FprEN 1991-3

SLOVENSKI STANDARD
oSIST prEN 1991-3:2024
01-junij-2024
Evrokod 1 - Vplivi na konstrukcije – 3. del: Vpliv žerjavov in drugih strojev
Eurocode 1 - Actions on structures - Part 3: Actions induced by cranes and machines
Eurocode 1 - Einwirkungen auf Tragwerke - Teil 3: Einwirkungen infolge von Kranen und
Maschinen
Eurocode 1 - Actions sur les structures - Partie 3: Actions induites par les appareils de
levage et les machines
Ta slovenski standard je istoveten z: prEN 1991-3
ICS:
53.020.20 Dvigala Cranes
91.010.30 Tehnični vidiki Technical aspects
oSIST prEN 1991-3:2024 en,fr,de
2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.

oSIST prEN 1991-3:2024
oSIST prEN 1991-3:2024
DRAFT
EUROPEAN STANDARD
prEN 1991-3
NORME EUROPÉENNE
EUROPÄISCHE NORM
March 2024
ICS 91.010.30 Will supersede EN 1991-3:2006
English Version
Eurocode 1 - Actions on structures - Part 3: Actions
induced by cranes and machines
Eurocode 1 - Actions sur les structures - Partie 3: Eurocode 1 - Einwirkungen auf Tragwerke - Teil 3:
Actions induites par les appareils de levage et les Einwirkungen infolge von Kranen und Maschinen
machines
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
© 2024 CEN All rights of exploitation in any form and by any means reserved Ref. No. prEN 1991-3:2024 E
worldwide for CEN national Members.

oSIST prEN 1991-3:2024
prEN 1991-3:2024 (E)
Contents Page
European foreword . 4
Introduction . 5
1 Scope . 8
1.1 Scope of EN 1991-3 . 8
1.2 Assumptions . 8
2 Normative references . 8
3 Terms, definitions and symbols . 8
3.1 Terms and definitions . 8
3.1.1 General terms and definitions . 8
3.1.2 Terms and definitions commonly used in crane design . 10
3.1.3 Terms and definitions specific for travelling cranes . 12
3.1.4 Terms specific for supporting structures of travelling crane . 16
3.1.5 Actions on cranes . 16
3.2 Symbols . 17
4 Basis of design . 18
5 Classification of actions from cranes travelling on fixed runways or from machines
................................................................................................................................................................... 18
5.1 Actions from cranes travelling on fixed runways . 18
5.1.1 Actions to be classified . 18
5.1.2 Crane specific classification . 19
5.2 Actions from fixed machines . 20
6 Actions from cranes travelling on fixed runways . 21
6.1 Field of application . 21
6.2 Design situations . 21
6.2.1 Single crane operation . 21
6.2.2 Multiple crane operation . 22
6.3 Representation of actions . 23
6.4 Load groups . 25
6.5 Load arrangements . 27
6.6 Characteristic values of crane-induced actions under normal service conditions . 27
6.6.1 Vertical crane-induced actions . 27
6.6.2 Horizontal crane-induced actions . 29
6.7 Characteristic values of actions from crane tests . 31
6.8 Characteristic values of crane-induced actions under exceptional service conditions
................................................................................................................................................................... 31
6.9 Crane-induced fatigue actions. 32
6.9.1 Single crane action . 32
6.9.2 Multiple crane action . 34
6.9.3 Single wheel load effect . 34
6.9.4 Multiple wheel load effect . 35
6.10 In-service wind . 35
7 Actions from fixed machines . 35
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7.1 Field of application . 35
7.2 Design situations . 36
7.3 Representation of actions . 36
7.3.1 Nature of the loads . 36
7.3.2 Modelling of dynamic actions . 36
7.3.3 Modelling of machine-structure interaction . 36
7.4 Characteristic values . 37
7.5 Serviceability criteria. 38
Annex A (informative) Guidance on crane classification for fatigue design of crane
supporting structures . 39
A.1 Use of this informative annex. 39
A.2 Scope and field of application . 39
A.3 Classification . 39
Annex B (informative) Guidance on simplified calculation of actions from selected bridge
cranes . 40
