Lighting columns - Part 3-1: Design and verification Specification for characteristic loads
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EESTI STANDARD
EVS-EN 40-3-1:2013
NATIONAL FOREWORD
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EESTI STANDARDI EESSÕNA
EUROPEAN STANDARD
EN 40-3-1
EUROPÄISCHE NORM
February 2013
ICS 93.080.40
Supersedes EN 40-3-1:2000
English Version
Lighting columns - Part 3-1: Design and verification Specification for characteristic loads
Candélabres d'éclairage public - Partie 3-1: Conception et
vérification - Spécification pour charges caractéristiques
Lichtmaste - Teil 3-1: Bemessung und Nachweis Charakteristische Werte der Lasten
This European Standard was approved by CEN on 25 November 2012.
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-CENELEC 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-CENELEC Management Centre has the same
status as the official versions.
CEN members are the national standards bodies of Austria, Belgium, Bulgaria, Croatia, Cyprus, Czech Republic, Denmark, Estonia,
Finland, Former Yugoslav Republic of Macedonia, France, Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia, Lithuania,
Luxembourg, Malta, Netherlands, Norway, Poland, Portugal, Romania, Slovakia, Slovenia, Spain, Sweden, Switzerland, Turkey and United
Kingdom.
EUROPEAN COMMITTEE FOR STANDARDIZATION
COMITÉ EUROPÉEN DE NORMALISATION
EUROPÄISCHES KOMITEE FÜR NORMUNG
Management Centre: Avenue Marnix 17, B-1000 Brussels
© 2013 CEN
All rights of exploitation in any form and by any means reserved
worldwide for CEN national Members.
Ref. No. EN 40-3-1:2013: E
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NORME EUROPÉENNE
Contents
Page
Foreword ..............................................................................................................................................................3
1
Scope ......................................................................................................................................................4
2
Normative references ............................................................................................................................4
3
Terms and definitions ...........................................................................................................................4
4
Symbols ..................................................................................................................................................4
5
5.1
5.2
5.2.1
5.2.2
5.2.3
5.2.4
5.2.5
5.2.6
5.3
5.3.1
5.3.2
5.3.3
5.3.4
Basis of loads.........................................................................................................................................5
Dead loads ..............................................................................................................................................5
Wind pressures ......................................................................................................................................5
General ....................................................................................................................................................5
Reference wind pressure q(10) ............................................................................................................6
Factor for column size ........................................................................................................................6
Factor for the dynamic behaviour of lighting columns, .................................................................6
Topography factor f ...............................................................................................................................7
Exposure coefficient ce(z) .....................................................................................................................7
Shape coefficient ...................................................................................................................................9
Shape coefficient for columns and brackets with circular cross-sections .....................................9
Shape coefficient for columns and brackets with regular octagonal cross-sections ....................9
Shape coefficients for columns and brackets with other cross-sections .................................... 11
Shape coefficient for luminaires ....................................................................................................... 11
6
6.1
6.1.1
6.1.2
6.1.3
6.1.4
6.2
6.2.1
6.2.2
Forces and moments .......................................................................................................................... 11
Forces due to wind pressure and dead load ................................................................................... 11
Horizontal force on any part of the column shaft ............................................................................ 11
Horizontal force on any part of the bracket projecting from the column ..................................... 12
Forces on the luminaire ..................................................................................................................... 12
Forces due to dead loads .................................................................................................................. 12
Moments due to wind pressure and dead loads ............................................................................. 12
Bending moments acting on the column shaft and the bracket .................................................... 12
Torsional moments acting on the column shaft due to wind loads .............................................. 13
Annex A (normative) National wind and meteorological information ........................................................ 14
Bibliography ..................................................................................................................................................... 15
2
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Foreword
This document (EN 40-3-1:2013) has been prepared by Technical Committee CEN/TC 50 “Lighting columns”,
the secretariat of which is held by AFNOR.
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 August 2013, and conflicting national standards shall be withdrawn at
the latest by August 2013.
Attention is drawn to the possibility that some of the elements of this document may be the subject of patent
rights. CEN [and/or CENELEC] shall not be held responsible for identifying any or all such patent rights.
This document supersedes EN 40-3-1:2000.
