SIST EN 1993-1-3:2007
(Main)Eurocode 3 - Design of steel structures - Part 1-3: General rules - Supplementary rules for cold-formed members and sheeting
Eurocode 3 - Design of steel structures - Part 1-3: General rules - Supplementary rules for cold-formed members and sheeting
(1) EN 1993-1-3 gives design requirements for cold-formed thin gauge members and sheeting. It applies to cold-formed steel products made from coated or uncoated thin gauge hot or cold rolled sheet or strip, that have been cold-formed by such processes as cold rolled forming or press braking. It may also be used for the design of profiled steel sheeting for composite steel and concrete slabs at the construction stage, see EN 1994. The execution of steel structures made of cold-formed thin gauge members and sheeting is covered in EN 1090.
NOTE: The rules in this part complement the rules in other parts of EN 1993-1.
(2) Methods are also given for stressed-skin design using steel sheeting as a structural diaphragm.
(3) This part does not apply to cold-formed circular and rectangular structural hollow sections supplied to EN 10219, for which reference should be made to EN 1993-1-1 and EN 1993-1-8.
(4) EN 1993-1-3 gives methods for design by calculation and for design assisted by testing. The methods for design by calculation apply only within stated ranges of material properties and geometrical proportions for which sufficient experience and test evidence is available. These limitations do not apply to design assisted by testing.
(5) EN 1993-1-3 does not cover load arrangement for testing for loads during execution and maintenance.
(6) The calculation rules given in this standard are only valid if the tolerances of the cold formed members comply with EN 10162
Bemessung und Konstruktion von Stahlbauten - Teil 1-3: Allgemeine Regeln - Ergänzende Regeln für kaltgeformte dünnwandige Bauteile und Bleche
(1) EN 1993-1-3 enthält Anforderungen an die Bemessung kaltgeformter, dünnwandiger Bauteile und Bleche. Sie bezieht sich auf kaltgewalzte Stahlerzeugnisse aus beschichtetem oder nicht beschichtetem warm- oder kaltgewalzten dünnwandigen Blech oder Band, das durch Rollprofilier- oder Kantverfahren kaltverformt wurde. Sie darf auch zur Bemessung von profilierten Stahlblechen für Stahl-Beton-Verbunddecken im Bauzustand angewendet werden, siehe EN 1994. Die Ausführung von Stahlbaukonstruktionen aus kaltgeformten, dünn¬wandigen Bauteilen ist in EN 1090 geregelt.
ANMERKUNG Die Regelungen dieses Teils sind Ergänzungen anderer Teile der EN 1993-1.
(2) Es werden auch Bemessungsverfahren zu Schubfeldkonstruktionen aus dünnwandigen Stahlblechen angeführt.
(3) Dieser Teil enthält keine Regelungen zu kaltgeformten Kreis- und Rechteckhohlprofilen, die nach EN 10219 geliefert werden. Hierzu wird auf EN 1993-1-1 und EN 1993-1-8 verwiesen.
(4) EN 1993-1-3 enthält Nachweisverfahren mit Berechnungen und mit durch Versuche gestützten Berechnungen. Die Berechnungsverfahren beziehen sich lediglich auf die angegebenen Werkstoffe und geometrischen Abmessungen, für die ausreichend Erfahrungswerte und Versuchsergebnisse vorliegen. Diese Einschränkungen gelten nicht für die experimentellen Verfahren.
(5) EN 1993-1-3 regelt nicht die Lastanordungen für die Überprüfung von Lasten bei Montage und Instand¬haltung.
(6) Voraussetzung für die Gültigkeit dieser Norm ist, dass die kaltgeformten Bauteile den Toleranz¬anforde¬rungen in EN 1090-2 genügen.
Eurocode 3 - Calcul des structures en acier - Partie 1-3: Regles générales - Regles supplémentaires pour les profilés et plaques formés a froid
(1) L'EN 1993-1-3 définit des exigences de calcul relatives aux profilés et plaques nervurées a parois minces formés a froid. Elle s'applique aux produits en acier formés a froid par des procédés tels que le profilage aux galets ou le pliage a la presse plieuse, a partir de tôles ou bandes d'acier laminées a chaud ou a froid, de faible épaisseur, revetues ou non revetues. Elle peut également etre utilisée pour le calcul des tôles profilées en acier destinées aux dalles mixtes acier-béton en phase de coulage, voir EN 1994. L'exécution des structures en acier constituées de profilés et de plaques nervurées a parois minces formés a froid est couverte par l'EN 1090.
NOTE Les regles définies dans la présente partie completent les regles définies dans les autres parties de l'EN 1993-1.