B.1 Use of this informative annex. 40
B.2 Scope and field of application . 40
B.3 Four-wheeled bridge crane . 40
B.3.1 Horizontal actions due to acceleration and deceleration of crane . 40
B.3.2 Horizontal actions due to acceleration and deceleration of trolley . 42
B.3.3 Horizontal actions due to skewing of crane . 42
B.4 Eight-wheeled bridge crane . 44
B.4.1 Horizontal actions due to acceleration and deceleration of crane . 44
B.4.2 Horizontal actions due to acceleration and deceleration of trolley . 44
B.4.3 Horizontal actions due to skewing of crane . 44
Annex C (informative) Actions from travelling wall cranes . 47
C.1 Use of this informative annex. 47
C.2 Scope and field of application . 47
C.3 Actions due to crane self-weight and hoist load . 47
C.4 Actions due to acceleration of crane . 48
C.5 Actions due to acceleration of trolley. 49
C.6 Actions due to crane buffer collision . 49
C.7 Actions due to trolley buffer collision . 50
Bibliography . 51

oSIST prEN 1991-3:2024
prEN 1991-3:2024 (E)
European foreword
This document (prEN 1991-3:2024) has been prepared by Technical Committee CEN/TC 250 “Structural
Eurocodes”, 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 1991-3:2006.
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 structure
— 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 Eurocodes 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 1991 (all parts)
EN 1991 (all parts) specifies actions for the structural design of buildings, bridges and other civil
engineering works, or parts thereof, including temporary structures, in conjunction with EN 1990 and
the other Eurocodes.
EN 1991 (all parts) does not cover the specific requirements of actions for seismic design. Provisions
related to such requirements are given in EN 1998 (all parts), which complement and are consistent with
EN 1991.
EN 1991 is also applicable to existing structures for their:
— structural assessment,
— strengthening or repair,
— change of use.
NOTE 1 In these cases additional or amended provisions can be necessary.
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EN 1991 (all parts) is applicable for the design of structures where materials or actions outside the scope
of the other Eurocodes are involved.
NOTE 2 In this case additional or amended provisions can be necessary.
EN 1991 is subdivided in various parts:
— EN 1991-1-1, Eurocode 1 — Actions on structures — Part 1-1: Specific weight of materials, self-weight
of construction works and imposed loads for buildings
— EN 1991-1-2, Eurocode 1 — Actions on structures — Part 1-2: Actions on structures exposed to fire
— EN 1991-1-3, Eurocode 1 — Actions on structures — Part 1-3: Snow Loads
— EN 1991-1-4, Eurocode 1 — Actions on structures — Part 1-4: Wind Actions
— EN 1991-1-5, Eurocode 1 — Actions on structures — Part 1-5: Thermal Actions
— EN 1991-1-6, Eurocode 1 — Actions on structures — Part 1-6: Actions during execution
— EN 1991-1-7, Eurocode 1 — Actions on structures — Part 1-7: Accidental actions
— EN 1991-1-8, Eurocode 1 — Actions on structures — Part 1-8: Actions from waves and currents on
coastal structures
— EN 1991-1-9, Eurocode 1 — Actions on structures — Part 1-9: Atmospheric icing
— EN 1991-2, Eurocode 1 — Actions on structures — Part 2: Traffic loads on bridges and other civil
engineering works
— EN 1991-3, Eurocode 1 — Actions on structures — Part 3: Actions induced by cranes and machines
— EN 1991-4, Eurocode 1 — Actions on structures — Part 4: Silos and tanks
0.3 Introduction to EN 1991-3
EN 1991-3 gives design guidance and actions for the structural and geotechnical design of buildings and
civil engineering works that are subject to:
− actions from bridge, gantry and wall cranes on fixed runways;
− actions from machines that cause a harmonic dynamic loading on fixed supporting structures.
EN 1991-3 is intended to be used with EN 1990, the other parts of EN 1991 and the other Structural
Eurocodes.
