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Basic data | Standard ID | TB 10054-2025 (TB10054-2025) | | Description (Translated English) | (Specification for satellite positioning measurement of railway engineering) | | Sector / Industry | Railway & Train Industry Standard | | Word Count Estimation | 129,158 | | Date of Issue | 2025-01-20 | | Date of Implementation | 2025-05-01 | | Issuing agency(ies) | National Railway Administration | TB 10054-2010: Satellites Positioning System Survey Specifications for Railway Engineering---This is a DRAFT version for illustration, not a final translation. Full copy of true-PDF in English version (including equations, symbols, images, flow-chart, tables, and figures etc.) will be manually/carefully translated upon your order.
Satellites Positioning System Survey Specifications for Railway Engineering
J1088-2010
Railway engineering satellite positioning measurement specification
Satellites Positioning System
Survey Specifications for Railway Engineering
About publishing
Notice of "Code for Satellite Positioning Measurement of Railway Engineering"
Iron Construction [2010] No. 107
release
(Single line book will be issued separately), effective as of August 1,.2010.
Ministry of Railways original "Global Positioning System (GPS) Railway Measurement Regulations" (TB 10054-9
7) (Tie Jian Han [1997] No. 58) shall be abolished at the same time.
This Code is interpreted by the Construction Management Department of the Ministry of Railways, and is supported by the Railway Engineering Technical Standards Institute.
China Railway Publishing House organizes publication.
Ministry of Railways of the People's Republic
July 18,.2010
Foreword
This specification is based on the “Notice on the Preparation of the.2006 Railway Engineering Construction Standard Plan” (Iron
Construction Letter [2005] No. 1026), in the Global Positioning System (GPS) Railway Measurement Regulations
(TB 10054-97) was revised on the basis of.
During the revision of this standard, we have carefully summarized the application of satellite positioning technology for railway testing for many years.
The practical experience of quantity, with reference to relevant domestic technical standards, extensively solicited in-road design, construction and
Operating unit opinions.
This specification is divided into 10 chapters, the main contents. general rules, terminology, coordinate system and time, control network
Accuracy classification and technical design, selection and embedding, receivers and ancillary equipment, observation, data
Rational, results data and real-time dynamic positioning (RTK) measurements. There are 11 additional appendices.
The main contents of this revision.
1. Suitable for satellite positioning measurement of new and rebuilt railway projects, adding high-speed railway and passenger transportation
The technical regulations for the dedicated line control measurement.
2. When the coordinate system specifies the use of satellite positioning technology for railway engineering measurement, the WG needs to be
The S-84 coordinates are converted into the 1980 Xi'an coordinate system or the 1954 Beijing coordinate system or the.2000 national land.
Coordinate system coordinates, in which the.2000 national geodetic coordinate system is the latest coordinate system issued by the State Bureau of Surveying and Mapping.
The control network reference design shall meet the limit requirements for the projection length deformation value of the coordinate system.
3. Railway engineering satellite positioning measurement is divided into one, two, three, four, five and other control networks, listing each
The accuracy index and layout technical requirements of the level control network.
4. Increased the error in the baseline azimuth, the relative length error between the constraint points, and the weakest edge relative
Medium error and other indicators. Added submission of WGS-84 three-dimensional unconstrained adjustment,.2000 national geodetic coordinates
The requirements for three-dimensional constrained adjustment results.
5. Define the techniques of tunnel construction control network, bridge construction control network, and aerial survey field control measurement.
The design is detailed in terms of design basis, accuracy standards and control requirements.
6. Add a chapter on real-time dynamic positioning (RTK) measurement, convert parameter calculation from coordinate system, R
TK observation, positioning and middle pile measurement, digital mapping and cross-section measurement, results data
Provisions have been made regarding the submission and other aspects.
The provisions in bold in this Code are mandatory and must be strictly enforced.
In the process of implementing this specification, it is hoped that all users will pay attention to the accumulation of information, if it is found
For amendments and additions, please send the revised supplementary comments to the China Railway First Survey and Design Institute Group in time.
Limited company (No. 2, Xiying Road, Xi'an, 710043), and copied to the Ministry of Railways economic planning
Research Institute (No. 29, Beifengwo Road, Haidian District, Beijing, China, postcode. 100038), for future repairs
Time reference.
