SIST EN 16432-2:2017
(Main)Railway applications - Ballastless track systems - Part 2: System design, subsystems and components
Railway applications - Ballastless track systems - Part 2: System design, subsystems and components
This part of FprEN 16432 specifies system and subsystem design and component configuration for ballastless track system.
The system and subsystem design requirements are assigned from the general requirements of FprEN 16432-1:2016. Where applicable, existing subsystem or component requirements from other standards are to be referenced.
Bahnanwendungen - Feste Fahrbahn-Systeme - Teil 2: Teilsysteme und Komponenten
Dieser Teil von EN 16432 behandelt die Bemessung von System und Teilsystem und die Anordnung der Komponenten für Feste Fahrbahn-Systeme (FF-Systeme).
Die Konstruktionsanforderungen an das System und das Teilsystem sind den allgemeinen Anforderungen von EN 16432 1:2016 entnommen. Auf Anforderungen an bestehende Teilsysteme oder Komponenten aus anderen Normen ist zu verweisen, sofern zutreffend.
Applications ferroviaires - Systèmes de voies sans ballast - Partie 2 : Sous-systèmes et composants
La présente partie de l’EN 16432 spécifie la conception du système et des sous-systèmes et de la configuration des composants destinés au système de voie sans ballast.
Les exigences relatives à la conception du système et des sous-systèmes sont dérivées des prescriptions générales de l’EN 16432-1. Le cas échéant, les exigences existantes relatives aux sous systèmes ou aux composants figurant dans d’autres normes doivent être appliquées.
Železniške naprave - Progovni sistemi z utrjenimi tirnicami - 2. del: Projektiranje sistema, podsistemi in sestavni deli
Ta del standarda prEN 16432 zajema projektiranje sistemov in podsistemov ter konfiguracijo sestavnih delov za progovni sistem z utrjenimi tirnicami.
Zahteve glede projektiranja sistemov in podsistemov so navedene v skladu s splošnimi zahtevami standarda prEN 16432 1: 2014. Po potrebi se je treba sklicevati na obstoječe zahteve za podsisteme ali sestavne dele iz drugih standardov.
General Information
Standards Content (Sample)
SLOVENSKI STANDARD
01-oktober-2017
Železniške naprave - Progovni sistemi z utrjenimi tirnicami - 2. del: Projektiranje
sistema, podsistemi in sestavni deli
Railway applications - Ballastless track systems - Part 2: System design, subsystems
and components
Bahnanwendungen - Feste Fahrbahn-Systeme - Teil 2: Teilsysteme und Komponenten
Applications ferroviaires - Systèmes de voies sans ballast - Partie 2 : Sous-systèmes et
composants
Ta slovenski standard je istoveten z: EN 16432-2:2017
ICS:
45.080 7UDþQLFHLQåHOH]QLãNLGHOL Rails and railway
components
93.100 Gradnja železnic Construction of railways
2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.
EN 16432-2
EUROPEAN STANDARD
NORME EUROPÉENNE
August 2017
EUROPÄISCHE NORM
ICS 93.100
English Version
Railway applications - Ballastless track systems - Part 2:
System design, subsystems and components
Applications ferroviaires - Systèmes de voies sans Bahnanwendungen - Feste Fahrbahn-Systeme - Teil 2:
ballast - Partie 2 : Conception du système, sous- Systementwurf, Untersysteme und Komponenten
systèmes et composants
This European Standard was approved by CEN on 28 May 2017.
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, Serbia, Slovakia, Slovenia, Spain, Sweden, Switzerland,
Turkey and United Kingdom.
EUROPEAN COMMITTEE FOR STANDARDIZATION
COMITÉ EUROPÉEN DE NORMALISATION
EUROPÄISCHES KOMITEE FÜR NORMUNG
CEN-CENELEC Management Centre: Avenue Marnix 17, B-1000 Brussels
© 2017 CEN All rights of exploitation in any form and by any means reserved Ref. No. EN 16432-2:2017 E
worldwide for CEN national Members.
