CFRP约束钢管-活性粉末混凝土短柱轴压性能

焦楚杰; 李松; 崔力仕; 王志仁; 简超

doi:10.13801/j.cnki.fhclxb.20200608.003

CFRP约束钢管-活性粉末混凝土短柱轴压性能

doi: 10.13801/j.cnki.fhclxb.20200608.003

广州大学　土木工程学院，广州 510006

基金项目: 国家自然科学基金(51478128；51778158)；广东省水利科技创新重点资助项目(2017-32)；广州大学研究生创新能力培养资助项目(2018GDJC-D08)

详细信息

通讯作者:
焦楚杰，博士，教授，研究方向为高性能混凝土　E-mail：jiaochujie@sina.com

中图分类号: TU398.9
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出版历程
- 收稿日期: 2020-04-07
- 录用日期: 2020-05-24
- 网络出版日期: 2020-06-09
- 刊出日期: 2021-02-15

Axial compression behaviour of CFRP confined reactive power concrete filled steel tube stub columns

College of Civil Engineering, Guangzhou University, Guangzhou 510006, China

摘要

摘要: 为研究圆碳纤维增强树脂复合材料(CFRP)约束钢管-活性粉末混凝土(RPC)短柱的轴压性能，以CFRP粘贴层数和钢管壁厚为参数进行了12根CFRP约束钢管-RPC短柱、4根钢管-RPC短柱及4根钢管短柱的轴压力学性能试验。通过荷载-位移曲线分析了CFRP层数和钢管壁厚对试件极限荷载和变形能力的影响，探讨了提高系数、CFRP应变效率和延性系数等相关性能指标，最后通过提高系数关联套箍率提出了CFRP约束钢管-RPC短柱承载力模型。结果表明：CFRP约束能有效地增强钢管-RPC短柱的承载能力和变形能力。与CFRP约束钢管-混凝土相比，CFRP约束钢管-RPC表现出CFRP应变效率的下降，并且其延性不如CFRP约束钢管-混凝土。在钢管-RPC承载力的基础上提出了实用的CFRP约束钢管-RPC短柱轴压承载力计算模型。
- CFRP约束钢管-活性粉末混凝土 /
- 荷载-位移曲线 /
- 极限荷载 /
- CFRP应变效率 /
- 延性系数
Abstract: The axial compression behaviour of circular carbon fiber reinforced polymer (CFRP) confined reactive powder concrete (RPC) filled steel tube stub columns was investigated. The mechanical tests of 12 CFRP confined steel tube-RPC stub columns, 4 steel tube-RPC stub columns and 4 steel tube stub columns were performed with the number of the CFRP layers and the steel tube thickness as parameters. The load-displacement curves were used to analyze the effects of the CFRP layer number and the steel tube thickness on the ultimate load and deformation capacity of the specimens. Subsequently, the performance indicators such as improvement coefficient, CFRP strain efficiency and ductility coefficient were discussed. Finally, a model of CFRP confined steel tube-RPC stub columns was proposed by increasing the coefficient associated confinement ratio. The experimental results indicate that the bearing capacity and deformation capacity of the CFRP confined steel tube-RPC stub columns are significantly improved by CFRP. In contrast to the CFRP confined concrete filled steel tube (CFRP confined steel tube-C), the CFRP confined steel tube-RPC exhibites a decrease in CFRP strain efficiency, and its ductility is worse than the CFRP confined steel tube-C. Based on the bearing capacity of steel tube-RPC, a practical model for calculating the bearing capacity of CFRP confined steel tube-RPC stub columns is proposed.
- CFRP confined reactive power concrete filled steel tube stub columns /
- load-displacement curve /
- ultimate load /
- CFRP strain efficiency /
- ductility coefficient

