混凝土帆布与CFRP条带联合加固方形截面混凝土短柱轴心受压力学性能

相泽辉; 周杰; 牛建刚; 许文明

doi:10.13801/j.cnki.fhclxb.20211115.006

混凝土帆布与CFRP条带联合加固方形截面混凝土短柱轴心受压力学性能

doi: 10.13801/j.cnki.fhclxb.20211115.006

1.
内蒙古科技大学　土木工程学院，包头 014010
2.
内蒙古建筑职业技术学院，呼和浩特 010020
3.
重庆大学　土木工程学院，重庆 400030

基金项目: 国家自然科学基金(51968058)；内蒙古自治区青年英才支持计划(NJYT-18-A06)；内蒙古自治区自然科学基金(2021MS05012)；内蒙古科技大学建筑科学研究所开放基金(JYSJJ-2021M16)

详细信息

通讯作者:
牛建刚，博士，教授，硕士生导师，研究方向为建筑结构可靠度与混凝土结构耐久性　 E-mail: niujiangang@imust.edu.cn

中图分类号: TU375.4
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出版历程
- 收稿日期: 2021-09-07
- 修回日期: 2021-10-26
- 录用日期: 2021-11-06
- 网络出版日期: 2021-11-16
- 刊出日期: 2022-08-22

Mechanical properties of square concrete short columns strengthened by concrete canvas and CFRP strips under axial compression

1.
School of Civil Engineering, Inner Mongolia University of Science and Technology, Baotou 014010, China
2.
Inner Mongolia Technical College of Construction, Hohhot 010020, China
3.
School of Civil Engineering, Chongqing University, Chongqing 400030, China

摘要

摘要: 通过混凝土帆布(CC)与碳纤维增强树脂复合材料(CFRP)条带联合加固混凝土方柱轴压试验，研究了纤维条带约束率、CFRP宽度与间距、层数对混凝土方柱轴压力学性能的影响，分析加固后混凝土方柱的破坏形态、承载力、耗能能力及变形能力。研究结果表明：CC的加入可以缓解角部应力集中，明显提高试件的变形能力，改善柱的破坏形态；条带宽度与间距对试件承载力和耗能能力的影响归结于纤维条带约束率，随着纤维条带约束率与CFRP层数的增加，试件的承载能力与耗能能力不断提高；当纤维条带约束率为0.5、宽度与间距为50 mm时，承载力与耗能能力最大。在试验研究的基础上，对有效约束面积变化进行理论分析，得出CC在联合加固中起到的作用，并建立联合加固混凝土方柱轴心受压承载力模型，通过误差分析可知，该模型具有较高的预测精度。
- 混凝土帆布 /
- 碳纤维增强树脂复合材料 /
- 混凝土方柱 /
- 轴压试验 /
- 力学性能
Abstract: Through the axial compression test of concrete square columns which strengthened by concrete canvas (CC) and carbon fiber reinforced polymer (CFRP) strips, the influences of restraint rate, width and spacing of CFRP, and number of layers on the mechanical property of the concrete square column were studied. The failure form, bearing capacity, energy consumption capacity and deformation capacity of the reinforced concrete square column were analyzed. The research results show that the addition of CC can alleviate the stress concentration at the corners, significantly increase the deformation ability of the specimen, and improve the failure form of the column. The influence of width and spacing of the strips on the bearing capacity and energy dissipation capacity of the specimen is attributed to the restraint rate of the fiber strips. With the increase of the strip restraint rate and the number of CFRP layers, the load-bearing capacity and energy consumption capacity of the specimens continue to increase. When the fiber restraint ratio is 0.5, the bearing capacity is the largest when the width and spacing are 50 mm. Based on the experimental research, a theoretical analysis of the effective constrained area change was carried out, and the role of CC in joint reinforcement was obtained, and the axial compression bearing capacity model was established. The error analysis shows that the model has high prediction accuracy.
- concrete canvas /
- carbon fiber reinforced polymer /
- concrete square column /
- axial compression test /
- mechanical property

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图 1 混凝土帆布与碳纤维增强树脂复合材料(CC-CFRP)联合加固混凝土方柱试件加固类型及试件截面

