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BRITISH STANDARD
Railway applications — Track — Concrete sleepers and bearers Part 3: Twin-block reinforced sleepers
ICS 45.080; 91.100.30; 93.100
NO COPYING WITHOUT BSI PERMISSION EXCEPT AS PERMITTED BY COPYRIGHT LAW
BS EN 13230-3:2009
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BS EN 13230-3:2009
National foreword This British Standard is the UK implementation of EN 13230-3:2009. It supersedes BS EN 13230-3:2002 which is withdrawn. The UK participation in its preparation was entrusted to Technical Committee RAE/2, Railway track components. A list of organizations represented on this committee can be obtained on request to its secretary. This publication does not purport to include all the necessary provisions of a contract. Users are responsible for its correct application. Compliance with a British Standard cannot confer immunity from legal obligations.
This British Standard was published under the authority of the Standards Policy and Strategy Committee on 30 June 2009. © BSI 2009
ISBN 978 0 580 58985 0
Amendments/corrigenda issued since publication Date
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BS EN 13230-3:2009
EUROPEAN STANDARD
EN 13230-3
NORME EUROPÉENNE EUROPÄISCHE NORM
June 2009
ICS 91.100.30; 93.100
Supersedes EN 13230-3:2002
English Version
Railway applications - Track - Concrete sleepers and bearers Part 3: Twin-block reinforced sleepers Applications ferroviaires - Voie - Traverses et support en béton - Partie 3 : Traverses biblocs en béton armé
Bahnanwendungen - Oberbau - Gleis- und Weichenschwellen aus Beton - Teil 3: Bewehrte Zweiblockschwellen
This European Standard was approved by CEN on 14 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 13230-3:2009: E
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BS EN 13230-3:2009 EN 13230-3:2009 (E)
Contents
Page
Foreword ..............................................................................................................................................................4 Introduction .........................................................................................................................................................5 1
Scope ......................................................................................................................................................6
2
Normative references ............................................................................................................................6
3
Terms and definitions ...........................................................................................................................6
4 4.1 4.1.1 4.1.2 4.2 4.2.1 4.2.2 4.2.3 4.3 4.3.1 4.3.2 4.3.3 4.3.4 4.4 4.4.1 4.4.2 4.4.3 4.4.4 4.4.5 4.5 4.5.1 4.5.2 4.5.3
Product testing.......................................................................................................................................6 Test arrangements .................................................................................................................................6 Symbols ..................................................................................................................................................6 Rail seat section.....................................................................................................................................7 Test procedures .....................................................................................................................................9 Test loads ...............................................................................................................................................9 Static test ............................................................................................................................................. 10 Dynamic test........................................................................................................................................ 12 Acceptance criteria ............................................................................................................................. 14 General ................................................................................................................................................. 14 Static test ............................................................................................................................................. 14 Dynamic test........................................................................................................................................ 14 Value of coefficients ........................................................................................................................... 15 Design approval tests ........................................................................................................................ 15 General ................................................................................................................................................. 15 Bending moment evaluation.............................................................................................................. 15 Concrete .............................................................................................................................................. 15 Product inspection ............................................................................................................................. 15 Fastening system................................................................................................................................ 15 Routine tests ....................................................................................................................................... 15 General ................................................................................................................................................. 15 Static rail seat positive load test ....................................................................................................... 16 Concrete .............................................................................................................................................. 16
