prEN 13001-3-1
(Main)Cranes - General design - Part 3-1: Limit states and proof competence of steel structure
Cranes - General design - Part 3-1: Limit states and proof competence of steel structure
This document specifies limit states, requirements and methods to prevent mechanical hazards in steel structures of cranes by design and theoretical proof of competence.
The significant hazardous situations and hazardous events that could result in risks to persons during intended use are identified in Annex L. Clauses 4 to 8 of this document provide requirements and methods to reduce or eliminate these risks:
a) exceeding the limits of strength (yield, ultimate, fatigue);
b) exceeding temperature limits of material or components;
c) elastic instability of the crane or its parts (buckling, bulging).
This document is not applicable to cranes which are designed before the date of its publication as EN and serves as reference base for the European Standards for particular crane types (see Annex K).
NOTE This document deals only with the limit state method in accordance with EN 13001-1:2015.
Krane - Konstruktion allgemein - Teil 3-1: Grenzzustände und Sicherheitsnachweis von Stahltragwerken
Dieses Dokument legt Grenzzustände, Anforderungen und Verfahren zur Vermeidung mechanischer Gefährdungen in Stahlkonstruktionen von Kranen durch Konstruktion und theoretischen Sicherheitsnachweis fest.
Die signifikanten Gefährdungssituationen und Gefährdungsereignisse, die bei bestimmungsgemäßer Verwendung zu Gefährdungen von Personen führen können, sind in Anhang L. aufgeführt. Abschnitt 4 bis Abschnitt 8 dieses Dokuments enthalten Anforderungen und Verfahren zur Verringerung oder Beseitigung dieser Risiken:
a) Überschreiten der Festigkeitsgrenzwerte (Fließen, Bruch, Ermüdung);
b) Überschreiten der Temperaturgrenzwerte des Werkstoffs oder der Komponenten;
c) elastische Instabilität des Krans oder seiner Teile (Knicken, Beulen).
Dieses Dokument gilt nicht für Krane, die vor dem Datum der Veröffentlichung dieser Norm als EN konstruiert werden, und dient als Referenzgrundlage für Europäische Normen für spezielle Krantypen (siehe Anhang K).
ANMERKUNG Dieses Dokument behandelt nur die Methode der Grenzzustände entsprechend EN 13001-1:2015.
Appareils de levage à charge suspendue - Conception générale - Partie 3-1 : Etats limites et vérification d'aptitude des charpentes en acier
Le présent document spécifie les états limites, les prescriptions et les méthodes pour prévenir les phénomènes dangereux mécaniques dans les structures en acier des appareils de levage à charge suspendue par la conception et la vérification d'aptitude théorique.
Les situations et phénomènes dangereux significatifs qui pourraient entraîner des risques pour les personnes lors de l'usage prévu sont identifiés à l'Annexe L. Les Articles 4 à 8 du présent document fournissent des prescriptions et des méthodes visant à réduire ou éliminer ces risques :
a) dépassement des limites de résistance (élasticité, rupture, fatigue) ;
b) dépassement des limites de température du matériau ou des composants ;
c) instabilité élastique de l’appareil de levage à charge suspendue ou de ses parties (flambage, voilement).
Le présent document ne s’applique pas aux appareils de levage à charge suspendue conçus avant sa date de publication en EN, et fait office de référence pour les Normes européennes relatives aux types particuliers d’appareils de levage à charge suspendue (voir Annexe K).
NOTE Le présent document traite uniquement de la méthode des États Limites conformément à
l’EN 13001-1:2015.
Žerjavi - Konstrukcija, splošno - 3-1. del: Mejna stanja in dokaz varnosti jeklene nosilne konstrukcije
General Information
Overview
prEN 13001-3-1 (CEN) defines the limit states and proof of competence required for steel structures of cranes. The standard specifies the requirements and verification methods to prevent mechanical hazards by design and theoretical proof. It focuses on the limit state method (as referenced in EN 13001-1:2015) and identifies significant hazardous situations in Annex L. This document serves as a reference base for particular crane-type standards (see Annex K) and is intended for use by designers, manufacturers and safety authorities.
Key Topics
- Scope of protection: addresses exceedance of strength limits (yield, ultimate, fatigue), material/component temperature limits, and elastic instability (buckling, bulging).
- Design and documentation: requirements for design records, material selection and traceability for structural members.
- Connections and joints: guidance on bolted, pinned and welded connections, and proof of competence for structural members and their connections.
- Strength verification: procedures for proof of static strength including limit design stresses and forces, and execution of static proofs.
- Fatigue assessment: methods and execution of fatigue strength proofs, stress histories and determination of limit design stress ranges.
- Stability checks: elastic stability verifications including lateral buckling, plate field buckling, lateral–torsional buckling of beams, and proofs for hollow section girder joints.
- Informative annexes: practical aids such as tightening torques for preloaded bolts, design weld stresses, geometric hot-spot and effective notch fatigue methods, and a hazards list (Annex L).
The standard also references harmonized norms (Eurocode 3, EN 13001-2) and relevant material and testing standards to ensure consistent application.
Applications
prEN 13001-3-1 is directly applicable to the mechanical design phase for steel crane structures and is valuable for:
- Crane designers and OEMs seeking harmonized verification methods for structural safety.
- Structural engineers performing static, fatigue and stability proofs for lifting equipment.
- Compliance and safety teams ensuring conformity with Machinery Directive requirements using a harmonized standard.
- Maintenance and inspection planners who need to understand failure modes and design margins relevant to inspection criteria.
Use of this document helps reduce risk to persons during intended use by prescribing design practices and theoretical verification methods that target identified hazardous situations.
Related Standards
- EN 13001-1 - General principles and requirements (limit state method reference)
- EN 13001-2 - Load actions for cranes
- Other parts of EN 13001 series addressing wire ropes, wheel/rail contacts, machinery and other components
- Relevant EN and ISO material, fastener and welding standards referenced in normative clauses
For practical implementation, consult Annex K to select the appropriate set of crane product standards and Annex L for the list of hazards to be addressed during design and verification.