(2) La présente norme donne également des méthodes de calcul pour la conception des structures, tenant compte de la collaboration de paroi, en utilisant des plaques nervurées en acier comme diaphragme.
(3) La présente partie ne s'applique pas aux profils creux de construction circulaires et rectangulaires formés a froid fournis suivant l'EN 10219, pour lesquels il convient de se reporter a l'EN 1993-1-1 et a l'EN 1993-1-8.
(4) L'EN 1993-1-3 donne des méthodes pour le dimensionnement par calcul et pour le dimensionnement assisté par des essais. Les méthodes de dimensionnement par calcul ne s'appliquent que dans des gammes bien définies de caractéristiques de matériaux et de proportions géométriques pour lesquelles on dispose d'une expérience suffisante et d'une validation par essais. Ces limitations ne s'appliquent pas au dimensionnement assisté par des essais.
(5) L'EN 1993-1-3 ne couvre pas la prise en compte des charges d’essais relatifs aux phases d'exécution et d’entretien.
(6) Les regles de calcul données dans la présente norme ne sont applicables que si les tolérances des profilés formés a froid sont conformes a l’EN 1090-2.
Evrokod 3: Projektiranje jeklenih konstrukcij - 1-3. del: Splošna pravila - Dodatna pravila za hladno oblikovane profile in pločevino
(1) EN 1993-1-3 podaja zahteve za načrtovanje hladno oblikovanih tankostenskih profilov in pločevine. Uporablja se za hladno oblikovane jeklene proizvode izdelane iz premazane ali nepremazane tankostenske vroče ali hladno valjane plošče ali trakov, ki so bili hladno oblikovani s takšnimi postopki kot so hladno valjano oblikovanje ali krivljenje pločevine. Lahko se uporablja tudi za načrtovanje profiliranih jeklenih plošč za kompozitno jeklo in betonske bloke v fazi gradnje (glej EN 1994). Izdelavo jeklenih konstrukcij, izdelanih iz hladno oblikovanih tankostenskih profilov in pločevine, zajema EN 1090.
OPOMBA: Pravila v tem delu dopolnjujejo pravila v drugih delih EN 1993-1.
(2) Podane so tudi metode za zasnovo oplate z uporabo jeklenih plošč kot konstrukcijske zaslonke.
(3) Ta del se ne uporablja za hladno oblikovane okrogle in kvadratne konstrukcijske votle dele, dodane EN 10219, za katere je potrebno sklicevanje na EN 1993-1-1 in EN 1993-1-8.
(4) EN 1993-1-3 podaja metode za načrtovanje z izračunavanjem in za načrtovanje s pomočjo preskušanja. Metode za načrtovanje z izračuni se uporablja samo v okviru navedenih razponov lastnosti in geometričnih razmerij, za katere so na voljo zadostne izkušnje in preskusni dokazi. Te omejitve ne veljajo za načrtovanje s pomočjo preskušanja.
(5) EN 1993-1-3 ne zajema razporeditve obremenitve za preskušanje obremenitev med izvajanjem in vzdrževanjem.
(6) Pravila za izračune, podana v tem standardu, veljajo samo, če so odstopanja hladno oblikovanih profilov v skladu z EN 1090-2.
General Information
Relations
Standards Content (Sample)
2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.Eurocode 3 - Design of steel structures - Part 1-3: General rules - Supplementary rules for cold-formed members and sheetingEurocode 3 - Calcul des structures en acier - Partie 1-3: Regles générales - Regles supplémentaires pour les profilés et plaques formés a froidBemessung und Konstruktion von Stahlbauten - Teil 1-3: Allgemeine Regeln - Ergänzende Regeln für kaltgeformte dünnwandige Bauteile und BlecheTa slovenski standard je istoveten z:EN 1993-1-3:2006SIST EN 1993-1-3:2007en91.080.10Kovinske konstrukcijeMetal structures91.010.30Technical aspectsICS:SLOVENSKI
STANDARDSIST EN 1993-1-3:200701-marec-2007
EUROPEAN STANDARDNORME EUROPÉENNEEUROPÄISCHE NORMEN 1993-1-3October 2006ICS 91.010.30Supersedes ENV 1993-1-3:1996