5 5.1 5.2 5.2.1 5.2.2 5.3 5.4
Steel connecting bar .......................................................................................................................... 16 General ................................................................................................................................................. 16 Steel ..................................................................................................................................................... 16 Chemical composition ....................................................................................................................... 16 Mechanical properties ........................................................................................................................ 16 Geometry ............................................................................................................................................. 17 Appearance of the steel connecting bar .......................................................................................... 17
6 6.1 6.2 6.3
Design criteria for incorporating the steel connecting bar ............................................................ 17 Length of the connecting bar ............................................................................................................ 17 Orientation of the connecting bar ..................................................................................................... 18 Position of the connecting bar .......................................................................................................... 18
7 7.1 7.2
Manufacturing ..................................................................................................................................... 18 Manufacturing rules............................................................................................................................ 18 Other manufacturing rules ................................................................................................................. 18
Annex A (normative) Details of the test arrangement components ........................................................... 19 A.1 Articulated support ............................................................................................................................. 19 A.2 Resilient pad........................................................................................................................................ 20 A.3 Tapered packing ................................................................................................................................. 21 Annex B (normative) Steel connecting bar defects ...................................................................................... 22
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B.1 B.2 B.3 B.4 B.5 B.6 B.7
Superficial burn ................................................................................................................................... 22 Tear at the end ..................................................................................................................................... 22 Cut that is not sharp ............................................................................................................................ 23 Surface defect ...................................................................................................................................... 23 Splitting ................................................................................................................................................ 24 Deformation of extremities ................................................................................................................. 25 Surface scaling .................................................................................................................................... 25
Annex ZA (informative) Relationship between this European Standard and the Essential Requirements of EU Directive 2008/57/EC ........................................................................................ 26 Bibliography ...................................................................................................................................................... 30
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Foreword This document (EN 13230-3:2009) 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 December 2009, and conflicting national standards shall be withdrawn at the latest by December 2009. 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 13230-3:2002. This European Standard is one of the series EN 13230 "Railway applications – Track – Concrete sleepers and bearers", which consists of the following parts:
Part 1: General requirements
Part 2: Prestressed monoblock sleepers
Part 3: Twin-block reinforced sleepers
Part 4: Prestressed bearers for switches and crossings
Part 5: Special elements
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 2008/57/EC. For relationship with EC Directive 2008/57/EC, see informative Annex ZA, which is an integral part of this document. 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 the United Kingdom.
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Introduction This part of the standard defines the specific requirements dedicated to twin-block reinforced sleepers. These are additional requirements to EN 13230-1:2009 and are necessary to have a complete standard dealing with twin-block reinforced sleepers. The document specifies the test arrangements and the test procedures to implement and also the corresponding acceptance criteria just as the design approval tests It also specifies the steel connecting bar characteristics and the design criteria for incorporating the steel connecting bar within the twin-block reinforced sleepers.
