# Determining Bearing Resistance According to EN 1997-1

### Technical Article

In addition to the reinforced concrete design according to EN 1992-1-1, RF-/FOUNDATION Pro allows you to perform geotechnical designs according to EN 1997-1.

In RF-/FOUNDATION Pro, the design of the allowable soil pressure is performed as a ground failure resistance design. If you select CEN as National Annex, you have two options for defining the ground failure resistance. First, you can directly specify the allowable characteristic value of the soil pressure σ_{Rk}. Second, there is also the option to analytically determine the bearing capacity according to [1], Annex D.

Figure 01 - Data for Determining Allowable Soil Pressure

The following example shows this determination. In Window 1.1 General Data, we select the option 'Bearing capacity according to EN 1997-1 Annex D'. The analytical method described herein includes 'Method 2', which is preset by default when selecting 'CEN' as NA of the design standard.

#### Soil Layers and Soil Properties

When determining the bearing resistance, it is necessary to specify a soil profile first, which is to be taken into account for the design. Then, the soil profile in the final state is considered; the analytical determination of the bearing resistance is based on this.

In our example, the soil layers adjacent to the foundation (Soil 1') and up to 0.75 m below the foundation base (Soil 2') have the following soil properties:

Specific Weight: γ = 20.00 kN/m³

Angle of Internal Friction: φ_{k} = 28.0°

Cohesion: c'_{k} = 15.00 kN/m²

Figure 02 - Soil Profile in Final State

The soil layer below the soil replacement (Soil 3, from the original soil profile) has the following soil parameters:

Specific Weight: γ = 20.00 kN/m³

Angle of Internal Friction: φ_{k} = 32.0°

No Cohesion: c'_{k} = 0.00 kN/m²

#### Foundation Plate Dimensions

In this example, the calculation of the allowable soil pressure refers to a rectangular foundation plate with the dimensions of 1.50 m x 1.50 m x 0.35 m. In the present model, the bearing capacity of a foundation plate of a steel hall is analyzed. In the middle of the foundation plate, there is a hinged column of the steel hall. Thus, the foundation plate is loaded by the vertical load of V_{d} = 489.08 kN. Figure 3 shows the steel hall column, including the governing support reaction P-Z.

Figure 03 - Considered Column of Steel Hall

#### Determination of Bearing Resistance

The characteristic value of the bearing resistance can be determined for drained conditions according to [1] Appendix D, Expression (D.2):

$$\frac{{\mathrm R}_\mathrm k}{\mathrm A'}\;=\;(\mathrm c'\;\cdot\;{\mathrm N}_\mathrm c\;\cdot\;{\mathrm b}_\mathrm c\;\cdot\;{\mathrm s}_\mathrm c\;\cdot\;{\mathrm i}_\mathrm c)\;+\;(\mathrm q'\;\cdot\;{\mathrm N}_\mathrm q\;\cdot\;{\mathrm b}_\mathrm q\;\cdot\;{\mathrm s}_\mathrm q\;\cdot\;{\mathrm i}_\mathrm q)\;+\;(0,5\;\cdot\;\mathrm\gamma'\;\cdot\;\mathrm B'\;\cdot\;{\mathrm N}_\mathrm\gamma\;\cdot\;{\mathrm b}_\mathrm\gamma\;\cdot\;{\mathrm s}_\mathrm\gamma\;\cdot\;{\mathrm i}_\mathrm\gamma)$$

In the first step, the effective soil properties are determined initially as there are two different layers with different soil properties under the foundation base. In this example, the resulting depth of the ground failure cone is z_{s} = 2.443 m. Thus, Soil 3 is under the foundation base with a depth of 2.443 m - 0.75 m = 1.693 m.

Effective Soil Properties:

$$\mathrm c'\;=\;\frac{0.75\;\mathrm m}{2.443\;\mathrm m}\;\cdot\;15\;\mathrm{kN}/\mathrm m²\;+\;\frac{1.693\;\mathrm m}{2.443\;\mathrm m}\;\cdot\;0.00\;\mathrm{kN}/\mathrm m²\;=\;4.606\;\mathrm{kN}/\mathrm m²$$

γ' = 20 kN/m³

Effective Overburden Pressure at the Level of the Foundation Base:

q' = 0.35 m · 20 kN/m³ = 7.0 kN/m²

In the next step, the dimensionless factors for the bearing resistance, the inclination of the foundation base, the shape of the foundation, and the inclination of the load caused by a horizontal load, are determined.

