CEN/TR 1317-6:2012

SLOVENSKI STANDARD
kSIST-TP FprCEN/TR 1317-6:2011
01-december-2011
Oprema cest - 6. del: Varnostne ograje za pešce - Ograje za pešce
Road restraint systems - Part 6: Pedestrian restraint system - Pedestrian parapets
Rückhaltesysteme an Straßen - Teil 6: Fußgängerrückhaltesysteme, Brückengeländer
Ta slovenski standard je istoveten z: FprCEN/TR 1317-6
ICS:
13.200 3UHSUHþHYDQMHQHVUHþLQ Accident and disaster control
NDWDVWURI
93.080.30 Cestna oprema in pomožne Road equipment and
naprave installations
kSIST-TP FprCEN/TR 1317-6:2011 en,fr,de
2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.

kSIST-TP FprCEN/TR 1317-6:2011

kSIST-TP FprCEN/TR 1317-6:2011

TECHNICAL REPORT
FINAL DRAFT
FprCEN/TR 1317-6
RAPPORT TECHNIQUE
TECHNISCHER BERICHT
October 2011
ICS
English Version
Road restraint systems - Part 6: Pedestrian restraint system -
Pedestrian parapets
Rückhaltesysteme an Straßen - Teil 6:
Fußgängerrückhaltesysteme, Brückengeländer

This draft Technical Report is submitted to CEN members for Technical Committee Approval. It has been drawn up by the Technical
Committee CEN/TC 226.
CEN members are the national standards bodies of Austria, Belgium, Bulgaria, Croatia, Cyprus, Czech Republic, Denmark, Estonia,
Finland, France, Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia, Lithuania, Luxembourg, Malta, Netherlands, Norway, Poland,
Portugal, Romania, Slovakia, Slovenia, Spain, Sweden, Switzerland and United Kingdom.

Recipients of this draft are invited to submit, with their comments, notification of any relevant patent rights of which they are aware and to
provide supporting documentation.

Warning : This document is not a Technical Report. It is distributed for review and comments. It is subject to change without notice and
shall not be referred to as a Technical Report.

EUROPEAN COMMITTEE FOR STANDARDIZATION
COMITÉ EUROPÉEN DE NORMALISATION

EUROPÄISCHES KOMITEE FÜR NORMUNG

Management Centre: Avenue Marnix 17, B-1000 Brussels
© 2011 CEN All rights of exploitation in any form and by any means reserved Ref. No. FprCEN/TR 1317-6:2011: E
worldwide for CEN national Members.

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Contents
Foreword . 4
Introduction . 5
1 Scope . 6
2 Normative references . 6
3 Terms, definitions, symbols and abbreviations . 7
3.1 Terms and definitions . 7
3.2 Symbols and abbreviations . 9
4 Requirements . 10
4.1 General . 10
4.2 Construction . 11
4.3 Geometrical requirements . 12
4.4 Design requirements . 14
4.5 Structural safety and serviceability . 18
4.6 Durability . 19
5 Performance verification methods . 20
5.1 General . 20
5.2 Verification by combination of calculations and acceptance criteria . 20
5.3 Verification by testing and acceptance criteria . 21
6 Manufacturing assembly and tolerances . 22
6.1 Storage, handling and transportation. 22
6.2 Instructions for assembly . 22
6.3 Installation of pedestrian parapet . 23
6.4 Tolerances . 23
7 Characteristic aspects of pedestrian parapets . 23
7.1 Safety in use for pedestrians and other highway users (excluding motor vehicles) . 23
7.2 Safety considerations of pedestrians using road bridges and footbridges and similar
structures . 23
7.3 Analysis and test methods . 23
7.4 Durability . 23
8 Labelling and marking . 24
8.1 Identification of pedestrian parapets . 24
8.2 Information to be made available by the manufacturer . 24
Annex A (informative) Partial factors (γγγγ), action combinations and combination factors (ψψψψ) . 26
A.1 Introduction . 26
A.2 Partial factors for actions . 26
A.3 Combinations of actions for ULS . 26
A.4 Combinations of actions for SLS . 28
Annex B (informative) Dynamic impact tests . 30
B.1 Introduction . 30
B.2 Scope . 30
B.3 Normative references . 30
B.4 Terms and definitions . 30
B.5 Test methods . 30
B.6 Expression of results . 35
B.7 Test report . 35
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Annex C (informative) Static tests . 36
C.1 Introduction . 36
C.2 Technical description for testing . 36
C.3 Test specimens . 36
C.4 Position of the test specimen . 36
C.5 Loading . 36
C.6 Static test at serviceability level . 37
C.7 Static test at ultimate state level . 38
C.8 Test requirements . 38
Annex D (informative) Test report . 40
Annex E (informative) Diagrams of constituent parts of a pedestrian parapet . 41
Annex F (informative) Testing under the factory production control . 43
Annex G (informative) Method for ensuring a smooth finish . 44
G.1 Introduction . 44
G.2 Equipment details . 44
G.3 Test procedure . 44
Bibliography . 47