Frequently Asked Questions
prEN 13001-3-1 is a draft published by the European Committee for Standardization (CEN). Its full title is "Cranes - General design - Part 3-1: Limit states and proof competence of steel structure". This standard covers: This document specifies limit states, requirements and methods to prevent mechanical hazards in steel structures of cranes by design and theoretical proof of competence. The significant hazardous situations and hazardous events that could result in risks to persons during intended use are identified in Annex L. Clauses 4 to 8 of this document provide requirements and methods to reduce or eliminate these risks: a) exceeding the limits of strength (yield, ultimate, fatigue); b) exceeding temperature limits of material or components; c) elastic instability of the crane or its parts (buckling, bulging). This document is not applicable to cranes which are designed before the date of its publication as EN and serves as reference base for the European Standards for particular crane types (see Annex K). NOTE This document deals only with the limit state method in accordance with EN 13001-1:2015.
This document specifies limit states, requirements and methods to prevent mechanical hazards in steel structures of cranes by design and theoretical proof of competence. The significant hazardous situations and hazardous events that could result in risks to persons during intended use are identified in Annex L. Clauses 4 to 8 of this document provide requirements and methods to reduce or eliminate these risks: a) exceeding the limits of strength (yield, ultimate, fatigue); b) exceeding temperature limits of material or components; c) elastic instability of the crane or its parts (buckling, bulging). This document is not applicable to cranes which are designed before the date of its publication as EN and serves as reference base for the European Standards for particular crane types (see Annex K). NOTE This document deals only with the limit state method in accordance with EN 13001-1:2015.
prEN 13001-3-1 is classified under the following ICS (International Classification for Standards) categories: 53.020.20 - Cranes. The ICS classification helps identify the subject area and facilitates finding related standards.
prEN 13001-3-1 is associated with the following European legislation: Standardization Mandates: M/396. When a standard is cited in the Official Journal of the European Union, products manufactured in conformity with it benefit from a presumption of conformity with the essential requirements of the corresponding EU directive or regulation.
You can purchase prEN 13001-3-1 directly from iTeh Standards. The document is available in PDF format and is delivered instantly after payment. Add the standard to your cart and complete the secure checkout process. iTeh Standards is an authorized distributor of CEN standards.
Standards Content (Sample)
SLOVENSKI STANDARD
01-julij-2022
Žerjavi - Konstrukcija, splošno - 3-1. del: Mejna stanja in dokaz varnosti jeklene
nosilne konstrukcije
Cranes - General design - Part 3-1: Limit states and proof competence of steel structure
Krane - Konstruktion allgemein - Teil 3-1: Grenzzustände und Sicherheitsnachweis von
Stahltragwerken
Appareils de levage à charge suspendue - Conception générale - Partie 3-1 : Etats
limites et vérification d'aptitude des charpentes en acier
Ta slovenski standard je istoveten z: prEN 13001-3-1
ICS:
53.020.20 Dvigala Cranes
2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.
DRAFT
EUROPEAN STANDARD
NORME EUROPÉENNE
EUROPÄISCHE NORM
June 2022
ICS 53.020.20 Will supersede EN 13001-3-1:2012+A2:2018
English Version
Cranes - General design - Part 3-1: Limit states and proof
competence of steel structure
Appareils de levage à charge suspendue - Conception Krane - Konstruktion allgemein - Teil 3-1:
générale - Partie 3-1 : Etats limites et vérification Grenzzustände und Sicherheitsnachweis von
d'aptitude des charpentes en acier Stahltragwerken
This draft European Standard is submitted to CEN members for enquiry. It has been drawn up by the Technical Committee
CEN/TC 147.
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, Turkey 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
© 2022 CEN All rights of exploitation in any form and by any means reserved Ref. No. prEN 13001-3-1:2022 E
worldwide for CEN national Members.
Contents Page
European foreword . 4
Introduction . 6
1 Scope . 7
2 Normative references . 7
3 Terms, definitions, symbols and abbreviations . 8
3.1 Terms and definitions . 8
3.2 Symbols and abbreviations . 9
4 General . 12
4.1 Documentation . 12
4.2 Materials for structural members . 13
4.3 Bolted connections . 18
4.4 Pinned connections . 19
4.5 Welded connections . 20
4.6 Proof of competence for structural members and connections . 20
5 Proof of static strength . 21
5.1 General . 21
5.2 Limit design stresses and forces . 21
5.3 Execution of the proof . 35
6 Proof of fatigue strength . 38
6.1 General . 38
6.2 Assessment methods . 39
6.3 Stress histories . 43
6.4 Execution of the proof . 46
6.5 Determination of the limit design stress range. 47
7 Proof of static strength of hollow section girder joints . 49
8 Proof of elastic stability . 49
8.1 General . 49
8.2 Lateral buckling of members loaded in compression . 50
8.3 Buckling of plate fields subjected to compressive and shear stresses . 54
8.4 Lateral-torsional stability of beams . 60
8.5 Execution of the proof . 64
Annex A (informative) Limit design shear force F per bolt and per shear plane for
v,Rd
multiple shear plane connections . 66
Annex B (informative) Preloaded bolts. 67
B.1 Tightening torques . 67
B.2 Limit design slip force F . 69
S,Rd
Annex C (normative) Design weld stresses . 70
Annex D (normative) Values of slope constant m and characteristic fatigue strength Δσ ,
c
Δτ . 76
c
Annex E (informative) Calculated values of limit design stress ranges Δσ and Δσ . 98
Rd Rd,1
Annex F (informative) Evaluation of stress cycles (example) . 100
Annex G (informative) Calculation of stiffnesses for connections loaded in tension . 102
Annex H (informative) Hollow sections . 105
Annex J (informative) General formula for elastic critical moment in lateral-torsional
buckling of a simple beam . 121
Annex K (informative) Selection of a suitable set of crane standards for a given application . 125
Annex L (informative) List of hazards . 126
Annex ZA (informative) Relationship between this European Standard and the essential
requirements of Directive 2006/42/EC aimed to be covered . 127
Bibliography . 128
European foreword
This document (prEN 13001-3-1:2022) has been prepared by Technical Committee CEN/TC 147
“Cranes - Safety”, the secretariat of which is held by DIN.
This document is currently submitted to the CEN Enquiry.
This document will supersede EN 13001-3-1:2012+A2:2018.
This document has been prepared under a Standardization Request given to CEN by the European
Commission and the European Free Trade Association, and supports essential requirements of EU
Directive(s).
For relationship with EU Directive(s), see informative Annex ZA, which is an integral part of this
document.