English VersionEurocode 3 - Design of steel structures - Part 1-3: General rules- Supplementary rules for cold-formed members and sheetingEurocode 3 - Calcul des structures en acier - Partie 1-3:Règles générales - Règles supplémentarires pour lesprofilés et plaques à parois minces formés à froidEurocode 3 - Bemessung und Konstruktion vonStahlbauten - Teil 1-3: Allgemeine Regeln - ErgänzendeRegeln für kaltgeformte dünnwandige Bauteile und BlecheThis European Standard was approved by CEN on 16 January 2006.CEN members are bound to comply with the CEN/CENELEC Internal Regulations which stipulate the conditions for giving this EuropeanStandard the status of a national standard without any alteration. Up-to-date lists and bibliographical references concerning such nationalstandards may be obtained on application to the Central Secretariat or to any CEN member.This European Standard exists in three official versions (English, French, German). A version in any other language made by translationunder the responsibility of a CEN member into its own language and notified to the Central Secretariat has the same status as the officialversions.CEN members are the national standards bodies of Austria, Belgium, Cyprus, Czech Republic, Denmark, Estonia, Finland, France,Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia, Lithuania, Luxembourg, Malta, Netherlands, Norway, Poland, Portugal, Romania,Slovakia, Slovenia, Spain, Sweden, Switzerland and United Kingdom.EUROPEAN COMMITTEE FOR STANDARDIZATIONCOMITÉ EUROPÉEN DE NORMALISATIONEUROPÄISCHES KOMITEE FÜR NORMUNGManagement Centre: rue de Stassart, 36
B-1050 Brussels© 2006 CENAll rights of exploitation in any form and by any means reservedworldwide for CEN national Members.Ref. No. EN 1993-1-3:2006: E
EN 1993-1-3: 2006 (E)
2 Content
1
Introduction 5 1.1 Scope 5 1.2 Normative references 5 1.3 Terms and definitions 6 1.4 Symbols 7 1.5 Terminology and conventions for dimensions 8 2
Basis of design 11 3
Materials 12 3.1 General 12 3.2 Structural steel 15 3.3 Connecting devices 17 4
Durability 17 5 Structural analysis 18 5.1 Influence of rounded corners 18 5.2 Geometrical proportions 20 5.3 Structural modelling for analysis 22 5.4 Flange curling 22 5.5 Local and distortional buckling 23 5.6
Plate buckling between fasteners 41 6
Ultimate limit states 41 6.1 Resistance of cross-sections 41 6.2 Buckling resistance 56 6.3 Bending and axial tension 60 7
Serviceability limit states 60 7.1 General 60 7.2 Plastic deformation 60 7.3 Deflections 60 8
Design of joints 61 8.1 General 61 8.2 Splices and end connections of members subject to compression 61 8.3 Connections with mechanical fasteners 61 8.4 Spot welds 68 8.5 Lap welds 69 9
Design assisted by testing 73 10 Special considerations for purlins, liner trays and sheetings 74 10.1 Beams restrained by sheeting 74 10.2 Liner trays restrained by sheeting 92 10.3 Stressed skin design 95 10.4 Perforated sheeting 99 Annex A [normative] – Testing procedures 100 A.1 General 100 A.2 Tests on profiled sheets and liner trays 100 A.3 Tests on cold-formed members 105 A.4 Tests on structures and portions of structures 108 A.5 Tests on torsionally restrained beams 110 A.6 Evaluation of test results 114
EN 1993-1-3: 2006 (E)
3 Annex B [informative] – Durability of fasteners 119 Annex C [informative] – Cross section constants for thin-walled cross sections 121 C.1 Open cross sections 121 C.2 Cross section constants for open cross section with branches 123 C.3 Torsion constant and shear centre of cross section with closed part 124 Annex D [informative] – Mixed effective width/effective thickness method for outstand elements 125 Annex E [Informative] – Simplified design for purlins 127
EN 1993-1-3: 2006 (E)
4 Foreword This European Standard EN 1993-1-3, Eurocode 3: Design of steel structures: Part 1-3 General rules – Supplementary rules for cold formed members and sheeting, has been prepared by Technical Committee CEN/TC250 « Structural Eurocodes », the Secretariat of which is held by BSI. CEN/TC250 is responsible for all Structural Eurocodes.
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 April 2007, and conflicting National Standards shall be withdrawn at latest by March 2010.
This Eurocode supersedes ENV 1993-1-3.
According to the CEN-CENELEC Internal Regulations, the National Standard Organizations of the following countries are bound to implement this European Standard: Austria, Belgium, Cyprus, Czech Republic, Denmark, Estonia, Finland, France, Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia, Lithuania, Luxembourg, Malta, Netherlands, Norway, Poland, Portugal, Romania, Slovakia, Slovenia, Spain, Sweden, Switzerland and United Kingdom.
