PREAMBLE (NOT PART OF THE STANDARD)

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EUROPEAN STANDARD
NORME EUROPÉENNE
EUROPÄISCHE NORM

EN 1991-3

July 2006

ICS 91.010.30

Supersedes ENV 1991-5:1998

English Version

Eurocode 1 - Actions on structures - Part 3: Actions induced by cranes and machinery

This European Standard was approved by CEN on 9 January 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 Central Secretariat 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 Central Secretariat has the same status as the official versions.

CEN members are the national standards bodies of Austria, Belgium, 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.

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© 2006 CEN All rights of exploitation in any form and by any means reserved worldwide for CEN national Members.

Ref. No. EN 1991-3:2006: E

CONTENTS

Foreword

This European Standard (EN 1991-3:2006) 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.

This European Standard supersedes ENV 1991-5:1998.

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of an identical text or by endorsement, at the latest by October 2006, and conflicting national standards shall be withdrawn at the latest by March 2010.

According to the CEN/CENELEC Internal Regulations, the national standards organizations of the following countries are bound to implement this European Standard: Austria, Belgium, 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 the 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 1980s.

In 1989, the Commission and the Member States of the EU and EFTA decided, on the basis of an agreement¹ between 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).

¹ Agreement between the Commission of the European Communities and the European Committee for Standardisation (CEN) concerning the work on EUROCODES for the design of building and civil engineering works (BC/CEN/03/89).

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

Eurocode standards recognise the responsibility of regulatory authorities in each Member State and have safeguarded their right to determine values related to regulatory safety matters at national level where these continue to vary from State to State.

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°l – 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 standards³. 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

² According to Art. 3.3 of the CPD, the essential requirements (ERs) shall be given concrete form in interpretative documents for the creation of the necessary links between the essential requirements and the mandates for harmonised ENs and ETAGs/ETAs.

³ According to Art. 12 of the CPD the interpretative documents shall :

1. 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 ;
2. 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. ;
3. 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.

standards with a view to achieving 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.

It may also contain:

• – decisions on the application of informative annexes,
• – references to non-contradictory complementary information to assist the user to apply the Eurocode.

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 for EN 1991-3

EN 1991-3 gives design guidance and actions for the structural design of buildings and civil engineering works, including the following aspects:

• – actions induced by cranes, and
• – actions induced by machinery.

EN 1991-3 is intended for clients, designers, contractors and public authorities.

⁴ see Art.3.3 and Art. 12 of the CPD, as well as clauses 4.2, 4.3.1, 4.3.2 and 5.2 of ID 1.

EN 1991-3 is intended to be used with EN 1990, the other Parts of EN 1991 and EN 1992 to EN 1999 for the design of structures.

National annex for EN 1991-3

This Standard gives alternative procedures, values and recommendations for classes with notes indicating where national choices have to be made. Therefore the National Standard implementing EN 1991-3 should have a National Annex containing all Nationally Determined Parameters to be used for the design of members to be constructed in the relevant country.

National choice is allowed in EN 1991-3 through the following paragraphs:

Section 1 General

1.1 Scope

1. Part 3 of EN 1991 specifies imposed loads (models and representative values) associated with cranes on runway beams and stationary machines which include, when relevant, dynamic effects and braking, acceleration and accidental forces.
2. Section 1 defines common definitions and notations.
3. Section 2 specifies actions induced by cranes on runways.
4. Section 3 specifies actions induced by stationary machines.

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).

1.3 Distinction between Principles and Application Rules

1. Depending on the character of the individual clauses, distinction is made in this Part of prEN 1991 between Principles and Application Rules.
2. The Principles comprise:
   • – general statements and definitions for which there is no alternative, as well as
   • – requirements and analytical models for which no alternative is permitted unless specifically stated.
3. The Principles are identified by the letter P following the paragraph number. page 8
4. The Application Rules are generally recognised rules which comply with the Principles and satisfy their requirements.
5. It is permissible to use alternative design rules different from the Application Rules given in EN 1991-3 for works, provided that it is shown that the alternative rules accord with the relevant Principles and are at least equivalent with regard to the structural safety, serviceability and durability that would be expected when using the Eurocodes.

   NOTE: If an alternative design rule is substituted for an Application Rule, the resulting design cannot be claimed to be wholly in accordance with EN 1991-3 although the design will remain in accordance with the Principles of EN 1991-3. When EN 1991-3 is used in respect of a property listed in an Annex Z of a product standard or an ETAG, the use of an alternative design rule may not be acceptable for CE marking.

6. In this Part the Application Rules are identified by a number in brackets, e.g. as this clause.

1.4 Terms and definitions

For the purposes of this European Standard, the terms and definitions given in ISO 2394, ISO 3898, ISO 8930 and the following apply. Additionally for the purposes of this standard a basic list of terms and definitions is provided in EN 1990, 1.5.

