Civil-Sr-012

Civil Engineering Technical Requirement CIVIL-SR-012

COLLISION PROTECTION OF SUPPORTING ELEMENTS ADJACENT TO RAILWAYS

Revision: C Updated: 30/05/2011

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This publication has been created for use in the design, construction, maintenance and operation of Queensland Rail infrastructure and infrastructure owned by others that adjoins Queensland Rail's operational corridors. Every effort has been made to ensure that the information contained in this document is correct at the time of authorisation for issue. It is the responsibility of the user to ensure that the information is interpreted correctly and is up to date before it is applied. It is strongly recommended that the user consults with Queensland Rail to ensure relevancy for the specific circumstance and correct interpretation.

When the document is used in other than Queensland Rail projects, Queensland Rail gives no warranties as to the completeness; accuracy or adequacy of the publication or any parts of it and accepts no responsibility or liability upon any basis whatsoever.

CIVIL-SR-012 (Revision C)

Document Information

Current Revision: C

First Released: 27/03/2007

Last Updated: 30/05/2011

Review Before: 30/05/2014

Approved by: Ian McColl

Authorised by: Chris Keye

Document Amendment History

Section(s) Revision Date Summary of Amendment Amended Initial 27/03/2007 A 22/12/2009 Complete Revision B 30/09/2010 Rebranded with new disclaimer C 30/05/2011 MCE replaced with CIVIL

TABLE OF CONTENTS Page 1.0 INTRODUCTION ...... 3 2.0 SCOPE ...... 3 3.0 DESIGN CONSIDERATIONS ...... 3 4.0 STRUCTURES CATEGORIES FOR DESIGN...... 4 4.1 Class of Structure ...... 4 4.2 Zone of Structure ...... 4 4.3 Speed Category ...... 4 5.0 DESIGN COLLISION LOADS FOR SUPPORTING ELEMENTS ...... 4 5.1 Class A Structures ...... 5 5.1.1 Zone 1 ...... 5 5.1.2 Zone 2 ...... 5 5.1.3 Zone 3 ...... 5 5.1.4 Zone 4 ...... 6 5.1.5 Zone 5 ...... 6 5.2 Class B Structures ...... 6 5.2.1 Zone 1 ...... 6 5.2.2 Zone 2 ...... 6 5.2.3 Zone 3 ...... 7 5.2.4 Zone 4 ...... 7 5.2.5 Zone 5 ...... 7 5.3 Class C Structures ...... 7 5.3.1 Zone 1 ...... 7 5.3.2 Zone 2 ...... 8 5.3.3 Zone 3 ...... 8 5.3.4 Zone 4 ...... 8 5.3.5 Zone 5 ...... 9 6.0 COLLISION PROTECTION MEASURES ...... 9 6.1 New Structures ...... 9 6.2 Upgrading Existing Structures ...... 9 6.3 Additional Requirements for Footbridges ...... 9 6.3.1 Collision Loads from Railway Traffic ...... 9 6.3.2 Support Details ...... 10

1.0 INTRODUCTION Provision should be made for the foreseeable This Technical Requirement details the criteria development of railway infrastructure, particularly which must be met by external party designs for regarding an increase in the number of tracks. supporting components (piers, columns, walls) of structures (buildings, overbridges, footbridges) over 3.0 DESIGN CONSIDERATIONS or adjacent to railway property. Reference is made The design of the supporting elements of structures to the following additional Queensland Rail is to comply with: Technical Requirements which must also be satisfied:  AS 5100 Bridge Design for collision protection and collision loads, and  this Technical Requirement and associated  CIVIL-SR-001 Design of road overbridges, Technical Requirements.  CIVIL-SR-002 Work in or about Queensland