This Code is interpreted by the Construction Management Department of the Ministry of Railways.
Compiling institute. China Railway First Survey and Design Institute Group Co., Ltd.
Participating unit. China Railway Engineering Design Consulting Group Co., Ltd.
Main drafters. Chen Guangjin, Jin Lixin, Fu Hongping, Feng Wei, Zhang Zhongliang, Wang Guomin, Wang
Wei Dong, Chen Wengui, Chen Xinhuan.
The main examiners. Lu Jiankang, Zhou Quanji, Guo Lianghao, Liu Chenglong, Liu Hua, Cheng Ang, Wu Hang
舜, Li Xueshi, Wu Dijun, Liu Yongzhong.
1 General
1.0.1 is the technical requirements for satellite positioning measurement of unified railway engineering to ensure the quality of measurement results meet the survey
This specification is formulated for the requirements of each stage of design, construction, operation and maintenance.
1.0.2 This specification is applicable to satellite positioning measurement work for new or rebuilt railway projects.
1.0.3 Before the implementation of satellite engineering satellite positioning measurement, it should be based on project characteristics, accuracy requirements, and measurement area and
In the case of existing information, the technical design of the control network is carried out.
1.0.4 Railway engineering satellite positioning measurement receivers and ancillary equipment shall be regularly inspected according to regulations, and
Regular maintenance and maintenance work should be carried out to ensure that the equipment is in working condition.
1.0.5 The satellite positioning measurement of railway engineering must be kept in strict accordance with the relevant confidentiality regulations.
1.0.6 Railway engineering satellite positioning measurement should comply with the provisions of this code, but should also comply with the current national
Provisions on mandatory standards.
2 terms
2.0.1 baseline baseline
The vector between the two measurement points is calculated from the carrier phase data of the synchronous observation.
2.0.2 observation period observation session
At the station, the satellite signal is received to stop receiving, and the time interval of continuous observation is called observation.
Time period, referred to as time period.
2.0.3 simultaneous observation
Two or more receivers simultaneously observe a group of satellites.
2.0.4 simultaneous observation loop
A closed loop formed by a baseline vector obtained by simultaneous observation of three or more receivers.
2.0.5 independent baseline independent baseline
The baseline determined by the independent observation period is called an independent baseline. Any m receiver synchronization view
At the time of measurement, only 1m baselines were independent baselines.
2.0.6 independent observation loop independent observation loop
A closed loop consisting of independent baseline vectors obtained from asynchronous observations, referred to as an independent observation loop.
2.0.7 free radical line free baseline
A baseline that does not belong to any non-synchronized graph closure condition.
2.0.8 broadcast ephemeris broadcast ephemeris
Radio signals broadcast by satellites contain electronic messages that predict satellite orbital parameters for a certain period of time.
number.
2.0.9 Precise ephemeris precise ephemeris
Use of global or regional navigation satellite tracking network to determine the precise orbital information of navigation satellites.
2.0.10 edge connected method
There is a common edge between two adjacent synchronous patterns.
2.0.11 network connected method
There are more than two common points connected between two adjacent synchronous patterns.
2.0.12 antenna height antenna height
The height from the phase center of the receiver antenna to the marker surface of the station at the time of observation.
2.0.13 data rejection rate percentage of data rejection
The ratio of the number of observations deleted to the total number of observations obtained during the same period.
2.0.14 unconstrained adjustment
In a control network, no external reference is introduced, or an external reference is introduced, but it does not
The adjustment method of the deformation and correction caused by the non-observation error of the control network.
2.0.15 constraint adjustment constrained adjustment
In a control network, an external reference is introduced to force the control network to match the external reference.
2.0.16 construction coordinate system
A plane rectangular coordinate system for the construction of engineering buildings, one of which is
The main axis of the building is uniform or parallel, and the coordinates of the origin can be assumed.
2.0.17 engineering average elevation surface engineering mean height-level
The engineering average elevation surface is an imaginary plane whose elevation is equal to the average normal elevation of the project.
Often used as a reference surface for the construction coordinate system.
