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Matched Legal Cases: ['art 4', 'art 7', 'art 8', 'art 1', 'art 5', 'art 6', 'art 2', 'art 3', 'art 1', 'art 2', 'art 2', 'art 2', 'art 2', 'art 3', 'art 2', 'art 4', 'art 5', 'art 6', 'art 7', 'art 7', 'art 8', 'art 2', 'art17']

Rail Safety &amp; Standards Board | Rail Transport | Structural Load
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Rail Safety &amp;amp; Standards Board
Railway Group Standard GC/RT5112 Issue Two Date December 2008
Rail Traffic Loading Requirements for the Design of Railway Structures
Synopsis This Railway Group Standard sets out the minimum rail traffic loading requirements to be considered in the design of new, reconstructed, altered, and temporary railway structures.
Copyright in the Railway Group Standards is owned by Rail Safety and Standards Board Limited. All rights are hereby reserved. No Railway Group Standard (in whole or in part) may be reproduced, stored in a retrieval system, or transmitted, in any form or means, without the prior written permission of Rail Safety and Standards Board Limited, or as expressly permitted by law. RSSB Members are granted copyright licence in accordance with the Constitution Agreement relating to Rail Safety and Standards Board Limited. In circumstances where Rail Safety and Standards Board Limited has granted a particular person or organisation permission to copy extracts from Railway Group Standards, Rail Safety and Standards Board Limited accepts no responsibility for, and excludes all liability in connection with, the use of such extracts, or any claims arising therefrom. This disclaimer applies to all forms of media in which extracts from Railway Group Standards may be reproduced.
Infrastructure Standards Committee on 17 September 2008
Rail Safety and Standards Board Evergreen House 160 Euston Road London NW1 2DX © Copyright 2008 Rail Safety and Standards Board Limited
Authorised by RSSB on 21 October 2008
Superseded documents The following Railway Group documents are superseded. Evergreen House.co. 160 Euston Road.co. Revisions have not been marked by a vertical black line in this issue because the document has been revised throughout. until it is withdrawn by BSI. Page 2 of 19 RAIL SAFETY AND STANDARDS BOARD .Annex A2 and BS EN 1991-2:2003 (parts of the suite of Structural Eurocodes). either in whole or in part as indicated: Superseded documents Sections superseded All Appendix H Date when sections are superseded 07 February 2009 07 February 2009 GC/RT5112 issue 1 Loading Requirements for the Design of Bridges GC/RC5510 Issue 2 Recommendations for the Design of Bridges GC/RT5112 Issue 1 ceases to be in force and is withdrawn as of 07 February 2009. Replaces issue one.uk.rgsonline. Railway Group Standards and associated documents can also be viewed at www.Uncontrolled When Printed Railway Group Standard GC/RT5112 Issue Two Date December 2008 Rail Traffic Loading Requirements for the Design of Railway Structures Issue record Issue One Two Date May 1997 December 2008 Comments Original document. Now incorporates extension in scope from ‘bridges’ to ‘all railway structures’.uk. telephone 020 7904 7518 or e-mail enquiries@rssb. GC/RC5510 Issue 2 is withdrawn as of 07 February 2009. to compliance with BS EN 1990:2005(A1) . reduction in scope from ‘all loads’ to ‘railway traffic loads’ and amendments to allow a transitional change from compliance with BS5400-2:2006. Rail Safety and Standards Board. Supply Controlled and uncontrolled copies of this Railway Group Standard may be obtained from the Corporate Communications Department. London NW1 2DX.
2 3.1 8.6 Part 4 4.1 Part 7 7.1 1.2 2. the railway subject to the effects of collision loading from derailment Application of this document Application – infrastructure managers Application – railway undertakings Health and safety responsibilities 9 9 10 10 10 11 11 12 12 12 13 13 14 14 15 15 16 16 16 16 17 19 Part 8 8.4 2.3 Definitions References RAIL SAFETY AND STANDARDS BOARD Page 3 of 19 .3 2.3 3.5 3.Uncontrolled When Printed Railway Group Standard GC/RT5112 Issue Two Date December 2008 Rail Traffic Loading Requirements for the Design of Railway Structures Contents Section Part 1 1.2 8.2 Part 5 5.4 3.1 Part 6 6.5 2.1 4.2 Part 2 2.1 Description Purpose and Introduction Purpose Introduction Page 4 4 4 6 6 7 7 7 8 8 Design of new bridges to carry rail traffic (design to BS 5400-2:2006) Load requirements for design Deformation limits Dynamic performance Fatigue Horizontal loads from rail traffic Design for train derailment on the bridge Design of new bridges to carry rail traffic (design to BS EN 1991-2:2003) Load requirements for design Deformation limits Dynamic performance Fatigue Horizontal loads from rail traffic Design to resist derailment on the bridge Design of altered and temporary bridges Altered bridges Temporary bridges Design of other structures for rail traffic loading Structures (other than bridges) supporting the railway Design of structures for aerodynamic actions Structures over or adjacent to the railway Design of structures to resist derailment actions Structures over.6 Part 3 3. or adjacent to.1 3.1 2.