National annex for EN 1993-1-3 This standard gives alternative procedures, values and recommendations for classes with notes indicating where national choices may have to be made. Therefore the National Standard implementing EN 1993-1-3 should have a National Annex containing all Nationally Determined Parameters to be used for the design of steel structures to be constructed in the relevant country. National choice is allowed in EN 1993-1-3 through clauses: – 2(3)P – 2(5) – 3.1(3) Note 1 and Note 2 – 3.2.4(1) – 5.3(4) – 8.3(5) – 8.3(13), Table 8.1
– 8.3(13), Table 8.2 – 8.3(13), Table 8.3 – 8.3(13), Table 8.4 – 8.4(5) – 8.5.1(4) – 9(2) – 10.1.1(1) – 10.1.4.2(1) – A.1(1), NOTE 2 – A.1(1), NOTE 3 – A.6.4(4) – E(1)
EN 1993-1-3: 2006 (E)
5 1
Introduction
1.1 Scope (1) EN 1993-1-3 gives design requirements for cold-formed thin gauge members and sheeting.
It applies to cold-formed steel products made from coated or uncoated thin gauge hot or cold rolled sheet or strip, that have been cold-formed by such processes as cold-rolled forming or press-braking.
It may also be used for the design of profiled steel sheeting for composite steel and concrete slabs at the construction stage, see EN 1994.
The execution of steel structures made of cold-formed thin gauge members and sheeting is covered in EN 1090.
NOTE:
The rules in this part complement the rules in other parts of EN 1993-1. (2) Methods are also given for stressed-skin design using steel sheeting as a structural diaphragm. (3) This part does not apply to cold-formed circular and rectangular structural hollow sections supplied to EN 10219, for which reference should be made to EN 1993-1-1 and EN 1993-1-8. (4) EN 1993-1-3 gives methods for design by calculation and for design assisted by testing.
The methods for design by calculation apply only within stated ranges of material properties and geometrical proportions for which sufficient experience and test evidence is available.
These limitations do not apply to design assisted by testing. (5) EN 1993-1-3 does not cover load arrangement for testing for loads during execution and maintenance. (6) The calculation rules given in this standard are only valid if the tolerances of the cold formed members comply with EN 1090-2 1.2 Normative references The following normative documents contain provisions which, through reference in this text, constitute provisions of this European Standard.
For dated references, subsequent amendments to, or revisions of, any of these publications do not apply. However, parties to agreements based on this European Standard are encouraged to investigate the possibility of applying the most recent editions of the normative documents indicated below. For undated references, the latest edition of the normative document referred to applies. EN 1993
Eurocode 3 – Design of steel structures
Part 1-1 to part 1-12
EN 10002
Metallic materials - Tensile testing:
Part 1:
Method of test (at ambient temperature); EN 10025-1 Hot-rolled products of structural steels - Part 1: General delivery conditions; EN 10025-2 Hot-rolled products of structural steels - Part 2: Technical delivery conditions for non-alloy structural steels; EN 10025-3 Hot-rolled products of structural steels - Part 3: Technical delivery conditions for normalized / normalized rolled weldable fine grain structural steels;
EN 10025-4 Hot-rolled products of structural steels - Part 4: Technical delivery conditions for thermomechanical rolled weldable fine grain structural steels; EN 10025-5 Hot-rolled products of structural steels - Part 5: Technical delivery conditions for structural steels with improved atmospheric corrosion resistance; EN 10143
Continuously hot-dip metal coated steel sheet and strip - Tolerances on dimensions and shape; EN 10149
Hot rolled flat products made of high yield strength steels for cold-forming:
Part 2:
Delivery conditions for normalized/normalized rolled steels;
Part 3:
Delivery conditions for thermomechanical rolled steels;
EN 10204
Metallic products. Types of inspection documents (includes amendment A 1:1995); EN 10268
Cold-rolled flat products made of high yield strength micro-alloyed steels for cold forming - General delivery conditions;
EN 1993-1-3: 2006 (E) 6 EN 10292
Continuously hot-dip coated strip and sheet of steels with higher yield strength for cold forming - Technical delivery conditions; EN 10326
Continuously hot-dip coated strip and sheet of structural steels - Technical delivery conditions; EN 10327
Continuously hot-dip coated strip and sheet of low carbon steels for cold forming - Technical delivery conditions; EN-ISO 12944-2 Paints and vanishes. Corrosion protection of steel structures by protective paint systems. Part 2: Classification of environments (ISO 12944-2:1998); EN 1090-2 Execution of steel structures and aluminium structures Part 2: Technical requirements for steel structures: EN 1994
Eurocode 4: Design of composite steel and concrete structures; EN ISO 1478
Tapping screws thread; EN ISO 1479
Hexagon head tapping screws; EN ISO 2702
Heat-treated steel tapping screws - Mechanical properties; EN ISO 7049
Cross recessed pan head tapping screws; EN ISO 10684 Fasteners – hot deep galvanized coatings ISO 4997
Cold reduced steel sheet of structural quality; EN 508-1 Roofing products from metal sheet - Specification for self-supporting products of steel, aluminium or stainless steel sheet - Part 1: Steel; FEM 10.2.02 Federation Europeenne de la manutention, Secion X, Equipment et proceedes de stockage,
FEM 10.2.02, The design of static steel pallet racking, Racking design code, April 2001 Version 1.02. 1.3 Terms and definitions Supplementary to EN 1993-1-1, for the purposes of this Part 1-3 of EN 1993, the following terms and definitions apply: 1.3.1
basic material The flat sheet steel material out of which cold-formed sections and profiled sheets are made by cold-forming.
