EN 13001-2:2004+A3:2009

2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.Kransicherheit - Konstruktion allgemein - Teil 2: LasteinwirkungenSécurité des appareils de levage à charge suspendue - Conception générale - Partie 2: Effets de chargeCrane safety - General design - Part 2: Load effects53.020.20DvigalaCranesICS:Ta slovenski standard je istoveten z:EN 13001-2:2004+A3:2009SIST EN 13001-2:2005+A3:2009en01-september-2009SIST EN 13001-2:2005+A3:2009SLOVENSKI
STANDARD
EUROPEAN STANDARD NORME EUROPÉENNE EUROPÄISCHE NORM
EN 13001-2:2004+A3
June 2009 ICS 53.020.20 Supersedes EN 13001-2:2004+A2:2009English Version
Crane safety - General design - Part 2: Load effects
Sécurité des appareils de levage à charge suspendue - Conception générale - Partie 2: Effets de charge
Kransicherheit - Konstruktion allgemein - Teil 2: Lasteinwirkungen This European Standard was approved by CEN on 2 March 2004 and includes Corrigendum 1 issued by CEN on 5 July 2006, Amendment 1 approved by CEN on 18 September 2006, Amendment 2 approved by CEN on 5 January 2009 and Amendment 3 approved by CEN on 16 May 2009.
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
COMITÉ EUROPÉEN DE NORMALISATION EUROPÄISCHES KOMITEE FÜR NORMUNG
Management Centre:
Avenue Marnix 17,
B-1000 Brussels © 2009 CEN All rights of exploitation in any form and by any means reserved worldwide for CEN national Members. Ref. No. EN 13001-2:2004+A3:2009: ESIST EN 13001-2:2005+A3:2009

!!!!Mass distribution classes MDC1 and MDC2"""". 31 4.3.4 !!!!Partial safety factors for the mass of the crane"""" . 31 4.3.5 Partial safety factors to be applied to loads caused by displacements . 32 4.3.6 Survey of load combinations . 33 4.3.7 Partial safety factors for the proof of rigid body stability. 37 Annex A (normative)
Aerodynamic coefficients . 40 A.1 General . 40 A.2 Individual members . 43 A.3 Plane and spatial lattice structure members . 47 A.4 Structural members in multiple arrangement . 51 Annex B (informative)
Selection of a suitable set of crane standards for a given application . 54 Annex ZA (informative)
Relationship between this European Standard and the Essential Requirements of EU Directive 98/37/EC . 55 Annex ZB (informative)
####Relationship between this European Standard and the Essential Requirements of EU Directive 2006/42/EC$$$$ . 56 Bibliography . 57
!", # $ and %&. The modifications of the related CEN Corrigendum have been implemented at the appropriate places in the text and are indicated by the tags ˜ ™. #This document has been prepared under a mandate given to CEN by the European Commission and the European Free Trade Association, and supports essential requirements of EC Directive(s). For relationship with EC Directive(s), see informative Annexes ZA and ZB, which are integral parts of this document.$ Annex A is normative, Annex B is informative. This European Standard is one Part of EN 13001. The other parts are as follows: Part 1: General principles and requirements Part 2: Load actions Part 3.1: Limit states and proof of competence of steel structures Part 3.2: Limit states and proof of competence of rope reeving components Part 3.3: Limit states and proof of competence of wheel/rail contacts Part 3.4: Limit states and proof of competence of machinery According to the CEN/CENELEC Internal Regulations, the national standards 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. SIST EN 13001-2:2005+A3:2009

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 editions of the publication referred to applies (including amendments). EN ISO 12100-1:2003, Safety of machinery — Basic concepts, general principles for design — Part 1: Basic terminology, methodology (ISO 12100-1:2003). EN ISO 12100-2:2003, Safety of machinery — Basic concepts, general principles for design — Part 2: Technical principles and specifications (ISO 12100-2:2003). ˜deleted text™ ˜EN 1990:2002, Eurocode — Basic of structural design™. EN 13001-1, Cranes — General Design — Part 1: General principles and requirements. ISO 4306-1: 1990, Cranes — Vocabulary — Part 1: General. 3 Terms, definitions, symbols and abbreviations 3.1 Terms and definitions For the purposes of this European Standard, the terms and definitions given in ˜deleted text™,
˜EN 1990:2002™ and clause 6 of ISO 4306-1:1990 apply. 3.2 Symbols and abbreviations For the purposes of this European Standard, the symbols and abbreviations given in Table 1 apply. SIST EN 13001-2:2005+A3:2009