1.2. includes the revisions contained within the update to BD 37/88 (BD 37/01).2 Revision of GC/RT5112 – design codes 1.1 Non-mandatory background information on the development of loading standards for the design of railway bridges is set out in 1.1. and additionally updates certain aspects of railway loading.2 1.2. Implementation of the European Directive covering procurement procedures for public bodies in the transport sector (Directive 2004/17/EC) will require publicly funded works to be designed to the Structural Eurocodes once the national standards are withdrawn. both BS 5400-2:2006 and BS EN 1991-2:2003 are included within this revision of GC/RT5112.2.1 1.2.Uncontrolled When Printed Railway Group Standard GC/RT5112 Issue Two Date December 2008 Rail Traffic Loading Requirements for the Design of Railway Structures Part 1 1. 1.1. Annex A2 contains the rules for combination of railway loads. concrete and composite bridges – Part 2: Specification for loads’ incorporates the design requirements in BD 37/88.2. which sets the scene for the revision of GC/RT5112.1. 1.5 1.2 GC/RT5112 Issue 1 was based on the loading requirements that are specified in the Highways Agency design document BD 37/88 ‘Loads for Highway Bridges’. BD 37/88 was developed by the former Department of Transport to provide an update for the highway loading requirements within BS 5400-2:1978 ‘Steel. until such time as BS 5400-2:2006 is withdrawn. Directive 2004/17/EC is implemented in the UK through the Utilities Contracts Regulations 2006 and the Utilities Contracts (Scotland) Regulations 2006.2. reconstructed.1 Purpose and Introduction Purpose This Railway Group Standard sets out the minimum rail traffic loading requirements to be considered in the design of new. BD 37/88 was also adopted by the former British Rail.2. Once the relevant Eurocodes are available.3 1. and to permit the use of the Structural Eurocodes. and criteria for deformation and vibration.2.2. 1.1. railway bridges can be designed to them.1. As the replacement for BS 5400-2:1978.1. BS 5400-2:2006 ‘Steel. or BS EN 1991-2:2003 plus BS EN 1990:2005(A1) – Annex A2 ‘Basis of structural design – Application for Bridges’. Page 4 of 19 RAIL SAFETY AND STANDARDS BOARD . altered.2.2 GC/RT5112 has been revised to require the use of either BS 5400-2:2006.1 Introduction Development of codes for the design of railway structures 1. The design requirements for railway loading in BS 5400-2:2006 will be replaced by BS EN 1991-2:2003 ‘Traffic Loads on Bridges’ and BS EN 1990:2005(A1) – Annex A2 ‘Basis of structural design – Application for Bridges’. and temporary railway structures. concrete and composite bridges – Part 2: Specification for loads’.2. the values of the load factors (γ). It will remain as the UK’s national standard for railway loading until it is withdrawn by the British Standards Institution (BSI) (currently expected to be March 2010). the values of the combination factors (ψ).1 To cover the situation where railway bridges can be designed to the current national standard for loading.4 1.2.
2.4. buried structures.1 The scope of GC/RT5112 has been extended to include all structures subject to railway loading including: a) b) c) Bridges.1.4 Revision of GC/RT5112 – types of structure 1.2. road bridges. Structures (other than bridges) that support the railway (for example retaining walls.4. earth embankments). RAIL SAFETY AND STANDARDS BOARD Page 5 of 19 .2.3 1.4.1 GE/RT8006 ‘Interface between Rail Vehicle Weights and Underline Bridges’ sets out the requirements for managing the risk of overloading of underline bridges by railway vehicles.2. The requirements for design of structures for aerodynamic actions are set out in 6.1. They are: a) b) c) d) e) f) g) h) i) Dynamic effects (acceleration and risk of resonance) Effects of repeated loading (fatigue) Actions due to traction and braking Nosing forces Centrifugal forces Deformations (including track twist) Aerodynamic actions Derailment actions Actions due to surcharge from railway traffic on earth embankments. buildings.1.1.3.4 1.5 In the case of structures adjacent to or above the railway. The requirements for design of structures for derailment actions are set out in 7.2. 1.Uncontrolled When Printed Railway Group Standard GC/RT5112 Issue Two Date December 2008 Rail Traffic Loading Requirements for the Design of Railway Structures 1. These loads and load effects are specifically addressed in this revision. 1.1.2.5.3 Revision of GC/RT5112 – loads and load effects 1.2. the scope is limited to derailment and aerodynamic actions. tunnel inverts.2 1. station roof canopies.4.1.2. Related requirements in other documents 1.2. footbridges and signal gantries).1 There are a number of railway loading aspects that were not covered in any detail within GC/RT5112 issue 1. Structures adjacent to or above the railway (for example bridge supports.
