Bsi bs en 01993 6 2007 (2010)

Foreword This European Standard EN 1993-6, “Eurocode 3: Design of steel structures: Part 6 Crane supporting srtuctures”, has been prepared by Technical Committee CEN/TC250 « Structural E

2009 is indicated in the text by ˆ‰.

The structural Eurocodes are divided into packages by grouping Eurocodes for each of the main materials: concrete, steel, composite concrete and steel, timber, masonry and aluminium; this is to enable a common date of

withdrawal (DOW) for all the relevant parts that are needed for a particular design The conflicting national standards will be withdrawn at the end of the co-existence period, after all the EN Eurocodes of a package are available

Following publication of the EN, there is a period allowed for national calibration during which the National Annex is issued, followed by a further co-existence period of a maximum three years During the co-existence period Member States will be encouraged to adapt their national provisions

At the end of this co-existence period, the conflicting parts of national standard(s) will be withdrawn

In the UK, the following corresponding national standards are partially superseded by BS EN 1993-6:

BS 449-2:1969, Specification for the use of structural steel in building — Metric units

BS 2853:1957, Specification for the design and testing of steel overhead runway beams

BS 5950-1:2000, Structural use of steelwork in building — Code of practice for design — Rolled and welded sections

and based on this transition period, these standards will be withdrawn at the latest by March 2010

The UK participation in its preparation was entrusted by Technical Committee B/525, Building and civil engineering structures, to Subcommittee B/525/32, Towers and Masts

A list of organizations represented on this subcommittee can be obtained on request to its secretary

Where a normative part of this EN allows for a choice to be made at the national level, the range and possible choice will be given in the normative text, and a note will qualify it as a Nationally Determined Parameter (NDP) NDPs can be a specific value for a factor, a specific level or class, a particular method or a particular application rule if several are proposed in the EN

To enable EN 1993-6 to be used in the UK, the NDPs will be published in a National Annex, which will be made available by BSI in due course, after public consultation has taken place

This publication does not purport to include all the necessary provisions of a contract Users are responsible for its correct application

Compliance with a British Standard cannot confer immunity from legal obligations.

This British Standard was

published under the authority

of the Standards Policy and

Strategy Committee

on 31 July 2007

Amendments/corrigenda issued since publication

Date Comments

NORME EUROPÉENNE

Incorporating corrigendum July 2009

This European Standard was approved by CEN on 12 June 2006.

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 Up-to-date lists and bibliographical references concerning such national standards may be obtained on application to the CEN Management Centre or to any CEN member.

This European Standard exists 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 Management Centre has the same status as the official versions.

CEN members are the national standards bodies of Austria, Belgium, Bulgaria, Cyprus, Czech Republic, Denmark, Estonia, Finland, France, Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia, Lithuania, Luxembourg, Malta, Netherlands, Norway, Poland, Portugal, Romania, Slovakia, Slovenia, Spain, Sweden, Switzerland and United Kingdom.

EUROPEAN COMMITTEE FOR STANDARDIZATION

C O M I T É E U R O P É E N D E N O R M A L I S A T I O N

E U R O P Ä I S C H E S K O M I T E E F Ü R N O R M U N G

Management Centre: rue de Stassart, 36 B-1050 Brussels

© 2007 CEN All rights of exploitation in any form and by any means reserved

worldwide for CEN national Members.