This document has been prepared under a mandate given to CEN by the European Commission and the
European Free Trade Association.
There are seven parts to the series of standards EN 40 - Lighting columns, as follows
Part 1: Definitions and terms;
Part 2 : General requirements and dimensions;
Part 3: Design and verification:
Part 3-1: Specification for characteristic loads;
Part 3-2: Verification by testing;
Part 3-3: Verification by calculation;
Part 4: Requirements for reinforced and prestressed concrete lighting columns,
Part 5: Requirements for steel lighting columns;
Part 6: Requirements for aluminium lighting columns;
Part 7: Requirements for fibre reinforced polymer composite lighting columns.
According to the CEN/CENELEC Internal Regulations, the national standards organisations of the following
countries are bound to implement this European Standard: Austria, Belgium, Bulgaria, Croatia, Cyprus, Czech
Republic, Denmark, Estonia, Finland, Former Yugoslav Republic of Macedonia, France, Germany, Greece,
Hungary, Iceland, Ireland, Italy, Latvia, Lithuania, Luxembourg, Malta, Netherlands, Norway, Poland, Portugal,
Romania, Slovakia, Slovenia, Spain, Sweden, Switzerland, Turkey and the United Kingdom.
3
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1
Scope
This European Standard specifies design loads for lighting columns. It applies to lighting columns of nominal
height (including any bracket) not exceeding 20 m. Special structural designs to permit the attachment of
signs, overhead wires, etc. are not covered by this European Standard.
The requirements for lighting columns made from materials other than concrete, steel, aluminium or fibre
reinforced polymer composite (for example wood, plastic and cast iron) are not specifically covered in this
standard. Fibre reinforced polymer composite lighting columns are covered in this document, in conjunction
with Annex B of EN 40-7:2002.
This European Standard includes performance requirements for horizontal loads due to wind. Passive safety
and the behaviour of a lighting column under the impact of a vehicle are not addressed. Such lighting columns
will have additional requirements (see EN 12767).
2
Normative references
The following documents, in whole or in part, are normatively referenced in this document and are
indispensable for its application. For dated references, only the edition cited applies. For undated references,
the latest edition of the referenced document (including any amendments) applies.
EN 40-1:1991, Lighting columns — Part 1: Definitions and terms
EN 1990, Eurocode — Basis of structural design
EN 1991-1-4:2005, Eurocode 1: Actions on structures — Part 1-4: General actions — Wind actions
3
Terms and definitions
For the purposes of this document, the terms and definitions given in EN 40-1:1991 apply.
4
Symbols
The following symbols are used in this European Standard.
The definitions are abbreviated, the full definitions being given in the text.
Ab
Projected area of section bracket being considered
Ac
Al
Projected area of section of column shaft being considered
c
Shape coefficient
CALT
Altitude Factor
ce(z)
Exposure coefficient
Cs
Probability factor
cr(z)
D
Roughness Factor
f
Topography factor
Fb
Partial horizontal force on section of bracket being considered
4
Projected area of the luminaire
Diameter or distance across flats
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Fc
Partial horizontal force on section of column shaft being considered
Fl
Partial horizontal or vertical wind force on luminaire
h
Nominal height
kr
Terrain factor depending on the roughness length
p
Design annual probability of exceedence
q(10)
Reference wind pressure
q(z)
Characteristic wind pressure
r
Radius of corner
Re
T
Reynolds number
V
Wind speed
v
Kinematic viscosity of air
Vref
10 minute mean wind velocity at 10 m above ground level for terrain category II
Vref,o
basic value of the reference wind velocity at 10 m above sea level
z
Height above ground
zmin
Is the minimum length defined in Table 3
Zo
Is the roughness length
Period of vibration
Factor for the dynamic behaviour
Factor for column size
Air density
5
Basis of loads
5.1
Dead loads
In addition to the selfweight of the lighting column, the weights of the brackets and the luminaires shall also be
taken into consideration.