CEN/TC 147 WG 2 has reviewed EN 13001-3-1:2012+A2:2018 to adapt the document to technical
progress. The main changes are:
— Design values for bolt materials were changed (Table 5);
— Limit design values for welded connection were changed (5.2.5);
— Static proof of welded connections was changed (5.3.4 and Annex C);
— Proof of fatigue strength was revised to include additional modern methods (6.1);
— Fatigue strength specific resistance factors were modified (Table 9);
— The geometric stress (Hot Spot) method was added (6.2.4 and Annex I);
— The effective notch method was added (6.2.5);
— Lateral torsional stability of beams was added (8.4 and 8.5.3 and Annex J);
— Recommended tightening torques for preloaded bolts were modified (Annex B);
— Characteristic fatigue strengths for plates in shear were modified (Table D.1);
— Annex L with a list of hazards was inserted;
— Annex ZA was significantly revised.
This European Standard is one part of the EN 13001 series of standards. The other parts are:
— Part 1: General principles and requirements;
— Part 2: Load actions;
— Part 3-2: Limit states and proof of competence of wire ropes in reeving systems;
— Part 3-3: Limit states and proof of competence of wheel/rail contacts;
— Part 3-4: Limit states and proof of competence of machinery;
— Part 3-5: Limit states and proof of competence of forged hooks.
— Part 3-6: Limit states and proof of competence of hydraulic cylinders.
This European Standard is intended to be used together with EN 13001-2:2021 as well as pertinent
crane type product EN standards, see Annex K.
Introduction
This document has been prepared to be a harmonized standard to provide one means for the
mechanical design and theoretical verification of cranes to conform to the essential health and safety
requirements of the Machinery Directive, as amended.
This document is a type-C standard as stated in EN ISO 12100:2010.
This document is of relevance, in particular, for the following stakeholder groups representing the
market players with regard to machinery safety:
— machine manufacturers (small, medium and large enterprises);
— health and safety bodies (regulators, accident prevention organizations, market surveillance, etc.).
Others can be affected by the level of machinery safety achieved with the means of the document by the
above-mentioned stakeholder groups:
— machine users/employers (small, medium and large enterprises);
— machine users/employees (e.g. trade unions, organizations for people with special needs);
— service providers, e.g. for maintenance (small, medium and large enterprises);
— consumers (in case of machinery intended for use by consumers).
The above-mentioned stakeholder groups have been given the possibility to participate in the drafting
process of this document.
The machinery concerned and the extent to which hazards, hazardous situations or hazardous events
are covered are indicated in the scope of this document.
When provisions of this type-C standard are different from those which are stated in type-A
or B standards, the provisions of this type-C standard take precedence over the provisions of the other
standards, for machines that have been designed and built according to the provisions of this type-C
standard.
1 Scope
This document specifies limit states, requirements and methods to prevent mechanical hazards in steel
structures of cranes by design and theoretical proof of competence.
The significant hazardous situations and hazardous events that could result in risks to persons during
intended use are identified in Annex L. Clauses 4 to 8 of this document provide requirements and
methods to reduce or eliminate these risks:
a) exceeding the limits of strength (yield, ultimate, fatigue);
b) exceeding temperature limits of material or components;
c) elastic instability of the crane or its parts (buckling, bulging).
This document is not applicable to cranes which are designed before the date of its publication as EN
and serves as reference base for the European Standards for particular crane types (see Annex K).
NOTE This document deals only with the limit state method in accordance with EN 13001-1:2015.
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.
EN 1993-1-8:2005, Eurocode 3: Design of steel structures - Part 1-8: Design of joints
EN 10025-2:2019, Hot rolled products of structural steels - Part 2: Technical delivery conditions for non-
alloy structural steels
EN 10025-3:2019, Hot rolled products of structural steels - Part 3: Technical delivery conditions for
normalized/normalized rolled weldable fine grain structural steels
EN 10025-4:2019, Hot rolled products of structural steels - Part 4: Technical delivery conditions for
thermomechanical rolled weldable fine grain structural steels
EN 10025-6:2019, Hot rolled products of structural steels - Part 6: Technical delivery conditions for flat
products of high yield strength structural steels in the quenched and tempered condition
EN 10029:2010, Hot-rolled steel plates 3 mm thick or above - Tolerances on dimensions and shape
EN 10088-2:2014, Stainless steels - Part 2: Technical delivery conditions for sheet/plate and strip of
corrosion resisting steels for general purposes
EN 10149-2:2013, Hot rolled flat products made of high yield strength steels for cold forming - Part 2:
Technical delivery conditions for thermomechanically rolled steels
EN 10149-3:2013, Hot rolled flat products made of high yield strength steels for cold forming - Part 3:
Technical delivery conditions for normalized or normalized rolled steels
EN 10160:1999, Ultrasonic testing of steel flat product of thickness equal or greater than 6 mm (reflection
method)
EN 10163-1:2004, Delivery requirements for surface condition of hot-rolled steel plates, wide flats and
sections - Part 1: General requirements
EN 10163-2:2004, Delivery requirements for surface condition of hot-rolled steel plates, wide flats and
sections - Part 2: Plate and wide flats
EN 10163-3:2004, Delivery requirements for surface condition of hot-rolled steel plates, wide flats and
sections - Part 3: Sections
EN 10164:2018, Steel products with improved deformation properties perpendicular to the surface of the
product - Technical delivery conditions
EN 13001-1:2015, Cranes - General design - Part 1: General principles and requirements
EN 13001-2:2021, Crane safety - General design - Part 2: Load actions
EN 20273:1991, Fasteners - Clearance holes for bolts and screws (ISO 273:1979)
EN ISO 148-1:2016, Metallic materials - Charpy pendulum impact test - Part 1: Test method
(ISO 148-1:2016)
EN ISO 286-2:2010, Geometrical product specifications (GPS) - ISO code system for tolerances on linear
sizes - Part 2: Tables of standard tolerance classes and limit deviations for holes and shafts
(ISO 286-2:2010)
EN ISO 898-1:2013, Mechanical properties of fasteners made of carbon steel and alloy steel - Part 1: Bolts,
screws and studs with specified property classes - Coarse thread and fine pitch thread (ISO 898-1:2013)
EN ISO 5817:2014, Welding - Fusion-welded joints in steel, nickel, titanium and their alloys (beam welding
excluded) - Quality levels for imperfections (ISO 5817:2014)
EN ISO 9013:2017, Thermal cutting - Classification of thermal cuts - Geometrical product specification
and quality tolerances (ISO 9013:2017)
EN ISO 12100:2010, Safety of machinery - General principles for design - Risk assessment and risk
reduction (ISO 12100:2010)
EN ISO 17659:2004, Welding - Multilingual terms for welded joints with illustrations (ISO 17659:2002)
ISO 4306-1:2007, Cranes - Vocabulary - Part 1: General
3 Terms, definitions, symbols and abbreviations
3.1 Terms and definitions
For the purposes of this document, the terms and definitions given in EN ISO 12100:2010 apply. For the
definitions of loads, Clause 6 of ISO 4306-1:2007 applies.