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 1991-3
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 1991-3 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 1991-3 through a note to the following clause:
6.2.2(2)
National choice is allowed in EN 1991-3 on the application of the following informative annexes:
Annex A Annex B Annex C
The National Annex can contain, directly or by reference, non-contradictory complementary information
for ease of implementation, provided it does not alter any provision of the Eurocodes.
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1 Scope
1.1 Scope of EN 1991-3
(1) EN 1991-3 defines actions imposed by cranes and other machines including dynamic effects, if
relevant, for the structural design of crane or machine supporting structures.
(2) EN 1991-3 provides guidance on crane classification in terms of dynamic factors and fatigue actions.
(3) EN 1991-3 applies to supporting structures of
− bridge, gantry and wall cranes travelling on fixed runways;
− fixed machines that cause a harmonic dynamic loading on fixed supporting structures.
(4) The principles provided in EN 1991-3 can be applied also to determine actions on supporting
structures of cranes other than those referred to in (3).
(5) EN 1991-3 does not provide partial factors for actions.
NOTE For partial factors for actions, see Annex A.5 to prEN 1990-1:2024.
(6) EN 1991-3 does not provide actions or provisions for the design of cranes and machines.
1.2 Assumptions
(1) The general assumptions of EN 1990-1 apply.
(2) The design of structures supporting cranes or machines is undertaken using information on actions
provided by the manufacturer of the crane or machine.
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. in “should” clauses), permissions (“may” clauses), possibilities (“can”
clauses), and in notes.
prEN 1990-1:2024, Eurocode — Basis of structural and geotechnical design — Part 1: New structures
3 Terms, definitions and symbols
3.1 Terms and definitions
For the purposes of this document, the terms and definitions given in EN 1990 and the following apply.
3.1.1 General terms and definitions
3.1.1.1
machine
assembly, fitted with or intended to be fitted with a drive system consisting of linked parts or
components, at least one of which moves, and which are joined together for a specific application

At draft stage
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[SOURCE: EN ISO 12100, modified]
Note 1 to entry: The design of machines is outside the scope of the Structural Eurocodes, since machines are
covered by the Machinery Directive.
3.1.1.2
crane
machine intended for the hoisting and moving in space of a load suspended by means of a hook or other
load-handling device
[SOURCE: ISO 4306-1, modified]
Note 1 to entry: If the term “machine” is used in the following, it refers to machines others than cranes.
3.1.1.3
crane or machine supporting structure
arrangement of elements that is considered part of a civil engineering structure and that is exposed to
crane or machine induced actions
3.1.1.4
crane or machine induced actions
actions from cranes or machines exerted on their supporting structures, see Figure 3.1b
Note 1 to entry: Cranes are subjects to actions such as crane self-weight, hoist load etc. as shown in Figure 3.1a. The
crane reactions caused by these actions are the actions on the crane supporting structure. The actions on cranes are
defined in 3.1.5 and 3.1.6.
a) Actions on a bridge crane b) Actions, e.g. wheel loads F and F , from the
VL VR
due to hoist load Q crane exerted on its supporting structure
H
Key
a crane
b crane supporting structure
Figure 3.1 — Distinction between actions on and from cranes (exemplified for a bridge crane)
3.1.1.5
technical data file
part of the instruction manual of a crane or machine comprising relevant technical data including actions
on the supporting structure under normal and exceptional service conditions
3.1.1.6
normal service conditions
all operations of a crane or machine that occur if the crane or machine is used for its intended purpose
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3.1.1.7
exceptional service conditions
abnormal crane or machine operations for example caused by foreseeable wrong use
3.1.1.8
dynamic factor
ratio of the dynamic response of a structure to its static response
Note 1 to entry: Dynamic factors can be defined for cranes, machines and their supporting structures.
3.1.1.9
natural frequency
frequency of free vibration of a system
Note 1 to entry: For a multiple degree-of-freedom system, the natural frequencies are the frequencies of the normal
modes of vibration.
3.1.1.10
free vibration
vibration of a system that occurs in the absence of forced vibration
3.1.1.11
forced vibration
vibration of a system if the response is imposed by an excitation
3.1.1.12
damping
dissipation of energy during vibration
Note 1 to entry: Damping causes the attenuation of the response behaviour of a structure after an excitation.