Ref No EN 1993-6:2007: E

Contents

Foreword 4

1 General 7

1.1 Scope 7

1.2 Normative references 7

1.3 Assumptions 8

1.4 Distinction between principles and application rules 8

1.5 Terms and definitions 8

1.6 Symbols 8

2 Basis of design 9

2.1 Requirements 9

2.1.1 Basic requirements 9

2.1.2 Reliability management 9

2.1.3 Design working life, durability and robustness 9

2.2 Principles of limit state design 9

2.3 Basic variables 9

2.3.1 Actions and environmental influences 9

2.3.2 Material and product properties 9

2.4 Verification by the partial factor method 9

2.5 Design assisted by testing 10

2.6 Clearances to overhead travelling cranes 10

2.7 Underslung cranes and hoist blocks 10

2.8 Crane tests 10

3 Materials 11

3.1 General 11

3.2 Structural steels 11

3.2.1 Material properties 11

3.2.2 Ductility requirements 11

3.2.3 Fracture toughness 11

3.2.4 Through thickness properties 11

3.2.5 Tolerances 11

3.2.6 Design values of material coefficients 11

3.3 Stainless steels 11

3.4 Fasteners and welds 11

3.5 Bearings 11

3.6 Other products for crane supporting structures 12

3.6.1 General 12

3.6.2 Rail steels 12

3.6.3 Special connecting devices for rails 12

4 Durability 12

5 Structural analysis 13

5.1 Structural modelling for analysis 13

5.1.1 Structural modelling and basic assumptions 13

5.1.2 Joint modelling 13

5.1.3 Ground structure interaction 13

5.2 Global analysis 13

5.2.1 Effects of deformed geometry of the structure 13

5.2.2 Structural stability of frames 13

5.3 Imperfections 13

5.3.1 Basis 13

5.6.1 Effects of crane loads 14

5.6.2 Structural system 14

5.7 Local stresses in the web due to wheel loads on the top flange 15

5.7.1 Local vertical compressive stresses 15

5.7.2 Local shear stresses 17

5.7.3 Local bending stresses in the web due to eccentricity of wheel loads 17

5.8 Local bending stresses in the bottom flange due to wheel loads 18

5.9 Secondary moments in triangulated components 20

6 Ultimate limit states 22

6.1 General 22

6.2 Resistance of cross-section 22

6.3 Buckling resistance of members 22

6.3.1 General 22

6.3.2 Lateral-torsional buckling 23

6.4 Built up compression members 23

6.5 Resistance of the web to wheel loads 23

6.5.1 General 23

6.5.2 Length of stiff bearing 24

6.6 Buckling of plates 24

6.7 Resistance of bottom flanges to wheel loads 24

7 Serviceability limit states 27

7.1 General 27

7.2 Calculation models 27

7.3 Limits for deformations and displacements 27

7.4 Limitation of web breathing 29

7.5 Reversible behaviour 30

7.6 Vibration of the bottom flange 30

8 Fasteners, welds, surge connectors and rails 31

8.1 Connections using bolts, rivets or pins 31

8.2 Welded connections 31

8.3 Surge connectors 31

8.4 Crane rails 32

8.4.1 Rail material 32

8.4.2 Design working life 32

8.4.3 Rail selection 32

8.5 Rail fixings 33

8.5.1 General 33

8.5.2 Rigid fixings 33

8.5.3 Independent fixings 33

8.6 Rail joints 33

9 Fatigue assessment 34

9.1 Requirement for fatigue assessment 34

9.2 Partial factors for fatigue 34

9.3 Fatigue stress spectra 34

9.3.1 General 34

9.3.2 Simplified approach 34

9.3.3 Local stresses due to wheel loads on the top flange 35

9.3.4 Local stresses due to underslung trolleys 35

9.4 Fatigue assessment 35

9.4.1 General 35

9.4.2 Multiple crane actions 35

9.5 Fatigue strength 36

Annex A [informative] – Alternative assessment method for lateral-torsional buckling 37

Foreword

This European Standard EN 1993-6, “Eurocode 3: Design of steel structures: Part 6 Crane supporting

srtuctures”, has been prepared by Technical Committee CEN/TC250 « Structural Eurocodes », the

Secretariat of which is held by BSI

CEN/TC250 is responsible for all Structural Eurocodes

This European Standard shall be given the status of a National Standard, either by publication of an identical text or by endorsement, at the latest by October 2007, and conflicting National Standards shall be withdrawn at latest by March 2010

This Eurocode supersedes ENV 1993-6

According to the CEN-CENELEC Internal Regulations, the National Standard Organizations of the

following countries are bound to implement this European Standard: Austria, Belgium, Bulgaria, Cyprus, Czech Republic, Denmark, Estonia, Finland, France, Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia, Lithuania, Luxembourg, Malta, Netherlands, Norway, Poland, Portugal, Romania, Slovakia, Slovenia, Spain, Sweden, Switzerland and United Kingdom

Background of the Eurocode programme

In 1975, the Commission of the European Community decided on an action programme in the field of

construction, based on article 95 of the Treaty The objective of the programme was the elimination of

technical obstacles to trade and the harmonisation of technical specifications

Within this action programme, the Commission took the initiative to establish a set of harmonised technical rules for the design of construction works which, in a first stage, would serve as an alternative to the national rules in force in the Member States and, ultimately, would replace them