ISO and IEC maintain terminological databases for use in standardization at the following addresses:
— ISO Online browsing platform: available at https://www.iso.org/obp
— IEC Electropedia: available at https://www.electropedia.org/
3.2 Symbols and abbreviations
The symbols and abbreviations used in this document are given in Table 1.
Table 1 — Symbols and abbreviations
Symbols, Description
abbreviations
A cross section
A net cross section
n
A stress area of a bolt
S
A shear area of the tear-out section (pinned connections)
S
a length of plate in buckling
a throat thickness of fillet welds
a effective weld thickness
r
b width of plate
c edge stress ratio factor (buckling)
D , D outer, inner diameter of hollow pin
o i
d diameter (shank of bolt, pin)
d diameter of hole
o
E modulus of elasticity
F tensile force in bolt
b
F limit force
d
F characteristic value (force)
k
F preloading force in bolt
p
F limit design force
Rd
F external tensile force on bolted connection
e,t
F limit design bearing force
b, Rd
F ; F design bearing force
b, Sd bi, Sd
F limit design tensile force
cs, Rd
F design preloading force
p, d
F reduction in compression force due to external tension
cr
F limit design tensile force in bolt
t, Rd
external tensile force per bolt
F
t,Sd
F design shear force per bolt and shear plane
v, Sd
F limit design shear force per pin and shear plane
vp, Rd
F design shear force per pin and shear plane
vp, Sd
F limit design slip force per bolt and shear plane
s,Rd
Symbols, Description
abbreviations
F limit design shear force of the connected part
vs, Rd
F design force in the connected part
vd, Sd
F limit design tensile force of the connected part
vt, Rd
F acting normal/shear force
σ,τ
f maximum imperfection
f limit stress
d
f characteristic value (stress)
k
f limit design stress
Rd
f ultimate strength of material
u
f ultimate strength of bolts
ub
f limit design weld stress
w, Rd
f limit design weld stress with respect to the weld material
w, Rd,1
f limit design weld stress with respect to the material of the connected members
w, Rd,2
f yield stress of material, specified or measured
y
f yield stress of bolts
yb
f yield stress of pins, specified or measured
yp
h distance between weld and contact level of acting load
d
I, I moments of inertia of members
i
k stress concentration factor (pinned connections)
K stiffness of bolt
b
K stiffness of connected parts
c
k* specific spectrum ratio factor
k stress spectrum factor based on m of the detail under consideration
m
k stress spectrum factor based on m = 3
k , k k buckling factors
σx σy, τ
L element length (buckling)
l gauge length
m
l relevant weld length
r
l weld length
W
M limit design bending moment
Rd
M design bending moment
Sd
m slope constant of log Δσ/log N-curve
N compressive force (buckling)
Symbols, Description
abbreviations
NC notch class
N critical buckling load
k
N reference number of cycles
ref
min σ, max σ extreme values of stresses
P probability of survival
S
p penetration of weld
Q shear (evaluation of stress cycles)
q impact toughness parameter
i
α cross section parameter (lateral buckling)
α characteristic factor for bearing connection
b
α load introduction factor (bolted connection)
L
α characteristic factor for limit weld stress
w
γ general resistance factor
m
γ fatigue strength specific resistance factor
mf
γ partial safety factor
p
γ resulting resistance factor
R
γ specific resistance factor
S
γ resulting resistance factor of bolt
Rb
γ , γ , γ specific resistance factors of bolted connections
sbb sbs sbt
γ resulting resistance factor of members
Rm
γ specific resistance factor of members
sm
γ resulting resistance factor of pins
Rp
γ γ γ γ specific resistance factors of pins
spm, sps, spb, spt
γ resulting resistance factor of slip-resistance connection
Rs
γ specific resistance factor of slip-resistance connection
ss
γ resulting resistance factor for tension on section with holes
Rc
γ specific resistance factor for tension on section with holes
st
γ resulting resistance factor of welding connection
Rw
γ specific resistance factor of welding connection
sw
δ elongation from preloading
p
ϕ dynamic factor
κ dispersion angle (wheel pressure)
κ, κ , κ , κ reduction factors (buckling)
x y τ
Symbols, Description
abbreviations
λ width of contact area in weld direction
λ , λ , λ non-dimensional plate slenderness (buckling)
x y τ
Ψ edge stress ratio (buckling)
ΔF additional force
b
Δδ additional elongation
t
µ slip factor
ν relative total number of stress cycles
ν ratio of diameters
D
Δσ characteristic value of stress range (normal stress)
c
Δτ characteristic value of stress range (shear stress)
c
σ reference stress (buckling)
e
σ lower extreme value of stress range
b
σ upper extreme value of stress range
u
σ design stress (normal)
Sd
τ design stress (shear)
Sd
σ design weld stress (normal)
w, Sd
design weld stress (shear)
τ
w, Sd
limit design stress range (normal)
Δσ
Rd
Δσ limit design stress range for k* = 1
Rd,1
Δτ limit design stress range (shear)
Rd
Δσ design stress range (normal)
Sd
Δτ design stress range (shear)
Sd
4 General
4.1 Documentation
The documentation of the proof of competence shall include:
— design assumptions including calculation models,
— applicable loads and load combinations,
— material grades and qualities,
— weld quality levels, in accordance with EN ISO 5817:2014,
— materials of connecting elements,
— relevant limit states,
— results of the proof of competence calculation and tests when applicable.
4.2 Materials for structural members
4.2.1 Grades and qualities
For structural members, steels in accordance with the following European Standards shall be used:
a) Non-alloy structural steels EN 10025-2:2019;
b) Weldable fine grain structural steels in conditions:
1) normalized (N) EN 10025-3:2019;
2) thermomechanical (M) EN 10025-4:2019;
c) High yield strength structural steels in the quenched and tempered condition EN 10025-6:2019;
d) High yield strength steels for cold forming in conditions:
1) thermomechanical (M) EN 10149-2:2013;
2) normalized (N) EN 10149-3:2013.
e) Austenitic stainless steels EN 10088-2:2014.
