Seismic Performance of Precast Steel Beam-Column Joint with Bolted Connection
Abstract
:1. Introduction
2. Construction of the Joint
3. Test Design
3.1. Specimen Design
3.2. Material Properties
3.3. Test Loading System
3.4. Measurement Program
4. Test Results and Analysis
4.1. Experimental Observations
4.2. Hysteresis Behavior
4.3. Skeleton Curves
4.4. Ductility Performance
4.5. Energy Consumption Capacity
4.6. Stiffness Degradation
5. Conclusions
- (1)
- The joint demonstrates robust load-bearing capacity and plastic rotation capability, facilitating effective plastic hinge formation to safeguard beam-column members from damage. After earthquakes, functionality can be restored by replacing flange connections and high-strength bolt groups.
- (2)
- Flange inner sleeve thickness and length significantly influence the load capacity of the joint. Thicker flange inner sleeves primarily enhance the peak load capacity and stiffness degradation resistance in the joint. Meanwhile, longer flange inner sleeves primarily enhance the ductility and energy dissipation capacity.
Author Contributions
Funding
Data Availability Statement
Conflicts of Interest
Nomenclature
SST | Square steel tubular |
H | Specimen thickness |
The length of the H-shaped steel beam | |
The length of the flange inner sleeve | |
The thickness of the flange inner sleeve | |
Yield strength | |
Ultimate strength | |
Modulus of elasticity | |
Post-break elongation | |
Yield displacement | |
Ultimate displacement | |
Ductility coefficient |
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Test Specimens | (mm) | (mm) | Bolt Spacing Arrangement (mm) | Mounting Clearance (mm) | Bolt |
---|---|---|---|---|---|
FJD-1N | 8 | 300 | 110-60-110 | 2 | M20 |
FJD-2N | 8 | 250 | 110-60-110 | 2 | M20 |
FJD-3N | 6 | 300 | 110-60-110 | 2 | M20 |
FJD-4N | 6 | 250 | 110-60-110 | 2 | M20 |
Name of Material Component | Specimen Number | |||||
---|---|---|---|---|---|---|
Beam Wing Edge | HY | 6.5 | 391.7 | 504.6 | 209259 | 34.77 |
Beam webs | HF | 9 | 378.3 | 533.5 | 221938 | 36.23 |
Flange 1 | F6 | 6 | 398.7 | 546.6 | 206546 | 32.23 |
Flange 2 | F8 | 8 | 421.2 | 581.1 | 218357 | 36.56 |
SST column | Z10 | 10 | 357.6 | 528.8 | 214357 | 29.46 |
Flange cover plate | T10 | 10 | 352.6 | 519.6 | 210469 | 26.67 |
Specimen Number | ) | μ₁ | |
---|---|---|---|
FJD-1N | 100 | 28 | 3.57 |
−100 | −30 | 3.33 | |
FJD-2N | 72 | 24 | 3.00 |
−72 | −26 | 2.77 | |
FJD-3N | 92 | 28 | 3.29 |
−92 | −30 | 3.07 | |
FJD-4N | 56 | 18 | 3.11 |
−56 | −20 | 2.8 |
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Chen, Y.; Lu, Y.; Liu, T. Seismic Performance of Precast Steel Beam-Column Joint with Bolted Connection. Buildings 2024, 14, 2588. https://doi.org/10.3390/buildings14082588
Chen Y, Lu Y, Liu T. Seismic Performance of Precast Steel Beam-Column Joint with Bolted Connection. Buildings. 2024; 14(8):2588. https://doi.org/10.3390/buildings14082588
Chicago/Turabian StyleChen, Yandan, Yonggang Lu, and Tong Liu. 2024. "Seismic Performance of Precast Steel Beam-Column Joint with Bolted Connection" Buildings 14, no. 8: 2588. https://doi.org/10.3390/buildings14082588