ESC 330 Engineering Standard - Transport for NSW 330 Engineering Standard Civil Version 2.4 ......

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016

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OVERHEAD WIRING STRUCTURES AND SIGNAL GANTRIES

ESC 330

Engineering Standard Civil

Version 2.4

Issued August 2011

Owner: Chief Engineer Civil

Approved John Stapleton Authorised Richard Hitch by: Principal Engineer Technology by: Chief Engineer

& Standards Civil

Disclaimer This document was prepared for use on the RailCorp Network only. RailCorp makes no warranties, express or implied, that compliance with the contents of this document shall be sufficient to ensure safe systems or work or operation. It is the document user’s sole responsibility to ensure that the copy of the document it is viewing is the current version of the document as in use by RailCorp. RailCorp accepts no liability whatsoever in relation to the use of this document by any party, and RailCorp excludes any liability which arises in any manner by the use of this document. Copyright The information in this document is protected by Copyright and no part of this document may be reproduced, altered, stored or transmitted by any person without the prior consent of RailCorp.

UNCONTROLLED WHEN PRINTED of 15

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016 RailCorp Engineering Standard — Civil

Overhead Wiring Structures and Signal Gantries ESC 330

© RailCorp of 15 Issued August 2011 UNCONTROLLED WHEN PRINTED Version 2.4

Document control

Version Date Summary of change 2.4 August, 2011 Changes detailed in Summary table below 2.3 July, 2010 Correction of internal section references throughout;

Section 3.10 - Change reference to TMC 304 to SPC 301 2.2 November, 2009 Change of format for front page, change history and table of

contents; minor editing and formatting throughout; Appendix 1: new drawing added to list

2.1 May, 2008 Additional requirement re security; Additional information to be shown on structure drawings; Additional requirement to design OHWS as independent structures; List of standard drawings updated.

2.0 July, 2007 Requirements specified for regulation weights; construction specifications; mechanical and chemical anchors; Minor changes to design load criteria; List of standard drawings included. This document replaces CTN 04/16 “Mechanical and Chemical Anchors”.

1.0 March, 2006 First issue as a RailCorp document. Replaces TS 30 000 3 01 SP

Summary of changes from previous version

Summary of change Section Reformat in new template All Minor editing All Reference to TMC 331 for design procedures 4.1 New section on Design life 4.2 New section on Design responsibility 4.3 New section on Anchor structures 4.4.3 New section on Footings 4.4.4 New section on Approved materials 4.7 Changes to requirements to use stainless steel chemical anchors 4.7.2 Reference to TMC 331 for documentation requirements 4.8 New section on Assessment of existing structures for reuse 6 Updated list of standard OHWS drawings as per CTN 11/06 App A

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Contents

1 Purpose, Scope and Application...........................................................................................4

2 References...............................................................................................................................4 2.1 Australian and International Standards.....................................................................................4 2.2 RailCorp Documents .................................................................................................................4 2.3 Other References......................................................................................................................4 3 General Requirements............................................................................................................4 3.1 Safety ........................................................................................................................................4 3.2 Security .....................................................................................................................................5 3.3 Protection of the Environment...................................................................................................5 3.4 Heritage.....................................................................................................................................5 3.5 Construction ..............................................................................................................................5 3.6 Maintenance..............................................................................................................................5 4 Design Criteria.........................................................................................................................6 4.1 Design Standards......................................................................................................................6 4.2 Design Life ................................................................................................................................6 4.3 Design Responsibility................................................................................................................6 4.4 Design Loads ............................................................................................................................6

4.4.1 Overhead Wiring Structures ......................................................................................6 4.4.2 Signal Gantries ..........................................................................................................8 4.4.3 Anchor structures.......................................................................................................9 4.4.4 Footings .....................................................................................................................9

4.4.4.1 Structure footings .......................................................................................9 4.4.4.2 Guy footings .............................................................................................10

4.4.5 Site specific footings ................................................................................................10 4.5 Clearances ..............................................................................................................................11 4.6 Configuration Requirements ...................................................................................................11

4.6.1 General ....................................................................................................................11 4.6.2 Standard Structures.................................................................................................11

4.7 Approved Materials .................................................................................................................12 4.7.1 Design Procedure – New or Infrequently Used Products........................................12 4.7.2 Chemical Anchors....................................................................................................12

4.8 Drawing Standards..................................................................................................................12 5 Existing Structures ...............................................................................................................13 6 Assessment of Existing Structures for Reuse...................................................................13

6.1.1 General ....................................................................................................................13 Appendix A Standard OHWS Drawings....................................................................................15

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1 Purpose, Scope and Application This document specifies the design requirements for overhead wiring structures and signal gantries on the RailCorp network.

