Capital is one of the common measures to strengthen the slab-column connections. It can make the joint's load capacity increase. However, when the connection is subjected to the unbalanced bending moment, the reduction effect of the capital on the bending moment is to be studied. Nonlinear finite element analysis is performed on reinforced concrete slabs with column capital for various moment-to-shear (M/V) ratios. The effect of capital radius on the punching shear resistance of slab-column connections is investigated. The 3D finite element modeling is performed using the concrete damage plasticity model and concrete constitutive equations. The concrete damage plasticity model parameters are calibrated by the experiment results of specimens. Increasing the radius of capital can improve the bearing capacity of nodes and reduce the moment transfer effect obviously.
Shear reinforcement is one of the common measures used to strengthen slab–column connections. It can make the joint’s load capacity increase. However, when the connection is subjected to an unbalanced bending moment, the reduction effect of the shear reinforcement on the bending moment is worth investigating. Nonlinear finite element analysis was performed on reinforced concrete slabs with shear reinforcement for various moment-to-shear (M/V) ratios. The effects of the number and diameter of shear reinforcement and different loading methods on the slab were investigated, as along with a correction to the ACI-318 and China Concrete Structure Design code GB50010 formula for the moment transfer coefficient. The 3D finite element modeling was performed using appropriate element types and a constitutive model for concrete. The concrete damage plasticity model parameters were calibrated using the experimental results of a specimen. The amount of shear reinforcement had a certain contribution to the strength of the slab, but the diameter of the shear reinforcement had little effect. The plate’s bearing capacity decreased as the M/V increased. The corrected moment transfer coefficient formula demonstrates that M/V is positively correlated with the coefficient and that the calculated values specified in ACI-318 and GB50010 are overly conservative.
Rectangular columns used in flat-slab structures run the risk of punching shear damage due to stress concentrations, especially when bending moments and vertical forces act together at the connections. Using the finite element analysis method, the existing experiments are numerically simulated using the 3D modeling software ABAQUS, and describe the cracking behavior of concrete using the concrete damaged plasticity model. The accuracy of the numerical simulation was calibrated by load–displacement curves and crack patterns using the experimental results. The study of the model was set up with different moment-to-shear ratios and outputs the trend of the average shear stress on the eccentric force side of the slab. The moment transfer coefficients are derived through the equation of ACI-318 and compared with the code values. A safe range of side length ratios is proposed to reduce the risk of punching shear damage from the use of rectangular columns. This provides a reference for practical design, but more experiments are needed to support the proposed recommendations.
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