Contents Page
European foreword . 6
Introduction . 7
1 Scope . 8
2 Normative references . 8
3 Terms and definitions . 9
4 Symbols and abbreviations . 10
5 General . 15
5.1 Ballastless track system, subsystems and components . 15
5.2 Subsystems configuration . 16
5.2.1 Ballastless track system with continuous support and embedded rails . 16
5.2.2 Ballastless track system with discrete rail seats . 17
6 System design . 18
6.1 Establishing the system criteria . 18
6.2 System assurance plan . 19
6.3 System integration . 19
6.4 Vertical track stiffness . 19
6.5 Track stability . 19
6.6 Load distribution and load transfer by subsystems and components . 20
6.6.1 Principles . 20
6.6.2 Calculation steps. 21
6.6.3 Determination of forces (rail seat loads) between subsystems fastening system and
supporting structure (prefabricated element or pavement) . 22
6.6.4 Prefabricated element loading and load distribution . 22
6.6.5 Pavement design . 23
6.7 Loading of substructure . 25
6.8 Transitions . 26
7 Rails . 26
8 Rail fastening systems . 26
8.1 General . 26
8.2 Rail fastening spacing . 26
8.3 Adjustment . 26
9 Prefabricated elements . 26
9.1 General . 26
9.2 General design considerations . 27
9.2.1 Data to be supplied for the general system design . 27
9.2.2 Individual precast element design . 27
9.3 Manufacturing process . 27
9.3.1 General requirements . 27
9.3.2 Curing . 28
9.3.3 Surface finish . 28
9.3.4 Marking . 28
9.4 Quality control . 28
9.4.1 General . 28
9.4.2 Quality control during design approval tests . 28
9.4.3 Quality control during manufacturing . 29
9.5 Concrete sleepers, bearers and blocks . 29
9.6 Prefabricated slabs and frames . 29
9.6.1 Classification . 29
9.6.2 Design . 30
9.6.3 Materials . 31
9.6.4 Geometrical tolerances . 32
9.6.5 Storage, handling, transport and on-site installation . 32
9.7 Filling layer . 33
10 Pavements (layered structure). 33
10.1 General . 33
10.2 Concrete pavements . 34
10.2.1 Application . 34
10.2.2 Materials . 34
10.2.3 Functional requirements . 34
10.3 Asphalt pavements . 37
10.3.1 Application . 37
10.3.2 Design . 37
10.3.3 Geometrical requirements . 37
10.3.4 Asphalt materials and mix design . 38
10.3.5 Materials for surface layer . 38
10.3.6 Requirements for layers . 38
10.4 Unbound, hydraulically bound and bituminous bound base-layers . 38
10.4.1 Application . 38
10.4.2 Hydraulically bound base layer . 39
10.4.3 Cement treated base layer (CTB) . 39
10.4.4 Concrete base layer . 39
10.4.5 Bituminous base layer . 40
10.4.6 Unbound base layer . 40
11 Intermediate layers . 41
11.1 Functions of intermediate layers . 41
11.2 Effects of intermediate layers on ballastless track system . 41
Annex A (informative) Vertical vehicle load . 43
A.1 Distribution of vertical railway traffic load and calculation of rail seat loads . 43
A.1.1 General . 43
A.1.2 Rail seat load P [N] . 43
A.1.3 Rail seat loads P [N] due to wheel loads Q [N] . 45
j i
A.2 Rail bending moment and bending stress at the rail foot . 46
A.2.1 Rail bending moment M [Nmm] . 46
A.2.2 Bending stress at the rail foot σ [N/mm ] . 46
Annex B (informative) Thickness design calculations for slabs, pavements, frames, beams . 47
B.1 General . 47
B.1.1 Introduction. 47
B.1.2 Effective pavement thickness h [mm] . 48
B.1.3 Bedding modulus k [N/mm ] . 49
B.1.4 Bearing capacity of beam or slab/pavement supported by cementitious or
bituminous base layer . 52
B.1.5 Slab on Winkler foundation (Westergaard): Longitudinal and lateral bending
moments as well as tensile stresses activated by rail seat loads . 54
B.1.6 Beam on Winkler foundation (Zimmermann): Longitudinal bending moment and
tensile stress due to rail seat loads . 60
B.1.7 Critical longitudinal bending tensile stress . 64
B.1.8 Critical lateral bending tensile stress . 64
B.2 Stresses in concrete slab/pavement due to thermal impact . 64
B.2.1 General . 64
B.2.2 Constant stresses σ due to temperature changes ΔT acting in concrete slabs or
c
pavements . 65