5.2
Wind pressures
5.2.1
General
2
The characteristic wind pressure q(z), in N/m , for any particular height above the ground, z, shall be obtained
from the following formula:
q(z) = × × f×ce(z)×q(10)
(1)
where
q(10)
given in 5.2.2, is the reference wind pressure.
given in 5.2.3, is a factor related to the column size.
given in 5.2.4, is a factor dependent on the dynamic behaviour of the column.
f
given in 5.2.5, is a factor related to topography.
ce(z)
given in 5.2.6, is a factor dependent on the terrain of the site and the height above the
ground, z.
NOTE 1
q(10), f and ce(z), are based on the principles given in EN 1991-1-4.
5
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NOTE 2
approach.
5.2.2
The procedure above, using
and
factors, is intended as a simplified procedure that will offer a conservative
Reference wind pressure q(10)
The value of q(10) (in N/m²) accounts for the geographical location of the lighting column. It is derived from the
reference wind velocity Vref (in m/s) using the following formula:
2
q(10) = 0,5× ×(Cs) ×Vref
2
(2)
where
is the 10 minute mean wind velocity at 10 m above ground level for terrain category II
(see Table 1) having an annual probability of exceedence of 0,02 (commonly referred
to as having a mean return period of 50 years).
Vref
Vref = CALT Vref,0
Vref,o
is the basic value of the reference wind velocity at 10 m above sea level obtained from
the wind maps referred to in Annex A;
CALT
is an altitude factor to be taken as 1,0 unless otherwise recommended in the National
Annex to EN 1991-1-4
is the air density. The air density is affected by altitude and depends on the
temperature and pressure to be expected at the site location during wind storms. The
kg/m3, unless otherwise recommended in the
National Annex to EN 1991-1-4.
is a factor to convert Vref from an annual probability of exceedence of 0,02 to other
probabilities, and can be derived from the formula given in Annex A. For lighting
columns the normal requirement is for a mean return period of 25 years, for which the
factor Cs should be taken as 0,92.
Cs
5.2.3
Factor for column size
The greater the size of a surface subject to wind, the more unlikely it is that the maximum pressure, on which
the calculation is based, acts over its full area.
The resultant smaller wind load on a component is taken into account by the factor
the area.
dependent on the size of
The ruling dimension for the size of the area subject to the wind is the greatest dimension in one direction.
For a lighting column, this is the nominal height in metres.
The value of the factor
shall be obtained from the formula:
= 1 - 0,01 h
5.2.4
Factor for the dynamic behaviour of lighting columns,
The factor is dependent upon the basic period of vibration T and the damping of the "column/luminaire"
system and takes into account the increase in the load, resulting from the dynamic behaviour of the lighting
column, caused by wind gusts.
6
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The period of vibration T in seconds for the determination of
either by calculation or by testing.
in accordance with Figure 1 shall be obtained
Key
1
2
metal
prestressed concrete
3
4
reinforced concrete
fibre reinforced polymer composite
Figure 1 — Coefficient
NOTE
In place of Figure 1, curve 1,
4
for the dynamic behaviour of columns
for metal can be calculated using the following formula:
3
2
= 1.00240 - 0.00500T + 0.05144T - 0.22793T + 0.67262T
5.2.5
Topography factor f
The topography factor f shall be taken as 1, unless topography is specified as significant.
Where a topographic feature is significant, the methodology in EN 1991-1-4:2005, Annex A should be used.
The altitude used for calculating CALT shall be the altitude at the base of the topography slope in the upwind
direction.
5.2.6
Exposure coefficient ce(z)
The exposure coefficient accounts for variation of wind pressure with respect to height above ground and
depends on terrain category.
The appropriate terrain category for the location of the lighting column shall be decided on the basis of
Table 1.
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Table 1 — Description of terrain category
Category
Description
I
Rough open sea. Lakeshore with at least 5 km fetch upwind. Smooth flat
country without obstacles.
II
Farmland with boundary hedges, occasional small farm structures,
houses or trees.
III
Suburban or industrial areas and permanent forests
IV
Urban areas in which at least 15 % of the surface is covered with
buildings and their average height exceeds 15 m.
For any particular height of consideration and terrain category, the value of exposure coefficient c e(z) shall be
taken either from Table 2 or Figure 2 whichever is considered more convenient.
NOTE 1
crossing.