1.4.1 Terms and definitions specifically for hoists and cranes on runway beams

1.4.1.1
dynamic factor

factor that represents the ratio of the dynamic response to the static one

1.4.1.2
self-weight Q_c of the crane

self-weight of all fixed and movable elements including the mechanical and electrical equipment of a crane structure, however without the lifting attachment and a portion of the suspended hoist ropes or chains moved by the crane structure, see 1.4.1.3

1.4.1.3
hoist load Q_h

load including the masses of the payload, the lifting attachment and a portion of the suspended hoist ropes or chains moved by the crane structure, see Figure 1.1

Figure 1.1 — Definition of the hoist load and the self-weight of a crane

1.4.1.4
crab

part of an overhead travelling crane that incorporates a hoist and is able to travel on rails on the top of the crane bridge

1.4.1.5
crane bridge

part of an overhead travelling crane that spans the crane runway beams and supports the crab or hoist block

1.4.1.6
guidance means

system used to keep a crane aligned on a runway, through horizontal reactions between the crane and the runway beams

NOTE The guidance means can consist of flanges on the crane wheels or a separate system of guide rollers operating on the side of the crane rails or the side of the runway beams

1.4.1.7
hoist

machine for lifting loads

1.4.1.8
hoist block

underslung trolley that incorporates a hoist and is able to travel on the bottom flange of a beam, either on a fixed runway (as shown in Figure 1.2) or under the bridge of an overhead travelling crane (as shown in Figures 1.3 and 1.4)

1.4.1.9
monorail hoist block

hoist block that is supported on a fixed runway, see Figure 1.2

1.4.1.10
crane runway beam

beam along which an overhead travelling crane can move

1.4.1.11
overhead travelling crane

a machine for lifting and moving loads, that moves on wheels along overhead crane runway beams. It incorporates one or more hoists mounted on crabs or underslung trolleys

1.4.1.12
runway beam for hoist block

crane runway beam provided to support a monorail hoist block that is able to travel on its bottom flange, see Figure 1.2

Figure 1.2 — Runway beam with hoist block

1.4.1.13
underslung crane

overhead travelling crane that is supported on the bottom flanges of the crane runway beams, see Figure 1.3

Figure 1.3 — Underslung crane with hoist block

1.4.1.14
top-mounted crane

overhead travelling crane that is supported on the top of the crane runway beam

NOTE It usually travels on rails, but sometimes travels directly on the top of the beams, see Figure 1.4

Figure 1.4 — Top mounted crane with hoist block

1.4.2 Terms and definitions specifically for actions induced by machines

1.4.2.1
natural frequency

frequency of free vibration on a system

NOTE For a multiple degree-of-freedom system, the natural frequencies are the frequencies of the normal modes of vibrations

1.4.2.2
free vibration

vibration of a system that occurs in the absence of forced vibration

1.4.2.3
forced vibration

vibration of a system if the response is imposed by the excitation

1.4.2.4
damping

dissipation of energy with time or distance

1.4.2.5
resonance

resonance of a system in forced harmonic vibration exists when any change, however small, in the frequency of excitation causes a decrease in the response of the system

1.4.2.6
mode of vibration

characteristic pattern assumed by a system undergoing vibration in which the motion of every particle is simple harmonic with the same frequency

NOTE Two or more modes may exist concurrently in a multiple degree of freedom system. A normal (natural) mode of vibration is a mode of vibration that is uncoupled from other modes of vibration of a system

1.5 Symbols

1. For the purposes of this European standard, the following symbols apply.

   NOTE: The notation used is based on ISO 3898: 1997.

2. A basic list of symbols is provided in EN 1990 clause 1.6 and the additional notations below are specific to this part of EN 1991.

Latin upper case letters

Latin lower case letters

Greek lower case letters

Section 2 Actions induced by hoists and cranes on runway beams

2.1 Field of application

1. This section specifies actions (models and representative values) induced by:
   • – underslung trolleys on runways, see 2.5.1 and 2.5.2;
   • – overhead travelling cranes, see 2.5.3 and 2.5.4.
2. The methods prescribed in this section are compatible with the provisions in EN 13001-1 and EN 13001-2, to facilitate the exchange of data with crane suppliers.

   NOTE: Where the crane supplier is known at the time of design of the crane runway, more accurate data may be applied for the individual project. The National Annex may give information on the procedure.

2.2 Classifications of actions

2.2.1 General

1. P Actions induced by cranes shall be classified as variable and accidental actions which are represented by various models as described in 2.2.2 and 2.2.3.

2.2.2 Variable actions

1. For normal service conditions variable crane actions result from variation in time and location. They include gravity loads including hoist loads, inertial forces caused by acceleration/deceleration and by skewing and other dynamic effects.
2. The variable crane actions should be separated into:
   • – variable vertical crane actions caused by the self-weight of the crane and the hoist
   • – variable horizontal crane actions caused by acceleration or deceleration or by skewing or other dynamic effects.
3. The various representative values of variable crane actions are characteristic values composed of a static and a dynamic component.
4. Dynamic components induced by vibration due to inertial and damping forces are in general accounted by dynamic factors φ to be applied to the static action values.

   F_φ,k = φ_i F_k     (2.1)

   where:

   Fφ,k	is the characteristic value of a crane action;
   φi	is the dynamic factor, see Table 2.1;
   Fk	is the characteristic static component of a crane action.

5. The various dynamic factors and their application are listed in Table 2.1. page 14
6. The simultaneity of the crane load components may be taken into account by considering groups of loads as identified in Table 2.2. Each of these groups of loads should be considered as defining one characteristic crane action for the combination with non-crane loads.

   NOTE: The grouping provides that only one horizontal crane action is considered at a time.

2.2.3 Accidental actions

1. Cranes can generate accidental actions due to collision with buffers (buffer forces) or collision of lifting attachments with obstacles (tilting forces). These actions should be considered for the structural design where appropriate protection is not provided.
2. Accidental actions described in 2.11 refer to common situations. They are represented by various load models defining design values (i.e. to be used with γ_A = 1,0) in the form of equivalent static loads.
3. The simultaneity of accidental crane load components may be taken into account by considering groups of loads as identified in Table 2.2. Each of these groups of loads defines one crane action for the combination of non-crane loads.

