oSIST prEN 1993-1-10:2023
(Main)Eurocode 3: Design of steel structures - Part 1-10: Material toughness and through-thickness properties
Eurocode 3: Design of steel structures - Part 1-10: Material toughness and through-thickness properties
(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.
Eurocode 3: Bemessung und Konstruktion von Stahlbauten - Teil 1-10: Stahlsortenauswahl im Hinblick auf Bruchzähigkeit und Eigenschaften in Dickenrichtung
Eurocode 3 - Calcul des structures en acier - Partie 1-10 : Ténacité du matériau et propriétés dans le sens de l'épaisseur
Evrokod 3: Projektiranje jeklenih konstrukcij - 1-10. del: Izbira kakovosti jekla glede na žilavost in lamelarni lom
General Information
Relations
Standards Content (Sample)
SLOVENSKI STANDARD
oSIST prEN 1993-1-10:2023
01-maj-2023
Evrokod 3: Projektiranje jeklenih konstrukcij - 1-10. del: Izbira kakovosti jekla
glede na žilavost in lamelarni lom
Eurocode 3: Design of steel structures - Part 1-10: Material toughness and through-
thickness properties
Eurocode 3: Bemessung und Konstruktion von Stahlbauten - Teil 1-10:
Stahlsortenauswahl im Hinblick auf Bruchzähigkeit und Eigenschaften in Dickenrichtung
Eurocode 3 - Calcul des structures en acier - Partie 1-10 : Ténacité du matériau et
propriétés dans le sens de l'épaisseur
Ta slovenski standard je istoveten z: prEN 1993-1-10
ICS:
91.010.30 Tehnični vidiki Technical aspects
91.080.13 Jeklene konstrukcije Steel structures
oSIST prEN 1993-1-10:2023 en,fr,de
2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.
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DRAFT
EUROPEAN STANDARD
prEN 1993-1-10
NORME EUROPÉENNE
EUROPÄISCHE NORM
March 2023
ICS Will supersede EN 1993-1-10:2005
English Version
Eurocode 3: Design of steel structures - Part 1-10: Material
toughness and through-thickness properties
Eurocode 3 - Calcul des structures en acier - Partie 1- Eurocode 3: Bemessung und Konstruktion von
10 : Choix des qualités d'acier Stahlbauten - Teil 1-10: Stahlsortenauswahl im
Hinblick auf Bruchzähigkeit und Eigenschaften in
Dickenrichtung
This draft European Standard is submitted to CEN members for enquiry. It has been drawn up by the Technical Committee
CEN/TC 250.
If this draft becomes a European Standard, 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.
This draft European Standard was established by CEN 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.
Recipients of this draft are invited to submit, with their comments, notification of any relevant patent rights of which they are
aware and to provide supporting documentation.
Warning : This document is not a European Standard. It is distributed for review and comments. It is subject to change without
notice and shall not be referred to as a European Standard.
EUROPEAN COMMITTEE FOR STANDARDIZATION
COMITÉ EUROPÉEN DE NORMALISATION
EUROPÄISCHES KOMITEE FÜR NORMUNG
CEN-CENELEC Management Centre: Rue de la Science 23, B-1040 Brussels
© 2023 CEN All rights of exploitation in any form and by any means reserved Ref. No. prEN 1993-1-10:2023 E
worldwide for CEN national Members.
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Contents Page
European foreword . 3
Introduction . 4
1 Scope . 7
1.1 Scope of EN 1993-1-10 . 7
1.2 Assumptions . 7
2 Normative references . 7
3 Terms, definitions and symbols . 8
3.1 Terms and definitions . 8
3.2 Symbols and abbreviations . 10
3.2.1 Latin upper-case symbols . 10
3.2.2 Latin lower-case symbols . 10
3.2.3 Greek upper-case symbols . 10
3.2.4 Greek lower-case symbols . 11
4 Selection of materials to avoid brittle fracture . 11
4.1 General rules . 11
4.2 Toughness requirements for the lower shelf and the transition region . 12
4.2.1 Procedure . 12
4.2.2 Maximum permitted thickness values . 14
4.2.3 Evaluation using fracture mechanics . 29
4.3 Materials with additional fracture toughness requirements in relation to upper shelf
. 30
4.4 Materials with additional fracture toughness requirements in relation to seismic
design . 30
4.5 Additional material requirements when welding in cold formed zones . 31
5 Avoidance of lamellar tearing by the specification of through thickness properties 32
5.1 General. 32
5.2 Procedure . 33
Annex A (informative) Specific rules for gusset plates with cut-outs in spade details . 36
A.1 Use of this annex . 36
A.2 Scope and field of application . 36
A.3 Selection process. 37
A.4 Determination of main geometric parameters and maximum applied stress σ . 37
Ed
A.5 Determination of maximum allowable geometric parameters . 38
Bibliography . 52
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European foreword
This document (prEN 1993-1-10:2022) 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 document is currently submitted to the CEN Enquiry.