3.1.2 Terms and definitions commonly used in crane design
3.1.2.1
hoist
load-lifting and/or load-lowering mechanism; denoted as ‘1’ in Figure 3.2
[SOURCE: ISO 4306-1:2007, 4.7, modified]
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Key
1 hoist
2 trolley
3 crane bridge
4 hoist medium
5 fixed load-lifting attachment
6 non-fixed load-lifting attachment
7 payload
Figure 3.2 — Crane-related terms (exemplified for a bridge crane)
3.1.2.2
trolley
assembly designed to traverse the suspended load; denoted as ‘2’ in Figure 3.2
[SOURCE: ISO 4306-1:2007, 4.12, modified]
3.1.2.3
main structure of crane
major structural part of the crane, including if exist counterweight(s), mechanical and electrical
equipment; denoted as ‘3’ in Figure 3.2
3.1.2.4
hoist medium
wire rope(s), chain(s) or any other equipment hanging down from the crane used to lift and lower loads
suspended from the lower end(s) of the hoist medium(s); denoted as ‘4’ in Figure 3.2
[SOURCE: ISO 4306-1:2007, 6.1.6, modified]
Note 1 to entry: Hoist mediums are part of the crane.
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3.1.2.5
fixed load-lifting attachment
any equipment, from which the net load can be suspended and which is permanently fastened to the
lower end(s) of the hoist medium(s); denoted as ‘5’ in Figure 3.2
Note 1 to entry: Fixed load-lifting attachments are part of the crane.
[SOURCE: ISO 4306-1:2007, 6.1.4, modified]
3.1.2.6
non-fixed load-lifting attachment
any equipment which connects the payload with the crane and which is neither part of the crane nor the
payload; denoted as ‘6’ in Figure 3.2
Note 1 to entry: Non-fixed load-lifting attachments are easily detachable from the crane and from the payload.
[SOURCE: ISO 4306-1:2007, 6.1.2, modified]
3.1.2.7
payload
load which is lifted by the crane and suspended from the non-fixed load-lifting attachment(s) or, if such
an attachment is not used, directly from the fixed load-lifting attachments; denoted as ‘7’ in Figure 3.2
Note 1 to entry: If cranes are used for lifting gates at hydro-power stations or for lifting the load from water, the
payload can also include forces due to waterflow suction or water adhering by suction.
[SOURCE: ISO 4306-1:2007, 6.1.1, modified]
3.1.2.8
net load
load, which is lifted by the crane and suspended from the fixed load-lifting attachment(s)
Note 1 to entry: Net load contains the payload and the non-fixed load-lifting attachment(s).
[SOURCE: ISO 4306-1:2007, 6.1.3, modified]
3.1.2.9
rated capacity
maximum net load that the crane is designed to lift for a given crane configuration and load location
during normal operation
[SOURCE: ISO 4306-1:2007, 6.1.8, modified]
3.1.2.10
skewing
deviation from free-rolling, natural travelling or traversing direction
3.1.3 Terms and definitions specific for travelling cranes
3.1.3.1
travelling crane
crane capable of moving itself during operation with need for a fixed crane supporting structure
(runways)
[SOURCE: ISO 4306-1:2007, 1.3.5, modified]
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3.1.3.2
monorail hoist block
hoist with wheels that is able to travel along the bottom flange of a runway beam, see Figure 3.3
Note 1 to entry: A monorail hoist is considered as the simplest type of a travelling crane.