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Foreword
This document (FprCEN/TR 1317-6:2011) has been prepared by Technical Committee CEN/TC 226 “Road
equipment”, the secretariat of which is held by AFNOR.
This document is currently submitted to the Technical Committee Approval.
The series of standards EN 1317 on “Road restraint systems” contains the following parts:
 Part 1: Terminology and general criteria for test methods;
 Part 2: Performance classes, impact test acceptance criteria and test methods for safety barriers
including vehicle parapets;
 Part 3: Performance classes, impact test acceptance criteria and test methods for crash cushions;
 Part 4: Performance classes, impact test acceptance criteria and test methods for terminals and
1)
transitions of safety barriers ;
 Part 5: Product requirements and evaluation of conformity for vehicle restraint systems;
2)
 Part 6: Pedestrian restraint systems — Pedestrian parapets ;
 Part 7: Performance classes, impact test acceptance criteria and test methods for terminals of safety
2)
barriers ;
 Part 8: Motorcycle road restraint systems which reduce the impact severity of motorcyclist collisions with
2)
safety barriers .
1) ENV 1317-4:2001 will be superseded by future EN 1317-4, Road restraint systems — Part 4: Performance classes,
impact test acceptance criteria and test methods for transitions of safety barriers (under preparation).
2) Under preparation.
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Introduction
The safety considerations of pedestrians using road bridges, footbridges and similar elevated structures
require the installation of special road restraint systems, so called pedestrian restraint systems or pedestrian
parapets.
Pedestrian parapets are used to prevent people from falling off a bridge or other type of elevated structure
Aspects included in the Technical Report are
a) safety in use for pedestrians and other highway users (excluding motor vehicles),
b) the safety considerations of pedestrians using road bridges and footbridges and similar structures
c) analysis and test methods,
d) durability,
e) labelling and marking.
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1 Scope
This Technical Report specifies geometrical and technical requirements for the design and manufacture for
pedestrian parapets on road bridges, on footbridges, on top of retaining walls and on similar elevated
structures.
This Technical Report also specifies test methods and provision for the labelling and marking of these
products.
This Technical Report does not cover
 vehicle restraint systems
 pedestrian restraint systems in residential, commercial or industrial buildings and within their perimeter,
 non-rigid rails i.e. rope, cables.
This Technical Report may be used for pedestrian parapets on structures which crossover railways, rivers and
canals.
2 Normative references
The following referenced documents are indispensable for the application of this document. For dated
references, only the edition cited applies. For undated references, the latest edition of the referenced
document (including any amendments) applies.
EN 1317-1:2010, Road restraint systems — Part 1: Terminology and general criteria for test methods
EN 1990:2002, Eurocode — Basis of structural design
EN 10204, Metallic products — Types of inspection documents
EN 12767, Passive safety of support structures for road equipment — Requirements, classification and test
methods
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3 Terms, definitions, symbols and abbreviations
3.1 Terms and definitions
For the purposes of this document, the terms and definitions given in EN 1317-1:2010 and the following apply.