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1
Scope
This part of EN 13230 defines technical criteria and control procedures for designing and manufacturing twin-block reinforced concrete sleepers.
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 206-1, Concrete – Part 1: Specification, performance, production and conformity EN 10002-1, Metallic materials – Tensile testing – Part 1: Method of test at ambient temperature EN 13230-1:2009, Railway applications – Track – Concrete sleepers and bearers – Part 1: General requirements EN ISO 6506-1, Metallic materials – Brinell hardness test – Part 1: Test method (ISO 6506-1:1999)
3
Terms and definitions
For the purposes of this document, the terms and definitions given in EN 13230-1:2009 and the following apply. 3.1 steel connecting bar steel profile which connects reinforced concrete blocks
4
Product testing
4.1
Test arrangements
This section defines the testing regime and rules for acceptance of twin-block concrete sleepers. The layout of test arrangements for the rail seat section tests are defined in this section. 4.1.1
Symbols
The following symbols are used as defined in Table 1:
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Table 1 — Symbols Symbol
Designation
Fr0
Positive initial reference test load for the rail seat section, in kN
Fr0n
Negative initial reference test load at rail seat section, in kN; Fr0n = ½· Fr0
Frr
Positive test load which produces first crack formation at the bottom of the rail seat section, in kN
Frrn
Negative test load which produces first crack formation at the top of rail seat, in kN
Fr0,05
Maximum test load for which a crack width of 0,05 mm at the bottom of the rail seat section persists after removal of the load, in kN
Fr0,05n
Maximum test load for which a crack width of 0,05 mm at the top of rail seat section persists after removal of the load, in kN
Fr0,5
Maximum test load for which a crack width of 0,5 mm at the bottom of the rail seat section persists after removal of the load, in kN
FrB
Maximum positive test load at the rail seat section which cannot be increased, in kN
FrBn
Maximum negative test load on the top of rail seat section which cannot be increased, in kN
Fru
Lower test load for the rail seat section dynamic test; Fru = 50 kN
Lp
Design distance between the centre line of the rail seat to the edge of the sleeper at the bottom, in m
Lr
Design distance between the articulated support centre lines for the test arrangement at the rail seat section, in m
Mdr
Positive design bending moment at rail seat, in kNm
k1s
Static coefficient to be used for calculation of Fr0,05 or Fr0,05n test load
k2s
Static coefficient to be used for calculation of Fr0,5 or FrB test load
k1d
Dynamic coefficient to be used for calculation of Fr0,05 test load
k2d
Dynamic coefficient to be used for calculation of Fr0,5 or FrB test load
4.1.2
Rail seat section
The arrangement for the rail seat positive load test is shown in Figure 1. The position of articulated supports (Lr) is defined in Table 2. The load Fr is applied perpendicularly to the base of the sleeper.
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Key 1 2
Rigid support Articulated support (see Annex A for details)
3 4
Resilient pad (see Annex A for details) Reinforced concrete block
5 6
Standard rail pad as defined by the purchaser Tapered packing (see Annex A for details)
7
Lateral stop and base plate when used. To be agreed by the purchaser
Figure 1 — Test arrangement at the rail seat section (positive bending moment) The test arrangement for the rail seat negative load test is shown in Figure 2, the value of Lr in relation to Lp.is detailed in Table 2.
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Key 1
Rigid support
2 3
Articulated support (see Annex A for details) Resilient pad (see Annex A for details)
4 5
Reinforced concrete block Special tapered packing
6
Special tapered packing
Figure 2 — Test arrangement at the rail seat section (negative bending moment) Table 2 — Value of Lr in relation to Lp Lp in m
Lr in m
Lp < 0,349
0,3
0,350 ≤ Lp < 0,399
0,4
0,400 ≤ Lp < 0,449 Lp ≥ 0,450
4.2 4.2.1
0,5 0,6
Test procedures Test loads
Fr0 is calculated from the geometry given in Figure 1 and values from Table 3 using the following equation:
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Fr0 =
4 Mdr in kN Lr − 0,1
(1)
Table 3 — Value of Fr0 in relation to Lr Lr in m
0,4
0,5
0,6
Fr0 in kN
13 Mdr
10 Mdr
8 Mdr
For the definition of Mdr: see EN 13230-1:2009, Clause 3. 4.2.2
Static test
The static test procedure at the rail seat section for design approval and routine tests is shown in Figures 3, 4 and 5.
Key 1 2
Load Time
3 4
Crack checking (maximum duration 5 min) 120 kN/minute maximum
5 A
From 10 s minimum to 5 min maximum Required part of test
B
Optional part of test
Figure 3 — Static test procedure at the rail seat section for positive design approval test
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Key 1
Load
2 3
Time Crack checking (maximum duration 5 min)
4 5
120 kN/min maximum From 10 s minimum to 5 min maximum
A B
Required part of test Optional part of test
Figure 4 — Static test procedure at the rail seat section for negative design approval test
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Key 1
Load
2 3
Time Crack checking (maximum duration 5 min)
4 5
120 kN/min maximum From 10 s minimum to 5 min maximum
A B
Required part of test Optional part of test
Figure 5 — Static test procedure at the rail seat section for positive routine test
Loading in the routine test may be continued to Fr0,05 and provide information on the margin between k1s × Fr0 and Fr0,05. This is not part of the pass/fail criteria. 4.2.3
Dynamic test
The dynamic test procedure at the rail seat section is shown in Figures 6 and 7. The dynamic test arrangement is shown in Figure 1. The test is carried out on only one block after cutting the steel connecting bar.