3 of BS 5400-2:2006.1 of BS 5400-2:2006 shall be used.1 The SW/0 load model.1.3.1.1 2.2 2.2 of BS 5400-2:2006.1 This section sets out loading requirements applicable to railway bridges designed in accordance with BS 5400-2:2006.2.2. lighter loading is permissible where this is sufficient for the intended rail traffic using the route. the same factor shall be applied to: a) b) c) d) 2.2.1.1.1.2.75. Where factored RU loading is used.3 Page 6 of 19 RAIL SAFETY AND STANDARDS BOARD . 2.2 Where lighter loading is used.1 Bridges carrying rail traffic operating at speeds up to and including 125 mph (200 km/h).1.2.2.1 Design of new bridges to carry rail traffic (design to BS 5400-2:2006) Load requirements for design General 2.6 2.2.2 of BS 5400-2:2006. 2. shall generally be designed for full RU loading as specified in BS 5400-2:2006 ‘Steel.2.2.6.2.1. The rules for application of the load model for RU loading to the bridge superstructure shall be as set out in clause 8.2 The requirements for the dynamic factor to be applied to the load effects obtained from application of the SW/0 load model shall be as set out in clause 8.1.0.1.1.4 2. 2. In exceptional cases.Uncontrolled When Printed Railway Group Standard GC/RT5112 Issue Two Date December 2008 Rail Traffic Loading Requirements for the Design of Railway Structures Part 2 2.1. where safety is not adversely affected.5 2.1.1.1. Where lighter loading is used.2.2.2.1. 2.3 2. The requirements for application of a dynamic factor shall be as set out in clause 8. the factor to be applied to the full RU loading (and if relevant SW/0 loading) shall not be less than 0. concentrated loads on deck plates and similar elements shall be subject to a factor greater than or equal to 1. shall be used for the design of continuous bridges.1.8 Centrifugal load Lateral loads applied to the track by trains (nosing) Longitudinal loads (traction and braking) Derailment loads. concrete and composite bridges – Part 2: Specification for loads’. 2. The loads to be supported by deck plates and similar local elements shall be as specified in clause 8.3.3.3. The rules for application of the load model to the bridge superstructure shall be as set out in clause 8.3.2.1 of BS 5400-2:2006. specified in clause 8.1.1.2.1 of BS 5400-2:2006.5 of BS 5400-2:2006. New and reconstructed bridges 2.3 Additional loading for continuous bridges 2.6.7 The load model for RU loading specified in clause 8.
As an alternative to 2. 2.2. RAIL SAFETY AND STANDARDS BOARD Page 7 of 19 .1 The acceptable dynamic performance of bridges. The lateral deformation limits in section 7 of UIC Leaflet 776-3R shall be satisfied. plus the twist due to the deflection of the bridge resulting from rail traffic loads.2.3 to 2. excessive deck accelerations and resonance may occur: a) b) c) Where rail traffic speed is in excess of 125 mph (200 km/h).2 Deformation limits shall be checked using a partial load factor of 1.Annex A2 (see section 3.7 2. Vertical deformations shall comply with the values in Table 5 of UIC Leaflet 776-3R.2.4.2.6 of this document.3.4 Fatigue 2.0 applied to loading from rail traffic. Deformations for bridges carrying rail traffic shall be in accordance with UIC Leaflet 776-3R ‘Deformation of Bridges’ except as modified in 2.4 2. The applicable speed range (1. 2.1 2. Bridges shall be designed so that deflections under the equivalent quasi-static rail traffic loading (that is the static rail traffic load model (for example RU or SW/0) enhanced by the dynamic factor) do not encroach on any required clearances.1 2. For dynamically sensitive bridges.5 and 2.4.5 2.2 of this document).6 2. The total design track twist comprises any twist which may be present in the track when the bridge is not subject to rail traffic loads. where the deflection of a bridge is within the limits given in UIC Leaflet 776-3R or BS EN 1990:2005(A1) .2.2.4.2.2 All fatigue susceptible elements of bridges subject to repeated cycles of rail traffic shall be checked for resistance to fatigue. 2 or 3) shall be appropriate to the design line speed.2.2.2.3 Dynamic performance 2. it is permissible for the deformation limits to be based on the requirements of BS EN 1990:2005(A1) .2 Deformation limits 2.7 of BS 5400-2:2006 according to the categories of rail traffic that will use the line and the intended design life of the bridge. Bridges shall be designed to the requirements of clause 8.6 of this document. In the following cases.56L The maximum vertical deflection and total design track twist due to rail traffic loads shall not exceed 1 in 400. 2.2 of this document) and when the maximum line speed is 125 mph (200 km/h).184 for spans between 26 m and 100 m.3 2.Annex A2 (see section 3.3.2. Where the combination of vehicle loading and speed is greater than assumed for RU and SW/0 loading.2 In such cases a specific dynamic analysis shall be undertaken to assess the maximum peak bridge deck acceleration and the enhancement of static loading attributable to dynamic effects. is generally assured by the application of the dynamic factors in Table 16 of BS 5400-2:2006 to RU or SW/0 loading. δu = 0. 2. The notes to Figure 1 in UIC Leaflet 776-3R shall be corrected to read 1. Requirements for the steepest permitted designed cant gradient and repair of track twist are set out in GC/RT5021.2.Uncontrolled When Printed Railway Group Standard GC/RT5112 Issue Two Date December 2008 Rail Traffic Loading Requirements for the Design of Railway Structures 2.