Key
1 pedestrian walking surface
2 plinth (concrete, steel, or other material)
3 manufactured pedestrian parapet covered by this Technical Report (manufactured product in steel, aluminium, wood,
or other material which is capable of meeting the requirements of this Technical Report)
Figure 1 — Pedestrian parapet
NOTE See informative Annex E for examples of parapets, Figure E.1 and E.2.
3.1.1
base-plate
plate attached to the base of a pedestrian parapet post, which is used to fix the pedestrian parapet to the
structure
3.1.2
design working life
period of time in which the product or component is required to maintain the declared performance
characteristics and will not require repair or withdrawal from service under normal maintenance and intended
use conditions
3.1.3
handrail
rigid rail attached to or part of a pedestrian parapet to assist and guide pedestrians
NOTE The top rail may also function as the handrail.
3.1.4
infilling
material that is fixed to posts and/or rails of a pedestrian parapet in order to reduce the size of openings
(voids)
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3.1.5
kicking plate
continuous upstand which can be attached to the bottom of the pedestrian parapet
3.1.6
overall working height
H
O
total working height (regulatory height) of the pedestrian parapet above the pedestrian walking surface
NOTE See Figure 1.
3.1.7
panel
section of a pedestrian parapet bounded by two posts
NOTE The panel includes any surrounding posts and rails.
3.1.8
pedestrian parapet
pedestrian or other users restraint system along or on top of a bridge, retaining wall or similar structure which
is not intended to act as a road vehicle restraint system
3.1.9
pedestrian restraint system
product designed to meet the requirements of this Technical Report
3.1.10
plinth
continuous upstand which supports the posts of the pedestrian parapet and which is part of the main structure
to which it is attached
3.1.11
post
vertical or inclined member of a pedestrian parapet which withstands both horizontal and vertical forces and
transmits these forces to the supporting structure
3.1.12
product height
H
p
overall height of the manufactured product including base-plate if provided
NOTE See Figure 1.
3.1.13
rail
member of a pedestrian parapet that transmits vertical and horizontal forces to the posts
NOTE Top and other rails are included.
3.1.14
spaces, gaps and voids
space formed by the surrounding infilling of posts and rails
3.1.15
traffic loads
non-vehicular loads caused by pedestrians and other highway users e.g. cyclists and equestrians
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3.2 Symbols and abbreviations
For the purposes of this document, the following symbols and abbreviations apply:
3.2.1 Latin upper case letters
A Design value of an accidental action
d
C Limiting design value of the relevant serviceability criterion
d
D Declared dimension(s) of spaces and voids
s
D Diameter of spherical object which defines the dimensions of the spaces and voids
b
E Energy
E Design value of effect of actions
d
F Design value of an action (load)
d
F Design value of connection to main structure
dc
F Characteristic horizontal point load caused by traffic
hk
F Design load perpendicular on the infill
pdn
F Test load
T
F
Test load at serviceability level
T,S
F Test load at ultimate level
T,U
F
w Resultant Wind force
G Characteristic value of a permanent action
k
H Overall height in metres of the pedestrian parapet above the pedestrian walking surface
O
H The vertical height of the manufactured pedestrian parapet
P
Q Characteristic value of the concentrated horizontal traffic loads
hk
Q Characteristic value of the concentrated vertical traffic loads
vk
R Design resistance
d
R Characteristic resistance
k
R Resistance derived from testing
T
S Slope of load/deformation curve
S Load from snow removal machinery
n,dyn
S Snow load
n
SLS Serviceability Limit State
ULS
Ultimate Limit State
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3.2.2 Latin lower case letters
b
Width of footway
q  Characteristic value of the uniformly distributed horizontal traffic loads
hk
(line load or patch load)-top rail