Rail property, The collision loads from AS 5100 are to be modified  CIVIL-SR-003 Work adjacent to overhead line in accordance with this Technical Requirement. equipment,  CIVIL-SR-005 Design of buildings over or near The design “collision loads” from derailed vehicles railways, and referred to in this document are not precise collision  CIVIL-SR-006 Design of footbridges. loads resulting from derailed rollingstock, but rather, are minimum loads intended to provide a design Copies of these documents may be obtained from where the supporting elements have a degree of Queensland Rail. robustness in the event of a glancing blow from a derailed train. The design collision loads are less All reference documents, e.g. Australian Standards, than the full collision impact from a loaded train at codes and Queensland Rail Technical the maximum permitted speed. The design Requirements, are to be the latest version. collision loads may be increased where deemed necessary by the designer. Where this Technical Requirement prescribes a different degree of protection than any other Subject to approval by Queensland Rail, collision standard, including Australian Standards, then this loads and the point of contact (from AS 5100.2 or document will take precedence. this document) may be modified:  if justified by a risk assessment and if other 2.0 SCOPE controls are in place, or This Technical Requirement applies to the:  where it can be shown that the loads or point of contact are not appropriate, e.g. where the  design of new structures, and support has a wide base or where the support is  upgrading of existing structures located on ground sloping away from the track. over or adjacent to railway property. The design is to consider: It covers design loads and collision protection  the collision load and point of contact, methods to be used in the design of supporting  all permanent loads, elements of buildings, overbridges and footbridges.  the applied traffic loads,  the effect of the collision load on the The presence of piers between railway tracks is immediately, adjacent, structural member in the undesirable on safety grounds because of the superstructure above the relevant supports, and increased risk of structure collapse from a  the effect of the collision load on the derailment. There is a preference for structures to foundations immediately below the relevant be a clear span between abutments. supports.

The design of the supports is not to include any assistance by propping action from other structural © Queensland Rail 2010

CIVIL-SR-012 (Revision C) elements that may be demolished as the result of a caused by crushing of the roof of rollingstock, e.g. collision. signal gantries, advertising signs, overhead traction wiring masts. 4.0 STRUCTURES CATEGORIES FOR DESIGN Additional Considerations Collision design loads and suitable collision Notwithstanding the above descriptions, a structure protection measures are to be provided based on may be allocated a higher classification if it is the: considered by Queensland Rail that there is an  CLASS of superstructure to be protected, increased risk to personal safety based on additional risk factors including:  ZONE or proximity of the support to the tracks, and the  number of people occupying the structure,  SPEED CATEGORY environment of the track.  number of people travelling in trains,  high frequency of trains, 4.1 Class of Structure  type of train using the line (passenger or Structures built above or adjacent to railway tracks freight), are classified as Class A, B or C Structures  presence of points and crossings in the vicinity according to their use. of the structure, and  curvature of the track or structural configuration Class A Structures of the structure. These structures are:  permanently or semi-permanently occupied, 4.2 Zone of Structure e.g. commercial offices, retail premises, Each Class A, B and C structure is further classified residential developments, according to its distance from the nearest track  temporary gathering places for large numbers centre-line as follows: of people e.g. theatres, cinemas, train station  ZONE 1: support is less than 3 m from track ticket offices, or centre-line  multiple story structures which are only subject  ZONE 2: support is more than 3 m and less to short-term occupancy e.g. multi-story than 5 m from track centre-line carparks and warehouses.  ZONE 3: support is more than 5 m and less Collapse of this type of structure would almost than 10 m from track centre-line certainly lead to multiple deaths of people occupying  ZONE 4: support is more than 10 m and up to the structure. 20 m from track centre-line  ZONE 5: support is behind the terminating end Class B Structures of tracks These structures are: 4.3 Speed Category  sporadically or infrequently occupied, e.g. lifts, Each Class of structure in each Zone is attributed a waiting areas, footbridges, roadways, road speed category as follows: overbridges,.  SPEED CATEGORY 1: 51 km/hr to 160 km/hr  single story structures not providing long-term (assumed to be passenger trains) occupancy, e.g. parking areas, single-story warehouses.  SPEED CATEGORY 2: 21 km/hr to 50 km/hr (assumed to be passenger trains) Collapse of this type of structure would almost  SPEED CATEGORY 3: Less than 20 km/hr certainly lead to a single death or multiple injuries of (assumed to be freight trains) people occupying the structure.

