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002045

Dipl.-Ing. (FH) Richard Haase

2026-04-30

Punching Shear Design with Double Headed Anchors According to EOTA TR 060 for EC2

This article deals with double-head anchor punching shear reinforcement in accordance with EOTA TR060, which is applicable to EC2. It describes the applicability, the consideration of manufacturer-specific parameters, as well as a breakdown of the required verification formats.

1 - Consideration of manufacturer-dependent parameters

In RFEM 6, the EOTA TR060 guideline is implemented so that the product-specific parameters can be adjusted individually.
These differing parameters of the manufacturer approvals (ETA) can be found in the bearing capacity configurations under the standard parameters.

The following parameters may differ:

γ_s (partial safety factor for double-headed anchors)
k_pu,sl (factor for calculating V_Rd,max for slabs)
η (k₁,k₂) (consideration of effective depth for slabs)
k_pu,fo (factor for calculating V_Rd,max for foundations)

Info

Planned feature

Furthermore, there is the possibility of considering the compressive normal stresses for the calculation of the v_Rd,max value for slabs. This positive effect of consideration must be explicitly mentioned in the corresponding ETA approvals or by the manufacturer. If this is the case, the option can be activated in the bearing capacity configurations.

Standard Parameters for Punching Reinforcement According to EOTA TR 060

2 - Concrete resistance values

Slabs

The v_Rd,c calculation for slabs without punching shear reinforcement is identical to the calculation from EC2 according to Equation 6.47; in EOTA TR 060 this equation is referred to as 2.10.

v_{Rd,c} = C_{Rd,c} \cdot k \cdot \sqrt[3]{100 \cdot ρ_{l} \cdot f_{ck}} + k_{1} \cdot σ_{cp} \geq (v_{\min} + k_{1} \cdot σ_{cp})

Punching Shear Resistance for Slabs Without Punching Shear Reinforcement According to Eq. 2.10

For the calculation of the maximum resistance value v_Rd,max, the compressive normal stresses are neglected by default, as recommended in EOTA TR060. As already mentioned in Chapter 1, however, these can also be taken into account by activating the option in the bearing capacity configuration.
The resistance value of the maximum transferable punching load is calculated in Equation 2.17.

v_{Rd,max} = k_{pu,sl} \cdot v_{Rd,c}

Maximum Punching Shear Resistance for Slabs According to Eq. 2.17

Foundations

For the calculation of the resistance value for foundation design, the preliminary value C_Rd,c is assumed to be 0.18/ γc (mat foundation and slender foundations). The distance a is determined iteratively and leads to the governing utilization of v_Ed,red/v_Rd,c. The upper limit here is 2d. An explicit explanation can be found in the following technical article.

https://www.dlubal.com/de/support-und-schulungen/support/knowledge-base/001409

v_{Rd,c} = C_{Rd,c} \cdot k \cdot \sqrt[3]{100 \cdot ρ l \cdot f_{ck}} \cdot \frac{2 \cdot d}{a} \geq \frac{v_{\min} \cdot 2 \cdot d}{a}

Punching Shear Resistance for Foundations Without Punching Reinforcement According to Eq. 2.16

The resistance value v_Rd,max is calculated according to Equation 2.19.

v_{Rd,max} = k_{pu, f o} \cdot v_{Rd,c}

Maximum Punching Shear Resistance for Foundations According to Eq. 2.19

3 - Applicability limits of punching shear reinforcement

The punching shear failure mode cannot generally be prevented by excessive punching shear reinforcement. As a prerequisite, the verification of the maximum resistance v_Ed ≤ v_Rd,max must be satisfied. Once this verification is satisfied, the proof can also be achieved by selecting appropriate punching shear reinforcement.

Therefore, the factors k_pu,sl and k_pu,fo mentioned in Chapter 1 have a major influence.
The concrete resistance value v_Rd,c is multiplied by the corresponding factor depending on the component type. Higher factors therefore allow a greater transferable punching load.

Tip

If verification UL0401 is not satisfied, there is the possibility of increasing the reinforcement area, since the average flexural reinforcement ratio ρ_l influences the calculation of the resistance value v_Rd,c. However, the reinforcement ratio is limited to an application limit of min (2% ; 0.5 * f_cd / f_yd). If this also does not help, the only remaining options are to increase the concrete compressive strength or the effective depth d.