2.3 2. Where the track on a bridge has horizontal curvature.2. and the rules for application of loads) shall be in accordance with clauses 8.1 Bridges shall be designed for the lateral loads applied to the track by trains (nosing). an effective means of containing a derailed vehicle on the bridge shall be provided taking account of the lower sector structure gauge defined in GC/RT5212 ‘Requirements for Defining and Maintaining Clearances’. Provision shall be made. the equivalent static design loads for stability.6.5. The nominal longitudinal load shall be calculated and applied in accordance with clause 8. 2.4 2. for nominal loads due to traction and the application of brakes. adjacent to the structure (surcharge).1 The design conditions to be considered (the equivalent static design loads at the ultimate limit states. For railway bridges.10 of BS 5400-2:2006.6. shall be made in designing the elements where appropriate.8.6 Design for train derailment on the bridge 2.2. The nominal centrifugal load per track shall be determined and applied in accordance with the requirements of clause 8. 2.2 of BS 5400-2:2006.2 2.5. Bridge abutments and similar earth retaining elements (for example wing walls and retaining walls) are subject to additional horizontal loading. derived from the moving rail traffic. in the design of the bridge elements.1 of BS 5400-2:2006. allowance for centrifugal forces. This loading can be assumed to include an allowance for dynamic effects.5. Abutments and similar earth retaining elements shall be designed for the requirements of clause 5.5 Horizontal loads from rail traffic 2.5.5 and 8.9 of BS 5400-2:2006.Uncontrolled When Printed Railway Group Standard GC/RT5112 Issue Two Date December 2008 Rail Traffic Loading Requirements for the Design of Railway Structures 2. The loading requirements are set out in clause 8.8 of BS 5400-2:2006. due to the weight of trains distributed vertically and horizontally through the backfill.2 Page 8 of 19 RAIL SAFETY AND STANDARDS BOARD .5.
1 Design of new bridges to carry rail traffic (design to BS EN 1991-2:2003) Load requirements for design General 3.2. the values of the combination factors (ψ) and load factors (γ).Uncontrolled When Printed Railway Group Standard GC/RT5112 Issue Two Date December 2008 Rail Traffic Loading Requirements for the Design of Railway Structures Part 3 3. The value of α for normal rail traffic shall be as specified in clause NA. the loading to be applied to the bridge shall be established for the individual project by taking into account the following: a) b) c) The maximum axle loads and spacings for Real Trains.1.1. LM 71 loading shall be multiplied by the load classification factor α.2. For rail traffic speeds in excess of 125 mph (200 km/h) and for dynamically sensitive bridges.3 3.2. The detailed requirements for determining whether a dynamic analysis is necessary shall be as set out in clause NA.’ 3.1.5 of BS EN 1991-2:2003. a dynamic analysis is required. and the criteria for deformation and resonance shall be as set out in BS EN 1990:2005(A1) – Annex A2 ‘Basis of structural design – Application for Bridges’.3 of BS EN 1991-2:2003.2.1.1.3. using the SW/0 load model only.1 Bridges shall be designed for the loading requirements of BS EN 1991-2:2003 ‘Eurocode 1: Actions on structures – Part 2: Traffic loads on bridges. RAIL SAFETY AND STANDARDS BOARD Page 9 of 19 .1.2.2. and the associated relevant clauses of the National Annex.1 3.3.48 of the National Annex to BS EN 1991-2:2003.6 3.2 The rules for the combination of rail traffic loads.4 3. Where a dynamic analysis is required. 3.2 3.1. New and reconstructed bridges 3.5 3. The applicability of load model HSLM (HSLM-A and HSLM-B).1 Continuous bridges shall additionally be designed for the requirements of clause 6.1.2. LM 71 represents normal rail traffic and has the same scope as RU loading. Bridges carrying rail traffic operating at speeds up to and including 125 mph (200 km/h) shall generally be designed for the static effect of vertical loading due to normal traffic.1. Additional requirements for the application of load models HSLM-A and HSLM-B.3. The requirements for considering the effects of eccentricity due to the lateral displacement of vertical loads for LM 71 and SW/0 shall be as set out in clause 6.2.50 of the National Annex to BS EN 1991-2:2003.1.1.1 This section sets out loading requirements applicable to railway bridges designed in accordance with BS EN 1991-2:2003.2.1.1.3 Additional loading for continuous bridges 3.7 3. as specified for load model LM 71 in BS EN 1991-2:2003.