5.0 DESIGN COLLISION LOADS FOR Class C Structures SUPPORTING ELEMENTS These structures are: Notwithstanding the requirements of this document,  not occupied, except for maintenance activities, all supports must be able to carry the permanent but are capable of crushing the roof of and applied loads from the superstructure with half rollingstock in the event of collapse because of of their cross-section rendered ineffective at the their weight and / or height above rail, i.e. coal collision point. loadouts, conveyors to coal loadouts, some overhead pipelines. Supporting elements adjacent to railways are to be avoided. If it is not possible to avoid having Collapse of this type of structure would probably supporting elements adjacent to the track, lead to a single death or multiple injuries of people structures are to be designed with an alternative occupying the rollingstock. load path in accordance with AS 5100.2, allowing for 60% live load. Structures without provision for Lightweight structures close to the track are redundancy are to be designed to resist collision excluded from this category, as collapse of this type loads as described in AS 5100.2, except as of structure would have a low risk of a single death modified below.

supports do not have to be designed as walls, 5.1 Class A Structures but may be designed as columns with applied Collision protection is to be provided for Class A forces or redundancy as described above. structures as follows: Speed Category 2 5.1.1 Zone 1 Collision loads are to be in accordance with the requirements of AS 5100.2 with the following Speed Categories 1, 2 and 3 exceptions: Collision loads are to be in accordance with the  The support should be designed as a requirements of AS 5100.2 with the following continuous wall. However, if this is not possible exceptions: for technical reasons, individual columns may  To be avoided if possible be used if either a deflection wall or 20 m  The support is to be designed as a continuous minimum length of platform is provided in front wall with minimum dimensions of: of the first column and all other columns that L:W ≥ 4:1, are located in an area where there is a high risk W ≥ 0.8 m and of derailment. L ≥ H/2  Where supports are protected by a deflection wall or 20 m minimum length of platform, where L = length of support supports are to be designed to withstand W = width of support equivalent collision loads of 2,000 kN parallel to H = height of support the track and 1,500 kN perpendicular to the  Designed to withstand equivalent collision loads track applied at 2 m above top of rail. of 10,000 kN parallel to the track and 3,500 kN  The deflection wall is to be designed to perpendicular to the track applied at 2 m above withstand equivalent collision loads of 3,000 kN top of rail. parallel to the track and 1,500 kN perpendicular  No reduction in collision loads is allowed if the to the track applied at 2 m above top of rail. support is located on a station platform. Speed Category 3 Collision loads are to be in accordance with the 5.1.2 Zone 2 requirements of AS 5100.2 with the following exceptions: Speed Category 1  Where supports are protected by a deflection Collision loads are to be in accordance with the wall or 20 m minimum length of platform, requirements of AS 5100.2 with the following supports are to be designed to withstand exceptions: equivalent collision loads of 1,500 kN parallel to  The support is to be designed as a continuous the track and 1,500 kN perpendicular to the wall or as a non-continuous wall made up of track applied at 2 m above top of rail. individual wall-type sections.  The deflection wall is to be designed to  The wall is to have the minimum dimensions of: withstand equivalent collision loads of 3,000 kN L:W ≥ 4:1, parallel to the track and 1,500 kN perpendicular W ≥ 0.8 m and to the track applied at 2 m above top of rail. L ≥ H/2 where L = length of support 5.1.3 Zone 3 W = width of support Speed Category 1 H = height of support Collision loads are to be in accordance with the  Designed to withstand equivalent collision loads requirements of AS 5100.2 with the following of 3,000 kN parallel to the track and 1,500 kN exceptions: perpendicular to the track applied at 2 m above  Designed to withstand equivalent collision loads top of rail. of 3,000 kN parallel to the track and 1,500 kN  Where the support is constructed from perpendicular to the track applied at 2 m above individual wall-type sections, an alternative load top of rail. path is to be provided in the event that the  No reduction in collision loads is allowed if the support is struck. The superstructure is to be support is located on a station platform. designed with sufficient redundancy to