2.0.18 engineering independent coordinate system independent coordinate system for engineering surv
Ey
Adopted with the 1954 Beijing coordinate system/1980 Xi'an coordinate system /.2000 national geodetic coordinate system /
The reference ellipsoid of the World Geodetic Coordinate System 1984 (WGS-84) is parallel and the average elevation of the railway project
The tangent ellipsoid is a Gaussian orthographic projection of the projection plane with any plane rectangular coordinate system.
2.0.19 real-time dynamic positioning (RTK) real time kinematic
RTK is a real-time dynamic positioning technology based on carrier phase observations, which can provide real-time measurement.
3D positioning results in points in the specified coordinate system
2.0.20 reference station reference station
One or several receivers are fixed at one or several stations during a certain observation time
Up, tracking satellites have been kept, and the remaining receivers are flowing within a certain range from these stations.
For station operations, these fixed stations are called reference stations.
2.0.21 mobile station roving station
A station set up by a receiver that flows within a certain range from the reference station.
2.0.22 data link data link messages
The data link is the WGS-84 coordinates of the reference station transmitted in real time through the radio station at the reference station,
Radio signals for carrier phase observations, satellite tracking status, and receiver operating conditions.
2.0.23 Initialization initialization
Initialization refers to the short-term observation on the rover before starting the RTK measurement, accurately
The process of determining the full-circumference ambiguity of the carrier phase.
2.0.24 static positioning measurement static positioning
Determining the relative position between stations by synchronizing observations over several time stations on multiple stations
Positioning measurement.
2.0.25 Fast static positioning measurement rapid static positioning
Static positioning measurement using the principle of fast full-circumference ambiguity algorithm.
2.0.26 observing unit
For fast static positioning measurements, the reference station receives satellite signals from the beginning to stop continuous observations.
period.
2.0.27 World Geodetic Coordinate System 1984 (WGS-84) World Geodetic System 1984
Based on the corresponding precision Ephemeris NSWC-9Z-2 of the WGS72, the US Department of Defense uses 19
A geocentric coordinate system established by the 80 earth reference number and the BIH1984.0 system orientation.
2.0.28 International Earth Reference Frame ITRF YY International Terrestrial Reference Fra
Me
Recommended by the International Earth Rotation Service Bureau with international reference meridian and international reference
Benchmark, an Earth reference system and geocentric (Earth) defined on the basis of the IERS YY astronomical constant
Coordinate System.
2.0.29.2000 National Geodetic Coordinate System.2000
Named in.2000 to be the origin of the mass center including the ocean and the atmosphere, to the origin
The.2000 national reference ellipsoid is used as a reference plane to represent the reference frame of the ground point location. Since.2008 7
It will be activated on the 1st of the month.
2.0.30 frame control network horizontal control points for basic frame network
In order to meet the requirements of the high-speed railway plane control measurement starting benchmark, it will be built every 50km along the line.
The satellite positioning measurement control network is used as a reference for the plane coordinates of the whole line (segment).
3. Coordinate system and time
3.0.1 Satellite positioning measurement When using the broadcast ephemeris, the coordinate system should use the world geodetic coordinate system WGS-8
4. The basic parameters of the earth ellipsoid of the geodetic coordinate system and the main geometric and physical constants are attached to this specification.
Record A.
When the satellite positioning measurement uses a precise ephemeris, the coordinate system should use the corresponding earth element of the international ginseng.
Test framework ITRF YY. When converted to a geodetic coordinate system, the same earth as WGS-84 can be used.
The basic parameters of the ellipsoid and the main geometric and physical constants.
3.0.2 When the 1980 Xi'an coordinate system or the 1954 Beijing coordinate system or the.2000 national geodetic coordinates are required
When the coordinates are coordinated, they should be obtained by coordinate transformation. The basic parameters of the reference ellipsoid of the three coordinate systems should be consistent.
The provisions of Appendix A.
3.0.3 When the coordinates of the construction coordinate system or other independent coordinate system are required, the following technical parameters shall be available.