Alternatively, grades and qualities other than those mentioned in the above standards and in Table 2
may be used, if the mechanical properties and the chemical composition are specified in a manner
corresponding to relevant European standard, and the following conditions are fulfilled:
— the design value of f is limited to f /1,05 for materials with f /f < 1,05;
y u u y
— the percentage elongation at fracture A ≥ 7 % on a gauge length Ls5,65× (where S is the
original cross-sectional area);
— the weldability or non-weldability of the material is specified and, if intended for welding,
weldability is demonstrated;
— if the material is intended for cold forming, the pertinent parameters are specified.
Where stainless steels are welded, special attention should be given to the welding process and
corrosion effects. Only austenitic stainless steels are covered by this standard.
Table 2 shows specific values for the nominal value of strength f , f For limit design stresses f see
u y. Rd
5.2. The values given are applicable for temperatures up to 100 °C for stainless steels and up to 150 °C
for all other steels. For more information see the specific European Standard.
To allow the use of nominal values of plate thicknesses in the proof calculations, the minus tolerance of
the plate shall be equal or better than that of class A of EN 10029:2010. Otherwise, the actual minimum
value of plate thickness shall be used. Nominal dimensions for other steel products than plates may be
used, provided those products comply with their standardized minus tolerances.
Where it is deemed necessary to check for internal defects, classes of EN 10160:1999 should be
specified.
=
Table 2 — Specific values of steels for structural members
Nominal strength
Thickness
f f
y u
Steel Standard t
yield ultimate
mm
2 2
N/mm N/mm
t ≤ 16 235
16 < t ≤ 40 225
S235 340
40 < t ≤ 100 215
100 < t ≤ 150 195
t ≤ 16 275
16 < t ≤ 40 265
40 < t ≤ 63 255
S275 430
63 < t ≤ 80 245
EN 10025-2:2019
80 < t ≤ 100 235
100 < t ≤ 150 225
t ≤ 16 355
16 < t ≤ 40 345
40 < t ≤ 63 335
S355 490
63 < t ≤ 80 325
80 < t ≤ 100 315
100 < t ≤ 150 295
t ≤ 16 355
16 < t ≤ 40 345
40 < t ≤ 63 335
S355 450
63 < t ≤ 80 (N) 325
80 < t ≤ 100 (N) 315
100 < t ≤ 150 (N) 295
t ≤ 16 420
EN 10025-3:2019
16 < t ≤ 40 400
(N)
EN 10025-4:2019
40 < t ≤ 63 390
(M)
S420 500
63 < t ≤ 80 (N) 370
80 < t ≤ 100 (N) 360
100 < t ≤ 150 (N) 340
t ≤ 16 460
16 < t ≤ 40 440
S460 530
40 < t ≤ 63 430
63 < t ≤ 80 (N) 410
Nominal strength
Thickness f f
y u
Steel Standard t
yield ultimate
mm
2 2
N/mm N/mm
80 < t ≤ 100 (N) 400
3 < t ≤ 50 460
S460 550
50 < t ≤ 100 440
3 < t ≤ 50 500
S500 590
50 < t ≤ 100 480
3 < t ≤ 50 550
S550 640
50 < t ≤ 100 530
EN 10025-6:2019 3 < t ≤ 50 620
S620 700
50 < t ≤ 100 580
3 < t ≤ 50 690 770
S690
50 < t ≤ 100 650 760
3 < t ≤ 50 890 940
S890
50 < t ≤ 100 830 880
S960 3 < t ≤ 50 960 980
S315 315 390
EN 10149-3:2013
S355 all t 355 430
EN 10149-2:2013
S420 420 480
S460 460 520
S500 500 550
all t
S550 550 600
S600 600 650
t ≤ 8 650
S650 EN 10149-2 2013 700
t > 8 630
t ≤ 8 700
S700 750
t > 8 680
S900 900 930
all t
S960 960 980
a b
X2CrNi18–9
200 500
a b
X5CrNi18–10
210 520
a b
X2CrNi19–11 EN 10088-2:2014 t ≤ 75
200 500
a b
X2CrNiMo17–12–2
220 520
a b
X5CrNiMo17–12–2 220 520
Nominal strength
Thickness f f
y u
Steel Standard t
yield ultimate
mm
2 2
N/mm N/mm
a
0,2 % – proof strength for hot rolled plate (P);
b
Tensile strength for hot rolled plate (P).
4.2.2 Impact toughness
When selecting grade and quality of the steel for tensile members, the sum of impact toughness
parameters q shall be taken into account. Table 3 gives the impact toughness parameters q for various
i i
influences. Table 4 gives the required steel quality and impact energy/test temperature in dependence
of Σq . The direction of loading shall be considered when assessing the impact toughness. Grades and
i
qualities of steel other than mentioned in Table 4 may be used, if an impact energy/temperature is
tested in accordance with EN ISO 148-1:2016, specified and meet the requirements given in first two
rows of Table 4.
Table 3 — Impact toughness parameters q
i
i Influence q
i
1 0 ≤ T 0
−10 ≤ T < 0 1
−20 ≤ T < −10 2
Operating temperature T (°C)
−30 ≤ T < −20 3
−40 ≤ T < −30 4
−50 ≤ T < −40 6
2 f ≤ 300 0
y
300 < f ≤ 460 1
y
460 < f ≤ 700 2
Yield stress f (N/mm )
y
y
700 < f ≤ 1000 3
y
1 000 < f ≤ 1300 4
y
3 t ≤ 10 0
Material thickness t (mm)
10 < t ≤ 20 1
Equivalent thickness t for solid bars:
20 < t ≤ 40 2
40 < t ≤ 60 3
60 < t ≤ 80 4
80 < t ≤ 100 5
d bb
100 < t ≤ 125 6
t= for <=1, 8 : t
18, h 18,
125 < t ≤ 150 7
i Influence q
i
4 Δσ > 125 0
c
80 < Δσ ≤ 125 1
c
56 < Δσ ≤ 80 2
c
Characteristic value of stress range Δσ
c
(N/mm ) (see Annex D and Annex H)
40 < Δσ ≤ 56 3
c
30 < Δσ ≤ 40 4
c
Δσ ≤ 30 5
c
5 Utilization of static strength (see 5.3.1) 0
σ >×0,75 f
sd Rdσ
−1
0,5× f <σ
Rdσ sd
and
σ ≤×0,75 f
sd Rdσ
−2
0,25× f <σ
Rsddσ
and
σ ≤×0,5 f
sd Rdσ
−3
σ ≤×0,25 f
sd Rdσ
Table 4 — Impact toughness requirement and corresponding steel quality for ∑q
i
Impact energy/ ∑q ≤ 5 6 ≤ ∑q ≤ 8 9 ≤ ∑q ≤ 11 12 ≤ ∑q ≤ 14
i i i i
test temperature
27 J / +20 °C 27 J / 0 °C 27 J / −20 °C 27 J / −40 °C
requirement
Grades and qualities which meet the impact energy/test temperature requirement
a
EN 10025-2:2019 JR J0 J2
EN 10025-3:2019 N N N NL
EN 10025-4:2019 M M M ML
EN 10025-6:2019 Q Q Q QL
a
EN 10149-2:2013 MC MC MC
a
EN 10149-3:2013 NC NC NC
b b b b
EN 10088-2:2014
a
May be used if the impact toughness is at least 27 J at –40 °C, tested in accordance with EN ISO 148-1:2016
and specified.
