EN 1993-1-1:2022

SLOVENSKI STANDARD
SIST EN 1993-1-1:2023
01-februar-2023
Nadomešča:
SIST EN 1993-1-1:2005
SIST EN 1993-1-1:2005/A1:2014
SIST EN 1993-1-1:2005/AC:2006
SIST EN 1993-1-1:2005/AC:2009
Evrokod 3 - Projektiranje jeklenih konstrukcij - 1-1. del: Splošna pravila in pravila
za stavbe
Eurocode 3 - Design of steel structures - Part 1-1: General rules and rules for buildings
Eurocode 3: Bemessung und Konstruktion von Stahlbauten - Teil 1-1: Allgemeine
Bemessungsregeln und Regeln für den Hochbau
Eurocode 3 - Calcul des structures en acier - Partie 1-1 : Règles générales et règles
pour les bâtiments
Ta slovenski standard je istoveten z: EN 1993-1-1:2022
ICS:
91.010.30 Tehnični vidiki Technical aspects
91.080.13 Jeklene konstrukcije Steel structures
SIST EN 1993-1-1:2023 en,fr,de
2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.

SIST EN 1993-1-1:2023
SIST EN 1993-1-1:2023
EN 1993-1-1
EUROPEAN STANDARD
NORME EUROPÉENNE
November 2022
EUROPÄISCHE NORM
ICS 91.010.30; 91.080.13 Supersedes EN 1993-1-1:2005
English Version
Eurocode 3 - Design of steel structures - Part 1-1: General
rules and rules for buildings
Eurocode 3 - Calcul des structures en acier - Partie 1-1 : Eurocode 3: Bemessung und Konstruktion von
Règles générales et règles pour les bâtiments Stahlbauten - Teil 1-1: Allgemeine Bemessungsregeln
und Regeln für den Hochbau
This European Standard was approved by CEN on 24 July 2022.

CEN members are bound to comply with the CEN/CENELEC Internal Regulations which stipulate the conditions for giving this
European Standard the status of a national standard without any alteration. Up-to-date lists and bibliographical references
concerning such national standards may be obtained on application to the CEN-CENELEC Management Centre or to any CEN
member.
This European Standard exists in three official versions (English, French, German). A version in any other language made by
translation under the responsibility of a CEN member into its own language and notified to the CEN-CENELEC Management
Centre has the same status as the official versions.

CEN members are the national standards bodies of Austria, Belgium, Bulgaria, Croatia, Cyprus, Czech Republic, Denmark, Estonia,
Finland, France, Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia, Lithuania, Luxembourg, Malta, Netherlands, Norway,
Poland, Portugal, Republic of North Macedonia, Romania, Serbia, Slovakia, Slovenia, Spain, Sweden, Switzerland, Türkiye and
United Kingdom.
EUROPEAN COMMITTEE FOR STANDARDIZATION
COMITÉ EUROPÉEN DE NORMALISATION

EUROPÄISCHES KOMITEE FÜR NORMUNG

CEN-CENELEC Management Centre: Rue de la Science 23, B-1040 Brussels
© 2022 CEN All rights of exploitation in any form and by any means reserved Ref. No. EN 1993-1-1:2022 E
worldwide for CEN national Members.

