CEN/TC 250/SC 3 - Eurocode 3: Design of steel structures

1.1   Scope of prEN 1993-1-3
(1) This document provides rules for structural design of cold-formed steel members and sheeting.
(2) This document applies to cold-formed steel products made from coated or uncoated hot- or cold-rolled sheet or strip, which have been cold-formed by processes such as roll-forming or press braking. It also covers sheeting and members which are curved during fabrication by continuous bending or roll-forming. Sheeting which has the curvature created by crushing the inner flanges is not included. This document is also applicable to 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 steel members and sheeting is covered in EN 1090 4. Provisions for bolted connections are provided in EN 1090 2.
NOTE   The rules in prEN 1993 1 3 complement the rules in other parts of EN 1993 1.
(3) Methods are also given for stressed-skin design, using steel sheeting as a structural diaphragm.
(4) This document does not apply to cold-formed circular and rectangular structural hollow sections supplied to EN 10219, for which reference is made to EN 1993 1 1 and EN 1993 1 8.
(5) This document provides methods for design by calculation and for design assisted by testing. The methods for design by calculation apply only within the stated ranges of material properties and geometric proportions, for which sufficient experience and test evidence is available. These limitations do not apply to design assisted by testing.
1.2   Assumptions
(1) Unless specifically stated, EN 1990, EN 1991 (all parts) and EN 1993 1 1 apply.
(2) The design methods given in prEN 1993 1 3 are applicable if:
-   the execution quality is as specified in EN 1090 4, the execution quality of bolted connections is as specified in EN 1090 2, and
-   the construction materials and products are as specified in the relevant parts of EN 1993 (all parts), or in the relevant material and product specifications.
(2) EN 1993 is intended to be used in conjunction with:
-   the parts of EN 1992 to EN 1999 where steel structures or steel components are referred to within those documents;
-   EN, EAD and ETA standards for construction products relevant to steel structures.

1.1   Scope of FprEN 1993-1-8
(1) FprEN 1993-1-8 provides rules for structural design of joints subject to predominantly static loading using all steel grades from S235 up to and including S700, unless otherwise stated in individual clauses.
NOTE   As an alternative to the design rules provided in Clause 9, the design rules given in CEN/TR 1993-1-801 "Eurocode 3: Design of steel structures - Part 1 801: Hollow section joints design according to the component method" can be used.
(2) The provisions in this document apply to steels complying with the requirements given in EN 1993 1 1 and to material thickness greater than or equal to 3 mm, unless otherwise stated in individual clauses.
1.2   Assumptions
(1) Unless specifically stated, EN 1990, EN 1991 (all parts) and the other relevant parts of EN 1993-1 (all parts) apply.
(2) The design methods given in FprEN 1993-1-8 are applicable if:
-   the execution quality is as specified in EN 1090-2,
and
-   the construction materials and products used are as specified in the relevant parts of EN 1993 (all parts), or in the relevant material and product specifications.

1.1   Scope of prEN 1993-1-2
(1) This document provides rules for the design of steel structures for the accidental situation of fire exposure. This Part of EN 1993 only identifies differences from, or supplements to, normal temperature design.
(2) This document applies to steel structures required to fulfil a loadbearing function.
(3) This document does not include rules for separating function.
(4) This document gives principles and application rules for the design of structures for specified requirements in respect of the aforementioned function and the levels of performance.
(5) This document applies to structures, or parts of structures, that are within the scope of EN 1993 1 1 and are designed accordingly.
(6) This document is intended to be used in conjunction with EN 1991-1-2, EN 1993-1-1, EN 1993 1-3, EN 1993-1-4, EN 1993-1-5, EN 1993-1-6, EN 1993-1-7, EN 1993-1-8, EN 1993-1-11, EN 1993-1-13 or EN 1993-1-14.
1.2   Assumptions
(1) Unless specifically stated, EN 1990, EN 1991(all parts) and EN 1993-1-1 apply.
(2) The design methods given in prEN 1993-1-2 are applicable if
-   the execution quality is as specified in EN 1090-2 and/or EN 1090-4, and
-   the construction materials and products used are as specified in prEN 1993-1-1:2020, Table 5.1 and Table 5.2 and in prEN 1993-1-3:2022, Table 5.1 and Table 5.2, or in the relevant material and product specifications.
(3) In addition to the general assumptions of EN 1990 the following assumptions apply:
-   the choice of the relevant design fire scenario is made by appropriate qualified and experienced personnel, or is given by the relevant national regulation;
-   any fire protection measure taken into account in the design will be adequately maintained.

1.1   Scope of EN 1993-1-5
(1) This document provides rules for structural design of stiffened and unstiffened nominally flat plates which are subject to in-plane forces.
(2) Non-uniform stress distributions due to shear lag, in-plane load introduction and plate buckling are covered. The effects of out-of-plane loading are outside the scope of this document.
NOTE 1   The rules in this part complement the rules for class 1, 2, 3 and 4 sections, see EN 1993-1-1.
NOTE 2   For the design of slender plates which are subject to repeated direct stress and/or shear and also fatigue due to out-of-plane bending of plate elements ("breathing"), see EN 1993-2 and EN 1993-6.
NOTE 3   For the effects of out-of-plane loading and for the combination of in-plane effects and out-of-plane loading effects, see EN 1993-2 and EN 1993-1-7.
(3) Single plate elements are considered as nominally flat where the curvature radius r in the direction perpendicular to the compression satisfies, as illustrated in Figure 1.1:
r≥b^2/t   (1.1)
where
b   is the panel width;
t   is the plate thickness.
Figure 1.1 - Definition of plate curvature
1.2   Assumptions
(1) Unless specifically stated, EN 1990, the EN 1991 series and EN 1993-1-1 apply.
(2) The design methods given in EN 1993-1-5 are applicable if
-   the execution quality is as specified in EN 1090-2 and
-   the construction materials and products used are as specified in the relevant parts of the EN 1993 series or in the relevant material product specifications.