Dimensionless Factors for Bearing Resistance:

N_{q} = e^{π · }tanφ' · tan² (45 + φ' / 2) = 20.096

N_{c} = (N_{q} - 1) · cos φ' = 32.069

N_{γ} = 2 · (N_{q} - 1) · tan φ' = 22.741

In this example, a foundation plate with a rectangular shape is examined. Thus, the following dimensionless factors result for the shape of the foundation:

s_{q} = 1 + sin φ' = 1.512

s_{γ} = 0.70

s_{c} = (s_{q} · N_{q} - 1) / (N_{q} - 1) = 1.538

In this context, it should be noted that the effective foundation length L' and the effective foundation width B' must be applied to the foundation dimensions. In this case, only the vertical load is examined and the load eccentricity is equal to zero. Thus, the result is L' = B' = 1.50 m and the shape is a ‘square foundation’. If a horizontal load is applied to the foundation, a rectangular effective foundation shape would result from the different effective foundation lengths L' and widths B'.

The resulting dimensionless factors for the inclination of the foundation base b_{c,} b_{q}, and b_{γ} are 1.00 as the bearing resistance design in RF-/FOUNDATION Pro is basically performed for horizontal foundation plates (α = 0°). The resulting dimensionless factors for the inclination of the load caused by a horizontal load H are also 1.00 in this case since no horizontal loads are applied.

Using these input parameters, we can now determine the ground failure resistance according to (D.2):

$$\frac{{\mathrm R}_\mathrm k}{\mathrm A'}\;=\;(4.606\;\cdot\;32.069\;\cdot\;1.538)\;+\;(7.00\;\cdot\;20.096\;\cdot\;1.512)\;+\;(0.5\;\cdot\;20\;\cdot\;1.50\;\cdot\;22.741\;\cdot\;0.70)\;=\;678.66\;\mathrm{kN}/\mathrm m²$$

#### Design Criterion for Ground Failure Resistance

As already mentioned, this example explains the calculation according to CEN using Method 2. Based on the parameters of the National Annex ([1], Table A.5 in this case), the partial factor for ground failure of γ_{R,v} = 1.4 is provided.

Thus, the design value of the ground failure resistance is:

$$\frac{{\mathrm R}_\mathrm d}{\mathrm A'}\;=\;\frac{678.66\;\mathrm{kN}/\mathrm m²}{1.400}\;=\;484.76\;\mathrm{kN}/\mathrm m²$$

The existing soil pressure V'_{d} / A' results from the sum of the stresses due to the axial force in the column and the self-weight of the foundation plate:

$$\frac{\mathrm V'_\mathrm d}{\mathrm A'}\;=\;\frac{({\mathrm P}_{\mathrm Z,\mathrm d}\;+\;{\mathrm G}_{\mathrm p,\mathrm k}\;\cdot\;{\mathrm\gamma}_{\mathrm G,\sup})}{\mathrm A'}\;=\;\frac{(489.09\;\mathrm{kN}\;+\;0.35\;\mathrm m\;\cdot\;1.50\;\mathrm m\;\cdot\;1.50\;\mathrm m\;\cdot\;25\;\mathrm{kN}/\mathrm m³\;\cdot\;1.35)}{2.25\;\mathrm m²}\;=\;229.18\;\mathrm{kN}/\mathrm m²$$

Design Criterion:

$$\frac{\displaystyle\frac{\mathrm V'_\mathrm d}{\mathrm A'}}{\displaystyle\frac{{\mathrm R}_\mathrm d}{\mathrm A'}}\;=\;\frac{229.18\;\mathrm{kN}/\mathrm m²}{484.76\;\mathrm{kN}/\mathrm m²}\;=\;0.473$$

Figure 04 - Design Criterion in Window 2.2 of RF-/FOUNDATION Pro