Key
a hoist
b trolley
c runway beam
d runway beam support (here: suspension)
e runway supporting structure
Figure 3.3 — Example of a monorail hoist block
3.1.3.3
overhead travelling crane (bridge crane)
crane with its bridge girders directly supported on runway beams by travelling carriages
[SOURCE: ISO 4306-1:2007, 1.1.1.1, modified]
3.1.3.4
top-mounted bridge crane
bridge crane that is supported on top of the runway beams, see Figure 3.4a

a) top-mounted bridge crane b) underhung bridge crane
Key
a crane bridge
b hoist
c trolley
d crane runway
e crane runway supporting structure
Figure 3.4 — Examples of bridge cranes
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3.1.3.5
underhung bridge crane
bridge crane that is supported on the bottom flanges of the runway beams, see Figure 3.4b
3.1.3.6
gantry crane (portal bridge crane)
crane with the bridge girders supported on the rail tracks by legs, see Figure 3.5a
[SOURCE: ISO 4306-1:2007, 1.1.1.2]

a) gantry crane b) semi-gantry crane
Key
a crane bridge
b hoist
c trolley
d crane runway, either overhead or at ground level
e crane runway supporting structure or ground
Figure 3.5 — Examples of gantry cranes
3.1.3.7
semi-gantry crane (semi portal bridge crane)
crane with its bridge girders supported on the rail track directly at one end and by legs at the other end,
see Figure 3.5b
[SOURCE: ISO 4306-1:2007, 1.1.1.3]
3.1.3.8
travelling wall crane
cantilever crane capable of travelling along a system of elevated horizontal and vertical crane runway
beams, Figure 3.6
[SOURCE: ISO 4306-1:2007, 1.1.3.9.2, modified]
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Key
a jib
b hoist
c trolley
d vertical crane runway
e horizontal crane runway
f crane runway supporting structure
Figure 3.6 — Example of a travelling wall crane
3.1.3.9
guide means
system used to keep travelling cranes aligned on runway beams through horizontal reactions, using
either wheel flanges or guide rollers, see Figure 3.7

a) Flanged wheel b) Guide roller
Key
1 crane wheel
2 wheel flange
3 crane rail
4 guide roller
H horizontal force
Figure 3.7 — Guide means
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3.1.4 Terms specific for supporting structures of travelling crane
3.1.4.1
runway beam for travelling hoist
beam, part of the supporting structure of a travelling hoist, that serves as track and support system, on
whose bottom flange the hoist can travel and operate, see Figure 3.3
3.1.4.2
crane runway beam
beam, part of the supporting structure of a travelling crane, that serves as track and support system, on
which the crane can operate
3.1.4.3
crane runway supporting structure
crane supporting structure transmitting all crane-induced actions from the crane runway beam to the
foundations
3.1.5 Actions on cranes
The following terms and definitions are specific for travelling cranes.
3.1.5.1
self-weight of crane
Q
C
self-weight of all fixed and movable elements of the crane, including the mechanical and electrical
equipment, except the hoist medium and the lifting attachments, see Figure 3.8

NOTE See Figure 3.2
Figure 3.8 — Definition of self-weight Q and hoist load Q of a bridge crane
C H
3.1.5.2
hoist load
Q
H
load which is suspended directly from the crane, see Figure 3.8
[SOURCE: ISO 4306-1:2007, 6.1.7, modified]
Note 1 to entry: The hoist load is also called the gross load in crane design, see ISO 4306-1.
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Note 2 to entry: The hoist load comprises the payload, the non-fixed load-lifting attachments, the fixed load-lifting
attachment(s) and the hoist medium.
3.1.5.3
self-weight of trolley
Q
T
gravitational force applied to the crane bridge by the trolley including the hoist, see Figure 3.8
3.2 Symbols
For the purposes of this document, the symbols given in EN 1990 and the following apply.
NOTE The notation used is based on ISO 3898.