q Characteristic value of the uniformly distributed horizontal traffic loads
hki
(line load or patch load)-other rails
q Characteristic value of the uniformly distributed vertical traffic loads
vk
(line load or patch load)
3.2.3 Greek lower case letters
Test resistance reduction factor (and bag angle B.4.4)
α
Partial factor
γ
Partial factor for accidental actions
γ
A
Partial factor for permanent actions (e.g. self weight permanent actions)
γ
Gs
Partial factor for a material property
γ
M
Partial factor for variable actions (traffic loads, wind loads, snow loads)
γ
Q
Horizontal deformation or deflection
δ
h
Combination factor
ψ
Factor for the combination value of a variable action
ψ
Factor for the frequent value of a variable action
ψ
4 Requirements
4.1 General
Pedestrian parapets should be designed and/or tested and should conform to the requirements of this
Technical Report.
NOTE 1 Where a vehicle restraint system is required to function also as a pedestrian parapet, the requirements of EN 1317-5 should
be met.
Figures in Annex E illustrate the constituent parts of a pedestrian parapet.
NOTE 2 Manufacturers may provide other design types which are not shown in Annex E provided they comply with the requirements
of this Technical Report.
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4.2 Construction
4.2.1 Assembly
Design, drawings, installation and maintenance instructions should be provided describing the measures that
have to be taken in order to achieve the following performances where they form part of the pedestrian
parapet:
a) a continuous flowing alignment;
b) smooth surfaces;
c) the absence of sharp edges that could cause injury to users;
d) the provision for expansion, contraction and movement of the main structure (e.g. under traffic loads and
temperature effects) so that these do not endanger the performance or flowing alignment;
e) the avoidance of corrosion pockets;
f) the provision for adequate drainage in hollow sections and channels;
g) the compatibility between component parts so that there is avoidance of electrolytic action;
h) that fixings and fittings cannot be loosened without using tools;
i) to demonstrate the ease of assembly at site location, the ease of maintenance and repair including the
replacement of parts;
j) finish and surface protection;
k) any special provisions for end posts / panels.
NOTE A method for ensuring a smooth finish is described in Annex G.
4.2.2 Optional facilities
The following optional facilities may be declared:
a) safety provisions for maintenance personnel;
b) provision for the fixing of a safety harnesses to support the weight of maintenance personnel to be fixed
to the posts;
c) special provisions for the safe passage of cyclists;
d) the manufactured height of a kicking plate;
e) the manufactured height of solid infill where horses and cattle are expected to use the bridge or structure,
the position of the infill is to be specified;
f) measures to prevent snow, debris and other hazards from falling on to traffic below the bridge or
structure;
g) the provision of a plinth, which shall have a minimum height of 50 mm;
h) specification for the provision of a steel cable inside the handrail;
i) avoidance of footholds to discourage climbing;
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j) provision for intervisibility;
k) meeting the requirements of EN 12767.
4.3 Geometrical requirements
4.3.1 Height of manufactured product
The height H of the manufactured pedestrian parapet should be declared. Where the pedestrian parapet is to
p
be installed at an angle, the vertical height H should be declared see Figure 1.
p
NOTE The overall height H of the pedestrian parapet is related to H but depends on the location of the fixing. See
O p
Figure 1 for examples. Where the post height exceeds the height of the top horizontal rail the declared height should be to the top of
the top rail.
Table 1 — Minimum heights
Height (H ) Height
p
m
A 1
B 1,1
C 1,2
D 1,4
E 1,6
F 1,5
G 1,8
Height should be measured with equipment that accords EN ISO 9001.
4.3.2 Spaces and voids