Speed Category 2  be capable of supporting the dead load plus 60% of the live load with one or more of the Collision loads are to be in accordance with the wall-type sections removed. The number of requirements of AS 5100.2 with the following sections to be removed is to be determined by exceptions: risk analysis and accepted by Queensland Rail.  Where supports are protected by a deflection  If supports are located on platforms (with 20 m wall or 20 m minimum length of platform, minimum length of platform protection), supports are to be designed to withstand

equivalent collision loads of 1,500 kN parallel to 5.2.1 Zone 1 the track and 1,000 kN perpendicular to the track applied at 2 m above top of rail. Speed Category 1  The deflection wall is to be designed to Collision loads are to be in accordance with the withstand equivalent collision loads of 3,000 kN requirements of AS 5100.2 with the following parallel to the track and 1,500 kN perpendicular exceptions: to the track applied at 2 m above top of rail.  To be avoided if possible  Where redundancy is not provided, the support Speed Category 3 is to be designed as a continuous wall with minimum dimensions of: Collision loads are to be in accordance with the requirements of AS 5100.2 with the following L:W ≥ 4:1, exceptions: W ≥ 0.6 m and L ≥ H/2  Where supports are protected by a deflection wall or 20 m minimum length of platform, where L = length of support supports are to be designed to withstand W = width of support equivalent collision loads of 1,500 kN parallel to H = height of support the track and 750 kN perpendicular to the track  Designed to withstand equivalent collision loads applied at 2 m above top of rail. of 5,000 kN parallel to the track and 1,500 kN  The deflection wall is to be designed to perpendicular to the track applied at 2 m above withstand equivalent collision loads of 3,000 kN top of rail. parallel to the track and 1,500 kN perpendicular  No reduction in collision loads is allowed if the to the track applied at 2 m above top of rail. support is located on a station platform.

5.1.4 Zone 4 5.2.2 Zone 2 Speed Categories 1, 2 & 3 Speed Category 1 Collision loads are to be in accordance with the Collision loads are to be in accordance with the requirements of AS 5100.2 with the following requirements of AS 5100.2 with the following exceptions: exceptions:  Where supports are protected by a deflection  Designed to withstand equivalent collision loads wall or 20 m minimum length of platform, of 3,000 kN parallel to the track and 1,500 kN supports are to be designed to withstand perpendicular to the track applied at 2 m above equivalent collision loads of 750 kN parallel to top of rail. the track and 750 kN perpendicular to the track  No reduction in collision loads is allowed if the applied at 2 m above top of rail. support is located on a station platform.  The deflection wall is to be designed to withstand equivalent collision loads of 3,000 kN Speed Category 2 parallel to the track and 1,500 kN perpendicular Collision loads are to be in accordance with the to the track applied at 2 m above top of rail. requirements of AS 5100.2 with the following exceptions: 5.1.5 Zone 5  Where supports are protected by a deflection wall or 20 m minimum length of platform, Speed Categories 1, 2 and 3 supports are to be designed to withstand Suitable buffer stops are to be provided to prevent equivalent collision loads of 2,000 kN parallel to trains colliding with structures beyond the end of the the track and 1,000 kN perpendicular to the track. As a minimum, buffer stops are to prevent a track applied at 2 m above top of rail. low speed collision with the structure.  The deflection wall is to be designed to withstand equivalent collision loads of 3,000 kN Unless additional suitable control measures are parallel to the track and 1,500 kN perpendicular provided to prevent collision, supporting elements to the track applied at 2 m above top of rail. behind buffer stops are to be designed for the same collision load requirements as described above for Speed Category 3 Zones 1, 2, 3 or 4 for main-line speed. For Collision loads are to be in accordance with the example, a support located 4 m behind a buffer stop requirements of AS 5100.2 with the following with a main-line speed of 40 km/hr is to be designed exceptions: to the same requirements as for Zone 2, Speed  Where supports are protected by a deflection Category 2. wall or 20 m minimum length of platform,

supports are to be designed to withstand

equivalent collision loads of 1,500 kN parallel to 5.2 Class B Structures the track and 1,000 kN perpendicular to the Collision protection is to be provided for Class B track applied at 2 m above top of rail. structures as follows.  Where the superstructure has a supported area of < 50 m2, e.g. a mid-section footbridge, © 2010 Queensland Rail Limited UNCONTROLLED COPY WHEN PRINTED Page 6 of 8 CIVIL-SR-012 (Revision C)