SIST EN 1993-1-1:2023
Contents Page
European foreword . 5
0 Introduction . 7
1 Scope . 10
2 Normative references . 10
3 Terms, definitions and symbols . 10
3.1 Terms and definitions . 10
3.2 Symbols and abbreviations . 12
3.3 Symbols for member axes . 21
4 Basis of design . 24
4.1 General rules . 24
4.1.1 Basic requirements . 24
4.1.2 Structural reliability . 24
4.1.3 Robustness. 24
4.1.4 Design service life for buildings . 24
4.1.5 Durability . 24
4.2 Principles of limit state design . 25
4.3 Basic variables . 25
4.3.1 Actions and environmental influences . 25
4.3.2 Material, geometrical and product properties . 25
4.4 Verification by the partial factor method . 25
4.4.1 Design values of actions . 25
4.4.2 Design values of material properties . 25
4.4.3 Design values of geometrical properties . 26
4.4.4 Tolerances . 26
4.4.5 Design resistances . 27
4.5 Design assisted by testing . 27
5 Materials . 27
5.1 General . 27
5.2 Structural steel . 27
5.2.1 Material properties . 27
5.2.2 Ductility requirements . 29
5.2.3 Fracture toughness . 30
5.2.4 Through-thickness properties . 30
5.2.5 Values of other material properties . 31
5.3 Connecting devices . 31
5.4 Other prefabricated products in buildings . 31
6 Durability . 31
7 Structural analysis . 32
7.1 Structural modelling for analysis . 32
7.1.1 Basic assumptions. 32
7.1.2 Joint modelling . 32
7.2 Global analysis . 32
7.2.1 Consideration of second order effects . 32
7.2.2 Methods of analysis for ultimate limit state design checks . 35
7.3 Imperfections . 39
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7.3.1 Basis . 39
7.3.2 Sway imperfections for global analysis of frames . 40
7.3.3 Equivalent bow imperfection for global and member analysis . 42
7.3.4 Combination of sway and equivalent bow imperfections for global analysis of frames . 44
7.3.5 Imperfections for analysis of bracing systems. 44
7.3.6 Imperfection based on elastic critical buckling modes . 47
7.4 Methods of analysis considering material non-linearities . 49
7.4.1 General . 49
7.4.2 Elastic global analysis . 49
7.4.3 Plastic global analysis . 50
7.5 Classification of cross-sections . 51
7.5.1 Basis . 51
7.5.2 Classification . 51
7.6 Cross-section requirements for plastic global analysis . 52
8 Ultimate limit states . 56
8.1 Partial factors . 56
8.2 Resistance of cross-sections . 56
8.2.1 General . 56
8.2.2 Section properties . 58
8.2.3 Tension . 62
8.2.4 Compression . 63
8.2.5 Bending . 63
8.2.6 Shear . 64
8.2.7 Torsion . 67
8.2.8 Combined bending and shear . 68
8.2.9 Combined bending and axial force . 70
8.2.10 Combined bending, shear and axial force . 73
8.2.11 Resistance to transverse forces . 74
8.3 Buckling resistance of members . 76
8.3.1 Uniform members in compression . 76
8.3.2 Uniform members in bending . 81
8.3.3 Uniform members in bending and axial compression . 87
8.3.4 General method for lateral and lateral torsional buckling of structural components . 92
8.3.5 Lateral torsional buckling of members with plastic hinges in buildings . 93
8.4 Uniform built-up compression members . 95
8.4.1 Assumptions and constructional details . 95
8.4.2 Design forces for components . 98
8.4.3 Resistance of components of laced compression members . 99
8.4.4 Resistance of components of battened compression members. 100
8.4.5 Closely spaced built-up members . 102
9 Serviceability limit states . 103
9.1 General . 103
9.2 Deformations and dynamic effects for buildings . 103
10 Fatigue . 103
Annex A (normative) Selection of execution class . 105
A.1 Use of this Annex . 105
A.2 Scope and field of application . 105
A.3 Execution class . 105
A.4 Selection process . 105
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A.5 Execution class and partial factors . 106
Annex B (normative) Design of semi-compact sections . 107
B.1 Scope and field of application . 107
B.2 Elasto-plastic section modulus . 107
B.3 Resistance of cross-sections . 108
B.4 Buckling resistance of members . 109
Annex C (normative) Additional rules for uniform members with mono-symmetric cross-
sections and for members in bending, axial compression and torsion . 110
C.1 Additional rules for uniform members with mono-symmetric cross-section . 110
C.2 Additional rules for uniform members in bending, axial compression and torsion . 111
Annex D (normative) Continuous restraint of beams in buildings . 114
D.1 Scope and field of application . 114
D.2 Continuous lateral restraints . 114
D.3 Continuous torsional restraints . 115
Annex E (informative) Basis for the calibration of partial factors . 117
E.1 Use of this informative annex . 117
E.2 Scope and field of application . 117
E.3 Calibration . 117
Bibliography . 120

SIST EN 1993-1-1:2023
European foreword
This document (EN 1993-1-1:2022) has been prepared by Technical Committee CEN/TC 250 “Structural
Codes”, the secretariat of which is held by BSI. CEN/TC 250 is responsible for all Structural Eurocodes
and has been assigned responsibility for structural and geotechnical design matters by CEN.
