FRP网格-ECC复合材料加固钢筋混凝土梁挠度

邓朗妮; 杨洲; 钟锰军; 雷丽贞; 廖羚

FRP网格-ECC复合材料加固钢筋混凝土梁挠度

广西科技大学　土木建筑工程学院, 柳州 545006

基金项目: 国家自然科学基金 (51568008)；广西创新驱动发展专项资金(桂AA22068066)

详细信息

通讯作者:
廖羚，高级工程师，硕士生导师，研究方向为结构健康监测及加固修复　E-mail:liaoling@126.com

中图分类号: TU528;TB375
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- 被引次数: 0
出版历程
- 收稿日期: 2022-09-28
- 修回日期: 2022-12-15
- 录用日期: 2022-12-18
- 网络出版日期: 2023-01-06

Deflection of RC beams strengthened with FRP grid-ECC matrix composite

School of Civil Engineering and Architecture, Guangxi University of Science and Technology, Liuzhou 545006, China

Funds: National Natural Science Foundation of China(51568008)；Guangxi Science and Technology Major Special Project(Guike AA22068066)

摘要

摘要: 纤维增强复合材料(FRP)凭借其优异的材料性能、力学性能和耐久性能适应于现代工程结构发展的需求，广泛地应用于各类建筑工程。但在FRP材料的实际加固工程中，FRP材料与混凝土间的有机界面粘结剂不耐高温、易老化，使得加固效果和FRP材料利用率降低。在本文试验中将有机粘结剂用工程用水泥基复合材料(ECC)替代，组合成FRP网格-ECC复合材料，对混凝土梁进行加固。其中ECC材料弥补了有机粘结剂易的缺陷、提供了足够的界面粘结力，同时ECC内部短纤维的桥接作用，使得加固材料拥有较好的拉伸性能和控裂能力；FRP材料抗拉性能较好，在钢筋屈服后承担主要拉力，使得加固材料极限拉应力得到提高。该复合材料充分发挥了二者材料的优势，能有效提升加固构件的抗弯性能，随后对加固梁进行抗弯性能试验并推导加固梁挠度计算模型，其极限承载力提升了27.9%~67.4%、跨中挠度降低了30.7%~43.7%，发生破坏时挠度及裂缝等延性特征明显，理论值与试验值吻合良好，优良的加固效果使FRP-ECC复合加固方式的应用前景广泛。1FRP网格-ECC复合材料加固钢筋混凝土梁挠度
- FRP网格 /
- ECC /
- 加固梁 /
- 挠度分析 /
- 挠度计算
Abstract: To study the effect of fiber reinforced plastic (FRP) grid-engineered cementitious composite (ECC) matrix strengthened method on the deflection of reinforced concrete (RC) beams, flexural performance test was carried out on 10 RC beams. Each test variable which does effect on the deflection of RC beams strengthened with FRP grid- ECC matrix composite was analyzed, and a model for calculating the deflection of reinforced beams was derived. The test results show that the FRP grid-ECC matrix strengthened method can significantly improve the ultimate bearing capacity and flexural stiffness of the test beams, in which the ultimate load carrying capacity of the reinforced beam increases from 27.9% to 67.4%, the mid-span deflection decreases from 30.7% to 43.7%, and the reinforced beams occur suitable reinforcement damage with obvious ductile characteristics. The FRP grid has a strong influence on flexural performance of reinforced beams, and its grid thickness is proportional to the strengthening effection. The thickness, matching ratio and interface treatment method of ECC reinforcement layer have little effect on the flexural performance of the reinforced beam, and the sanding treatment improves the interface bonding performance of the reinforcement layer better than other interface treatment methods. The deflection calculation model of reinforced beams is derived based on the specification, and its calculating values agree well with the testing values, so the model is a reference for the deflection calculation of RC beams strengthened with FRP grid-ECC matrix composite.
- FRP grid /
- ECC /
- reinforced beams /
- deflection analysis /
- defection calculate

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图 1 试验梁设计图(单位：mm)

Figure 1. Design drawing of test beam (Unit: mm)

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图 2 FRP网格-ECC复合材料加固钢筋混凝土梁构造详图(单位：mm)

Figure 2. Details of RC beams strengthened with FRP grid-ECC matrix composite (Unit: mm)

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图 3 FRP网格-ECC复合材料加固钢筋混凝土梁加固流程

Figure 3. Reinforcement process of RC beams strengthened with FRP grid-ECC matrix composite

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图 4 FRP网格-ECC复合材料加固钢筋混凝土梁加载示意及测点布置图

Figure 4. Loading schematic and measuring point layout of RC beams strengthened with FRP grid-ECC matrix composite

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图 5 FRP网格-ECC复合材料加固钢筋混凝土梁破坏形态

Figure 5. Damage patterns of RC beams strengthened with FRP grid-ECC matrix composite

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图 6 FRP网格-ECC复合材料加固钢筋混凝土梁荷载-挠度曲线

Figure 6. Load-deflection curves of RC beams strengthened with FRP grid-ECC matrix composite