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图 1 CFRP约束钢管-RPC拉伸试样尺寸

Figure 1. Size of CFPR confined steel tube-RPC tensile specimen

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图 2 加载装置与应变片布置

Figure 2. Experimental setup and strain gauge arrangement

LVDT—Linear variable differential transformer

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图 3 CFRP约束钢管-RPC试件破坏模式

Figure 3. Failure modes of CFPR confined steel tube-RPC specimens

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图 4 约束混凝土轴向荷载-位移曲线

Figure 4. Axial load-displacement curves of confined concretes

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图 5 不同CFRP层数的CFRP约束钢管-RPC轴向荷载-位移曲线

Figure 5. Axial load-displacement curves of CFRP confined steel tube-RPC with different CFRP layer numbers

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图 6 不同CFRP层数的CFRP约束钢管-RPC极限荷载变化

Figure 6. Ultimate load change of CFRP confined steel tube-RPC with different CFRP layer numbers

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图 7 不同CFRP层数的CFRP约束钢管-RPC极限荷载对应位移变化

Figure 7. Displacement corresponding to ultimate load change of CFRP confined steel tube-RPC with different CFRP layer numbers

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图 8 不同钢管壁厚CFRP约束钢管-RPC的轴向荷载-位移曲线

Figure 8. Axial load-displacement curves of CFRP confined steel tube-RPC with different steel tube thicknesses

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图 9 CFRP约束钢管-RPC提高系数随套箍率的变化

Figure 9. Increase coefficient change with confinement ratio of CFRP confined steel tube-RPC

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图 10 纤维增强树脂复合材料(FRP)应变效率随FRP层数的变化

Figure 10. Fiber reinforced polymer(FRP) strain efficiency change with FRP layer number

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图 11 CFRP约束钢管-RPC延性系数随CFRP层数的变化

Figure 11. Ductility coefficient change with CFRP layer number of CFRP confined steel tube-RPC

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表 1 试件编号及参数

Table 1. Parameters of specimens

Specimen	D×t_s×L/mm	f_y/MPa	E_s/GPa	f_cu/MPa	f_c/MPa	n_f	ξ_s	ξ_cf	k_ε	µ_d	r_cap/%	N_u/kN
t2CF0	103×2×303	356	208	−	−	−	−	−	−	−	−	328
C120t2CF0	103×2×303	356	208	127	108	0	0.272	0	−	3.75	0	1 081
C120t2CF1	103×2×303	356	208	127	108	1	0.272	0.221	0.666	2.49	14.5	1 238
C120t2CF2	103×2×303	356	208	127	108	2	0.272	0.442	0.727	2.08	20.8	1 306
C120t2CF3	103×2×303	356	208	127	108	3	0.272	0.663	0.776	1.46	32.0	1 428
t3CF0	102×3×303	310	204	−	−	−	−	−	−	−	−	379
C120t3CF0	102×3×303	310	204	127	108	0	0.37	0	−	3.96	0	1 132
C120t3CF1	102×3×303	310	204	127	108	1	0.37	0.233	0.679	2.92	13.7	1 288
C120t3CF2	102×3×303	310	204	127	108	2	0.37	0.466	0.753	2.13	21.8	1 379
C120t3CF3	102×3×303	310	204	127	108	3	0.37	0.699	0.792	1.86	31.2	1 485
t4CF0	101×4×304	291	202	−	−	−	−	−	−	−	−	443
C120t4CF0	101×4×304	291	202	127	108	0	0.484	0	−	4.03	0	1 221
C120t4CF1	101×4×304	291	202	127	108	1	0.484	0.246	0.738	3.11	9.7	1 340
C120t4CF2	101×4×304	291	202	127	108	2	0.484	0.492	0.781	2.56	20.7	1 474
C120t4CF3	101×4×304	291	202	127	108	3	0.484	0.738	0.805	2.19	32.8	1 621
t5CF0	102×5×306	318	207	−	−	−	−	−	−	−	−	501
C120t5CF0	102×5×306	318	207	127	108	0	0.675	0	−	4.21	0	1 370
C120t5CF1	102×5×306	318	207	127	108	1	0.675	0.253	0.764	3.66	2.2	1 400
C120t5CF2	102×5×306	318	207	127	108	2	0.675	0.506	0.801	2.91	10.1	1 508
C120t5CF3	102×5×306	318	207	127	108	3	0.675	0.759	0.808	2.63	21.1	1 659
Notes: D—Diameter of steel tube; t_s—Steel tube thickness; L—Length of a specimen; f_y—Yield strength of steel; E_s—Elastic modulus of steel; f_cu—Cubic compressive strength of reactive powder concrete (RPC); f_c—Axial compressive strength of RPC; n_f—Number of carbon fiber reinforced polymer (CFRP) layers; ξ_s—Steel tube confinement factor; ξ_cf—CFRP confinement factor; k_ε—Strain efficiency of CFRP; µ_d—Ductility factor; r_cap—Increase factor; N_u—Ultimate load. The letter C denotes the nominal RPC strength, the letter t is the steel tube thickness, and the letters CF denote the CFRP confined components. For example, the C120t2CF3 indicates that the strength of the specimen is 120 MPa, the thickness of the steel tube is 2 mm, and the specimen is wrapped in three CFRP layers.