B.2.3 Linear stresses σ due to temperature changes Δt acting in concrete slabs or
w
pavements . 67
B.3 Determination of maximum allowable flexural fatigue stress due to railway traffic
load σ . 68
Q
B.3.1 Maximum allowable tensile flexural stress in winter (longitudinal stresses) . 68
B.3.2 Maximum allowable tensile flexural stress in summer (lateral and longitudinal
stresses) . 68
Annex C (informative) Vertical loading . 69
Annex D (informative) Examples of calculations . 70
D.1 First example (variant II: unbonded multiple layers) and second example (variant
III: bonded layers) . 70
D.2 Distribution of vertical railway traffic loading and calculation of rail seat loads . 70
D.2.1 Rail seat load P [N] . 70
D.2.2 Rail seat loads P [N] due to wheel loads Q [N] . 72
j i
D.2.3 Rail bending moment and bending stress at the rail foot . 79
D.3 First example (variant II: unbonded multiple layers) . 80
D.3.1 General . 80
D.3.2 Bending moment due to rail seat loads . 82
D.3.3 Stresses due to thermal impact . 91
D.3.4 Determination of maximum allowable flexural fatigue stress due to vehicle load σ . 92
Q
D.4 Second example (variant III: bonded multiple layers) . 93
D.4.1 General . 93
D.4.2 Bending moment due to rail seat loads . 95
D.4.3 Stresses due to thermal impact . 107
D.4.4 Determination of maximum allowable flexural fatigue stress due to vehicle load σ . 108
Q
Annex E (informative) Quality control – Routine tests and frequency of testing . 109
E.1 General . 109
E.2 Data of the slabs to be checked . 109
E.3 Examples for frequency of testing . 111
Annex F (informative) Example of ballastless track system design calculation and analysis
based on analytical tools . 112
Annex ZA (informative) Relationship between this European Standard and the Essential
Requirements of EU Directive 2008/57/EC . 113
Bibliography . 115
European foreword
This document (EN 16432-2:2017) has been prepared by Technical Committee CEN/TC 256 “Railway
applications”, the secretariat of which is held by DIN.
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 February 2018, and conflicting national standards
shall be withdrawn at the latest by February 2018.
Attention is drawn to the possibility that some of the elements of this document may be the subject of
patent rights. CEN shall not be held responsible for identifying any or all such patent rights.
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 EU Directive 2008/57/EC.
For relationship with EU Directive(s), see informative Annex ZA, which is an integral part of this
document.
This European Standard is one of the series EN 16432 “Railway applications — Ballastless track systems”
as listed below:
— Part 1: General requirements;
— Part 2: System design, subsystems and components;
— Part 3: Acceptance (in preparation).
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,
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, Serbia, Slovakia, Slovenia, Spain, Sweden, Switzerland,
Turkey and the United Kingdom.
Introduction
This part of the series EN 16432 covers the design of the ballastless track system, subsystems and
components and is used in conjunction with the following parts:
— Part 1: General requirements;
— Part 3: Acceptance.
A ballastless track system may consist of, but is not limited to, subsystems and components shown in
5.1, Figure 1. Those items are designed in accordance with the requirements defined in this standard, or
if applicable, other existing European standards.
NOTE Typical examples are rails defined in EN 13674–1, EN 13674–2 and EN 13674–3 or rail fastenings for
ballastless track system defined in EN 13481–5.
1 Scope
This part of EN 16432 specifies system and subsystem design and component configuration for
ballastless track system.
The system and subsystem design requirements are assigned from the general requirements of
EN 16432-1. Where applicable, existing subsystem or component requirements from other standards
are to be referenced.