2.3 Design situations

1. P The relevant actions induced by cranes shall be determined for each design situation identified in accordance with EN 1990.
2. P Selected design situations shall be considered and critical load cases identified. For each critical load case the design values of the effects of actions in combination shall be determined.
3. Rules for multiple crane actions from several cranes are given in 2.5.3.
4. Combination rules for crane actions with other actions are given in Annex A.
5. For the fatigue verification, fatigue load models are given in 2.12.
6. In case tests are performed with cranes on the supporting structures for the serviceability limit state verification, the test loading model of the crane is specified in 2.10.

2.4 Representation of crane actions

1. The actions to be considered should be those exerted on the crane runway beams by the wheels of the cranes and possibly by guide rollers or other guidance means.
2. Horizontal forces on crane supporting structures arising from horizontal movement of monorail hoist cranes and crane hoists should be determined from 2.5.1.2, 2.5.2.2 and 2.7.

2.5 Load arrangements

2.5.1 Monorail hoist blocks underslung from runway beams

2.5.1.1 Vertical loads

1. For normal service conditions, the vertical load should be taken as composed of the self-weight of the hoist block, the hoist load and the dynamic factor, see Table 2.1 and Table 2.2.

2.5.1.2 Horizontal forces

1. In the case of fixed runway beams for monorail underslung trolleys, in the absence of a more accurate value, the longitudinal horizontal forces should be taken as 5 % of the maximum vertical wheel load, neglecting the dynamic factor.
2. This also applies to horizontal loads in the case of swinging suspended runway beams.

2.5.2 Overhead travelling cranes

2.5.2.1 VerticaI loads

1. The relevant vertical wheel loads from a crane on a runway beam, should be determined by considering the load arrangements illustrated in Figure 2.1, using the characteristic values given in 2.6.

   

   a) Load arrangement of the loaded crane to obtain the maximum loading on the runway beam

   

   b) Load arrangement of the unloaded crane to obtain the minimum loading on the runway beam

   page 17

   where:

   Qr,max	is the maximum load per wheel of the loaded crane
   Qr,(max)	is the accompanying load per wheel of the loaded crane
   ΣQr,max	is the sum of the maximum loads Qr,max per runway of the loaded crane
   ΣQr,(max)	is the sum of the accompanying maximum loads Qr,(max) per runway of the loaded crane
   Qr,min	is the minimum load per wheel of the unloaded crane
   Qr,(min)	is the accompanying load per wheel of the unloaded crane
   ΣQr,min	is the sum of the minimum loads Qr,min per runway of the unloaded crane
   ΣQr,(min)	is the sum of the accompanying minimum loads Qr,(min) per runway of the unloaded crane
   Qh,nom	is the nominal hoist load

   Key

   1 Crab

   Figure 2.1 — Load arrangements to obtain the relevant vertical actions to the runway beams

2. The eccentricity of application e of a wheel load Q_r to a rail should be taken as a portion of the width of the rail head b_r, see Figure 2.2.

   NOTE: The National Annex may give the value of e. The recommended value is e = 0,25 b_r.

Figure 2.2 — Eccentricity of application of wheel load

2.5.2.2 Horizontal forces

1. The following types of horizontal forces from overhead travelling cranes should be taken into account:
   1. horizontal forces caused by acceleration or deceleration of the crane in relation to its movement along the runway beam, see 2.7.2; page 18
   2. horizontal forces caused by acceleration or deceleration of the crab or underslung trolley in relation to its movement along the crane bridge, see 2.7.5;
   3. horizontal forces caused by skewing of the crane in relation to its movement along the runway beam, see 2.7.4;
   4. buffer forces related to crane movement, see 2.11.1;
   5. buffer forces related to movement of the crab or underslung trolley, see 2.11.2.
2. Unless otherwise specified, only one of the five types of horizontal forces (a) to (e) listed in (1) should be included in the same group of simultaneous crane load components, see Table 2.2.
3. For underslung cranes the horizontal forces at the wheel contact surface should be taken as at least 10 % of the maximum vertical wheel load neglecting the dynamic component unless a more accurate value is justified.
4. Unless otherwise specified, the longitudinal horizontal wheel forces H_L,i and the transverse horizontal wheel forces H_T,i caused by acceleration and deceleration of masses of the crane or the crab etc., should be applied as given in Figure 2.3. The characteristic values of these forces are given in 2.7.2.

   NOTE: These forces do not include the effects of oblique hoisting due to misalignment of load and crab because in general oblique hoisting is forbidden. Any effects of unavoidable small values of oblique hoisting are included in the inertial forces.

   

   Figure 2.3 — Load arrangement of longitudinal and transverse horizontal wheel forces caused by acceleration and deceleration

   page 19
5. The longitudinal and transverse horizontal wheel forces H_S,i,j,k and the guide force S caused by skewing can occur at the guidance means of cranes or trolleys while they are travelling or traversing in steady state motion, see Figure 2.4. These loads are induced by guidance reactions which force the wheel to deviate from their free-rolling natural travelling or traverse direction. The characteristic values are given in 2.7.4.

Figure 2.4 — Load arrangement of longitudinal and transverse horizontal wheel forces caused by skewing

2.5.3 Multiple crane action

1. P Cranes that are required to operate together shall be treated as a single crane action.
2. If several cranes are operating independently, the maximum number of cranes taken into account as acting simultaneously should be specified.

   NOTE: The number of cranes to be considered in the most unfavourable position may be specified in the National Annex. The recommended number is given in Table 2.3.