(1) This document provides an alternative method for the stability verification of steel members under compression axial force and bending moment, with reference to EN 1993 1 1.
NOTE   For the applicability of this document, see Clause 4.
(2) The method given in this document applies to uniform steel members with double symmetric cross-section under axial compression force and bi-axial bending.

1.1   Scope of FprEN 1993 1 1
(1) FprEN 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 FprEN 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.

DOP of 12 months

1.1   Scope of EN 1993-1-13
1.1.1   General
(1) This document gives supplementary provisions that extend the application of EN 1993-1-1 and EN 1993-1-5 to the design of rolled and welded steel sections with various shapes of web openings. The following cases are considered:
-   rolled or welded beams with single or widely spaced web openings;
-   rolled or welded beams with closely spaced web openings;
-   cellular beams with circular openings made by cutting and re-welding two parts of steel sections that may be different in dimensions;
-   beams with hexagonal and sinusoidal openings made by cutting and re-welding two parts of steel sections that may be different in dimensions.
(2) This document applies to uniform members with I or H profiles, which are symmetric about the weak axis. It does not apply to non-prismatic or curved beams although the same principles can apply.
(3) This document applies to steel beams with web openings that are subjected to sagging (positive) or to hogging (negative) bending moments.
(4) This document covers the verification of the resistance at the openings and their effects on the global behaviour of the beam, including lateral torsional buckling.
(5) Alternative methods are presented for beams with circular openings and with sinusoidal openings in which the forces and resistances are calculated by increments around or along the openings and which are suitable for computer methods.
(6) This document applies to web slenderness, hw/tw, not exceeding 121ε. The local checks at and between adjacent openings apply to web slenderness up to this limit. The material parameter ε is defined in EN 1993-1-1:2022, 5.2.5 (2).
NOTE   The limit of 121ε is the limit of a Class 4 web for a steel section with equal flanges. It is used as a convenient limit for the application of this document, including mono-symmetric sections.
(7) This document does not cover fatigue. In case of fatigue, EN 1993-1-9 applies.
(8) This document does not cover fire design. For the design in case of fire, EN 1993-1-2 applies.
(9) This document does not cover the buckling verification of members with web openings under axial force.
1.1.2   Shapes of web openings
(1) The different shapes of web openings that are considered in this document are shown in Figure 1.1.
Figure 1.1 - Different shapes of web openings in steel beams
1.1.3   Stiffened openings
(1) This document also covers openings in the web of beams that are reinforced by longitudinal stiffeners and/or transverse stiffeners on one or both sides of the web, see Figure 1.2.
NOTE   The National Annex can give rules for alternative types of stiffener.
Figure 1.2 - Stiffening of openings in beam webs
1.2   Assumptions
(1) Unless specifically stated, EN 1990, the EN 1991 series and EN 1993-1-1 apply.
(2) The design methods given in EN 1993-1-13 are applicable if:
-   the execution quality is as specified in EN 1090-2, and
-   the construction materials and products used are as specified in the relevant parts of the EN 1993 series, or in the relevant material and product specifications.

DOP of 12 months! * 2017-03-22 FJD - No xml version as mother version was not originally published as xml.

DOP of 12 months!
2017-03-29 FJD - No xml version as the mother standard EN 1993-4-2:2007 was not edited as an xml deliverable.

DOP of 12 months!

- Grades of stainless steel covered in EN 1993-1-4
- Section classification
- Shear buckling
- Cold worked grads (including undermatched welding)
- Grade selection and durability

(1)P   EN 1993-1-7 provides basic design rules for the structural design of unstiffened and stiffened plates which form part of plated structures such as silos, tanks or containers, that are loaded by out of plane actions. It is intended to be used in conjunction with EN 1993-1-1 and the relevant application standards.
(2)   This document defines the design values of the resistances: the partial factor for resistances may be taken from National Annexes of the relevant application standards. Recommended values are given in the relevant application standards.
(3)   This Standard is concerned with the requirements for design against the ultimate limit state of:
–   plastic collapse;
–   cyclic plasticity;
–   buckling;
–   fatigue.
(4)   Overall equilibrium of the structure (sliding, uplifting, overturning) is not included in this Standard, but is treated in EN 1993-1-1. Special considerations for specific applications may be found in the relevant applications parts of EN 1993.
(5)   The rules in this Standard refer to plate segments in plated structures which may be stiffened or unstiffened. These plate segments may be individual plates or parts of a plated structure. They are loaded by out of plane actions.
(6)   For the verification of unstiffened and stiffened plated structures loaded only by in-plane effects see EN 1993-1-5. In EN 1993-1-7 rules for the interaction between the effects of inplane and out of plane loading are given.
(7)    For the design rules for cold formed members and sheeting see EN 1993-1-3.
(8)   The temperature range within which the rules of this Standard are allowed to be applied are defined in the relevant application parts of EN 1993.
(9)   The rules in this Standard refer to structures constructed in compliance with the execution specification of EN 1090-2.
(10)   (...)