1.3.2 basic yield strength The tensile yield strength of the basic material. 1.3.3
diaphragm action Structural behaviour involving in-plane shear in the sheeting.
1.3.4
liner tray Profiled sheet with large lipped edge stiffeners, suitable for interlocking with adjacent liner trays to form a plane of ribbed sheeting that is capable of supporting a parallel plane of profiled sheeting spanning perpendicular to the span of the liner trays. 1.3.5
partial restraint Restriction of the lateral or rotational movement, or the torsional or warping deformation, of a member or element, that increases its buckling resistance in a similar way to a spring support, but to a lesser extent than a rigid support.
EN 1993-1-3: 2006 (E)
7 1.3.6
relative slenderness A normalized non-dimensional slenderness ratio.
1.3.7
restraint Restriction of the lateral or rotational movement, or the torsional or warping deformation, of a member or element, that increases its buckling resistance to the same extent as a rigid support.
1.3.8
stressed-skin design A design method that allows for the contribution made by diaphragm action in the sheeting to the stiffness and strength of a structure. 1.3.9
support A location at which a member is able to transfer forces or moments to a foundation, or to another member or other structural component. 1.3.10
nominal thickness A target average thickness inclusive zinc and other metallic coating layers when present rolled and defined by the steel supplier (tnom not including organic coatings).
1.3.11
steel core thickness A nominal thickness minus zinc and other metallic coating layers (tcor).
1.3.12
design thickness the steel core thickness used in design by calculation according to 1.5.3(6) and 3.2.4. 1.4 Symbols (1) In addition to those given in EN 1993-1-1, the following main symbols are used: fy
yield strength fya average yield strength fyb basic yield strength t
design core thickness of steel material before cold forming, exclusive of metal and organic coating tnom nominal sheet thickness after cold forming inclusive of zinc and other metallic coating not including organic coating tcor the nominal thickness minus zinc and other metallic coating K
spring stiffness for displacement C
spring stiffness for rotation (2) Additional symbols are defined where they first occur. (3) A symbol may have several meanings in this part.
EN 1993-1-3: 2006 (E) 8
1.5 Terminology and conventions for dimensions 1.5.1 Form of sections (1) Cold-formed members and profiled sheets have within the permitted tolerances a constant nominal thickness over their entire length and may have either a uniform cross section or a tapering cross section along their length. (2) The cross-sections of cold-formed members and profiled sheets essentially comprise a number of plane elements joined by curved elements. (3) Typical forms of sections for cold-formed members are shown in figure 1.1. NOTE: The calculation methods of this Part 1-3 of EN 1993 does not cover all the cases shown in figures 1.1-1.2.
a)
Single open sections
b)
Open built-up sections
c)
Closed built-up sections Figure 1.1:
Typical forms of sections for cold-formed members
(4) Examples of cross-sections for cold-formed members and sheets are illustrated in figure 1.2. NOTE: All rules in this Part 1-3 of EN 1993 relate to the main axis properties, which are defined by the main axes y - y and z - z for symmetrical sections and u - u and v - v for unsymmetrical sections as e.g. angles and Zed-sections.
In some cases the bending axis is imposed by connected structural elements whether the cross-section is symmetric or not.
EN 1993-1-3: 2006 (E)
9
a)
Compression members and tension members
b)
Beams and other members subject to bending
c)
Profiled sheets and liner trays Figure 1.2:
Examples of cold-formed members and profiled sheets (5) Cross-sections of cold-formed members and sheets may either be unstiffened or incorporate longitudinal stiffeners in their webs or flanges, or in both. 1.5.2 Form of stiffeners (1) Typical forms of stiffeners for cold-formed members and sheets are shown in figure 1.3.
