圆钢管玄武岩纤维再生混凝土短柱轴压力学性能

张向冈; 周高强; 范玉辉; 高翔; 冷发光; 汪昉

doi:10.13801/j.cnki.fhclxb.20220317.004

圆钢管玄武岩纤维再生混凝土短柱轴压力学性能

doi: 10.13801/j.cnki.fhclxb.20220317.004

张向冈^{1, 2, 3},
周高强²,
范玉辉^2, ,,
高翔²,
冷发光^{1, 3},
汪昉²

1.
建筑安全与建筑环境国家重点实验室，北京 100013
2.
河南理工大学　土木工程学院，焦作 454003
3.
国家建筑工程技术研究中心，北京 100013

基金项目: 建筑安全与环境国家重点实验室暨国家建筑工程技术研究中心开放课题基金(BSBE2019-06)；河南省高校基本科研业务费专项(NSFRF200320)；河南理工大学青年骨干教师资助计划项目(2019XQG-15)；国家自然科学基金 (U1904188)

详细信息

通讯作者:
范玉辉，博士，讲师，研究方向为混凝土结构及其耐久性研究和建筑废弃物资源化利用等领域　 E-mail: fyhzzdx2003@hpu.edu.cn

中图分类号: TU398.9
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- 被引次数: 0
出版历程
- 收稿日期: 2021-12-06
- 修回日期: 2022-02-17
- 录用日期: 2022-03-08
- 网络出版日期: 2022-03-18
- 刊出日期: 2023-01-15

Axial compressive property of circular steel tubular stub column filled with basalt fiber reinforced recycled concrete

ZHANG Xianggang^{1, 2, 3},
ZHOU Gaoqiang²,
FAN Yuhui^{2
, ,},
GAO Xiang²,
LENG Faguang^{1, 3},
WANG Fang²

1.
State Key Laboratory of Building Safety and Built Environment, Beijing 100013, China
2.
School of Civil Engineering, Henan Polytechnic University, Jiaozuo 454003, China
3.
National Engineering Research Center of Building Technology, Beijing 100013, China

Funds: Opening Funds of State Key Laboratory of Building Safety and Built Environment & National Engineering Research Center of Building Technology(BSBE2019-06); Fundamental Research Funds for the Universities of Henan Province (NSFRF200320); Young Backbone Teachers Funding Scheme of Henan Polytechnic University (2019XQG-15); National Natural Science Foundation of China (U1904188)

摘要

摘要: 为研究圆钢管玄武岩纤维再生混凝土(BFRRC)短柱的轴压力学性能，以再生粗骨料取代率和玄武岩纤维掺量为变化参数，设计并完成了15根圆钢管BFRRC短柱试件的轴压试验。观察了试件的受力全过程及破坏形态，获取了试件的荷载-位移曲线及荷载-应变曲线，分析了变化参数对圆钢管BFRRC短柱轴压性能的影响，建立了可行的组合截面应力-应变全过程曲线方程。研究表明：试件均发生鼓曲破坏，但核心混凝土在钢管约束下处于碎而不散状态；随着再生粗骨料取代率的增大，试件的耗能性能、延性系数逐渐增大，耗能因子、延性系数提升幅度最高可达1.84%和10.36%，承载力逐渐降低，降低幅度最大达5.03%；随着玄武岩纤维掺量的增大，试件的耗能性能、延性系数逐渐增大，增加幅度最高可达2.97%和4.93%，承载力提高幅度不大；不同的玄武岩纤维掺量下，试件实测的荷载-位移曲线饱满，且具有较长的变形流幅，延性较好。
- 圆钢管玄武岩纤维再生混凝土 /
- 短柱 /
- 轴向受压 /
- 力学性能 /
- 组合截面应力-应变全过程曲线
Abstract: To study the axial compressive performance of basalt fiber reinforced recycled concrete (BFRRC)-filled circular steel tubular stub columns, the replacement ratio of recycled coarse aggregate and the content of basalt fiber were designed as the variable parameters and the axial compression performance tests on 15 BFRRC-filled circular steel tubular stub column specimens were carried out. The failure mode and whole loading process of the specimen were characterized. The load-displacement and load-strain curves of the specimen were obtained. The influence of design parameter on the BFRRC-filled circular steel tubular stub column specimens was analyzed. A feasible full-curve equation of composite-section stress versus strain was established. It is observed that the specimen undergoes buckling damage, but the internal BFRRC is crushed but “broken and not scattered”. On increasing the replacement ratio of recycled coarse aggregate, the energy dissipation capacity and ductility coefficient of the specimen are gradually increased, the maximum increasing extent for energy dissipation capacity and ductility coefficient are 1.84% and 10.36%, respectively, whereas the bearing capacity is gradually decreased, and the maximum increasing extent of bearing capacity is 5.03%. On increasing the basalt fiber content, the energy dissipation capacity and ductility coefficient of the specimen are gradually increased, the maximum increasing extent for energy dissipation capacity and ductility coefficient are 2.97% and 4.93%, respectively, whereas little increase appears about the bearing capacity. The measured load-displacement curve of the specimen with different basalt fiber content is full, and it has a long deformation flow, which presents satisfactory ductility.
- circular steel tubular stub column filled with basalt fiber reinforced recycled concrete /
- stub column /
- axial compression /
- mechanical property /
- composite-section stress-strain curve