supports are to be designed to withstand 5.2.4 Zone 4 equivalent collision loads of either: o 2,000 kN applied both parallel and Speed Category 1 perpendicular to the track at 1.2 m Collision loads are to be in accordance with the above top of rail or requirements of AS 5100.2 with the following o 500 kN applied both parallel and exceptions: perpendicular to the track at 3 m above  Designed to withstand equivalent collision loads top of rail. of 3,000 kN parallel to the track and 1,500 kN whichever produces the more adverse effect. perpendicular to the track applied at 2 m above top of rail. 5.2.3 Zone 3  No reduction in collision loads is allowed if the support is located on a station platform. Speed Category 1 Collision loads are to be in accordance with the Speed Categories 2 and 3 requirements of AS 5100.2 with the following Collision loads are to be in accordance with the exceptions: requirements of AS 5100.2 with the following  Designed to withstand equivalent collision loads exceptions: of 3,000 kN parallel to the track and 1,500 kN  Where supports are protected by a deflection perpendicular to the track applied at 2 m above wall or 20 m minimum length of platform, top of rail. supports are to be designed to withstand  No reduction in collision loads is allowed if the equivalent collision loads of 750 kN parallel to support is located on a station platform. the track and 750 kN perpendicular to the track applied at 2 m above top of rail. Speed Category 2  Where the superstructure has a supported area Collision loads are to be in accordance with the of < 50 m2, e.g. a mid-section footbridge, requirements of AS 5100.2 with the following supports are to be designed to withstand exceptions: equivalent collision loads of either:  Where supports are protected by a deflection o 2,000 kN applied both parallel and wall or 20 m minimum length of platform, perpendicular to the track at 1.2 m above supports are to be designed to withstand top of rail or equivalent collision loads of 1,500 kN parallel to o 500 kN applied both parallel and the track and 1,000 kN perpendicular to the perpendicular to the track at 3 m above top track applied at 2 m above top of rail. of rail.  The deflection wall is to be designed to whichever produces the more adverse effect. withstand equivalent collision loads of 3,000 kN parallel to the track and 1,500 kN perpendicular 5.2.5 Zone 5 to the track applied at 2 m above top of rail. Speed Categories 1, 2 and 3 Suitable buffer stops are to be provided to prevent Speed Category 3 trains colliding with structures beyond the end of the Collision loads are to be in accordance with the track. As a minimum, buffer stops are to prevent a requirements of AS 5100.2 with the following low speed collision with the structure. exceptions:  Where supports are protected by a deflection Unless additional suitable control measures are wall or 20 m minimum length of platform, provided to prevent collision, supporting elements supports are to be designed to withstand behind buffer stops are to be designed for the same equivalent collision loads of 1,500 kN parallel to collision load requirements as described above for the track and 750 kN perpendicular to the track Zones 1, 2, 3 or 4 for the main-line speed. For applied at 2 m above top of rail. example, a support located 4 m behind a buffer stop with a possible main-line speed of 40 km/hr is to be  Where the superstructure has a supported area 2 designed to the same requirements as for Zone 2, of < 50 m , e.g. a mid-section footbridge, Speed Category 2. supports are to be designed to withstand

equivalent collision loads of either: o 2,000 kN applied both parallel and 5.3 Class C Structures perpendicular to the track at 1.2 m above Collision protection is to be provided for Class C top of rail or structures as follows. o 500 kN applied both parallel and perpendicular to the track at 3 m above top 5.3.1 Zone 1 of rail. Speed Category 1 whichever produces the more adverse Collision loads are to be in accordance with the effect. requirements of AS 5100.2 with the following exceptions:

 To be avoided if possible

 Designed to withstand equivalent collision loads of Collision loads are to be in accordance with the 3,000 kN parallel to the track and 1,500 kN requirements of AS 5100.2 with the following perpendicular to the track applied at 2 m above top exceptions: of rail.  Designed to withstand equivalent collision loads  No reduction in collision loads is allowed if the of 3,000 kN parallel to the track and 1,500 kN support is located on a station platform. perpendicular to the track applied at 2 m above top of rail. Speed Category 2  No reduction in collision loads is allowed if the Collision loads are to be in accordance with the support is located on a station platform. requirements of AS 5100.2 with the following exceptions:  To be avoided if possible Speed Category 2  Where railway traffic is only freight, supports are to Collision loads are to be in accordance with the be designed to withstand equivalent collision loads requirements of AS 5100.2 with the following of 2,000 kN parallel to the track and 1,000 kN exception: perpendicular to the track applied at 2 m above top  Where railway traffic is only freight, supports of rail. are to be designed to withstand equivalent collision loads of 1,500 kN parallel to the track and 750 kN perpendicular to the track applied at Speed Category 3 2 m above top of rail. Collision loads are to be in accordance with the requirements of AS 5100.2 with the following exception:  Where railway traffic is only freight, supports are to be designed to withstand equivalent Speed Category 3 collision loads of 1,500 kN parallel to the track Collision loads are to be in accordance with the and 750 kN perpendicular to the track applied at requirements of AS 5100.2 with the following 2 m above top of rail. exception:  Where railway traffic is only freight, supports 5.3.2 Zone 2 are to be designed to withstand equivalent collision loads of 1,000 kN parallel to the track Speed Category 1 and 500 kN perpendicular to the track applied at Collision loads are to be in accordance with the 2 m above top of rail. requirements of AS 5100.2 with the following exceptions: 5.3.4 Zone 4  Designed to withstand equivalent collision loads of 3,000 kN parallel to the track and 1,500 kN Speed Category 1 perpendicular to the track applied at 2 m above Collision loads are to be in accordance with the top of rail. requirements of AS 5100.2 with the following exceptions:  No reduction in collision loads is allowed if the  Designed to withstand equivalent collision loads of support is located on a station platform. 3,000 kN parallel to the track and 1,500 kN perpendicular to the track applied at 2 m above top Speed Category 2 of rail. Collision loads are to be in accordance with the  No reduction is to be allowed in collision loads if the requirements of AS 5100.2 with the following support is located on a station platform. exception:  Where railway traffic is only freight, supports Speed Category 2 are to be designed to withstand equivalent Collision loads are to be in accordance with the collision loads of 1,500 kN parallel to the track requirements of AS 5100.2 with the following exception: and 750 kN perpendicular to the track applied at  Where railway traffic is only freight, supports are to 2 m above top of rail be designed to withstand equivalent collision loads of 1,000 kN parallel to the track and 750 kN Speed Category 3 perpendicular to the track applied at 2 m above top Collision loads are to be in accordance with the of rail. requirements of AS 5100.2 with the following exception: Speed Category 3  Where railway traffic is only freight, supports Collision loads are to be in accordance with the are to be designed to withstand equivalent requirements of AS 5100.2 with the following exception: collision loads of 1,500 kN parallel to the track  Where railway traffic is only freight, supports and 750 kN perpendicular to the track applied at are to be designed to withstand equivalent 2 m above top of rail. collision loads of 750 kN parallel to the track and 500 kN perpendicular to the track applied at 5.3.3 Zone 3 2 m above top of rail.

Speed Category 1

5.3.5 Zone 5 adjacent railway track. Queensland Rail will advise on requirements on a case-by-case basis. Speed Categories 1, 2 and 3 Suitable buffer stops are to be provided to prevent trains Integral deflection walls are to either: colliding with structures beyond the end of the track. As  extend at least 2 m past the end of each pier (or a minimum, buffer stops are to prevent a low speed column) in a direction approximately parallel to collision with the structure. the railway track, or Unless additional suitable control measures are provided  continue past the next pier (or column) if the to prevent collision, supporting elements behind buffer piers (or columns) are at a clear spacing of less stops are to be designed for the same collision load than 4 m. requirements as described above for Zones 1, 2, 3 or 4 for the main-line speed. For example, a support located The extreme ends of integral deflection walls are to 4 m behind a buffer stop with a possible main-line speed taper on the side adjacent to the railway track at 1:6 of 40 km/hr is to be designed to the same requirements from 300 mm thick to the full thickness of the as for Zone 2, Speed Category 2. deflection wall.

