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TB 10054-2010: Satellites Positioning System Survey Specifications for Railway Engineering
TB 10054-2010
TB
INDUSTRY STANDARD OF THE
PEOPLE’S REPUBLIC OF CHINA
UDC
P J 1088-2010
Satellites Positioning System Survey
Specifications for Railway Engineering
ISSUED ON. JULY 18, 2010
IMPLEMENTED ON. AUGUST 1, 2010
Issued by. Ministry of Railways of the PRC
Table of Contents
1 General ... 8 
2 Terms ... 9 
3 Coordinate system and time ... 13 
4 Precision classification and technical design of control network ... 14 
4.1 Precision classification of control network ... 14 
4.2 Basic provisions on network layout design ... 15 
4.3 Technical design of line engineering control network ... 17 
4.4 Technical design of tunnel construction control network ... 17 
4.5 Technical design of bridge construction control network ... 19 
4.6 Technical design of aero-photogrammetric field work control survey ... 21 
5 Point selection and burial of stone ... 23 
5.1 Point selection ... 23 
5.2 Burial of stone ... 24 
6 Receiver and accessory equipment ... 25 
6.1 Selection of receiver ... 25 
6.2 Inspection of receiving equipment ... 25 
6.3 Maintenance of receiver ... 27 
7 Observation ... 29 
7.1 Basic technical requirements of observation ... 29 
7.2 Development of observation plan ... 30 
7.3 Observation preparation ... 31 
7.4 Observation ... 31 
8 Data processing ... 34 
8.1 Baseline solution and quality control ... 34 
8.2 Supplementary survey and resurvey ... 38 
8.3 Network adjustment... 38 
8.4 Height conversion... 40 
9 Result data ... 42 
10 Real time kinematic (RTK) survey ... 44 
10.1 Basic provisions ... 44 
10.2 Solution of conversion parameters of coordinate system ... 46 
10.3 RTK observation ... 47 
10.4 Location survey pay-off and center stake survey ... 48 
10.5 Digitized mapping and cross-section survey ... 51 
10.6 Result data collation and submission ... 52 
Appendix A Parameters of geodetic coordinate systems ... 53 
Appendix B Description of control point ... 55 
Appendix C Inspection of internal noise level of receiver by ultra-short baseline
method ... 56 
Appendix D Inspection of stability of antenna phase center ... 57 
Appendix E Test of working performance of receiver and of precision indexes
of different observation ranges ... 58 
Appendix F Job scheduling command for satellites positioning survey ... 60 
Appendix G Observation handbook for satellites positioning survey... 61 
Appendix H Inspection of national triangulation points ... 63 
Appendix J Calculation of construction coordinates by direct projection method
... 67 
Appendix K Mathematical methods for height conversion ... 70 
Appendix L RTK quality record ... 76 
Descriptions for word use of this Specification ... 78 
1 General
1.0.1 To unify the satellites positioning survey technical requirements for railway
engineering, and to ensure that the quality of survey results meets the
requirements of survey design, construction, operation and maintenance, this
Specification is developed.
1.0.2 This Specification is applicable to the satellites positioning survey of new
and reconstructed railway engineering.
1.0.3 Prior to the implementation of the satellites positioning survey of
railway engineering, according to the project characteristics, precision
requirements, survey area, and existing data, the technical design of
control network shall be carried out.
1.0.4 The satellites positioning survey receivers and accessory
equipment for railway engineering shall be checked regularly according
to the provisions, and regular maintenance and preservation shall be
carried out, to ensure the normal working condition of the instruments
and equipment.
1.0.5 The satellites positioning survey of railway engineering must strictly
comply with the relevant confidentiality provisions and do a good job of
confidentiality.
1.0.6 In addition to complying with the provisions of this Specification, the
satellites positioning survey of railway engineering shall also conform to the
provisions of the relevant existing compulsory national standards.
2 Terms
2.0.1 Baseline
The vector between two survey points calculated from simultaneously-observed
carrier phase data.