Complementary to Part 1. Varied general rules and additional detailed rules for the structural design of steel supporting structures including runway beams for overhead travelling cranes and underslung cranes and monorail runway beams for hoist blocks for locations inside and outside buildings.

Complementary to Part 1. Varied general rules and additional detailed rules for the structural design of steel bearing piles and sheet piles and concrete filled steel piles.

Complementary to Part 1. Varied general rules and additional detailed rules for the structural design of free standing or supported steel silos of circular or rectangular plan for storing bulk granular solids.

Supplementary to Part 1-1. Supplementary provisions for the structural design o of plated steel shells in the form of cylinders, cones and spherical caps.

Complementary to Part 1. Varied general rules and additional detailed rules for the structural design of vertical above ground steel tanks for the storage of liquids.

EN1993-1-11 gives design rules for structures with tension components made of steel, which, due to their connections with the structure, are adjustable and replaceable

This Part 3.2 of EN 1993 applies to the structural design of vertical steel chimneys of circular or conical section.  It covers chimneys that are cantilevered, supported at intermediate levels or guyed.

This Part 1.4 of EN 1993 gives supplementary provisions for the design of buildings and civil engineering works that extend and modify the application of EN 1993 1 1, EN 1993 1 3, EN 1993-1-5 and EN 1993-1-8 to austenitic, austenitic-ferritic and ferritic stainless steels.
NOTE 1:   Information on the durability of stainless steels is given in Annex A.
NOTE 2:   The execution of stainless steel structures is covered in EN 1090.
NOTE 3:   Guidelines for further treatment, including heat treatment, are given in EN 10088.

(1)   This Part 3.1 of EN 1993 applies to the structural design of lattice towers and guyed masts and to the structural design of this type of structures supporting prismatic, cylindrical or other bluff elements.  Provisions for self-supporting and guyed cylindrical towers and chimneys are given in Part 3.2 of EN 1993.  Provisions for the guys of guyed structures, including guyed chimneys, are given in EN 1993-1-11 and supplemented in this Part.
(2)   The provisions in this Part of EN 1993 supplement those given in Part 1.
(3)   Where the applicability of a provision is limited, for practical reasons or due to simplifications, its use is explained and the limits of applicability are stated.
(4)   This Part does not cover the design of polygonal and circular lighting columns, which is covered in EN 40.  Lattice polygonal towers are not covered in this Part.  Polygonal plated columns (monopoles) may be designed using this Part for their loading.  Information on the strength of such columns may be obtained from EN 40.
(5)   This Part does not cover special provisions for seismic design, which are given in EN 1998-3.
(6)   Special measures that might be necessary to limit the consequences of accidents are not covered in this Part.  For resistance to fire, reference should be made to EN 1993 1 2.
(7)   For the execution of steel towers and masts, reference should be made to EN 1090.
NOTE:  Execution is covered to the extent that is necessary to indicate the quality of the construction materials and products that should be used and the standard of workmanship on site needed to comply with the assumptions of the design rules.

EN 1993-2 provides a general basis for the structural design of steel bridges and steel parts of composite bridges. It gives provisions that supplement, modify or supersede the equivalent provisions given in the various parts of EN 1993-1.  (2) The design criteria for composite bridges are covered in EN 1994-2.  (3) The design of high strength cables and related parts are included in EN 1993-1-11.  (4) This European Standard is concerned only with the resistance, serviceability and durability of bridge structures. Other aspects of design are not considered.  (5) For the execution of steel bridge structures, EN 1090 should be taken into account.  NOTE:  As long as EN 1090 is not yet available a provisional guidance is given in Annex C.   (6) Execution is covered to the extent that is necessary to indicate the quality of the construction materials and products that should be used and the standard of workmanship needed to comply with the assumptions of the design rules.  (7) Special requirements of seismic design are not covered. Reference should be made to the requirements given in EN 1998, which complements and modifies the rules of EN 1993-2 specifically for this purpose.

This Part presents a general method for the fatigue assessment of structures and structural elements which are subjected to repeated fluctuations of stresses. The fatigue strengths specified in this Part 1-9 are applicable to structures with suitable corrosion protection and maintenance during the required life time, subjected only to mildly corrosive environments, such as normal atmospheric conditions (pit depth < or = 1 mm).

This prEN contains design rules for selecting and specifying steel materials that are resistant to failure by brittle fracture and lamellar tearing. Brittle fracture is characterized as failure of a structural element without significant plastic deformation. Lamellar tearing is characterized as failure of parent metal by delamination along planes of segregation in its microstructure as a result of excessive through-thickness strain.