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Key 1
Load
2 3
Time 5000 load cycles
4 5
Maximum time examination 5 min Frequency (f ) between 2 Hz and 5 Hz (identical frequency maintained during duration of test)
6
Load step before k1d × Fr0 and k2d × Fr0 smaller than 20 kN
Figure 6 — Dynamic test procedure at the rail seat section
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Key 1 2
Load Time
Figure 7 — Dynamic load application for dynamic test
4.3
Acceptance criteria
4.3.1
General
The tests shall be managed according to the rules of EN 13230-1:2009. The crack width shall be measured following the rules of EN 13230-1:2009, sub-clause 7.2. 4.3.2
Static test
The acceptance criterion for the static tests at the rail seat section is as follows:
Fr0,05 > k1s × Fr0
Fr0,05n > 0,5 × k1s × Fr0
If the non mandatory part of test is carried out, then:
FrB > k2s × Fr0
4.3.3
Dynamic test
The acceptance criterion for the dynamic test at the rail seat section is as follows:
Fr0,05 > k1d × Fr0
FrB > k2d × Fr0 or (according to the requirements of the purchaser) Fr0,5 > k2d × Fr0
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4.3.4
Value of coefficients
The coefficients k1 and k2 are defined in EN 13230-1:2009, 4.3.1. The values for k1 and k2 shall be supplied by the purchaser.
4.4
Design approval tests
4.4.1
General
The design approval tests to be carried out on the sleeper and concrete comprise the tests already defined in this standard. All test results shall meet the acceptance criteria. Each concrete sleeper block shall be used for one test only. 4.4.2
Bending moment evaluation
These tests shall be carried out in accordance with the test arrangements shown in Figures 1 and 2 and the test procedures in 4.2. a)
b)
Static test 1)
both rail seat sections on 3 sleepers for the positive bending moment;
2)
both rail seat sections on 3 sleepers for the negative bending moment (optional test carried out at the request of the purchaser).
Dynamic test 1)
4.4.3
both rail seat sections on three sleepers. Concrete
The properties of the concrete shall be established in accordance with EN 206-1. 4.4.4
Product inspection
Product inspection shall be carried out on all sleepers required for design approval tests including dimensions and tolerances in accordance with EN 13230-1:2009, Table 1 and the surface finish of the sleeper in accordance with EN 13230-1:2009, 6.3. 4.4.5
Fastening system
Test shall be carried out in accordance with the European standards on fastenings systems as referenced in EN 13230-1:2009 or as required by the purchaser (see EN 13230-1:2009, 4.4.1).
4.5 4.5.1
Routine tests General
The routine tests shall be carried out in order to find any variation in the quality of the concrete sleeper leading to an unacceptable quality level. The number of samples and rates of tests are given in the quality plan for the manufacturing unit.
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The routine tests to be carried out on the product and concrete are defined in this standard. 4.5.2
Static rail seat positive load test
This test shall be carried out in accordance with the test arrangement shown in Figure 1 and the test procedures shown in Figure 5. 4.5.3
Concrete
The tests shall be carried out according to EN 13230-1:2009, 7.4.
5
Steel connecting bar
5.1
General
This section specifies the properties and the quality control requirements for the hot rolled steel connecting bar for twin-block reinforced sleepers.
5.2
Steel
5.2.1
Chemical composition
The chemical composition of the steel shall be within the following limits: 0,28 % ≤
C
0,45 % ≤
Mn ≤ 1,40 %
5.2.2
≤ 0,80 %
P
≤ 0,08 %
S
≤ 0,08 %
Si
≤ 0,50 %
Mechanical properties
The mechanical properties (conventional yield strength at 0,2 % plastic strain, percentage elongation at fracture) shall be maintained within the following limits: Plastic strength (Rm) in MPa : 550 ≤ Rm ≤ 1030 Relationship between percentage elongation and yield strength (Rp) where A = minimum percentage elongation
for Rp ≥ 400 MPa, then A ≥ 8 %
for 350 MPa ≤ Rp < 400 MPa, then A ≥ 14 %
when tested in accordance with EN 10002-1. Brinell hardness (HBW) to be 160 ≤ HBW ≤ 300 when tested according to EN ISO 6506-1.