This European Standard shall be given the status of a national standard, either by publication of an
identical text or by endorsement, at the latest by September 2027 and conflicting national standards shall
be withdrawn at the latest by March 2028.
Attention is drawn to the possibility that some of the elements of this document may be the subject of
patent rights. CEN shall not be held responsible for identifying any or all such patent rights.
This document supersedes EN 1993-1-1:2005 and its amendments and corrigenda.
The first generation of EN Eurocodes was published between 2002 and 2007. This document forms part
of the second generation of the Eurocodes, which have been prepared under Mandate M/515 issued to
CEN by the European Commission and the European Free Trade Association.
The Eurocodes have been drafted to be used in conjunction with relevant execution, material, product
and test standards, and to identify requirements for execution, materials, products and testing that are
relied upon by the Eurocodes.
The Eurocodes recognize the responsibility of each Member State and have safeguarded their right to
determine values related to regulatory safety matters at national level through the use of National
Annexes.
The main changes compared to the previous edition are listed below:
— the scope of EN 1993-1-1 was extended to steel grades up to S700;
— the scope was extended to the design of elliptical hollow sections;
— the methods for the structural analysis were clarified and summarized in a flowchart;
— a new method for the design of semi-compact sections (Class 3) has been implemented;
— the effects of torsion on the resistance of cross-sections and members have been improved;
— a new method for the verification of beams to lateral torsional buckling has been introduced;
— the simplified method for lateral torsional buckling has been fully revised;
— the design of uniform members with mono-symmetric cross-sections was explicitly covered;
— a simplified design approach has been introduced for fatigue;
— an informative annex provides statistical data of material and dimensional properties as used for the
calibration of the partial factors.
Any feedback and questions on this document should be directed to the users’ national standards body.
A complete listing of these bodies can be found on the CEN website.
SIST EN 1993-1-1:2023
According to the CEN-CENELEC Internal Regulations, the national standards organizations of the
following countries are bound to implement this European Standard: Austria, Belgium, Bulgaria, Croatia,
Cyprus, Czech Republic, Denmark, Estonia, Finland, France, Germany, Greece, Hungary, Iceland, Ireland,
Italy, Latvia, Lithuania, Luxembourg, Malta, Netherlands, Norway, Poland, Portugal, Republic of North
Macedonia, Romania, Serbia, Slovakia, Slovenia, Spain, Sweden, Switzerland, Türkiye and the United
Kingdom.
SIST EN 1993-1-1:2023
0 Introduction
0.1 Introduction to the Eurocodes
The Structural Eurocodes comprise the following standards generally consisting of a number of Parts:
— EN 1990 Eurocode: Basis of structural and geotechnical design
— EN 1991 Eurocode 1: Actions on structures
— EN 1992 Eurocode 2: Design of concrete structures
— EN 1993 Eurocode 3: Design of steel structures
— EN 1994 Eurocode 4: Design of composite steel and concrete structures
— EN 1995 Eurocode 5: Design of timber structures
— EN 1996 Eurocode 6: Design of masonry structures
— EN 1997 Eurocode 7: Geotechnical design
— EN 1998 Eurocode 8: Design of structures for earthquake resistance
— EN 1999 Eurocode 9: Design of aluminium structures
— New parts are under development, e.g. Eurocode for design of structural glass
0.2 Introduction to EN 1993 (all parts)
EN 1993 (all parts) applies to the design of buildings and civil engineering works in steel. It complies with
the principles and requirements for the safety and serviceability of structures, the basis of their design
and verification that are given in EN 1990 – Basis of structural and geotechnical design.
EN 1993 (all parts) is concerned only with requirements for resistance, serviceability, durability and fire
resistance of steel structures. Other requirements, e.g. concerning thermal or sound insulation, are not
covered.