Table 1 — Symbols and abbreviations Symbols, abbreviations Description
A1 to A4 Load combinations including regular loads A Characteristic area of a crane member Ag Projection of the gross load on a plane normal to the direction of the wind velocity Ac Area enclosed by the boundary of a lattice work member in the plane of its characteristic height d Aj Area of an individual crane member projected to the plane of the
characteristic height d bh Width of the rail head b Characteristic width of a crane member B1 to B5 Load combinations including regular and occasional loads c Spring constant ca, coy, coz Aerodynamic coefficients co ˜Aerodynamic coefficient™ C1 to C9 Load combinations including regular, occasional and exceptional loads CFF, CFM Coupled wheel pairs of system F/F or F/M d Characteristic dimension of a crane member SIST EN 13001-2:2005+A3:2009

Table 1 (continued) Symbols, abbreviations Description di, dn Distance between wheel pair i or n and the guide means eG Width of the gap of a rail f Friction coefficient fi Loads fq natural frequency frec Term used in calculating v(z) F Force F, Fy, Fz Wind loads Fb Buffer force Fˆ Maximum buffer force Fi, Ff Initial and final drive force ∆F Change of drive force Fx1i, Fx2i Tangential wheel forces Fy1i, Fy2i Fy Guide force Fz1i, Fz2i Vertical wheel forces F/F, F/M Abbreviations for Fixed/Fixed and Fixed/Moveable, characterizing the possibility of lateral movements of the crane wheels g Gravity constant h Distance between instantaneous slide pole and guide means of a skewing crane h(t) Time-dependent unevenness function hs Height of the step of a rail H1, H2 Lateral wheel forces induced by drive forces acting on a crane or trolley with asymmetrical mass distribution HC1 to HC4 Hoisting classes HD1 to HD5 Classes of the type of hoist drive and its operation method i Serial number IFF, IFM Independent wheel pairs of system F/F or F/M j Serial number k Serial number K Drag-coefficient of
terrain K1, K2 Roughness factors l Span of a crane la Aerodynamic length of a crane member lo Geometric length of a crane member mH Mass of the gross or hoist load SIST EN 13001-2:2005+A3:2009

unrestrained grounded load φ2min Term used in calculating φ2 φ3 Dynamic factor for inertial and gravity effects by sudden release of a part of the hoist load φ4 Dynamic factor for loads caused by travelling on uneven surface φ5 Dynamic factor for loads caused by acceleration of all crane drives φ6 Dynamic factor for test loads φ7 Dynamic factor for loads due to buffer forces φ8 Gust response factor ψ Reduction factor used in calculating
aerodynamic coefficients
4 Safety requirements and/or measures 4.1 General Machinery shall conform to the safety requirements and/or measures of this clause. In addition, the machine shall be designed according to the principles of EN ISO 12100-1:2003 and EN ISO 12100-2:2003 for hazards relevant but not significant which are not dealt with by this document (e. g. sharp edges).
4.2 Loads 4.2.1 General 4.2.1.1 Introduction The loads acting on a crane are divided into the categories of regular, occasional and exceptional as given in 4.2.1.2, 4.2.1.3 and 4.2.1.4. For the proof calculation of means of access loads only acting locally are given in ˜4.2.5™. These loads shall be considered in proof against failure by uncontrolled movement, yielding, elastic instability and, where applicable, against fatigue. 4.2.1.2 Regular loads
a) hoisting and gravity effects acting on the mass of the crane; b) inertial and gravity effects acting vertically on the hoist load; c) loads caused by travelling on uneven surface; d) loads caused by acceleration of all crane drives; SIST EN 13001-2:2005+A3:2009