The spaces and voids should not allow the passage of a spherical object with a diameter D . The maximum
b
value of D should be declared as D . Various values for D should be declared in relation to height, see
b s s
Figure 2.
Determination of D should take account of manufacturing tolerances and measured from a sample (using
s
callipers) and/or an analysis of the manufacturing drawings.
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Table 2 — Maximum spaces & voids
Void D Diameter
s
mm
0 D = 0
S
15 D = 15
S
30 D = 30
S
50 D = 50
S
60 D = 60
S
100 D = 100
S
110 D = 110
S
120 D = 120
S
130 D = 130
S
150 D = 150
S
300 D = 300
S
500 D = 500
S
NOTE The selection of void size(s) may have implications for
i) the avoidance of footholds which could make provision for persons to climb the pedestrian parapet (e.g. minimum
height 1,1 m and no horizontal ledges on traffic face greater than 15 mm);
ii) visibility (transparency / intervisibility) for drivers particularly at road junctions where there is a need for side visibility
(e.g. percentage of clear view area through parapet when viewed at a specified angle);
iii) the avoidance of objects being thrown through the pedestrian parapet onto traffic below (e.g. limiting a void / space
size to 5 mm).
The above implications are mainly related to the site location of the pedestrian parapet which is not an issue for this
Technical Report and further guidance on the selection of sizes may be found in guideline requirements prepared by
Member States.
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Key
A fixing level
D diameter in mm
S
H height level in mm
Report each D value for each H level measured from fixing level, e.g.
S
D from H1 to H2
S1
D from H2 to H3
S2
D and D from H3 to H4
S3(i) S3(ii)
D from H3 to H4
S4
etc.
Figure 2 — Spaces and voids
4.4 Design requirements
4.4.1 General
The design working life under given use and maintenance conditions should be declared.
NOTE A minimum design working life of 25 years is normally required, excluding the possibility of accidental action
(see EN 1990:2002, 2.3).
Pedestrian parapets should be designed in accordance with the general requirements in EN 1990:2002 and
EN 1991 and the material resistance requirements in EN 1992, EN 1993, EN 1994, EN 1995, EN 1996 and
EN 1999 (see subclauses below) for the following limit states:
a) Ultimate Limit State (ULS) (see 4.5.2);
b) Serviceability Limit State (SLS) (see 4.5.3).
Partial factors and combinations of actions that are in accordance with EN 1990:2002, A.2 are given in
Annex A of this Technical Report.
The manufacturing tolerances should be taken into account in the design of the parapet including method(s)
used to deal with the deformation resulting from traffic loads and temperature effects in the main structure.
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4.4.2 Connections to the main structure
The connections to the parapet base should be designed so that at the ULS the pedestrian parapet
connections should cause no damage to any part of the structure.
The design resistance of the connection to the main structure should be at least 1,25 times the ultimate
resistance of the member of the pedestrian parapet being connected.
EXAMPLE Frangible bolts may be used provided that the pedestrian parapet anchorages have a design resistance
at least 1,25 times that of the ultimate resistance of the frangible bolts.
The design resistance value of the connection to the main structure, F (in kN), should be declared.
dc
4.4.3 Traffic loads
4.4.3.1 General
For the design of pedestrian parapets, traffic loads are defined as loads in horizontal and vertical directions
and can be applied as distributed or as point loads.
The loads should be applied as given in Annex A.
Rails are not loaded simultaneously.
4.4.3.2 Horizontal uniformly distributed traffic loads
4.4.3.2.1 General
The horizontal uniformly distributed traffic load q should be declared for the top rail, and where a different
hk
value is declared for other rails, it should be declared as q .
hki
4.4.3.2.2 Method 1
The characteristic value of the horizontal uniformly distributed traffic load q on the top rail and other
hk
