The Axial Compression Behavior of Basalt Fiber-Reinforced Recycled Aggregate Concrete-Filled Circular Steel-Tubular Column
Abstract
:1. Introduction
2. Test Overview
2.1. Specimen Design and Production
2.2. Test Device and Loading Method
3. Loading Process and Failure Mode of C-BFRACFST Medium-Length Column under Axial Compression
4. Results and Analysis of the Axial Compression Test on C-BFRACFST Medium-Length Column
4.1. Load–Horizontal/Longitudinal Strain Curve
4.2. Load–Longitudinal Displacement Curve
4.3. Load Ratio–horizontal Deformation Coefficient Curve
4.4. Analysis of the Effect of the Ultimate Bearing Capacity and Peak Displacement
4.5. Energy Dissipation
4.6. Ductility Coefficient
5. Finite Element Analysis of C-BFRACFST Medium-Length Column
5.1. Constitutive Relation of the Materials
5.1.1. Determination of the Peak Strain Correction Coefficient η
5.1.2. Determination of Effective Horizontal Compression Stress of Steel Tubes
5.1.3. Determination of Circumferential Tensile Stress fsh of Circular Steel Tubes
5.1.4. Determination of the Axial Compression Strength fcc of the Constrained Concrete
5.1.5. The Values of Peak Strain εc0, Axial Compression Strength fc0 and Elastic Modulus of Unconfined Concrete
5.2. Establishment of the Finite Element Model
5.2.1. Element Type Selection and Meshing
5.2.2. Establishment of Contact
5.2.3. Boundary Conditions
5.3. Finite Element Simulation Analysis
Comparative Analysis of ABAQUS Results
6. Conclusions
- (1)
- Under the axial compression load, instability or shear failure occurs in the columns of C-BFRACFST;
- (2)
- The ultimate bearing capacity of a specimen progressively decreases along with the recycled aggregate replacement ratio or L/D increasing and displays almost no change as the BF content increases. When the recycled aggregate replacement ratio increases from 50% to 100% or the L/D increases from 8 to 11, the ultimate bearing capacity of specimens decreases by 3.45% and 1.37%, respectively;
- (3)
- Under an axial compression load, changing the recycled aggregate replacement ratio has a minimal impact on the energy-dissipation capacity of specimens, while increasing BF content can increase the specimen energy-dissipation capacity at the later stage of bearing. Meanwhile, the energy-dissipation capacity of specimens is poor when the L/D is relatively large;
- (4)
- The displacement ductility coefficient of the C-BFRACFST column decreases with the recycled aggregate replacement ratio or L/D increasing, and gradually increases with increasing BF content. When the BF content increases from 2 kg/m3 to 4 kg/m3, the displacement ductility coefficient of specimens increases by 13.34%. However, as the recycled aggregate replacement ratio increases from 50% to 100% or the L/D increases from 8 to 11, the displacement ductility coefficient of specimens decreases by 8.91% and 43.52%, respectively;
- (5)
- In this study, the constitutive relation of core BFRAC under a constraint of circular steel tubing is derived. On this basis, a finite element model is created, and this model reflects the axial compression behavior of the C-BFRACFST column well.
Author Contributions
Funding
Institutional Review Board Statement
Informed Consent Statement
Data Availability Statement
Conflicts of Interest
References
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γ (%) | W/B | Sand Ratio (%) | Water (kg/m3) | Cementitious Material (kg/m3) | Coarse Aggregate (kg/m3) | Sand (kg/m3) | Water Reducer (kg/m3) | |||
---|---|---|---|---|---|---|---|---|---|---|
Purified Water | Additional Water | Cement | Fly Ash | Recycled | Natural | |||||
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 |
γ (%) | 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 |
Specimens | L (mm) | γ (%) | mBF (kg/m3) | L/D | α | ξ | Nu (kN) | Δu (mm) |
---|---|---|---|---|---|---|---|---|
CA-0-2-8 | 912 | 0 | 2 | 8 | 0.1351 | 1.038 | 1109.33 | 10.74 |
CA-100-2-8 | 912 | 100 | 2 | 8 | 0.1351 | 1.338 | 1005.33 | 13.0 |
CA-50-2-8 | 912 | 50 | 2 | 8 | 0.1351 | 1.193 | 1041.33 | 9.31 |
CA-50-0-8 | 912 | 50 | 0 | 8 | 0.1351 | 1.234 | 1037.64 | 15.95 |
CA-50-4-8 | 912 | 50 | 4 | 8 | 0.1351 | 1.119 | 1041.33 | 9.18 |
CA-50-2-5 | 570 | 50 | 2 | 5 | 0.1351 | 1.193 | 1102.87 | 8.38 |
CA-50-2-11 | 1254 | 50 | 2 | 11 | 0.1351 | 1.193 | 1027.08 | 9.26 |
Model Parameters | Dilation Angle | Eccentricity | fb0/fc0 | K | Viscosity Parameter |
---|---|---|---|---|---|
Takes values | 30° | 0.1 | 1.16 | 0.667 | 0.005 |
Specimen Number | L (mm) | Nu (kN) | Ne (kN) | Nu/Ne |
---|---|---|---|---|
CA-0-2-8 | 912 | 1109.33 | 1134.98 | 0.977 |
CA-100-2-8 | 912 | 1005.33 | 1017.72 | 0.988 |
CA-50-2-8 | 912 | 1041.33 | 1061.50 | 0.981 |
CA-50-0-8 | 912 | 1037.64 | 1057.55 | 0.981 |
CA-50-4-8 | 912 | 1041.33 | 1067.19 | 0.976 |
CA-50-2-5 | 570 | 1102.87 | 1132.04 | 0.974 |
CA-50-2-11 | 1254 | 1027.08 | 1027.26 | 1.000 |
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Zhang, X.; Luo, C.; Wang, J.; Kuang, X.; Huang, Y. The Axial Compression Behavior of Basalt Fiber-Reinforced Recycled Aggregate Concrete-Filled Circular Steel-Tubular Column. Sustainability 2023, 15, 14351. https://doi.org/10.3390/su151914351
Zhang X, Luo C, Wang J, Kuang X, Huang Y. The Axial Compression Behavior of Basalt Fiber-Reinforced Recycled Aggregate Concrete-Filled Circular Steel-Tubular Column. Sustainability. 2023; 15(19):14351. https://doi.org/10.3390/su151914351
Chicago/Turabian StyleZhang, Xianggang, Chengyi Luo, Junbo Wang, Xiaomei Kuang, and Yajun Huang. 2023. "The Axial Compression Behavior of Basalt Fiber-Reinforced Recycled Aggregate Concrete-Filled Circular Steel-Tubular Column" Sustainability 15, no. 19: 14351. https://doi.org/10.3390/su151914351