Full pile foundation design: bearing capacity + elastic settlement per EN 1997-1 §7 (DA1/DA2/DA3), GB 50007-2011 §8.5, or IS 2911 §6.5. Multi-layer soil, groundwater, driven/bored/CFA piles.
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EN 1997-1 §2.4.7.3 defines three Design Approaches (DA1, DA2, DA3). For piles, Annex A Tables A.6–A.9 give resistance factors γ_b, γ_s, γ_t. For bored piles: γ_b=1.25, γ_t=1.15. For driven piles: γ_b=γ_s=γ_t=1.0. DA3 additionally applies partial factors to ground parameters (γ_c=1.25, γ_φ=1.25).
The α-method applies to undrained cohesive soils: f_s = α·c_u (α ≈ 0.45–0.50). The β-method applies to drained granular soils: f_s = K_s·σ'_v·tan(δ), where K_s is the lateral earth pressure coefficient (0.50 for bored, 0.70 for driven) and δ ≈ 0.67φ'.
GB 50007 §8.5.3 uses tabulated characteristic unit friction q_sik and tip resistance q_pk by soil type and pile type. R_uk = q_pk·A_p + Σ q_sik·u·l_i. Allowable capacity R_a = R_uk / K (K=2.0 safety factor). Loads are unfactored characteristic values.
Settlement uses a simplified elastic model. EN: Poulos & Davis ρ ≈ Q·I_w/(E_avg·A_b) with influence factor I_w=0.85. GB: ψ_s=0.80 coefficient. IS: Vesic C_p=0.85 tip factor. E_avg is the weighted average soil modulus over the pile length. These are preliminary estimates — final design needs load tests.
IS 2911 uses a working stress approach: Q_safe = Q_u / FOS (FOS=2.5 recommended, reducible to 2.0 with load tests). Eurocode uses partial factors on resistance and/or ground parameters. IS 2911 uses K_s=1.0 for driven piles (vs K=0.70 in EN 1997-1).
CFA piles suit cohesive soils and urban sites where vibration is restricted. EN 1997-1 applies the same partial factors as bored piles (γ_b=1.25, γ_t=1.15). Driven piles offer lower EC7 partial factors (γ_b=γ_t=1.0) and higher GB 50007 tabulated shaft values. IS 2911 Part 2 covers bored cast-in-situ piles applicable to CFA.
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