Latin upper-case letters
C total number of working cycles during design service life
C02 to C9 classification of fatigue action from crane
F static equivalent force
eq
H
F in-service wind action on the hoist load
w
F * forces caused by in-service wind
w
H longitudinal forces caused by acceleration and deceleration of the crane
L
H horizontal forces caused by skewing of the crane
S
H ; H transverse forces caused by acceleration and deceleration of the crane
T1 T2
H transverse forces caused by acceleration and deceleration of the trolley
T3
H buffer forces related to movements of the crane
B,1
H buffer forces related to movements of the trolley
B,2
H tilting force
TA
N actual number of wheel load events
N reference number of wheel load events
ref
Q0 to Q5 classes of load spectrum factor kQ (see EN 13001-1)
Q self-weight of crane
C
Q hoist load
H
Q rated capacity
R
QST static test load
Q trolley load
T
Q damage equivalent constant amplitude loading spectrum
e
F fatigue action
fat
Q characteristic value of static component of the crane action
k
Q wheel load on rail
r
Qr,max maximum wheel load
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Q characteristic value of a crane-induced action, including its static and dynamic
ϕk
components
S surge force
U0 to U9 classes of total numbers of working cycles C (see EN 13001-1)
Latin lower-case letters
a spacing of flanged wheels or guide rollers
b width of rail head
hr
e eccentricity of wheel load
y
f * in-service wind pressure
w
kQ load spectrum factor
s span of crane bridge
s eccentricity of centre of gravity of loaded crane, with trolley at limit of travel
g
Greek lower-case letters
ϕ dynamic factors (i = 1, 2, 3, 4, 6, 7) applied to actions from cranes
i
ϕ dynamic factors applied to actions from drives
ϕ dynamic factor applied to actions from machines
M
dynamic factor relevant in the fatigue design situation
ϕfat
4 Basis of design
(1) Actions used for the design of supporting structures for cranes and machinery to the Eurocodes shall
be in accordance with the provisions of EN 1990.
NOTE 1 Information on actions is provided by the manufacturer of the crane or machine, see assumptions in 1.2.
NOTE 2 Standards defining actions for crane design are crane product standards listed in EN 13001-2:2021,
Annex E.
NOTE 3 The basis of crane design has differences from Eurocode design of the crane supporting structure. For
example, regular, occasional and exceptional loads are used in crane design, whereas a design according to
Eurocode uses permanent, variable and accidental actions.
5 Classification of actions from cranes travelling on fixed runways or from
machines
5.1 Actions from cranes travelling on fixed runways
5.1.1 Actions to be classified
(1) Actions from travelling cranes should be classified as permanent, variable or accidental actions.
(2) Following actions induced by travelling cranes under normal service conditions should be classified,
if relevant:
− actions due to gravity effects acting on mass of crane structure (crane self-weight);
− actions due to gravity effects acting on hoisted mass (hoist load);
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− dynamic actions due to inertial effects caused by acceleration and deceleration of crane or trolley
amplifying the corresponding self-weight and hoist load;
− dynamic actions due to inertial effects caused by crane travelling on uneven surfaces amplifying the
crane self-weight and hoist load;
− skewing action at guide means of guided wheel-mounted cranes or trolleys during travelling or
traversing at uniform speed;
− wind actions on crane structure and hoist load.
(3) Following actions induced by travelling cranes under exceptional service conditions should be
classified, if relevant:
− buffer forces due to collision with end stops;
− tilting forces due to collision of lifting attachments with obstacles.
(4) Where relevant, further exceptional service conditions to be considered for travelling cranes should
be as specified by the relevant authority or, where not specified, as agreed for a specific project by the
relevant parties.
5.1.2 Crane specific classification
(1) All crane-induced actions under normal service conditions listed in 5.1.1(2) should be classified as
free variable actions.
(2) All crane-induced actions under exceptional service conditions listed in 5.1.1(3) and (4) should be
classified as accidental actions.
(3) Actions from cranes under normal service conditions occurring frequently at specific positions of the
crane supporting structure resulting to fatigue should be classified as fatigue actions.
(4) If there is no possibility of resonance or other significant dynamic response of the supporting
structure, crane-induced actions may be classified as quasi-static actions. In such a case, the dynamic
effects due to inertial and damping forces should be amplified by ϕi according to Formula (5).1).
F = ϕ F (5.1)
ϕk i k
where:
F is the characteristic value of the crane-induced action;
ϕk
ϕ is the dynamic factor listed in Table 5.1;
i
F is the characteristic value of the static component of the crane-induced action to be amplified
k
by ϕ according to Table 5.1.
i
NOTE Clause 6 contains information on the characteristic values and the dynamic factors to be considered for
travelling cranes.
