I I

Eurocode 3 ULS Design of Steel Member (Beam/Column) with Doubly-Symmetric Flanged Cross-Section (IPE, HEA HEB, HEM, or custom)

Description:
Ultimate Limit State design of uniform steel member (beam/column) with I-section or H-section (IPE, HEA HEB, HEM, or custom) according to EN1993-1-1 for axial force N, shear force V, bending moment M, flexural buckling, lateral torsional buckling, and interaction effects
According to:
EN 1993-1-1:2005+AC2:2009
Applicable for:
Members with uniform cross-section, doubly symmetric rolled I or H sections or equivalent welded sections
All Calculations
Input

Hint: Select custom for steel class in order to specify the yield strength or select custom profile in order to manually specify the cross-section dimensions

Steel classes according to EN 10025-2 correspond to typical non-alloy structural steels. For other steel classes see Table of Steel Design Properties
MPa
Select custom profile in order to manually specify the cross-section dimensions
mm
mm
mm
mm
mm
If auto is selected the section classification will be calculated automatically for the stress profile corresponding to axial force and bending about major axis. Otherwise the section class can be specified by the user.
Notation for flanged profiles according to EN1993-1-1
Notation for flanged profiles according to EN1993-1-1

m
Buckling lenght factors are specified below for each buckling mode
kN
kN
kN
kNm
Positive value corresponds to bending inducing tension stress at the bottom flange
kNm

Note: The verifications for torsional moment Mt are not examined in this calculation. For open cross-sections torsional moment occurs primarily as warping torsional moment due to rotation compatibility. If the steel member directly supports torsional loads a closed cross-section is recommended.


1. Flexural buckling about major axis y-y (consider the shape of My bending moment diagram inside effective length between points braced along z-z direction)

For standard pinned supports it is the distance between points braced along z-z direction for bending about y-y axis as a portion of the system length. For other simplified support conditions: fixed-fixed=0.5~0.65, pinned-fixed=0.7~0.8, cantilever=2.0~2.1.
When in doubt the uniform bending moment diagram may be specified to produce conservative results

2. Flexural buckling about minor axis z-z (consider the shape of Mz bending moment diagram inside effective length between points braced along y-y direction)

For standard pinned supports it is the distance between points braced along y-y direction for bending about z-z axis as a portion of the system length. For other simplified support conditions: fixed-fixed=0.5~0.65, pinned-fixed=0.7~0.8, cantilever=2.0~2.1.
When in doubt the uniform bending moment diagram may be specified to produce conservative results

3. Lateral torsional buckling (consider the shape of My bending moment diagram inside effective length between points braced along y-y direction)

Members with open cross-section not susceptible to torsional deformations must be continuously restraint against torsion along their length. For this case torsional and lateral-torsional buckling are not verified.
For standard fork supports it is the distance between points braced along y-y direction for bending about y-y axis as a portion of the system length. It is recommended to use the distance between lateral supports also for the cases where additional restraints exist as a conservative approximation.
When in doubt the uniform bending moment diagram may be specified to produce conservative results
It is assumed that loads act in the same direction as gravity, otherwise the flange designation top/bottom must be reversed

4. Torsional & torsional-flexural buckling

According to EN1993-1-3 §6.2.3(9) the recommended value is 1.0 for connections that provide partial restraint against torsion and warping and 0.7 for connections that provide significant restraint against torsion and warping.
Nationally Defined Parameters
According to EN1993-1-1 §6.1 and the National Annex for the case of steel buildings, or the relevant parts of EN1993 for other types of structures.
According to EN1993-1-1 §6.1 and the National Annex for the case of steel buildings, or the relevant parts of EN1993 for other types of structures.
According to EN1993-1-5 §5.1(2) and the National Annex. A value of η = 1.0 may be used conservatively which reduces shear resistance but improves shear buckling
According to EN1993-1-1 §6.3.2.3(1) and the National Annex. A value of 0.4 corresponds to the specific method for rolled sections or equivalent welded sections (EN1993-1-1 §6.3.2.3). A value of 0.2 corresponds to the general method (EN1993-1-1 §6.3.2.2).
According to EN1993-1-1 §6.3.2.3(1) and the National Annex. A value of 0.75 corresponds to the specific method for rolled sections or equivalent welded sections (EN1993-1-1 §6.3.2.3). A value of 1.0 corresponds to the general method (EN1993-1-1 §6.3.2.2).
List of values given for i) rolled i-sections h/b≤2, ii) rolled i-sections h/b>2, iii) welded h/b≤2, iv) welded h/b>2, respectivelly. A value of b,c,c,d corresponds to the specific method for rolled sections or equivalent welded sections (EN1993-1-1 §6.3.2.3). A value of a,b,c,d corresponds to the general method (EN1993-1-1 §6.3.2.2). See National Annex for EN1993-1-1 §6.3.2.3(1).
According to EN1993-1-1 §6.3.2.3(2) and the National Annex. If the option 'f=1' is specified then kc,mod = kc. Use the option 'f=1' in conjuction the appropriate values for the other parameters if lateral-torsional buckling verification according to the general method (EN1993-1-1 §6.3.2.2) is desired.
According to EN1993-1-1 §6.3.3(5) and the National Annex. Method 1 corresponds to interaction factors obtained from EN1993-1-1 Annex A. Method 2 corresponds to interaction factors obtained from EN1993-1-1 Annex B. The default value ('Both methods') checks both methods and the most adverse governs. If 'Any method' is selected then both methods are checked but the most favorable is reported.
Note: Always verify the validity of the Nationally Defined Parameters. Please inform us of any discrepancy using our Contact Form