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图 7 FRP网格-ECC复合材料加固钢筋混凝土梁开裂前后的换算截面

Figure 7. Converted cross sections of RC beams strengthened with FRP grid-ECC matrix composite before and after cracking

$ {h_0} $ and $ {h_{\text{f}}} $ are the vertical distances from the top of the beam to the center of the tensile reinforcement and the center of the FRP grid, respectively. $ {x_{\text{c}}} $ and $ {x_{{\text{cr}}}} $ are the height of the compression zone of the reinforced beam before and after concrete cracking, respectively. $ {A_{\text{s}}} $, $ {A_{\text{f}}} $ and $ {A_{\text{e}}} $ are the cross-sectional areas of the reinforcement in the tension zone, FRP grid and ECC layer , respectively. $ {\varepsilon _{\text{c}}} $, $ {\varepsilon _{\text{s}}} $ and $ {\varepsilon _{\text{f}}} $ are the stresses at the top of the beam, the center of the tensile reinforcement and the center of the FRP grid, respectively

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图 8 FRP网格-ECC复合材料加固钢筋混凝土梁挠度计算值与试验值曲线对比

Figure 8. Comparison of load-deflection curves between calculated and tested values of RC beams strengthened with FRP grid-ECC matrix composite

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表 1 FRP网格-ECC复合材料加固钢筋混凝土梁设计表

Table 1. Design table of RC beams strengthened with FRP grid-ECC matrix composite

Test piece number	ECC layer	FRP thickness	Interface treatment method	U-shaped hoop
B0	None	None	None	None
JB-1	ECC1-40	2 mm	Sanding	Exist
JB-2	ECC1-40	3 mm	Sanding	Exist
JB-3	ECC1-40	5 mm	Sanding	Exist
JB-4	ECC1-40	3 mm	Grooving	Exist
JB-5	ECC1-40	3 mm	Chiseling	Exist
JB-6	ECC1-50	3 mm	Sanding	Exist
JB-7	ECC2-40	3 mm	Sanding	Exist
JB-8	ECC1-40	3 mm	Sanding	None
JB-9	ECC1-40	None	Sanding	Exist
Note: B0 is the contrast beam; JB-x are strengthened beams; in ECC1-40, “1” means ECC cement-based materials prepared by No.1 matching ratio, “40” means the thickness of ECC layer(mm).

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表 2 混凝土力学性能指标

Table 2. Mechanical properties of concrete

Material	Elastic modulus/GPa	Tensile strength/MPa	Compressive strength/MPa
C30	35	2.58	30.4

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表 3 钢筋材料力学性能指标

Table 3. Mechanical properties of rebars

Specification	Elastic modulus/GPa	Yield strength/MPa	Tensile strength/MPa	Elongation/%
C8	200	457	625	10.7
C10	200	528	671	12.3

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表 4 ECC配合比设计 Table 4 Design of ECC matching ratio

Specimen	Cement	Water	Fly ash	Silica fume	Quartz sand	Water reducing admixture
ECC1	1	0.9	1.5	0.05	1	0.014
ECC2	1	0.5	20.4	0.05	0.36	0.007

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表 5 FRP网格力学性能指标

Table 5. Mechanical properties of FRP grid

Thickness/mm	Cross-section/mm ²	Elastic modulus/GPa	Tensile strength/MPa	Elongation/%
2	3.62	171.3	1550	2.72
3	5.43	210.7	1913	2.46
5	9.06	224.6	2018	2.07

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表 6 ECC力学性能指标

Table 6. Mechanical properties of ECC

Specimen	Compressivestrength/MPa	Cracking-strength/MPa
Specimen	Compressivestrength/MPa	Cracking-strength/MPa	ECC-1	28.6	3.6
ECC-2	31.2	4.8

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表 7 FRP网格-ECC复合材料加固钢筋混凝土梁试验结果汇总

Table 7. Summary of the test results of RC beams strengthened with FRP grid-ECC matrix composite

Test piece number	Cracking state			Yield state			Limit state			Des truction mode
Test piece number	$ {P_{{\text{cr}}}} $/ kN	$ {f_{{\text{cr}}}} $/ mm	$ {P_{{\text{cr}}}} $ increment/%	$ {P_{\text{y}}} $/ kN	$ {f_{\text{y}}} $/ mm	$ {P_{\text{y}}} $ increment/%	$ {P_{\text{u}}} $/ kN	$ {f_{\text{u}}} $/ mm	$ {P_{\text{u}}} $ increment/%	Des truction mode
B0	28	0.46	0	70	5.3	0	86	26.06	0	C
JB-1	40	0.48	42.8	91	5.14	30	110	18.05	27.9	F+C+P
JB-2	40	0.51	42.8	103	4.90	47.1	128	15.30	48.8	F+C+P
JB-3	44	0.50	57.1	112	5.06	60	144	16.57	67.4	C
JB-4	38	0.55	35.7	97	5.31	38.5	120	17.90	39.5	F+C+P
JB-5	40	0.49	42.8	100	5.26	42.8	124	16.53	44.2	F+C+P
JB-6	42	0.46	50	102	5.29	45.7	124	17.68	44.2	F+C+P
JB-7	44	0.44	57.1	104	4.45	48.6	126	16.85	46.5	F+C+P
JB-8	42	0.39	50	102	4.90	45.8	126	14.66	46.5	F+C+P
JB-9	40	0.50	42.8	79	4.70	12.9	90	22.94	4.7	E+C
Notes: $ {P_{{\text{cr}}}} $ is the cracking load of the ECC layer; $ {P_{\text{y}}} $ is the yielding load of the test beam, that is the load corresponding to the inflection point of the load deflection curve; $ {P_{\text{u}}} $ is the limit load of the test beam, that is the load corresponding to the peak point of the load deflection curve; $ {f_{{\text{cr}}}} $、 $ {f_{\text{y}}} $ and $ {f_{\text{u}}} $ are the deflection of the corresponding state of the reinforced beam respectively; C means the concrete in the pressurized area is crushed; F means the FRP grid is pulled off; E means the fracture of ECC layer; P means the partial peeling of ECC.

