RHS DESIGN CALCULATOR

RHS DESIGN CALCULATOR (EN 1993-1-1:2022)

INPUT DATA

Member Geometry (Rectangular Hollow Section)

L = m   Member Length

h = mm   Section Height (Outer)

b = mm   Section Width (Outer)

t = mm   Wall Thickness

Partial Factors (EN 1990)

γ_G =   Partial Factor for Permanent Actions

γ_Q =   Partial Factor for Variable Actions

Imperfections and Buckling

α =   Imperfection Factor (Table 6.1 - RHS)

K_y =   Effective Length Factor (y-y axis)

K_z =   Effective Length Factor (z-z axis)

DESIGN VALUES OF ACTIONS (EN 1990)

E_d = 1.35·G_k + 1.50·Q_k,1 = 69.50 kN/m   Design Value of Distributed Load

N_Ed = 1.35·N_G + 1.50·N_Q = 306.00 kN   Design Value of Axial Force

ACTIONS

M_Ed,y = E_d·L²/8 = 313.13 kN·m   Design Moment (Strong Axis)

M_Ed,z = kN·m   Design Moment (Weak Axis)

V_Ed = E_d·L/2 = 208.50 kN   Design Value of Maximum Shear

SECTION PROPERTIES (EN 1993-1-1)

h_i = h − 2·t = 184 mm   Inner Height

b_i = b − 2·t = 84 mm   Inner Width

A = 2·t·(h + b − 2·t) = 43.52 cm²   Cross-sectional Area

I_y = 2591.25 cm⁴   Second Moment of Area (strong axis)

I_z = 959.58 cm⁴   Second Moment of Area (weak axis)

W_el,y = 259.13 cm³   Elastic Section Modulus (strong axis)

W_el,z = 191.92 cm³   Elastic Section Modulus (weak axis)

W_pl,y = 325.00 cm³   Plastic Section Modulus (strong axis)

W_pl,z = 250.00 cm³   Plastic Section Modulus (weak axis)

i_y = 7.72 cm   Radius of gyration (strong axis)

i_z = 4.69 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 = 1544.96 kN   Design Plastic Resistance in Tension

N_u,Rd = 0.6·A·f_u/γ_M2 = 1065.38 kN   Design Resistance for Net Section

Tension Check: N_Ed/N_pl,Rd = 0.198

Compression Resistance (Clause 6.2.4)

Strong Axis (y-y):

λ_̄y = K_y·L/(i_y·π)·√(f_y/E) = 0.88

χ_y = 0.71   Reduction factor (y-y)

N_b,Rd,y = χ_y·A·f_y/γ_M1 = 1096.92 kN   Buckling resistance (y-y)

Weak Axis (z-z):

λ_̄z = K_z·L/(i_z·π)·√(f_y/E) = 0.59

χ_z = 0.84   Reduction factor (z-z)

N_b,Rd,z = χ_z·A·f_y/γ_M1 = 1297.77 kN   Buckling resistance (z-z)

Critical Axis: y-y axis

Compression Check: N_Ed/N_b,Rd = 0.279

Bending Resistance (Clause 6.2.5)

Strong Axis (y-y):

M_c,Rd,y = W_pl,y·f_y/γ_M0 = 1153.75 kN·m   Design moment resistance (y-y)

Weak Axis (z-z):

M_c,Rd,z = W_pl,z·f_y/γ_M0 = 887.50 kN·m   Design moment resistance (z-z)

Bending Check (y-y): M_Ed,y/M_c,Rd,y = 0.271

Combined Axial and Bending (Clause 6.2.9)

M_N,y,Rd = M_c,Rd,y·(1 − N_Ed/N_pl,Rd) = 924.69 kN·m   Reduced moment resistance (y-y)

M_N,z,Rd = M_c,Rd,z·(1 − N_Ed/N_pl,Rd) = 711.98 kN·m   Reduced moment resistance (z-z)

Interaction Check: N_Ed/N_b,Rd + M_Ed,y/M_N,y,Rd = 0.617

Shear Resistance (Clause 6.2.6)

A_v = 2·h·t/√3 = 18.48 cm²   Shear Area

V_pl,Rd = A_v·f_y/γ_M0 = 656.04 kN   Design Shear Resistance

Shear Check: V_Ed/V_pl,Rd = 0.318

Local Buckling Check (Clause 6.2.3.2)

c/t = (h − 2·t)/t = 23.00   Web slenderness ratio

ε = √(235/f_y) = 0.81   Material coefficient

Class 1 limit = 33·ε = 26.73   Class 1 limit

Class 2 limit = 38·ε = 30.78   Class 2 limit

Class 3 limit = 42·ε = 34.02   Class 3 limit

Section Classification: Class 1

Deflection Check (Serviceability)

δ_max = 5·G_k·L⁴/(384·E·I_y) = 14.85 mm

δ_limit = L/250 = 24.00 mm

Deflection Check: δ_max/δ_limit = 0.619

RESULTS