Design tables for Structural Steel Sections according to Eurocode 3, EN 1993-1-1:2005

Tables with all the international steel sections, with their dimensions, properties, classification, resistance and buckling resistance values according to Eurocode 3, EN1993-1-1:2005. The tables are extended to non-standard steel sections and welded section with dimensions given from the user.

Tables with dimensions and properties of standard steel sections

Select the section type, a table is displayed with all the standard sections for this group, their dimensions and properties.

For every selected section a drawing in scale is displayed.

Automatic activation of steel section tables in FRAME2Dexpress.

More info pdf...

Classification and resistance of standard steel sections

·    Classification (1,2,3,4) according to EN1993-1-1:2005 §5.5 for axial loading and loading with bending moments.

·    Resistances of the cross-section in compression,  bending in y-y and z-z axis, and shear according to EN1993-1-1:2005 §6.2 

·    Buckling resistance for various buckling lengths (Lc) according to EN1993-1-1:2005 §6.3.1 

·    Lateral torsional buckling resistance for various  lateral buckling lengths (Llt) according to EN1993-1-1:2005 §6.3.2

Steel section types included in the program

Parametric steel grade properties.

Parametric partial factors for materials γ_Μ.

Program manual Pdf.

Free update from internet.

Examples

Example 1

Steel column 5.20 m.
Axial load G = 80 kN, variable axial load Q = 120 kN.
Steel S 355.
Total axial design load:
Ned =1.35xG+1.50xQ=1.35x80+1.50x120 = 288 kN
Buckling lengths: Liy = 5.20 m, Liz = 5.20 m

From the tree control on the left select section type HEA.
Click + and all the sections of type HEA are displayed.

For steel grade S 355 and buckling length 5.20 m (table values between 5.0 m and  6.0m ), check Nbyrd and Nbzrd (buckling resistances in compression in y-y and z-z axis) to be greater than the design load of the column Ned=288 kN.

Section ΗΕ 180 Α is OK.

For buckling length 6.0m>5.20m, the section has, buckling resistances in compression Nbyrd = 900 kN > 288 kN and Nbzrd = 397 kN >288 kN.

Example 2

Beam 5.80 m with loads.Permanent load g = 18 kN/m.
Variable load q = 24 kN/m.
Steel S 355.
Design load:
qed = 1.35x18.0+1.50x24.0 = 60.30 kN/m
Maximum design bending moment:
My,ed =  60.30x5.80²/8 = 253.6 kNm
Maximum design shearing force:
Vz,ed = 60.30x5.80/2 = 174.9 kN


In the main program screen, click Classification and Resistance of standard cross-sections.

From the tree control on the left select section type IPE. Click + and all the sections of type IPE are displayed.

For steel grade S 355 and lateral buckling length L_Lt=5.80 m (table 6.0m), check Μbrd2 (parabolic bending moment diagram) to be greater than the maximum bending moment acting on the beam My,ed = 253.6 kNm.

Section IPE 500 is OK.

For lateral buckling length 6.0m>5.80 m, has resistance in bending moment due to lateral buckling Μbrd2 = 288 kNm>253.6 kNm
From the table above you can check the resistances in shear and bending.
Shear resistance Vc,rdz = 1227 kN, bending resistance Mc,rdy = 779 kNm.