2.0.2 Observation session
The time interval between receiving and stopping receiving satellite’s signal at
a survey station for continuous observation is called the observation session,
“session” for short.
2.0.3 Simultaneous observation
Simultaneous observation of a group of satellites by two or more receivers.
2.0.4 Simultaneous observation loop
A closed loop consisting of the baseline vectors obtained by simultaneous
observation of three or more receivers.
2.0.5 Independent baseline
The baseline determined by independent observation session is called the
independent baseline. When any m receivers observe simultaneously, only the
m-1 baseline is an independent baseline.
2.0.6 Independent observation loop
A closed loop consisting of the independent baseline vectors obtained by non-
simultaneous observation, “independent observation loop” for short.
2.0.7 Free baseline
The baseline which does not belong to any closure condition of non-
simultaneous graphics.
2.0.8 Broadcast ephemeris
The radio signal transmitted by a satellite carries a message signal which
forecasts the satellite orbital parameters within a certain period of time.
2.0.9 Precise ephemeris
The precise orbit information of navigation satellite determined by a network of
global or regional navigation satellite tracking stations.
3 Coordinate system and time
3.0.1 When the broadcast ephemeris is used in satellites positioning survey, the
World Geodetic System (WGS-84) shall be used as the coordinate system. The
basic parameters of terrestrial ellipsoid and the main geometric and physical
constants of the geodetic coordinate system are given in Appendix A of this
Specification.
When the precise ephemeris is used in satellites positioning survey, the ITRF
YY International Terrestrial Reference Frame of the corresponding epoch shall
be used as the coordinate system. When converted to geodetic coordinate
system, the same basic parameters of terrestrial ellipsoid and the main
geometric and physical constants as those of WGS-84 can be used.
3.0.2 When the coordinates of Xi’an Coordinate System 1980 or Beijing
Coordinate System 1954 or National Geodetic Coordinate System 2000 are
needed, they shall be obtained through coordinate conversion. The basic
parameters of reference ellipsoid of the three coordinate systems shall conform
to the provisions of Appendix A.
3.0.3 When needing the coordinates of construction coordinate system or other
independent coordinate systems, the following technical parameters shall be
provided.
1 Reference ellipsoid and basic parameters of survey area;
2 Longitude value of central meridian of survey area;
3 Mean height anomaly in survey area;
4 The height of mean height-level of engineering or survey area;
5 Starting point coordinate and initial azimuth;
6 Vertical and horizontal coordinate addition constant.
3.0.4 When the geodetic height of survey point obtained by satellites positioning
survey is converted into National Height Datum 1985, according to different
precision requirements, a certain number of grade leveling points can be in
connection survey, and the appropriate mathematical model can be used for
calculation.
3.0.5 Satellites positioning survey shall be recorded using Coordinated
Universal time (UTC). Beijing time can be used for survey handbook record.
4.3 Technical design of line engineering control network
4.3.1 The line engineering control network shall be arranged based on the
principle of hierarchical layout. The density and position of control points shall
be determined according to the type of control network. It shall also conform to
the relevant provisions of “Code for railway engineering survey” (TB 10101),
“Code for engineering survey of high speed railway” (TB 10601), “Code for
Reconstructed Railway Engineering Survey” (TB10105), and “Photogrammetric
Code for New Railway Lines” (TB 10050).
4.3.2 The line engineering control network shall be laid along the line plan. It
shall be arranged as a ribbon network consisting of a geodetic quadrangle or
quadrangle.
4.3.3 The basic horizontal control points (CP I) and horizontal control points for
basic frame network (CP 0) and national high grade triangulation points shall
be in connection survey. Generally, every 50 km or so, a national high grade
horizontal control point is connectedly surveyed. When it is difficult, the distance
between connected-survey points shall not be greater than 100 km. The total
number of connected-survey national high grade horizontal control points in one
network shall not be less than 3, and in special cases shall not be less than 2.