horizontal rails can be specified from the loads given in Table 3.
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Table 3 — Minimum loads — Method 1
Load q
hk
kN/m
A 0,4
B 0,8
C 1,0
D 1,2
E 1,6
F 2,0
G 2,4
H 2,8
J 3,0
NOTE Minimum class C (q = 1,0 kN/m, for forces transferred by the pedestrian parapet) and class B (q = 0,8 kN/m, for service
hk hk
side path) are recommended by EN 1991-1-2:2002, 4.8, Note 2, for the structural design of bridge decks.
4.4.3.2.3 Method 2
The characteristic value of the horizontal uniformly distributed traffic load q to be applied to the top rail, can
hk
be determined in the range between 1,0 kN/m (1,0 kN/m for footways used by maintenance personnel only)
and 2,8 kN/m according to the following equation:
q = 0,5 (1,0 + b) kN/m, 1,0 kN/m ≤ q ≤ 2,8 kN/m (1)
hk hk
where
b is the width of the elevated footway or footpath subject to pedestrian traffic.
Other horizontal rails should withstand a minimum characteristic horizontal uniformly distributed load q equal
hki
to 1,0 kN/m.
NOTE 1 Based on the selected UDL in Method 1, the width b of Method 2 may be calculated.
NOTE 2 Minimum class C (q = 1,0 kN/m, for forces transferred by the pedestrian parapet) and class B (q = 0,8 kN/m,
hk hk
for service side path) are recommended by EN 1991-1-2:2002, 4.8, Note 2, for the structural design of bridge decks.
4.4.3.3 Concentrated horizontal traffic point load
A pedestrian parapet rail should withstand a concentrated horizontal point load Q applied to any point of the rail.
hk
The concentrated horizontal traffic point load Q should be declared.
hk
The minimum value for Q can be 1,0 kN.
hk
4.4.3.4 Vertical uniformly distributed traffic loads
All horizontal and inclined elements up to 60° of a pedestrian parapet should withstand a vertical uniformly
distributed traffic load q .
vk
The vertical uniformly distributed traffic load q should be declared.
vk
The minimum value for q can be 1,0 kN.
vk
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4.4.3.5 Concentrated vertical point traffic load
A concentrated vertical point load Q should be applied to any point of the horizontal and inclined elements of
vk
a pedestrian parapet.
The concentrated vertical point traffic load Q should be declared.
vk
The minimum value for Q can be 1,0 kN.
vk
4.4.4 Load(s) on infill
Where the design of a pedestrian parapet includes infill then the load(s) on infill F should be applied
pdn
perpendicular to the plane of the infill.
The load(s) on infill F should be declared.
pdn
The loads can be static or dynamic as described in Table 4.
When there is no infill, the value for F should be declared as nil.
pdn
NOTE Different infill types may have different loads, all of which should be declared.
Table 4 — Minimum loads on infill, F
pdn
Load F Application Note
pdn
1 1,0 kN For infill including mesh and solid infill, it This can be verified by calculation and/or
should withstand a distributed load of static test
1 kN applied on an area of 125 mm ×
125 mm on a 700 mm × 700 mm grid at
any position perpendicular to the infill
without any deformation.
2 1,0 kN For vertical infill members it should This can be verified by calculation and/or
withstand a line load of 1,0 kN applied on static test
a length of 125 mm on a 700 mm centres
in any direction on single infill members
perpendicular to the member without any
deformation.
3 1,5 kN As for load 1 but the 1,0 kN is replaced This can be verified by calculation and/or
by 1,5 kN static test
4 1,5 kN As for load 2 but the 1,0 kN is replaced This can be verified by calculation and/or
by 1,5 kN static test
5 600 J 600 J at any part of the infill and meets This can be verified by Annexes B and D.
soft body the requirements of Table 6
6 30 J 30 J on any part of the infill and meets This can be verified by Annexes B and D
hard body the requirements of Table 6 and may be suitable for testing frangible
materials
7 3,75 J 3,75 J on any part of the infill and meets This can be verified by Annexes B and D
hard body the requirements of Table 6 and may be suitable for testing frangible
materials
NOTE Loads 1 to 4 are static loads and 5 to 7 are dynamic loads.