b
All steels of EN 10088-2:2014 listed in Table 2. The impact energy is not explicitly given by EN 10088-2:2014
at these temperatures however the impact energy/ test temperature requirement in the row two is fulfilled.
4.3 Bolted connections
4.3.1 Bolt materials
For bolted connections bolts of the property classes (bolt grades) 4.6, 5.6, 8.8, 10.9 or 12.9 in
accordance with EN ISO 898-1:2013 shall be used. Table 5 shows design values for the strengths to be
used in design calculations.
Table 5 — Design values for bolt strengths
Property class 4.6 5.6 8.8 10.9 12.9
(Bolt grade)
d ≤ 16mm d > 16mm
240 300 640 660 940 1100
f (N/mm )
yb
400 500 800 830 1040 1220
f (N/mm )
ub
For the property classes (bolt grades) 10.9 and 12.9 the compliance regarding the protection against
hydrogen brittleness shall be demonstrated.
NOTE Technical requirements are given in EN ISO 15330:1999, EN ISO 4042:2018 and ISO 9587:2007.
4.3.2 General
For the purpose of this standard bolted connections are connections between members and/or
components utilizing bolts.
In general, bolted connections are tensioned wrench tight. A controlled bolt tightening method is a
method, where the tightening force in the bolt is measured during tightening, either directly or
indirectly through tightening torque, rotation angle or bolt elongation.
Where slippage (e.g. caused by vibrations or fluctuations in loading) causes deleterious changes in
geometry, bolts shall be tightened to avoid slippage or the connected members shall be secured against
relative displacement by form closed locking means.
4.3.3 Shear and bearing connections
For the purpose of this standard shear and bearing connections are those connections where the loads
act perpendicular to the bolt axis and cause shear and bearing stresses in the bolts and bearing stresses
in the connected parts, and where:
— clearance between bolt and hole shall conform to EN ISO 286-2:2010, tolerances h13 and H11 or
closer, where bolts are exposed to load reversal or where slippage can cause deleterious changes in
geometry;
— in other cases wider clearances in accordance with EN 20273:1991 may be used;
— special surface treatment of the contact surfaces is not needed.
4.3.4 Friction grip type (slip resistant) connections
For the purpose of this standard friction grip connections are those connections where the loads are
transmitted by friction between the joint surfaces. The following requirements apply:
— bolts of property classes (bolt grades) 8.8, 10.9 or 12.9 shall be used;
— bolts shall be tightened by a controlled method to a specified preloading state;
— the surface condition of the contact surfaces shall be specified and taken into account in accordance
with 5.2.3.2;
— washers compatible in strength and size with the bolts and compatible with the hole shape shall be
used.
4.3.5 Connections loaded in tension
For the purpose of this standard connections loaded in tension are those connections where the loads
act in the direction of the bolt axis and cause axial stresses in the bolts. The following requirements
apply:
— bolts of property classes (bolt grades) 8.8, 10.9 or 12.9 shall be used and tightened by a controlled
method to a specified preloading state;
— washers compatible in strength and size with the bolts shall be used.
NOTE Bolts in tension that are not preloaded are treated as structural members.
4.4 Pinned connections
For the purpose of this standard pinned connections are connections that do not constrain rotation
between connected parts. Only round pins are considered.
The requirements herein apply to pinned connections designed to carry loads, i.e. they do not apply to
connections made only as a convenient means of attachment.
Clearance between pin and hole shall be in accordance with EN ISO 286-2:2010, tolerances h13 and
H13 or closer. In case of forces with varying directions closer tolerances shall be applied.
All pins shall be furnished with retaining means to prevent the pins from becoming displaced from the
hole.
4.5 Welded connections
For the purposes of this standard welded connections are joints between members and/or components
which utilize fusion welding processes, and where connected parts are 3 mm or larger in thickness
except for hollow sections.
Quality levels of EN ISO 5817:2014 shall be applied, and methods of non-destructive testing, compatible
with quality requirement and welding method, shall be used to verify compliance with quality level
requirements.
In general, load carrying welds shall be at least of quality level C. Quality level D may be applied only in
joints where local failure of the weld will not result in failure of the structure or falling of loads. Terms
for welded joints are as given in EN ISO 17659:2004.
Residual stresses and stresses not transferring forces across the weld need not to be considered in the
design of welds subjected to static actions. This applies specifically to the normal stress parallel to the
axis of the weld which is accommodated by the base material.
When the static tensile strength of a butt joint is tested, the test may be carried out with weld
reinforcement not removed.
Attention shall be paid to the dimensions of intermittent fillet welds (guidelines can be found in
EN 1993-1-8:2005).
Single sided fillet welds are not recommended for carrying loads perpendicular to the weld. However, if
used connected members shall be supported so as to avoid the effect of load eccentricity on the weld.
4.6 Proof of competence for structural members and connections
The object of the proof of competence is to demonstrate that the design stresses or forces S do not
d
exceed the design resistances R :
d
SR≤ (1)
dd
The design stresses or forces S shall be determined by applying the relevant loads, load combinations
d
and partial safety factors in accordance with EN 13001-2:2021.
In the following clauses, the design resistances R are represented as limit stresses f or limit forces
d d
F .
d
The following proofs for structural members and connections shall be demonstrated:
— proof of static strength in accordance with Clause 5;
— proof of fatigue strength in accordance with Clause 6;
— proof of strength of hollow section girder joints in accordance with Clause 7;
— proof of elastic stability in accordance with Clause 8.