EN 1993-1-3: 2006 (E) 10
a)
Folds and bends
b)
Folded groove and curved groove
c)
Bolted angle stiffener Figure 1.3:
Typical forms of stiffeners for cold-formed members and sheeting (2) Longitudinal flange stiffeners may be either edge stiffeners or intermediate stiffeners. (3) Typical edge stiffeners are shown in figure 1.4.
a)
Single edge fold stiffeners
b)
Double edge fold stiffeners Figure 1.4:
Typical edge stiffeners (4) Typical intermediate longitudinal stiffeners are illustrated in figure 1.5.
a)
Intermediate flange stiffeners
b)
Intermediate web stiffeners Figure 1.5:
Typical intermediate longitudinal stiffeners
1.5.3 Cross-section dimensions (1) Overall dimensions of cold-formed members and sheeting, including overall width
b, overall height
h, internal bend radius
r
and other external dimensions denoted by symbols without subscripts, such as a, c or d, are measured to the face of the material, unless stated otherwise, as illustrated in figure 1.6.
EN 1993-1-3: 2006 (E)
11
Figure 1.6:
Dimensions of typical cross-section
(2) Unless stated otherwise, the other cross-sectional dimensions of cold-formed members and sheeting, denoted by symbols with subscripts, such as
bd,
hw or
sw, are measured either to the midline of the material or the midpoint of the corner. (3) In the case of sloping elements, such as webs of trapezoidal profiled sheets, the slant height
s
is measured parallel to the slope.
The slope is straight line between intersection points of flanges and web. (4) The developed height of a web is measured along its midline, including any web stiffeners. (5) The developed width of a flange is measured along its midline, including any intermediate stiffeners. (6) The thickness
t
is a steel design thickness (the steel core thickness extracted minus tolerance if needed as specified in clause 3.2.4), if not otherwise stated. 1.5.4 Convention for member axes (1) In general the conventions for members is as used in Part 1-1 of EN 1993, see Figure 1.7. yzzyuvvuyzzyuvvuyzzyuvvu Figure 1.7:
Axis convention
(2) For profiled sheets and liner trays the following axis convention is used:
-
y - y
axis parallel to the plane of sheeting;
-
z - z axis perpendicular to the plane of sheeting.
2
Basis of design (1) The design of cold formed members and sheeting should be in accordance with the general rules given in EN 1990 and EN 1993-1-1. For a general approach with FE-methods (or others) see EN 1993-1-5, Annex C. (2)P Appropriate partial factors shall be adopted for ultimate limit states and serviceability limit states.
b h r c
EN 1993-1-3: 2006 (E) 12
(3)P For verifications by calculation at ultimate limit states the partial factor gM shall be taken as follows:
- resistance of cross-sections to excessive yielding including local and distortional buckling:
gM0
- resistance of members and sheeting where failure is caused by global buckling: gM1
- resistance of net sections at fastener holes: gM2 NOTE: Numerical values for gMi may be defined in the National Annex.
The following numerical values are recommended for the use in buildings:
gM0 = 1,00;
gM1 = 1,00;
gM2 = 1,25. (4) For values of gM for resistance of connections, see Section 8. (5) For verifications at serviceability limit states the partial factor gM,ser should be used. NOTE: Numerical value for gM,ser may be defined in the National Annex.
The following numerical value is recommended for the use in buildings:
gM,ser = 1,00 . (6) For the design of structures made of cold formed members and sheeting a distinction should be made between “structural classes” associated with failure consequences according to EN 1990 – Annex B defined as follows: Structural Class I:
Construction where cold-formed members and sheeting are designed to contribute to the overall strength and stability of a structure; Structural Class II:
Construction where cold-formed members and sheeting are designed to contribute to the strength and stability of individual structural elements; Structural Class III:
Construction where cold-formed sheeting is used as an element that only transfers loads to the structure. NOTE 1:
During different construction stages different structural classes may be considered. NOTE 2: For requirements for execution of sheeting see EN 1090.
3
Materials 3.1 General (1) All steels used for cold-formed members and profiled sheets should be suitable for cold-forming and welding, if needed.
Steels used for members and sheets to be galvanized should also be suitable for galvanizing. (2) The nominal values of material properties given in this Section should be adopted as characteristic values in design calculations. (3) This part of EN 1993 covers the design of cold formed members and profiles sheets fabricated from steel material conforming to the steel grades listed in table 3.1a.