1 reference area ellipsoid and basic parameters;
2 The central meridian longitude value of the survey area;
3 The average elevation of the survey area is abnormal;
4 the elevation of the average elevation surface of the project or survey area;
5 starting point coordinates and starting azimuth;
6 Add vertical and horizontal coordinates.
3.0.4 When the geodetic height obtained by satellite positioning measurement is converted to the 1985 national elevation reference,
Different accuracy requirements, joint measurement of a certain number of leveling points, using appropriate mathematical models to derive.
3.0.5 Satellite positioning measurements shall be recorded in Coordinated Universal Time (UTC), and the measurement hand thin may be used in the north.
Beijing time record.
4. Control network precision classification and technical design
4.1 Control network accuracy classification
4.1.1 The satellite positioning measurement of railway engineering should be divided into one, two, three, four and five according to the precision of the control network.
4.1.2 The error in the baseline length between adjacent points of each level control network shall be calculated according to formula (4.1.2).
2 2( ) (4.1.2)abd g
In the formula - the error in the baseline length (mm);
A-fixed error (mm);
B-proportional error coefficient (mm/km);
D - the distance between adjacent points (km).
4.1.3 The accuracy index of each level network shall meet the requirements of Table 4.1.3.
Table 4.1.3 Main technical requirements of the satellite positioning measurement control network
Level fixed error a (mm)
Proportional error coefficient
b(mm/km)
Baseline azimuth
Medium error (")
The length of the side between the constraint points is relatively
error
The weakest side length after the constraint adjustment
Relative error
Frame control network 5 0.2 1/2 000 000
Private network 5 1 0.9 1/500 000 1/250 000
Second class 5 1 1.3 1/250 000 1/180 000
Third-class 5 1 1.7 1/180 000 1/100 000
4th grade 5 2 2.0 1/100 000 1/70 000
Fifth-class 10 2 3.0 1/70 000 1/40 000
Note. When the baseline length is shorter than 500m, the error of the first, second and third sides should be less than 5mm, and the error of the four sides should be less than 7.5mm, fifth
The error in the side length should be less than 10mm.
4.2 Basic requirements for layout design
4.2.1 The control network shall be in accordance with its purpose, accuracy, number of receivers, terrain of the survey area and traffic conditions.
Optimize the design principles for design.
4.2.2 The design of the control network shall comply with the following provisions.
1 The accuracy design shall meet the requirements of the corresponding grades in Table 4.1.3.
2 The reference design should meet the projection length deformation limit requirements.
3 The average reliability of the control network calculated according to equation (4.2.2) r. should be between 0.25 and 0.5. Bridge control
The mesh should be greater than 0.5.
(4.2.2) rr
.
Where r--the number of redundant observations in the control network;
n--The total number of observations in the control network.
4.2.3 The control network shall consist of one or several independent observation rings. One, two, three, four, etc. should be clothed
Set into a triangular net or a geodetic net; the fifth net can use a wire loop, an attachment route or include
These hybrid networks in the form of a mesh.
4.2.4 The control network shall be laid out as a continuous network. In addition to the edge points, each point of the first, second, third, fourth network
The connection direction shall not be less than 3; the connection point of each point of the fifth-class network shall not be less than 2.
4.2.5 The connection between the control network synchronization graphics should be edge-connected or network-connected.
4.2.6 Under the premise of meeting the accuracy requirements, the image control points can be measured in the form of a star network.
4.2.7 The minimum number of independent closed loops or attachment routes of the control network shall comply with the provisions of Table 4.2.7.
Table 4.2.7 The minimum number of independent rings or attached routes
Grade one, second, third, fourth, fourth, etc.
Closed loop or attached road
Number of lines 5 6 6 8 10
4.2.8 Control network layout should consider the need to use conventional measurement methods for encryption, control points at least
1 adjacent point is seen.
4.2.9 When using the satellite positioning measurement technology for elevation measurement, it should be based on the accuracy requirements and the terrain of the survey area.
The elevation control point is measured in conjunction with the undulation. The joint control elevation of the elevation control point can be measured by the level level or
Other methods with comparable accuracy are measured.