The deformation and vibrational behaviour of structures should be limited considering the intended
use of the crane.
5 Proof of static strength
5.1 General
A proof of static strength by calculation is intended to prevent excessive deformations due to yielding of
the material, sliding of friction-grip connections, elastic instability (see Clause 8) and fracture of
structural members or connections. Dynamic factors given in EN 13001-2:2021 are used to produce
equivalent static loads to simulate dynamic effects.
The use of the theory of plasticity for calculation of ultimate load bearing capacity shall not be used
within the terms of this standard.
The proof shall be carried out for structural members and connections whilst taking into account the
most unfavourable load effects from the load combinations A, B or C in accordance with
EN 13001-2:2021 and applying the resistances according to 5.2.
This standard is based on nominal stresses, i.e. stresses calculated using traditional elastic strength of
materials theory which in general neglect localized stress non-uniformities. When more accurate
alternative methods of stress calculation are used, such as finite element analysis, using those stresses
for the proof given in this standard may yield inordinately conservative results.
5.2 Limit design stresses and forces
5.2.1 General
The limit design stresses and forces shall be calculated from:
Limit design stresses f = function ( f , γ ) or
Rd k R
Limit design forces F = function ( F , γ ) (2)
Rd k R
where
are characteristic values (or nominal values);
f or F
k k
γ is the total resistance factor γ γγ× ;
R R ms
γ is the general resistance factor γ = 1,1 (see EN 13001-1:2015);
m m
is the specific resistance factor applicable to specific structural components as given
γ
s
in the clauses below.
NOTE f and F are equivalent to R /γ in EN 13001-1:2015.
Rd Rd m
5.2.2 Limit design stress in structural members
The limit design stress f , used for the design of structural members, shall be calculated from:
Rd
f
y
f = for normal stresses (3)
Rdσ
γ
Rm
f
y
f = for shear stresses (4)
Rdτ
γ × 3
Rm
with γ γγ×
Rm m sm
=
=
where
is the value of the yield stress of the material
f
y
is the specific resistance factor for material as follows:
γ
sm
For non-rolled material:
γ = 0, 95
sm
For rolled materials (e.g. plates and profiles):
γ = 0, 95 for stresses in the plane of rolling
sm
γ = 0, 95 for compressive and shear stresses
sm
For tensile stresses perpendicular to the plane of rolling (see Figure 1):
Material shall be suitable for carrying perpendicular loads and be free of lamellar
defects.
γ = 10, for plate thicknesses less than 15 mm or material in quality classes Z25 or
sm
better in accordance with EN 10164:2018
for material in quality class Z15 in accordance with EN 10164:2018
γ = 1,16
sm
for materials without quality classification in accordance with
γ = 1,34
sm
EN 10164:2018, but conforming to classes S2 and E3 of EN 10160:1999
without quality classification of through-thickness property.
γ = 1,50
sm
Key
1 is the direction of the plane of rolling
2 is the direction of stress
Figure 1 — Tensile stress perpendicular to plane of rolling
5.2.3 Limit design forces in bolted connections
5.2.3.1 Shear and bearing connections
5.2.3.1.1 General
The resistance of a connection shall be taken as the least value of the limit forces of the individual
connection elements.
In addition to the bearing capacity of the connection elements other limit conditions at the most
stressed sections shall be verified using the resistance factor of the base material.
Only the unthreaded part of the shank is considered effective in the bearing calculations.
5.2.3.1.2 Bolt shear
The limit design shear force F per bolt and for each shear plane shall be calculated from:
v,Rd
fA×
yb
F = (5)
v,Rd
γ × 3
Rb
with γ γγ×
R m sbs
b
where
is the yield stress (nominal value) of the bolt material (see Table 5);
f
yb
A
is the cross-sectional area of the bolt shank at the shear plane;
is the specific resistance factor for bolted connections
γ
sbs
γ = 10, for multiple shear plane connections
sbs
γ = 1,3 for single shear plane connections.
sbs
See Annex A for limit design shear forces of selected bolt sizes.
5.2.3.1.3 Bearing on bolts and connected parts
The limit design bearing force F per bolt shall be calculated from:
b, Rd
f ××dt
y
F = (6)
b, Rd
γ
Rb
with γ γγ×
R m sbb
b
with the requirement
ed≥ 1,5× (7)
1 0
and with the following recommendations for the plate
ed≥ 1,5×
pd≥×3,0
=
=
oSIST prEN 1300
...
Le document prEN 13001-3-1, intitulé « Cranes - General design - Part 3-1: Limit states and proof competence of steel structure », constitue une référence essentielle dans le domaine de la conception des grues. Son périmètre est clairement défini, se concentrant sur les états limites, les exigences et les méthodes nécessaires pour prévenir les risques mécaniques liés aux structures en acier des grues. Parmi ses points forts, ce standard identifie de manière exhaustive les situations et événements dangereux pouvant nuire aux personnes lors de l'utilisation prévue des grues, comme exposé dans l'Annexe L. Les clauses 4 à 8 se révèlent cruciales, car elles établissent des exigences et des méthodes pour réduire ou éliminer les risques, notamment : a) Le dépassement des limites de résistance telles que la limite d'élasticité, la résistance ultime et la fatigue des matériaux, ce qui est essentiel pour garantir la sécurité des opérateurs. b) Le respect des limites de température des matériaux ou des composants, afin de prévenir les défaillances dues à des conditions thermiques extrêmes. c) La prise en compte de l'instabilité élastique de la grue ou de ses parties, incluant le flambage et le renflement, qui sont des préoccupations critiques lors de la conception. La pertinence de ce document est renforcée par son application exclusive aux grues conçues après sa publication, servant de base de référence pour les normes européennes relatives à des types spécifiques de grues, comme indiqué à l'Annexe K. De plus, il traite uniquement de la méthode des états limites conformément à la norme EN 13001-1:2015, ce qui assure une cohérence et une intégration harmonieuse dans le cadre réglementaire existant. En somme, le prEN 13001-3-1 est un élément fondamental pour toute organisation visant à concevoir des grues sûres et compétentes sur le plan mécanique, en fournissant une approche rigoureuse et normalisée pour évaluer la compétence des structures en acier dans le secteur.