2 References

2.1 Australian and International Standards AS 1170 - Structural design actions

AS 1657- Fixed platforms, walkways, stairway and ladders – Design, construction and installation

AS 2159 - Piling – Design and installation

AS 3600 - Concrete structures

AS 4100 - Steel structures

AS 4680 - Hot-dip galvanized (zinc) coatings on fabricated ferrous articles

2.2 RailCorp Documents ESC 100 Civil Technical Maintenance Plan

ESC 215 Transit Space

ESC 300 Structures System

ESC 302 Structures Defect Limits

SPC 301 Structures Construction

TMC 331 - Overhead Wiring Design

EP 08 00 00 01 SP Overhead Wiring Standard for Electrification of New Routes

RailCorp Safety Management System

2.3 Other References Nil

3 General Requirements

3.1 Safety The design of overhead wiring structures and signal gantries is to take into account safety considerations for construction and maintenance personnel, and any other parties including operations personnel who may be required to use or gain access to the structure.

The requirements of the RailCorp Safety Management System, particularly SMS-12-PR-0371 Managing Engineering Design Control, are to be observed and incorporated in all designs.

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Regulation weights are commonly installed to maintain constant tension in the overhead wiring. These weights may present a danger to personnel where they are located around flyovers or above elevated tracks. Safety cages shall to be installed at these locations to protect personnel.

Where access is required for personnel to maintain wiring, electrical equipment, signalling or other services attached to the structure, safe access is to be provided in accordance with the RailCorp Safety Management System. This may include access steps, ladders, cages, walkways and fixing points.

3.2 Security For locations where there is a risk of the public gaining access to the structure such as in cuttings or dives, the structure shall be provided with an access prevention security grille.

3.3 Protection of the Environment The design of overhead wiring structures and signal gantries is to take into account environmental impacts during construction and maintenance activities, with a view to minimising any such impacts.

3.4 Heritage Heritage considerations and classifications shall be observed in overhead wiring structures and signal gantry designs as detailed in ESC 300 - Structures System.

3.5 Construction Design documentation is to identify standards for construction, including construction methods, processes and materials.

RailCorp has a suite of technical specifications for construction of structures. The specifications are detailed in Engineering Specification SPC 301 - Structures Construction and are to be incorporated in the design and construction documentation of overhead wiring structures and signal gantries.

Design documentation shall include relevant references for material testing and testing of welds.

The design of overhead wiring structures and signal gantries is to take into account construction constraints, particularly live operating conditions and track possession constraints.

3.6 Maintenance The design of overhead wiring structures and signal gantries is to take into account the ability to access components for inspection and maintenance purposes.

Components, materials and finishes should be chosen to minimise future maintenance due to the close proximity of the structure to the overhead wiring and the tracks.

Maintenance requirements are to be specified in the design documentation for structures. Requirements are to include examination tasks and frequencies, damage limits, and repair standards. In most cases, ESC 100 - Civil Technical Maintenance Plan and ESC 302 - Structures Defect Limits will apply. However site specific maintenance requirements may need to be provided.

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4 Design Criteria

4.1 Design Standards The components of overhead wiring structures and signal gantries shall be designed in accordance with this document and to the relevant Australian Standards listed below.

Steel structures shall be designed to Australian Standard AS 4100 - Steel Structures and hot-dip galvanized in accordance with Australian Standard AS 4680 - Hot-dip galvanized (zinc) coatings on fabricated ferrous articles.

Concrete footings shall be designed to Australian Standard AS 3600 - Concrete Structures and Australian Standard AS 2159 - Piling – Design and installation.

The design of overhead wiring structures shall be done in accordance with the requirements of RailCorp Engineering Manual TMC 331 - Overhead Wiring Design.

4.2 Design Life Overhead wiring structures and signal gantries shall be designed for a serviceable life of 100 years.

4.3 Design Responsibility The design of overhead wiring systems is the joint responsibility of the electrical designer and the civil design engineer.

The civil design engineer is responsible for ensuring each overhead wiring structure meets all limit state requirements including strength, stability and serviceability.

