1 — Vertical loading (Cl. 17)

Concrete (RC, γ = 25 kN/m³): w = 25 × 0.400 = 10.00 kN/m²

Formwork SW = 0.50  |  Falsework SW = 0.15 kN/m²

Construction live (Cl. 17.4.3.1): base 0.75 + concreting (300–700 mm slab):

max(0.75, min(1.75, 10% × 10.0)) = 1.00 kN/m²

w_total = 10.00 + 0.50 + 0.15 + 0.75 + 1.00 = 12.40 kN/m²

2 — Wind (Cl. 17.5) — z = 6 m, town terrain, SE England

S_wind = T_wind × v_b,map × (1 + A/1000) = 1.0 × 21.5 × 1.05 = 22.58 m/s

c_e(z)·c_e,T (Table 16, town, 6 m) = 1.608

q_p = 0.613 × 0.7 × 1.608 × 22.58² = 351.6 N/m²

F_W,max = c_f·q_p·A_ref = 1.2 × 0.3516 × 8.0 = 3.38 kN

F_W,work (200 N/m²) = 1.92 kN

3 — Min. lateral stability (Cl. 19.2.9.1), W = 120 kN

F_H = max(2.5%×W  ;  1%×W + wind + other)

= max(3.00 ; 1.20 + 4.50 + 0) = max(3.00 ; 5.70)

→ F_H = 5.70 kN ← case (b) governs

4 — Beam check — primary tube, 0.9 m span (Annex A.1, Table B.1 Type 4 new)

w = 3.5 kN/m  |  M = wL²/8 = 3.5 × 0.81/8 = 0.354 kNm vs M_c = 1.12 kNm (32%) ✓

V = wL/2 = 1.575 kN vs 21.1 kN ✓

δ = 5wL⁴/(384EI) = 1.03 mm vs L/500 = 1.8 mm (57%) ✓ PASS

engine
correctly
fails 1.2mAt 1.2 m span: δ = 3.26 mm > 2.4 mm → engine correctly FAILS on deflection ✓

5 — Standard compression (Cl. 19.4.2.4.4 + Table A.2)

h_clear = 4.0 m, mid-height ledger → L_panel = 2.0 m

Jacks: top = 0.45 m, bottom = 0.30 m

L_e,top = L + 2m₁L = 2.0 + 2(0.225)(2.0) = 2.90 m (governs)

λ = 2900/15.7 = 184.7 → EXCEEDS 180! Engine flags & FAILS ✗

p_c(184.7) = 28.0 N/mm² → N_Rd = 28.0×557/1000 = 15.60 kN < N_Ed = 18 kN (uc 1.15)

Remedial: reduce top jack to 0.30 m → L_e = 2.60 m, λ = 165.6

p_c(165.6) = 34.7 N/mm² → N_Rd = 19.3 kN ≥ 18 kN ✓ PASS

6 — Sole plate (Cl. 18.4 / Table 18) — N = 18 kN, Class 3 ground

Baseplate 150 mm: σ = 18/0.0225 = 800 kPa ≤ 0.75×3000 = 2250 kPa

→ No sole board required; engine details 1-board sole 225×1500 (σ_ground = 53 kPa) ✓ PASS

67/67 regression tests pass. Engine matches hand calc exactly. VERDICT: ✓ ALL MATCH