Parametric Study on Built-Up Cold-Formed Steel Beams with Web Openings Connected by Spot Welding
Abstract
:1. Introduction
2. Summary of Experimental Investigations
2.1. Validation Data
- flanges of back-to-back lipped channels with a cross-section of C120/47/2.0;
- corrugated webs made of steel sheets of 0.80 mm (mid part of the beam) and 1.20 mm (at beam ends);
- shear panels at both ends of the beam (flat plates with thicknesses of 1.00 mm or 1.20 mm), where the shear force is the highest;
- U150/70/2.0 as reinforcing profiles at the point-of-application of the forces in order to avoid excessive local deformations.
2.2. Experimental Results
3. FE Model
3.1. Supports Boundary Conditions
3.2. Spot-Weld Modelling
3.3. Geometrical Imperfections
3.4. Solver Scheme and Loading Setup
3.5. Element Selection and Mesh Sensitivity
3.6. Validation of Developed FE Model
4. Parametric Numerical Study
4.1. Influence of the Beam’s Height
4.2. Influence of the Section and Thickness of the Flanges
4.3. Influence of the Shear Panels
4.4. Influence of Corrugated Web Thickness
4.5. Summary of the Main Parameters
5. Conclusions and Future Research
- The flanges that carry the bending moments and the webs, due to their corrugations, are not able to carry any normal stresses, only shear stresses. Beams with corrugated webs behave similarly to lattice girders.
- By changing the area of the flange, an increase in the bearing capacity is obtained, especially increasing the height of the flange cross-section. The increase is more significant for beams where there are web openings.
- The corrugated web appears to be the weakest component of the structural system. Increased web thickness can lead to major improvements in both the strength and stiffness of the beam. The behavior of such a beam is dominated by the shear capacity of the corrugated web. An improvement in the fabrication process, by fabricating thicker webs, leads to significant improvements in the capacity and stiffness of CWB beams.
- An increase in bearing capacity can be observed when the height of the beam increases.
- The impact of changing the length of the shear panels on beam performance is much smaller than the contribution of the flanges or beam height.
- The presence of a stiffened web opening reduces the bearing capacity of the beam. However, the proposed reinforced solution significantly decreases the impact of the web opening, which led to a decrease of up to 50% in the strength in other studies.
Author Contributions
Funding
Data Availability Statement
Conflicts of Interest
References
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Category | Description |
---|---|
Geometrical parameters of the beam | Length of the beam Height of the beam |
Connections | Diameter of the holes Edge distance Number of holes and distance between them |
Spot-welding parameters | Number of vertical spot-welding rows on the web Number of corrugations overlapped with the shear panels Number of spot welds between flanges and web |
Shear panels | Length of the shear panels Thickness of the shear panels (from 0.80 mm to 2.00 mm) |
Flanges | Section of the flanges (C120, C150, C180, C200, C250, C300) Thickness of the flange’s profiles (from 0.80 mm to 2.50 mm) |
Corrugated webs | Thickness of the corrugated web (from 0.80 mm to 1.50 mm) Length of the corrugated web and overlapping length with the shear panels |
Web openings | Presence of a web opening Width of the web opening—with a width multiple of the corrugation width Height of the web opening—limited to the distance between flanges Position along the length of the beam |