This document will supersede EN 1993-1-10:2005 and EN 1993-1-10:2005/AC:2009.
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.
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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
The Eurocodes are intended for use by designers, clients, manufacturers, constructors, relevant
authorities (in exercising their duties in accordance with national or international regulations),
educators, software developers, and committees drafting standards for related product, testing and
execution standards.
NOTE Some aspects of design are most appropriately specified by relevant authorities or, where not specified,
can be agreed on a project-specific basis between relevant parties such as designers and clients. The Eurocodes
identify such aspects making explicit reference to relevant authorities and relevant parties.
0.2 Introduction to EN 1993
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;
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EN 1993-7, Design of steel structures — Part 7: Design of sandwich panels.
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;
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 steels;
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: Strength and stability of planar plated structures
transversely loaded;
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 strength of steel structures;
EN 1993-1-10, Design of Steel Structures — Part 1-10: Selection of steel for fracture toughness and through-
thickness properties;
EN 1993-1-11, Design of Steel Structures — Part 1-11: Design of structures with tension components made
of steel;
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: Beams with large web openings;
EN 1993-1-14, Design of Steel Structures — Part 1-14: Design assisted by finite element analysis.
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.
0.3 Introduction to EN 1993-1-10
EN 1993-1-10 gives general design rules for the selection of steel qualities to avoid brittle fracture by
specifying toughness properties and to avoid lamellar tearing by specifying through-thickness properties.
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.
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0.5 National annex for EN 1993-1-10
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 1993-1-10 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 1993-1-10 through notes to the following:
4.2.1 (4) 4.2.2.3 (1) 4.2.3 (5) 4.3 (3)
4.4 (3) 5.1 (2) A1 (1)
National choice is allowed in EN 1993-1-10 on the application of the following informative annexes:
Annex A
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.
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1 Scope
1.1 Scope of EN 1993-1-10
(1) EN 1993-1-10 provides rules for the selection of steel grades and qualities related to fracture
toughness to avoid brittle fracture.
NOTE Steel toughness quality is also known as subgrade.
(2) EN 1993-1-10 provides rules to specify through thickness properties for welded elements to
reduce the risk of lamellar tearing.
(3) EN 1993-1-10 contains additional toughness requirements for specific cases to ensure upper
shelf toughness in relation to design ultimate resistance in tension and seismic design.
(4) This document provides rules for structural steels as listed in FprEN 1993-1-1:2022. This
document applies to steel grades S235 to S700.
(5) This document provides rules that apply to the selection of parent material only.
(6) This document provides rules that apply to steel materials covered by FprEN 1993-1-1:2022, 5.1
(3), provided that each individual piece of steel is tested in accordance with the requirements of
FprEN 1993-1-1:2022, 5.1 (3), and EN 1090-2:2018, 5.1.
(7) This document does not apply to material salvaged from existing steelwork subjected to fatigue or
fire.
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 EN 1993-1-10 are applicable if:
— the execution quality is as specified in EN 1090-2 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.
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 design
EN 1991 (all parts), Eurocode 1 — Actions on structures
EN 1993 (all parts), Eurocode 3 — Design of steel structures
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FprEN 1993-1-1:2022, Eurocode 3 —Design of steel structures — Part 1-1: General rules: General rules and
rules for buildings
3 Terms, definitions and symbols
3.1 Terms and definitions
For the purposes of this document, the following terms and definitions apply:
3.1.1
KV-value
Charpy V-notch value
impact energy in Joules [J] required to fracture a Charpy V-notch specimen at a given test temperature T
(i.e. T )
KV
3.1.2
transition region
region of the toughness-temperature diagram showing the relationship KV(T) in which the material
toughness decreases with the decrease in temperature and the failure mode changes from ductile to
brittle
Note 1 to entry See region 2 on Figure 3.1.
