ANGLE SECTION DESIGN CALCULATOR

ANGLE SECTION DESIGN CALCULATOR (EN 1993-1-1:2022)

INPUT DATA

Member Geometry (Equal Angle Section)

L = m   Member Length

b = mm   Leg Length

t = mm   Leg 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 - Angles)

K_u =   Effective Length Factor (uncased)

K_c =   Effective Length Factor (cased)

DESIGN VALUES OF ACTIONS (EN 1990)

E_d = 1.35·G_k + 1.50·Q_k,1 = 18.75 kN/m   Design Value of Distributed Load

N_Ed = 1.35·N_G + 1.50·N_Q = 67.50 kN   Design Value of Axial Force

ACTIONS

M_Ed = E_d·L²/8 = 21.09 kN·m   Design Value of Maximum Moment

V_Ed = E_d·L/2 = 28.13 kN   Design Value of Maximum Shear

SECTION PROPERTIES (EN 1993-1-1)

A = 2·b·t − t² = 19.00 cm²   Cross-sectional Area

I_u = 271.30 cm⁴   Second Moment of Area (u-axis, major)

I_v = 63.58 cm⁴   Second Moment of Area (v-axis, minor)

I_z = 95.00 cm⁴   Second Moment of Area (z-axis, about centroid)

W_el,min = 25.71 cm³   Minimum Elastic Section Modulus

i_u = 3.78 cm   Radius of gyration (u-axis)

i_v = 1.83 cm   Radius of gyration (v-axis)

r_min = 1.83 cm   Minimum radius of gyration

e_z = 3.70 cm   Distance from centroid to back of leg

DESIGN RESISTANCE CHECKS (EN 1993-1-1)

Tension Resistance (Clause 6.2.3)

N_pl,Rd = A·f_y/γ_M0 = 522.50 kN   Design Plastic Resistance in Tension

N_u,Rd = 0.6·A·f_u/γ_M2 = 492.96 kN   Design Resistance for Net Section

Tension Check: N_Ed/N_pl,Rd = 0.129

Compression Resistance (Clause 6.2.4)

Minor Axis Buckling (v-axis):

L_c,v = K_u·L·100 = 300.0 mm   Effective length (minor axis)

λ_̄v = L_c,v/(i_v·π)·√(f_y/E) = 1.00

χ_v = 0.63   Reduction factor (v-axis)

N_b,Rd,v = χ_v·A·f_y/γ_M1 = 329.18 kN   Buckling resistance (v-axis)

Major Axis Buckling (u-axis):

L_c,u = K_u·L·100 = 300.0 mm   Effective length (major axis)

λ_̄u = L_c,u/(i_u·π)·√(f_y/E) = 0.48

χ_u = 0.89   Reduction factor (u-axis)

N_b,Rd,u = χ_u·A·f_y/γ_M1 = 465.03 kN   Buckling resistance (u-axis)

Critical Axis: v-axis (minor)

Compression Check: N_Ed/N_b,Rd = 0.205

Bending Resistance (Clause 6.2.5)

M_c,Rd = W_el,min·f_y/γ_M0 = 70.70 kN·m   Design Moment Resistance

Bending Check: M_Ed/M_c,Rd = 0.298

Combined Axial and Bending (Clause 6.2.9)

For angles with bending about minor axis and axial compression:

k_m = 0.49   Moment modification factor

δ_mod = 0.85   Modification factor

Interaction Check: N_Ed/N_b,Rd + k_m·M_Ed/(δ_mod·M_c,Rd) = 0.389

Shear Resistance (Clause 6.2.6)

A_v = A/2 = 9.50 cm²   Shear Area

V_pl,Rd = A_v·f_y/(√3·γ_M0) = 151.11 kN   Design Shear Resistance

Shear Check: V_Ed/V_pl,Rd = 0.186

Local Buckling Check (Clause 6.2.3.2)

b/t = b/t = 10.00   Leg slenderness ratio

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

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

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

Class 3 limit = 14·ε = 12.93   Class 3 limit

Section Classification: Class 2

Deflection Check (Serviceability)

δ_max = 5·G_k·L⁴/(384·E·I_u) = 4.25 mm

δ_limit = L/250 = 12.00 mm

Deflection Check: δ_max/δ_limit = 0.354

RESULTS