2.6 Vertical crane loads - characteristic values

1. The characteristic values of the vertical loads from cranes on crane supporting structures should be determined as indicated in Table 2.2.
2. P For the self-weight of the crane and the hoist load, the nominal values specified by the crane supplier shall be taken as characteristic values of the vertical loads. page 21

   Table 2.4 — Dynamic factors φ_i for vertical loads

   	Values of dynamic factors
   φ1	0,9 < φ1 < 1,1 The two values 1,1 and 0,9 reflect the upper and lower values of the vibrational pulses.
   φ2	φ2 = φ2,min + β2νh vh - steady hoisting speed in m/s φ2,min and β2 see Table 2.5
   φ3	where Δm released or dropped part of the hoisting mass m total hoisting mass β3 = 0,5 for cranes equipped with grabs or similar slow-release devices β3 = 1,0 For cranes equipped with magnets or similar rapid-release devices
   φ4	φ4 = 1,0 provided that the tolerances for rail tracks as specified in EN 1993-6 are observed.
   NOTE: If the tolerances for rail tracks as specified in EN 1993-6 are not observed, the dynamic factor φ4 can be determined with the model provided by EN 13001-2.

3. If the dynamic factors φ₁, φ₂, φ₃ and φ₄ as specified in Table 2.1 are not included in the specifications of the crane supplier the indications in Table 2.4 may be used.
4. For in-service wind reference should be made to Annex A.

2.7 Horizontal crane loads - characteristic values

2.7.1 General

1. P For the acceleration and the skewing effects, the nominal values specified by the crane supplier shall be taken as characteristic values of the horizontal loads.
2. The characteristic values of the horizontal loads may be specified by the crane supplier or be determined using 2.7.2 to 2.7.5.

2.7.2 Longitudinal forces H_L,i and transverse forces H_T,i caused by acceleration and deceleration of the crane

1. The longitudinal forces H_L,i caused by acceleration and deceleration of crane structures result from the drive force at the contact surface between the rail and the driven wheel, see Figure 2.5.
2. The longitudinal forces H_L,i applied to a runway beam may be calculated as follows:

   

   where:

   nr	is the number of runway beams;
   K	is the drive force according to 2.7.3;
   φ5	is the dynamic factor, see Table 2.6;
   i	is the integer to identify the runway beam (i = 1,2).

   

   Figure 2.5: Longitudinal horizontal forces H_L,i

3. The moment M resulting from the drive force which should be applied at the centre of mass is equilibrated by transverse horizontal forces H_T,1 and H_T,2, see Figure 2.6. The horizontal forces may be calculated as follows:

   

   page 23

   

   where:

   ξ2 = 1 - ξ1;
   Σ Qr = Σ Qr,max + Σ Qr,(max);
   Σ Qr,max see Figure 2.1;
   Σ Qr,(max) see Figure 2.1;
   a	is the spacing of the guide rollers or the flanged wheels ;
   M = K|s;
   ℓs = (ξ1 - 0,5)|;
   ℓ	is the span of the crane bridge;
   φ5	is the dynamic factor, see Table 2.6;
   K	is the drive force, see 2.7.3 and Figure 2.7.

   

   Figure 2.6 — Definition of the transverse forces H_T,i

4. For curved runway beams the resulting centrifugal force should be multiplied by the dynamic factor φ₅.
5. If the dynamic factor φ₅ is not included in the specification documents of the crane supplier, values given in Table 2.6 may be used.

2.7.3 Drive force K

1. The drive force K on a driven wheel should be taken such that wheel spin is prevented.
2. The drive force K should be obtained from the crane supplier.
3. Where no wheel controlled system is applied, the drive force K may be calculated as follows:

   K = K₁ + K₂ = μ ΣQ^*_r,min     (2.5)

   where:

   μ is the friction factor;

   • – for a single wheel drive: ΣQ^*_r,min = m_w Q_r,min, where m_w is the number of single wheel drives;
   • – for a central wheel drive: Σ Q^*_r,min = Q_r,min + Q_r,(min);

     NOTE 1: Modern cranes do not normally have a central wheel drive.

     NOTE 2: The value of the friction factor may be given in the National Annex. The recommended values are:
     μ = 0,2 for steel - steel;
     μ = 0,5 for steel - rubber.

Figure 2.7 — Definition of the drive force K

2.7.4 Horizontal forces H_S,i,j,k and the guide force S caused by skewing of the crane

1. The guide force S and the transverse forces H_S,i,j,k caused by skewing may be obtained from:

   S = f λ_S,j ΣQ_r     (2.6)

   H_S,1,j,L = f λ_S,1,j,L ΣQ_r (index j indicates the driven wheel pair)     (2.7)

   H_S,2,j,L = f λ_S,2,j,L ΣQ_r (index j indicates the driven wheel pair)     (2.8)

   H_S,1,j,T = f λ_S,1,j,T ΣQ_r     (2.9)

   H_S,2,j,T = f λ_S,2,j,T ΣQ_r     (2.10)

   where:

   f	is the “non-positive factor”, see (2);
   λS,i,j,k	is the force factor, see (4);
   i	is the rail i;
   j	is the wheel pair j;
   k	is the direction of the force (L = longitudinal, T = transverse).

2. The “non-positive” factor may be determined from:

   f = 0,3 (1 - exp (-250 α)) ≤ 0,3     (2.11)

   where:

   α is the skewing angle, see (3).

3. The skewing angle α, see Figure 2.8, which should be equal to or less than 0,015 rad, should be chosen taking into account the space between the guidance means and the rail as well as reasonable dimensional variation and wear of the appliance wheels and the rails. It may be determined as follows: page 26

   α = α_F + α_v + α₀ ≤ 0,015 rad     (2.12)

   where:

   α_F, α_v and α₀ are as defined in Table 2.7.