4 - Resistance values of double-headed anchors

Unlike in the Eurocode, the reinforcement value of the double-headed anchors is not calculated per control perimeter. The EOTA TR060 guideline distinguishes between two zones. Zone C is the area that, for slabs, is 1.125d and, for foundations, 0.8d away from the column edge, wall end, or wall corner.
All cross-sectional areas of the double-headed anchor shafts in zone C are added together to obtain the available reinforcement value.
For slab design, there is also an η factor that takes the effective depth into account.
Zone D is located between the outer control perimeter and zone C.

V_{R d, s y} = n_{c} \cdot m_{c} \cdot \frac{{d^{2}}_{A} \cdot π \cdot f_{yk}}{4 \cdot γ_{s} \cdot η}

Double-Headed Anchor Resistance for Plates According to Eq. 2.18

V_{R d, s} = f_{ywd} \cdot A_{sw; 0.8d}

Double-Headed Anchor Resistance for Foundations and Slabs According to Eq. 2.20

5 - Outer control perimeter

The outer control perimeter is located at a distance of 1.5d from the last control perimeter reinforced with double-headed anchors. The verification is satisfied when the acting force at the outer control perimeter no longer requires any punching shear reinforcement, i.e. the concrete resistance is sufficient. This verification is carried out by comparing the required and available perimeter of the outer control perimeter.

u_{out,erf} = \frac{β_{red} \cdot V_{E d}}{v_{R d, c} \cdot d}

Required Circumference of Outer Perimeter Section According to Eq. 2.21

6 - Design rules

Slabs

The following applies to radial spacing:

The first control perimeter must be arranged between 0.35d and 0.5d (from the edge of the punching perimeter).
The second control perimeter may be located at a maximum of 1.125d (from the edge of the punching perimeter); this is the boundary line of zone C.
The subsequent control perimeters may not exceed a radial spacing of 0.75d from the previous control perimeter.

The following applies to tangential spacing:

Up to a radial distance of 1.0d (from the edge of the punching perimeter), the tangential spacing must be less than or equal to 1.7d
On the boundary line of zone C at 1.125d (from the edge of the punching perimeter), the tangential spacing must be less than or equal to 1.8d
In zone D, the tangential spacing must be less than or equal to 3.5d

Spacing Requirements for Double-Headed Anchors According to EOTA TR 060 for Plates

Isolated foundations and mat foundations

The following applies to radial spacing:

The first control perimeter must be arranged at 0.3d (from the edge of the punching perimeter).
The second control perimeter may be located at a maximum of 0.8d (from the edge of the punching perimeter); this is the boundary line of zone C.
The subsequent control perimeters may not exceed a radial spacing of 0.5d - 0.75d (depending on the foundation type) from the previous control perimeter.

The following applies to tangential spacing:

On the boundary line of zone C at 0.8d (from the edge of the punching perimeter), the tangential spacing must be less than or equal to 1.5d

In zone D, the tangential spacing must be less than or equal to 2.0d

Spacing requirements for double-headed anchors according to EOTA TR 060 for Foundations

7 - Verifications

To satisfy the punching shear verification, four conditions must be met.

As already mentioned in Chapter 3, the V_Rd,max verification must be satisfied so that the punching shear verification can generally be carried out. k_ETA are the manufacturer-related values, which differ for slabs (k_pu,sl) and foundations/mat foundations (k_pu,fo).

V_Ed ≤ k_ETA ⋅ V_Rd,c

If the acting force V_Ed ≤ V_Rd,c (at the critical control perimeter), no punching shear reinforcement is required and the verification is satisfied. If V_Ed ≥ V_Rd,c, the punching shear reinforcement must be increased until the resistance value V_Rd,s ≥ V_Ed.

V_Ed ≤ max (V_Rd,c ; V_Rd,s)

The outer control perimeter is located at a distance of 1.5d from the last installed control perimeter with double-headed anchors. The available perimeter of this outer control perimeter must be greater than or equal to the required perimeter.

u_out,erf ≤ u_out,vorh

Furthermore, the design installation rules must be observed and the following conditions must be met.

At least 2 control perimeters in zone C
Radial spacing between the control perimeters
Tangential spacing between the double-headed anchors on a control perimeter

Author

Richard works in Product Engineering, specializing in reinforced concrete, and also assists with Customer Support. He applies his expertise to develop practical solutions.

Links

Download Link for EOTA TR 060

References

https://www.eota.eu/sites/default/files/uploads/Technical%20reports/eota-tr-060.pdf

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