EN 1993 is subdivided in various parts:
EN 1993-1, Design of steel structures — Part 1: General rules and rules for buildings;
EN 1993-2, Design of steel structures — Part 2: Steel bridges;
EN 1993-3, Design of steel structures — Part 3: Towers, masts and chimneys;
EN 1993-4, Design of steel structures — Part 4: Silos and tanks;
EN 1993-5, Design of steel structures — Part 5: Piling;
EN 1993-6, Design of steel structures — Part 6: Crane supporting structures;
EN 1993-7, Design of steel structures — Part 7: Design of sandwich panels (under preparation).
EN 1993-1 in itself does not exist as a physical document, but comprises the following 14 separate parts,
the basic part being EN 1993-1-1:
EN 1993-1-1, Design of steel structures — Part 1-1: General rules and rules for buildings;
SIST EN 1993-1-1:2023
EN 1993-1-2, Design of steel structures — Part 1-2: Structural fire design;
EN 1993-1-3, Design of steel structures — Part 1-3: Cold-formed members and sheeting;
NOTE Cold-formed hollow sections supplied according to EN 10219 (all parts) are covered in EN 1993-1-1.
EN 1993-1-4, Design of steel structures — Part 1-4: Stainless steel structures;
EN 1993-1-5, Design of steel structures — Part 1-5: Plated structural elements;
EN 1993-1-6, Design of steel structures — Part 1-6: Strength and stability of shell structures;
EN 1993-1-7, Design of steel structures — Part 1-7: Plate assemblies with elements under transverse loads;
EN 1993-1-8, Design of steel structures — Part 1-8: Design of joints;
EN 1993-1-9, Design of steel structures — Part 1-9: Fatigue;
EN 1993-1-10, Design of steel structures — Part 1-10: Material toughness and through-thickness
properties;
EN 1993-1-11, Design of steel structures — Part 1-11: Design of structures with tension components;
EN 1993-1-12, Design of steel structures — Part 1-12: Additional rules for steel grades up to S960;
EN 1993-1-13, Design of steel structures — Part 1-13: Rules for beams with large web openings;
EN 1993-1-14, Design of steel structures — Part 1-14: Design assisted by finite element analysis (under
preparation).
All parts numbered EN 1993-1-2 to EN 1993-1-14 treat general topics that are independent from the
structural type such as structural fire design, cold-formed members and sheeting, stainless steels, plated
structural elements, etc.
All parts numbered EN 1993-2 to EN 1993-7 treat topics relevant for a specific structural type such as
steel bridges, towers, masts and chimneys, silos and tanks, piling, crane supporting structures, etc.
EN 1993-2 to EN 1993-7 refer to the generic rules in EN 1993-1 and supplement, modify or supersede
them, where relevant.
0.3 Introduction to EN 1993-1-1
EN 1993-1-1 gives general design rules for steel structures. It also includes supplementary design rules
for steel buildings. The focus in EN 1993-1-1 is on design methods and design rules for individual
members (beams, columns and beam-columns) and skeletal structures (frames) regarding resistance and
stability.
0.4 Verbal forms used in the Eurocodes
The verb “shall" expresses a requirement strictly to be followed and from which no deviation is permitted
in order to comply with the Eurocodes.
The verb “should” expresses a highly recommended choice or course of action. Subject to national
regulation and/or any relevant contractual provisions, alternative approaches could be used/adopted
where technically justified.
The verb “may" expresses a course of action permissible within the limits of the Eurocodes.
The verb “can" expresses possibility and capability; it is used for statements of fact and clarification of
concepts.
SIST EN 1993-1-1:2023
0.5 National Annex for EN 1993-1-1
National choice is allowed in this standard where explicitly stated within notes. National choice includes
the selection of values for Nationally Determined Parameters (NDPs).
The national standard implementing EN 1993-1-1 can have a National Annex containing all national
choices to be used for the design of buildings and civil engineering works to be constructed in the relevant
country.
When no national choice is given, the default choice given in this standard is to be used.
When no national choice is made and no default is given in this standard, the choice can be specified by a
relevant authority or, where not specified, agreed for a specific project by appropriate parties.