3.1.3
lower shelf region
region of the impact energy-temperature diagram in which the Charpy V-notch test specimen exhibits
cleavage (brittle) modes of failure, See region 1 on Figure 3.1
3.1.4
upper shelf region
region of the toughness-temperature diagram in which the Charpy V-notch test specimen exhibits ductile
modes of failure
Note 1 to entry: See region 3 on Figure 3.1
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Key
1 lower shelf region
2 transition region
3 upper shelf region
NOTE Charpy transition temperature can also be T or T – corresponding to Charpy energy values of 30J
30J 40J
or 40J. For an explanation of T and T see the list of symbols.
27J US
Figure 3.1 — Example of relationship between temperature and Charpy V-notch impact energy
3.1.5
charpy transition temperature
minimum temperature in the transition region, at which the material behaviour changes from ductile to
brittle
3.1.6
Z-value
transverse reduction of area of a specimen in a tensile test in through-thickness direction (see EN
ISO 6892-1 and EN 10164) to indicate the through-thickness ductility of a specimen, measured as a
percentage
3.1.7
degree of cold forming
permanent strain from cold forming measured as a percentage
3.1.8
reference temperature
value of the lowest service steel temperature modified by temperature shifts to account for the crack
geometry, the construction detail, the reliability, the strain rates and cold forming as required
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3.2 Symbols and abbreviations
3.2.1 Latin upper-case symbols
CTOD crack tip opening displacement
J elastic plastic fracture toughness value (J-integral value) in N/mm determined as a line or
surface integral that encloses the crack front from one crack surface to the other
3/2
K stress intensity factor in N/mm
3/2
K plane strain fracture toughness for linear elastic behaviour measured in N/mm
Ic
KV(T) impact energy in Joule [J] in a test at temperature T with Charpy V notch specimen
KV
KV impact energy in Joule [J] in a test at temperature T with Charpy V notch specimen
US US
T temperature [°C]
T reference temperature (see 4.2.1)
Ed
T transition temperature at which an energy KV should not be less than 27J according to the
27J
relevant product standard in a Charpy V-notch impact test
T transition temperature at which an energy KV should not be less than 30J according to the
30J
relevant product standard in a Charpy V-notch impact test
T transition temperature at which an energy KV should not be less than 40J according to the
40J
relevant product standard in a Charpy V-notch impact test
T impact test temperature for a minimum specified impact energy KV in Joule [J] in a Charpy V-
KV
notch test [°C]
T minimum steel temperature [°C] of a member in service with a return period of 50 years for
N,min
air temperature recommended depending on the type of structure and including a radiation
loss
T lowest temperature [°C] at which the shear fracture appearance is 100 % in a Charpy V-notch
US
impact test, taken as the starting point of upper shelf region (see 4.3)
Z Z-quality class [%] differentiated by increasing levels of Z-value (see 5.2)
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 depending on through thickness properties of the material
Rd
3.2.2 Latin lower-case symbols
yield strength
f
y
nominal yield strength
f
y,nom
t thickness
t maximum permissible element thickness
max
3.2.3 Greek upper-case symbols
ΔT safety allowance [K], if required, to reflect different reliability levels for different
R
applications
ΔT temperature shift [K] considering a strain rate other than the reference strain rate ε
ε 0
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temperature shift [K] considering the degree of cold forming ε or ε
cf eff
ΔT
ε
cf
ΔTσ temperature shift [K] considering stress and yield strength of material, crack imperfection
and member shape and dimensions, see 4.2.3 (3)
3.2.4 Greek lower-case symbols
ε degree of cold forming (DCF) in percent
cf
ε strain rate [1/s]
reference strain rate [1/s]
ε
0
ε effective strain is the average value of plastic strain in the net section
eff
ε plastic strain to be used for cold bends in hollow sections
pnom
σ stresses accompanying the reference temperature T
Ed Ed
4 Selection of materials to avoid brittle fracture
4.1 General rules
(1) To avoid brittle fracture, the selection of materials shall be in accordance with the general rules
given in EN 1990 and EN 1991 (all parts) and the specific design provisions for steel structures given in
the other relevant parts of EN 1993-1 (all parts).