TC - Modifications in the E mother reference version in the Foreword, in Clauses 1, 2, 3, 4, 5, 7, 9 and 11, and in Annex A.
2013: Originator of XML version: first setup pilot of CCMC in 2012

TC - Modifications to "National annex for EN 1993-2", Clauses 3, 5, 6, 7 and 8 and Annexes A, B, C, D and E in the English mother version.
2013: Originator of XML version: first setup pilot of CCMC in 2012

TC - Modifications in Subclauses 1.3, 2.7, 2.8, 3.2.3, 3.6.2, 5.8, 6.5.1, 6.6, 8.3, 8.4.3, 9.3.2 and 9.3.3 and in Clause A.2.
2013: Originator of XML version: first setup pilot of CCMC in 2012

TC - Editorial modifications to "National annex for EN 1993-3-1" and to Clauses 1, 2, 6, 8, 9, B.2, B.3, B.4, C.5, C.6, F.2, G.2, H.3 and H.4 in the E mother reference version.
2013: Originator of XML version: first setup pilot of CCMC in 2012

TC - Modifications in the E mother reference version to Clauses 1, 2 and 8 and to Annex D.
2013: Originator of XML version: first setup pilot of CCMC in 2012

TC - Modifications in Clauses 2, 3, 4, 6, 7 and 8 in the E mother reference version.
2013: Originator of XML version: first setup pilot of CCMC in 2012

TC - Modifications in Foreword, Clauses 1, 2, 4, 5, 6, 8 and 9 and Annex A in the E mother reference version.
2013: Originator of XML version: first setup pilot of CCMC in 2012

TC - Modification in the E mother reference version in Sublause 5.2.3.3.
2013: Originator of XML version: first setup pilot of CCMC in 2012

TC - Modifications to Clauses 2, 3, 4, 5, 8 and Subclause 7.1 (including modifications from EN 1993-1-9:2005/AC:2005).
2013: Originator of XML version: first setup pilot of CCMC in 2012

TC - Technical and editorial modifications in Clauses 1, 2 and 3 (including the modifications introduced by EN 1993-1-10:2005/AC:2005).
2013: Originator of XML version: first setup pilot of CCMC in 2012

1.1   Scope of prEN 1993-1-14
(1) This document gives principles and requirements for the use of numerical methods in the design of steel structures, more specifically for the ultimate limit state (including fatigue) and serviceability limit state verifications. It also gives principles and requirements for the application of advanced finite element (FE) and similar modelling techniques for numerical simulation which also covers safety assessment.
(2) This document covers general methodologies such as the finite element method (FEM), finite strip method (FSM) or generalized beam theory (GBT) for modelling, analysis and design of steel structures made of the following members and joint configurations:
a)   hot-rolled profiles,
b)   cold-formed members and sheeting,
c)   welded plated profiles,
d)   stainless steel profiles,
e)   plate assemblies,
f)   shell structures,
g)   welded and bolted joints.
In addition to the general design rules, specific additional rules can also be found in the relevant standard parts in EN 1993.
(3) This document contains harmonized design rules in terms of the application of the numerical modelling methods, development of the numerical models, application of analysis types, result evaluation methods, and determination of the resistance of steel structures for different limit states.
1.2   Assumptions
(1) This document gives rules intended for engineers who are experienced in the use of FE.
(2) It is recognized that structural analysis, based upon the laws of physics, has been successfully researched, developed, historically or currently used for the design and verification of elements or whole structural frames. This remains appropriate for many structural solutions. However, when a more detailed understanding of structural behaviour is required, the methods described in this document can be useful for the professional design.
(3) Unless specifically stated, EN 1990, EN 1991 (all parts) and the other relevant parts of EN 1993-1 (all subparts) apply.
(4) The design methods given in EN 1993-1-14 are applicable if
-   the execution quality is as specified in EN 1090-2 and/or EN 1090-4, and
-   the construction materials and products used are as specified in the relevant parts of EN 1993 (all parts), or in the relevant material and product specifications.

1.1   Scope of EN 1993 4 1
(1)   prEN 1993 4 1 provides rules for the structural design of steel silos of circular or rectangular plan-form, being free-standing (on ground) or supported on a structural framework (elevated).
(2)   prEN 1993 4 1 is applicable to silos constructed from isotropic rolled plates that are stiffened or unstiffened, from corrugated sheeting that is stiffened or unstiffened and from flat or corrugated plates assembled into box structures of different geometries. It applies to vertical walls, hoppers, roof structures, transition junctions and support structures.
(3)   prEN 1993 4 1 does not apply to storage vessels for silage and haylage, or to the storage of materials that are not free-flowing (see EN 1991 4). This Part 4-1 also does not cover:
-   resistance to fire;
-   cylindrical silos with internal subdivisions;
-   internal structures within a single silo (except for internal ties, as defined in 12.5);
-   silos with capacity less than 100 kN (10 tonnes);
-   hoppers that are supported on a structural framework;
-   cases where special measures are necessary to limit the consequences of accidents.
(4)   This document is applicable to silos within the following dimensional limits (see EN 1991-4):
-   Silo aspect ratio   hb/dc < 10   
-   Silo total height   hb < 70 m   
-   Silo equivalent diameter   dc < 60 m   
NOTE   These dimensional limitations are more limited than those of EN 1991-4 which also applies to silos constructed from other materials.
(5)   Where this standard applies to circular planform silos, the geometric form is restricted to axisymmetric structures, but unsymmetrical actions on them and supports that induce forces in the silo structure that are not axisymmetric are included.
(6)   This part is concerned only with the requirements for resistance and stability of steel silos. For other requirements (such as operational safety, functional performance, fabrication and erection, quality control, details like man-holes, flanges, filling devices, outlet gates and feeders, etc.), see other relevant standards and information.
(7)   This part is concerned with both isolated silo structures and silos that are connected to others to form a battery of silos, but throughout this document the term silo refers to a single cell within a battery.
(8)   Provisions relating to special requirements of seismic design are provided in EN 1998 4, which complements or adapts the provisions of Eurocode 3 specifically for this purpose.
(9)   The structural design of supporting structures for the silo are dealt with in EN 1993 1 1. The supporting structure is deemed to consist of all structural elements beneath the bottom flange of the lowest ring of the silo (see Figure 1.1), though information on some forms of support structure is given in Clause 8 of this document.
(10)   Foundations in reinforced concrete for steel silos are dealt with in EN 1992 (all parts) and EN 1997 (all parts).
1.2   Assumptions
(1)   Unless specifically stated, the provisions of EN 1990, EN 1991 (all parts) and EN 1993 1 (all parts) apply.
(2)   The design methods given in EN 1993 4 1 are applicable if:
-   the execution quality is as specified in EN  1090 2, and
-   the construction materials and products used are as specified in the relevant parts of EN 1993 (all parts), or in the relevant material and product specifications.
Figure 1.1 - Terminology used in silo structures
...

