Transcript
Engineering Guideline Signals
EGG 1544 MEASUREMENT OF GEOGRAPHICAL DATA FOR ATP Version 1.0 Issued July 2012
Owner:
Chief Engineer, Signals and Control Systems
Approved by:
Warwick Allison Chief Engineer Signals and Control Systems
Authorised by:
Geoff Yarrow Principle Engineer Signal Technology
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.
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Engineering Guideline
Design
RailCorp Engineering Guideline — Signals — Design Measurement Of Geographical Data For ATP
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Document control Version 1.0
Date July 2012
Summary of change New document
Summary of changes from previous version Summary of change Document created
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Section
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Contents 1 1.1 1.2
Introduction .............................................................................................................................4 Purpose .....................................................................................................................................4 Scope ........................................................................................................................................4
2
References...............................................................................................................................4
3
Definitions................................................................................................................................4
4
Overview ..................................................................................................................................5
5 5.1 5.2
Generic Survey Requirements...............................................................................................5 Geographical Coordinates System ...........................................................................................5 Infrastructure Survey Requirements .........................................................................................6 5.2.1 OHW – Track Control Mark .......................................................................................6 5.2.2 Converging Track ......................................................................................................6 5.2.3 Platform Car Markers.................................................................................................7 5.2.4 Signals .......................................................................................................................8 5.2.5 Track Circuits...........................................................................................................10 5.2.5.1 Block Joint ................................................................................................10 5.2.5.2 Tuned Loops ............................................................................................10 5.2.6 Level Crossings .......................................................................................................11 5.2.7 Balise Group ............................................................................................................12 5.2.8 Speed Boards ..........................................................................................................13 5.2.9 Metal Masses...........................................................................................................13 5.2.10 Shunting Limits ........................................................................................................14 5.2.11 Buffer Stops .............................................................................................................15 5.2.12 Catch Points ............................................................................................................15
6
Advanced Acquisition of Data for ATP ...............................................................................16
7
Manual Measurement using Surveyors ..............................................................................16
8 8.1 8.2 8.3 8.4 8.5 8.6
Manual Measurement by Signalling Personnel .................................................................16 Measuring Equipment .............................................................................................................18 8.1.1 Measuring Procedure ..............................................................................................18 Manual Measurement less than 60m......................................................................................19 Manual Measurement Greater than 60m ................................................................................20 Manual Measurement – Information to be included................................................................20 Block Joint to Control Balise Measurement ............................................................................21 Accuracy..................................................................................................................................21
9
Appropriate Methodology ....................................................................................................22
10
Post Acquisition Processing – Output Files ......................................................................22
Appendix A
Manual Measurement Data Acquisition Form ....................................................23
Appendix B
Laser Mounting Bracket........................................................................................24
Appendix C Measuring Equipment ...........................................................................................25 Measuring Wheel ....................................................................................................................25 Laser Sighting Tool .................................................................................................................25
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1
Introduction
1.1
Purpose
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Specifies the requirements and methodology for acquiring Geographical Infrastructure Data from site to be used for ETCS Data Design.
1.2
Scope To be used for the implementation of ATP on existing installations.
2
References • • • • • •
3
ATP Construction Drawings ESC210 – Track Geometry and Stability ESC215 – Transit Space TCM212 – Survey SPC211 – Survey SPC212 – Contract Survey
Definitions
TCM
Track Control Marks are points of reference measured by RailCorp surveyors and evidenced on a structure by a plaque.
KP Jumps
Kilometric point – positive or negative distance adjustment made to maintain consistent distance measurements along a route.
BRM
Balise Reference Mark
OHW
Overhead Wire
GIS
Geographic Information System
Survey Point
Location on structure/equipment to which measurements shall be taken.
Vertical Centre
The vertical centre line when the infrastructure is viewed perpendicular to the running rail.
Per Mille
Gradient measurement of 1 part per 1000
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Overview The following figure highlights the methods for Geographical Data Acquisition for ATP and the survey requirements.
Figure 1 : Methods of Data Acquisition
5
Generic Survey Requirements The following section describes relevant infrastructure and specifies the requirement for measuring to a specific survey point, and the Geographic Coordinates System that should be applied. Accuracy requirements for measurements shall be (unless otherwise stated):
5.1
•
Distance to +/-1 metre,
•
Gradient to 1 per mille (‰)
Geographical Coordinates System It is the responsibility of the personnel (Surveyors or Signalling) carrying out manual measurement to identify and note the Geographical Coordinates System applicable within the area being measured. It is the responsibility of personnel carrying out manual measurement to identify and note all meterage adjustments (KP Jumps) by consulting with the regional surveyor.
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5.2
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Infrastructure Survey Requirements The following section describes specific infrastructure to be surveyed, and which parts of the infrastructure shall be considered the survey point.
