design methods and design formulas for HB-FRP reinforced concrete beams should be developed.
- bridge engineering /
- concrete beam /
- HB-FRP reinforcement /
- review /
- bond /
- flexural resistance /
- shear resistance

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图 1 钢扣件抑制FRP剥离的工作机理

Figure 1. Working mechanism of steel fasteners in inhibiting FRP debonding

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图 2 螺栓锚固力

Figure 2. Anchor forces of bolts

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图 3 混凝土剥离面摩擦试验

Figure 3. Friction test on concrete debonding surface

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图 4 销栓力-钢压板滑移曲线

Figure 4. Dowel force-steel plate slip curve

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图 5 销栓作用测试装置

Figure 5. Test device of dowel effect

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图 6 钢扣件类型

Figure 6. Types of steel fasteners

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图 7 35 m T梁抗弯性能试验^[44]

Figure 7. Flexure resistance performance test of 35 m span T-beam

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图 8 钢扣件交叉分布

Figure 8. Cross-distribution of steel fasteners

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图 9 加固梁抗剪试验

Figure 9. Shear resistance test on reinforced beam

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表 1 FRP和混凝土界面黏结测试结果

Table 1. Interfacial bonding test results between FRP and concrete

试验模式	试件编号	钢扣件数量	扭矩/(N·m)	钢压板宽度/mm	钢扣件间距/mm	螺栓直径/mm	FRP宽度/mm	FRP厚度/mm	剥离强度/kN	破坏模式
单剪	BIa						50	1.169	38.70	a
单剪	BIb	6		30	100	6.35	50	1.169	58.60	a
单剪	BIIa						50	1.169	42.50	a
单剪	BIIb	6		30	100	6.35	50	1.169	110.90	a
单剪	BIIIa						50	1.169	47.20	b
单剪	BIIIb	6		30	100	6.35	50	1.169	119.30	b
单剪	BIIIc1	12		30	100	6.35	50	1.169	114.00	c
单剪	BIIIc2	12		30	100	6.35	50	1.169	154.60	b
单剪	BIIId1	12		30	100	6.35	50	1.169	176.70	c
单剪	BIIId2	12		30	100	6.35	45	1.503	> 230.00
双剪	M-EB						50	0.330	48.70	b
双剪	M-HB-A	1		30		4.10	50	0.330	68.90	b
双剪	M-HB-B	1		30		4.10	50	0.330	78.10	b
单剪	C30-0-1						36	0.167	7.90	b
单剪	C30-0-2						36	0.167	9.01	b
单剪	C30-0-3						36	0.167	7.63	b
单剪	C30-4-1	1	4	17		6.00	36	0.167	14.30	b
单剪	C30-4-2	1	4	17		6.00	36	0.167	13.30	b
单剪	C30-4-3	1	4	17		6.00	36	0.167	12.00	b
单剪	C30-5-1	1	5	17		6.00	36	0.167	15.70	b
单剪	C30-5-2	1	5	17		6.00	36	0.167	15.90	b
单剪	C30-5-3	1	5	17		6.00	36	0.167	14.60	b
单剪	C30-7-1	1	7	17		6.00	36	0.167	17.80	b
单剪	C30-7-2	1	7	17		6.00	36	0.167	18.30	b
单剪	C30-7-3	1	7	17		6.00	36	0.167	16.70	b
单剪	C30-9-1	1	9	17		6.00	36	0.167	21.90	b
单剪	C30-9-2	1	9	17		6.00	36	0.167	20.00	b
单剪	C30-9-3	1	9	17		6.00	36	0.167	19.20	b
单剪	C30-11-1	1	11	17		6.00	36	0.167	20.70	c
单剪	C30-11-2	1	11	17		6.00	36	0.167	20.40	c
单剪	C30-11-3	1	11	17		6.00	36	0.167	21.30	c
梁	BM1						60	0.334	9.60	b
梁	BM2	1		60	150	12.00	60	0.334	16.39	b
梁	BM3	1		60	150	12.00	60	0.334	22.82	d
梁	BM4						60	0.334	24.27	b
梁	BM5	2		60	150	12.00	60	0.334	41.67	b
梁	BM6						60	0.334	17.71	b
梁	BM7	3		60	150	12.00	60	0.334	68.39	c
梁	BM8						60	0.334	25.71	b
梁	BM9	4		60	150	12.00	60	0.334	75.62	c
梁	BM9	4		60	150	12.00	60	0.334	75.62	c
梁	BM10	2		60	225	12.00	60	0.334	71.76	b
梁	BM11	1		60	450	12.00	60	0.334	68.69	b
双剪	SL1						50	0.167	12.75	b
双剪	SL2	1		30		8.00	50	0.167	13.50	c
双剪	SL3	1		30		8.00	50	0.167	13.75	c
双剪	SL4	1		30		8.00	50	0.167	13.75	c
单剪	BFI-1	1	15	60		8.00	50	1.400	83.00	b
单剪	BFI-2	1	15	60		8.00	50	1.400	71.00	b
单剪	E0a						50	0.668	21.00	b
单剪	H2a	2	15	60	500	8.00	50	0.668	61.00	b
单剪	H2b	2	15	60	500	8.00	50	0.668	61.00	b
单剪	H2c	2	15	60	500	8.00	50	0.668	62.00	b
单剪	H3a	3	15	60	500	8.00	50	0.668	70.00	b
单剪	H3b	3	15	60	500	8.00	50	0.668	72.00	b
单剪	H3ha	3	15	60	500	8.00	50	0.668	82.00	b