1.1   Scope of prEN 1993-1-7
(1) prEN 1993-1-7 provides rules for the structural design of assemblies of unstiffened and stiffened steel plates whose elements are under predominantly distributed transverse loads.
(2) prEN 1993-1-7 is applicable to containment structures such as silos, tanks, digesters and lock gates, where the external actions chiefly act transversely on their individual plates or panels. Where a plate or panel under bending is additionally subject to membrane forces that have a significant effect on the resistance, this document covers assessment of the resistance through its computational analysis procedures.
(3) prEN 1993-1-7 is applicable to structures with rectangular, trapezoidal or triangular component plate segments, each with one axis of symmetry.
(4) prEN 1993-1-7 does not apply to plates or panels where the dominant structural resistance requirement relates to membrane forces in the plates (for these, see EN 1993-1-5).
(5) prEN 1993-1-7 does not apply to plates or panels whose curvature (out of flatness) exceeds that defined in 1.1 (14). For such curved plates, see EN 1993-1-6.
(6) prEN 1993-1-7 does not apply to circular or annular plates. For such plates, see EN 1993 1-6.
(7)    prEN 1993-1-7 does not apply to cold-formed sheeting. For such plates, see EN 1993-1-3.
(8) This document is only concerned with the requirements for design of plates and plate assemblies against the ultimate limit states of:
-   plastic failure;
-   cyclic plasticity;
-   buckling;
-   fatigue.
(9) Overall equilibrium of the structure (sliding, uplifting, or overturning) is not included in this document. Special considerations for specific applications are available in the relevant applications parts of EN 1993.
(10) The rules in this document refer to plate assemblies that are fabricated using unstiffened or stiffened plates or panels. The document is also applicable to the design of individual plates or panels that are predominantly subject to actions transverse to the plane of each plate. Both frictional actions on the plate surface and forces imposed by adjacent components of the plate assembly also induce in-plane actions in each plate.
(11) This document gives algebraic rules and guidance to account for bending with small membrane forces in the individual plates or panels. Where an unstiffened or stiffened plates or panels is subject to significant magnitudes of both bending and in-plane forces, the computational analysis procedures of this document apply.
(12) Where no application part defines a different range, this document applies to structures within the following limits:
-   design metal temperatures within the range −50 °C to +100 °C;
-   the geometry of individual plate segments is limited to rectangular, triangular and trapezoidal shapes with b/t greater than 20, or b1/t greater than 20, as appropriate (see Figure 3.2);
-   Single plate elements are treated as flat where the deviation from flatness e0 meets the condition   (see Figure 9.1). Where this criterion is not met, it is appropriate to treat the plate as a shell panel (see EN 1993-1-6).
1.2   Assumptions
(1) Unless specifically stated, the provisions of EN 1990, EN 1991 (all parts) and EN 1993 (all parts) apply.
(2) The design methods given in prEN 1993-1-7 are applicable if:
-   the execution quality is as specified in EN 1090 2, and
-   the construction materials and products used are as specified in the relevant parts of EN 1993 (all parts), or in the relevant material and product specifications.
(3) The provisions in this document apply to materials that satisfy the brittle fracture provisions given in EN 1993-1-4 and EN 1993-1-10.
(4) In this document, it is assumed that wind loading, seismic actions and bulk solids flow can, in general, be treated as quasi-static actions.
...

