I-BEAM DESIGN CALCULATOR (EN 1993-1-1:2022)

INPUT DATA

Member Geometry (I-Section)

L = m   Member Length

h = mm   Section Depth

b = mm   Flange Width

t_f = mm   Flange Thickness

t_w = mm   Web Thickness

Partial Factors (EN 1990)

γ_G =   Partial Factor for Permanent Actions

γ_Q =   Partial Factor for Variable Actions

Imperfections

α =   Imperfection Factor (EN 1993-1-1 Table 6.1)

K =   Effective Length Factor

DESIGN VALUES OF ACTIONS (EN 1990)

E_d = 1.35·G_k + 1.50·Q_k,1 = 52.75 kN/m   Design Value of Distributed Load

N_Ed = 1.35·N_G + 1.50·N_Q = 192.50 kN   Design Value of Axial Force

ACTIONS

M_Ed = E_d·L²/8 = 237.38 kN·m   Design Value of Maximum Moment

V_Ed = E_d·L/2 = 158.25 kN   Design Value of Maximum Shear

SECTION PROPERTIES (EN 1993-1-1)

h_w = h − 2·t_f = 276 mm

A = 2·b·t_f + h_w·t_w = 62.88 cm²   Cross-sectional Area

I_y = 8333.33 cm⁴   Second Moment of Area (strong axis)

I_z = 320.00 cm⁴   Second Moment of Area (weak axis)

W_el,y = 555.56 cm³   Elastic Section Modulus (strong axis)

W_pl,y = 622.22 cm³   Plastic Section Modulus (strong axis)

i_y = 11.51 cm   Radius of gyration (strong axis)

i_z = 2.26 cm   Radius of gyration (weak axis)

DESIGN RESISTANCE CHECKS (EN 1993-1-1)

Tension Resistance (Clause 6.2.3)

N_pl,Rd = A·f_y/γ_M0 = 1729.20 kN   Design Plastic Resistance in Tension

N_u,Rd = 0.6·A_net·f_u/γ_M2 = 1621.75 kN   Design Resistance for Net Section

Tension Check: N_Ed/N_pl,Rd = 0.111

Compression Resistance (Clause 6.2.4)

λ_̄ = L/(i·π)·√(f_y/E) = 0.83   Normalized slenderness

χ = 1/(Φ + √(Φ² − λ_̄²)) = 0.74   Reduction factor

Φ = 0.5·[1 + α(λ_̄ − 0.2) + λ_̄²] = 0.93   Initial imperfection factor

N_b,Rd = χ·A·f_y/γ_M1 = 1279.56 kN   Design Buckling Resistance

Compression Check: N_Ed/N_b,Rd = 0.151

Bending Resistance (Clause 6.2.5)

M_c,Rd = W_pl,y·f_y/γ_M0 = 1711.11 kN·m   Design Moment Resistance

Bending Check: M_Ed/M_c,Rd = 0.139

Combined Axial and Bending (Clause 6.2.9)

M_N,Rd = M_c,Rd·(1 − N_Ed/N_pl,Rd) = 1519.89 kN·m   Reduced Moment Resistance

Interaction Check: N_Ed/N_b,Rd + M_Ed/M_N,Rd = 0.285

Shear Resistance (Clause 6.2.6)

A_v = h·t_w = 24.00 cm²   Shear Area

V_pl,Rd = A_v·f_y/(√3·γ_M0) = 382.92 kN   Design Shear Resistance

Shear Check: V_Ed/V_pl,Rd = 0.413

Deflection Check (Serviceability)

δ_max = 5·G_k·L⁴/(384·E·I_y) = 8.52 mm

δ_limit = L/250 = 24.00 mm

Deflection Check: δ_max/δ_limit = 0.355

Section Classification (EN 1993-1-1 Table 5.2)

c/t_f = (b − t_w)/(2·t_f) = 8.00   Flange slenderness ratio

ε = √(235/f_y) = 0.92   Material coefficient

Class 1 limit = 9·ε = 8.31   Class 1 flange limit

Class 2 limit = 10·ε = 9.23   Class 2 flange limit

Section Classification: Class 1

RESULTS