The civil design engineer is responsible for:

• Overhead wiring structures (e.g. single masts, cantilever masts, portal structures and anchor masts);

• Associated structural details such as drop verticals, guy footings, access ladders and walkways, access prevention devices;

• Non-standard attachments to other structures such as overbridges, tunnels and airspace developments;

• Non-standard fittings required by the electrical designer, such as special anchor plates

• Liaising with the electrical designer.

4.4 Design Loads

4.4.1 Overhead Wiring Structures Overhead wiring structures shall be designed to support the approved overhead wiring system designated for the particular section of track under consideration. The appropriate overhead wiring system will be determined by the requirements documented by the Chief Engineer, Electrical.

Loads imposed on overhead wiring structures from the attached wiring system shall be determined by a competent overhead wiring design engineer in accordance with the requirements of Electrical Standard EP 08 00 00 01 SP - Overhead Wiring Standard for Electrification of New Routes.

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Permanent actions for use in designing overhead wiring structure are to be in accordance with AS 1170 - Structural design actions. The following overhead wiring loadings are to be considered as permanent actions:

• Static weight load • Radial load • Regulated Tension • Maximum Fixed Anchor Tension • Weight stack load

Imposed actions for use in the design of overhead wiring structures shall be a concentrated load of 1.07 kN imposed by a person standing on each run of wire attached to the structure.

Wind loading on the overhead wiring structures shall be determined in accordance with AS 1170 - Structural design actions. The ultimate regional wind speed shall be determined using an appropriate average recurrence interval using importance levels and design working life chosen from Table 1 below.

Overhead Wiring Structure Condition and Usage

Importance Level

Design Working Life

(Years) New Structure Supporting Overhead Wiring Over Tracks Carrying Passengers 2 100

New Structure Supporting Overhead Wiring Over Tracks Not Carrying Passengers. (e.g. Stabling Sidings)

1 100

Existing Structure (25 years or older) Supporting Overhead Wiring Over Tracks Carrying Passengers

2 25

Existing Structure (25 years or older) Supporting Overhead Wiring Over Tracks Not Carrying Passengers (eg. Stabling Sidings)

1 25

Table 1 - Importance level and design working life

The serviceability regional wind speed shall be determined using an average recurrence interval of 25 years.

For regulated overhead wiring, consideration of out of plane loads generated by longitudinal movement of the wire shall be included in the design model.

Lateral deflection of the contact wire attached to an overhead wiring structure shall be limited to 50 mm; with only serviceability condition wind loading applied (no radial or other loads applied). Deflection of an overhead wiring structure under static serviceability loading - permanent actions only, no wind or live load - shall be limited so that the aesthetic appearance of the structure is acceptable.

Deflection limits in Table 2 below should be achieved as a minimum:

Structure or Component Type

Maximum Vertical Deflection

Maximum Horizontal Deflection (In and Out of Plane)

Portals Span/ 250 Height/ 100 Single Mast N/A Height/ 100 Cantilever Length/ 75 (+ve)

Length/ 500 (-ve) Height/ 100

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Drop Vertical N/A Length/ 75

Table 2 - Static deflection limits

These limits are applied to the final deflected shape, which must take into account any mast rake on cantilever structures and bridge or boom pre-camber on portals and cantilever structures.

4.4.2 Signal Gantries Signal gantries shall be designed to support signal equipment at the specific locations nominated. Loads imposed on signal gantries from the signal equipment shall be determined using the weight of the equipment and the position of placement as determined by the signal design engineer.

Permanent actions for use in designing signal gantries structure are to be in accordance with AS 1170.

Imposed actions for use in the design of signal gantries shall be in accordance with AS 1170 and AS 1657 - Fixed platforms, walkways, stairway and ladders – Design, construction and installation.

Wind loading on signal gantries shall be determined in accordance with AS 1170. The ultimate regional wind speed shall be determined using an appropriate average recurrence interval using importance levels and design working life chosen from Table 3 below:

Signal Gantry Condition and Usage Importance Level

Design Working Life (Years)

New Gantries Supporting Signals, Cages and Maintenance Personnel 2 100

Existing Gantries (25 years or older) Supporting Signals, Cages and Maintenance Personnel

2 25

Table 3 - Importance level and design working life

The serviceability regional wind speed shall be determined using an average recurrence interval of 25 years.

