CFRP筋-高强钢筋/高强混凝土柱的抗震性能

王作虎; 罗义康; 刘杜; 杨菊

doi:10.13801/j.cnki.fhclxb.20201222.001

CFRP筋-高强钢筋/高强混凝土柱的抗震性能

doi: 10.13801/j.cnki.fhclxb.20201222.001

王作虎^1,,
罗义康^1, ,,
刘杜^{1, 2,},
杨菊¹

1.
北京建筑大学　土木与交通工程学院，北京 100044
2.
金融街(北京)置业有限公司，北京 100033

基金项目: 国家重点研发计划 (2016YFC0701104)；国家自然科学基金 (51878028；51421005)

详细信息

通讯作者:
罗义康，硕士，研究方向为钢筋混凝土结构及结构加固　E-mail：luoyikang@stu.bucea.edu.cn

中图分类号: TU375
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- 被引次数: 0
出版历程
- 收稿日期: 2020-10-12
- 录用日期: 2020-12-14
- 网络出版日期: 2020-12-22
- 刊出日期: 2021-10-01

Seismic behavior of high-strength concrete columns reinforced with CFRP tendons and high-strength steels

WANG Zuohu^1
,,
LUO Yikang^{1
, ,},
LIU Du^{1, 2
,},
YANG Ju¹

1.
School of Civil and Transportation Engineering, Beijing University of Civil Engineering and Architecture, Beijing 100044, China
2.
China IPPR International Engineering CO. LTD., Beijing 100033, China

摘要

摘要: 为了研究高强钢筋和碳纤维增强树脂复合材料(CFRP)混合配筋/高强混凝土柱的抗震性能，对CFRP筋-高强钢筋混合配筋的高强混凝土柱进行了低周反复荷载试验和有限元分析，研究了CFRP筋的粘结条件、不同轴压比以及高强混凝土种类等参数对其抗震性能的影响。结果表明：所有的高强混合配筋高强混凝土柱均发生延性破坏；在相同条件下，高强混合配筋混凝土中分别添加了钢纤维活性粉末和钢纤维后，表现出更好的耗能能力和延性；有粘结CFRP筋混合配筋高强混凝土柱比无粘结CFRP筋混合配筋柱的变形能力和承载力分别提高了9.6%和17.1%，但是延性系数降低了22.5%；在延性破坏的条件下，随着轴压比的增加，CFRP筋-高强钢筋混合配筋柱的屈服强度和极限强度明显增大，极限位移和耗能能力也逐渐减小；高强钢筋和CFRP筋配筋率越高，高强混合配筋柱的极限承载力和变形能力越大。
- CFRP筋 /
- 高强钢筋 /
- 高强混凝土柱 /
- 抗震性能 /
- 延性
Abstract: In order to investigate the seismic performance of high-strength concrete columns reinforced with carbon fiber reinforced polymer (CFPR) and high-strength steel, hybrid reinforced concrete columns with CFRP tendons and high-strength steels and two high-strength reinforced concrete columns were prepared and tested. The experimental and numerical results were used to explore the factors influencing the seismic performance of high strength concrete columns, including the bonding condition of CFRP tendons, axial compression ratio and concrete type. The results show that all high-strength concrete columns with CFRP tendons and high-strength steel have ductile failure. The concrete columns with steel fiber or reactive powder concrete (RPC) exhibit good ductility and energy dissipation under the same condition. The deformation and bearing capacity of the high-strength concrete column with bonded CFRP tendons are 9.6% and 17.1% higher than that of unbonded hybrid reinforced concrete columns, but the ductility coefficient is lower than 22.5%. Under ductile failure conditions, as the axial pressure ratio increases, the bearing capacity of high-strength concrete columns is improved significantly, but the energy dissipation capacity and plastic deformation capacity decrease obviously. The higher ratio of high-strength steels and CFRP tendons, the ultimate bearing capacities and deformation capacities of high-strength hybrid reinforcement columns are higher.
- CFRP tendons /
- high-strength steels /
- high-strength concrete column /
- seismic performance /
- ductility

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图 1 碳纤维增强树脂复合材料(CFRP)筋-高强钢筋/高强混凝土柱配筋图

Figure 1. Details and dimensions of high-strength concrete column with carbon fiber reinforced polymer (CFPR) tendons and high-strength steels

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图 2 试验加载装置

Figure 2. Loading experimental setup

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图 3 CFRP筋-高强钢筋/高强混凝土柱破坏形态

Figure 3. Failure modes of high-strength concrete columns with CFRP tendons and high-strength steels

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图 4 CFRP筋-高强钢筋/高强混凝土柱箍筋的应变曲线

Figure 4. Strain curves of high-strength concrete columns with CFRP tendons and high-strength steels stirrup