For fifteen years, the Commission, with the help of a Steering Committee with Representatives of Member States, conducted the development of the Eurocodes programme, which led to the first generation of

European codes in the 1980’s

In 1989, the Commission and the Member States of the EU and EFTA decided, on the basis of an agreement1between the Commission and CEN, to transfer the preparation and the publication of the Eurocodes to the CEN through a series of Mandates, in order to provide them with a future status of European Standard (EN)

This links de facto the Eurocodes with the provisions of all the Council’s Directives and/or Commission’s

Decisions dealing with European standards (e.g the Council Directive 89/106/EEC on construction products – CPD – and Council Directives 93/37/EEC, 92/50/EEC and 89/440/EEC on public works and services and equivalent EFTA Directives initiated in pursuit of setting up the internal market)

The Structural Eurocode programme comprises the following standards generally consisting of a number of Parts:

EN 1990 Eurocode: Basis of structural 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

Status and field of application of Eurocodes

The Member States of the EU and EFTA recognise that Eurocodes serve as reference documents for the following purposes:

as a means to prove compliance of building and civil engineering works with the essential requirements of Council Directive 89/106/EEC, particularly Essential Requirement N°1 - Mechanical resistance and stability

- and Essential Requirement N°2 - Safety in case of fire;

as a basis for specifying contracts for construction works and related engineering services;

as a framework for drawing up harmonised technical specifications for construction products (ENs and ETAs)

The Eurocodes, as far as they concern the construction works themselves, have a direct relationship with the Interpretative Documents2 referred to in Article 12 of the CPD, although they are of a different nature from harmonised product standard3 Therefore, technical aspects arising from the Eurocodes work need to be adequately considered by CEN Technical Committees and/or EOTA Working Groups working on product standards with a view to achieving a full compatibility of these technical specifications with the Eurocodes The Eurocode standards provide common structural design rules for everyday use for the design of whole structures and component products of both a traditional and an innovative nature Unusual forms of

construction or design conditions are not specifically covered and additional expert consideration will be required by the designer in such cases

National Standards implementing Eurocodes

The National Standards implementing Eurocodes will comprise the full text of the Eurocode (including any annexes), as published by CEN, which may be preceded by a National title page and National foreword, and may be followed by a National Annex

The National Annex may only contain information on those parameters which are left open in the Eurocode for national choice, known as Nationally Determined Parameters, to be used for the design of buildings and civil engineering works to be constructed in the country concerned, i.e :

values and/or classes where alternatives are given in the Eurocode,

values to be used where a symbol only is given in the Eurocode,

country specific data (geographical, climatic etc.) e.g snow map,

the procedure to be used where alternative procedures are given in the Eurocode,

– references to non-contradictory complementary information to assist the user to apply the Eurocode

According to Art 12 of the CPD the interpretative documents shall :

a) give concrete form to the essential requirements by harmonising the terminology and the technical bases and indicating classes

or levels for each requirement where necessary ;

b) indicate methods of correlating these classes or levels of requirement with the technical specifications, e.g methods of calculation and of proof, technical rules for project design, etc ;

c) serve as a reference for the establishment of harmonised standards and guidelines for European technical approvals

The Eurocodes, de facto, play a similar role in the field of the ER 1 and a part of ER 2

Links between Eurocodes and harmonised technical specifications (ENs and ETAs) for products

There is a need for consistency between the harmonised technical specifications for construction products and the technical rules for works4 Furthermore, all the information accompanying the CE Marking of the construction products which refer to Eurocodes should clearly mention which Nationally Determined Parameters have been taken into account

Additional information specific to EN 1993-6

EN 1993-6 is one of the six parts of EN 1993 ”Design of Steel Structures” and gives principles and

application rules for the safety, serviceability and durability of crane supporting structures

EN 1993-6 gives design rules that supplement the generic rules in EN 1993-1

EN 1993-6 is intended for clients, designers, contractors and public authorities

EN 1993-6 is intended to be used with EN 1990, EN 1991 and EN 1993-1 Matters that are already covered

in those documents are not repeated

Numerical values for partial factors and other reliability parameters are recommended as basic values that provide an acceptable level of reliability They have been selected assuming that an appropriate level of workmanship and quality management applies