Deflection of signal gantries under full serviceability loading - permanent action, wind and live load - shall be limited so that the aesthetic appearance of the structure is acceptable. Deflection limits in Table 4 below should be used as a minimum:

Structure Type Maximum Vertical Deflection

Maximum Horizontal Deflection

(In and Out of Plane) Portals Span/ 250 Height / 125 Cantilever Length/ 125 (+ve)

Length/ 500 (-ve) Height / 125

Signal Cage -

Length of cage / 75 (Out of plane only)

Table 4 - Static deflection limits

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These limits are applied to the final deflected shape, which must take into account any mast rake on cantilever structures and bridge or boom pre-camber on portals and cantilever structures.

4.4.3 Anchor structures Overhead wiring is terminated at the ends of the wire runs by anchoring the wires to the mast of an overhead wiring structure that is usually being used to support and register the wire. Where site specific constraints exist, free standing anchor structures may be used.

Tension in the wires being anchored can range from 18 kN to 40 kN so guyed anchors are preferred.

There are two general types of anchor configurations:

• Fixed anchors • Moving anchors.

The type of anchor configuration is determined by the electrical designer.

4.4.4 Footings

4.4.4.1 Structure footings Overhead wiring structure footings shall be designed to accommodate the loads from the overhead wiring system and shall be based on the type of foundation material. The standard footing designs shall be used unless site specific constraints exist.

The standard overhead wiring structures have a corresponding standard footing drawing that provides footing construction details including the depth to which it should be constructed for different foundation conditions. The depth shall be selected in accordance with the standard drawing details based on geotechnical information or advice.

The maximum allowable footing loads are detailed in Table 5:

Structure Type

Maximum Allowable Horizontal

Force FX or FZ (kN)

Maximum Allowable

Moment MZ (kNm)

Maximum Allowable

Moment MX (kNm)

PP2/HP2 Mast 10 90 90 PP3/HP3 Mast 10 140 140 200 SHS Portal 20 80 80 250 SHS Portal 20 120 120 300 SHS Portal 30 180 180 250 SHS Cantilever Mast 25 150 150 300 SHS Light Cantilever Mast 40 220 220 300 SHS Cantilever Mast 50 250 250 300DC Portal 30 150 100 380DC portal 30 210 170 FSAM 310 UC 137 or smaller 45 320 320 FSAM 310 UC 158 60 400 400

Table 5 : Maximum allowable footing loads

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4.4.4.2 Guy footings Guy footings shall be checked for stability. Standard guy footing sizes satisfy stability requirements provided the maximum allowable loads given in Table 6 are not exceeded. To ensure that excessive overturning moment is not produced the pedestal height shall be limited to a maximum of 1000mm.

Guy Type Maximum Allowable Horizontal Force (kN)

Maximum Allowable Vertical Force (kN)

G1 Guy Footing 40 40 G2 Guy Footing 56 56 G3 Guy Footing 66 66

Table 6 : Maximum allowable guy footing loads

The guy footing sizes and respective capacities are grouped to accommodate the range of conductors and tensions used in current regulated systems. Table 7 gives an indication of what conductor systems and maximum total tensions can be used with each guy footing. It is the responsibility of the civil design engineer to specify a guy footing size that ensures that the allowable footing loads are not exceeded.

Guy Type

Overhead Wiring Conductor System

System I.D. No.

Catenary Wire Contact Wire

Size (mm2)

Maximum Tension

(kN)

Size (mm2)

Maximum Tension

(kN)

G1 Guy

10 165 18.50 193 18.00

4 & 6 270 19.00 5 270 19.43 2x137 19.43 1 327 16.50 193 16.50

G2 Guy

2 & 3 270 30.00 2x137 25.00 9 270 23.10

193 18.00 8 327 26.40 7 510 34.60

15 2x165 30.80 2x137 25.00 G3 Guy 12 2x270 40.70 2x137 25.00

Table 7 : Guy footings and conductor system

4.4.5 Site specific footings For some structures it is not possible to use a standard footing design as the structure loads or foundation conditions fall outside the allowable loading range given in Table 5 or the soil/rock parameters given on the standard footing depth table on the structure drawing.

The civil design engineer shall design the footing using a recognised method of analysis. If a site specific footing design is required due to the allowable loads in Table 5 being exceeded then not only should a new depth of footing be determined but the capacity of the footing reinforcement and hold down bolts shall be checked.

Note that the OHWS regular and pile footings are considered to resist applied forces and moments through lateral bearing only. Applied vertical forces are usually comparatively minor, so bearing capacity of the base is not usually a critical factor. Spread footings are

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not used on new OHWS due to the relatively high applied moments and the vulnerability of spread footings to interference by nearby excavations and other works during the life of the structure.