   Table 2.7 — Definition of α_F, α_V and α₀

   Angles αi	Minimum values of αi
   	0,75x ≥ 5 mm for guide rollers
   	0,75x ≥ 10 mm for wheel flanges
   	y ≥ 0,03b mm for guide rollers
   	y ≥ 0,10b mm for wheel flanges
   α0	α0 = 0,001
   Where: aext is the spacing of the outer guidance means or flanged wheels on the guiding rail; b is the width of the rail head; x is the track clearance between the rail and the guidance means (lateral slip); y is the wear of the rail and the guidance means; α0 is the tolerance on wheel and rail directions.

4. The force factor λ_S,i,j,k depends on the combination of the wheel pairs and the distance h between the instantaneous centre of rotation and the relevant guidance means, i.e. the front ones in the direction, see Figure 2.8. The value of the distance h may be taken from Table 2.8. The force factor λ_S,i,j,k may be determined from the expressions given in Table 2.9.

Figure 2.8 — Definition of angle α and the distance h

2.7.5 Horizontal force H_T,3 caused by acceleration or deceleration of the crab

1. The horizontal force H_T,3 caused by acceleration or deceleration of the crab or trolley may be assumed to be covered by the horizontal force H_B,2 given in 2.11.2.

2.8 Temperature effects

1. P The action effects on runways due to temperature variations shall be taken into account where necessary. In general, non-uniform distributed temperature need not be considered.
2. For the temperature difference for outdoor runways see EN 1991-1-5.

2.9 Loads on access walkways, stairs, platforms and guard rails

2.9.1 Vertical loads

1. Unless otherwise stated, the access walkways, stairs and platforms should be loaded by a vertical load Q spread over a square surface of 0,3m × 0,3m.
2. Where materials can be deposited a vertical load Q_k = 3 kN should be applied.
3. If the walkways, stairs and platforms are provided for access only, the characteristic value in (2) may be reduced to 1,5 kN.
4. The vertical load Q_k may be disregarded if the structural member considered is subjected to crane actions.

2.9.2 Horizontal loads

1. Unless otherwise stated, the guard rail should be loaded by a single horizontal load H_k = 0,3 kN.
2. The horizontal load H_k may be disregarded if all structural members are subjected to crane actions.

2.10 Test loads

1. When tests are performed after erection of the cranes on the supporting structures, the supporting structure should be checked against the test loading conditions.
2. If relevant, the crane supporting structure should be designed for these test loads.
3. P The hoist test load shall be amplified by a dynamic factor φ₆.
4. When considering test loads the following cases should be distinguished:
   • – Dynamic test load:

     The test load is moved by the drives in the way the crane will be used. The test load should be at least 110 % of the nominal hoist load.

     page 30

     φ₆ = 0,5(1,0 + φ₂)      (2.13)

   • – Static test load:

     The load is increased for testing by loading the crane without the use of the drives. The test load should be at least 125 % of the nominal hoist load.

     φ₆ = l,0      (2.14)

2.11 Accidental actions

2.11.1 Buffer forces H_B,1 related to crane movement

1. P Where buffers are used, the forces on the crane supporting structure arising from collision with the buffers shall be calculated from the kinetic energy of all relevant parts of the crane moving at 0,7 to 1,0 times the nominal speed.
2. The buffer forces multiplied by φ₇ according to Table 2.10, to make allowance for dynamic effects, may be calculated taking into account the distribution of relevant masses and the buffer characteristics, see Figure 2.9b.

   

   where:

   φ7	see Table 2.10;
   ν1	is 70 % of the long travel velocity (m/s);
   mc	is the mass of the crane and the hoist load (kg);
   SB	is the spring constant of the buffer (N/m).

Figure 2.9 — Definition of the buffer force

2.11.2 Buffer forces H_B,2 related to movements of the crab

1. Provided that the payload is free to swing, the horizontal load H_B,2 representing the buffer forces related to movement of the crab or trolley may be taken as 10 % of the sum of the hoist load and the weight of the crab or trolley. In other cases the buffer force should be determined as for crane movement, see 2.11.1.

2.11.3 Tilting forces

1. P If a crane with horizontally restrained loads can tilt when its load or lifting attachment collides with an obstacle, the resulting static forces shall be considered.

2.12 Fatigue loads

2.12.1 Single crane action

1. P Fatigue loads shall be determined such that the operational conditions of the distribution of hoist loads and the effects of the variation of crane positions to the fatigue details are duly considered.

   NOTE: Where sufficient information on the operational conditions is available, the fatigue loads may be determined according to EN 13001 and EN 1993-1-9, Annex A. Where this information is not available, or where a simplified approach is favoured, the following rules apply.

2. For normal service conditions of the crane the fatigue loads may be expressed in terms of fatigue damage equivalent loads Q_e that may be taken as constant for all crane positions to determine fatigue load effects.

   NOTE: The procedure is compatible with EN 13001 however it is a simplified approach for gantry girders to comply with incomplete information during the design stage.

   page 32
3. The fatigue damage equivalent load Q_e may be determined such that it includes the effects of the stress histories arising from the specified service conditions and the ratio of the absolute number of load cycles during the expected design life of the structure to the reference value N = 2,0 × 10⁶ cycles.