Figure 1. Reinforcement patterns and sections of concrete square columns strengthened by concrete canvas and carbon fiber reinforced polymer (CC-CFRP)

s—Strip width; s'—Strip spacing

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图 2 CC硬化前后效果

Figure 2. Effect of CC before and after hardening

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图 3 试验加载及测点布置示意图

Figure 3. Schematic diagram of test loading and layout of measuring points

SG—Strain gauges

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图 4 混凝土方柱整体包裹试件破坏形态

Figure 4. Failure modes of whole wrapped concrete square column specimens

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图 5 条带宽度50 mm、不同条带间距的CC-CFRP联合加固混凝土方柱试件破坏形态

Figure 5. Failure modes of concrete square column strengthened by CC-CFRP specimens with different strip spacing of 50 mm strip width

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图 6 条带间距50 mm、不同条带宽度的CC-CFRP联合加固混凝土方柱试件破坏形态

Figure 6. Failure modes of concrete square column strengthened by CC-CFRP specimens with different strip width of 50 mm strip spacing

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图 7 相同纤维约束率不同条带宽度与间距的CC-CFRP联合加固混凝土方柱试件破坏形态

Figure 7. Failure modes of concrete square column strengthened by CC-CFRP specimens with different strip width and spacing and the same fiber restraint rate

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图 8 不同条带层数CC-CFRP联合加固混凝土方柱试件破坏形态

Figure 8. Failure modes of concrete square column strengthened by CC-CFRP specimens with different strip layers

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图 9 CC-CFRP联合加固混凝土方柱轴向荷载-位移曲线

Figure 9. Curves of axial load versus displacement of concrete square column strengthened by CC-CFRP

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图 10 纤维条带层数对CC-CFRP联合加固混凝土方柱承载力与极限应变的影响

Figure 10. Influence of the number of fiber strips on the bearing capacity and deformation capacity of concrete square column strengthened by CC-CFRP

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图 11 文献[27]与欧洲规范模型计算CC-CFRP联合加固混凝土方柱轴心受压承载力模型误差分析

Figure 11. Error analysis of model in reference [27] and European standard for bearing capacity calculation of concrete square column strengthened by CC-CFRP under axial compression

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图 12 不同加固方式混凝土方柱纵向有效约束区

Figure 12. Longitudinal effective area of concrete square column with different reinforcement methods

A_e1—Effective constraint area; b—Width of core concrete

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图 13 不同加固方式混凝土方柱横向有效约束区

Figure 13. Lateral effective area of concrete square column with different reinforcement methods

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图 14 CFRP受力简图

Figure 14. Force diagram of CFRP

f_f—Tensile strength of CFRP; f₁—Confining stress

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图 15 CC-CFRP条带联合加固混凝土方柱有效约束区强度比与约束比的关系

Figure 15. Relationship between the strength ratio of the effective restraint zone and the constraint ratio of concrete square column strengthened by CC-CFRP

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图 16 CC-CFRP条带联合加固混凝土方柱承载力计算公式误差分析

Figure 16. Error analysis of calculation formula of bearing capacity of concrete square column strengthened by CC-CFRP

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表 1 试件主要参数

Table 1. Main parameters of specimens

Number	Strip width/mm	Strip spacing/mm	Restraint rate of the fiber strips	Number of CFRP layers
SC	0	0	0	0
CFRP(N3-W450-S0)-SC	450	0	1.00	3
CC-CFRP(N3-W450-S0)-SC	450	0	1.00	3
CC-CFRP(N3-W50-S100)-SC	50	100	0.33	3
CC-CFRP(N3-W50-S75)-SC	50	75	0.40	3
CC-CFRP(N3-W50-S50)-SC	50	50	0.50	3
CC-CFRP(N3-W75-S50)-SC	75	50	0.60	3
CC-CFRP(N3-W50-S30)-SC	50	30	0.625	3
CC-CFRP(N3-W100-S50)-SC	100	50	0.67	3
CC-CFRP(N3-W150-S50)-SC	150	50	0.75	3
CC-CFRP(N3-W30-S30)-SC	30	30	0.50	3
CC-CFRP(N3-W75-S75)-SC	75	75	0.50	3
CC-CFRP(N3-W90-S90)-SC	90	90	0.50	3
CC-CFRP(N1-W100-S50)-SC	100	50	0.67	1
CC-CFRP(N2-W100-S50)-SC	100	50	0.67	2
CC-CFRP(N1-W150-S50)-SC	150	50	0.75	1
CC-CFRP(N2-W150-S50)-SC	150	50	0.75	2
Notes: SC—Square column; First letter and number in parentheses—Number of CFRP layers; Second letter and number—Width of CFRP; Third letter and number—Spacing of CFRP. For example, CC-CFRP(N3-W50-S100)-SC—Strip width of concrete square columns strengthened by CC and CFRP is 50 mm, the spacing is 100 mm, and the number of CFRP is 3.

