Experimental Study on Static Wind Uplift Resistance of Roofing Systems
Abstract
:1. Introduction
2. Experimental Program
2.1. Test Device
2.2. Specimen Design
2.3. Stress Test
2.4. Deformation Test
2.5. Test Scheme
3. Results Analysis
3.1. Specimen A Stress
3.2. Specimen B Stress
3.3. Specimen B Displacement
3.4. Comparative Analysis of Two Kinds of Specimen Stress
4. Finite Element Analysis
4.1. Finite Element Model
4.2. Model Verification
4.3. Analysis of Finite Element Results
5. Conclusions
- The stress of each structural layer of the roof system gradually increased with the increase of the wind load. Specimen B’s wind-resistant bearing capacity was more significant than Specimen A’s. Specimen A yielded under a wind load of 9 kPa, while Specimen B remained in the elastic stage.
- The stress of the roof panel was significantly larger than that of other structural layers. The stress at the corner of the roof panel of Specimen A was more significant than that in the middle. With the change of the wind load, the stress of the purlin tended to stabilize.
- Specimen B’s most extensive roof panel experienced a peak stress of approximately 275.3 MPa, representing 86% of the yield strength. The vertical displacement of the panel surface was more pronounced than that of the panel rib, and the maximum displacement of the roof panel reached 97.5 mm. The stress difference between the roof slabs of the two specimens gradually decreased as the load increased.
- The finite element simulation results in this paper had a certain reliability, and the maximum fitting coefficient was 0.976. The ultimate bearing capacity of the roof panel exceeded that of the support, and the maximum stress reached 479.64 MPa.
Author Contributions
Funding
Data Availability Statement
Conflicts of Interest
References
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Structural Floor | Material | Elastic Modulus (GPa) | Yield Strength (MPa) |
---|---|---|---|
Backing | Q345B | 206 | 345 |
Purlin | Q345B | 206 | 345 |
Support | Aluminum alloy | 69 | 170 |
Roof panel | AA3004 aluminum magnesium manganese | 70 | 190 |
Category | Support (B) | Roof Panel (B) |
---|---|---|
Yield strength (MPa) | 300 | 329 |
Elasticity modulus (GPa) | 193 | 200 |
Poisson’s ratio | 0.3 | 0.29 |
Thickness (mm) | 0.2 | 0.6 |
Width (mm) | 30 | 468 |
Length (mm) | 50 | 7500 |
Middle Measuring Points | Loading (Pa) | |||
---|---|---|---|---|
3000~5000 | 5000~7000 | 7000~9000 | 9000~11,000 | |
1-4 (MPa) | −30.5 | −39.7 | −54.3 | −81.1 |
2-2 (MPa) | −6.8 | −9.2 | −10.9 | −9.0 |
3-1 (MPa) | 6.9 | 18.7 | 60.6 | 16.0 |
4-4 (MPa) | −123.8 | −156.1 | −126.1 | −209.9 |
Corner Measuring Points | Loading (Pa) | |||
---|---|---|---|---|
3000~5000 | 5000~7000 | 7000~9000 | 9000~11,000 | |
1-6 (MPa) | −13.4 | −23.7 | −27.9 | −29.2 |
3-3 (MPa) | 7.6 | 7.0 | 9.9 | 4.7 |
4-6 (MPa) | −135.5 | −192.7 | −254.8 | −268.9 |
Loading (kPa) | A Max (MPa) | B Max (MPa) | Difference = (A − B)/A (%) | A Min (MPa) | B Min (MPa) | Difference = (A − B)/A (%) |
---|---|---|---|---|---|---|
3 | 87.3 | 31.2 | 64.3 | 35.1 | 6.9 | 80.0 |
6 | 185.3 | 70.1 | 62.2 | 76.3 | 30.2 | 60.5 |
9 | 254.6 | 165.4 | 35.0 | 88.6 | 74.7 | 19.3 |
12 | 268.9 | 275.3 | 2.5 | 169.8 | 141.4 | 16.6 |
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Cheng, L.; Cheng, J. Experimental Study on Static Wind Uplift Resistance of Roofing Systems. Buildings 2024, 14, 65. https://doi.org/10.3390/buildings14010065
Cheng L, Cheng J. Experimental Study on Static Wind Uplift Resistance of Roofing Systems. Buildings. 2024; 14(1):65. https://doi.org/10.3390/buildings14010065
Chicago/Turabian StyleCheng, Laixiu, and Junfeng Cheng. 2024. "Experimental Study on Static Wind Uplift Resistance of Roofing Systems" Buildings 14, no. 1: 65. https://doi.org/10.3390/buildings14010065