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5.3
Geometry
The dimensions shall be agreed by the purchaser. When determining the dimensions, the following criteria shall be taken into account: a)
corrosion of steel;
b)
conditions of service for the sleeper;
c)
avoidance of any excessive negative moment in the steel connecting bar due to the bearing of its centre part on the ballast;
d)
avoidance of any sharp angles that could be harmful for handling.
5.4
Appearance of the steel connecting bar
Criteria for the acceptance of steel connecting bar are defined in Annex B.
6 6.1
Design criteria for incorporating the steel connecting bar Length of the connecting bar
Connecting bar length (Lcb) shall be at least greater than the distance L1 (EN 13230-1:2009, Figure 2), unless approved by the purchaser.
Key he Distance between bottom surface of the sleeper to steal connecting bar
Figure 8 — Length of the connecting bar
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6.2
Orientation of the connecting bar
If the connecting bar is not protected against corrosion, the orientation and shape shall avoid retention of water.
6.3
Position of the connecting bar
Unless otherwise prescribed for handling purposes, the distance "he" (Figure 8) shall be a minimum of 40 mm.
7 7.1
Manufacturing Manufacturing rules
Before starting production, the manufacturer shall complete a production file for manufacturing data, which shall be submitted in confidence to the purchaser and shall include the following: a)
water/cement ratio and tolerance;
b)
weight of each component of concrete plus tolerance;
c)
grading curves of each aggregate of the concrete plus tolerance;
d)
characteristic compressive and tensile strength of concrete samples after 7 days and after 28 days;
e)
methods of concrete vibration;
f)
methods of demoulding and curing;
g)
stacking rules after manufacturing.
The sample sleepers submitted for design approval tests shall comply with the manufacturing data.
7.2
Other manufacturing rules
Welding to a connecting bar is not allowed unless the welding procedures, including controlled heating and cooling of the whole section of the connecting bar, have been approved by the purchaser.
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Annex A (normative) Details of the test arrangement components
A.1 Articulated support This shall be as shown in Figure A1. Dimensions in millimetres
Key Steel: Minimum hardness Brinell: HBW > 240 General tolerances: ± 0,1 mm 1 2
Minimum length = bottom width of the concrete sleeper at the rail seat + 20 mm High pressure lubricant
Figure A.1 — Articulated support
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A.2 Resilient pad This shall be as shown in Figure A.2. Dimensions in millimetres
Key Material : Elastomer 3 Static stiffness measured between 0,3 MPa and 2 MPa: 1 ≤ C ≤ 4 N/mm 1
Minimum length = bottom width of the concrete sleeper at the rail seat + 20 mm
Figure A.2 — Resilient pad
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A.3 Tapered packing This shall be as shown in Figure A.3. Dimensions in millimetres
Key Steel: Minimum hardness Brinell: HBW > 240 General tolerances: ± 0,1 mm
i : inclination of rail seat – see EN 13230-1:2009 1
Minimum length = length of the standard rail pad + 20 mm
Figure A.3 — Tapered packing
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Annex B (normative) Steel connecting bar defects
B.1 Superficial burn Superficial burn is represented by small cracks on the edges of the section. It is caused by an accidental overheating of the metal.
Figure B.1 — Superficial burn
Superficial burn is accepted if its depth does not exceed 3 mm over a maximum length of 500 mm at each end, which is embedded in the concrete.
B.2 Tear at the end Tear at the end occurs during shearing (incorrect entry, loose or worn shear blades).
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Figure B.2 — Tear at the end
Tear at the end is accepted, if its depth does not exceed 20 mm and it is not present on more than 5 % of the bars in the same batch.