National choice is allowed in EN 1993-1-1 through the following clauses:
4.4.3 (2) 5.1 (1) 5.2.1 (1) 5.2.2 (1)
7.2.1 (4) 7.2.2 (9) 7.3.3.1 (1) 7.3.3.2 (1)
7.4.1(3) 8.1 (1) 8.2.8 (3) 8.3.2.3 (1)
8.3.3 (2) 8.3.4 (1) 9.2 (2)B A.4 (2)
A.4 (3) A.4 (5)
National choice is allowed in EN 1993-1-1 on the application of the following informative annexes:
Annex E
The National Annex can contain, directly or by reference, non-contradictory complementary information
for ease of implementation, provided it does not alter any provisions of the Eurocodes.
SIST EN 1993-1-1:2023
1 Scope
1.1 Scope of EN 1993-1-1
(1) EN 1993-1-1 gives basic design rules for steel structures.
(2) It also gives supplementary provisions for the structural design of steel buildings. These
supplementary provisions are indicated by the letter “B” after the paragraph number, thus ( )B.
1.2 Assumptions
(1) The assumptions of EN 1990 apply to EN 1993-1-1.
(2) EN 1993 is intended to be used in conjunction with EN 1990, EN 1991 (all parts), the parts of EN 1992
to EN 1999 where steel structures or steel components are referred to within those documents,
EN 1090-2, EN 1090-4 and ENs, EADs and ETAs for construction products relevant to steel structures.
2 Normative references
The following documents are referred to in the text in such a way that some or all of their content
constitutes requirements of this document. For dated references, only the edition cited applies. For
undated references, the latest edition of the referenced document (including any amendments) applies.
NOTE See the Bibliography for a list of other documents cited that are not normative references, including
those referenced as recommendations (i.e. through ‘should’ clauses) and permissions (i.e. through ‘may’ clauses).
EN 1090-2, Execution of steel structures and aluminium structures — Part 2: Technical requirements for
steel structures
EN 1090-4, Execution of steel structures and aluminium structures — Part 4: Technical requirements for
cold-formed structural steel elements and cold-formed structures for roof, ceiling, floor and wall
applications
EN 1990:— , Eurocode — Basis of structural and geotechnical design
EN 1991 (all parts), Eurocode 1 — Actions on structures
EN 1993-1 (all parts), Eurocode 3: Design of steel structures
3 Terms, definitions and symbols
For the purposes of this document, the terms and definitions given in EN 1990 and the following terms,
definitions and symbols apply.
3.1 Terms and definitions
3.1.1
frame
whole or a portion of a structure, comprising an assembly of directly connected structural elements,
designed to act together to resist load
Note 1 to entry: This term refers to both moment-resisting frames and triangulated frames; it covers both plane
frames and three-dimensional frames.

Under preparation. Stage at the time of publication: FprEN 1990:2022.
SIST EN 1993-1-1:2023
3.1.2
sub-frame
frame that forms part of a larger frame, but is treated as an isolated frame in a structural analysis
3.1.3
semi-continuous framing
framing in which the structural properties of the members and joints need explicit consideration in the
global analysis
3.1.4
continuous framing
framing in which only the structural properties of the members need to be considered in the global
analysis
3.1.5
simple framing
framing in which the joints are not designed to resist moments
3.1.6
system length
distance in a given plane between two adjacent points at which a member is braced against lateral
displacement in this plane, or between one such point and the end of the member
3.1.7
buckling length
system length of an otherwise similar member with pinned ends, which has the same critical buckling
load as a given member or segment of member
3.1.8
equivalent member
simply supported single span member of uniform cross-section with constant compressive axial force
used for buckling verification
Note 1 to entry: Its length, cross-section and axial force are equal to the appropriate buckling length, cross-
section and axial force at the investigated position in the structure.
3.1.9
shear lag effect
non-uniform stress distribution in wide flanges due to shear deformation
3.1.10
capacity design
design method for achieving the plastic deformation capacity of a member by providing additional
strength in its connections and in other parts connected to it
3.1.11
uniform built-up member
built-up member made of parallel chords with nominally constant cross-section along their whole length,
connected by regularly spaced lacings or battens
3.1.12
uniform member
member with a nominally constant cross-section along its whole length
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3.1.13
fork end condition
support condition where the beam is supported vertically and/or laterally but free to rotate on plan
Note 1 to entry: More detailed explanations are given in prCEN/TR 1993-1-103 , Eurocode 3 – Design of steel
structures – Part 1-103: Elastic critical buckling of members.