The requirements for determination of deck twist and the total track twist to satisfy traffic safety criteria.4.4.4.2. The requirements for transverse deformation shall be as specified in clause A2.5 3. 3.4 Fatigue 3.2.2 The general requirements for vibration of railway bridge decks shall be as set out in clause A2. The recommended maximum peak values for bridge deck acceleration shall be used.4.Annex A2.Annex A2.Annex A2.3 3.4. Limits for longitudinal displacement of the deck shall be as set out in clause A2.3 The general requirements for deformation of railway bridge decks shall be as set out in clause A2.2.3 Dynamic performance 3.Annex A2.4.1 3.4.4 (2). of BS EN 1990:2005(A1).5 of BS EN 1990:2005(A1) .4.2 (1) and (3P) of BS EN 1990:2005(A1) .4.4.4.4.1 3.4.Annex A2. Page 10 of 19 RAIL SAFETY AND STANDARDS BOARD .4 3.9 of BS EN 1991-2:2003.1 3. The requirements for transverse vibration of the deck shall be as set out in clause A2. The requirements for assessment of fatigue damage shall be as set out in clause 6.2 3.4.1 of BS EN 1990:2005(A1) .2 Deformation limits 3.2. the recommended values shall be used.4.Annex A2.2.2. The recommended minimum value of natural frequency for the first mode of lateral vibration shall be used.Annex A2.4.2.4. shall be as specified in clauses A2.Uncontrolled When Printed Railway Group Standard GC/RT5112 Issue Two Date December 2008 Rail Traffic Loading Requirements for the Design of Railway Structures 3.2 All fatigue susceptible elements of bridges subject to repeated cycles of rail traffic shall be checked for resistance to fatigue. The requirements for vertical deformation of bridge decks shall be as specified in clause A2.2.2.1 of BS EN 1990:2005(A1) .3. NOTE 3.3.1 of BS EN 1990:2005(A1) . In Table A2.2.4 of BS EN 1990:2005(A1) .3 (1) of BS EN 1990:2005(A1) .8.4. The requirements for vertical acceleration of bridge decks shall be as set out in clause A2. Requirements for the steepest permitted designed cant gradient and repair of track twist are set out in GC/RT5021.3. 3.2.
45 of the National Annex to BS EN 1991-2:2003.1 of BS EN 1991-2:2003.2.5.2 3.6 Design to resist derailment on the bridge 3.3 3.1 of BS EN 1991-2:2003. due to the weight of trains distributed vertically and horizontally through the backfill.2 RAIL SAFETY AND STANDARDS BOARD Page 11 of 19 . The applied centrifugal force shall be determined in accordance with the requirements of clause 6.4 of BS EN 1991-2:2003. 3.7.5. Abutments and similar retaining elements shall be designed in accordance with the requirements of clause 6.3 of BS EN 1991-2:2003 and clause NA.1 The requirements for determination of actions due to derailment of trains on a railway bridge shall be as set out in clause 6.6. 3.75 of the National Annex to BS EN 1991-2:2003. Actions due to traction and braking shall be determined in accordance with the requirements of clause 6.5.Uncontrolled When Printed Railway Group Standard GC/RT5112 Issue Two Date December 2008 Rail Traffic Loading Requirements for the Design of Railway Structures 3. For railway bridges.5.6. an effective means of containing a derailed vehicle on the bridge shall be provided taking account of the lower sector structure gauge defined in GC/RT5212 ‘Requirements for Defining and Maintaining Clearances’.2. The design shall consider measures to mitigate the consequences of derailment for structural elements situated above the level of the rails. The loading requirements shall be as set out in clause 6. taking account of track cant. Bridge abutments and similar retaining elements (for example wing walls and retaining walls) are subject to additional horizontal loading. Additional requirements for the design of deck plates and similar local elements are specified in clause NA.1 All elements of bridges shall be designed for the lateral loads applied to the track by trains (nosing). For bridges where the track is curved over the whole or part of the length of the bridge. bridges shall be designed to resist the applied centrifugal force.5.3.4 3.5. adjacent to the structure (surcharge).5.6.5 Horizontal loads from rail traffic 3.2 of BS EN 1991-2:2003.