a) loads due to in-service wind; b) snow and ice loads; c) loads due to temperature variation; d) loads caused by skewing. NOTE Occasional loads occur infrequently. They are usually neglected in fatigue assessment. 4.2.1.4 Exceptional loads
a) loads caused by hoisting a grounded load under exceptional circumstances; b) loads due to out-of-service wind; c) test loads; d) loads due to buffer forces; e) loads due to tilting forces; f) loads caused by emergency cut-out; g) loads caused by failure of mechanism or components; h) loads due to external excitation of crane foundation; i) loads caused by erection and dismantling. NOTE Exceptional loads are also infrequent and are likewise usually excluded from fatigue assessment. 4.2.2 Regular loads 4.2.2.1 !!!!Hoisting and gravity effects acting on the mass of the crane When lifting the load off the ground or when releasing the load or parts of the load vibrational excitation of the crane structure shall be taken into account. The gravitational force induced by the mass of the crane or crane parts shall be multiplied by the factor φ1. The masses of cranes or crane parts in class MDC1 (see 4.3.3) shall be multiplied by 1,00,11≤≤δ+=δφ (1) The value of δ depends on the crane structure and shall be specified. The divisions of masses of crane parts in class MDC2 (see 4.3.3) shall be multiplied by 05,00,11≤≤δ±=δφ (2) depending on whether their gravitational acting is partly increasing (+δ) or decreasing (-δ) the resulting load effects in the critical points selected for the proof calculation. SIST EN 13001-2:2005+A3:2009

shall be taken into account by multiplying the gravitational force due to the mass of the hoist load by a factor φ2 (see Figure 1). The mass of the hoist load includes the masses of the payload, lifting attachments and a portion of the suspended hoist ropes or chains etc.
Figure 1 — Factor φφφφ2 The factor φ2 shall be taken as follows: hv2min,22+φ=φ (3) φ2,min and β2 are given in Table 2 for the appropriate hoisting class. For the purposes of this standard, cranes are assigned to hoisting classes ranging from HC1 to HC4 according to their dynamic and elastic characteristics. HC1 requires a flexible structure and a drive system with smooth dynamic characteristics, whereas a rigid structure and a drive system with sudden speed changes imply HC4. The selection of hoisting classes depends on the particular type of cranes and is dealt with in the European Standards for specific crane types, see annex B. Equally, values of φ2 can be determined by experiments or analysis without reference to hoisting class. vh is the steady hoisting speed, in meters per second, related to the lifting attachment. Values of vh are given in Table 3. Table 2 — Values of ββββ2 and φφφφ2,min
Hoisting class of appliance ββββ2 φφφφ2,min HC1 0,17 1,05 HC2 0,34 1,10 HC3 0,51 1,15 HC4 0,68 1,20
%Where HD 1: Creep speed is not available, or the start of the lift without creep speed is possible HD 2: Start of the lift is only possible at creep speed
HD 3: Hoist drive control maintains a steady creep speed until the load is lifted off the ground HD 4: Start of the lift is performed with continuously increasing speed
HD 5: Hoist drive control is automatic and ensures that the speed influence on the dynamic force is negligible& vh,max is the maximum steady hoisting speed; vh,CS is the steady hoisting creep speed. 4.2.2.2.2 Sudden release of a part of the hoist load For cranes that release a part of the hoist load as a normal working procedure, the peak dynamic action on the crane can be taken into account by multiplying the hoist load by the factor φ3 (see Figure 2).
Figure 2 — Factor φφφφ3 The factor φ3 shall be taken as follows: ()3311mmHH+∆−=φ (4) where: ∆mH
is the released part of the hoist load; SIST EN 13001-2:2005+A3:2009