A site specific footing design will require geotechnical parameters so a footing depth can be determined. The geotechnical data used in the design shall be documented on the Structure Diagram.

If geotechnical data is not available the design will need to provide a range of depths for different founding materials.

Where possible the standard footing design should be used with the depth increased accordingly.

4.5 Clearances As a minimum, horizontal and vertical clearances from the track to overhead wiring structures and signal gantries are to be provided in accordance with RailCorp standard ESC 215 - Transit Space.

Horizontal and vertical clearances from the track to an overhead wiring structure shall be determined at each location to suit the requirements of the electrical design and signal sighting aspects of the particular location.

Horizontal and vertical clearances from the track to a signal gantry shall be determined at each location to suit the requirements of signal design for signal cage position, signal sighting and access to the structure.

4.6 Configuration Requirements

4.6.1 General To minimise maintenance, overhead wiring structures and signal gantries are to be configured using smooth, clean faced structures without a proliferation of small members, fittings and metal to metal interfaces.

In addition the following design criteria shall apply:

• each structure designed as a stand alone independent structure; • the minimum thickness of major steel structure components of 8mm; • steel structures and fittings galvanised, unless approval is given by the Chief

Engineer Civil to use alternative coatings (e.g. coatings to meet heritage requirements);

• the minimum size of fillet welds of 6mm; • designs to ensure that moisture and debris collection pockets are not created; • the top surface of footings and holding down bolts to be clear of the track ballast,

cess and sub grade levels.

4.6.2 Standard Structures A range of standard overhead wiring and signal gantry structure types exists within the RailCorp system. Refer to Appendix A for a list of standard drawings.

The relevant standard structures should be nominated on design drawings for new structures.

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The standard structures listed in Appendix A are drawings that provide standard fabrication and construction details. All standard drawings must be read in conjunction with a structure diagram containing details for a specific location. A competent Engineer (certified structural) must undertake the design for each structure, determine which standard structure type if any is suitable for the location under consideration, produce the structure diagram and have the design verified.

Both strength and serviceability limit states must be satisfied. A standard structure cannot be simply nominated for multiple locations over a particular span because the loading from the overhead wiring varies significantly depending on the wiring system in use, distance between structures, number of wires being connected, the radius of the track and out-of-running or anchor wire angles. All these design loads, along with wind load, need to be considered when a structure type is nominated from the above list.

A large range of structure sizes is available for use and the designer must nominate the most economical structure for the location under consideration. Preference shall be given to SHS portals before nominating double PFC portals or double UB portals.

If existing standard structures are not suitable for a particular location, then a non-standard structure can be used provided approval from the Chief Engineer Civil is obtained.

4.7 Approved Materials Approved construction materials for main structural elements are steel and concrete.

Timber materials shall not be used as structural elements for overhead wiring structures and signal gantries.

4.7.1 Design Procedure – New or Infrequently Used Products If any products specified in the design documentation can reasonably be deemed to be new or infrequently used, these must be identified by the designer and referred to the Chief Engineer Civil for approval. The designer must be satisfied that the manufacturer/constructor/maintainer understands any special requirements/practices relating to the product prior to release of the design documentation.

4.7.2 Chemical Anchors Stainless steel chemical anchors may be used to attach overhead wiring to tunnels, bridges and other structures.

The design documentation shall specify the relevant design and installation criteria.

As the load carrying capacity for these types of anchor is normally based on concrete strength, account shall be taken of the age and condition of the concrete or brick structures into which these anchors are to be installed (e.g. fractured concrete or brickwork), in order that the manufacturers’ specifications and installation instructions are met.

4.8 Drawing Standards Construction drawings are to comply with RailCorp’s standard procedures and formats, and are to detail the design criteria and any other information that is relevant to ensuring that the new structure is constructed and maintained in accordance with the design. Refer to TMC 331 for detailed requirements.

The structure diagrams shall include the following information:

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• Structure name (number) • Footing set out coordinates • Cross section showing:

– Bridge length (L) – Structure heights (HL or HR) – Track centres and names – Drop vertical lengths, types and off sets – Features of adjacent structures, such as earthwork profile (ground line), cess

drains, troughing or other obstructions.

5 Existing Structures Where existing overhead wiring structures or signal gantries require to be refurbished or fully replaced, the design of the replacement/ refurbished structure shall be in accordance with the current and proposed future line usage and business requirements.