Boundary conditions | Suppressed degrees of freedom around the holes Block lateral displacements of the lower flange considering the presence of fly braces |
Model | Height | Maximum Force |
---|---|---|
M1-6000 WO | 800 mm | 185.14 kN |
M2-6000 WO | 900 mm | 196.36 kN |
M3-6000 WO | 1000 mm | 197.50 kN |
M1-7500 WO | 850 mm | 169.65 kN |
M2-7500 WO | 1000 mm | 175.66 kN |
M1-9000 WO | 900 mm | 179.11 kN |
M2-9000 WO | 1200 mm | 213.77 kN |
M1-6000 | 800 mm | 193.99 kN |
M3-6000 | 1000 mm | 208.91 kN |
M1-7500 | 850 mm | 176.84 kN |
M2-7500 | 1000 mm | 198.34 kN |
M1-9000 | 900 mm | 195.08 kN |
M2-9000 | 1200 mm | 241.93 kN |
Model | Section and Thickness | Maximum Force | |
---|---|---|---|
M1-6000 WO | C150 | 2.00 mm | 185.14 kN |
M9-6000 WO | C180 | 2.00 mm | 200.73 kN |
M10-6000 WO | C200 | 2.00 mm | 237.14 kN |
M11-6000 WO | C150 | 2.50 mm | 205.63 kN |
M1-7500 WO | C150 | 2.00 mm | 169.65 kN |
M5-7500 WO | C200 | 2.00 mm | 203.80 kN |
M6-7500 WO | C150 | 2.50 mm | 184.17 kN |
M1-9000 WO | C180 | 2.00 mm | 179.11 kN |
M3-9000 WO | C200 | 2.00 mm | 197.82 kN |
M1-6000 | C150 | 2.00 mm | 193.99 kN |
M8-6000 | C200 | 2.00 mm | 239.67 kN |
M1-7500 | C150 | 2.00 mm | 176.84 kN |
M5-7500 | C200 | 2.00 mm | 209.84 kN |
M6-7500 | C150 | 2.50 mm | 195.21 kN |
M1-9000 | C180 | 2.00 mm | 195.08 kN |
M3-9000 | C200 | 2.00 mm | 202.65 kN |
M6-9000 | C180 | 2.50 mm | 205.24 kN |
Model | Shear Panels | Maximum Force |
---|---|---|
M1-6000 WO | 600 mm × 1.20 mm | 185.14 kN |
M5-6000 WO | 850 mm × 1.20 mm | 192.68 kN |
M6-6000 WO | 1000 mm × 1.20 mm | 206.80 kN |
M1-7500 WO | 740 mm × 1.20 mm | 169.65 kN |
M3-7500 WO | 1000 mm × 1.20 mm | 174.85 kN |
M4-7500 WO | 740 mm × 2.00 mm | 174.50 kN |
M1-9000 WO | 900 mm × 1.20 mm | 179.11 kN |
M5-9000 WO | 1650 mm × 1.20 mm | 211.43 kN |
M1-6000 | 600 mm × 1.20 mm | 193.99 kN |
M5-6000 | 850 mm × 1.20 mm | 202.60 kN |
M1-7500 | 740 mm × 1.20 mm | 176.84 kN |
M3-7500 | 1000 mm × 1.20 mm | 186.95 kN |
M1-9000 | 900 mm × 1.20 mm | 195.08 kN |
M5-9000 | 1650 mm × 1.20 mm | 208.57 kN |
Model | Thickness | Maximum Force | Stiffness |
---|---|---|---|
M1-6000 WO | 1.00 mm | 185.14 kN | 11705 N/mm |
M12-6000 WO | 1.20 mm | 251.44 kN | 15165 N/mm |
M13-6000 WO | 1.50 mm | 328.89 kN | 18565 N/mm |
M1-7500 WO | 1.00 mm | 169.65 kN | 9155 N/mm |
M7-7500 WO | 1.50 mm | 255.06 kN | 13510 N/mm |
M1-9000 WO | 1.00 mm | 179.11 kN | 7805 N/mm |
M4-9000 WO | 1.50 mm | 274.16 kN | 11690 N/mm |
M1-6000 | 1.00 mm | 193.99 kN | 12565 N/mm |
M13-6000 | 1.50 mm | 367.76 kN | 21290 N/mm |
M1-7500 | 1.00 mm | 176.84 kN | 9875 N/mm |
M7-7500 | 1.50 mm | 280.24 kN | 15040 N/mm |
M1-9000 | 1.00 mm | 195.08 kN | 8960 N/mm |
M4-9000 | 1.50 mm | 282.06 kN | 12790 N/mm |
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Cristian, A.A.; Ungureanu, V. Parametric Study on Built-Up Cold-Formed Steel Beams with Web Openings Connected by Spot Welding. Buildings 2023, 13, 237. https://doi.org/10.3390/buildings13010237
Cristian AA, Ungureanu V. Parametric Study on Built-Up Cold-Formed Steel Beams with Web Openings Connected by Spot Welding. Buildings. 2023; 13(1):237. https://doi.org/10.3390/buildings13010237
Chicago/Turabian StyleCristian, Antonio Andrei, and Viorel Ungureanu. 2023. "Parametric Study on Built-Up Cold-Formed Steel Beams with Web Openings Connected by Spot Welding" Buildings 13, no. 1: 237. https://doi.org/10.3390/buildings13010237