3.2 Symbols and abbreviations
3.2.1 Latin upper-case symbols
A cross-sectional area
A area of the equivalent compression flange
c
A cross-sectional area of one chord of a built-up column
ch
A cross-sectional area of one diagonal of a built-up column
dia
A effective area of a cross-section
eff
A area of one flange
f
A cross-sectional area for the calculation of the characteristic resistance to an axial force
i
A net area of a cross-section
net
A cross-sectional area of one post (or transverse element) of a built-up column
p
A area of the tension flange
t
A net area of the tension flange
t,net
A shear area
v
A area of a web
w
A original cross-sectional area
B design value of the bimoment
Ed
B design value of the bimoment resistance
Rd
B characteristic value of the bimoment resistance
Rk
C rotational stiffness provided by stabilizing continuum and connections
D
C rotational stiffness of the connection between the beam and the stabilizing continuum
D,A
C rotational stiffness deduced from an analysis of the distortional deformations of the
D,B
beam cross-sections
C rotational stiffness provided by the stabilizing continuum to the beam assuming a stiff
D,C
connection to the member
C , C , C equivalent uniform moment factors
my mz mLT
E modulus of elasticity
Under preparation.
SIST EN 1993-1-1:2023
″ absolute value of the bending moment due to η at the critical cross-section m
cr,m
EIη
cr,m
F minimum elastic critical flexural buckling load for either the in-plane or out-of-plane
cr,ns
member (non-sway) buckling mode
F minimum elastic critical in-plane flexural buckling load for a global (sway) buckling
cr,sw
mode
F design value of the loading on the structure
d
F design value of the total horizontal load
H,d
F design value of the total vertical load
V,d
F design value of transverse force
z,Ed
F design value of the resistance to transverse force
z,Rd
G shear modulus
G characteristic value of a permanent action
k
H height of the structure
H fictitious horizontal force
f
H storey height
st
I moment of inertia (second moment of area)
I in-plane moment of inertia of a batten
b
I in-plane moment of inertia of a chord
ch
I effective moment of inertia of a built-up member
eff
I torsion constant
T
I warping constant
w
I , I moment of inertia about y-y axis and z-z axis, respectively
y z
I moment of inertia about z-z axis of one flange
z,fl
I equivalent moment of inertia of a battened built-up member
K lateral rigidity of a storey
st
K factor for considering the type of verification in evaluating torsional restraints
v
K factor for considering the moment distribution in evaluating torsional restraints
θ
L length (member length, span length, etc.)
L length between two consecutive lateral restraints
c
L buckling length of chord in a built-up member
ch
L buckling length
cr
L length of a diagonal in a built-up member
d
L stable length of segment
st
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M design value of the buckling resistance of a member in bending
b,Rd
M design value of the reduced cross-section resistance to bending moment making
B,Rd
allowance for the presence of bimoment
M design value of the reduced cross-section resistance to bending moment making
B,V,Rd
allowance for the presence of shear force and bimoment
M elastic critical moment for lateral torsional buckling
cr
M design value of the bending moment resistance about one principal axis of a cross-
c,Rd
section
M design value of bending moment
Ed
I
design value of the maximum first order moment in the built-up member
M
Ed
M design value of the elastic bending moment resistance
el,Rd
M design value of the elasto-plastic bending moment resistance
ep,Rd
M hogging moment at member ends
h
M design value of the elasto-plastic bending moment resistance making allowance for the
N,ep,Rd
presence of axial force
M sign value of the reduced bending moment resistance making allowance for the presence
N,Rd
of axial force
M design value of the plastic bending moment resistance
pl,Rd
M characteristic value of the bending moment resistance
Rk
M characteristic value of the bending moment resistance of the critical cross-section m
Rk,m
M sagging moment at mid-span of a member
s
M design value of the reduced plastic bending moment resistance making allowance for the
V,Rd
presence of shear force
M design value of the bending moment about y-y axis
y,Ed
M design value of the bending moment resistance about y-y axis
y,Rd
M characteristic value of the bending moment resistance about y-y axis