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图 1 加载装置及测点布置示意图

Figure 1. Schematic of loading device and measured point arrangement

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图 2 圆钢管BFRRC短柱破坏形态

Figure 2. Failure mode of BFRRC-filled circular steel tubular stub column specimens

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图 3 核心BFRRC破坏形态

Figure 3. Failure mode of internal BFRRC

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图 4 圆钢管BFRRC短柱荷载(P)-轴向位移(Δ)曲线

Figure 4. Load (P) versus axial displacement (Δ) curves for BFRRC-filled circular steel tubular stub column specimens

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图 5 圆钢管BFRRC短柱荷载-应变关系曲线

Figure 5. Relation curves of load versus strain for BFRRC-filled circular steel tubular stub column specimens

ε_v—Axial strain; ε_h—Hoop strain

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图 6 圆钢管BFRRC短柱峰值承载力随取代率的变化幅度

Figure 6. Variation in BFRRC-filled circular steel tubular stub column specimens peak bearing capacity with replacement ratio

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图 7 圆钢管BFRRC短柱峰值承载力随纤维掺量的变化幅度

Figure 7. Variation in the peak bearing capacity of BFRRC-filled circular steel tubular stub column specimens with fiber content

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图 8 耗能计算模型

Figure 8. Calculation model of energy dissipation

P—Load; P_m—Peak load; Δ—Displacement in axial direction; Δ_u—Displacement at the end of the test

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图 9 圆钢管BFRRC短柱耗能因子与取代率、纤维掺量变化关系

Figure 9. Relations among energy dissipation factor, replacement ratio, and fiber content for the BFRRC-filled circular steel tubular stub column specimens

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图 10 圆钢管BFRRC短柱延性系数与取代率、纤维掺量变化关系

Figure 10. Relations among ductility coefficient, replacement ratio, and fiber content for the BFRRC-filled circular steel tubular stub column specimens

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图 11 圆钢管BFRRC短柱无量纲组合截面应力-应变全过程曲线

Figure 11. Dimensionless full-curves of composite-section stress versus strain for the BFRRC-filled circular steel tubular stub column specimens

σ and σ_m—Composite-section stress and peak stress; ε and ε_m—Composite-section strain and peak strain

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图 12 典型圆钢管BFRRC短柱组合截面应力-应变试验与计算曲线对比

Figure 12. Comparison of composite-section stress-strain curves between test and calculation for typical BFRRC-filled circular steel tubular stub column specimens