2 Design of altered and temporary bridges Altered bridges For existing bridges.Uncontrolled When Printed Railway Group Standard GC/RT5112 Issue Two Date December 2008 Rail Traffic Loading Requirements for the Design of Railway Structures Part 4 4.1 4. where it is proposed to alter the structure of the bridge. It is permissible to base the design loading on the load model for deriving route availability numbers set out in GE/RT8006.2 Temporary bridges 4.1 Temporary bridges shall take into account: a) b) c) d) 4.1. the loading specified shall be sufficient for the intended rail traffic using the route. 4.2.1.2. It is permissible to base the design loading on the load model for deriving route availability numbers set out in GE/RT8006.2 The rail traffic that will be permitted to use the bridge The intended life of the bridge Any site-specific hazards Any control measures required to prevent overloading of the bridge. Page 12 of 19 RAIL SAFETY AND STANDARDS BOARD .1 4.
buried structures and embankments) shall be designed in accordance with BS 5400-2:2006 or BS EN 1991-2:2003.1. due to the weight of trains distributed vertically and horizontally through the backfill.6.3.1 Structures (other than bridges) subject to vertical loading from rail traffic.1. 5. shall be designed for the worst effects from the load models defined for bridges in 2.1 Structures (other than bridges) subject to horizontal loading from rail traffic shall be designed for the worst effects from the load models defined for bridges in 2.1.2 of this document.Uncontrolled When Printed Railway Group Standard GC/RT5112 Issue Two Date December 2008 Rail Traffic Loading Requirements for the Design of Railway Structures Part 5 5. adjacent to the structure (surcharge).3.1. and account shall be taken of the distribution of load below the track and the dispersal of load with depth.2.1.1 Design of other structures for rail traffic loading Structures (other than bridges) supporting the railway Vertical loads from railway traffic 5.1.1.3.1 c) of that document.3 RAIL SAFETY AND STANDARDS BOARD Page 13 of 19 .3 Surcharge from railway traffic 5. and account shall be taken of the distribution of load along the track and the dispersal of load with depth.1. Structures designed to BS EN 1991-2:2003 shall be designed in accordance with the requirements of clause 6.3.2 Other structures (for example tunnel inverts. This loading may be assumed to include an allowance for dynamic effects.1. 5.5 of this document.2 Structures designed to BS 5400-2:2006 shall be designed in accordance with the requirements of clause 5. buried structures and embankments) shall be designed in accordance with BS 5400-2:2006 or BS EN 1991-2:2003.1 Structures (other than bridges) supporting the railway (for example retaining walls) are subject to additional horizontal loading.4 of that document.5 or 3.2.2 Horizontal loads from railway traffic 5.2 or 3.1.8.2. 5.2 Other structures (for example tunnel inverts.1.1 5.1.1. 5. 5.1. 5.
Advice on alternative design pressures for footbridges and platform canopies is contained in the National Application Document for ENV 1991-3 ‘Traffic Loads on Bridges’.1 of that document.74 of the National Annex to BS EN 1991-2:2003 permits the values of aerodynamic actions to be determined on an individual project basis. The requirements for structures designed to BS EN 1991-2:2003 shall be as set out in section 6.1.1.Uncontrolled When Printed Railway Group Standard GC/RT5112 Issue Two Date December 2008 Rail Traffic Loading Requirements for the Design of Railway Structures Part 6 6.1 Design of structures for aerodynamic actions Structures over or adjacent to the railway Structures subject to the aerodynamic effects of passing trains 6. the requirements shall be as set out in clause 8.1.1 6.2 6.1.1. Structures that are particularly sensitive to transient pressure fluctuations could require a special study to consider the dynamic performance of structures subject to the aerodynamic effects of passing trains.2.1 Structures susceptible to the aerodynamic effects of passing trains shall be designed to resist the resultant aerodynamic forces.11 of that document. 6. Page 14 of 19 RAIL SAFETY AND STANDARDS BOARD .3 For structures designed to BS 5400-2:2006.6.2. Clause NA.1.1.
