Finite element analysis of punching shear behaviour of concrete slabs supported on rectangular columns

Milligan, Graeme J.; Polak, Maria Anna; Zurell, Cory

doi:10.1016/j.engstruct.2020.111189

Cited by 37 publications

(36 citation statements)

References 17 publications

Supporting

Mentioning

Contrasting

Order By: Relevance

“…The stress–strain relationship of the concrete under uniaxial compression was represented based on Hognestad parabola (Genikomsou and Polak, 2015), which can be subdivided into three parts (Figure 2). The first part O-A represents the linear elastic branch, assumed until 0.4fc' and adopting the initial elasticity modulus, Ec=5000fc' (Laguta, 2020; Milligan, 2018; Stoner, 2015). The second segment A-B shows the nonlinear ascending branch with the modulus of elasticity Et=5500fc', which is tangent to the parabola at the origin.…”

Section: Finite Element Modelmentioning

confidence: 99%

See 1 more Smart Citation

Numerical and analytical investigation on the moment and deformation capacity of interior slab-column connections without shear reinforcement

Tang

Chen

et al. 2021

Advances in Structural Engineering

View full text Add to dashboard Cite

In this study, nonlinear finite element analyses of reinforced concrete interior slab-column connections were performed to investigate their punching shear behavior under gravity and lateral loads without shear reinforcement. A numerical model based on the concrete damaged plasticity (CDP) model in ABAQUS was developed with suitable constitutive models for concrete and reinforcements using eight-node brick elements with reduced integration and three-dimensional truss elements, respectively. The model was calibrated in comparison with the test results of an interior slab-column connection without shear reinforcement. Moreover, the validity of the calibrated model was verified using other test results. Then, a parametric study was conducted to examine the influence of different design variables on the unbalanced moment and deformation capacity of slab-column connections. Finally, based on the existing experimental data and finite element analysis results obtained in this work, formulas for calculating the ultimate unbalanced moment and drift ratio were proposed using the nonlinear fitting method. The proposed formulas were compared with the existing methods provided by other national codes and researchers, verifying the rationality of the proposed formulas.

show abstract

Section: Finite Element Modelmentioning

confidence: 99%

“…Meanwhile, the steel reinforcement stress–strain relationship was assumed to be elastically perfectly plastic, with the elastic modulus equal to 200,000 MPa according to ACI318-19. The Poisson’s ratio for reinforcement was usually set to 0.3 (Genikomsou and Polak, 2015; Laguta, 2020; Milligan, 2018).…”

Section: Finite Element Modelmentioning

confidence: 99%

Numerical and analytical investigation on the moment and deformation capacity of interior slab-column connections without shear reinforcement

Tang

Chen

et al. 2021

Advances in Structural Engineering

View full text Add to dashboard Cite

show abstract

“…Previous FEA of slabs supported on rectangular columns [10] and walls [11] has shown that the shear stresses along the column perimeter and the critical perimeters assumed in design codes, mainly that assumed in ACI 318-19 [5], are non-uniform and typically concentrate along the short sides and near the corners of the column. Similar stress concentrations are expected for slabs supported on L-shaped columns, and as such, it is hypothesized that the diagonal portion of the critical perimeter shown in Fig.…”

Section: Punching Shear Design Of L-shaped Slab-column Connections According To Aci 318-19 and Eurocode 2 (2004)mentioning

confidence: 99%

Nonlinear finite element analysis of punching shear strength of reinforced concrete slabs supported on L-shaped columns

2020

Self Cite

View full text Add to dashboard Cite

Most current concrete design codes include provisions for punching shear of reinforced concrete slabs supported on columns with L, T, and cruciform shapes. Reference studies verifying the accuracy of these code provisions are typically not provided. Empirical data of punching failures of slabs supported on columns with L, T, and cruciform shapes are limited due to the cost and time required to test specimens with slab thicknesses and column sizes commonly used in practice. In this paper, the punching shear behaviour of five interior L-shaped slab-column connections, one without a slab opening and four with slab openings, subjected to static concentric loading are analyzed using a plasticity-based nonlinear finite element model (FEM) in ABAQUS. The FEM is similar to models previously calibrated at the University of Waterloo and are calibrated considering nine slabs that are tested to study the impact of column rectangularity on the punching shear behaviour of reinforced concrete slabs. The finite element analysis results indicate that shear stresses primarily concentrate around the ends of the L, and that current code predictions from ACI 318-19 and Eurocode 2 may be unconservative due to the assumed critical perimeters around L-shaped columns.

show abstract

“…Experimental work is too expensive to investigate one parameter, and became more expensive if it does to investigate many parameters. A numerical approach using a finite element method (FEM) has been done by [6] - [9] to investigate the behavior of interior column-slab connections and show that the approach gives good results compared to the experimental results. Also, detailed mechanisms of stress and strain distributions of materials are difficult to visualize in experimental work, however, they can be easily obtained using finite element analysis [10] and [11].…”

Section: Introductionmentioning

confidence: 99%

Finite element analysis of punching shear-unbalanced moment interactions at edge column-flat plate connections

Sudarsana¹,

Wiryadi²,

Susila³

2022

J Appl Eng Science

View full text Add to dashboard Cite

The unbalance moments at the edge connections of flat plate structures induced by lateral forces (i.e. an earthquake) may not always act in parallel directions of the building axes. Most research studied the unbalanced moments in one direction, a few of them in biaxial directions, and none of them in incline directions. This paper presents the results of a nonlinear finite element analysis on punching shear capacity at edge column-slab connections subjected to three directions of the unbalanced moments namely perpendicular, incline 45°, and parallel to the slab free edge in combination with the shear force. A 3-D numerical analysis of ten isolated edge column-plate connections was conducted by applying an appropriate element size, mesh, and calibrated material parameters of the concrete damage plasticity (CDP) model in ABAQUS. the connections were subjected to ten variations of the moment to shear (M/V) ratios. The results show that the punching shear capacity decreases exponentially for the unbalanced moment acting perpendicular and parallel to the slab free edge, and linearly for unbalanced moment incline 45° as the increase in M/V ratio. The M-V interaction at the edge connections depends on the unbalanced moment directions which are slightly different from the ACI 318 code.

show abstract

Finite element analysis of punching shear behaviour of concrete slabs supported on rectangular columns

Cited by 37 publications

References 17 publications

Numerical and analytical investigation on the moment and deformation capacity of interior slab-column connections without shear reinforcement

Numerical and analytical investigation on the moment and deformation capacity of interior slab-column connections without shear reinforcement

Nonlinear finite element analysis of punching shear strength of reinforced concrete slabs supported on L-shaped columns

Finite element analysis of punching shear-unbalanced moment interactions at edge column-flat plate connections

Contact Info

Product

Resources

About