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表 2 CFRP布力学性能参数

Table 2. Mechanical properties of CFRP

Model	t/mm	f_u/MPa	E/MPa	ε_cu/%
CFS-I-300	0.167	3548	2.33×10⁵	1.62
Notes: t—Thickness of CFRP; f_u—Tensile strength of CFRP; E— Elastic modulus of CFRP; ε_cu—Tensile elongation of CFRP at break.

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表 3 CC力学性能参数

Table 3. Mechanical properties of CC

Type of CC	f_c/MPa	f_t/MPa	ρ/(kg·m⁻³)
Sulphoaluminate concrete canvas	30.10	2.77	1250
Notes: f_c—Compressive strength of CC; f_t—Tensile strength of CC; ρ—Bulk density of CC.

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表 4 各组混凝土方柱试件实验结果

Table 4. Test results of concrete square column specimens

Number	k_f	N_u/kN	N_u,m/kN	$ f{'_{{\text{cc}}}} $/ MPa	$ f{'_{{\text{cc,m}}}} $ / MPa	$ \dfrac{{f{'_{{\text{cc,m}}}}}}{{f{'_{{\text{co,m}}}}}} $	$ {\varepsilon _{{\text{cc}}}} $/10⁻³	$ {\varepsilon _{{\text{cc,m}}}} $/ 10⁻³	$ \dfrac{{{\varepsilon _{{\text{cc,m}}}}}}{{{\varepsilon _{{\text{co,m}}}}}} $	E_P/(kN·mm)	E_P,m/ (kN·mm)
SC1	0.00	546.51	588.48	24.29	26.15	1.00	2.24	2.27	1.00	751.39	837.12
SC2	0.00	630.45	588.48	28.02	26.15	1.00	2.30	2.27	1.00	922.85	837.12
CFRP(N3-W450-S0)-SC1	1.00	1236.46	1250.00	54.95	55.56	2.12	12.08	11.67	5.14	27742.55	25913.95
CFRP(N3-W450-S0)-SC2	1.00	1263.54	1250.00	56.16	55.56	2.12	11.26	11.67	5.14	24085.35	25913.95
CC-CFRP(N3-W450-S0)-SC1	1.00	1761.01	1766.97	78.27	78.53	3.00	25.63	26.36	11.61	54182.75	57328.26
CC-CFRP(N3-W450-S0)-SC2	1.00	1772.93	1766.97	78.80	78.53	3.00	27.09	26.36	11.61	60473.76	57328.26
CC-CFRP(N3-W50-S100)-SC1	0.33	751.26	768.54	33.39	34.16	1.31	16.69	16.87	7.43	19748.52	21124.90
CC-CFRP(N3-W50-S100)-SC2	0.33	785.82	768.54	34.93	34.16	1.31	17.05	16.87	7.43	22501.28	21124.90
CC-CFRP(N3-W50-S75)-SC1	0.40	824.21	849.92	36.63	37.77	1.44	12.94	12.87	5.66	21949.59	21900.44
CC-CFRP(N3-W50-S75)-SC2	0.40	875.63	849.92	38.92	37.77	1.44	12.80	12.87	5.66	21851.29	21900.44
CC-CFRP(N3-W50-S50)-SC1	0.50	900.07	935.05	40.00	41.74	1.60	12.08	12.16	5.35	21639.50	23133.31
CC-CFRP(N3-W50-S50)-SC2	0.50	970.03	935.05	43.11	41.74	1.60	12.24	12.16	5.35	24627.11	23133.31
CC-CFRP(N3-W75-S50)-SC1	0.60	991.58	1013.58	44.07	45.05	1.72	12.49	12.45	5.48	24302.41	24293.83
CC-CFRP(N3-W75-S50)-SC2	0.60	1035.58	1013.58	46.03	45.05	1.72	12.41	12.45	5.48	24285.25	24293.83
CC-CFRP(N3-W50-S30)-SC1	0.62	988.09	1028.60	43.92	45.72	1.75	15.68	15.32	6.74	28081.90	27915.97
CC-CFRP(N3-W50-S30)-SC2	0.62	1069.11	1028.60	47.52	45.72	1.75	14.96	15.32	6.74	27750.04	27915.97