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.
prEN 197-1:2014, Cement — Part 1: Composition, specifications and conformity criteria for common
cements
EN 206:2013+A1:2016, Concrete — Specification, performance, production and conformity
EN 1097-6:2013, Tests for mechanical and physical properties of aggregates — Part 6: Determination of
particle density and water absorption
EN 1992 series, Eurocodes
EN 1992-1-1:2004, Eurocode 2: Design of concrete structures — Part 1-1: General rules and rules for
buildings
EN 1992-2:2005, Eurocode 2 — Design of concrete structures — Concrete bridges — Design and detailing
rules
prEN 13043:2015, Aggregates for bituminous mixtures and surface treatments for roads, airfields and
other trafficked areas
EN 13108-1:2016, Bituminous mixtures — Material specifications — Part 1: Asphalt Concrete
EN 13108-5:2016, Bituminous mixtures — Material specifications — Part 5: Stone Mastic Asphalt
EN 13230-1:2016, Railway applications — Track — Concrete sleepers and bearers — Part 1: General
requirements
EN 13230-2:2016, Railway applications — Track — Concrete sleepers and bearers — Part 2: Prestressed
monoblock sleepers
EN 13230-3:2016, Railway applications — Track — Concrete sleepers and bearers — Part 3: Twin-block
reinforced sleepers
EN 13230-4:2016, Railway applications — Track — Concrete sleepers and bearers — Part 4: Prestressed
bearers for switches and crossings
EN 13230-5:2016, Railway applications — Track — Concrete sleepers and bearers — Part 5: Special
elements
prEN 13230-6:2015, Railway applications — Track — Concrete sleepers and bearers — Part 6: Design
EN 13242:2002+A1:2007, Aggregates for unbound and hydraulically bound materials for use in civil
engineering work and road construction
EN 13286-47:2012, Unbound and hydraulically bound mixtures — Part 47: Test method for the
determination of California bearing ratio, immediate bearing index and linear swelling
EN 13481 (all parts), Railway applications — Track — Performance requirements for fastening systems
EN 13674-1:2011+A1:2017, Railway applications — Track — Rail — Part 1: Vignole railway rails 46
kg/m and above
EN 13674-2:2006+A1:2010, Railway applications — Track — Rail — Part 2: Switch and crossing rails
used in conjunction with Vignole railway rails 46 kg/m and above
EN 13674-3:2006+A1:2010, Railway applications — Track — Rail — Part 3: Check rails
EN 13877-1:2013, Concrete pavements — Part 1: Materials
EN 13877-2:2013, Concrete pavements — Part 2: Functional requirements for concrete pavements
EN 13877-3:2004, Concrete pavements — Part 3: Specifications for dowels to be used in concrete
pavements
EN 14227-1:2013, Hydraulically bound mixtures — Specifications — Part 1: Cement bound granular
mixtures
EN 16432-1:2017, Railway applications — Ballastless track systems — Part 1: General requirements
3 Terms and definitions
For the purposes of this document, the following terms and definitions apply as well as terms and
definitions according to EN 16432-1.
3.1
filling layer
monolithic structure connecting prefabricated elements or subsystems of a ballastless track system and
establishing load transfer to the pavement or any supporting structure
3.2
pavement
continuous, layered structure that forms a hard and durable surface and it is designed to provide
bearing capacity
3.3
system design
process of applying a systematic approach to ensure that all elements specified will work together to
fulfil the performance requirements
Note 1 to entry: This process involves dealing with the general requirements for ballastless track systems as
defined in EN 16432–1 and combining these into a set of scenarios to analyse and resolve in order to provide final
dimensioning and a satisfactory specification.
