锚固的双向纤维布约束加固钢筋混凝土柱抗震性能

高鹏; 袁大明; 王田宇; 王敬棠; 陈涛

doi:10.13801/j.cnki.fhclxb.20220803.004

锚固的双向纤维布约束加固钢筋混凝土柱抗震性能

doi: 10.13801/j.cnki.fhclxb.20220803.004

高鹏^{1, 2, ,},
袁大明¹,
王田宇¹,
王敬棠¹,
陈涛^{1, 2}

1.
合肥工业大学　土木与水利学院，合肥 230009
2.
同济大学　工程结构与控制教育部重点实验室，上海 200092

基金项目: 国家自然科学基金(51208166)；工程结构性能演化与控制教育部重点实验室开放基金(2018 KF-1)

详细信息

通讯作者:
高鹏，博士，副教授，硕士生导师，研究方向为纤维复合材料加固混凝土结构　E-mail: penggao@hfut.edu.cn

中图分类号: TB332
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出版历程
- 收稿日期: 2022-05-06
- 修回日期: 2022-07-11
- 录用日期: 2022-07-16
- 网络出版日期: 2022-08-04
- 刊出日期: 2022-11-01

Seismic behaviors of reinforced concrete column confined by bidirectional fiber reinforced polymer composite with anchor

GAO Peng^{1, 2
, ,},
YUAN Daming¹,
WANG Tianyu¹,
WANG Jingtang¹,
CHEN Tao^{1, 2}

1.
School of Civil Engineering, Hefei University of Technology, Hefei 230009, China
2.
Key Laboratory of Performance Evolution and Control for Engineering Structures of Ministry of Education, Tongji University, Shanghai 200092, China

摘要

摘要: 双向纤维增强聚合物(Fiber reinforced polymer，FRP)复合材料布具有良好的两向正交抗拉性能，与传统单向布相比，使用其约束加固柱时能使构件获得抗剪、抗弯承载力和抗震延性的同时提高。开展了基于纤维锚钉锚固的双向布约束加固钢筋混凝土柱低周反复加载试验，参数包含布种类、层数和锚固方式，研究了加固柱的破坏模式、抗震性能和材料应变。结果表明，柱在约束加固前后的破坏形态由剪切转变为弯曲破坏，构件延性大幅度提高；同层数的双向纤维布在环向应变值发挥少于单向布；使用锚钉可显著提升双向布纵向纤维应变，其应变值比未锚固前的提高了约1.5倍；并进一步提高约束柱抗弯承载力，较未加锚固前的约束柱承载力提高了2.9%~7.1%。成果可为双向纤维布在既有结构加固领域的应用提供指导。
- 双向纤维增强树脂复合材料布 /
- 约束 /
- 钢筋混凝土柱 /
- 锚钉 /
- 抗震性能
Abstract: The bidirectional fibers reinforced polymers (FRP) sheets have good tensile properties in two orthogonal direction. Compared with using traditional unidirectional fabrics, the seismic ductility, shear and flexural capacities of strengthened columns confined by bidirectional FRP sheets are simultaneously improved. Based on using bidirectional FRP sheets with fiber anchors, six reinforced concrete columns were tested under low cyclic lateral loading. The experimental parameters included FRP types, layer number and anchorage schemes, which were intended to study the failure mode, seismic performance and material strain of different confined columns. The test results show that the failure mode of the columns changes from shear to bending failure after confinement, and the hoop working strain of bidirectional FRP sheets is less than that of unidirectional FRP sheets under the same layers. The effective strain of longitudinal fibers in bidirectional FRP sheets significantly increases when using FRP anchor, the fiber strain value is about 1.5 times higher than that before the anchorage, which further improves the flexural capacity of confined columns, the bearing capacities of the confined columns increase by 2.9%-7.1% than that before the anchorage. The research results provide guidance for the application of bidirectional FRP sheets in strengthening existing reinforced concrete structure.
- bidirectional FRP sheets /
- confinement /
- reinforced concrete column /
- anchor /
- seismic performance

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图 1 试验柱的尺寸、配筋、量测和加固方案

FRP—Fiber reinforced polymer; Z or F—Strain gauge type on the longitudinal rebar or the FRP sheets, and the first number after the letter represents the plan position, while the second number represents the height position

Figure 1. Dimensions, reinforcement, measurement and strengthening schemes of experimental columns

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图 2 FRP锚钉的制备与安装

Figure 2. Preparation and installation of FRP anchor

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图 3 试验装置

Figure 3. Test setup

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图 4 加载制度

Δ—Displacement loads; n—Number of cycles

Figure 4. Loading scheme

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图 5 双向BFRP布加固RC柱的极限破坏形态

Figure 5. Ultimate failure mode of RC columns strengthened with bidirectional BFRP sheets

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图 6 双向BFRP布加固RC柱典型混凝土破坏形态

Figure 6. Typical concrete failure modes of RC columns strengthened with bidirectional BFRP sheets

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图 7 纤维锚钉断裂破坏形态

Figure 7. Fracture failure mode of fiber anchors

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图 8 双向BFRP布加固RC柱的荷载-位移关系滞回曲线