National Annex for EN 1993-6

This standard gives alternative procedures, values and recommendations for classes with notes indicating where national choices may be made So the National Standard implementing EN 1993-6 should have a National Annex containing all Nationally Determined Parameters to be used for the design of crane-

supporting members in steel structures to be constructed in the relevant country

National choice is allowed in EN 1993-6 through:

2.1.3.2(1)P Design working life

2.8(2)P Partial factor

γ

3.2.3(1) Lowest service temperature for indoor crane supporting structures

3.2.3(2)P Selection of toughness properties for members in compression

3.2.4(1) table 3.2 Requirement ZEd for through-thickness properties

3.6.2(1) Information on suitable rails and rail steels

3.6.3(1) Information on special connecting devices for rails

6.1(1) Partial factors

γ

6.3.2.3(1) Alternative assessment method for lateral-torsional buckling

7.3(1) Limits for deflections and deformations

7.5(1) Partial factor

γ

8.2(4) Crane classes to be treated as “high fatigue”

9.1(2) Limit for number of cycles C0 without a fatigue assessment.

9.2(1)P Partial factors

γ

9.2(2)P Partial factors

γ

- supported on top of the runway beams;

- underslung below the runway beams;

b) monorail hoist blocks

(4) Additional rules are given for ancillary items including crane rails, structural end stops, support brackets, surge connectors and surge girders However, crane rails not mounted on steel structures, and rails for other purposes, are not covered

(5) Cranes and all other moving parts are excluded Provisions for cranes are given in EN 13001

(6) For seismic design, see EN 1998

(7) For resistance to fire, see EN 1993-1-2

1.2 Normative references

This European Standard incorporates by dated or undated reference, provisions from other publications These normative references are cited at the appropriate places in the text and the publications are listed hereafter For dated references, subsequent amendments to, or revisions of, any of these publications apply to this European Standard only when incorporated in it by amendment or revision For undated references the latest edition of the publication referred to applies (including amendments)

EN 1090 Execution of steel structures and aluminium structures:

Part 2 Technical requirements for steel structures;

EN 1337 Structural bearings;

EN ISO 1461 Hot dip galvanised coatings on fabricated iron and steel articles – specifications and test

methods;

EN 1990 Eurocode: Basis of structural design;

EN 1991 Eurocode 1: Actions on structures:

Part 1-1 Actions on structures – Densities, self-weight and imposed loads for buildings;

Part 1-2 Actions on structures – Actions on structures exposed to fire;

Part1-4 Actions on structures – Wind loads;

Part 1-5 Actions on structures – Thermal actions;

Part 1-6 Actions on structures – Construction loads;

Part 1-7 Actions on structures – Accidental actions;

Part 3 Actions on structures – Actions induced by cranes and machinery;

EN1993 Eurocode 3: Design of steel structures:

Part1-1 General rules and rules for buildings;

Part1-2 Structural fire design;

Part1-4 Stainless steels;

Part1-5 Plated structural elements;

Part 1-8: Design of joints;

Part 1-9: Fatigue;

Part 1-10: Material toughness and through thickness properties;

EN1998 Eurocode 8: Design provisions for earthquake resistance of structures;

EN 10164 Steel products with improved deformation properties perpendicular to the surface of the

product - Technical delivery conditions;

ISO/DIS11660 Cranes - Access, guards and restraints:

Part5 Bridge and gantry cranes

TS13001 Cranes - General design;

Part 3.3 Limit states and proof of competence of wheel/rail contacts;

(2) Supplementary to EN 1991-3, for the purposes of this Part6 the following terminology applies:

1.5.1 crane surge Horizontal dynamic actions due to crane operation, acting longitudinally and/or

laterally to the runway beams

NOTE: The transverse actions induced by cranes apply lateral forces to the runway beams

1.5.2 elastomeric bearing pad

1.5.3 surge connector Connection that transmits crane surge from a runway beam, or a surge girder, to a

support

1.5.4 surge girder Beam or lattice girder that resists crane surge and carries it to the supports

1.5.5 structural end stop Component intended to stop a crane or hoist reaching the end of a runway

1.6 Symbols

(1) The symbols are defined in EN 1993-1-1 and where they first occur in this EN 1993-6

NOTE: The symbols used are based on ISO3898: 1987

execution

2.1.3.2 Design working life

(1)P The design working life of a crane supporting structure shall be specified as the period during which it

is required to provide its full function The design working life should be documented (for example in the maintenance plan)