B.3 Cut that is not sharp Same causes as for a tear at the end (B.2).
Figure B.3 — Cut that is not sharp
This kind of cut is accepted for the same conditions as the tear at the end is accepted (B.2).
B.4 Surface defect A surface defect caused during rolling is a longitudinal crack, which has the appearance of a line parallel to the edge of the bar.
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Figure B.4 — Surface defect
The surface defect is accepted if it appears only on the external faces of the bar and if its dimension E is greater or equal to the minimum tolerance of the thickness and:
if l < 25 mm, e ≤ 0,7 mm;
if 25 ≤ l < 50 mm, e ≤ 0,3 mm.
The surface defect is not permitted if it is on the interior faces of the bar.
B.5 Splitting Splitting is a line affecting the square edge of the bar.
Figure B.5 — Splitting
Splitting at the extremities of the bars can be accepted if its length does not exceed 500 mm at each extremity of the bar and if its depth is less than 5 mm.
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B.6 Deformation of extremities
Figure B.6 — Deformation of extremities
Deformation of the extremities of the bar is accepted if on a length of 500 mm at each extremity (the part embedded in the concrete) it does not exceed a deformation d of 5 mm on length l less than 100 mm.
B.7 Surface scaling
Figure B.7 — Surface scaling
Except for the part embedded in concrete scaling must be removed by grinding and the depth must not exceed 0,5 mm.
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Annex ZA (informative) Relationship between this European Standard and the Essential Requirements of EU Directive 2008/57/EC
This European Standard has been prepared under a mandate given to CEN/CENELEC/ETSI by the European Commission and the European Free Trade Association to provide a means of conforming to Essential Requirements of the Directive 2008/57/EC. Once this standard is cited in the Official Journal of the European Communities under that Directive and has been implemented as a national standard in at least one Member State, compliance with the clauses of this standard given in Table ZA.1 for High Speed Rail Infrastructure and Table ZA.2 for Conventional Rail confers, within the limits of the scope of this standard, a presumption of conformity with the corresponding Essential Requirements of that Directive and associated EFTA regulations.
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BS EN 13230-3:2009 EN 13230-3:2009 (E)
Table ZA.1 —Correspondence between this European Standard, the Infrastructure TSI for the transEuropean high-speed rail system, dated 20 December 2007 (published in the Official Journal L77, 19.03.2008, p.1), and Directive 2008/57/EC Chapter/§/points and annexes Clause(s)/subof the revised High-Speed Rail clause(s) of this TSI European Standard
4 - Product testing 4.1 Test arrangements
4.2 Test procedures
4.3 Acceptance criteria
4.4 Design approval tests 4.5 Routine tests 5 - Steel connecting bar
Essential Requirements of Directive 2008/57/EC
Comments
4.2.2 Annex III, Essential Description of the infrastructure Requirements, 1. domain – Functional and General requirements technical specifications of the domain – Nominal track gauge 1.1.1, 1.1.3, Safety 4.2.9.3.1 Description of the infrastructure domain – Functional and 1.2 Reliability and technical specifications of the availability domain – Equivalent conicity – In service values - Minimum value 1.4.5 Environmental of mean track gauge protection
Concrete sleepers and bearers are safety- critical interoperability constituents and need an arrangement between the purchaser and the supplier to operate a factory quality system
4.2.11 Description of the infrastructure 1.5 Technical domain – Functional and compatibility technical specifications of the domain – Rail inclination
The standard is not defining the values for length and mass of the sleepers (are depending on loads and design bending moments to be defined by the purchaser)
4.2.13 Description of the infrastructure domain – Functional and technical specifications of the domain – Track resistance
6 - Design criteria for incorporating the steel connecting bar 4.2.15 Description of the infrastructure domain – Functional and technical specifications of the Annex B - Steel domain –Global track stiffness connecting bar defects 5.3.3 Interoperability constituents Constituents performances and specifications – Track sleepers and bearers - minimum mass - minimum length.