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Table 5.1 — Dynamic factors for actions from cranes
Factor Amplifying dynamic effects Action from crane to be
amplified caused by
ϕ Excitation of the crane structure Self-weight of crane Q
1 C
due to lifting the payload
ϕ Inertial effects of transferring an unrestrained
2 Hoist load QH
payload from the ground to the crane
ϕ Inertial effects of a sudden release of a payload Hoist load Q
3 H
(for example, if grabs or magnets are used)
ϕ4 Inertial effects produced when the crane is Self-weight of crane QC
travelling on rails or directly on top or bottom and hoist load Q
H
flanges of runway beams
ϕ Inertial effects due to acceleration of crane or Drive force
trolley
ϕ6 Inertial effects of a test load moved by the Dynamic test load
drives
in the way that the crane is used
ϕ Loads due to impact on buffers Buffer loads
Note 1: See B.4(1) or EN 13001-2-for definition of drive force.
Note 2: The dynamic factor ϕ3 can be neglected for load groups given in 6.4(1) as it is lower
than 1.
(5) The values of the dynamic factors may be determined in accordance with EN 15011 in conjunction
with EN 13001-2.
5.2 Actions from fixed machines
(1) Actions applied to structures by fixed machines with moving parts should be classified as permanent,
variable or accidental actions.
(2) The vertical force component caused by actions from machine self-weight should be classified as fixed
permanent action.
(3) All other actions from machines under normal service conditions exerted on the supporting structure
should be classified as variable actions.
(4) Actions exerted on the machine-supporting structure during erection, maintenance or repair caused
by scaffolding and other auxiliary devices should be classified as free variable actions.
(5) The actions under exceptional service conditions applied by fixed machines should be classified as
accidental actions.
NOTE Examples of exceptional service conditions can be:
− accidental increase of the eccentricity of moving parts (for instance by accidental deformation or rupture
of moveable parts);
− loss of synchronisation of machines;
− electrical short circuits;
− impulsive effect of fluids due to sudden shutdown of pipes.
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(6) Where relevant, further accidental actions to be considered should be as specified by the relevant
authority or, where not specified, as agreed for a specific project by the relevant parties.
(7) If there is no possibility of resonance or other significant dynamic response of the supporting
structure, machine-induced actions may be classified as quasi-static actions. In such a case, the dynamic
effects due to inertial and damping forces should be amplified by appropriate dynamic factors.
(8) Actions from machines under normal service conditions occurring frequently at specific positions of
the supporting structure resulting to fatigue should be classified as fatigue actions.
6 Actions from cranes travelling on fixed runways
6.1 Field of application
(1) This clause specifies actions induced by the following types of cranes on their fixed runways:
− travelling hoist (as simplest type of crane);
− bridge cranes;
− gantry and semi-gantry cranes;
− travelling wall cranes.
6.2 Design situations
6.2.1 Single crane operation
(1) The actions from a travelling crane should be determined for all relevant design situations according
to EN 1990.
(2) In the persistent and transient design situations, actions caused by normal service conditions of the
crane, as mentioned in 5.1.1(2), should be considered.
(3) The following persistent design situations including wind actions should be taken into account for
supporting structures of outdoor cranes, as well for supporting structures of indoor cranes in open
buildings:
− operating crane exposed to maximum in-service wind according to 6.10;
− out of service crane exposed to maximum wind according to EN 1991-1-4.
(4) Actions from cranes caused by crane tests should be taken into account in the transient design
situation.
NOTE Travelling cranes are usually tested before being taken into service (that means the first use for its
intended purpose) according to the Machinery Directive.
(5) For each accidental design situation, only one action caused by exceptional service conditions of the
crane, as mentioned in 5.1.1(3) and (4), should be taken into account.
(6) For the fatigue design situation, the fatigue actions given in 6.9 should generally be taken into account
unless other Eurocodes specify differently.
(7) For verification of the serviceability limit state, only design situations with actions caused by normal
crane service, as mentioned in 5.1.1(2), should be considered.
(8) For the serviceability limit state, the relevant design situations to be considered for the characteristic,
frequent and quasi-permanent combinations of EN 1990 should be as specified by other Eurocodes.
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