(1) This document provides rules for structural design of towers, masts and chimney structures, that fall into any of the following classifications, with the exceptions given in (3), (4) and (5).
(2) This document is applicable to:
a)   self-supporting towers and guyed masts with or without attachments. The shafts of towers and masts can be of lattice type or of circular or polygonal cross-section.
b)   chimney structures of circular cross-section that are cantilevered, supported at intermediate levels or guyed.
NOTE 1   The structures are mainly exposed to wind loading.
NOTE 2   For overhead transmission line towers see also the EN 50341 series.
(3) This document does not apply to:
a)   polygonal and circular lighting columns covered by the EN 40 series;
NOTE   The EN 40 series specifies the requirements and dimensions for lighting columns and it applies to post top columns not exceeding 20 m height and to post top lanterns and columns with brackets not exceeding 18 m height for side entry lanterns.
b)   wind turbine towers (see the EN 61400 series)
c)   overhead line towers covered by the EN 50341 series.
(4) This document does not cover special provisions for seismic design, which are given in the EN 1998 series.
(5) Special measures that might be necessary to limit the consequences of accidents are not covered in this document. For resistance to fire, see EN 1993-1-2.
(6) Provisions for the guys of guyed structures are given in EN 1993-1-11 and supplemented in this document.
(7) For provisions concerning aspects such as chemical attack, thermo-dynamical performance or thermal insulation of chimneys see EN 13084 1. For the design of liners see EN 13084-6.
NOTE 1   Foundations are covered in the EN 1997 series. See also EN 13084-1.
NOTE 2   Wind loads and procedures for the wind response of structures are specified in EN 1991-1-4.
Assumptions
(1) Unless specifically stated, EN 1990, EN 1991 (relevant parts) and EN 1993-1 (relevant parts) apply.
(2) The design methods given in this document are applicable if
-   the execution quality is as specified in Annex E and EN 1090-2 and for the execution of chimneys, also in EN 13084-6,
and
-   the construction materials and products used are as specified in the relevant parts of the EN 1993 series or, for materials other than steel, in the relevant material and product specifications.
NOTE   Execution is covered in this document to the extent that is necessary to indicate the quality of the construction materials and products and the standard of workmanship on site needed to comply with the assumptions of the design rules.

(1) EN 1993-5 provides rules for structural design of bearing piles and sheet piles made of steel.
(2) EN 1993-5 provides rules for the structural design of steel elements for foundations and retaining wall structures constructed using steel piles.
(3) EN 1993-5 is applicable to:
—   steel piled foundations for civil engineering works on land and over water;
—   temporary or permanent structures needed to carry out steel piling work;
—   temporary and permanent retaining structures made of continuous steel piling.
(4) EN1993-5 does not apply to:
—   offshore platforms;
—   dolphins;
—   ground reinforcing elements.
NOTE : Ground reinforcing elements include rock bolts; soil nails; sprayed concrete; wire mesh and facing elements.
(5) EN 1993-5 does not cover the following aspects :
—   geotechnical design;
—    seismic design.
NOTE 1 For geotechnical design refer to EN 1997 (all parts).
NOTE 2 For the effects of ground movement caused by earthquakes refer to EN 1998-5.
(6) EN 1993-5 provides methods for design by calculation and for design assisted by testing.

1.1   Scope of prEN 1993-6
(1) EN 1993-6 provides rules for structural design of crane supporting structures.
(2) EN 1993-6 is applicable to crane supporting structures, especially to indoor and outdoor overhead crane runway beams, of:
a)   overhead travelling cranes, either:
-   top-mounted cranes;
-   underslung cranes;
b)   monorail hoist blocks.
NOTE   The principles of the design rules can be applied to supporting structures of other types of cranes making due allowance for differences in the crane-induced actions, if exist. For example, the design rules for supporting structures of the cranes listed in (2) assume that the horizontal crane loads occur randomly scattered along the runways in general. This assumption does not apply to other cranes such as travelling wall jib cranes.
(3) EN 1993-6 does not apply to the tracks and suspensions of light crane systems conforming with EN 16851, see Figure 1.1.
NOTE   The standardized tracks and suspensions of light crane systems are considered as parts of the crane.
Figure 1.1 - Light crane system
(4) Additional rules are given for ancillary runway items including crane rails, structural end stops, surge connectors and surge girders and for runway supporting structures.
(5) EN 1993 6 does not apply to cranes and all other moving parts.
NOTE   Provisions for cranes are given in EN 13001 series.
1.2   Assumptions
(1) Unless specifically stated, EN 1990, EN 1991 and the EN 1993-1 series apply.
(2) The design methods given in EN 1993-6 are applicable if
-   the execution quality and tolerances are as specified in EN 1090-2, and;
-   the construction materials and products used are as specified in the relevant parts of EN 1993, or in the relevant material and product specifications.
(3) Following interfaces between hoisting device and its supporting structure are assumed:
a)   the top of crane rail for top-mounted cranes;
b)   the top of flange on which the crane or hoist block operates for underslung cranes and monorail hoist blocks;
c)   the support points as shown in Figure 1.1 for light crane systems.