NOTE: The National Annex may specify the relevant design working life A design working life of 25 years is

recommended for runway beams, but for runways that are not intensively used, 50 years may be appropriate

(2)P For temporary crane supporting structures, the design working life shall be agreed with the client and the public authority, taking account of possible re-use

(3) For structural components that cannot be designed to achieve the total design working life of the crane

supporting structure, see 4(6)

2.1.3.3 Durability

(1)P Crane supporting structures shall be designed for environmental influences, such as corrosion, wear and fatigue by appropriate choice of materials, see EN 1993-1-4 and EN 1993-1-10, appropriate detailing, see

EN 1993-1-9, structural redundancy and appropriate corrosion protection

(2)P Where replacement or realignment is necessary (e.g due to expected soil subsidence) such replacement

or realignment shall be taken into account in the design by appropriate detailing and verified as a transient design situation

2.2 Principles of limit state design

(1) See 2.2 of EN 1993-1-1

2.3 Basic variables

2.3.1 Actions and environmental influences

(1)P The characteristic values of crane actions shall be determined by reference to EN 1991-3

NOTE 1: EN 1991-3 gives rules for determining crane actions in accordance with the provisions in EN 13001-1

and EN 13001-2 to facilitate the exchange of data with crane suppliers

NOTE 2: EN 1991-3 gives various methods to determine reliable actions, depending upon whether or not full

information on crane specifications are available at the time of design of crane supporting structures

(2)P Other actions on crane supporting structures shall be determined by reference to EN 1991-1-1,

EN 1991-1-2, EN 1991-1-4, EN 1991-1-5, EN 1991-1-6 or EN 1991-1-7 as appropriate

(3)P Partial factors and combination rules shall be taken from Annex A of EN 1991-3

(4) For actions during erection stages see EN 1991-1-6

(5) For actions from soil subsidence see 2.3.1(3) and (4) of EN 1993-1-1

2.3.2 Material and product properties

(1) See 2.3.2 of EN 1993-1-1

2.4 Verification by the partial factor method

(1) See 2.4 of EN 1993-1-1

(2) For partial factors for static equilibrium and uplift of bearings see Annex A of EN 1991-3

2.5 Design assisted by testing

(1) See 2.5 of EN 1993-1-1

2.6 Clearances to overhead travelling cranes

(1) The clearances between all overhead travelling cranes and the crane supporting structure, and the

dimensions of all access routes to the cranes for drivers or for maintenance personnel, should comply with

ISO/DIS 11660-5

2.7 Underslung cranes and hoist blocks

crane or hoistblock, a serviceability limit state stress check, see 7.5, should be carried out

(2) The ultimate limit state resistance of this flange should also be verified as specified in 6.7

2.8 Crane tests

(1) Where a crane or a hoist block is required to be tested after erection on its supporting structure, a

serviceability limit state stress check, see 7.5, should be carried out on the supporting members affected,

using the relevant crane test loads from 2.10 of EN 1991-3

(2)P The ultimate limit state verifications specified in 6 shall also be satisfied under the crane test loads,

applied at the positions affected A partial factor

γ

NOTE: The numerical value for

γ

recommended

ˆWhere the bottom flange‰

NOTE: The lowest service temperature to be adopted in design for indoor crane supporting structures may be

given in the National Annex.

(2)P For components under compression a suitable minimum toughness property shall be selected

NOTE: The National Annex may give information on the selection of toughness properties for members in

compression The use of table 2.1 of EN 1993-1-10 for σEd = 0,25 fy(t) is recommended.

(3) For the choice of steels suitable for cold forming (e.g for pre-cambering) and subsequent hot dip zinc coating see EN 1461

3.2.4 Through thickness properties

(1) See 3.2.4(1) of EN 1993-1-1

NOTE 1: Particular care should be given to welded beam-to-column connections and welded end plates with

tension in the through-thickness direction

NOTE 2: The National Annex may specify the allocation of target values ZEd according to 3.2(3) of

EN 1993-1-10 to the quality class in EN 10164 The allocation in table 3.2 is recommended for crane supporting structures