The connected-survey points shall be evenly distributed in the network.
4.3.4 National high grade control points near the line plan, and the national
grade control points with equal or lower level of precision as the survey network
shall be incorporated into the observation network as much as possible, as
check points for coordinate conversion effectiveness.
4.3.5 Common point pairs shall be arranged at the survey boundary. The nearby
high grade control points shall be incorporated into the adjacent control network.
4.3.6 Prior to constrained adjustment for control network, it shall analyze the
precision of the national network points to be used as constrained conditions.
When the precision meets the requirements of the control network reference, it
shall be used directly or after the conversion. When the precision fails to meet
the requirements, the coordinates of one point and the azimuth of one side of
national network can be selected as the initial data for control network.
4.3.7 When a railway engineering construction project is divided into sections
for multiple organizations to carry out satellites positioning survey, the overall
adjustment for control network shall be performed.
4.4 Technical design of tunnel construction control network
4.4.1 The reference design of tunnel construction control network shall meet
the following requirements.
ρ - 206265″.
4.4.3 In addition to implementing the provisions of Section 4.2 of this
Specification, the network layout design of outside tunnel control network shall
also meet the following requirements.
1 The control network shall consist of entrance and exit subnetworks,
auxiliary pilot tunnel subnetwork, and a contact network between the
subnetworks. The control points of each subnetwork shall not be less than
4. The straight tunnel shall set more than 1 portal horizontal point on the
center line outside the tunnel. The curve tunnel shall set 2 control points
on the tangent (or common tangent).
2 The laying of portal control points shall consider the need to detect, encrypt,
restore control points and transfer survey inside tunnel by using
conventional survey methods. The control points in all subnetworks shall
be intervisible with each other.
3 The control points at the two ends of the connected-survey side of inside-
outside tunnel survey shall be arranged at the roughly equal height. The
length of connected-survey side shall be greater than 500 m. When it is
difficult, it shall not be less than 300 m. When the length of connected-
survey side is less than 400 m, the whole network shall be improved by
one grade for observation.
4 The control network shall be arranged as a hybrid network consisting of
triangles and geodetic quadrangles. The contact network between
subnetworks shall be arranged into a geodetic quadrangle. The connection
line between portal horizontal points of entrance and exit shall be a direct
observation side.
5 The control network shall use static survey mode to observe.
6 Bridge-tunnel connected area shall be laid as a whole. The control length
shall be calculated according to the distance between the first and last 2
control points on the center line.
4.5 Technical design of bridge construction control network
4.5.1 The reference design of bridge construction control network shall meet
the following requirements.
1 The position reference of the network shall be determined by the assumed
coordinates of starting end control point of bridge axis. It shall take the
location survey range of the starting end control point (When the starting
endpoint is not the center line stake, it can be transmitted and obtained by
3 According to the topographic conditions near the bridge site, the control
points shall be arranged on both sides of the bridge and on both sides of
the bridge axis; and shall meet the requirements for intersection survey of
bridge pier.
4 Adjacent control points shall be intervisible with each other. In case of
difficulty, each point shall be intervisible with at least 2 control points.
5 The control network shall be arranged as a complex network consisting of
a plurality of geodetic quadrangles and triangles with the bridge axis as the
common side.
4.5.4 The control network of special bridge engineering shall de designed for
survey separately. The survey precision shall meet the requirements of the
project.
4.6 Technical design of aero-photogrammetric field work control survey
4.6.1 The position reference, azimuth reference, and scale reference of aero-
photogrammetric field work control network shall be based on the national high
grade control point, and shall be consistent with the line engineering control
network.
4.6.2 The field work horizontal control survey shall adopt two-level network of
basic control network and photo-control point.
4.6.3 In addition to implementing the provisions of Section 4.2 of this
Specification, the design of basic control network shall also meet the relevant
provisions of “Photogrammetric Code for New Railway Lines” (TB 10050).
4.6.4 Photo-control point survey shall meet the following technical requir...