1.1   Scope of prEN 1993-1-6
(1) prEN 1993-1-6 provides rules for the structural design of plated steel structures that have the form of a shell of revolution (axisymmetric shell).
(2) This document is applicable to unstiffened fabricated axisymmetric shells formed from isotropic rolled plates using both algebraic and computational procedures, and to stiffened axisymmetric shells with different wall constructions using computational procedures. It also applies to associated circular or annular plates and to beam section rings and stringer stiffeners where they form part of the complete shell structure. The general computational procedures are applicable to all shell forms.
(3) This document does not apply to manufactured shells or to shell panels or to elliptical shell forms, except that its computational procedures are applicable to all shell structures. This document does not apply to structures under seismic or other dynamic loading.  It does not cover the aspects of leakage of stored liquids or solids.
(4) Cylindrical and conical panels are not explicitly covered by this document. However, the provisions of subclause 9.8 can be used provided that appropriate boundary conditions are taken into account.  
(5) This document defines the characteristic and design values of the resistance of the structure.
(6) This document is concerned with the requirements for design against the ultimate limit states of:
-   plastic failure;
-   cyclic plasticity;
-   buckling;
-   fatigue.
(7) Overall equilibrium of the structure (sliding, uplifting, overturning) is not included in this document. Special considerations for specific applications are included in the relevant application parts of EN  1993.
(8) Detailed formulae for the simple calculation of unstiffened cylinders, cones and spherical domes are given in the Annexes.
(9) Provisions for simple calculations on specific stiffened shell types are given in EN 1993-4-1.
(10) This document is intended for application to steel shell structures. Where no standard exists for shell structures made of other metals, including high strength steels, the provisions of this document are applicable provided the appropriate material properties of the metal are taken into account.
(11) The provisions of this document are intended to be applied within the temperature ranges defined in the relevant EN 1993 application parts.
(12) Where no application part defines a different range, this document applies to structures within the following limits:
-   design metal temperatures lie within the range −50 °C to +100 °C, except when using the special provisions given in 5.1;
-   radius to thickness ratios (r/t) within the range 50 to 2 000;
-   manufactured circular hollow sections according to EN 10210 and EN 10219 are outside the scope of this standard and are covered by EN 1993-1-1. However, if no other provisions are available, the rules of this document are useful for manufactured circular hollow sections. In particular, this document is applicable to the design of manufactured piles (see EN 1993-5) provided the imperfections and tolerance requirements of EN 1993-5 are adopted in place of those specified in prEN 1993-1-6, and where no other standard covers the specific pile geometry.
NOTE 1   Experimental and theoretical data relating to manufactured circular hollow sections were not considered when this document was drafted. The application of this document to such structures therefore remains the responsibility of the user.  
NOTE 2   The stress design rules of this document can be rather conservative if applied to some geometries and loading conditions for relatively thick-walled shells.
NOTE 3   Thinner shells than r/t = 2 000 can be treated using these provisions but the provisions have not been verified for such thin shells.
...

1.1   Scope of EN 1993-4-2
(1)   EN 1993-4-2 provides rules for structural design of vertical cylindrical, conical and pedestal above-ground steel tanks for the storage of liquid and liquified gas products.
(2)   EN 1993-4-2 is applicable to the design for resistance of cylindrical walls and flat bottoms constructed using unstiffened plates. The design of conical and dome roofs as shell structures (unsupported) or as supported on a structural framework (supported) are also covered.
(3)   EN 1993-4-2 is only applicable to the requirements for resistance and structural stability of steel tanks.
(4)   EN 1993-4-2 only covers steel tank structures in Tank Groups 1, 2 and 3, as defined in this document.
NOTE   Tank Group 4 is not defined in this standard (see 3.1.41).
(5)   This document is applicable to tanks within the following dimensional limits (see EN 1991-4):
Tank aspect ratio   hS/d < 10
Tank total height   hS < 70 m
Tank diameter   d < 100 m
(6)   This standard includes suitable rules for the design of tanks intended to store solids suspended in a liquid, where the appropriate global density of the mixture is used.
NOTE   Tanks used for the separation of mineral particles of different density fall into this category.
(7)   EN 1993-4-2 does not apply to the following:
a)   tanks with gross capacity less than 5 m3 (5 000 l);
b)   dished-end tanks that have a diameter less than 5 m;
c)   tanks with characteristic internal pressures above the liquid surface greater than 50 kPa (500 mbar)  (see pressure equipment directive);
d)   design metal temperatures outside the ranges defined in Clause 5, with −50 °C being the lowest temperature for the application of this document;
e)   tanks of rectangular and other non-circular planforms;
f)   tanks exposed to fire;
g)   floating roofs and floating covers;
h)   ancillary structures such as stairways, platforms, nozzles, piping and access doors.
(8)   This document does not cover
a)   the special requirements for seismic design of tanks,
b)   the design of a supporting structure,
c)   the design of ancillary structures such as stairways, platforms, pipe racks and ladders,
d)   the design of an aluminium roof structure on a steel tank,
e)   reinforced concrete foundations for steel tanks,
f)   the design of a conical hopper,
g)   the design of a transition junction between the base of a cylindrical shell wall and a conical hopper,
h)   the design of a supporting ring girder in an elevated tank.
1.2   Assumptions
(1)   Unless specifically stated, EN 1990, the EN 1991 series and the EN 1993-1 series apply.
(2)   The design methods given in this document apply if:
-   the execution quality is as specified in EN 1090-2, and
-   the construction materials and products used are as specified in the relevant parts of the EN 1993 series, or in the relevant material and product specifications.
(3)   This standard applies to axisymmetric structures, but includes the effects of unsymmetrical actions (e.g. wind), and unsymmetrically supported tanks (e.g. on discrete supports).
(4)   EN 1993-4-2 is intended to be used in conjunction with EN 1990, with EN 1991-4, with the other Parts of EN 1991, with EN 1993-1-6 and EN 1993-4-1, with the other Parts of EN 1993, with EN 1992 and with the other Parts of EN 1994 to EN 1999 relevant to the design of tanks. Matters that are already covered in those documents are not repeated.
(5)   Numerical values for partial factors and other reliability parameters are recommended as basic values that provide an acceptable level of reliability. They have been selected assuming that an appropriate level of workmanship and quality management applies.

