Study on Eccentric Compression Mechanical Characteristics of Basalt Fiber-Reinforced Recycled Aggregate Concrete-Filled Circular Steel Tubular Column
Abstract
:1. Introduction
2. Experimental Overviews
2.1. Design and Manufacture of Specimens
2.2. Test Device
3. Experiment Results and Analyses
3.1. Failure Mode and Load–Lateral Displacement Curve
3.2. Load–Axial Displacement Curve
- (1)
- As shown in Figure 4a, under the BF content, L/D and eccentricity remain unchanged and increasing the replacement ratios of RCA gradually decreased the slope for specimen’s load–axial displacement curve during elastic and elastic–plastic stages, indicating a reduction in the specimen’s stiffness. After attaining the ultimate bearing capacity, each specimen’s curve entered the declining section, and both the curves’ development trend and variation range are essentially the same.
- (2)
- As demonstrated in Figure 4b, the specimen’s curve exhibits little difference between the elastic and elastic–plastic stages when the replacement ratio of RCA, L/D, and eccentricity are kept constant. As the load approached the ultimate bearing capacity, specimen CE-50-0-8-35′s axial displacement became larger, indicating that the specimen’s ductility increased as the BF content increased.
- (3)
- As illustrated from Figure 4c, keeping the BF content the same caused the replacement ratio of RCA and eccentricity to remain unchanged. The slope for the specimen’s load–axial displacement curve during the rising section decreased as the L/D improved, that is, the specimen’s stiffness gradually decreased. After reaching the ultimate bearing capacity, the declining section of specimen CE-50-2-5-35 was gentle, indicating when L/D was improved, the specimen’s bearing capacity in the declining section decreased sharply.
- (4)
- As demonstrated in Figure 4d, under the BF content, the L/D as well as replacement ratio of RCA remain unchanged; furthermore, the larger the eccentricity, the smaller the slope of specimen’s load–axial displacement curve. After reaching the ultimate bearing capacity, specimen CE-50-2-8-35′s bearing capacity decreased sharply. At the end of loading, the two specimens’ development trend was consistent. It was demonstrated that as the eccentricity increased, the specimen’s maximum bearing capacity slowly reduced, and the bearing capacity reduced slowly after reaching the ultimate bearing capacity.
3.3. Deflection Sine Half-Wave Curve Height–Lateral Deflection Curve
3.4. Stress–Strain Curve
- (1)
- Load–longitudinal strain curve
- (2)
- Load–transverse strain curve
3.5. The Longitudinal Strain Distribution along the Height of the Middle Section of the Column
3.6. Influence Analysis of Ultimate Bearing Capacity
- (1)
- As illustrated in Figure 9a, under the condition of eccentric compression, and with the improvement for replacement ratios, the eccentric bearing capacity for the C-BFRRACFST columns nearly unaltered. That is, as the replacement ratio of RCA was 0%, although the compressive strength of the core BFRRAC under uniaxial compression load was higher, the overall bearing capacity of the C-BFRRACFST columns failed to demonstrate the advantages of its core BFRRAC.
- (2)
- As seen in Figure 9b, increasing the BF content had little effect on the eccentric compression bearing capacity of the C-BFRRACFST column.
- (3)
- As shown in Figure 9c, compared with specimen CE-50-2-8-35 with an L/D of 8, the ultimate bearing capacity for specimen CE-50-2-5-35 with an L/D of 5 increased by 16.44%, while the ultimate bearing capacity for specimen CE-50-2-11-35 with an L/D of 11 was reduced by 9.47%. This demonstrates that as the L/D increased, the ultimate bearing capacity of the C-BFRRACFST column gradually decreased.
- (4)
- As demonstrated in Figure 9d, for the C-BFRRACFST column with an RCA replacement ratio of 50%, a BF content of 2 kg/m3, an an L/D of 8, when the eccentricity was improved from 35 to 70 mm, the ultimate bearing capacity decreased by 26.47%. It can be observed that the ultimate bearing capacity for the C-BFRRACFST column progressively reduced with the improvement in eccentricity.
