Punching shear resistance of slabs and column bases with shear reinforcement, vRd,cs
Eurocode 2 part 1-1: Design of concrete structures 6.4.5 (1)
Where shear reinforcement is required, it should be calculated in accordance with the punching shear resistance:
| vRd,cs = 0,75 vRd,c + 1,5 (d/sr) Asw fywd,ef (1/(u1d)) sinα | (6.52) |
where:
- vRd,c
- is the punching shear resistance [MPa] in cases without shear reinforcement, see applications for slabs and column bases
- Asw
- is the area of one perimeter of shear reinforcement around the column, in [mm2]
- fywd,ef
- is the effective design strength of the punching shear reinforcement [MPa],
fywd,ef = 250 + 0,25 d ≤ fywd
with- fywd
- the design yield strength of the shear reinforcement, fywd = fyk/γS
see § 2.4.2.4 (1) for the values of γS,
see § 3.2.2 (3)P for the uper limit of fyk,
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]
- sr
- 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/sr may be given the value 0,67 - u1
- 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 vRd,cs from your inputs.