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13
Table 3.1a:
Nominal values of basic yield strength
fyb
and ultimate tensile strength
fu Type of steel Standard Grade fyb N/mm2 fu N/mm2 Hot rolled products of non-alloy structural steels. Part 2: Technical delivery conditions for non alloy structural steels EN 10025: Part 2 S 235 S 275 S 355 235 275 355 360 430 510 Hot-rolled products of structural steels. Part 3: Technical delivery conditions for normalized/normalized rolled weldable fine grain structural steels EN 10025: Part 3 S 275 N S 355 N S 420 N S 460 N S 275 NL S 355 NL S 420 NL S 460 NL 275 355 420 460 275 355 420 460 370 470 520 550 370 470 520 550 Hot-rolled products of structural steels. Part 4: Technical delivery conditions for thermomechanical rolled weldable fine grain structural steels EN 10025: Part 4 S 275 M S 355 M S 420 M S 460 M S 275 ML S 355 ML S 420 ML S 460 ML 275 355 420 460 275 355 420 460 360 450 500 530 360 450 500 530
NOTE 1: For steel strip less than 3 mm thick conforming to EN 10025, if the width of the original strip is greater than or equal to 600 mm, the characteristic values may be given in the National Annex.
Values equal to 0,9 times those given in Table 3.1a are recommended. NOTE 2: For other steel materials and products see the National Annex.
Examples for steel grades that may conform to the requirements of this standard are given in Table 3.1b.
EN 1993-1-3: 2006 (E) 14 Table 3.1b:
Nominal values of basic yield strength
fyb
and ultimate tensile strength
fu Type of steel Standard Grade fyb N/mm2 fu N/mm2 Cold reduced steel sheet of structural quality ISO 4997 CR 220 CR 250 CR 320 220 250 320 300 330 400 Continuous hot dip zinc coated carbon steel sheet of structural quality EN 10326 S220GD+Z S250GD+Z S280GD+Z S320GD+Z S350GD+Z 220 250 280 320 350 300 330 360 390 420 Hot-rolled flat products made of high yield strength steels for cold forming. Part 2: Delivery conditions for thermomechanically rolled steels EN 10149: Part 2 S 315 MC S 355 MC S 420 MC S 460 MC S 500 MC S 550 MC S 600 MC S 650 MC S 700 MC 315 355 420 460 500 550 600 650 700 390 430 480 520 550 600 650 700 750
EN 10149: Part 3 S 260 NC S 315 NC S 355 NC S 420 NC 260 315 355 420 370 430 470 530 Cold-rolled flat products made of high yield strength micro-alloyed steels for cold forming EN 10268 H240LA H280LA H320LA H360LA H400LA 240 280 320 360 400 340 370 400 430 460 Continuously hot-dip coated strip and sheet of steels with higher yield strength for cold forming EN 10292 H260LAD H300LAD H340LAD H380LAD H420LAD 240 2) 280 2) 320 2) 360 2) 400 2) 340 2) 370 2) 400 2) 430 2) 460 2) Continuously hot-dipped zinc-aluminium (ZA) coated steel strip and sheet EN 10326 S220GD+ZA S250GD+ZA S280GD+ZA S320GD+ZA S350GD+ZA 220 250 280 320 350 300 330 360 390 420 Continuously hot-dipped aluminium-zinc (AZ) coated steel strip and sheet EN 10326 S220GD+AZ S250GD+AZ S280GD+AZ S320GD+AZ S350GD+AZ 220 250 280 320 350 300 330 360 390 420 Continuously hot-dipped zinc coated strip and sheet of mild steel for cold forming EN 10327 DX51D+Z DX52D+Z DX53D+Z 140 1) 140 1) 140 1) 270 1) 270 1) 270 1) 1) Minimum values of the yield strength and ultimate tensile strength are not given in the standard. For all steel grades a minimum value of 140 N/mm2 for yield strength and 270 N/mm2 for ultimate tensile strength may be assumed. 2) The yield strength values given in the names of the materials correspond to transversal tension. The values for longitudinal tension are given in the table.
EN 1993-1-3: 2006 (E)
15 3.2 Structural steel 3.2.1
Material properties of base material (1) The nominal values of yield strength
fyb
or tensile strength
fu
should be obtained
a) either by adopting the values fy = Reh or Rp0,2 and fu = Rm direct from product standards, or b) by using the values given in Table 3.1a and b c) by appropriate tests. (2) Where the characteristic values are determined from tests, such tests should be carried out in accordance with EN 10002-1.
The number of test coupons should be at least
5
and should be taken from a lot in following way:
1. Coils: a. For a lot from one production (one pot of melted steel) at least one coupon per coil of
30% of
the number of coils;
b. For a lot from different productions at least one coupon per coil;
2. Strips:
At least one coupon per 2000 kg from one production. The coupons should be taken at random from the concerned lot of steel and the orientation should be in the length of the structural element.
The characteristic values should be determined on basis of a statistical evaluation in accordance with EN 1990 Annex D.