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图 5 CFRP筋-高强钢筋/高强混凝土柱滞回曲线

Figure 5. Hysteresis loops of high-strength concrete columns with CFRP tendons and high-strength steels

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图 6 CFRP筋-高强钢筋/高强混凝土柱骨架曲线的对比

Figure 6. Comparison of skeleton curves of high-strength concrete columns with CFRP tendons and high-strength steels

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图 7 CFRP筋-高强钢筋/高强混凝土柱卸载残余位移比较

Figure 7. Residual displacement of high-strength concrete columns with CFRP tendons and high-strength steels

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图 8 CFRP筋-高强钢筋/高强混凝土柱刚度退化曲线

Figure 8. Stiffness degradation curves of high-strength concrete columns with CFRP tendons and high-strength steels

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图 9 不同参数对CFRP筋-高强钢筋/高强混凝土刚度退化曲线的影响

Figure 9. Influence of different parameters on stiffness degeneration curves of high-strength concrete columns with CFRP tendons and high-strength steels

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图 10 CFRP筋-高强钢筋/高强混凝土柱的耗能能力

Figure 10. Dissipated energy of high-strength concrete columns with CFRP tendons and high-strength steels

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图 11 CFRP筋-高强钢筋/高强混凝土柱有限元分析结果

Figure 11. FE model Results of high-strength concrete columns with CFRP tendons and high-strength steels

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表 1 CFRP筋-高强钢筋/高强混凝土柱的主要试验参数

Table 1. Detailed experimental parameters of high-strength concrete columns with CFRP tendons and high-strength steels

Specimen	Longitudinal steel	Bonding condition of CFRP tendons	Axial compression ratio	Concrete type	Whether to mix steel fiber
S16/C80(N4)	4^H16+4^H16+218	Bonded	0.269	C80	No
S16-CFRP10/C80(N1)	4^H16+4Ф^H10+218	Bonded	0.120	C80	No
S16-CFRP10/RPC(N1)	4^H16+4Ф^H10+218	Bonded	0.120	RPC	Yes
S16-CFRP10/HSC(N1)	4^H16+4Ф^H10+218	Bonded	0.120	C80H	Yes
S16-CFRP10/HSC*(N1)	4^H16+4Ф^H10+218	Unbonded	0.120	C80H	Yes
S16-S16/C80(N2)	4^H16+4^H16+218	Bonded	0.202	C80	No
S16-CFRP10/C80(N2)	4^H16+4Ф^H10+218	Bonded	0.202	C80	No
S16-CFRP10/C80*(N2)	4^H16+4Ф^H10+218	Unbonded	0.202	C80	No
S16-CFRP10/C80(N3)	4^H16+4Ф^H10+218	Bonded	0.314	C80	No
Notes: S16—High-strength steel bars; CFRP10—CFRP tendons; N1, N2, N3 and N4—Test axial compression ratios, which are 0.12, 0.202, 0.314 and 0.269; HSC—High-strength concrete with steel fiber volume of 45 kg/m³; RPC—Reactive powder concrete with steel fiber volume of 118 kg/m³; "*"—Use of unbonded CFRP bars; ^H symbol for high-strength steels; Ф^H for CFRP tendons; for HRB400 steel.

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表 2 粉煤灰混凝土(RPC)配合比

Table 2. Mix proportion of reactive powder concrete (RPC)

Superfine cement/kg	Quartz sand/kg	Cement/kg	Slag/kg	Water/kg	Water-reducing admixture/kg	Steel fiber/kg
235	1070	471	471	200	27	118

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表 5 CFRP筋性能

Table 5. Properties of CFPR tendons

Type	Diameter/ mm	Ultimate strength/ MPa	Modulus of elasticity/GPa
CR124-10	10	2297	124

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表 3 混凝土立方体实测强度

Table 3. Measured strength of concrete cube

Concrete type	Compressive strength/MPa	Modulus of elasticity/GPa
C80H	93.0	388
C80	76.0	380
RPC	85.7	510

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表 4 钢筋性能

Table 4. Properties of steels

Diameter/ mm	Steel grade	Yield strength/ MPa	Ultimate strength/ MPa
16	HTRB600E	670.2	856.5
10	HPB300	383.0	447.2
18	HRB400	453.2	610.0

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表 6 CFRP筋-高强钢筋/高强混凝土柱抗震试验结果

Table 6. Experimental results of high-strength concrete columns with CFRP tendons and high-strength steels