1. The requirements in 7. and to structures carrying hazardous materials (for example gas) over or adjacent to the railway.1. The ultimate limit state partial load factors shall be as set out in Table 1.1 Structures designed to BS 5400-2:2006 with supports within the hazard zones shall be designed to resist the effects of collision loading.2 Where individual columns are located within a hazard zone.1. footbridges).1. in accordance with combination 1 of Table 1 in BS 5400-2:2006.3. its National Annex. Additionally.4 7. The two forces shall act in any direction but need not be considered to act simultaneously.5 m from the cess rail and to include anywhere between the tracks. the primary traffic (road or rail) load and any footway / cycleway live loads.2 of BS EN 1991-2:2003 requires design for collision with structures over or adjacent to the track to be undertaken in accordance with BS EN 1991-1-7:2006 and. all piers or columns within a hazard zone shall be designed to withstand (without collapse) a single horizontal design force of 2000 kN acting at a height of 1.1.1.1 Design of structures to resist derailment actions Structures over.2.1.0.1.7.1. or adjacent to.Uncontrolled When Printed Railway Group Standard GC/RT5112 Issue Two Date December 2008 Rail Traffic Loading Requirements for the Design of Railway Structures Part 7 7.3.3 of this document are a minimum. the supports of similar structures used by people (for example buildings. the design of supports and superstructures over or adjacent to the railway shall be in accordance with the requirements of clause 6. the railway subject to the effects of collision loading from derailment General 7. except that the partial factor for live loading (γfL) shall be taken as 1.1 The collision loading requirements of Part 7 applies to the supports of bridges.1. and a single horizontal design force of 500 kN acting at a height of 3 m above the adjacent ground level. 7.2. The hazard zones shall be assumed to extend for a width of 4.2.1. The ultimate limit state partial load factor for the horizontal design force (γfL) shall be taken as 1.3 7.7. RAIL SAFETY AND STANDARDS BOARD Page 15 of 19 .2.1. Additional recommendations for design requirements are contained in UIC Leaflet 777-2R. the design of the span over the railway shall incorporate sufficient continuity such that the loss of any one column will not lead to the collapse of the remainder of the structure under the permanent load. Design to BS 5400-2:2006 7. 7. where appropriate.2 of that document.2 7.0.1 7.1 For structures designed to BS EN 1991-2:2003.2. 7.3 Design to BS EN 1991-2:2003 (BS EN 1991-1-7:2006) 7.2 m above the adjacent ground level.2 Clause 6.
General compliance date for infrastructure managers 8.Uncontrolled When Printed Railway Group Standard GC/RT5112 Issue Two Date December 2008 Rail Traffic Loading Requirements for the Design of Railway Structures Part 8 8.1. authorisation not to comply should be sought in accordance with the Railway Group Standards Code.1 There are no requirements applicable to railway undertakings.2 After the compliance date or the date by which compliance is achieved if earlier.infrastructure managers The requirements of this document apply to new. Where it is considered not reasonably practicable to comply with the requirements. Health and safety responsibilities 8. reconstructed.1.1.1 There are no exclusions from the scope specified in section 8.1.1 for infrastructure managers. Section 1.3. Page 16 of 19 RAIL SAFETY AND STANDARDS BOARD .2.2 8. RSSB does not warrant that compliance with all or any documents published by RSSB is sufficient in itself to ensure safe systems of work or operation or to satisfy such responsibilities or duties.1. 8.1 This Railway Group Standard comes into force and is to be complied with from 07 February 2009. infrastructure managers are to maintain compliance with the requirements set out in this Railway Group Standard.railway undertakings 8.3.3.3 Application . altered and temporary structures.1 8.1 Users of documents published by RSSB are reminded of the need to consider their own responsibilities to ensure health and safety at work and their own duties under health and safety legislation.1 Application of this document Application .2. 8.1. 8.4 sets out the details of the types of structure to which this document applies.1.1.2 Exclusions from scope 8.1 Scope 8.1.3 8.2.