5.2.1
OHW – Track Control Mark
Figure 2 : OHW Survey Point The survey point for an OHW structure shall be the Track Control Mark as shown in Figure 2. If no Track Control Mark is present on the structure, the vertical centre of the OHW structure shall be assumed to be the survey point.
5.2.2
Converging Track For all turnouts, crossovers and track convergences, the clearance point is required for survey. The survey point shall be the surveyed* clearance point, only if clearly identified on site. If the clearance point is not clearly marked, the survey point shall be the location, as outlined in the ATP construction drawing M05-534. * Note: Denotes survey by Civil Track Engineers
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5.2.3
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Platform Car Markers Car Marker locations for 4 and 8 car sets require surveying. The centre of the platform car marker shall be considered to be the survey point.
Figure 3 : Platform Car Marker
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5.2.4
Signals
5.2.4.1
Standard Post Configuration
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If a Track Control Mark plaque is present, the associated survey point shall be used for surveying. If no Track Control Mark is present, the survey point for a signal shall be the vertical centre of the signalling post (unless otherwise stated).
Figure 4 Signal – Standard Post Configuration
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5.2.4.2
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Gantry Signals The survey point for gantry signals shall be the front edge of the cage.
Figure 5 : Gantry Signal Survey Point
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5.2.5
Track Circuits
5.2.5.1
Block Joint
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Figure 6 : Block joint survey point The survey point for a block joint shall be the vertical centre of the joint.
5.2.5.2
Tuned Loops When surveying Tuned Loops, the following survey points shall be considered: •
The rail connection for each tuning unit,
•
The rail connection for the SI unit (where provided).
Replacement Track Circuit In addition to the tuning unit and SI, a point 3.5m past the first tuning unit rail connection shall be surveyed when a signal is located within the tuned loop, or just before.
Figure 7 : Replacement Track Circuit – Survey Point
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5.2.6
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Level Crossings The edge of the crossing (first edge in the direction of travel) shall be used as the survey point for a level crossing. The edge of the level crossing is considered to be the point where the road (or walkway) surface meets the rail – as shown in Figure 8.
Figure 8 Survey Point for Level Crossings It is required that the distance to both edges of the level crossing shall be recorded.
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5.2.7
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Balise Group The Balise Reference Mark (BRM) shall be used as the survey point for individual balises. Each brand of balise will have a BRM (specified by the vendor) as per Figure 9. The relative position of the balise (N-PIG) within the balise group shall be clearly identified and noted in Appendix A: Manual Measurement Data Acquisition Form. Where a balise is yet to be installed, the BRM shall be considered to be the centre of the sleeper.
Figure 9 : Balise Reference Mark on Alstom Balise
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Speed Boards The survey point for speed boards shall be considered to be the vertical centre of the speed board post.
Figure 10 : Survey point for speed boards
5.2.8
Metal Masses At this stage, metal masses are not considered as specific infrastructure requiring survey.
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5.2.9
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Shunting Limits
Figure 11 : Shunting limit survey point The survey point for a shunting limit sign shall be the vertical centre of the post.
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5.2.10
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Buffer Stops The survey point for buffer stops shall be considered to be the face of the buffer stop.
Figure 12 : Survey point for buffer stops
5.2.11
Catch Points Where catch points are provided, the survey point shall be the start of the throw-off rail.
Figure 13 Survey point for catch points
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Advanced Acquisition of Data for ATP RailCorp does not at present have a coherent data repository of geographic information that can be relied upon to provide input to ETCS data design for the location of signalling objects with reference to the rolling centreline of the track, and the corresponding gradient of the track along the route. When large sections of the rail corridor need to be measured for ETCS data design, an instrumented method of acquiring the data with as much automation as possible is desirable and cost effective. The Alstom design tools rely on data inputs that in the main are stored as RailML, with some additional data being loaded via Excel worksheets. The initial approach adopted used a third party to provide the required measurements and certification of the process given the need for high data integrity. The methodology relies on a combination of a high precision Global Positioning System and Inertial Measuring Unit device to generate sampled location co-ordinates, and rolling distance along the track, with video cameras recording the trackside equipment and subsequent manual analysis using photogrammetric techniques. Marking the position of the track objects on the rail web and toe is necessary for the video cameras to be able to ‘see’ the location of the desired object. The process that is being developed builds on the above principles by using an Oxford Technical Solutions Global Positioning System and Inertial Measuring Unit that gives continuous sampled output of location, gradient and distance at intervals of 10 milliseconds plus line scan imaging cameras and recording software that samples at 1000 lines per second. The time stamped image data when correlated with the time stamped position and gradient data enables analysis of absolute position of signalling infrastructure and the derivation of rolling distance between each item. The line scan imaging technology allows the position of the object to be measured directly without the need to paint mark the track beforehand.