Figure 8. Hysteretic curve of load-displacement relationship of RC columns strengthened with bidirectional BFRP sheets

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图 9 双向BFRP布加固RC柱的荷载-位移骨架曲线

Figure 9. Load-displacement skeleton curves of RC columns strengthened with bidirectional BFRP sheets

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图 10 U1和B1的位移-环向纤维应变曲线

Figure 10. Displacement and hoop fiber strain curves of U1 and B1 columns

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图 11 B1和B1 A的位移-纵向纤维应变曲线

Figure 11. Displacement and longitudinal fiber strain curves of B1 and B1 A columns

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图 12 B1和B1 A的位移-纵筋应变曲线

Figure 12. Displacement-longitudinal bar strain curve of B1 and B1 A columns

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表 1 玄武岩纤维增强复合材料(BFRP)布加固钢筋混凝土(RC)柱主要设计参数

Table 1. Main design parameters of reinforced concrete (RC) columns strengthened with basalt fiber reinforced polymer (BFRP)

Specimen	BFRP type	BFRP layer	Number of anchor
C	–	0	0
U1	Unidirectional	1	0
B1	Bidirectional	1	0
B2	Bidirectional	2	0
B1 A	Bidirectional	1	4
B2 A	Bidirectional	2	4
Notes: C—Control column; U1—Strengthened with one layer unidirectional BFRP sheets; B1 and B2—Strengthened with one and two layers bidirectional BFRP sheets; B1 A and B2 A—Strengthened with bidirectional BFRP sheets and anchors.

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表 2 混凝土材料力学性能

Table 2. Mechanical property of concrete

	Material	Cube compressive strength/MPa		Prismatic compressive strength/MPa			Elastic modulus/MPa
	Concrete	32.8		21.9			3.18×10⁴

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表 3 钢材力学性能

Table 3. Mechanical properties of steel

Material	Yield strength/MPa	Ultimate strength/MPa	Elastic modulus/MPa
Longitudinal rebar	472	608	2.18×10⁵
Stirrup	385	470	2.38×10⁵

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表 4 纤维布和浸渍胶材料力学性能

Table 4. Mechanical properties of FRP and resin

Material	Compressive strength/MPa	Young's module/GPa	Tensile strength/MPa	Elongation /%	Thickness /mm
Unidirectional FRP	–	82.0	1230.0	2.0	0.37
Bidirectional FRP	–	82.0	1230.0	2.0	0.33
Resin	82.6	3.2	48.5	1.9	–

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表 5 双向BFRP布加固RC柱抗震试验结果

Table 5. Seismic test results of RC columns strengthened with bidirectional BFRP sheets

Specimen	Δ_y/mm	Δ_c/mm	Δ_u/mm	P_y/kN	P_c/kN	μ_Δ/mm	E_sum/(kN·m)	$ {\xi _{\text{e}}} $
C	11.0	22.5	27.5	87.4	119.7	2.5	11.0	0.153
U1	11.2	40.0	60.0	108.9	131.5	5.4	47.4	0.192
B1	10.0	40.0	55.0	104.1	130.0	5.5	44.3	0.156
B1 A	12.0	40.0	52.5	111.6	133.8	4.4	39.2	0.155
B2	14.0	90.0	115.0	115.5	136.5	8.2	141.5	0.173
B2 A	15.0	70.0	130.0	121.4	146.2	8.7	155.3	0.160
Notes: Δ_y—Displacement of column top at yielding load; Δ_c—Displacement at ultimate load; Δ_u—Ultimate displacement when the load drops to 85% of the peak load; P_y—Yielding lateral load; P_c—Ultimate lateral load; μ_Δ—Displacement ductility factor that is the ratio of Δ_u to Δ_y; E_sum—Total accumulative dissipated energy at the ultimate state; ξ_e—Equivalent viscous damping ratio at the ultimate state.

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表 6 BFRP布加固RC柱抗震承载力试验值与计算值对比

Table 6. Comparison of experimental and calculated seismic bearing capacity of RC columns strengthened with BFRP sheets

Specimen	ε_fe,x/10⁻⁶	ε_fe,y/10⁻⁶	ε_cc,u/10⁻⁶	β_j	f_cc/MPa	F_c/kN	F_e/kN	F_c/F_e
U1	8250	0	4531	6.53	19.77	114.13	131.50	0.87
B1	5250	5250	3635	2.91	19.85	114.01	130.00	0.88
B1 A	5250	7875	3635	2.91	19.85	121.39	133.80	0.91
B2	5250	5250	3883	5.83	21.15	114.57	136.50	0.84
B2 A	5250	7875	3883	5.83	21.15	129.12	146.20	0.88
Notes: ε_fe,x—Effective strain of circumferential fiber of FRP sheets; ε_fe,y—Effective strain of longitudinal fiber; ε_cc,u—Ultimate compressive strain of confined concrete; β_j—Confinement stiffness parameter; f_cc—Compressive strength of confined concrete; F_c—Calculated value of bearing capacity; F_e—Tested value of bearing capacity.

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