Free Resource · EN 1994-1-1 §6.2 + §6.6 + §7.3

Composite Beam Design
Quick-Reference

4-page A4 cheatsheet: effective slab width, plastic moment resistance Mpl,Rd (all three PNA cases), shear connector resistance PRd, degree of shear connection η, and SLS deflection. EN / NL / DE national annex context.

EN 1994-1-1:2004 §5.4.1.2 Effective width §6.2.1.2 M_pl,Rd §6.6.3 P_Rd §6.6.1.2 η degree §7.3.1 Deflection NL/DE NA
What you get — 4 A4 pages
Page 1 — Effective Width & Stud Resistance
b_eff + P_Rd
  • b_eff formula (EN 1994-1-1 §5.4.1.2)
  • b_0, b_ei definitions
  • P_Rd shank + concrete failure
  • α parameter (h_sc/d ratio)
  • γ_V = 1.25 (EN), α_cc NL=1.0
Page 2 — M_pl,Rd (Three PNA Cases)
PNA location
  • PNA in concrete slab (Case A)
  • PNA in steel top flange (Case B)
  • PNA in steel web (Case C)
  • F_a, F_c force balance
  • M_pl,Rd summary table
Page 3 — Shear Connection η
Degree of interaction
  • η = N_c / N_c,f definition
  • η_min formula (L ≤ 25m)
  • Linear interpolation for partial
  • N_f per half-span calculation
  • Stud spacing and count
Page 4 — Deflection + Worked Example
SLS + IPE 400 example
  • n_0, n_L, n_s modular ratios
  • δ_G, δ_Q, δ_shrink components
  • φ_t creep factor
  • IPE 400 / C30/37 / S355 worked
  • L/250 limit check
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Every formula, table value, and clause reference on a single A4 sheet — no standard hunting, no spreadsheet errors. EN 1994-1-1 §6.2, §6.6, and §7.3 in one glance.

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4
Pages
§6.2
M_pl,Rd clauses
NL/DE
National annexes

What's inside the cheatsheet

§5.4.1.2
Effective slab width b_eff
Full formula: b_eff = b_0 + Σb_ei. b_ei = min(L_e/8, b_i/2) for each side. Diagram with b_0, b_e1, b_e2 clearly labelled. Example: 8m span, 3m beam spacing → b_eff = 1750 mm.
§6.6.3
Shear connector P_Rd
P_Rd1 (shank): 0.8·f_u·π·d²/4 / γ_V. P_Rd2 (concrete): 0.29·α·d²·√(f_ck·E_cm) / γ_V. α = 1.0 when h_sc/d ≥ 4, else α = 0.2(h_sc/d + 1). Table of common stud sizes (∅16, ∅19, ∅22, ∅25) with P_Rd values for C20/25 through C50/60.
§6.2.1.2
Plastic moment M_pl,Rd
Three PNA cases with force diagrams. Case A: a = N_pl,a / (0.85·f_cd·b_eff) < h_c. Case B: PNA in top flange. Case C: PNA in web. Summary table of M_pl,Rd by section size (IPE 270–600, HEA/HEB).
§6.6.1.2
Degree of shear connection η
η = N_c / N_c,f. η_min = max(0.4, 1 − (355/f_y)(0.75 − 0.03L)) for L ≤ 25m. Linear interpolation for partial shear connection between M_a,pl,Rd and M_pl,Rd. Quick-reference graph for η_min vs span.
§7.3.1
SLS deflection
n_0 = E_a/E_cm (≈ 6–10). n_L = n_0(1+1.1·φ_t), φ_t ≈ 2.5 indoor. n_s = n_0(1+0.55·φ_t). Total δ = δ_G + δ_Q + δ_shrink. L/250 limit. Modular ratio table for common concrete grades.
NA NL / DE / BE
National Annex values
γ_V = 1.25 (EN/NL/DE/BE). α_cc = 1.0 (NL), 0.85 (EN/DE/BE). Section classification parameters for NL/NEN Annex. DE DIN recommendations for profiled deck shear connection.