For installation on bridges, the height z is measured from the water or ground level over which the bridge is
NOTE 2
If the terrain category is not provided by the purchaser, the calculation are carried out considering category II.
Table 2 — Exposure coefficient ce(z)
Height above ground
Terrain category
Z (m)
8
I
II
III
IV
20
3,21
2,81
2,28
1,72
19
3,17
2,77
2,24
1,69
18
3,14
2,74
2,20
1,65
17
3,10
2,70
2,16
1,60
16
3,07
2,66
2,11
1,56
15
3,03
2,62
2,07
1,56
14
2,98
2,57
2,02
1,56
13
2,94
2,52
1,96
1,56
12
2,89
2,47
1,91
1,56
11
2,83
2,41
1,85
1,56
10
2,78
2,35
1,78
1,56
9
2,71
2,29
1,71
1,56
8
2,64
2,21
1,63
1,56
7
2,57
2,13
1,63
1,56
6
2,48
2,04
1,63
1,56
5
2,37
1,93
1,63
1,56
4
2,25
1,80
1,63
1,56
3
2,09
1,80
1,63
1,56
2
1,88
1,80
1,63
1,56
1
1,88
1,80
1,63
1,56
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where
cr(z) = kr ln (z/zo)
for zmin
z
cr(z) = kr ln (zmin/zo)
for z < zmin
200 m
kr, zo, zmin, are given in Table 3, appropriate to each terrain category.
Table 3 — Values of kr, zo and zmin
Terrain category
I
II
III
IV
kr
0,17
0,19
0,22
0,24
zo (m)
0,01
0,05
0,3
1,0
zmin (m)
2
4
8
16
Key
z
height
ce(z)
exposure coefficient
Figure 2 — Exposure coefficient ce(z)
5.3
Shape coefficient
5.3.1
Shape coefficient for columns and brackets with circular cross-sections
For circular cross-sections, the shape coefficient, c, shall be taken from curve 3 in Figure 3.
5.3.2
Shape coefficient for columns and brackets with regular octagonal cross-sections
For regular octagonal cross-sections with an r/D ratio < 0,075, where r is the radius of corner and D is the
distance across flats, the shape coefficient c shall be taken from curve 1 in Figure 3.
For regular octagonal cross-sections with an r/D ratio > 0,075, the shape coefficient c shall be taken from
curve 2 in Figure 3.
9
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ce(z) = cr (z) + 7 kr cr(z)
ce(z) is determined from the formula:
Where moments are calculated by dividing the assembly into sections not exceeding 2 m in height, the r/D
ratio used to calculate the values of c shall be those at midpoint of each section.
Key
1
2
3
r
< 0,075
D
r
octagonal cross section
0,075
D
octagonal cross section
circular cross section
Figure 3 — Shape coefficient for circular and octagonal cross-sections
Re =
where
VD
v
V
is the wind speed in m/s defined as V =
D
1
q( z )
Cs 0 ,5
is the column diameter or the distance across flats in m
2
-6
2
is the kinematic viscosity of air at 20 °C in m /s shall be taken as 15,1 x 10 m /s
-6
2
shall be taken as 15,1 x 10 m /s
q(z),
Cs and
10
and
are defined in 5.2.1
are defined in 5.2.2
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5.3.3
Shape coefficients for columns and brackets with other cross-sections
For cross-sections other than circular and regular octagonal, the shape coefficient c shall be taken from
EN 1991-1-4 or shall be based on reliable test results.
5.3.4
Shape coefficient for luminaires
It is recommended that the horizontal shape coefficient and the vertical lift coefficient for luminaires, resulting
from wind in the horizontal direction, should be determined from wind tunnel tests. The maximum values
obtained in the test for luminaire inclinations between ± 5° to the horizontal shall be adopted.
Vertical wind loads on the luminaires shall only be considered when their effect will be additional to the loading
condition being considered, i.e. where they do not provide a relieving effect to the member stresses.
In the absence of values determined by wind tunnel tests, or given by the luminaire supplier, a single
horizontal coefficient of 1,0 shall be adopted.
The lift coefficient shall then be taken as zero. Where there is a cluster of luminaires, a corresponding shape
for the cluster shall be taken into account.