3.7. Ductility Coefficient
- (1)
- From Figure 10a, the specimen’s displacement ductility coefficient was concentrated in 8.89~11.02 under various replacement ratios of RCA. Compared with specimen CE-50-2-8-35, the displacement ductility coefficient of specimen CE-0-2-8-35 increased by 3.32%, while specimen CE-100-2-8-35 decreased by 16.65%; that is, the specimen’s displacement ductility coefficient gradually decreased with the improvement in replacement ratios of RCA.
- (2)
- The eccentric compression displacement ductility coefficient of the C-BFRRACFST column was displayed through Figure 10b with various BF contents, and it can be observed that the specimen’s displacement ductility coefficient was concentrated between 10.67 and 12.81. Compared with specimen CE-50-2-8-35, the displacement ductility coefficient of specimen CE-50-0-8-35 increased by 1.40%, with a small increase, while specimen CE-50-4-8-35 increased by 20.10%; that is, increasing the BF content can considerably increase the specimen’s displacement ductility coefficient.
- (3)
- The C-BFRRACFST column’s eccentric compression displacement ductility coefficient under various L/D is presented in Figure 10c, where it can be observed that the specimen’s displacement ductility coefficient was concentrated between 8.13 and 1.81. Compared with specimen CE-50-2-8-35, the displacement ductility coefficient of specimen CE-50-2-5-35 increased by 1.31%, while specimen CE-50-2-11-35 decreased by 23.80%, which is a large reduction; that is, the specimen’s displacement ductility coefficient gradually decreased with the increase in L/D.
4. Finite Element Analysis of Circular Steel Tube Basalt Fiber Recycled Concrete Column
4.1. Constitutive Relation
4.2. Establishment of ABAQUS Model
4.3. Finite Element Simulation Analysis
4.3.1. Comparative Analysis of ABAQUS Results
4.3.2. Analysis of Influence Factors of Eccentricity
4.3.3. Bearing Capacity Correlation Equation of Compression-Bending Member
5. Conclusions
- (1)
- Under eccentric compression load, in the specimens with an L/D of 8 and 11, the final failure mode was bending failure caused by the global buckling of the steel tube; for the specimens with an L/D of 5, the final failure mode was bending failure caused by the the interaction between global buckling and local buckling.
- (2)
- At different stages of eccentric compression loading, the C-BFRRACFST column’s mid-span section strain primarily complied with the plane section assumption, and the lateral deflection along the column height distribution basically conformed to the sinusoidal half-wave curve.
- (3)
- Under the eccentric compression load, the replacement ratio of RCA and BF content had little effect on the peak load of the specimen. With the increase in L/D, the peak load and ductility were significantly reduced. Increasing the BF content can significantly improve the ductility. The increase in eccentricity also has a significant adverse effect on the peak load.
- (4)
- The finite element model established during this study better reflects the eccentric compression performance of the C-BFRRACFST column. Through the finite element analysis of the eccentricity-influencing factors, the specimens’ ultimate bearing capacity under various eccentricity was obtained. The specimen’s ultimate bearing capacity and the elastic stiffness considerably decreased as eccentricity improved.
- (5)
- Based on the existing calculation equation of CFST, the calculation equation for the stable compressive bearing capacity of the C-BFRRACFST column is presented, and the N/Nu-M/Mu correlation curve equation is modified. The calculation results demonstrate close alignment with the finite element simulation results and provide reference for the related design and application in engineering construction.
