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Sections considered
1. General
1.1.2(1) Scope of Part 1.1 of Eurocode 3
1.7 Conventions for member axes
3. Materials
3.2.2(1) Ductility requirements fu/fy
3.2.6(1) Design values of material coefficients
5. Structural analysis
5.5 Classification of cross sections
5.5.1 Basis
5.5.2 Classification
(1),(2),(3),(4),(5),(6),(7),(8),(10)
6. Ultimate limit states
6.1 General
(1),(3),(4)
6.2.2 Section properties
6.2.2.1 Gross cross-section
6.2.2.2 Net area
(1),(2),(3)
6.2.2.5 Effective cross-section properties for Class 4 cross-sections
(1),(2),(3),(4)
6.2.3 Tension
(1),(2),(3),(5)
6.2.4 Compression
(1),(2),(3),(4)
6.2.5 Bending moment
(1),(2),(3),(4),(5),(6)
6.2.6 Shear
(1),(2),(3),(4),(5),(6),(7)
6.2.8 Bending and shear
(1),(2),(3),(5)
6.2.9 Bending and axial force
6.2.9.1 Class 1 and 2 cross-sections
(1),(2),(3),(4),(5),(6)
6.2.9.2 Class 3 cross-sections
6.2.9.3 Class 4 cross-sections
(2)
6.2.10 Bending, shear and axial force
(1),(2),(3)
6.3 Buckling resistance of members
6.3.1 Uniform members in compression
6.3.1.1 Buckling resistance
(1),(2),(3),(4)
6.3.1.2 Buckling curves
(1),(2),(4)
6.3.1.3 Slenderness for flexural buckling
(1),(2)
6.3.1.4 Slenderness for torsional and torsional-flexural buckling
(1),(2),(3)
6.3.2 Uniform members in bending
6.3.2.1 Buckling resistance
(1),(2),(4)
6.3.2.2 Lateral torsional buckling curves – General case
(1),(2),(4)
6.3.2.3 Lateral torsional buckling for rolled sections or equivalent welded sections
(1),(2)
6.3.2.4 Simplified assessment methods for beams with restraints in buildings
(1),(2),(3)
6.3.3 Uniform members in bending and axial compression
(2),(3),(4),(5)
Annex A – Method 1: interaction factors kij for interaction formula in 6.3.3(4)
Annex B – Method 2: interaction factors kij for interaction formula in 6.3.3(4)
UK National Annex to Eurocode EN 1993-1-1:2005
NA.2.15 Partial safety factors for buildings
NA.2.16 Imperfection factors for lateral torsional buckling
NA.2.17 Lateral torsional buckling for rolled sections or equivalent welded sections
NA.2.18 Modification factor, f
NA.2.19 The slenderness limit lambdac0
NA.2.20 Modification factor, kfl
NA.2.21 Interactions factor kyy,kyz,kzy and kzz
NA3.1 BS EN 1993-1-1:2005, Annex A
NA3.2 BS EN 1993-1-1:2005, Annex B
Eurocode EN 1993-1-1:1992 Annex F: Lateral torsional buckling
Eurocode EN 1993-1-5:2006 Plated structural elements
4 Plate buckling effects due to direct stresses at the ultimate limit state
4.1 General
4.2 Resistance to direct stresses
4.3 Effective cross section
(3),(4)
4.4 Plate elements without longitudinal stiffeners
(1),(2)
5 Resistance to shear
5.1 Basis
(1),(2)
5.2 Design resistance
(1)
5.3 Contribution from the web
(1),(3)a
5.5 Verification
7 Interaction
7.1 Interaction between shear force, bending moment and axial force
(1),(2),(4)
UK National Annex to Eurocode EN 1993-1-5:2005
NA.2.4 Basis
Eurocode EN 1993-1-8:2005 Design of joints
3.10.3 Angles connected by one leg and other unsymmetrically connected members in tension
(1),(2)
4.13 Angles connected by one leg
(1),(2),(3)
Limit state equations used
6.2.3 Tension
(6.5) page 49 – section
6.2.4 Compression
(6.9) page 49 – section
6.2.5 Bending moment
(6.12) page 50 – section
6.2.6 Shear
(6.17) page 50 – section, shear
(6.19) page 51 – section, shear
6.2.9 Bending and axial force
(6.31) page 54 – section
(6.41) page 55 – section
(6.44) page 56 – section
6.3.1.1 Compression buckling resistance
(6.46) page 56 - member
6.3.2.1 Bending buckling resistance
(6.54) page 60 - member
6.3.3 Uniform members in bending and axial compression
(6.61) page 65 – member
(6.62) page 65 – member
EN 1993-1-5:2006 5 Resistance to shear
(5.10) page 25 – section, shear
EN 1993-1-5:2006 7.1 Interaction between shear force, bending moment and axial force
(7.1) page 28 – section, shear
Assumptions
Torsion is not considered.
No block or shear lag effects considered.
Hybrid girders not considered.
Webs are unstiffened.
Flange bolt holes equally divided between flanges.
Web bolt holes equally divided between webs where applicable.
If the design calculates a high Ultimate Load Factor then a default failure equation (Yield about xx axis) will be returned.
3.2.6 G = 80769.231.
6.2.3(5) Tension – Channels connected only through the web and tees connected only through the flange, the effective area is taken as the effective area of the connected element plus half the area of the outstanding elements.
6.2.6(2) check is done even if there is torsion (torsion is not considered).
6.2.6(5) smallest flange area used.
6.2.9.1(4) I, channel and box shapes considered.
6.2.9.2(1) equation (6.44) used.
6.3.2.2(2) Mcr is calculated using EN 1993-1-1:1992 Annex F, including channel and unequal angles.
Table A.2 Cmi0 based on member group.
Table B3 the highest Cm value calculated for uniform or concentrated load is used.
Table B.3 Cmy based on member group.
Table B.3 Cmz based on member segment.
Table B.3 CmLT based on member segment.
EN 1993-1-5:2006 5.2 Design resistance to shear – No contribution from flanges allowed.
EN 1993-1-8:2005 3.10.3 – 1 bolt, 1 row assumed.
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