is the mass of the hoist load; 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. 4.2.2.3 Loads caused by travelling on uneven surface The dynamic actions on the crane by travelling, with or without load, on or off roadways or on rail tracks shall be estimated, by experiment or by calculation using an appropriate model for the crane or the trolley and the travel surface or the track, and shall be specified. When calculating the dynamic actions on the crane by travelling, the induced accelerations shall be taken into account by multiplying the gravitational forces due to the masses of the crane and hoist load by a factor φ4. European Standards for specific crane types specify tolerances for rail tracks and ground conditions and give conventional values for φ4. Where there is no specific factor φ4, it may be estimated by using a simple single mass - spring - model for the crane as shown in Figure 3.
Key m mass of the crane and the hoist load; v constant horizontal travelling speedof the crane; c spring constant; z(t) coordinate of the mass centre; h(t) unevenness function describing the step or gap of the rail; Figure 3 — Single mass model of a crane for determining the factor φφφφ4 φ4 may be calculated as follows: sξπφr gv21224+= (5) for travelling over a step (see Figure 4a); G224r gv21ξπφ+= (6) for travelling over a gap (see Figure 4b); where: SIST EN 13001-2:2005+A3:2009

g = 9,81 m/s2is the gravity constant; ξs(αs), ξG(αG) are curve factors that become maximum for the time period after the wheel has passed the unevenness; they can be determined for αs < 1,3 and αG < 1,3 by the diagrams given in Figure 5; where: sshr2vh2qsf=α
(see Figure 5a); veGGqf=α
(see Figure 5b); hs is the height of the step (see Figure 4); eG is the width of the gap (see Figure 4); fq = π2/cm is the natural frequency of a single mass model of the crane (see Figure 3). If unknown, to be taken as 10 Hz.
a) Travelling over a step b) Travelling over a gap Figure 4 — Movement of the wheel centre SIST EN 13001-2:2005+A3:2009

˜
™ a) Travelling over a step b) Travelling over a gap Figure 5 — Curve factors ξξξξs(ααααs) and ξξξξG(ααααG) NOTE The use of this simple model is restricted to cranes whose actual dynamic behaviour corresponds to that of the model. If more than one natural mode contributes a significant response and/or rotation occurs, the designer should estimate the dynamic loads using an appropriate model for the circumstances. 4.2.2.4 Loads caused by acceleration of drives Loads induced in a crane by acceleration or decelerations caused by drive forces may be calculated using rigid body kinetic models. For this purpose, the gross load is taken to be fixed at the top of the jib or immediately below the crab. The load effect Sˆ shall be applied to the components exposed to the drive forces and where applicable to the crane and the gross load as well. As a rigid body analysis does not directly reflect elastic effects, the load effect Sˆ shall be calculated by using a factor φ5 as follows (see Figure 6): SSSi∆+=5ˆφ (7) where: ∆S=Sf -Si is the change of the load effect due to the change of the drive force ∆F = Ff - Fi; Si, Sf are the initial (i) and final (f) load effects caused by Fi and Ff; Fi, Ff are the initial (i) and final (f) drive forces. SIST EN 13001-2:2005+A3:2009

c is the aerodynamic coefficient of the member under consideration; it shall be used in combination with the characteristic area A; values of c shall be as given in annex A; A is the characteristic area of the member under consideration (see annex A); where: q(3) = 0,5 × ρ × v(3)2 is the wind pressure at v(3); ρ
=
1,25 kg/m3 is the density of the air; εS = 0,7 is the conventional start force factor; εM = 0,37 is the conventional mean drive force factor; v(3) = 1,5 × v is the gust wind velocity averaged over a period of 3 seconds; v is the mean wind velocity, which is related to the Beaufort scale, averaged over 10 min in 10 m height above flat ground or sealevel. For the calculation of loads due to in-service wind it is assumed that the wind blows horizontally at a constant mean velocity v at all heights.
Considering a crane member, the component v* of the wind velocity acting perpendicularly to the longitudinal axis of the crane member shall be applied; it is calculated by v* = v × sin αw, where αw is the angle between the direction of the wind velocity v and the longitudinal axis of the member under consideration.
The wind load assumed to act on the gross load in direction of the wind velocity is determined by analogy to the wind loads assumed to act on a crane member, whereas a substitution of v by v* shall not be applied. The factors in the given equations for F (see above) are as follows: F is the wind load acting on the gross load in direction of the wind velocity; c is the aerodynamic coefficient of the gross load in direction of the wind velocity; Ag is the projection of the gross load on a plane normal to the direction of the wind velocity, in square metres. In absence of detailed information of the load it should be assumed c = 2,4 and Ag = 0,0005 × mH , where mH is the mass of the gross load in kilograms. Ag shall not be less than 0,8 m2. Depending upon the type of crane, its configuration, operation and service conditions and the agreed/specified number of out-of-service-days per year, a mean wind velocity v shall be specified. Table 4 gives values of the mean velocity v for standardized wind states. SIST EN 13001-2:2005+A3:2009

