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No. | Author and year | Type of shear connectors | Methods | Parameters considered | Conclusion |
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1 | [59] | Headed shear stud | Experimental | Spacing of shear stud | The composite beam showed adequate structural behaviour under flexural shear. Results indicated that the shear stud on the top of web is necessary for the composite action. |
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2 | [28] | Web opening | Experimental | Strengths of concrete. | Concrete infill increased the ultimate load-capacity composite beam up to double. The postfailure load is higher than that of the only steel beam. |
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3 | [55] | Headed shear stud | Experimental | Stud position | Shear studs in a vertical position on both sides of the bottom flange proved it as the most efficient. The studs on the bottom flange improved the load capacity compared to the specimens without studs. |
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4 | [56] | Headed shear stud | Experimental | Positions of shear studs | The shear stud that welds on the bottom flange showed improved loading capacity. The specimens with shear studs are considered more ductility than those without. |
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5 | [64] | Web opening | Experimental and analytical | Web opening | Using a shear stud or tie bar improves the shear resistance. It enhances the slip behaviour and ductility, and shear capacity increases with larger web opening diameter and higher concrete strengths. |
Tie bars | Web opening with tie bar |
Headed shear |
Stud |
Ducts |
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6 | [1] | Headed shear stud | Analytical | Headed shear studs. Horizontal studs. | Proposing design equations based on the plastic analysis method to predict the ultimate loading under flexural. The design procedures were in accordance with the principles in eurocode 4. |
Concrete dowels | Dowel reinforcement. |
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7 | [34] | Web opening | Design proposal | Locations of sections that were analysed during the beam span | Despite the increasing span up to 25%. |
Achieving optimum advantages of the structural system with keeping the features of a slim floor. Adding to limiting the deformation. |
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8 | [35] | Headed shear stud | Experimental and analytical | Shear connection | Certain connector parts were designed to be RC dowels to prevent failure to connect between the steel beam and the concrete slab. Experimental and analytical outcomes displayed sufficient consistency. |
Web opening | Loading |
With or without concrete dowel |
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9 | [90] | Headed shear stud | Experimental | Depth of slim floor beams. | The slim floor beam showed adequate flexural behaviour and well interaction between the steel and concrete. Concrete and steel are considered to work together regarding the flexural capacity, the shape of steel beam, and deformations. |
Web opening | Type and size of steel shape beam. |
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10 | [30] | Transverse steel bar | Experimental | Shear interaction: 25/40/100%. | Transverse bars proved to be sufficient shear connections and increased the ductility in a composite beam. Bigger dowels of concrete improved the performance of the slim floor beam. |
Clamping. Concrete cover. |
Shear studs. |
Diameter of concrete dowel. |
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11 | [25] | Web opening dowel shear connector | Experimental and numerical | Diameter of the concrete dowel cylinder. | The concrete dowel in the steel web has a necessary function in the load capacity. A larger hole led to reduced load-moment of the steel beam. The diameter of the tie bar increased the load capacity. Recommended hole to be from 80 to 120 mm. |
Embedded the tie rebar in the dowel. |
Strength of concrete. |
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