7
Manual Measurement using Surveyors Manual measurement shall be conducted using recognised professional surveyors. Measurements shall be taken in accordance with ESC210, ESC215, TMC212 PC211 and SPC212.
8
Manual Measurement by Signalling Personnel This process outlines the methodology to practically and accurately locate a point on the track using manual measurement techniques. The maximum allowable wheeled distance is limited to 60 metres in order to maintain the required accuracy of +/-1 metre (where required). This distance has been calculated by considering wheel inaccuracies, alignment/operator errors and survey inaccuracies. Manual measurement by signalling personnel may be used to validate existing infrastructure locations (e.g. balise group is at minimum 1.3m from signal). Manual measurement shall be carried out during normal train operation with the necessary safeworking procedures in place. In the event that an approaching train interrupts measurement, then the measuring procedure shall be restarted.
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Figure 14 : Measurements taken perpendicular to rail # – In order to ensure the measurement taken to the rail is perpendicular, an approved laser sighting tool, or other approved method shall be used. #1 – Any Track Control Mark to be used as a reference shall firstly be surveyed (by either Advanced Acquisition of Data for ATP or Manual Measurement using Surveyors). If no current measurement exists, it is the responsibility of the designer to consult with the regional surveyor to confirm the details of the infrastructure – or any discrepancies that may exist. Signals used as defacto survey points are exempt from this requirement. Requirements for Manual measurement by signalling personnel:
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•
The distance between a known element and survey point shall only be measured/referenced if both items exist on the same side of the track. This shall be done by identifying the centre-line referenced on the survey plate of the known element, and performing measurements on the track associated with this centre line.
•
Ensure the wheel is properly aligned with the associated survey point. This will be assured by means of an approved laser sighting tool and bracket configuration, as described in Appendix B.
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8.1
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Measuring Equipment See Appendix C – Measuring Equipment for the list of recommended equipment to be used when carrying out manual measurement.
8.1.1
Measuring Procedure D1
D4
D2
Stanchion (Surveyed Datum Point)
D3
Dav = D1 + D2 2
Unknown Trackside Equipment/ Infrastructure
Stanchion (Surveyed Datum Point)
Figure 15 : Track Measurement The following procedure shall be used in conjunction with the Manual Measurement Data Acquisition Form, Appendix A when performing manual measurement. 1. Identify the appropriate survey point on the infrastructure and note the name and kilometerage. 2. Locate the perpendicular point on the track using the laser sighting tool. 3. Use laser sighting tool to identify perpendicular point on the track for unknown trackside infrastructure item. 4. Measure distance (D1) and note the details on the Data Acquisition Form. 5. Repeat process on opposite rail to obtain distance D2. 6. Verification shall be carried out by measuring distances D3 and D4 and cross referencing against the total distance between known stanchions. If the verification procedure yields a discrepancy that is greater then 0.5m of the expected value, the measuring procedure shall be repeated.
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8.2
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Manual Measurement less than 60m
Figure 16 : Case 1 Figure 16: Case 1 depicts manual measurement for distance B. This measurement may be performed without referencing a Track Control Mark (In case 1, the stanchion at kilometerage 100.280km) as long as two conditions are met: 1. The wheeled distance is less than 60m, and 2. The known element has been surveyed (in Case 1, 101 signal) by either Advanced Acquisition of Data for ATP or Manual Measurement by Surveyors. Distance B may be wheeled directly from signal 101 (as per Section 8.1.1) as long as these conditions are met. If condition 1 is not met, the procedure outlined in Section 8.3 shall be followed. If condition 2 is not met, distance A (distance from the signal to a known survey point) will be required to be wheeled first. This is done to relate signal 101 to an approved Geographical Coordinate System, thus making signal 101 a defacto datum.
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8.3
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Manual Measurement Greater than 60m
Figure 17 : Case 2 Figure 17 depicts manual measurement for distance D, where the distance to be measured is greater than 60m. The inherent inaccuracies of the measuring wheel will not allow for the +/-1m accuracy requirement to be maintained and, therefore, cannot be used alone. In order to obtain an accurate measurement, a known survey point within 60m of the measured location shall be referenced. Figure 17 assumes that the OHW structures have been surveyed previously and can be used as a survey point. Known distance D can be separated into 3 segments: •
Unknown distance A (<60m),
•
unknown distance B, and
•
known distance C
In order to accurately ascertain and wheel distance B, a rudimentary calculation shall be performed by first wheeling distance A – as per Section 8.1.1. This distance shall then be added to known distance C. The sum total of distances A and C is then subtracted from distance D. The resultant, distance B is then measured from the relevant survey point – in Case 2, this would be the TCM at kilometerage 120.5421km. Hence, B = D – (A+C)
8.4
Manual Measurement – Information to be included When performing manual measurement, the following details shall also be included with the Manual Measurement Data Acquisition Form. •
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Any survey plate referenced should be noted, both in written form and by photographing in order to remove ambiguity. This information shall be retained for verification. The photographic image should also be checked to ensure it is of an acceptable quality.