   Table 2.11 — Classification of the fatigue actions from cranes according to EN 13001-1

   Class of load spectrum		Q0	Q1	Q2	Q3	Q4	Q5
   		kQ ≤ 0,03 13	0,0313 < kQ ≤ 0,0625	0,0625 < kQ ≤ 0,125	0,125 < kQ ≤ 0,25	0,25 < kQ ≤ 0,5	0,5 < kQ ≤ 1,0
   class of total number of cycles
   U0	C ≤ 1,6·104	S0	S0	S0	S0	S0	S0
   U1	1,6 × 104 < C ≤ 3,15 × 104	S0	S0	S0	S0	S0	S1
   U2	3,15 × 104 < C ≤ 6,30 × 104	S0	S0	S0	S0	S1	S2
   U3	6,30 × 104 < C ≤ 1,25 × 105	S0	S0	S0	S1	S2	S3
   U4	1,25 × 105 < C ≤ 2,50 × 105	S0	S0	S1	S2	S3	S4
   U5	2,50 × 105 < C ≤ 5,00 × 105	S0	S1	S2	S3	S4	S5
   U6	5,00 × 105 < C ≤ 1,00 × 106	S1	S2	S3	S4	S5	S6
   U7	1,00 × 106 < C ≤ 2,00 × 106	S2	S3	S4	S5	S6	S7
   U8	2,00 × 106 < C ≤ 4,00 × 106	S3	S4	S5	S6	S7	S8
   U9	4,00 × 106 < C ≤ 8,00 × 106	S4	S5	S6	S7	S8	S9
   where: kQ is a load spectrum factor for all tasks of the crane; C is the total number of working cycles during the design life of the crane. NOTE: The classes Si are classified by the stress effect history parameter s in EN 13001-1 which is defined as: S = ν k where: k is the stress spectrum factor; ν is the number of stress cycles C related to 2,0 × 106 stress cycles. The classification is based on a total service life of 25 years.

4. The fatigue load may be specified as:

   Q_e = φ_fatλ_iQ_max,i     (2-16)

   where:

   Qmax,i	is the maximum value of the characteristic vertical wheel load i;
   λi = λ1,i λ2,i	is the damage equivalent factor to make allowance for the relevant standardized fatigue load spectrum and absolute number of load cycles in relation to N = 2,0 × 106 cycles;

   page 33

   

   

   where:

   ΔQi,j	is the load amplitude of range j for wheel i: ΔQi,j = Qi,j - Qmin,i;
   max ΔQi	is the maximum load amplitude for wheel i: max ΔQi = Qmax,i - Qmin,i;
   kQ, v	are the damage equivalent factors;
   m	is the slope of the fatigue strength curve;
   φfat	is the damage equivalent dynamic impact factor, see (7);
   i	is the number of the wheel
   N	is 2 × 106

   NOTE: For the value of m see EN 1993-1-9, see also notes to Table 2.12.

5. For determining the λ-value the use of cranes may be classified according to the load spectrum and the total number of load cycles as indicated in Table 2.11.
6. λ -values may be taken from Table 2.12 according to the crane classification.

   Table 2.12 — λ₁ -values according to the classification of cranes

   Classes S	S0	S1	S2	S3	S4	S5	S6	S7	S8	S9
   normal stresses	0,198	0,250	0,315	0,397	0,500	0,630	0,794	1,00	1,260	1,587
   shear stresses	0,379	0,436	0,500	0,575	0,660	0,758	0,871	1,00	1,149	1,320
   NOTE 1: In determining the λ -values standardized spectra with a gaussian distribution of the load effects, the Miner rule and fatigue strength S-N lines with a slope m = 3 for normal stresses and m = 5 for shear stress have been used. NOTE 2: In case the crane classification is not included in the specification documents of the crane indications are given in Annex B.

7. The damage equivalent dynamic impact factor φ_fat for normal conditions may be taken as:

   

2.12.2 Stress range effects of multiple wheel or crane actions

1. The stress range due to damage equivalent wheel loads Q_e may be determined from the evaluation of stress histories for the fatigue detail considered.

   NOTE: For simplified approaches using the values λ_i from Table 2.12, see EN 1993-6, 9.4.2.3.

Section 3 Actions induced by machinery

3.1 Field of application

1. This section applies to structures supporting rotating machines which induce dynamic effects in one or more planes.
2. This section presents methods to determine the dynamic behaviour and action effects to verify the safety of the structure.

   NOTE: Though a precise limit cannot be set, in general it may be assumed that for minor machinery with only rotating parts and weighing less than 5 kN or having a power less than 50 kW, the action effects are included in the imposed loads and separate considerations are therefore not necessary. In these cases the use of so called vibration absorbers under the supporting frame is sufficient to protect the machine and the surroundings. Examples are washing machines and small ventilators.

3.2 Classification of actions

3.2.1 General

1. P Actions from machinery are classified as permanent, variable and accidental actions which are represented by various models as described in 3.2.2 to 3.2.4.

3.2.2 Permanent actions

1. Permanent actions during service include the self-weight of all fixed and moveable parts and static actions from service such as:
   • – self-weight of rotors and the hull (vertical);
   • – self-weight of condensers, if relevant, taking account of the water infill (vertical);
   • – actions from vacuum for turbines, the condensers of which are connected to the hull by compensators, (vertical and horizontal);
   • – drive torques of the machine transmitted to the foundation by the hull (pairs of vertical forces);
   • – forces from friction at the bearings induced by thermal expansion of the hull (horizontal);
   • – actions from self-weight, forces and moments from pipes due to thermal expansion, actions from gas; flow and gas pressure (vertical and horizontal);
   • – temperature effects from the machine and pipes, for instance temperature differences between machine and pipes and the foundation.
2. Permanent actions during transient stages (erection, maintenance or repair) are those from self-weight only including those from hoisting equipments, scaffolding or other auxiliary devices.

3.2.3 Variable actions

1. Variable actions from machinery during normal service are dynamic actions caused by accelerated masses such as:
   • – periodic frequency-dependent bearing forces due to eccentricities of rotating masses in all directions, mainly perpendicular to the axis of the rotors;
   • – free mass forces or mass moments;
   • – periodic actions due to service depending on the type of machine that are transmitted by the hull or bearings to the foundations;
   • – forces or moments due to switching on or off or other transient procedures such as synchronisations.