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表 1 再生混凝土(RAC)的配合比

Table 1. Mix ratio of recycled aggregate concrete (RAC)

δ/%	Water-binder ratio	Sand ratio/%	Net water/ (kg·m⁻³)	Additional water/ (kg·m⁻³)	Cement/ (kg·m⁻³)	Fly-ash/ (kg·m⁻³)	Recycled coarse aggregate/ (kg·m⁻³)	Nature coarse aggregate/ (kg·m⁻³)	Sand/ (kg·m⁻³)	Water reducer/ (kg·m⁻³)
0	0.40	31	205	0.0	427.1	85.4	0.0	1115.2	501	2.56
25	0.40	31	205	15.6	427.1	85.4	278.8	836.4	501	2.56
50	0.40	31	205	31.2	427.1	85.4	557.6	557.6	501	2.56
75	0.40	31	205	46.8	427.1	85.4	836.4	278.8	501	2.56
100	0.40	31	205	62.5	427.1	85.4	1115.2	0.0	501	2.56
Note: δ—Replacement ratio of recycled coarse aggregate.

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表 2 RAC实测强度指标

Table 2. Measured strength index of RAC

Specimen	δ/%	λ/(kg·m⁻³)	f_cu/MPa	f_c/MPa	f_c/f_cu	E_c/GPa	v
NAC	0	0	37.4	31.8	0.85	24.70	0.20
RAC(25%)	25	0	36.5	28.5	0.78	16.80	0.23
RAC(50%)	50	0	34.2	26.0	0.76	16.60	0.25
RAC(75%)	75	0	32.9	23.8	0.72	13.30	0.26
RAC(100%)	100	0	32.7	23.2	0.71	15.20	0.27
2BF/NAC	0	2	37.9	32.9	0.87	24.80	0.16
2BF/RAC(25%)	25	2	37.0	29.0	0.78	19.01	0.17
2BF/RAC(50%)	50	2	34.9	26.7	0.77	18.48	0.19
2BF/RAC(75%)	75	2	33.8	24.6	0.73	14.60	0.20
2BF/RAC(100%)	100	2	33.1	23.7	0.72	13.42	0.22
4BF/NAC	0	4	38.7	33.1	0.86	28.40	0.14
4BF/RAC(25%)	25	4	37.6	29.4	0.78	21.47	0.16
4BF/RAC(50%)	50	4	36.2	27.5	0.76	18.91	0.18
4BF/RAC(75%)	75	4	35.1	25.8	0.74	19.06	0.19
4BF/RAC(100%)	100	4	34.2	24.0	0.70	18.27	0.21
Notes: λ—Mass of basalt fiber added to 1 m³ RAC; f_cu—Cubic compressive strength; f_c—Axial compressive strength; E_c—Elastic modulus, which is the secant modulus of the stress-strain curve from origin to 0.4 f_c; v—Poisson’s ratio, which is the ratio of the transverse strain to the longitudinal strain of basalt fiber reinforced recycledconcrete (BFRRC) at 0.4 f_c stress.

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表 3 圆钢管玄武岩纤维再生混凝土(BFRRC)短柱具体设计参数及实测峰值承载力

Table 3. Specific design parameters and measured peak bearing capacity of the basalt fiber reinforced recycled concrete (BFRRC)-filled circular steel tubular stub column specimens

