The contribution of GFRP (glass fiber reinforced polymer) fabric to the bending behavior of steel RHS (rectangular hollow section) beams was investigated by experimental and numerical studies. In the first part of the study, small-scale RHS profiles were strengthened with GFRP fabrics in ten different configurations in the experimental study. The bending behavior of the profiles was determined by three-point bending tests, and the best strengthening configuration was decided. The numerical models were verified with the experimental results. In the second part, real-size RHS beams were strengthened with the optimum strengthening configuration. In the results of the study, it was determined that the U-shaped strengthening provided the maximum contribution to the RHS beams bending behavior. The minimum GFRP size to be used in strengthening is important, as an insufficient GFRP length leads to GFRP failure, and the number of layers should be increased for more load capacity. A total of 25% of the net beam span was determined to be the minimum GRFP length. In full-size beams, a double-layer GFRP increased the maximum load-bearing capacity by 7%. Formulas were obtained to determine the contribution of single and double-layered U-shaped GFRP to the shape factors of the RHS. With the formulations, the plastic moment capacity can be determined.
The strong column-weak beam principle, one of the earthquake resistant building design theories, require the connection area to be strong enough so that the plastic hinge forms in the beam. One of the proposed solutions is to strengthen the column-beam connection zone in steel connection with haunches. This study aims to look at parametrically behavior of column-beam haunched connections under the 100mm vertical displacement controlled loading using the finite element method. To obtain this, a total number of 21 finite elements model with 15, 30, and 45 degrees angles and 6 various stiffener types has been modeled by ABAQUS software. The research later discussed behavior of underlying components of haunch connections models such as the load-displacement curve, bearing capacity, extended end plate bending, stress distribution, and the position of the plastic hinge's development after finite element analysis. The study found that decrease in haunch angle improve the connection's bearing capacity, while in this case, the failure modes and plastic hinges will occur close to the joints which does not meet the code requirements. The article concludes that the 30-degree haunch angle is the most appropriate one in haunch connection and the three parallel and K-stiffeners is the most suitable reinforcement type for the haunched connections.
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