4.3 Line Engineering Control Network Technology Design
4.3.1 The line engineering control network shall be laid out by the principle of hierarchical network layout. The density and position of the control points shall be
Determined according to the type of control network, and in line with the "Code for Railway Engineering Measurement" (TB 10101), "High Speed Iron
Road Engineering Measurement Specification (TB 10601), "Reconstruction of Railway Engineering Measurement Specifications" (TB 10105), "Iron
The relevant provisions of the Road Engineering Photogrammetry Specification (TB 10050).
4.3.2 The line engineering control network shall be laid along the line plan and shall be laid out by the earth quadrilateral or quadrilateral
A banded network composed of.
4.3.3 The basic plane network (CPI) shall be linked to the frame network (CP0) point and the national high-level triangle point.
Generally, a national high-level plane control point is measured every 50km or so. When it is difficult, the distance between the joint points is measured.
Not more than 100km. The total number of national high-level plane control points measured by one network shall not be less than three.
In special cases, no less than two. The joint measurement points should be evenly distributed in the network.
4.3.4 Countries with high-level control points in the vicinity of the line plan, and countries with the same or lower accuracy than the test network
Home level control points should be included in the observation network as much as possible as a checkpoint for the validity of coordinate transformation.
4.3.5 The common point pair shall be placed at the survey boundary, and the nearby high-level control points shall be included in the adjacent control.
In the network.
4.3.6 Before the control network constraint adjustment, the accuracy of the national network to be used as a constraint shall be analyzed.
When the accuracy meets the requirements of the control network benchmark, it should be used directly or after the calculation; if the accuracy is not
When the requirements can be met, the coordinates of one point of the national network and the azimuth of one side can be selected as the control network.
Starting data.
4.3.7 Railway project construction project should be controlled when satellite positioning measurement is carried out by multiple units.
The overall adjustment of the network.
4.4 Technical Design of Tunnel Construction Control Network
4.4.1 The baseline design of the tunnel construction control network shall meet the following requirements.
1 The positional reference of the net shall be determined by the assumed coordinates of the inlet hole. Assumed coordinate values
The setting should be such that the coordinate values of all control points do not appear negative.
2 The azimuth reference of the net shall be the azimuth of the connection of the inlet and outlet points or the tangent of the inlet end.
The azimuth of the pitch point or the reverse curve in the tunnel, the square of the two cut points on the common tangent of the same curve
The bit angle is determined, and its value is assumed to be 0 0 0 。 .
3 The scale reference of the net should be based on the baseline vector between the input and exit points to the line in the tunnel.
The distance of the elevation surface is determined.
4.4.2 Out-of-hole control measurement accuracy design shall be based on the tunnel length and the error limit of the horizontal penetration in Table 4.4.2
Value, estimate the accuracy of the joint azimuth angle according to formula (4.4.2), and refer to Table 4.1.3 to select the control network.
Degree level, refer to Table 6.1.1 to select the receiver type, and carry out the observation outline design of the control network.
Table 4.4.2 Tunnel Through Errors
Project horizontal penetration error elevation
Error phase excavation tunnel length (km) 4L 4 7L 7 10L 10 13L 13 16L 16 19L 19 20L
Out-of-hole penetration error (mm) 30 40 45 55 65 75 80 18
In the formula f--the azimuth accuracy of the joint edge (");
--The error outside the hole control measurement causes lateral penetration (mm);
L--Tunnel length (in terms of design length, the distance from the exit point to the hole, in mm);
-- 206265
4.4.3 The layout design of the outer control network shall comply with the provisions of Section 4.2 of this specification.
Claim.
2= (4.4.2)f
1 The control network shall consist of the incoming and outgoing subnets, the auxiliary pilot pit subnets and the contact network between the subnets.
The control point of each subnet should not be less than 4. Among them, the straight tunnel should be set on the outer line of the hole.
For more than one hole, the curve tunnel should have 2 control points on the tangent (or common tangent).
2 Layout control points should consider using conventional measurement methods to detect, encrypt, recover control points and
The need to test the inside of the hole, the control points in all subnets should be able to look at each other.
3 The control points at both ends of the inner and outer measurement joints should be placed at the basic contour. Joint test
The side length of the side should be greater than 500m. When it is difficult, the shortest time should not be less than 300m. Joint measurement length is less than 40
At 0m, the entire network should be improved by one...
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