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表 2 CFRP约束钢管-高强混凝土预测结果与实测承载力结果比较

Table 2. Comparisons of experimental results and predicted results of CFRP confined high-strength concrete filled steel tube

Specimen	D×t_s×L/mm	φ_s	φ_cf	ξ_sc	ξ_cfc	N_u/kN	N_df/kN	N_gw/kN	N_up/kN	N_df/N_u	N_gw/N_u
C120t2CF0	103×2×303	0.256	0	0.343	0	1 081	1 265	1 064	1 228	1.17	0.98
C120t2CF1	103×2×303	0.256	0.208	0.343	0.279	1 238	1 577	1 395	1 387	1.27	1.13
C120t2CF2	103×2×303	0.256	0.417	0.343	0.558	1 306	1 890	1 725	1 547	1.45	1.32
C120t2CF3	103×2×303	0.256	0.625	0.343	0.837	1 428	2 202	2 056	1 707	1.54	1.44
C120t3CF0	102×3×303	0.349	0	0.467	0	1 132	1 320	1 139	1 179	1.17	1.01
C120t3CF1	102×3×303	0.349	0.219	0.467	0.294	1 288	1 629	1 466	1 298	1.26	1.14
C120t3CF2	102×3×303	0.349	0.439	0.467	0.588	1 379	1 939	1 794	1 417	1.41	1.3
C120t3CF3	102×3×303	0.349	0.658	0.467	0.882	1 485	2 248	2 121	1 536	1.51	1.43
C120t4CF0	101×4×304	0.456	0	0.611	0	1 221	1 381	1 219	1 259	1.13	1
C120t4CF1	101×4×304	0.456	0.232	0.611	0.31	1 340	1 687	1 544	1 362	1.26	1.15
C120t4CF2	101×4×304	0.456	0.463	0.611	0.621	1 474	1 994	1 868	1 464	1.35	1.27
C120t4CF3	101×4×304	0.456	0.695	0.611	0.931	1 621	2 300	2 192	1 567	1.42	1.35
C120t5CF0	102×5×306	0.636	0	0.852	0	1 370	1 585	1 440	1 400	1.16	1.05
C120t5CF1	102×5×306	0.636	0.239	0.852	0.32	1 400	1 894	1 767	1 484	1.35	1.26
C120t5CF2	102×5×306	0.636	0.478	0.852	0.64	1 508	2 203	2 095	1 568	1.46	1.39
C120t5CF3	102×5×306	0.636	0.717	0.852	0.96	1 659	2 512	2 422	1 652	1.51	1.46
Notes: φ_s—Steel tube confinement factor of equation (6); φ_cf—CFRP confinement factor of equation (6); ξ_sc—Steel tube confinement factor of equation (7); ξ_cfc—CFRP confinement factor of equation (7); N_df—Ultimate load of equation (6); N_gw—Ultimate load of equation (7).

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