Culvert A structure with a span or diameter greater than 450 mm and less than 1800 mm. Aerodynamic action An action that results from the force exerted on railway structures over or adjacent to the railway due to the transient pressures generated by passing railway vehicles. railway structures for which the dynamic performance may be unacceptable at vehicle speeds less than 125 mph (200 km/h). lengthening or rebuilding of all or part of an existing bridge or other railway structure. in particular the likelihood that excessive dynamic effects. which provides a reasonable opportunity to bring the items concerned into conformity with the requirements of this document. Dynamic effects are established from determination of the deformation.Uncontrolled When Printed Railway Group Standard GC/RT5112 Issue Two Date December 2008 Rail Traffic Loading Requirements for the Design of Railway Structures Definitions Abutment An end support of a bridge whose function is to support the weight of the bridge. Dynamic performance The dynamic response of a railway structure. or ground liable to flood. of a bridge or other railway structure] For the purpose of this document. but not exclusively. Accidental action An action. that is unlikely to occur on a given structure during the design working life. whose prime purpose is usually. RAIL SAFETY AND STANDARDS BOARD Page 17 of 19 . Embankment An earthwork that allows railway lines or access roads to pass over low lying ground. including resonance. to permit water or services to pass under a railway or road. acceleration and natural frequency limits for a particular structure. at an acceptable level and gradient. For the purpose of this document the term is generally taken to refer to the effects of derailment of a railway vehicle on. Buried structure A structure at a depth which is significant in relation to its span and for which the application of load can rely on the arching action of the soil above. the substantial widening. Alteration [for example. the loads exerted by railway vehicles and the weight of the earth embankment behind the support. will occur under rail traffic. Dynamically sensitive structures For the purpose of this document. whose prime purpose is usually to carry traffic or services over an obstruction or gap. Deformation All deflection and rotational movements in a railway structure due to the effects of railway traffic. below or adjacent to a railway structure. usually of short duration but of significant magnitude. The term excludes effluent pipelines passing under a railway or road. Bridge A structure of one or more spans greater than or equal to 1800 mm.
tunnel inverts. Page 18 of 19 RAIL SAFETY AND STANDARDS BOARD . buried structures and embankments. lineside structures. where it can affect the wall. significantly longer than it is wide. and rail traffic. an independent wall whose function is to support the weight of the retained earth that carries rail traffic surcharge loading. the surface of the tunnel structure that supports rail traffic. Surcharge load The additional horizontal load. New bridge For the purpose of this document the term ‘new bridge’ includes total superstructure replacement. over or adjacent to the railway which is subject to loading from rail traffic. the supports of overline bridges. Tunnel invert For the purpose of this document. The term excludes any non-ballasted (slab) track structures supported by the invert.Uncontrolled When Printed Railway Group Standard GC/RT5112 Issue Two Date December 2008 Rail Traffic Loading Requirements for the Design of Railway Structures Fatigue Failure of structural elements and connections subject to the effects of repeated rail traffic loading. Wing wall A wall that complements an abutment and whose function is to support the weight of. due to the distribution of the weight of railway vehicles through the backfill adjacent to bridge abutments and similar earth retaining structures (for example wing walls and retaining walls). Tunnel An underground enclosed structure provided to allow the railway to pass under higher land. Retaining wall For the purpose of this document. Railway structure A structure below. For the purpose of this document. Horizontal load The resultant force exerted on a railway structure in the direction of travel (longitudinal) or normal to the direction of travel (transverse) as a consequence of the operating characteristics of the moving railway vehicle and its interaction with the track. and its interaction with the track. buildings or water. the operating characteristics of the moving railway vehicle. the term includes underline bridges. Vertical load The resultant force exerted on a railway structure in the vertical direction as a consequence of the weight of a railway vehicle. that part of the earth embankment behind the bridge that slopes away from the sides of the track.
coordinating the procurement procedures of entities operating in the water.co. 2nd Edition. Traffic Loads on Bridges RAIL SAFETY AND STANDARDS BOARD Page 19 of 19 . energy. September 2002.Uncontrolled When Printed Railway Group Standard GC/RT5112 Issue Two Date December 2008 Rail Traffic Loading Requirements for the Design of Railway Structures References The Catalogue of Railway Group Standards and the Railway Group Standards CD-ROM give the current issue number and status of documents published by RSSB. January 1989.rgsonline. 1st Edition.Traffic Loads on Bridges National Annex to BS EN 1991-2:2003 Actions on structures Traffic Loads on Bridges BS EN 1991-1-7:2006 Actions on structures – General actions . This information is also available from www. Documents referenced in the text RGSC 01 The Railway Group Standards Code Railway Group Standards GC/RT5021 Track System Requirements GC/RT5212 Requirements for Defining and Maintaining Clearances GE/RT8006 Interface between Rail Vehicle Weights and Underline Bridges Other references BD 37/01 Loads for Highway Bridges BS 5400-2:2006 Steel. concrete and composite bridges – Part 2: Specification for loads BS EN 1990:2005(A1) – Annex A2 Basis of structural design – Application for Bridges National Annex to BS EN 1990:2005(A1) – Annex A2 Basis of structural design – Application for Bridges (not yet published) BS EN 1991-2:2003 Actions on structures . transport and postal services sectors National Application Document to ENV 1991-3. Deformation of Bridges 777-2R UIC Leaflet 777-2R.uk. Structures built over railway lines – Construction requirements in the track zone Utilities Contracts Regulations 2006 Utilities Contracts (Scotland) Regulations 2006 2004\17\EC Utilities Directive .Accidental actions National Annex to BS EN 1991-1-7:2008 776-3R UIC Leaflet 776-3R.
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