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4.4.5 Wind actions
The pedestrian parapet should be designed to withstand a wind action Fw.
The wind action force F should be declared.
w
The declared force F can be determined in accordance with EN 1991-1-4:2005, Clause 8 which may use an
w
informative value of 0,8 kN/m².
The minimum value for F can be 0,8 kN/m².
w.
For pedestrian parapets with H not exceeding 1,2 m and structural properties that do not make them
o
susceptible to dynamic excitation, the simplified method of analysis according to EN 1991-1-4:2005, 8.3.2 may
be used. Where the height H (Figure 1) exceeds 1,2 m the general method in accordance with
o
EN 1991-1-4:2005, 8.3.1 may be used.
For secondary structural elements, wind actions may be ignored.
4.4.6 Snow load(s)
Where the design of a pedestrian parapet allows for snow load(s) S , the value of S should be declared.
n n
The declared snow load(s) S can be determined in accordance with EN 1991-1-3.
n
The minimum value for S can be 1,0 kN/m².
.
n
When no snow load is declared, the value(s) for S should be declared as nil.
n
4.4.7 Accidental action(s)
Where the design of a pedestrian parapet allows for an accidental action(s) which could include an accidental

load, caused by machinery clearing snow, litter etc., the value should be declared as accidental action load A
d
or S if it is a snow clearing action and the parts of the pedestrian parapet that can withstand this load
n,dyn
should be identified on the drawings and in the specification for the product.
The minimum value for A or S can be 1,0 kN/m² or 3,75 kN/m² which value can be proportioned to the
d n,dyn
area of solid infill.
When no accidental action(s) is declared the value(s) for A / S should be declared as nil.
d n,dyn
4.5 Structural safety and serviceability
4.5.1 General
For verification of the pedestrian parapet in limit state, the material properties and structural behaviour should
be obtained, according to the material, from EN 1992, EN 1993, EN 1994, EN 1995, EN 1996 or EN 1999.
NOTE See also 5.2.
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4.5.2 Ultimate limit state
The structural safety of the pedestrian parapet should be verified under ULS. Conditions considering the
combinations of actions are given in Annex A.
The design resistance R of each member of the pedestrian parapet at ULS should be equal to or greater than
d
the design value of effects of the relevant combination of actions E .
d
R ≥ E (2)
d d
where
R = R /γ .
d k M
Where the design of the pedestrian parapet allows for loads 5, 6, 7 in Table 4, these dynamic impact loads are
combined with permanent actions by means of the testing procedure and need not be considered further.
Combinations of actions and the recommended partial factors for serviceability and ultimate limit states should
be as in Annex A.
4.5.3 Serviceability limit state
The serviceability of the pedestrian parapet should be verified under SLS conditions for the following situations
considering the combinations of actions given in Annex A.
The design criterion C of the pedestrian parapet at SLS should be equal to or greater than the design value of
d
the effects of the relevant combination of actions E .
d
C ≥ E (3)
d d
The deformation at SLS should not exceed the values specified below. No plastic deformation is allowed.
The deformation at SLS should not exceed the values specified in the following situations:
a) Traffic and wind
The horizontal deformation δ caused by F , should not exceed the value listed below:
h d SLS
δ ≤ 0,01 of the vertical distance to the walking face at any point.
h
The deformation may be either calculated or measured by testing.
The horizontal deformation δ should be declared.
h
b) Snow load(s) and accidental action(s)
Where the design of the pedestrian parapet allows for snow load(s) and/or accidental action(s), the
design performance should be declared. Otherwise, a nil performance should be declared.
4.6 Durability
The material used and systems applied for protection of the pedestrian parapet should be declared.
The maintenance regime(s) to be used for the pedestrian parapet, including any special precautions, should
be also declared. An assessment of the materials durability rating (according to appropriate material
standards and experience) should be provided. A durability statement, including the following, should be
declared.
kSIST-TP FprCEN/TR 1317-6:2011
FprCEN/TR 1317-6:2011 (E)
a) Description of the system:
1) product descriptions (e.g. materials, coating types, coating(s) thickness);
2) composition;
3) procedures (e.g. preparation, application regime, drying time, treatment of corner and edge effects).
b) Maintenance manual:
1) recommended inspection intervals;
2) recommended inspection methods;
3) how to evaluate the inspection results (e.g. degree of degradation);
4) procedures for small repair work (including products and procedures);
5) procedures (including preparation, application regime, drying time, treatment of corners and edges,
environmental control, special requirements);
6) special environmental precautions.
NOTE Further information on FPC, protection systems and matters influencing durability are given in Annex F.
5 Performance verification methods
5.1 General
Performance verification should be done either by calculation; a combination of calculation and static testing;
a combination of calculation, static testing and dynamic testing or by a combination of static and dynamic
testing. The surface finish should be verified as demonstrated in Annex G.
All testing should be carried out as described in Annexes B and C.
The resistance of infill and panels to dynamic impact loads (5, 6 and 7 loads in Table 4) may only be verified
by testing. The testing methods specified in Annex B should be used and the test results should be reported
as given in Annex D.
5.2 Verification by combination of calculations and acceptance criteria
The pedestrian parapet should be designed in accordance with EN 1992, EN 1993, EN 1994, EN 1995,
EN 1996 or EN 1999 for the materials used to fabricate the pedestrian parapet and the combinations of
actions defined in Annex A.
Materials for which no European Technical Specification or ISO standard exist design assisted by testing
should be carried out in accordance with EN 1990:2002.
Additional calculations and/or tests should be provided to demonstrate the adequacy of
a) joints i.e. welds, screws, nuts, bolts, glues,
b) anchorages and/or holding down bolts.
kSIST-TP FprCEN/TR 1317-6:2011
FprCEN/TR 1317-6:2011 (E)
5.3 Verification by testing and acceptance criteria
5.3.1 Static load tests
5.3.1.1 Location and execution
Annex C gives the procedures that should be used for the static load testing.
5.3.1.2 Acceptance criteria
The acceptance criteria that should be used for static load tests are given in Table 5.
Table 5 — Static load test acceptance criteria
Test procedure Property Acceptance criteria
Deflection Should not exceed values given in 4.5.3 by a maximum of 20 %
Strength No cracks, visible with the naked eye, corrected for normal vision
C.6 from a maximum distance of 1 m and no overall buckling
Local strength No local buckling and no part of the specimen should become
loose or detached.
Strength No softening behaviour (C.7.2), or buckling
C.7 Local strength No visible cracks, local buckling or distortion
Material behaviour No hardening or brittle behaviour