(2) The execution shall be in accordance with the requirements in EN 1090-2 or EN 1090-4.
(3) The rules in Clause 4 are applicable to elements and details subject to tensile stresses obtained using
combination in Formula (4).1).
(4) The rules in Clause 4 may be applied for elements not subject to tension stresses because the rules
are conservative in this situation. For elements under compression stress a minimum toughness property
may be determined for a nominal stress of σ = 0,25 f (t).
Ed y
(5) Steel product standards specify that test specimens shall not fail at an impact energy lower than a
specified energy KV at a specific test temperature T .
KV
(6) The rules should be applied to the minimum impact energy KV for the specified grade listed in
2
the relevant steel product standard. New material of a less onerous quality (sub-grades) should not be
used even though test results show equivalent or better values of impact energy.
(7) The rules contained in 4.1 refer to lower shelf toughness and the transition region, see 4.2.
Additional rules for upper shelf toughness in relation to design ultimate resistance in tension and seismic
design are given in 4.3 and 4.4 respectively.
(8) The selection of a design procedure for brittle fracture assessment shall be made as shown in
Figure 4.1.
NOTE The selection is based on temperature (see Formula (4).2)), stress (see Formula (4).1)) and execution classes
as defined in FprEN 1993-1-1:2022, Annex A.
(9) For fatigue loaded elements in EXC 2, a reduction factor of 0,5 according to Table 4.5 should be
applied to the thickness values of Table 4.3.
(10) For welded elements in EXC 3 not covered by detailed tables related to nominal stress methods
in EN 1993-1-9, and which are statically loaded, 4.2.2.3 should be applied.
(11) For details subjected to neutron radiation embrittlement, e.g. structures of nuclear power plants,
their toughness should be determined using fracture mechanics according to 4.2.3.
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NOTE Table 4.2 for EXC3 and EXC4 was developed mainly for fatigue loaded elements and Table 4.3 for EXC1
and EXC2 was developed mainly for static loaded elements.
Figure 4.1 — Flowchart of material selection procedures for brittle fracture assessment
4.2 Toughness requirements for the lower shelf and the transition region
4.2.1 Procedure
(1) The steel quality should be selected taking account of the following:
(i) steel material properties:
• yield strength depending on the material thickness fy(t)
• toughness quality expressed in terms of T T or T
27J, 30J 40J
(ii) member characteristics:
• member shape and detail
• stress concentrations according to the details geometry and loaded element thickness (t)
• appropriate assumptions for fabrication flaws (e.g. as through-depth cracks or as semi-
elliptical surface cracks)
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(iii) design situations:
• design value of minimum steel temperature
• maximum applied stresses from permanent and variable actions derived from the design
condition described in (4) below
• residual stress
• assumptions for crack growth from fatigue loading during an inspection interval (if relevant)
• strain rate ε from accidental actions (if relevant)
• degree of cold forming (ε and ε ) (if relevant)
cf eff
(iv) Execution Class according to FprEN 1993-1-1:2022, Annex A.
(2) The maximum permissible thickness of steel elements for fracture should be obtained from Table 4.2
and Table 4.3.
(3) The following design condition should be used:
(i) The maximum nominal applied stress σ should be obtained according to the combination of
Ed
actions in Formula (4).1):
Ed = E { A[TEd] “+” ∑GK “+” ψ1 QK1 “+” ∑ψ2,i QKi } (4.1)
where:
A is the leading action represented by the reference temperature T that influences the toughness
Ed
of material of the member considered and might also lead to stress from restraint of movement,
∑G are the permanent actions,
K
ψ Q is the frequent value of the variable load and
1 K1
ψ Q are the quasi-permanent values of the accompanying variable loads, that govern the level
2i Ki
of stresses on the material.
(ii) The combination factors ψ and ψ should be in accordance with EN 1990.
1 2
(iii) The maximum applied stress σ should be the maximum nominal design tensile stress at the
Ed
location of the potential fracture initiation. The applied stress σ shall be determined by elastic
Ed
analyses. Second order effects should be considered where relevant.
NOTE 1 The combination in Formula (4).1) is considered to be equivalent to an accidental combination, because
of the assumption of simultaneous occurrence of lowest temperature, flaw size, location of fl
...
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