3.4
track stiffness
resistance of the entire track structure to deformation in relation to the applied force
4 Symbols and abbreviations
Symbol Definition Unit
AC Asphalt Concrete
CRCP Continuously Reinforced Concrete Pavement
CTB Cement Treated Base layer
FEM Finite Element Method
FST Floating Slab Track
JPCP Jointed Plain Concrete Pavement
PmB Polymer modified Bitumen
RAMS Reliability, Availability, Maintainability, Safety
SLS Serviceability Limit State
SMA Stone Mastic Asphalt
ULS Ultimate Limit State
A Axle load N
A Layer cross-section area calculated based on 1 mm width of 2
i mm
the first layer
A Contact area or area of the loading surface 2
LS mm
a Rail seat spacing or reference length of embedded rail section mm
a Total cross-section area of steel reinforcement calculated 2
s mm
based on 1 mm slab width
α Coefficient of thermal expansion 1/K
t
B Width of the slab or pavement mm
B Critical width of slab or pavement mm
crit
B and B Width of the layers 1 and 2, respectively mm
1 2
b Reference radius of contact area mm
b Half of slab width or width of beam mm
B
b Width of beam mm
h
b Width of upper layer (1st layer) mm
b Width of 2nd layer mm
c Material correction factor
for concrete layers or hydraulically bonded layers, e.g. c = 0,83
c Total system stiffness N/mm
tot
c Stiffness of the fastening system specified for dynamic loading N/mm
and low temperature
c Stiffness of an additional elastic element (e.g. booted block) N/mm
Symbol Definition Unit
supporting rail seat (if applicable)
Dpr Proctor Density 3
g/mm
d Diameter of the steel bars mm
Joint/crack width
E Young’s Modulus 2
N/mm
E Young’s modulus of concrete 2
conc N/mm
E Dynamic Young’s modulus 2
dyn N/mm
E 2 2
R Young’s modulus [N/mm ] of the rail, (typically E = 210 N/mm
R
000 N/mm )
E Young’s modulus of steel 2
S N/mm
nd
E Modulus of deformation obtained on 2 loading in the plate 2
V2 N/mm
bearing test
E Young’s modulus of the 1st layer of a beam or a 2
1 N/mm
slab/pavement
E Young’s modulus of the unbound granular material or 2
2 N/mm
substructure
E , E , E Young’s modulus of the concrete, unbound base layer and the 2
1 2 3 N/mm
substructure, respectively
e Distance between pavement surface and neutral axis mm
a
e Distance between bottom of pavement and neutral axis mm
b
f Characteristic concrete compressive strength (cylinder or 2
ck N/mm
cube) after 28 days
f Characteristic concrete tensile strength 2
ctk N/mm
h Equivalent thickness mm
h h or h or h thickness of Winkler slab/pavement mm
I II III
thickness of system h or h or h
I II III
the thickness of the slab/pavement [mm] or h or h or h
I II III
h* Reference thickness of the layer based on the normalized mm
Young’s modulus
h Layer thickness mm
i
h Thickness of the 1st layer of a beam or a slab/pavement mm
h * Equivalent height of the beam or slab/pavement having same mm
Young’s modulus as the half-space beneath
h * Equivalent height of the unbound base layer having same mm
Young’s as the half-space beneath
Symbol Definition Unit
h Thickness of the unbound base layer mm
h Thickness Variant I (single layer) mm
I
h Half-space equivalent thickness Variant II (unbonded multiple mm
II
layer)
h Half-space equivalent thickness Variant III (bonded multiple mm
III
layer)
I Vertical Moment of inertia of a T-beam 4
mm
I Vertical Moment of inertia of the beam 4
B mm
I Vertical moment of inertia of the rail 4
R mm
I Moment of inertia of upper layer (1st layer) 4
1 mm
k Bedding modulus 3
N/mm
k Permeability m/s
k Dynamic load factor
d
k Factor to increase the static wheel loads by additional vertical
q
load (additional quasi static wheel load acting on outside rail
along curves)
L Slab length / crack or joint spacing mm
L Elastic length mm
el
l Joint or crack spacing mm
l Length of full bond between steel bar and concrete mm
b
l Strain length of steel bar mm
e
M Lateral bending moment activated by neighbouring loads Nmm
lat,neigh
M Lateral bending moment Nmm
lat I,II,III
M Lateral bending moment activated in system I Nmm
lat I
M Lateral bending moment activated in system II (unbonded Nmm
lat II
multiple layers)
M Lateral bending moment activated by neighbouring load P Nmm
lat,1
M Additional longitudinal bending moment activated by Nmm
long,neigh
