Free Tool · EN 1997-1 Annex D · Terzaghi · Meyerhof · Brinch Hansen · Civil Geotechnical

Bearing Capacity Calculator

Shallow foundation bearing resistance per EN 1997-1 Annex D. Three formulations (Terzaghi, Meyerhof, Brinch Hansen) with full shape, depth, inclination, base, and ground correction factors. Drained (c'–φ') and undrained (cu) modes. Design Approach 1 (Combination 1 & 2), 2, and 3 with partial-factor audit trail.

Footing Geometry
Soil Parameters
Applied Loads
Horizontal-to-vertical ratio. Equivalent to H = V · tan(α). Leave 0 for direct vertical.
Design Approach
EN 1997-1 §2.4.7.3 — National Annex specifies DA.
Override partial factors
Leave blank to use the EN 1997-1 default for the chosen DA. Used values are flagged USER OVERRIDE in the report.
Bearing Capacity Results
Design action σ_Vd (kPa) —
Design resistance R_d (kPa) —
Effective area B_eff × L_eff (m²) —
Governing formulation —
Failure mode —
Worked Example — square footing 2m×2m, DA1C2
Utilization σ_Vd / R_d NaN% PASS
Design resistance R_d (kPa) 537.74 kPa
Brinch Hansen / Annex D 537.74 kPa
Meyerhof (1963) 695.08 kPa
Terzaghi (1943) 157.85 kPa
φ'=32°, c'=0kPa, γ=18kN/m³, V=600kN

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Frequently Asked Questions

What is the difference between Terzaghi, Meyerhof, and Brinch Hansen?+
All three use the same N_c, N_q, N_γ bearing capacity factors but differ in correction factors. Terzaghi (1943) was first — simple shape factors (1.0/1.3 strip/square) and no depth correction. Meyerhof (1963) added depth factors and inclination factors for eccentric/inclined loads. Brinch Hansen (1970) refined inclination and base-inclination factors and is the basis for EN 1997-1 Annex D. For routine practice, the Brinch Hansen / Annex D approach is the normative method under Eurocode 7.
Which Design Approach should I use?+
The choice is national — each country's National Annex specifies the preferred DA. The UK NA recommends DA1 (check both C1 and C2 and take the worse). Germany and most continental countries use DA2. DA3 is uncommon for spread foundations. DA1C2 governs for most φ'-dominated soils; DA1C1 governs where permanent actions are large relative to live loads.
What are shape, depth, and inclination factors?+
Shape factors (s_c, s_q, s_γ) account for three-dimensional flow failure for non-strip footings. Depth factors (d_c, d_q, d_γ) add resistance from soil above the foundation level. Inclination factors (i_c, i_q, i_γ) reduce capacity when a horizontal load H is applied alongside V — the bearing failure surface is less favorable for inclined loading. EN 1997-1 Annex D Tables D.1–D.3 tabulate the normative expressions.
When does eccentricity matter?+
Moment about an axis (M_B or M_L) shifts the resultant load off-center. EN 1997-1 §6.5.4 uses the effective-area method: replace B and L with effective dimensions B_eff = B – 2e_B and L_eff = L – 2e_L where e = M/V. Bearing capacity is then checked on the reduced area. If eccentricity exceeds B/4 or L/4 the design is unusual — separate checks for uplift and toe pressure are required.