CC-CFRP(N3-W100-S50)-SC1	0.67	1132.30	1164.27	50.32	51.75	1.98	13.99	14.31	6.30	28452.54	29344.17
CC-CFRP(N3-W100-S50)-SC2	0.67	1196.24	1164.27	53.17	51.75	1.98	14.61	14.31	6.30	30235.79	29344.17
CC-CFRP(N3-W150-S50)-SC1	0.75	1273.82	1303.78	56.61	57.95	2.22	13.72	13.81	6.08	30020.55	30327.93
CC-CFRP(N3-W150-S50)-SC2	0.75	1333.74	1303.78	59.28	57.95	2.22	13.90	13.81	6.08	30635.30	30327.93
CC-CFRP(N3-W30-S30)-SC1	0.50	835.77	853.99	37.15	37.96	1.45	13.02	12.50	5.51	19276.97	18605.32
CC-CFRP(N3-W30-S30)-SC2	0.50	872.21	853.99	38.76	37.96	1.45	11.98	12.50	5.51	17933.67	18605.32
CC-CFRP(N3-W75-S75)-SC1	0.50	871.83	876.74	38.75	38.97	1.49	13.56	13.70	6.04	21794.27	22218.48
CC-CFRP(N3-W75-S75)-SC2	0.50	881.65	876.74	39.18	38.97	1.49	13.84	13.70	6.04	22642.69	22218.48
CC-CFRP(N3-W90-S90)-SC1	0.50	787.42	808.83	35.00	35.95	1.37	12.67	12.59	5.55	17377.05	17003.90
CC-CFRP(N3-W90-S90)-SC2	0.50	830.24	808.83	36.90	35.95	1.37	12.51	12.59	5.55	16630.75	17003.90
CC-CFRP(N1-W100-S50)-SC1	0.67	880.34	902.30	39.13	40.10	1.53	10.42	9.88	4.35	17467.47	15920.07
CC-CFRP(N1-W100-S50)-SC2	0.67	924.26	902.30	41.08	40.10	1.53	9.34	9.88	4.35	14372.67	15920.07
CC-CFRP(N2-W100-S50)-SC1	0.67	948.76	964.87	42.17	42.88	1.64	11.65	11.01	4.85	20375.14	17920.45
CC-CFRP(N2-W100-S50)-SC2	0.67	980.98	964.87	43.60	42.88	1.64	10.37	11.01	4.85	15465.76	17920.45
CC-CFRP(N1-W150-S50)-SC1	0.75	865.43	872.55	38.46	38.78	1.48	15.12	14.59	6.53	24092.08	23705.29
CC-CFRP(N1-W150-S50)-SC2	0.75	879.67	872.55	39.10	38.78	1.48	14.06	14.59	6.53	23318.50	23705.29
CC-CFRP(N2-W150-S50)-SC1	0.75	1037.97	1059.67	46.13	47.10	1.80	13.79	13.49	5.94	27598.94	27131.26
CC-CFRP(N2-W150-S50)-SC2	0.75	1081.37	1059.67	48.06	47.10	1.80	13.19	13.49	5.94	26663.58	27131.26
Notes: k_f—Fiber strip restraint rate; N_u—Peak load of each group of specimens; N_u,m—Average peak load of each group of specimens; f '_cc—Peak stress of each group of specimens; f '_cc,m—Average peak stress of each group of specimens; f '_co —Peak stress corresponding to the SC group of specimens; f '_co,m—Average peak stress corresponding to the SC group of specimens; ε_cc—Strain corresponding to f '_cc of each group of specimens; ε_cc,m—Average strain corresponding to f '_cc of each group of specimens; ε_co—Strain corresponding to f '_co of SC group of specimens; ε_co,m—Average strain corresponding to f '_co of SC group specimens; E_P—Energy dissipation capacity; E_P,m—Average energy dissipation capacity.

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