6.0 COLLISION PROTECTION Deflection walls are to be: MEASURES 6.1 New Structures  smooth-faced with the face of integral walls extending a minimum of 150 mm beyond the In addition to the requirements of AS 5100, the face of the pier (or column) on the side adjacent following collision protection measures are to be to the railway track; used.  parallel to the railway track,

Because of the risk of derailed rollingstock falling  constructed of reinforced concrete with a down the embankment slope, piers, walls and minimum thickness of 450 mm; and columns must not be located in or at the bottom of  designed for the appropriate collision loads in this embankment slopes without protection measures document. being in place. 6.3 Additional Requirements for Queensland Rail may approve the location of Footbridges suitable control measures, such as one or more of These additional requirements apply to footbridges the following: with a plan area of up to 50 m2 per span. For larger  guard and splay rails on the track; spans, the design is to be similar to a road  a retaining structure to widen the embankment; overbridge. or  piers, walls or columns complying with this 6.3.1 Collision Loads from Railway Traffic Technical Specification. Design is to be in accordance with AS 5100, except for collision loads from railway traffic, which are to The piers, walls or columns are to be smooth- be as follows. walled, blade piers of heavy construction parallel to the railway track. Supports located within 7.5 m of the track centre- line, and not complying with the redundancy Safety refuges are to be: requirements of AS 5100.2, are to be designed to  provided where the length of pier or wall is resist the dead load and a single concentrated load greater than 15 m, (applied as an ultimate design load with a load  provided where the clearance between the factor of 1.0) of: adjacent existing / future track centreline and  2,000 kN applied at a height of 1.2 m above top face of pier / wall is less than 3 m, of rail or  at a maximum spacing of 15 m centres along  500 kN applied at a height of 3 m above top of the pier / wall, rail,  at least 1.5 m wide by 600 mm deep and 2.2 m whichever produces the more adverse effect at any high above the adjacent rail level, and section along the height of the support pier or  clearly defined. column. The concentrated loads above may act in any direction and are not considered to act 6.2 Upgrading Existing Structures simultaneously. Existing piers and columns which do not satisfy the above requirements are to have deflection walls If the supports are within a railway platform and are: provided.  at least 2.5 m clear of the platform edge; and  20 m from the end of the platform, Independent deflection walls are to be provided only the 500 kN collision load need apply. where space permits. Otherwise deflection walls may be integral and are to be a minimum of 3.6 m If the supports are located between 7.5 m and 20 m high, measured from the highest rail level of the from the track centre-line, a risk analysis is to be © 2010 Queensland Rail Limited UNCONTROLLED COPY WHEN PRINTED Page 9 of 8 CIVIL-SR-012 (Revision C) carried out to determine the required concentrated collision load, but with a minimum of 500 kN.

6.3.2 Support Details Supports are to be monolithic blade piers rather than multiple smaller individual columns.

Blade piers (or blade columns) are to be:  smooth-faced;  parallel to the railway track; and  constructed of reinforced concrete with a minimum thickness of 300 mm and a minimum cross-sectional area of 0.6 m2.

Multiple individual column supports will only be permitted where blade piers are shown to be impracticable, and must:  be constructed of reinforced concrete with a minimum thickness of 450 mm;  have a minimum cross-sectional area of 0.25 m2 for individual columns;  have a minimum total cross-sectional area of 0.75 m2 for all columns in the support; and  be protected by independent deflection walls designed for the collision loads in Section 6.4.1.

Where steel piers or columns are approved in lieu of reinforced concrete supports, they must:  comprise at least 4 vertical members suitably braced;  be designed such that any two members may be demolished without collapse of the structure; and  be protected by independent deflection walls designed for the collision loads in Section 6.4.1.

Independent deflection walls must be:  smooth faced,  constructed of reinforced concrete with a minimum thickness of 450 mm,  a minimum of 3.6 m high from the top of rail if less than 4 m clear of the track centreline, otherwise a minimum height of 2.0 m is to apply, and  designed for the collision loads in Section 6.4.1.