3.2.4 Accidental actions

1. Accidental actions can occur from:
   • – accidental magnification of the eccentricity of masses (for instance by fracture of brakes or accidental deformation or rupture of axle of moveable parts);
   • – short circuit or out of synchronisation of the generators and machines;
   • – impact effects from pipes by shutting down.

3.3 Design situations

1. P The relevant actions induced by machinery shall be determined for each design situation identified in accordance with EN 1990.
2. P Design situations shall in particular be selected for verifying that:
   • – the service conditions of the machinery conform to the service requirements and no damage is induced to the structure supporting the machine and its foundation by accidental actions that would infringe the subsequent use of this structure for further service;
   • – the impact on the surroundings, for instance disturbance of sensitive equipment, is within acceptable limits;
   • – no ultimate limit state can occur in the structure;
   • – no fatigue limit state can occur in the structure.

     NOTE: Unless specified otherwise, the serviceability requirements should be determined for the individual project.

3.4 Representation of actions

3.4.1 Nature of the loads

1. P In the determination of action effects a distinction shall be made between the static and the dynamic action effects. page 37
2. P In the static actions both those from machinery and those from the structure shall be included.

   NOTE: Static actions from machinery are the permanent actions defined in 3.2.2. They may be used for determining creep effects or for verifying that prescribed limitations of static deformations are not exceeded.

3. P The dynamic action effects shall be determined taking into account the interaction between the excitation from the machinery and the structure.

   NOTE: The dynamic actions from the machinery are the variable actions defined in 3.2.3.

4. P Dynamic action effects shall be determined by a dynamic calculation with an appropriate modelling of the vibration system and the dynamic action, see 3.4.2.
5. Dynamic effects may be disregarded where not relevant.

3.4.2 Modelling of dynamic actions

1. The dynamic actions of machines with only rotating parts, e.g. rotating compressors, turbines, generators and ventilators, consist of periodically changing forces which may be defined by a sinusoidal function, see Figure 3.1.
2. A short circuit M_k(t) moment may be represented by a combination of sinusoidal moment-time diagrams acting between the rotor and the hull.

Figure 3.1 — Harmonic force

3.4.3 Modelling of the machinery-structure interaction

1. P The vibration system composed of the machine and the structure shall be modelled such that the excitations, the mass quantities, stiffness properties and the damping are sufficiently taken into account to determine the actual dynamic behaviour.
2. The model may be linear elastic with concentrated or distributed masses connected with springs and supported by springs.
3. The common centre of gravity of the system (for instance of the foundation and machine) should be located as near as possible to the same vertical line as the centroid of the foundation area in contact with the soil. In any case the eccentricity in the distribution of masses should not exceed 5 % of the length of the side of the contact area. In addition, the centre of gravity of the machine and foundation system should if possible be below the top of the foundation block. page 38
4. In general the three possible degrees of freedom for translations and the three degrees of freedom for rotations should be considered; it is however in general not necessary to apply a three dimensional model.
5. The properties of the supporting medium of the foundation structure should be converted in terms of the model (springs, damping constants etc.). The required properties are:
   • – for soils: dynamic G-modulus and damping constants;
   • – for piles: dynamic spring constants in vertical and horizontal directions
   • – for springs: spring constants in horizontal and vertical directions and for rubber springs the damping data.

3.5 Characteristic values

1. A complete survey of the static and dynamic forces for the various design situations should be obtained from the machine manufacturer together with all other machine data such as outline drawings, weights of static and moving parts, speeds, balancing etc.
2. The following data should be obtained from the machine manufacturer:
   • – loading diagram of the machine showing the location, magnitude and direction of all loads including dynamic loads;
   • – speed of the machine;
   • – critical speeds of the machine;
   • – outline dimensions of the foundation;
   • – mass moment of inertia of the machine components;
   • – details of inserts and embedments;
   • – layout of piping, ducting etc, and their supporting details;
   • – temperatures in various zones during operation;
   • – allowable displacements at the machine bearing points during normal operation.
3. In simple cases, the dynamic forces (free forces) for rotating machine parts may be determined as follows:

   F_s = m_Rω_r²e_M = m_Rω_r(ω_re_M)     (3.1)

   where:

   Fs	is the free force of the rotor;
   mR	is the mass of the rotor;
   ωr	is the circular frequency of the rotor (rad/s);
   eM	is the eccentricity of the rotor mass;
   ωre	is the accuracy of balancing of the rotor, expressed as a velocity amplitude.

4. For the accuracy of balancing, the following situations should be considered: page 39
   • – persistent situation:

     the machine is well balanced. However, with time the balance of the machines decreases to a degree that is just acceptable for normal operation. A warning system on the machine ensures that the operator is warned in case of exceeding a certain limit. Up to that state of balance no detrimental vibration may occur to the structure and the surroundings and the requirements concerning the vibration level are to be fulfilled.

   • – accidental situation:

     the balance is completely disturbed by an accidental event: the monitoring system ensures the switch off of the machine. The structure is to be strong enough to withstand the dynamic forces.

5. In simple cases the interaction effect from the excitation of a machine with a rotating mass and the dynamic behaviour of the structure may be expressed by a static equivalent force:

   F_eq = F_sφ_M     (3.2)

   where:

   Fs	is the free force of the rotor;
   φM	is the dynamic factor which depends on the ratio of the natural frequency ne (or ωe) of the structure to the frequency of the exciting force ns (or ωs) and the damping ratio ζ.

6. For harmonically varying forces (free forces of rotating equipment) the magnification factor may be calculated in the following way:
   1. for small damping or far from resonance

      

   2. in case of resonance ω_e = ω_s and a damping ratio ζ

      

7. If the time history of the short circuit moment M_k(t) is not indicated by the manufacturer, the following expression may be used:

   

   page 40

   where:

   Mo	is the nominal moment resulting from the effective power;
   ΩN	is the angular frequency of the electric circuit (rad/s);
   t	is the time (s).