6
Forces and moments
6.1
Forces due to wind pressure and dead load
6.1.1
Horizontal force on any part of the column shaft
The horizontal force, in N, on any part of the perpendicular column shaft shall be calculated using the
following formula:
Fc = Ac c q(z)
(3)
where
Fc
is the partial horizontal force, in N, due to wind pressure acting at the centre of the area of
the section of the column shaft being considered;
Ac
is the projected area, in m , on vertical plane normal to the direction of the wind, of the
section of column shaft being considered;
c
is the shape coefficient for the section of the column shaft being considered;
q(z)
is the design wind pressure, in N/m , at a height, z in metres above ground level. The
values of z should be taken at the centre of the area of the section of the column shaft
being considered.
2
2
11
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6.1.2
Horizontal force on any part of the bracket projecting from the column
The horizontal force, in N, on any part of the bracket projecting from the column shall be calculated using the
following formula:
Fb = Ab c q(z)
(4)
where
Fb
is the partial horizontal force, in N, due to wind pressure acting at the centre the area of
the section of the bracket being considered;
Ab
is the projected area, in m , on the vertical plane normal to the direction of the wind, of the
section of the bracket being considered;
c
is the shape coefficient for the section of the bracket being considered;
q(z)
is the design wind pressure, in N/m , at height z in metres above ground level. The value
of z should be taken at the centre of the area of the section of the bracket being
considered.
6.1.3
2
2
Forces on the luminaire
The forces, in N, on the luminaire shall be calculated using the following formula:
Fl = Al c q(z)
(5)
where
Fl
is the partial horizontal or vertical force, in N, due to wind pressure on the luminaire;
Al
is the projected area, in m , on the vertical plane normal to the direction of the wind, of the
luminaire;
c
is the horizontal or vertical shape coefficient of the luminaire;
q(z)
is the design wind pressure in N/m , at height z, in metres above ground level. The value of
z should be taken at the centre of the area of the luminaire.
6.1.4
2
2
Forces due to dead loads
The vertical forces resulting from the weight of the bracket shall be taken to act at the centre of mass of the
bracket.
The vertical forces resulting from the attachment of the luminaire shall be taken to act at the centre of mass of
the luminaire, if known. If this information is not known, the vertical forces resulting from the attachment of the
luminaire should be taken to act at a distance of 0,4 times the total length of the luminaire.
6.2
Moments due to wind pressure and dead loads
6.2.1
Bending moments acting on the column shaft and the bracket
The column shall be taken as being rigidly fixed to the ground, and the bracket as being rigidly fixed to the
column shaft.
The moments due to the design wind pressure and dead loads shall be calculated by a method which reveals
the maximum moments due to the distributed forces acting on the column, brackets and luminaire(s).
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For this purpose the assembly shall be divided into sections not exceeding 2 m in height.
The horizontal design force for each section shall be calculated individually using the appropriate projected
area, shape coefficient and design wind pressure.
Alternative methods for calculating design moment may be used provided that the total moment obtained at
any critical sections not less than that due to the sectional method given above.
6.2.2
Torsional moments acting on the column shaft due to wind loads
For columns having an asymmetrical arrangement of bracket(s) and luminaire(s), the torsional moments at all
critical sections shall be calculated.
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Annex A
(normative)
National wind and meteorological information
(see EN 1991-1-4: Eurocode 1: Actions on structures, General actions – Wind actions, and the relevant
National Annex)
The reference wind velocity Vref,0 shall be derived from EN 1991-1-4 with the accompanying national annex.
Based on EN 1990, lighting columns are normally designed using a wind speed having an annual probability
of exceedence equivalent to a mean return period of 25 years.
If a design for an alternative value of annual probability is required the following formula shall be used:
Cs
1 0, 2 Ln
1 0, 2 Ln
Ln (1 p)
Ln 0,98)
(A.1)
where
Cs
is a statistical factor based on meteorological extreme value wind data
is the design annual probability of exceedance =
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1
Design Life Requirement in Years
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Bibliography
[1]
EN 40-7:2002, Lighting columns — Parte 7: Requirements for fibre reinforced polymer composite
lighting columns
[2]
EN 12767, Passive safety of support structures for road equipment — Requirements, classification
and test methods
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