Table 4 — In-service wind states Wind v v(3) q(3) εεεεS⋅⋅⋅⋅q(3) εεεεM⋅⋅⋅⋅q(3) State [m/s] [m/s] [N/m2] [N/m2] [N/m2] 1 light 9,4 14 125 88 46 2 normal 13,3 20 250 176 92 3 heavy 18,9 28 500 353 184
The correlation of the mean wind velocity v, the Beaufort scale and the in-service wind states is shown in Figure 7.
˜
Key a Beaufort 1 wind states 1 2 wind states 2 3 wind states 3™ Figure 7 — Correlation of the mean wind velocity v, the Beaufort scale and the in-service wind states
The design is based on the following requirement for the operation of the crane: If the wind velocity, measured at the highest point of the crane, increases and tends to reach v(3), the crane shall be secured or its configuration shall be transformed into a safe configuration. As the methods and/or means for this securing are different and need different time (locking devices at special locations of the crane runway, hand-operated or automatic rail clamps) a lower level of mean wind velocity shall be chosen to start the securing. NOTE Any slender structural member, when placed in a windstream with its longitudinal axis perpendicular to this stream, may become aeroelastically unstable. Means to prevent these effects (e. g. galloping or formation of eddies) by design should be considered both for in-service and out-of-service wind conditions. 4.2.3.2 Snow and ice loads Where relevant, snow and ice loads shall be specified and taken into account. The increased wind exposure surfaces shall be considered. SIST EN 13001-2:2005+A3:2009

Coupled(C) Independent (I) Fixed/Fixed CFF IFF (F/F) Fixed/Movable CFM IFM (F/M) SIST EN 13001-2:2005+A3:2009

Key 1 wheel pair 1 2 wheel pair 2 3 wheel pair I 4 wheel pair n
rail 2 6
rail 1 ˜7
travelling direction 8
guide means™ Figure 9 — Positions of wheel pairs The crane model is assumed to be travelling at constant speed and to have skewed to an angle α, as shown in Figure 10. The crane may be guided horizontally by external means or by wheel flanges. SIST EN 13001-2:2005+A3:2009

Key 1
direction of motion 2
direction of rail 3
wheel pair i
rail 2
instantaneous slide pole 6
rail 1 7
slip 8
guide means Figure 10 — Loads acting on crane in skewed position A guide force Fy is in balance with the wheel forces Fx1i, Fy1i, Fx2i, Fy2i, which are caused by rotation of the crane about the instantaneous slide pole. With the maximum lateral slip sy = α at the guide means and a linear distribution of the lateral slip syi between guide means and instantaneous slide pole, the corresponding skewing forces may be calculated as follows: The guide force Fy may be calculated by ˜gmfFy⋅⋅⋅=ν™ (11) where: m×g is the gravitational force due to the mass of the loaded crane; f = 0,3 ()[]α-250e-l is the friction coefficient of the rolling wheel; where: α is the skewing angle (see Figure 10), in radians; SIST EN 13001-2:2005+A3:2009