Specimen	α	ξ	f_c/MPa	N_u/kN
NAC	0.0942	0.997	31.8	1484.0
RAC(25%)	0.0942	1.113	28.5	1475.0
RAC(50%)	0.0942	1.220	26.0	1470.2
RAC(75%)	0.0942	1.332	23.8	1415.4
RAC(100%)	0.0942	1.367	23.2	1357.1
2BF/NAC	0.0942	0.964	32.9	1554.2
2BF/RAC(25%)	0.0942	1.093	29.0	1536.7
2BF/RAC(50%)	0.0942	1.188	26.7	1468.2
2BF/RAC(75%)	0.0942	1.289	24.6	1418.1
2BF/RAC(100%)	0.0942	1.338	23.7	1346.8
4BF/NAC	0.0942	0.958	33.1	1499.2
4BF/RAC(25%)	0.0942	1.079	29.4	1490.4
4BF/RAC(50%)	0.0942	1.153	27.5	1446.7
4BF/RAC(75%)	0.0942	1.229	25.8	1426.9
4BF/RAC(100%)	0.0942	1.321	24.0	1369.9
Notes: α—Steel ratio, α=A_s/A_c, where A_s and A_c are the cross-sectional area of the steel tube and internal concrete, respectively; ξ—Confinement coefficient, ξ=αf_y/f_c; N_u—Test value of the ultimate bearing capacity of the specimen; NAC—Natural aggregate concrete; f_y—Yield strength of steel tube. In the naming method of a specimen, for example, in 2BF/RAC(25%), 2 represents the basalt fiber content of 2 kg/m³, 25% is the replacement ratio of recycled coarse aggregate.

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表 4 圆钢管BFRRC短柱各应力值、承载力退化幅度和回升幅度

Table 4. Stress values, degradation amplitude and rebound amplitude for bearing capacity of the BFRRC-filled circular steel tubular stub column specimens

Specimen	σ₁	σ₂	σ₃	λ₁	λ₂
NAC	74.74	65.85	74.21	0.88	0.99
RAC(25%)	74.29	72.79	76.94	0.98	1.04
RAC(50%)	74.04	69.75	75.37	0.94	1.02
RAC(75%)	71.28	67.69	70.10	0.95	0.98
RAC(100%)	68.35	66.07	73.47	0.97	1.07
Average	—	—	—	0.94	1.02
2BF/NAC	78.27	61.34	62.61	0.78	0.80
2BF/RAC(25%)	77.39	71.32	79.83	0.92	1.03
2BF/RAC(50%)	73.94	70.14	71.06	0.95	0.96
2BF/RAC(75%)	71.42	68.57	73.73	0.96	1.03
2BF/RAC(100%)	67.83	64.63	72.92	0.95	1.08
Average	—	—	—	0.91	0.98
4BF/NAC	75.50	73.03	77.17	0.97	1.02
4BF/RAC(25%)	75.06	67.04	79.41	0.89	1.06
4BF/RAC(50%)	72.86	68.77	76.21	0.94	1.05
4BF/RAC(75%)	71.86	69.67	73.73	0.97	1.03
4BF/RAC(100%)	68.99	66.61	74.42	0.97	1.08
Average	—	—	—	0.95	1.05
Notes: σ₁, σ₂ and σ₃—First peak stress, the valley stress, and secondary peak stress, respectively; λ₁ and λ₂—Degradation amplitude and rebound amplitude for bearing capacity.

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表 5 圆钢管BFRRC短柱轴压性能指标

Table 5. Axial compression performance index of BFRRC-filled circular steel tubular stub column specimens

Specimen	P_m/kN	η	μ
NAC	1484.0	0.831	1.87
RAC(25%)	1475.0	0.841	1.99
RAC(50%)	1470.2	0.854	2.09
RAC(75%)	1415.4	0.866	2.18
RAC(100%)	1357.1	0.867	2.26
2BF/NAC	1554.2	0.854	1.89
2BF/RAC(25%)	1536.7	0.866	2.03
2BF/RAC(50%)	1468.2	0.869	2.10
2BF/RAC(75%)	1418.1	0.885	2.28
2BF/RAC(100%)	1346.8	0.886	2.37
4BF/NAC	1499.2	0.876	1.93
4BF/RAC(25%)	1490.4	0.885	2.13
4BF/RAC(50%)	1446.7	0.888	2.20
4BF/RAC(75%)	1426.9	0.889	2.30
4BF/RAC(100%)	1369.9	0.890	2.48
Notes: P_m—Test value of ultimate bearing capacity; η—Energy dissipation factor; μ—Ductility coefficient.

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