y,Rk
M design value of the bending moment about z-z axis
z,Ed
M design value of the bending moment resistance about z-z axis
z,Rd
M characteristic value of the bending moment resistance about z-z axis
z,Rk
M free bending moment at mid-span (determined on an equivalent member with simply
supported end conditions)
N number of stress cycles during the design service life
N design value of the buckling resistance of a member in compression
b,Rd
N design value of the resistance to axial force of the cross-section for uniform compression
c,Rd
N design value of the axial force in a chord, in the middle of a built-up member
ch,Ed
SIST EN 1993-1-1:2023
N elastic critical axial force for the relevant buckling mode based on the gross cross-
cr
sectional properties
N elastic critical axial force for flexural buckling of the equivalent compression flange
cr,c,z
N elastic critical axial force at the cross-section m
cr,m
N elastic critical axial force for torsional buckling
cr,T
N elastic critical axial force for torsional-flexural buckling
cr,TF
N effective critical axial force of a built-up member including the effect of its shear stiffness
cr,V
N , N elastic critical axial force for flexural buckling about y-y axis and z-z axis, respectively
cr,y cr,z
N design value of the compressive axial force
Ed
N design value of the compressive axial force at the cross-section m
Ed,m
N design axial force in the compressed flange of a stabilized member at a plastic hinge
f,Ed
location
N design value of the plastic resistance to axial force of the net cross-section
net,Rd
N design value of the plastic resistance to axial force of the gross cross-section
pl,Rd
N design value of the resistance to axial force
Rd
N characteristic value of the resistance to axial force
Rk
N characteristic value of the resistance to axial force at the cross-section m
Rk,m
N design value of the resistance to tensile axial force
t,Rd
N design value of the ultimate resistance to axial force of the net cross-section at holes for
u,Rd
fasteners
P characteristic value of a prestressing action imposed during erection
k
Q local force applied at each stabilized member at the plastic hinge locations
m
R yield strength taken from the relevant product standard
eH
R design value of resistance
d
R characteristic value of resistance
k
R ultimate strength taken from the relevant product standard
m
S static moment (first moment of area)
S shear stiffness of a built-up member from the lacing or battened panel
Vb
S shear stiffness provided by sheeting
v
T design value of total internal torsional moment
Ed
T design value of internal St. Venant torsional moment
t,Ed
T design value of the resistance to torsional moment
Rd
T design value of internal warping torsional moment
w,Ed
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V design value of the resistance to shear force
c,Rd
V design value of the shear force
Ed
I
design value of the first order shear force in a built-up member
V
Ed
V design value of the plastic resistance to shear force
pl,Rd
V design value of the reduced plastic shear resistance making allowance for the presence
pl,T,Rd
of a torsional moment
W plastic section modulus for the plastic resistance to bimoment
pl,B
W effective section modulus
eff
W minimum effective section modulus for bending about y-y axis
eff,y,min
W elastic section modulus
el
W minimum elastic section modulus
el,min
W , W elastic section modulus for bending about y-y axis and z-z axis, respectively
el,y el,z
W minimum elastic section modulus for bending about y-y axis
el,y,min
W elasto-plastic section modulus for Class 3 section
ep
W , W elasto-plastic section modulus for bending about y-y axis and z-z axis, respectively
ep,y ep,z
W plastic section modulus
pl
W , W plastic section modulus for bending about y-y axis and z-z axis, respectively
pl,y pl,z
X design value of a basic variable
d
X characteristic value of a basic variable
k
X characteristic value of material property
k,i
X target characteristic value of a basic variable
k,th
X mean value of a basic variable
m
X nominal value of a basic variable
n
X representative value of material properties
rep
X upper reference value
5%
X lower reference value
0,12%
Z required design Z-value resulting from the magnitude of strains from restrained metal
Ed
shrinkage under the weld beads
Z available design Z-value
Rd
SIST EN 1993-1-1:2023
3.2.2 Latin lower-case symbols
a ratio of web area to gross section area
a design value of geometrical properties
d
a
...