Author Contributions
Funding
Institutional Review Board Statement
Informed Consent Statement
Data Availability Statement
Conflicts of Interest
References
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r/% | Water–Binder Ratio | Sand Ratio/% | Water | Cementitious Materials | Coarse Aggregate | Sand | Water-Reducing Agent | |||
---|---|---|---|---|---|---|---|---|---|---|
Net Water | Additional Water | Cement | Fly Ash | RCA | NCA | |||||
0 | 0.40 | 31 | 205 | 0.0 | 427.1 | 85.4 | 0.0 | 1115.2 | 501 | 2.56 |
50 | 0.40 | 31 | 205 | 31.2 | 427.1 | 85.4 | 557.6 | 557.6 | 501 | 2.56 |
100 | 0.40 | 31 | 205 | 62.5 | 427.1 | 85.4 | 1115.2 | 0.0 | 501 | 2.56 |
r (%) | mBF (kg/m3) | fcu (MPa) | fc (MPa) | Ec (GPa) | νc |
---|---|---|---|---|---|
0 | 2 | 52.8 | 41.5 | 33.5 | 0.22 |
50 | 0 | 48.5 | 34.9 | 29.2 | 0.23 |
2 | 50.7 | 36.1 | 31.4 | 0.20 | |
4 | 51.9 | 38.5 | 34.6 | 0.18 | |
100 | 2 | 46.1 | 32.2 | 28.3 | 0.19 |
Specimen Number | L (mm) | L/D | e | α | ξ | Nu (kN) | Peak Displacement (mm) |
---|---|---|---|---|---|---|---|
CE-0-2-8-35 | 912 | 8 | 35 | 0.1351 | 1.038 | 566.04 | 6.2 |
CE-100-2-8-35 | 912 | 8 | 35 | 0.1351 | 1.338 | 567.07 | 7.47 |
CE-50-2-8-35 | 912 | 8 | 35 | 0.1351 | 1.193 | 566.22 | 6.71 |
CE-50-2-8-70 | 912 | 8 | 70 | 0.1351 | 1.193 | 416.29 | 8.22 |
CE-50-0-8-35 | 912 | 8 | 35 | 0.1351 | 1.234 | 568.01 | 8.51 |
CE-50-4-8-35 | 912 | 8 | 35 | 0.1351 | 1.119 | 561.85 | 6.07 |
CE-50-2-5-35 | 570 | 5 | 35 | 0.1351 | 1.193 | 659.33 | 8.55 |
CE-50-2-11-35 | 1254 | 11 | 35 | 0.1351 | 1.193 | 512.59 | 8.68 |
Specimen Number | L (mm) | Nu (kN) | Ne (kN) | Mu (kN m) | Nu/Ne |
---|---|---|---|---|---|
CE-0-2-8-35 | 912 | 566.04 | 566.21 | 19.82 | 1.000 |
CE-100-2-8-35 | 912 | 567.07 | 576.19 | 20.17 | 0.984 |
CE-50-2-8-35 | 912 | 566.22 | 567.05 | 19.85 | 0.999 |
CE-50-2-8-70 | 912 | 416.29 | 377.08 | 26.40 | 1.104 |
CE-50-0-8-35 | 912 | 568.01 | 575.03 | 20.13 | 0.988 |
CE-50-4-8-35 | 912 | 561.85 | 562.29 | 19.68 | 0.999 |
CE-50-2-5-35 | 570 | 659.33 | 663.34 | 23.22 | 0.994 |
CE-50-2-11-35 | 1254 | 512.59 | 489.96 | 17.15 | 1.046 |
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Zhang, X.; Niu, J.; Qiao, S.; Luo, C.; Fan, Y.; Kuang, X.; Huang, Y. Study on Eccentric Compression Mechanical Characteristics of Basalt Fiber-Reinforced Recycled Aggregate Concrete-Filled Circular Steel Tubular Column. Coatings 2023, 13, 1923. https://doi.org/10.3390/coatings13111923
Zhang X, Niu J, Qiao S, Luo C, Fan Y, Kuang X, Huang Y. Study on Eccentric Compression Mechanical Characteristics of Basalt Fiber-Reinforced Recycled Aggregate Concrete-Filled Circular Steel Tubular Column. Coatings. 2023; 13(11):1923. https://doi.org/10.3390/coatings13111923
Chicago/Turabian StyleZhang, Xianggang, Jixiang Niu, Shuai Qiao, Chengyi Luo, Yuhui Fan, Xiaomei Kuang, and Yajun Huang. 2023. "Study on Eccentric Compression Mechanical Characteristics of Basalt Fiber-Reinforced Recycled Aggregate Concrete-Filled Circular Steel Tubular Column" Coatings 13, no. 11: 1923. https://doi.org/10.3390/coatings13111923