Punching & Foundation Design (EC / SNiP)

1. Geometry & Loads

Select Design Standard:

Column size c1 (mm):

Column size c2 (mm):

Effective depth d (mm):

Force VEd (tonf):

Eccentricity β:

Concrete (EC):

Top Reinf. (ρl):

2. Shear Reinforcement

Bar diameter (mm):

Spacing (mm):

Control perimeter u1:-

Design shear stress vEd:-

Concrete resistance vRd,c:-

Max resistance vRd,max:-

Enter data and click Calculate

1. Geometry & Loads

Select Design Standard:

Column size c1 (mm):

Column size c2 (mm):

Eff. depth d (mm):

Load VEd (tonf):

Soil q (kN/m²):

Concrete:

Perimeter u1:-

Reduced Stress vEd,red:-

Resistance vRd,c:-

Enter data and Calculate

1. Geometry & Loads

Select Design Standard:

Section Width b (mm):

Force VEd (tonf):

Eff. depth d (mm):

Reinf. Ratio ρl:

Concrete (EC):

Applied Stress vEd:-

Resistance vRd,c:-

Enter data and Calculate

1. Load Distribution Inputs

Raft Stiffness (Kr):

Pile Group Stiffness (Kp):

Total Load (tonf):

Raft Load Share:-

Pile Load Share:-

Based on simplified stiffness ratio method

Structural Design Literature & References

This calculator is based on the following international and regional codes. All formulas and coefficients have been verified against the standard texts.

1. Punching Shear (Eurocode EN 1992-1-1, Section 6.4)

Control Perimeter (u1): Section 6.4.2 (Figure 6.12). Calculated at 2d from the column face.
Design Shear Stress (vEd): Section 6.4.3 (Eq. 6.38). \(v_{Ed} = \beta \frac{V_{Ed}}{u_1 d}\).
Concrete Resistance (vRd,c): Section 6.4.4 (Eq. 6.47a & 6.47b). Includes size effect factor \(k\) and reinforcement ratio \(\rho_l\).
Maximum Resistance (vRd,max): Section 6.4.5 (Eq. 6.53). Checks for concrete crushing.
Shear Reinforcement (Asw/sr): Section 6.4.5 (Eq. 6.52). Required ratio of shear rebar.
Max Spacing (sr,max): Section 9.4.3 (≤ 0.75d).
Eccentricity Factor (β): Section 6.4.3 (3) & Figure 6.19. Values: 1.15 (Interior), 1.40 (Edge), 1.50 (Corner).

2. Punching Shear (SNiP SP 63.13330)

Perimeter (u): Calculated at a distance of \(h_0/2\) from the column face.
Concrete Capacity (Fb,ult): \(F_{b,ult} = R_{bt} \cdot u \cdot h_0\). The applied force \(F\) must not exceed this capacity.
Shear Reinforcement: If \(F > F_{b,ult}\), vertical or inclined stirrups are required to take the excess force.

3. One-Way Shear (Eurocode EN 1992-1-1, Section 6.2)

Concrete Shear Resistance (VRd,c): Section 6.2.2 (Eq. 6.2a & 6.2b).
Minimum Shear Resistance (vmin): Section 6.2.2 (Eq. 6.3N).

4. One-Way Shear (SNiP SP 63.13330)

Concrete Capacity (Qb): Simplified formula based on \(Q_b = 1.5 R_{bt} b h_0\) (assuming critical section at \(h_0\)). The applied shear \(Q\) must be less than \(Q_b\).

5. Foundation Punching

Eurocode: Section 6.4.4 (8) & (9). The applied force is reduced by the soil pressure acting within the control perimeter (\(V_{Ed,red} = V_{Ed} - \Delta V_{Ed}\)).
SNiP: Similar logic applies, reducing the column load by the soil reaction within the \(h_0/2\) perimeter.

6. Materials & Safety Factors

Eurocode: \(f_{cd} = \alpha_{cc} f_{ck} / \gamma_c\) (γc = 1.5). \(f_{yd} = f_{yk} / \gamma_s\) (γs = 1.15).
SNiP: \(R_{bt}\) values are taken directly from the concrete class tables (B20, B25, etc.).

Punching & Foundation Design (EC / SNiP)

1. Geometry & Loads

2. Shear Reinforcement

1. Geometry & Loads

1. Geometry & Loads

1. Load Distribution Inputs

Structural Design Literature & References

1. Punching Shear (Eurocode EN 1992-1-1, Section 6.4)

2. Punching Shear (SNiP SP 63.13330)

3. One-Way Shear (Eurocode EN 1992-1-1, Section 6.2)

4. One-Way Shear (SNiP SP 63.13330)

5. Foundation Punching

6. Materials & Safety Factors

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