Specimen	Horizontal load	P_y/kN	∆_y/mm	P_m/kN	∆_m/mm	P_u/kN	∆_u/mm	θ_u	μ
S16-CFRP10/C80(N1)	Push (+)	179.0	5.2	253.4	15.7	208.4	25.2	2.8%	4.8
	Pull (−)	174.0	5.0	235.2	14.7	206.1	25.0	2.8%	5.0
	Average	176.5	5.1	244.3	15.2	207.3	25.1	2.8%	4.9
S16-CFRP10/RPC(N1)	Push (+)	221.0	6.3	280.4	18.4	227.7	25.2	2.8%	4.0
	Pull (−)	196.0	6.3	262.7	18.6	211.5	25.2	2.8%	4.0
	Average	208.5	6.3	271.6	18.5	219.6	25.2	2.8%	4.0
S16-CFRP10/HSC(N1)	Push (+)	201.5	5.9	264.4	17.6	201.3	30.2	3.4%	5.1
	Pull (−)	213.8	6.0	274.7	17.7	217.8	30.0	3.3%	5.0
	Average	207.7	5.9	269.6	17.7	209.6	30.1	3.3%	5.1
S16-CFRP10/HSC*(N1)	Push (+)	156.0	4.5	286.7	17.9	257.8	26.9	3.0%	6.0
	Pull (−)	198.5	4.5	269.2	20.9	258.4	27.0	3.0%	6.0
	Average	177.3	4.5	278.0	19.4	258.1	27.0	3.0%	6.0
S16-S16/C80(N2)	Push (+)	256.0	5.6	335.6	14.3	289.3	27.5	3.1%	4.9
	Pull (−)	226.0	5.6	330.3	15.5	269.4	27.2	3.0%	4.9
	Average	241.0	5.6	333.0	14.9	279.4	27.4	3.0%	4.9
S16-CFRP10/C80(N2)	Push (+)	250.0	7.5	335.7	14.0	232.6	24.0	2.7%	3.2
	Pull (−)	245.0	7.9	330.3	16.3	213.3	23.9	2.7%	3.0
	Average	247.5	7.7	333.0	15.2	222.9	24.0	2.7%	3.1
S16-CFRP10/C80*(N2)	Push (+)	213.0	5.5	269.2	9.8	217.9	21.8	2.4%	4.0
	Pull (−)	236.0	5.5	299.4	11.8	244.2	21.9	2.4%	4.0
	Average	224.5	5.5	284.3	10.8	231.1	21.9	2.4%	4.0
S16-CFRP10/C80(N3)	Push (+)	312.0	6.5	354.6	10.6	306.0	19.5	2.2%	3.0
	Pull (−)	296.0	6.5	337.2	16.1	282.1	19.3	2.1%	3.0
	Average	304.0	6.5	345.9	13.4	294.1	19.4	2.2%	3.0
Notes: P_y—Yield load; ∆_y—Yield displacement; P_m—Ultimate load; ∆_m—Peak displacement; P_u—Failure load; ∆_u—Ultimate displacement; μ—Displacement ductility coefficient; θ_u—Ultimate displacement angle.

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表 7 CFRP筋-高强钢筋/高强混凝土柱的累计总耗能

Table 7. Cumulative dissipated energy of high-strength concrete columns with CFRP tendons and high-strength steels

Specimen	Energy consumption E_u/(kN·mm)
S16-CFRP10/C80 (N1)	59818.3
S16-CFRP10/RPC (N1)	60610.1
S16-CFRP10/HSC (N1)	86706.2
S16-CFRP10/HSC* (N1)	70782.1
S16-CFRP10/HSC* (N1)	83191.8
S16-CFRP10/C80 (N2)	43239.3
S16-CFRP10/C80* (N2)	56671.0
S16-CFRP10/C80 (N3)	50335.2

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表 8 CFRP筋-高强钢筋/高强混凝土柱有限元模型参数

Table 8. FE model parametric analysis of high-strength concrete columns with CFRP tendons and high-strength steels

Specimen	Longitudinal steel	Concrete strength	Nominal reinforcement ratio(%)
S16-CFRP10/C80 (N1)	4^H16+4Ф^H10+218	C80	1.79
S18-CFRP10/C80 (N1)	4^H18+4Ф^H10+218	C80	2.02
S14-CFRP10/C80 (N1)	4^H14+4Ф^H10+218	C80	1.58
S12-CFRP10/C80 (N1)	4^H12+4Ф^H10+218	C80	1.39
S16-CFRP06/C80 (N1)	4^H16+4Ф^H6+218	C80	1.29
S16-CFRP14/C80 (N1)	4^H16+4Ф^H14+218	C80	2.48
S16-CFRP10/C70 (N1)	4^H16+4Ф^H10+218	C70	1.79
S16-CFRP10/C90 (N1)	4^H16+4Ф^H10+218	C90	1.79
S16-CFRP10/C100 (N1)	4^H16+4Ф^H10+218	C100	1.79

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