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Eurocode 3 ULS Design of steel member (beam/column) with hollow rectangular or hollow square cross-section (RHS, SHS or custom)

Description:
Ultimate Limit State design of uniform steel member (beam/column) with hollow rectangular section or hollow square section (RHS, SHS or custom) according to EN1993-1-1 for axial force N, shear force V, bending moment M, torsional moment T, flexural buckling, and interaction effects
According to:
EN 1993-1-1:2005+AC2:2009 Sections 6.2 & 6.3
Applicable for:
Members with uniform cross-section, rectangular hollow sections, square hollow sections or equivalent welded box sections
Supported National Annexes:
Nationally Defined Parameters (NDPs) automatically filled for supported countries (left blank otherwise)
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 10210-1 correspond to 'Hot finished structural hollow sections - Non-alloy and fine grain steels'. For other steel classes see Table of Steel Design Properties
Steel classes according to EN 10219-1 correspond to 'Cold formed welded structural hollow sections - Non-alloy and fine grain steels'. For other steel classes see Table of Steel Design Properties
MPa
Select custom profile in order to manually specify the cross-section dimensions
Select custom profile in order to manually specify the cross-section dimensions
mm
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 y-y or minor axis z-z respectively. Otherwise the section class can be specified by the user. Class 4 is not supported in this calculation.
Notation for Rectangular Hollow Sections (RHS) according to EN1993-1-1
Notation for Rectangular Hollow Sections (RHS) according to EN1993-1-1

m
Buckling length factors are specified below for each buckling mode

Design forces at the ULS combination (factored loads):

kN
kN
kN
kNm
Positive value corresponds to bending inducing tension stress at the bottom flange
kNm
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
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 web shear buckling.
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