Free Tool · EN 1997-1 · GB 50007-2011 · IS 2911 · Pile Bearing Capacity
Pile Bearing Capacity Calculator
Calculate pile foundation bearing capacity per EN 1997-1 §7, GB 50007-2011 §5.3, or IS 2911 §6.5. Shaft friction Qs by layer + base resistance Qb = ultimate capacity Qu. Driven, bored, CFA, and micropile types supported.
Design Code
Pile Geometry
Applied Load
Design value N_Ed (factored)
Soil Profile
From (m)To (m)Soil typeφ’ (°)c_u (kPa)γ (kN/m³)
Results
34.4%
PASS
Utilization
EN 1997-1
Q_s — shaft friction (kN)743.6 kN
Q_b — base resistance (kN)2338.2 kN
Q_u — ultimate capacity (kN)3081.8 kN
Q_d — design capacity (kN)2614.2 kN
Shaft Friction by Layer
Depth (m)
Soil
φ’ (°)
c_u (kPa)
Q_s (kN)
0–4
clay
22
50
169.6
4–10
sand
35
0
245.3
10–15
sand
38
0
328.7
EN 1997-1:2004 §7.6 — Pile Compression Resistance (DA1)
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Q_s is shaft friction — the resistance developed along the pile shaft from soil-pile adhesion and friction. Q_b is base resistance — the bearing pressure at the pile tip multiplied by the base area. Ultimate capacity Q_u = Q_s + Q_b. For slender piles in soft clay, Q_s dominates; for short stubby piles in dense gravel, Q_b can be significant.
How does the EN 1997-1 α-method differ from the β-method?▾
The α-method applies to undrained (short-term) loading in cohesive soils: f_s = α·c_u, where α ≈ 0.45–0.50 accounts for softening at the pile-soil interface. The β-method applies to drained conditions in granular soils: f_s = K·σ'_v·tan(δ), where K is the earth-pressure coefficient (0.5 for bored, 0.7 for driven) and δ is the interface friction angle (≈ 0.67φ'). EN 1997-2 Annex D provides detailed guidance.
What partial factors does EN 1997-1 apply to pile resistance?▾
Annex A Table A.6–A.9 gives resistance factors γ_b (base) and γ_s (shaft) and the combined γ_t. For driven piles (recommended values): γ_b = γ_s = γ_t = 1.0. For bored piles: γ_b = 1.25, γ_s = 1.0, γ_t = 1.15. Design resistance is R_c,d = R_b,k/γ_b + R_s,k/γ_s (or R_c,k/γ_t if the total is governing).
How does GB 50007-2011 calculate single pile capacity?▾
GB 50007 §5.3 uses tabulated characteristic unit skin friction q_sik and tip resistance q_pk values based on soil type and pile type (driven vs bored). R_uk = q_pk·A_p + Σ q_sik·u·l_i. Allowable single-pile capacity is R_a = R_uk/K where K=2.0 (safety factor per §5.3.3). Loads are characteristic (unfactored), and R_a is compared directly to the characteristic column load N_k.
What factor of safety does IS 2911 use?▾
IS 2911 (Part 1/Sec 2):2010 §6.5.4 recommends a factor of safety F_s of 2.5 for initial design, reducible to 2.0 when load tests are performed. The allowable load Q_safe = Q_u/F_s. The standard uses the static formula Q_u = Q_s + Q_b with α-method for cohesive soils and β-method for granular soils, with N_q computed from Berezantsev/Meyerhof theory.
When should I use CFA (continuous flight auger) piles?▾
CFA piles suit soft ground where open boreholes would collapse, and urban sites where vibration from driving is restricted. The continuous auger prevents soil collapse during installation. Their capacity is intermediate between driven and open-bored: EN 1997-1 applies γ_b=1.25 and γ_t=1.15 (same as bored), while GB 50007 treats them as bored piles for tabulated q_sik values. CFA piles are not yet explicitly covered by IS 2911 but common practice applies bored pile factors.