Table 3.2 Choice of quality class according to EN 10164

Target value of ZEd according

(1) For stainless steels see the relevant provisions in EN 1993-1-4

3.4 Fasteners and welds

(1) See 3.3 of EN 1993-1-1

3.5 Bearings

(1) Bearings should comply with EN 1337

3.6 Other products for crane supporting structures

3.6.1 General

(1) Any semi-finished or finished structural product used in the structural design of a crane supporting

structure should comply with the relevant EN Product Standard or ETAG or ETA

3.6.2 Rail steels

(1) Purpose-made crane rails and railway rails should both be made from special rail steels, with a specified minimum tensile strengths of between 500 N/mm² and 1200 N/mm²

NOTE: The National Annex may give information for suitable rails and rail steels, pending the issue of

appropriate product specifications (EN product standards, ETAGs or ETAs).

(2) and other sections used as rails may also be of structural steels as specified in 3.2

3.6.3 Special connecting devices for rails

(1) Special connecting devices for rails, including purpose made fixings and elastomeric bearing pads should

be suitable for their specific use according to the relevant product specifications

NOTE: The National Annex may give information for special connecting devices, where no appropriate product

specification (EN product standard, ETAG or ETA) exists.

4 Durability

(1) For durability of steel structures generally, see 4(1), 4(2) and 4(3) of EN 1993-1-1

(2) For crane supporting structures fatigue assessments should be carried out according to section 9

(3) Where crane rails are assumed to contribute to the strength or stiffness of a runway beam, appropriate allowances for wear should be made in determining the properties of the combined cross-section, see

(6) Structural components that cannot be designed with sufficient reliability to achieve the total design

working life of the crane supporting structure, should be replaceable Such parts may be:

- expansion joints,

- crane rails and their fixings,

- elastomeric bearing pads,

- surge connections

ˆRectangular bars‰

5 Structural analysis

5.1 Structural modelling for analysis

5.1.1 Structural modelling and basic assumptions

NOTE: In crane supporting structures, bolts acting in shear in bolted connections where the bolts are subject to

forces that include load reversals, should either be fitted bolts or else be preloaded bolts designed to be resistant at ultimate limit state, Category C of EN 1993-1-8

slip-5.1.3 Ground structure interaction

(2) In crane supporting structures where fatigue resistance is required, elastic global analysis is

recommended If plastic global analysis is used for the ultimate limit state verification of a runway beam, a

serviceability limit state stress check should also be carried out, see 7.5

5.4.2 Elastic global analysis

(1) See 5.4.2 of EN 1993-1-1

5.4.3 Plastic global analysis

(1) See 5.4.3 and 5.6 of EN 1993-1-1

5.5 Classification of cross-sections

(1) See 5.5 of EN 1993-1-1

5.6 Runway beams

5.6.1 Effects of crane loads

(1) The following internal forces and moments due to crane loads should be taken into account in the design

of runway beams:

biaxial bending due to vertical actions and lateral horizontal actions;

axial compression or tension due to longitudinal horizontal actions;

torsion due to the eccentricity of lateral horizontal actions, relative to the shear centre of the cross-section of the beam;

- vertical and horizontal shear forces due to vertical actions and lateral horizontal actions

(2) In addition, local effects due to wheel loads should be taken into account

properties This reduction should generally be taken as 25 % of the minimum nominal thickness tr below

the wearing surface, see figure 5.1, unless otherwise stated in the maintenance plan, see 4(3)

(3) For fatigue assessments only half of the reduction given in (2) need be made

Figure 5.1: Minimum thickness t

below the wearing surface of a crane rail

(4) Except when box sections are used, it may be assumed that crane loads are resisted as follows:

vertical wheel loads are resisted by the main vertical beam located under the rail;

lateral loads from top-mounted cranes are resisted by the top flange or surge girder;

lateral loads from underslung cranes or hoist blocks are resisted by the bottom flange;

(a) torsional moments are resisted by couples acting horizontally on the top and bottom flanges

(5) Alternatively to (4), the effects of torsion may be treated as in EN 1993-1-1

(6) In-service wind loads FW* and lateral horizontal crane loads HT,3 due to acceleration or braking of the crab hoist block should be assumed to be shared between the runway beams in proportion to their lateral stiffnesses if the crane has doubly-flanged wheels, but should all be applied to the runway beams on one side

if the crane uses guide rollers

5.7 Local stresses in the web due to wheel loads on the top flange

5.7.1 Local vertical compressive stresses

(1) The local vertical compressive stress σoz,Ed generated in the web by wheel loads on the top flange, see figure 5.2 may be determined from:

w eff

Ed z, Ed

l

tw is the thickness of the web plate

(2) The effective loaded length

l

accordance with

5.6.2(2)