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表 8 FRP网格-ECC复合材料加固钢筋混凝土梁挠度试验值与计算值汇总

Table 8. Deflection summary of tested values and calculated values of RC beams strengthened with FRP grid-ECC matrix composite

Test piece number	Crack state			Yield state			Limit state
Test piece number	${f_{\text{t}}}$	${f_{\text{c}}}$	${f_{\text{t}}}/{f_{\text{c}}}$	${f_{\text{t}}}$	${f_{\text{c}}}$	${f_{\text{t}}}/{f_{\text{c}}}$	${f_{\text{t}}}$	${f_{\text{c}}}$	${f_{\text{t}}}/{f_{\text{c}}}$
B0	0.46	0.42	0.915	5.3	3.694	0.697	26.06	28.59	1.097
JB-1	0.48	0.45	0.939	5.14	4.34	0.844	18.05	13.10	0.726
JB-2	0.51	0.45	0.882	4.90	4.65	0.949	15.30	13.20	0.863
JB-3	0.50	0.45	0.917	5.06	4.98	0.986	16.57	18.11	1.093
JB-4	0.55	0.45	0.818	5.31	4.65	0.876	17.90	13.20	0.737
JB-5	0.49	0.45	0.915	5.26	4.65	0.886	16.53	13.20	0.799
JB-6	0.46	0.45	0.985	5.29	4.75	0.899	17.68	13.27	0.751
JB-7	0.44	0.45	1.032	4.45	4.93	1.108	16.85	13.29	0.789
JB-8	0.39	0.45	1.154	4.90	4.65	0.949	14.66	13.20	0.900
JB-9	0.50	0.45	0.896	4.70	3.91	0.832	22.94	25.51	1.112
Average value			0.945			0.903			0.887
Standard dviation			0.088			0.103			0.149
Coefficient of variation			0.093			0.114			0.168
Notes: ${f_{\text{t}}} $ is the tested value of deflection, ${f_{\text{c}}} $ is the calculated value of deflection.

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表 9 郑宇宙试件^[24]计算结果汇总

Table 9. Summary of calculated results of Zheng’s specimens^[24]

Test piece number	Cracking state					Yield state
Test piece number	${f_{\text{t}}}$	$f_{\text{c}}^{\text{D}}$	$f_{\text{c}}^{\text{D}}/{f_{\text{t}}}$	$f_{\text{c}}^{\text{Z}}$	$f_{\text{c}}^{\text{Z}}/{f_{\text{t}}}$	${f_{\text{t}}}$	$f_{\text{c}}^{\text{D}}$	$f_{\text{c}}^{\text{D}}/{f_{\text{t}}}$	$f_{\text{c}}^{\text{Z}}$	$f_{\text{c}}^{\text{Z}}/{f_{\text{t}}}$
BB0	0.25	0.28	1.12	0.32	1.28	4.42	3.34	28.59	4.09	0.93
BB1	0.39	0.32	0.82	0.34	0.87	3.16	3.64	13.10	4.19	1.33
BB2	0.57	0.32	0.56	0.34	0.60	4.76	3.64	13.20	4.19	0.88
BB3	0.6	0.35	0.58	0.34	0.57	4.38	3.59	18.11	4.19	0.96
BB4	0.56	0.32	0.57	0.34	0.54	5.13	3.54	13.20	4.20	0.82
BB5	0.49	0.32	0.65	0.34	0.69	4.56	3.54	13.20	4.19	0.92
BB6	0.45	0.32	0.71	0.34	0.76	4.17	3.49	13.27	4.18	1.00
BB7	0.58	0.34	0.59	0.34	0.59	5.63	3.50	13.29	4.18	0.74
Average value			0.701		0.737			0.802		0.946
Standard deviation			0.191		0.246			0.157		0.174
Coefficient of variation			0.273		0.335			0.196		0.183
Notes: ${f_{\text{t}}}$is the tested value of deflection, and $f_{\text{c}}^{\text{D}}$$f_{\text{c}}^{\text{Z}}$ are this paper and Zheng’s calculated values of deflection.

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