8. For natural frequencies in the range 0,95 Ω_N to 1,05 Ω_N the calculated frequencies of the electric circuit should be identical with these natural frequencies.
9. As a simplification, an equivalent static moment may be calculated in the following way:

   M_k,eq = l,7 M_k,max     (3.6)

   where:

   Mk,max

   is the peak value of the circuit moment Mk(t).

10. If no indication on M_k,max is given from the manufacturer the following value may be used:

    M_k,max = 12 M_o     (3.7)

3.6 Serviceability criteria

1. Serviceability criteria are, in general, related to vibration movements of:
   1. the axis of the machine and its bearings;
   2. extreme points of the structure and the machinery.
2. Characteristics of the movements are:
   • – the displacement amplitude A;
   • – the velocity amplitude ω_s A;
   • – the acceleration amplitude ω_s² A.
3. P In calculating the amplitudes of the system, the translational vibrations as well as the rotational vibrations caused by the dynamic forces and moments shall be taken into account and also the range of the stiffness properties of the foundation and the supporting medium (soil, piles).
4. In the simple case of a one mass spring system, see Figure 3.2, the displacement amplitudes may be calculated as follows:

   

where:

Figure 3.2 — Mass spring system

Annex A
Basis of design – supplementary clauses to EN 1990 for runway beams loaded by cranes

(normative)

A.1 General

1. This annex gives rules on partial factors for actions (γ factors), and on combinations of crane loads on runway beams with permanent actions, quasistatic wind, snow and temperature actions and on the relevant Ψ factors.
2. If other actions need to be considered (for instance mining subsidence) the combinations should be supplemented to take them into account. The combinations should also be supplemented and adapted for the execution phases.
3. When combining a group of crane loads together with other actions, the group of crane loads should be considered as a single action.
4. When considering combinations of actions due to crane loads with other actions the following cases should be distinguished:
   • – runways outside buildings;
   • – runways inside buildings where climatic actions are resisted by the buildings and structural elements of the buildings may also be loaded directly or indirectly by crane loads.
5. For runways outside buildings the characteristic wind action on the crane structure and on the hoisting equipment may be assessed in accordance with EN 1991-1-4 as a characteristic force F_wk.
6. When considering combinations of hoist loads with wind action, the maximum wind force compatible with crane operations should also be considered. This force F^*_w is associated with a wind speed equal to 20 m/s. The reference area A_ref,x for the hoist load should be determined for each specific case.
7. For runways inside buildings, wind actions and snow loads on the crane structure may be neglected; however in structural parts of the building that are loaded by wind, snow and crane loads the appropriate load combinations should be considered.

A.2 Ultimate limit states

A.2.1 Combinations of actions

1. For each critical load case, the design values of the effects of actions should be determined by combining the values of actions which occur simultaneously in accordance with EN 1990.
2. Where an accidental action is to be considered no other accidental action nor wind nor snow action need be considered to occur simultaneously.

A.2.2 Partial factors

1. For ULS verifications governed by the strength of structural material or of the ground, the partial factors on actions for ultimate limit states in the persistent, transient and accidental design situations should be defined. For case EQU, see (2) below.

   NOTE: The values of the γ -factors may be set in the National Annex. For the design of runway beams the γ -values given in Table A.1 are recommended. They cover cases STR and GEO specified for buildings in 6.4.1(1) of EN 1990.

   Table A.1 — Recommended values of γ -factors

   Action	Symbol	Situation
   		P/T	A
   Permanent crane actions
   - unfavourable	γG sup	1,35	1,00
   - favourable	γG inf	1,00	1,00
   Variable crane actions
   - unfavourable	γQ sup	1,35	1,00
   - favourable	γQ inf
   crane present		1,00	1,00
   crane not present		0,00	0,00
   Other variable actions	γQ
   - unfavourable		1,50	1,00
   - favourable		0,00	0,00
   Accidental actions	γA		1,00
   P - Persistent situation T - Transient situation A - Accidental situation

2. For verifications with regard to loss of static equilibrium EQU and uplift of bearings, the favourable and unfavourable parts of crane actions should be considered as individual actions. Unless otherwise specified (see in particular the relevant design Eurocodes) the unfavourable and favourable parts of permanent actions should be associated with γ_{G sup} and γ_{G inf} respectively.

   NOTE: The values of the γ -factors may be set in the National Annex. The following γ -values are recommended:
   γ_{G sup} = 1.05
   γ_{G inf} = 0,95
   The other γ-factors on actions (especially on variable actions) are as in (1).

A.2.3 Ψ -factors for crane loads

1. Ψ-factors for crane loads are as given in Table A.2.

NOTE: The National Annex may specify the ψ-factors. The following ψ-factors are recommended:
ψ₀ = 1,0
ψ₁ = 0,9
ψ₂ = ratio between the permanent crane action and the total crane action.

A.3 Serviceability limit states

A.3.1 Combinations of actions

1. For verification of serviceability limit states the various combinations should be taken from EN 1990.
2. When tests are performed, the test loading of the crane, see 2.10, should be considered as the crane action.

A.3.2 Partial factors

1. In serviceability limit states the partial factor for actions on crane supporting structures should be taken as 1,0 unless otherwise specified.

A.3.3 ψ -factors for crane actions

1. ψ-factors are given in Table A.2.

A.4 Fatigue

1. The verification rules for fatigue depend on the fatigue load model to be used and are specified in the design Eurocodes.

Annex B
Guidance for crane classification for fatigue

(informative)