표준 문서 prEN 13001-3-1에 대한 리뷰는 이 문서가 크레인의 철골 구조에서 기계적 위험을 방지하기 위해 요구 사항과 방법을 정의하고 있다는 점에서 매우 중요한 자료라는 것을 강조합니다. 이 문서는 설계 및 이론적 능력 증명의 한계를 명확히 규정하고 있으며, 특히 위험한 상황이나 사건을 식별하여 인명 피해를 예방하는 데 기여하고 있습니다. 표준의 강점은 철강 구조물의 안전성을 보장하기 위한 명확한 한계 상태와 요구 사항을 제시하는 데 있습니다. 특히, 4조부터 8조까지의 조항에서는 강도의 한계를 초과하는 경우(yield, ultimate, fatigue)와 재료 또는 구성 요소의 온도 한계를 초과하는 경우, 그리고 크레인이나 그 부품의 탄성 불안정성(buckling, bulging)을 방지하기 위한 방법을 구체적으로 설명하고 있습니다. 이로 인해 크레인의 설계자와 사용자는 안전을 중시하며 보다 높은 신뢰성을 갖춘 기준에 따라 작업할 수 있습니다. 또한, 이 문서는 EN 13001-1:2015에 따른 한계 상태 방법만을 다루기 때문에, 기술적으로 명확한 지침을 제공하며 다른 표준과의 호환성을 고려할 때 유용한 참고 자료가 됩니다. 유럽 표준에 대한 기준 역할을 하도록 설계된 만큼, 사용자와 관련 업계 모두에게 큰 도움이 될 것입니다. 종합적으로, prEN 13001-3-1 표준은 크레인 설계 시 적용되어야 할 필수 조건을 명확히 하여, 구조물의 안전성 및 신뢰성을 향상시키는 데 기여하고 있습니다.
The prEN 13001-3-1 standard offers a comprehensive framework aimed at enhancing the safety and reliability of steel structures in crane design. Its primary scope encompasses the specification of limit states, requirements, and methodologies essential for mitigating mechanical hazards inherent in crane operations. This standard is particularly relevant for professionals in the construction and manufacturing sectors as it addresses critical areas such as strength limits - including yield, ultimate, and fatigue limits - and temperature considerations crucial for maintaining the integrity of crane components. One of the strengths of the prEN 13001-3-1 is its detailed identification of significant hazardous situations, which are cataloged in Annex L. This annex serves as a valuable resource for practitioners by pinpointing the potential risks to personnel during the intended use of cranes, thereby fostering an environment of proactive safety management. The robust approach to risk reduction outlined in Clauses 4 to 8 articulates specific requirements and guidelines aimed at preventing hazards associated with exceeding physical limits and ensuring structural stability. Moreover, the standard's emphasis on elastic instability, such as buckling and bulging, highlights its relevance in maintaining the structural soundness of crane designs. By establishing stringent criteria for theoretical proof of competence, the standard ensures that crane components can withstand both operational stresses and environmental conditions throughout their lifecycle. While the document specifically applies to new crane designs post-publication and serves as a reference point for subsequent European Standards tailored for different crane types (as noted in Annex K), it stands out as an essential guideline for contemporary crane engineering. Lastly, the adherence to the limit state method outlined in conjunction with EN 13001-1:2015 further underscores the relevance of prEN 13001-3-1 in setting a high benchmark for safety and performance standards in the industry.
この標準文書「prEN 13001-3-1」は、クレーンの鋼構造に関する設計および理論的な能力証明を通じて、機械的危険を防止するための限界状態や要件、方法を明確に定義しています。標準の範囲は、クレーンの使用中に発生する可能性のある重大な危険な状況や出来事を特定し、リスクを軽減または排除するための具体的な要件を提示しています。 この標準の強みは、リスクを評価し、その軽減策を体系的に提供することにあります。特に、条項4から8では、強度の限界（降伏、極限、疲労）を超えたり、材料や部品の温度限界を超えたりすること、さらにはクレーンやその部品の弾性不安定性（屈曲、膨張）といったリスクを具体的に扱っています。これにより、設計者は潜在的な危険を事前に特定し、適切な対策を講じることが可能となります。 また、この文書は、EN 13001-1:2015に従った限界状態方法のみに焦点を当てているため、クレーン設計における安全性と信頼性を高める重要な基盤を提供しています。さらに、特定のクレーンタイプに関する欧州標準の参考としての役割も果たしており、広範な適用が期待できます。従って、「prEN 13001-3-1」は、クレーン設計に関わる専門家にとって欠かせない重要な標準です。
Die Norm prEN 13001-3-1 bietet eine essentielle Grundlage für die Sicherheit und Zuverlässigkeit von Kranen durch die Festlegung von Grenzzuständen, Anforderungen und Methoden zur Vermeidung mechanischer Gefahren in Stahlkonstruktionen. Der Geltungsbereich dieser Norm ist klar definiert: Sie behandelt nicht nur die theoretische Nachweisführung der Tragfähigkeit, sondern beleuchtet auch die signifikanten Gefahren, die Risiken für Personen während des Einsatzes von Kranen mit sich bringen können. Ein herausragendes Merkmal dieser Norm ist die umfassende Identifizierung gefährlicher Situationen und Ereignisse, welche in Anhang L aufgeführt sind. Dies ermöglicht eine proaktive Risikobewertung und -management, indem Klauseln 4 bis 8 spezifische Anforderungen und Methoden zur Reduzierung oder Eliminierung von Risiken bereitstellen. Die Norm adressiert spezifische Gefahren wie das Überschreiten von Festigkeitsgrenzen (dehnungs-, bruch- und ermüdungsbedingte), Temperaturgrenzen für Materialien oder Komponenten sowie elastische Instabilitäten der Krane oder ihrer Teile (wie beispielsweise Knicken oder Aufblähen). Zusätzlich ist hervorzuheben, dass die prEN 13001-3-1 nicht für vor dem Veröffentlichungsdatum konzipierte Krane gilt, was ihre Relevanz für die Entwicklung und Anwendung neuer europäischer Standards für spezifische Krantypen unterstreicht (siehe Anhang K). Die Norm fokussiert sich ausschließlich auf die Behandlung des Grenzzustandsansatzes gemäß EN 13001-1:2015, was ihre Konsistenz und Kohärenz innerhalb der Normenfamilie zeigt. Insgesamt stellt die prEN 13001-3-1 einen bedeutenden Beitrag zur Verbesserung der Sicherheit und Effizienz im Kranbau dar und ist daher für die Branche von hohem Wert.
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