# Punching shear resistance of lightweight concrete slabs and column bases with shear reinforcement, `v`_{lRd,cs}

_{lRd,cs}

## Eurocode 2 part 1-1: Design of concrete structures 11.6.4.2 (1) & 6.4.5 (1)

Where shear reinforcement is required, it should be calculated in accordance with the punching shear resistance:

v = 0,75 _{lRd,cs}v + 1,5 (_{lRd,c}d/s) _{r}A _{sw}f (1/(_{ywd,ef}u_{1}d)) sinα | (11.6.52) |

where:

`v`_{lRd,c}- is the punching shear resistance [MPa] in cases without shear reinforcement, see applications for slabs and column bases
`A`_{sw}- is the area of one perimeter of shear reinforcement around the column, in [mm
^{2}] `f`_{ywd,ef}- is the effective design strength of the punching shear reinforcement [MPa],

`f`= 250 + 0,25_{ywd,ef}`d`≤`f`_{ywd}

with`f`_{ywd}- the design yield strength of the shear reinforcement,
`f`=_{ywd}`f`/_{yk}`γ`_{S}

see § 2.4.2.4 (1) for the values of`γ`,_{S}

see § 3.2.2 (3)P for the uper limit of`f`,_{yk}

see Figure 3.8 for the design stress-strain diagrams of the reinforcing steel `d`- the mean of the effective depths in the orthogonal directions, in [mm]

`s`_{r}- is the radial spacing of perimeters of shear reinforcement, in [mm]

If a single line of bent-down bars is provided (cf. 9.4.3 for detailing requirements for punching shear reinforcement), the ratio`d`/`s`may be given the value 0,67_{r} `u`_{1}- is the basic control perimeter, see Figure 6.12 and cf. 6.4.2
`α`- is the angle between the shear reinforcement and the plane of the slab.

This application calculates
the punching shear resistance `v _{lRd,cs}`
from your inputs.