neighbouring loads
M Longitudinal bending moment activated in system I (single Nmm
long,I
layer on substructure)
M Longitudinal bending moment activated in system II Nmm
long,II
(unbonded multiple layers)
M Longitudinal bending moment activated by neighbouring load Nmm
long,1
P
Symbol Definition Unit
M and Longitudinal and lateral bending moments activated in system Nmm
long II
II (unbonded multiple layers)
M
lat II
M and Longitudinal and lateral bending moments activated in system Nmm
long III
III (bonded multiple layers)
M
lat III
M Longitudinal bending moment Nmm
long I,II,III
M Radial and tangential bending moment Nmm
j_r,t
M Radial and tangential bending moment Nmm
r,t
M Rail bending moment Nmm
M Bending moment Nmm
0 I, II, II
n Number of trains
Number of load cycles, usually the number of axles
P Rail seat load due to wheel loads Q N
j i
p Load contact pressure 2
N/mm
Q Wheel load N
i
mm
A
LS
r r=
Radius for circular contact area A ; ;
LS
π
s Distance between rail axis (1,5 m for normal gauge) mm
W Rail section modulus at underside of rail foot 3
F mm
x Distance between rail seat and position of wheel mm
i
x Distance between the rail seat 0 and the rail seat j mm
j
X Distance between centre of layer cross-section area A and mm
i
s,i
neutral axis of the T-beam model
y Vertical deflection of slab or pavement in mm
y Vertical displacement due to Q mm
i i
y Rail deflection mm
α Total cross-section area of steel reinforcement calculated 2
s mm / mm
based on 1mm slab width
β Bending tensile strength of concrete 2
fs N/mm
β β Angle between longitudinal track direction and line between °
j, 1
P and neighbouring rail seat load
o
Δd Change of crack or joint width mm
ΔT Difference between top and bottom temperature K
Δt Temperature gradient according to the thickness h of the K/mm
Symbol Definition Unit
concrete slab/pavement
∆z Measured change of deflection due to ∆σ mm
z
ζ Normalized distance to neighbouring load based on elastic radian
length L measure
el
ζi x
i
ζ =
i
L
el
η Influence factor of rail deflection activated by additional wheel radian
i
loads measure
sinζζ+ cos
ii
η =
i
ζ
i
e
Radial influence factor of additional rail seat loads
λ
rj,
Radial or tangential influence factor of additional rail seat
λ
rt,
loads
Radial influence factor of rail seat load P
λ
r,1
Tangential influence factor of additional rail seat loads
λ
tj,
Tangential influence factor of rail seat load P
λ
t,1
κ Strain length [mm] of steel l per joint or crack spacing l [mm]
e
κ = l /l
e
μ Poisson’s ratio
μ Influence factor of rail bending moment activated by radian
i
additional wheel loads measure
μ Influce factor of slab/pavement bending moment activated by
j
additional rail seat loads
µ Poisson's ratio of slab/pavement – 1st layer
Normalized distance to neighbouring load based on elastic
ξ
i
length L in
el
x
ξ
j
j
ξ =
j
L
el
σ Constant stress 2
c N/mm
Longitudinal tensile stress in winter (calculated using max
ΔT).
σ Residual stress 2
e N/mm
σ Lateral bending stress 2
lat N/mm
σ Lateral bending stress at bottom of first layer 2
lat1,bottom N/mm
σ Lateral bending stress at top of first layer 2
lat1,top N/mm
Symbol Definition Unit
σ Longitudinal bending tensile stress 2
long N/mm
σ Longitudinal bending stress at bottom of first layer 2
long1,bottom N/mm
σ Longitudinal bending stress at top of first layer 2
long1,top N/mm
σ Maximum allowable flexural fatigue stress due to vehicle load 2
Q N/mm
max σ Maximum allowable lateral flexural stress 2
Q lat N/mm
max σ Maximum allowable longitudinal flexural stress 2
Q long N/mm
σ Bending stress in layer 1 2
r1 N/mm
σ Bending stress in layer 2 2
r2 N/mm
σ Linear stress 2
w N/mm
Lateral flexural tensile stress in winter (calculated using max
Δt) or the reduced lateral flexural tensile stress σ in case of
w
slabs/pavements with width B < 0,9 B
crit
σ Vertical stress in 2
z N/mm
∆σ Applied change of vertical stress 2
N/mm
∆z Measured change of deflection due to ∆σ mm
z
max σ Maximum allowable vertical stress 2
z N/mm
σ Bending stress at the rail foot 2
0 N/mm
5 General
5.1 Ballastless track system, subsystems and components
A ballastless track system may consist of (but is not limited to) following levels of subsystems and
components shown in Figure 1.