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•
8.5
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Any infrastructure being measured (e.g. signals, balise, points, etc) shall have all relevant details noted: o
Infrastructure name
o
Kilometerage
o
Associated direction of travel (e.g. Up Main)
Whenever a survey plate is referenced to particular infrastructure, the details of this relation shall be included in the sketch area of the Manual Measurement Data Acquisition Form, Appendix A.
Block Joint to Control Balise Measurement When obtaining measurements between a control balise and block joint, ATP construction drawing M05-507 shall be consulted for accuracy requirements and measurement parameters. A non-metallic measuring tape shall be used to carry out this type of measurement.
Figure 18 : Measurement from block joint to control balise For all other survey measurements, an accuracy of +/-1m is required.
8.6
Accuracy Curvature/Calibration/wheel slip/other issues will measurements and taking average measurements.
be
minimised
by
repeating
Accuracy requirements as outlined in Section 5, Generic Survey Requirements.
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Appropriate Methodology The following table shall be used to select the appropriate methodology when performing Manual Measurement. Method to be used 6. Advanced Acquisition of Data for ATP
7. Manual Measurement using Surveyors
8.2. Manual Measurement less than 60m
8.3. Manual Measurement Greater than 60m
8.5. Block Joint to Control Balise Measurement
Measured Element
Gradient Infrastructure Location Verification* Determining kilometerage of new/existing infrastructure Identifying/define unsurveyed infrastructure to be used as survey points +/-10cm accuracy required *Verification of measurements achieved using Advanced Acquisition of Data for ATP, or verification of balise placement to conform to design requirements.
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Post Acquisition Processing – Output Files •
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For each data acquisition method, all geographic data shall be verified prior to post processing: o
For Advanced Acquisition of Data for ATP and Manual Measurement it shall be the responsibility of the using Surveyors, personnel/organisation performing these measurements to verify the data.
o
For manual measurement by signalling personnel, the Manual Measurement Data Acquisition Form shall be independently verified and endorsed. It is not a requirement that the independent verification is performed by a surveyor (or similar), but may be carried out by signalling personnel of similar qualification to that performing the manual measurement.
•
Post processing of gradient data shall be achieved by applying a smoothing algorithm which can be qualified as a low-pass filter/moving average (provided by SignOn SAT.engine tool). The smoothing algorithm is applied at 25 metre intervals by taking the average gradient of 150 metres on either side of the point being measured.
•
Survey data presented to ETCS design needs to be in a format that does not require conversion or further formatting. Data should be readable and usable as a standalone appendix to the design.
•
The format for all data shall be provided in RailML and Excel, as specified by the ETCS Data Designer.
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Appendix A
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Manual Measurement Data Acquisition Form
All distances to be recorded to 2 decimal places.
Figure 1 : Sketch of track and infrastructure to be surveyed Infrastructure to be surveyed: From: __________________________________________________ (e.g. Signal, RY11) To: ____________________________________________________ TCM Reference (if required): _______________________ (e.g. Stanchion, including km) Track (as appearing on TCM): __________________________ (e.g. UP SUB) Distance to Surveyed Infrastructure ( D1 ) = __________________m Distance from Surveyed Infrastructure ( D2 )* = Average ( Dav ):
__________________m
D1 + D2 = __________________m 2
Verification Distance D3 : __________________m Verification Distance D4 : __________________m Distance between known stanchions: ____________________m Discrepancy (if any): __________________m *Return/Verification distances to be measured as outlined in Section 8.1.1. MEASUREMENT COMPLETION Print Name:
Signature:
Date:
FURTHER COMMENTS
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Appendix B
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Laser Mounting Bracket
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Appendix C
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Measuring Equipment
Measuring Wheel The measuring wheel will be Trumeter 5061 Rail Track Measurer, providing an accuracy of 1%. Calibration of the device is the responsibility of the signalling personnel. The device shall be checked to ensure it is within the appropriate calibration tolerance. This shall be done in accordance with the manufacturers’ recommendation.
Laser Sighting Tool Obtaining perpendicular rail locations shall be achieved by use of a custom laser sighting tool – provided by MCE Lasers, assembly part number SBG.400.90. Details of the Laser Mounting Bracket provided in Appendix B. This tool comprises of a bracket which sits flush against the rail and a laser mounted at 90 degrees to the bracket. Both items shall be used in the prescribed manner in order to easily and accurately translate the trackside location of elements to the rail in order to carry out measurements.
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