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表 2 抗弯加固模型试验结果

Table 2. Model test results of flexural resistance reinforcement

试件编号	加固方式	混凝土强度/MPa	钢扣件数量	扭矩/(N·m)	钢扣件间距/mm	FRP宽/mm	FRP厚度/mm	荷载/kN	破坏模式
s1	EB	80.00	0		100	50	0.334	19.08	b
s2	HB	81.20	19		100	50	0.334	34.22	c
s3	HB	82.00	19		100	50	0.668	54.35	c
s4	HB	82.00	19		100	50	1.002	70.26	b
EB1-a-T	EB	47.80	0			50	1.002	103.50	b
HB2-200a-T	HB	44.60	12		100、200	50	1.002	111.50	a
HB3-150a-T	HB	45.40	16		75、150	50	1.002	150.10	d
HB4-125a-T	HB	45.40	18		62.5、125	50	1.002	145.40	d
HB5-100a-T	HB	56.10	22		50、100	50	1.002	158.20	d
HB6-200b-F	HB	57.10	12		75、200、200	50	1.002	96.00	e
HB7-100b-F	HB	57.10	18		75、200、100	50	1.002	114.4	e
EB8-b-F	EB	57.10	0			50	1.002	69.90	b
HB9-100b-T	HB	56.80	22		75、100	50	1.002	98.20	e
A1	EB	66.00					0.334	19.14	b
A2	HB	66.00		15	100	50	0.334	26.60	c
A3	HB	66.00		15	150	50	0.334	29.80	c
A4	HB	66.00		15	100	50	0.501	32.80	c
A5	HB-	66.00		15	150	50	0.501	30.10	c
A6	HB	66.00		15	200	50	0.501	34.60	c
A7	HB	66.00		15	100	50	0.668	39.30	c
A8	HB	66.00		15	150	50	0.668	41.10	c
A9	HB	66.00		15	200	50	0.668	42.80	c
B1	EB	66.00				50	0.334	23.10	b
B2	HB	66.00		15	100	50	0.334	30.46	c
B3	HB	66.00		15	150	50	0.334	33.39	c
B4	HB	66.00		15	100	50	0.501	37.38	c
B5	HB	66.00		15	150	50	0.501	38.93	c
B6	HB	66.00		15	200	50	0.501	40.64	c
B7	HB	66.00		15	100	50	0.668	46.02	c
B8	HB	66.00		15	150	50	0.668	52.53	c
B9	HB	66.00		15	200	50	0.668	48.71	c
C1	HB	66.00		15	100	50	1.002	53.27	c
C2	HB	66.00		15	100	50	1.169	64.02	c
NS-NP	未加固	22.98						78.53
S-OP	EB	22.98				200	0.444	117.67	b
S-FP1	HB	22.98	27		150、300	200	0.444	136.37	b+e
S-FP2	HB	22.98	27	> 40	150、300	200	0.444	137.04	c
S-FP3	HB	22.98	27	> 40	150、300	200	0.555	161.85	c
S-FP4	HB	22.98	19	> 40	300	200	0.555	142.16	c
CB1	未加固	20.00						57.66	f
EB-1-0	EB	20.00				36	0.334	62.10	b
HB-1-3	HB	20.00	12	3	150	36	0.334	64.88	c
HB-1-6	HB	20.00	12	6	150	36	0.334	70.16	c
HB-1-12	HB	20.00	12	12	150	36	0.334	72.35	c
CB2	未加固	31.70						62.45	f
EB-4-0	EB	31.70				36	1.336	72.47	b
HB-4-10	HB	31.70	12	10	150	36	1.336	80.38	c+d
HB-4-15	HB	31.70	12	15	150	36	1.336	100.23	c+d
HB-4-20	HB	31.70	12	20	150	36	1.336	109.62	c

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