Key Item Type
1 rail/switch and crossing Subsystem
2 fastening system /system for embedded rail Subsystem
- clip, clamp, rail pad etc. Component
- adhesive Component
3 prefabricated element Subsystem
- seeper, block Component
- slab, frame Component
4 intermediate layer, boot, fixation Subsystem
concrete filling layer Component
-
5 pavement Subsystem
- single-, multi-layered pavement Component
- base layer Component
6 intermediate layer Subsystem
- foil, sheeting Component
- compensation layer Component
7 substructure System
Figure 1 — Ballastless track system - subsystems and components
Figure 1 shows the structure of ballastless track system according to the subsystem and component
levels. The sequence of subsystems in vertical direction as well as the presence or absence of
subsystems and components within the ballastless track is up to the individual design. Intermediate
layers may be used at different subsystem interfaces (levels).
5.2 Subsystems configuration
5.2.1 Ballastless track system with continuous support and embedded rails
The rails are buried in, coated or covered by an elastomeric material, but leaving an exposed rail head.
Coating or covering may offer first level of elasticity according to stiffness design.
The supporting structure (prefabricated element or pavement) may be equipped with channels or other
components designed to control the geometry of the rails and to handle the loads.
The following diagram illustrates the subsystem configuration.
Prefabricated element or Pavement
(Clause 9) (Clause 10)
Pavement
(Clause 10)
Substructure
5.2.2 Ballastless track system with discrete rail seats
5.2.2.1 Ballastless track system with discrete rail seats on prefabricated element supported by a
pavement
The following diagram illustrates the subsystem configuration.
Prefabricated element (Clause 9)
Pavement (Clause 10)
Substructure
5.2.2.2 Ballastless track system with discrete rail seats on prefabricated element, independent
from the surrounding concrete filling layer or pavement
The following diagram illustrates the subsystem configuration.
Prefabricated element
(Clause 9)
Concrete filling layer (9.7)
or pavement (Clause 10)
Pavement (Clause 10)
Substructure
5.2.2.3 Ballastless track system with discrete rail seats on prefabricated element, monolithically
integrated in a pavement
The following diagram illustrates the subsystem configuration.
Prefabricated element (Clause 9)
Pavement (Clause 10)
Substructure
5.2.2.4 Ballastless track system with discrete rail seats on a concrete pavement
The following diagram illustrates the subsystem configuration.
Pavement (Clause 10)
Substructure
6 System design
6.1 Establishing the system criteria
The overall system design shall ensure that the ballastless track system integrates safely, and effectively
into the interfacing elements of the railway system throughout its specified life. This includes impact on
and from following:
— signalling system (including induction effects, interference from reinforcement etc.);
— supporting structures (e.g. earthworks, foundations, tunnels, bridges, viaducts etc.);
— electrical power system (e.g. stray current requirements, cable access etc.);
— other electrical systems (e.g. telecommunications);
— operational needs (e.g. drainage, maintainability and accessibility).
This requires an initial high level design to be outlined to enable understanding of the applicable
general requirements, including:
— understanding the interaction of the system with the supporting substructure(s) presented and
interpreting the necessary parameters influencing them, such as settlement, flexure etc.;
— dealing with the requisite live and exceptional loads;
— dealing with other environmental actions (including drainage etc.);
— risk factors affecting durability, such as shrinkage, water ingress temperature etc.;
— understanding the interfaces such as those that arise with transitions in and between substructures
and track components, such as switches and crossings;
— parameters influencing environmental performance (e.g. vibration emissions);
— combination with either assumptions or nominations in respect of:
— construction methodology;
— track stability in the vertical, lateral and longitudinal directions, accounting also for dynamic
effects;
— rail and components for its fixation.
6.2 System assurance plan
The system assurance plan sets out how a system will demonstrate that it complies with the
performance requirements and defines the acceptance criteria by which the performance will be
verifie
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