1.1   Scope of EN 1993-1-11
(1) EN 1993-1-11 provides rules for structural design of tension components made of steel, in addition to other parts of EN 1993, for use in structures made of steel or other materials such as concrete, steel-concrete composite and timber.
(2) EN 1993-1-11 covers the resistance, serviceability and durability of steel tension elements.
(3) The following items/aspects are outside the scope of EN 1993-1-11:
-   pre- or post-tensioned systems in accordance with EN 1992-1-1 and EN 1992-2;
-   reinforcing steel as part of a concrete structure in accordance with EN 1992-1-1;
-   tension components in piling;
-   detailed design of terminations.
1.2   Assumptions
(1) Unless specifically stated, EN 1990, EN 1991 and the EN 1993-1 series apply.
(2) The design methods given in EN 1993-1-11 are applicable if:
-   execution quality is according to EN 1090-2; and
-   the construction materials and products used are as specified in the relevant parts of the EN 1993 series, or in the relevant material and product specifications.
(3) EN 1993-1-11 is used in conjunction with ENs, EADs and ETAs for tension components.

1.1   Scope of prEN 1993-1-4
This document provides supplementary rules for the structural design of steel structures that extend and modify the application of EN 1993-1-1, EN 1993-1-3, EN 1993-1-5 and EN 1993-1-8 to austenitic, duplex (austenitic-ferritic) and ferritic stainless steels.
NOTE 1   Austenitic-ferritic stainless steels are commonly known as duplex stainless steels. The term duplex stainless steel is used in this document.
NOTE 2   Information on the durability of stainless steels is given in Annex A.
NOTE 3   The execution of stainless steel structures is covered in EN 1090-2 and EN 1090-4.
1.2   Assumptions
Unless specifically stated, EN 1990, EN 1991 (all parts), EN 1993-1-1, EN 1993-1-3, EN 1993-1-5 and EN 1993-1-8 apply.
The design methods given in prEN 1993-1-4 are applicable if
-   the execution quality is as specified in EN 1090-2 and EN 1090-4, and
-   the construction materials and products used are as specified in EN 1993-1-1, EN 1993-1-3, EN 1993 1-5 and EN 1993-1-8, or in the relevant material and product specifications.

(1) EN 1993-1-10 contains design guidance for the selection of steel for fracture toughness and for through thickness properties of welded elements where there is a significant risk of lamellar tearing during fabrication.
(2) Section 2 applies to steel grades S 235 to S 690. However section 3 applies to steel grades S 235 to S 460 only.
(3) The rules and guidance given in section 2 and 3 assume that the construction will be executed in accordance with EN 1090.

(1) EN 1993-1-9 gives methods for the assessment of fatigue resistance of members, connections and joints subjected to fatigue loading.
(2) These methods are derived from fatigue tests with large scale specimens, that include effects of geometrical and structural imperfections from material production and execution (e.g. the effects of tolerances and residual stresses from welding).
NOTE 1 For tolerances see EN 1090. The choice of the execution standard may be given in the National Annex, until such time as EN 1090 is published.
NOTE 2 The National Annex may give supplementary information on inspection requirements during fabrication.
(3) The rules are applicable to structures where execution conforms with EN 1090.
NOTE Where appropriate, supplementary requirements are indicated in the detail category tables.
(4) The assessment methods given in this part are applicable to all grades of structural steels, stainless steels and unprotected weathering steels except where noted otherwise in the detail category tables. This part only applies to materials which conform to the toughness requirements of EN 1993-1-10.
(5) Fatigue assessment methods other than the R-N methods as the notch strain method or fracture mechanics methods are not covered by this part.
(6) Post fabrication treatments to improve the fatigue strength other than stress relief are not covered in this part.
(7) The fatigue strengths given in this part apply to structures operating under normal atmospheric conditions and with sufficient corrosion protection and regular maintenance. The effect of seawater corrosion is not covered. Microstructural damage from high temperature (> 150 °C) is not covered.

(1) EN 1993-2 provides a general basis for the structural design of steel bridges and steel parts of composite bridges. It gives provisions that supplement, modify or supersede the equivalent provisions given in the various parts of EN 1993-1.
(2) The design criteria for composite bridges are covered in EN 1994-2.
(3) The design of high strength cables and related parts are included in EN 1993-1-11.
(4) This European Standard is concerned only with the resistance, serviceability and durability of bridge structures. Other aspects of design are not considered.
(5) For the execution of steel bridge structures, EN 1090 should be taken into account.
NOTE: As long as EN 1090 is not yet available a provisional guidance is given in Annex C.
(6) Execution is covered to the extent that is necessary to indicate the quality of the construction materials and products that should be used and the standard of workmanship needed to comply with the assumptions of the design rules.
(7) Special requirements of seismic design are not covered. Reference should be made to the requirements given in EN 1998, which complements and modifies the rules of EN 1993-2 specifically for this purpose.

- Corrugated silos with vertical stiffeners
- Axially stiffened silos with isotropic walls
- Hopper buckling and transition junctions
- Anchorage and wind pressure combinations
- Internal ties in rectangular silos
- Elephant’s foot buckling and restrictions on all silos

- New design method to address a serious omission in the standard, leading to a mismatch with EN 1993-1-1
- Removal of ambiguity concerning plastic resistances and definitions of key parameters
- Resolving uncertainties about the use of GMNIA analyses
- Remedial measures to address mismatch with the stated scope