(3) It may be assumed that the properties of steel in compression are the same as those in tension. (4) The ductility requirements should comply with 3.2.2 of EN 1993-1-1. (5) The design values for material coefficients should be taken as given in 3.2.6 of EN 1993-1-1 (6) The material properties for elevated temperatures are given in EN 1993-1-2. 3.2.2
Material properties of cold formed sections and sheeting
(1) Where the yield strength is specified using the symbol
fy
the average yield strength
fya
may be used if (4) to (8) apply.
In other cases the basic yield strength
fyb
should be used.
Where the yield strength is specified using the symbol
fyb
the basic yield strength
fyb
should be used. (2) The average yield strength
fya
of a cross-section due to cold working may be determined from the results of full size tests. (3) Alternatively the increased average yield strength
fya
may be determined by calculation using:
()g2ybuybyaAkntffff-+= but
()2ybuyafff+£
… (3.1) where:
Ag
is the gross cross-sectional area;
k
is a numerical coefficient that depends on the type of forming as follows:
- k
=
7
for roll forming;
- k
=
5
for other methods of forming;
n
is the number of
90°
bends in the cross-section with an internal radius
r £ 5t (fractions of 90°
bends should be counted as fractions of n);
t
is the design core thickness of the steel material before cold-forming, exclusive of metal and organic coatings, see 3.2.4. (4) The increased yield strength due to cold forming may be taken into account as follows:
EN 1993-1-3: 2006 (E) 16
- in axially loaded members in which the effective cross-sectional area
Aeff
equals the gross area
Ag;
- in determining
Aeff
the yield strength
fy
should be taken as
fyb . (5) The average yield strength
fya
may be utilised in determining:
- the cross-section resistance of an axially loaded tension member;
- the cross-section resistance and the buckling resistance of an axially loaded compression member with a
fully effective cross-section;
- the moment resistance of a cross-section with fully effective flanges. (6) To determine the moment resistance of a cross-section with fully effective flanges, the cross-section may be subdivided into
m
nominal plane elements, such as flanges.
Expression (3.1) may then be used to obtain values of increased yield strength
fy,i
separately for each nominal plane element
i, provided that:
yam1iig,iy,m1iig,fAfA£==
… (3.2) where:
Ag,i
is the gross cross-sectional area of nominal plane element i, and when calculating the increased yield strength
fy,i
using the expression (3.1) the bends on the edge of the nominal plane elements should be counted with the half their angle for each area
Ag,i. (7) The increase in yield strength due to cold forming should not be utilised for members that are subjected to heat treatment after forming at more than
580°C
for more than one hour. NOTE:
For further information see EN 1090, Part 2. (8) Special attention should be paid to the fact that some heat treatments (especially annealing) might induce a reduced yield strength lower than the basic yield strength
fyb . NOTE:
For welding in cold formed areas see also EN 1993-1-8. 3.2.3
Fracture toughness (1) See EN 1993-1-1 and EN 1993-1-10. 3.2.4 Thickness and thickness tolerances (1) The provisions for design by calculation given in this Part 1-3 of EN 1993 may be used for steel within given ranges of core thickness
tcor. NOTE: The ranges of core thickness tcor for sheeting and members may be given in the National Annex. The following values are recommended:
- for sheeting and members: 0,45 mm
£
tcor
£
15 mm
- for connections:
0,45 mm
£
tcor
£
4 mm , see 8.1(2) (2) Thicker or thinner material may also be used, provided that the load bearing resistance is determined by design assisted by testing.
EN 1993-1-3: 2006 (E)
17 (3) The steel core thickness
tcor
should be used as design thickness, where t = cort if tol £ 5% … (3.3a) t = 95100cortolt-= if tol > 5% … (3.3b) with tcor
= tnom – tmetallic coatings … (3.3c) where
tol
is the minus tolerance in
%. NOTE:
For the usual
Z 275
zinc coating, tzinc
= 0,04 mm. (4) For continuously hot-dip metal coated members and sheeting supplied with negative tolerances less or equal to the “special tolerances (S)” given in EN 10143, the design thickness according to (3.3a) may be used.
If the negative tolerance is beyond "special tolerance (S)" given in EN 10143 then the design thickness according to (3.3b) may be used. (5) tnom is the nominal sheet thickness after cold forming. It may be taken as the value to tnom of the original sheet, if the calculative cross-sectional areas before and after cold forming do not differ more than 2%; otherwise the notional dimensions should be changed. 3.3 Connecting devices 3.3.1 Bolt assemblies (1) Bolts, nuts and washers should conform to the requirements given in EN 1993-1-8. 3.3.2 Other types of mechanical fastener (1)
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