Direct references to HSR INF TSI – overall length of sleepers – mass of the sleepers
the the
This part of the standard EN 13230, which defines technical criteria and control procedures for designing and manufacturing twin block reinforced sleepers, should be read in conjunction with EN 132301- Part 1 – General requirements Annex H of HSR INF TSI Global track stiffness remains an open point and is not assessed
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BS EN 13230-3:2009 EN 13230-3:2009 (E)
Table ZA.2 —Correspondence between this European Standard, the ERA draft of Conventional Rail System TSI Infrastructure (version 2.71 dated 07/10/2008), and Directive 2008/57/EC Clause(s)/subclause(s) of this European Standard
4 - Product testing 4.1 Test arrangements
4.2 Test procedures
4.3 Acceptance criteria
Chapter/§ of the TSI
Essential Requirements of Directive 2008/57/EC
4.2.5.1. Description of the infrastructure subsystem – Functional and technical specifications of the subsystem – Track parameters – Nominal track gauge
Annex III, Essential Requirements, General Requirements
4.2.5.5.2. Description of the infrastructure subsystem – Functional and technical specifications of the subsystem – Track parameters – Equivalent conicity – Requirements for controlling equivalent conicity in service – Minimum values of mean track gauge.
1.2,.Reliability and availability.
1.1.1, 1.1.3, Safety
Comments
The CR TSI INF is still a draft subject to change without notice Concrete sleepers and bearers are safety-critical interoperability constituents and need an arrangement between the purchaser and the supplier to operate a factory quality system
1.4.5, Environmental This part of the standard EN protection 13230, which defines technical criteria and control procedures 4.4 Design 1.5 Technical for designing and approval tests compatibility. manufacturing twin block reinforced sleepers, should be 4.2.5.7.1. read in conjunction with EN 4.5 Routine tests Description of the infrastructure 13230-1- Part 1 – General subsystem – Functional and requirements technical specifications of the 5 - Steel connecting subsystem – Track parameters Annex F of the draft ERA TSI bar – Rail inclination – Plain line 6 - Design criteria for incorporating the steel connecting bar Annex B - Steel connecting bar defects
4.2.5.8 Description of the infrastructure subsystem – Functional and technical specifications of the subsystem – Track parameters – Track stiffness. 4.2.7. Description of the infrastructure subsystem – Functional and technical specifications of the subsystem – Track resistance to applied loads 5.3.3. Interoperability constituents – Constituents performances and specifications – Track sleepers
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- Requirements for controlling equivalent conicity is an open point. - Track stiffness remains an open point
Licensed Copy: Wang Bin, ISO/EXCHANGE CHINA STANDARDS, 20/10/2009 04:01, Uncontrolled Copy, (c) BSI
BS EN 13230-3:2009 EN 13230-3:2009 (E)
Table ZA.2 (continued) Clause(s)/subclause(s) of this European Standard
Chapter/§ of the TSI
Essential Requirements of Directive 2008/57/EC
Comments
6.1.3.4. Assessment of conformity and/or suitability for use of the constituents and verification of the subsystem – Interoperability constituents – EC declaration for interoperability constituents – EC declaration for track sleepers 6.2.4.5. Assessment of conformity and/or suitability for use of the constituents and verification of the subsystem – Infrastructure sub-system – Requirements for conformity assessment – Assessment of minimum value of mean track gauge
WARNING — Other requirements and other EU Directives may be applicable to the product(s) falling within the scope of this standard.
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Licensed Copy: Wang Bin, ISO/EXCHANGE CHINA STANDARDS, 20/10/2009 04:01, Uncontrolled Copy, (c) BSI
BS EN 13230-3:2009 EN 13230-3:2009 (E)
Bibliography
[1] EN ISO 9001, Quality management systems – Requirements (ISO 9001:2008)
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BS EN 13230-3:2009
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BS EN 13230-3:2009
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