For all loads in Table 4, the sphere diameter D should not pass through the test panel.
b
5.3.2 Dynamic energy load tests
5.3.2.1 Location and execution
The resistance of infill to dynamic impact loads (loads 5, 6 and 7 in Table 4) should be verified by testing. The
testing methods specified in Annex B should be used.
More than one test may be required as required by the test house. At least one test should be carried out at a
point of first contact located at 25 % of the length and 50 % of the height of the infill.
5.3.2.2 Acceptance criteria
The pedestrian parapet, when subjected to the dynamic impact loads (loads 5, 6 and 7 in Table 4), should
comply with the acceptance criteria set out in Table 6.
kSIST-TP FprCEN/TR 1317-6:2011
FprCEN/TR 1317-6:2011 (E)
Table 6 — Dynamic load test acceptance criteria
(loads 5, 6 and 7 in Table 4)
Infill load test Energy absorption Acceptance criteria
Table 4 level
a) No part of the infill should be detached or dislodged.
b) An object larger than the declared value(s) D should
s
not be able to pass through the tested infill.
Soft body load 5 E = 600 J
c) The infill should not be separated from the structure of
the parapet.
d) No infill member or its connection should fracture.
e) The hard body should not pass through the infill.
f) The infill or its connections should not fail in a
manner, which would present a danger to
Hard body load 6 E = 30,0 J
pedestrians, e.g. present sharp edges.
a
g) No full depth cracks should occur.
a
h) No infill member or its connection should fracture.
i) The hard body should not pass through the infill.
j) The infill or its connections should not fail in a
Hard body load 7 E = 3,75 J
manner, which would present a danger to
pedestrians, e.g. present sharp edges.
a
Applicable to ductile materials only.

6 Manufacturing assembly and tolerances
NOTE Information on manufacturing assembly and tolerances should be given on the pedestrian parapet drawings
and/or the installation manual as described below.
6.1 Storage, handling and transportation
Procedures with methods for the handling and transportation of the product should be provided. In addition,
suitable storage areas preventing damage or deterioration of the product should also be provided.
6.2 Instructions for assembly
An installation manual including sub-assembly drawings and setting out how the pedestrian parapet should be
safely installed to replicate the declared product’s performance. The statement should make reference to
items such as
a) description of the installation works, including special equipment,
b) procedures for installation (erection, assembly, foundations, etc.),
c) description of suitable support conditions for the system,
d) provisions for repair and maintenance,
e) any other information relevant (e.g. recycling information, details of toxic or dangerous materials present
in the works),
f) bolt torque,
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