for systems F/M; n is the number of wheels at each side of the crane runway; p is the number of pairs of coupled wheels; l is the span of the crane (see Figure 9); µ, µ′ are parts of the span l (see Figure 9); di is the distance of wheel pair i from the guide means (see Figure 9). The forces Fx1i, Fx2i, Fy1i and Fy2i may be calculated by gmfvFgmfvFgmfFgmfFiiyiiyiixiix×××=×××=×××=×××=22112211ξξ (12) where ξ1i, ξ2i, ν1i and ν2i are as given in Table 5.
CFF µµ′l/nh
−hdni1µ IFF 0 −hdni1'µ CFM µµ′l/nh
0 IFM 0
NOTE The drive forces F acting on a crane or a trolley with asymmetrical mass distribution induce the forces H1 and H2, as shown in Figure 11. They are taken into account as regular loads in accordance with 4.2.2.4.
Key ˜1™ gravity centre Figure 11 — Forces acting on a bridge crane with asymmetrical mass distribution, that are induced by acceleration of the travelling drives 4.2.4 Exceptional loads 4.2.4.1 Loads caused by hoisting a grounded load at maximum hoisting speed With reference to 4.2.2.2.1 and Table 10 loads caused by dynamic effects on the crane by transferring an unrestrained grounded load from the ground to the crane are considered as exceptional loads in load combination C1. For this case the estimation of the dynamic factor φ2 is shown in Table 3. 4.2.4.2 Loads due to out-of-service wind The out-of-service wind loads assumed to act on a member of a crane or on the hoist load remaining suspended from the crane are calculated by AczqF××=)( (13) SIST EN 13001-2:2005+A3:2009

HwmAc××==η0005,04,2 where A
is the assumed area of the load and shall not be less than 0,8 m2 ηW
is the factor for the remaining hoist load in out of service condition mH
is the mass of the hoist load in kilograms The equivalent static out-of-service wind pressure is calculated by 2)(5,0)(zvzq××=ρ where: ρ = 1,25 kg/m3 is the density of the air; refrefgrefmrecvvvvzvfzv+=8)()(φ is the equivalent static out-of-service wind velocity; ()[]refrecvzfzv4,010/)(14,0+= For the calculation of loads acting on a crane due to out-of-service wind, it is assumed that the wind blows horizontally at a velocity increasing with the height above the surrounding ground level. Considering a crane member, the component v(z)* of the wind velocity acting perpendicularly to the longitudinal axis of the crane member shall be applied; it is calculated by v(z)* = v(z) × sin αw, where αw is the angle between the direction of the wind velocity v(z) and the longitudinal axis of the member under consideration. Considering the hoist load remaining suspended from the crane the substitution of v(z) by v(z)* shall not be applied.
z is the height above the surrounding ground level, in metres; frec is a factor depending on the recurrence interval R; for crane design in general an out-/of-service wind, which may recur once in intervals of 5 years to 50 years (R = 5 to R = 50) may be selected: frec = 0,8155
for R = 5; frec = 0,8733
for R = 10; frec = 0,9463
for R = 25; frec = 1,0
for R = 50; vm(z) is the 10 minutes mean storm wind velocity in the height z, in metres per second; vref is the reference storm wind velocity, in metres per second, in dependence on the different geographical regions in Europe. It is defined as the mean storm wind velocity with a recurrence interval of once in 50 years, measured at 10 m above flat open country, averaged over a period of 10 minutes. vm(z)/vref = (z/10)0,14 is a simplified roughness coefficient; φ8 = 1,1 is the gust response factor; vg = vref × 2 × K×6 is a 3 seconds gust amplitude beyond the 10 minutes mean storm wind; K = 0,0055 is the drag-coefficient of the terrain. In Figure 12 a storm wind map of Europe is given, roughly indicating the regions where the same reference storm wind velocities are applicable. The reference storm wind velocities for these regions are given in Table 6. More detailed (national) wind maps or local meteorological data can be used as sources for the reference storm wind velocities vref (e. g. ENV 1991-2-4).
Figure 12 — Map of Europe indicating regions where the same reference storm wind velocities are applicable
Table 6 — Reference storm wind velocities vref in dependence on regions in Europe as shown in Figure 12 Region A/B C D E vref [m/s] 24 28 32 36
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