Refurbished structures shall comply with current design requirements specified in Section 4.

6 Assessment of Existing Structures for Reuse

6.1.1 General When an existing overhead wiring system is upgraded to a system with greater electrical capacity or an existing wiring system is modified resulting in an increase in structure loading, a structural assessment of the overhead wiring structures shall be undertaken.

Situations in which structures may be reused are:

• Wire adjustments • Conversion to independent registration • Conversion from fixed wiring to regulated wiring • Modifications to existing regulated wiring • Upgrading of existing wiring system.

Existing structures that are to be reused shall have a minimum remaining life of 25 years if the structure is greater than 25 years old or 50 years if the structure is less than 25 years old. Structures shall be assessed for strength and serviceability in accordance with Section 4.

The structures shall comply with the strength limit state requirements.

For serviceability limit state requirements, some of the deflection limits have been relaxed.

Deflection of an existing overhead wiring structure under static serviceability loading – permanent actions only, no wind or live load – shall be limited so the aesthetic appearance of the structure is acceptable.

The deflection limits in Table 8 are the minimum acceptance limits for existing structures:

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Structure or Component Type

Maximum Vertical Deflection

Maximum Horizontal Deflection (In and Out of Plane)

Portals Span / 250 Height / 75 Single Mast N/A Height / 75 Cantilever Length / 75 (+ve) Height / 75

Length / 300 (-ve) Drop Verticals N/A Length / 35

Table 8 : Existing structures static deflection limits

These limits are applied to the final deflected shape, which shall take into account any mast rake on cantilever structures and bridge or boom camber on portals and cantilever structures.

Lateral deflection of the contact wire attached to an overhead wiring structure shall be limited to 50 mm, with only serviceability condition wind loading (no radial or other loads applied).

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Appendix A Standard OHWS Drawings Drawing No OHWS Drawing Title CV 0373001 PP2 Mast And PP3 Mast Steelwork And Footings CV 0373002 HP2 Mast And HP3 Mast Steelwork CV 0373003 HP2 Mast And HP3 Mast Footings CV 0373004 200 SHS Portal Steelwork CV 0373005 200 SHS Portal Footings CV 0373006 250 SHS Portal Steelwork CV 0373007 250 SHS Portal Footings CV 0373008 300 SHS Portal Steelwork CV 0373009 300 SHS Portal Footings CV 0373010 250 SHS Cantilever Mast Steelwork CV 0373011 250 SHS Cantilever Mast Footings CV 0373012 300 SHS Light Cantilever Mast Steelwork CV 0373013 300 SHS Light Cantilever Mast Footings CV 0373014 300 SHS Cantilever Mast Steelwork CV 0373015 300 SHS Cantilever Mast Footings CV 0373016 300 Double Channel Portal Steelwork CV 0373017 300 Double Channel Portal Footings CV 0373026 Guy Footings CV 0373027 Guy Pile And Guy Rock Footings CV 0373028 DS Drop Vertical And DSW Drop Vertical Steelwork CV 0373029 DT Drop Vertical And DTW Drop Vertical Steelwork CV 0373030 Free Standing Anchor Masts Steelwork And Footings CV 0373044 Repair For Exposed Mast Footings CV 0373046 Cutting Bridge Support Replacement Type 1 And Type 2 E1- 437 380 Double Channel Portal – Steelwork E1- 438 380 Double Channel Portal – Footings E1- 448 300 Double Channel Signal Or Feeder Structure – Steelwork E1- 449 300 Double Channel Signal Or Feeder Structure – Footings E1- 450 Double Channel Feeder & Signal Structure – Walkway And Balustrade

Steelwork E1- 451 Double Channel Feeder & Signal Structure – Ladder And Cage Steelwork E1- 452 Signal Cage Steelwork E1- 453 Ladder Landing Footing E1- 454 410 Double UB Portal – Steelwork E1- 455 Access Prevention Grill Steelwork E1- 456 460 Double UB Portal – Steelwork CV 0047941 Cantilever Signal Structure – Steelwork CV 0055980 250 SHS Double Cantilever Mast – Steelwork CV 0142949 Footing In Retaining Wall CV 0144833 Boxed Free Standing Anchor Mast – Mast And Footing Details CV 0465528 Guy Bracket On Rock Face CV 0364937 Double Channel Feeder & Signal Structure – Balustrade Gate At Signal

Cage Steelwork

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