5.6.2(3)

(3) If the distance xw between the centres of adjacent crane wheels is less than

l

Figure 5.2: Effective loaded length l

(4) The local vertical stress σoz,Ed at other levels in the web may be calculated by assuming a further distribution at each wheel load at 45° from the effective loaded length

l

flange, see figure 5.3, provided that if the total length of dispersion exceeds the distance xw between adjacent wheels, the stresses from the two wheels are superposed

(5) Remote from the supports, the local vertical stress σoz,Ed calculated using this length should be

multiplied by the reduction factor [1 - (z/hw)2] where hw is the overall depth of the web and z is the

distance below the underside of the top flange, see figure 5.3

(6) Close to the supports, the local vertical compressive stress due to a similar dispersion of the support reaction should also be determined and the larger value of the stress σoz,Ed adopted

Table 5.1: Effective loaded length l

w rf eff

= 3,25 [ I / t ] l

w eff f, r eff

= 3,25 [(

+

) /

]

l

(c) Crane rail mounted on a suitable resilient

1 w eff f, r eff =4,25[(I + I )/t ]l

If,eff is the second moment of area, about its horizontal centroidal axis, of a flange with an effective

width of beff

Ir is the second moment of area, about its horizontal centroidal axis, of the rail

Irf is the second moment of area, about its horizontal centroidal axis, of the combined

cross-section comprising the rail and a flange with an effective width of beff

tw is the web thickness

beff = bfr + hr + tf but beff ≤ b

where: b is the overall width of the top flange;

bfr is the width of the foot of the rail, see figure 5.2;

hr is the height of the rail, see figure 5.1;

tf is the flange thickness

Note: Allow for crane rail wear, see 5.6.2(2) and 5.6.2(3) in determining Ir, Irf and hr

5.7.2 Local shear stresses

(1) The maximum value of the local shear stress τoxz,Ed due to a wheel load, acting at each side of the wheel load position, may be assumed to be equal to 20% of the maximum local vertical stress σoz,Ed at that level in the web

(2) The local shear stress τoxz,Ed at any point should be taken as additional to the global shear stress due to the same wheel load, see figure 5.4 The additional shear stress τoxz,Ed may be neglected at levels in the

web below z = 0,2hw, where hw and z are as defined in 5.7.1(5)

Additional local shear stress Global shear stress

Wheel load position

Global shear stress

Additional local shear stress

Figure 5.4: Local and global shear stresses due to a wheel load

5.7.3 Local bending stresses in the web due to eccentricity of wheel loads

(1) The bending stress

σ

determined from:

( ) η η

w2

Ed Ed

T,

t a

w w

w 2 t

w 3

22

sinh

sinh75

,0

h

a h I

t a

π π

π

where: a is the spacing of the transverse web stiffeners;

hw is the overall depth of the web, clear between flanges;

It is the torsion constant of the flange (including the rail if it is rigidly fixed)

`(2) The torsional moment TEd due to the lateral eccentricity ey of each wheel load Fz,Ed, see figure 5.5, should be obtained from:

Figure 5.5: Torsion of the top flange 5.8 Local bending stresses in the bottom flange due to wheel loads

(1) The following method may be used to determine the local bending stresses in the bottom flange of an section beam, due to wheel loads applied to the bottom flange

I-(2) The bending stresses due to wheel loads applied at locations more than b from the end of the beam, where b is the flange width, can be determined at the three locations indicated in figure 5.6:

- - location 0: the web-to-flange transition;

- - location 1: centreline of the wheel load;

- - location 2: outside edge of the flange

Figure 5.6: Locations for determining stresses due to wheel loads

(3) Provided that the distance xw along the runway beam between adjacent wheel loads is not less than

1,5b, where b is the flange width of the beam, the local longitudinal bending stress σox,Ed and transverse bending stress σoy,Ed in the bottom flange due to the application of a wheel load more than b from end of

the beam should be obtained from:

2 1 Ed z, x Ed

ox, =c F / t

2 1 Ed z, y Ed

oy, =c F / t