CJJ 73-1997 Technical Specifications for Urban Surveying Using Global Positioning System
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Engineering Construction Standard Full-text Information System
Industry Standard of the People's Republic of China
Technical Specification for Urban Surveying Using Global Positioning System CJ
1997 Beijing
Engineering Construction Standard Full-text Information System
Engineering Construction Standard Full-text Information System
Industry Standard of the People's Republic of China
Technical Specification for Urban Surveying Using Global Positioning System SystemCJJ73—97
Editor: Beijing Institute of Surveying and Mapping Approval department: Ministry of Construction of the People's Republic of China Effective date: October 1, 1997
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Engineering Construction Standard Full Text Information System
Notice on the Release of the Industry Standard "Technical Specifications for Urban Surveying with Global Positioning System"
Construction Standard [1997] No. 79
According to the requirements of the Ministry of Construction's Construction Standard [1994] No. 314, the "Technical Specifications for Urban Surveying with Global Positioning System" edited by Beijing Institute of Surveying and Mapping has been reviewed and approved as an industry standard, numbered CJJ73—97, and will be implemented from October 1, 1997.
This standard is managed by the Ministry of Construction's Survey and Geotechnical Engineering Standard Technology Management Unit, the Ministry of Construction's Comprehensive Survey, Research and Design Institute, and the specific interpretation and other work are the responsibility of the editorial unit. This standard is organized and published by the Standard and Norms Research Institute of the Ministry of Construction. Ministry of Construction of the People's Republic of China
April 25, 1997
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2 Terms
3 Coordinate system and time
3.1 Coordinate system
3.2 Time
4 Technical design of GPS network
4.1 GPS network classification
4.2 Network layout principles and design:
5 GPS point selection and marker stone burial
5.1 GPS point selection
5.2 Mark stone burial
Data to be submitted after point selection and marker stone burial
Instrument 6.2 Inspection of receiving equipment
Maintenance of receiving equipment
7 Observation
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Basic technical requirements
Observation plan
Observation preparation
7.4 Requirements for observation operations
Field observation records
9 Data processing
9.1 Baseline solution
9.2 Quality inspection of baseline solution
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9.3 Supplementary Survey and Re-survey…
9.4GPS Network Adjustment Processing.
10 Technical Summary and Submission of Achievements
Appendix A
Appendix B
Appendix C
Appendix D
Appendix E
Appendix F
Appendix G
Appendix H
Appendix L
GPS Point Record
GPS Point Markings and Stone Burial Maps of Various Levels
The Receiver Internal Noise Level Using Zero Baseline Test Method Antenna Phase Center Stability Test||t t||Inspection and calibration of optical plummet
GPS measurement operation schedule
Antenna height determination method and requirements
GPS field observation notebook
Terminal description of this regulation
Additional explanation
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1.0.1 This regulation is formulated to unify the urban global positioning system GPS (Global Positioning System) measurement technology and provide the required measurement data for urban planning, urban construction and management departments.
2 This regulation is applicable to the measurement of urban control networks of all levels, urban cadastral control networks and engineering control networks. When measuring the urban terrain deformation monitoring control network, this regulation can be used as a reference.
1.0.3 In addition to complying with this procedure, urban measurement of the global positioning system shall also comply with the provisions of the relevant current national standards and specifications.
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2.0.1 Observation periodObservationsessionThe time interval from the start of receiving satellite signals for observation to the stop of continuous observation at the observation station.
Synchronous observationSimultaneousobservationThe observation of the same group of satellites by two or more receivers at the same time. 3Synchronous observation loopSimultaneousobservableloop2.0.3
The closed loop formed by the baseline vectors obtained by the synchronous observation of three or more receivers.
4Independent observation loopIndependentobservableloop2.0.4
The closed loop formed by the baseline vectors obtained by independent observation. 2.0.5 Antenna height Antennaheight
The height from the average phase center of the receiver antenna to the center mark of the station during observation. 2.0.6 Ephemeris
It is the coordinate value of the satellite's orbital position at different times. There are usually two ways to provide satellite ephemeris, forecast ephemeris (broadcast ephemeris) and post-processed ephemeris (precise ephemeris). 2.0.7 Broadcast ephemeris Broadcastephemeris The radio signal broadcast by the satellite carries the message signal that predicts the satellite orbit parameters within a certain period of time.
2.0.8 Preciseephemeris The satellite orbit parameters calculated by post-processing the observation data obtained by several satellite tracking stations are used for satellite precise positioning, etc. 2.0.9 Single baseline Singlebaseline
Multiple GPS receivers observe synchronously, and only the GPS observation data of two receivers are taken each time to solve the baseline vector between the two stations. Engineering Construction Standard Full Text Information System
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2.0.10Multiple BaselineMultiple BaselineWhen any m GPS receivers are synchronously observing, only m-1 independent baselines are selected to form the observation equation together, and the m-1 baseline vectors are uniformly solved. 2.0.11Single DifferentialSingle DifferentialThe difference between the phase observation values of the same satellite synchronously observed by GPS receivers at two different observation stations.
Double DifferentialDouble Differential
The difference between two single differences obtained by GPS receivers at two different observation stations synchronously observing two satellites.
Triple Differential
The difference between two double differences of the same pair of satellites at different epochs at two different observation stations. 2.0.14Percentage of data rejectionThe ratio of the number of observations deleted to the number of observations that should be obtained. Engineering Construction Standard Full Text Information System
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Coordinate System and Time
3.1 Coordinate System
3.1.1GPS measurement shall adopt the world geodetic coordinate system WGS-84. When GPS measurement requires the use of the 1954 Beijing coordinate system or the 1980 Xi'an coordinate system at the same time, coordinate conversion shall be performed. The basic geometric parameters of the earth ellipsoid and reference ellipsoid of each coordinate system shall comply with the provisions of Table 3.1.1.
Basic geometric parameters of the earth ellipsoid and the reference ellipsoid
Parameter name
Coordinate system name
Major semi-axis a(m)）
Minor semi-axis b(m
First eccentricity square e2
Earth ellipsoid
WGS—84
6378137
6356752.3142
1/298.257223563
0.00669437999013
Second eccentricity squared e/20.0067394967422273.1.2bZxz.net
1980Xi'an coordinate system
6378140
6356755.2882
1/298.257
1954Beijing coordinate system
6378245
6356863.0188
0.00669438499 9590.0066934216229660.006739501819470.006738525414683When GPS measurement requires the use of a local or city independent coordinate system, coordinate conversion should be performed and the following technical parameters should be met: (1) Reference ellipsoid geometric parameters;
(2) Central meridian longitude value;
(3) Additive constants of vertical and horizontal coordinates;
(4) Normal height of projection surface;
(5) Average elevation anomaly of the survey area;
(6) Starting point coordinates and starting azimuth. Engineering Construction Standard Full Text Information System
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3.1.3When the world geodetic coordinate system of the GPS network is converted into the city coordinate system, the projection length deformation value should not exceed 2.5cm/km. The coordinate system can be selected according to the geographical location and average elevation of the city in the following ways. 3.1.3.1 When the length deformation value is not greater than 2.5 cm/km, the plane rectangular coordinate system of the unified 3° zone of Gaussian conformal projection is adopted. 3.1.3.2 When the length deformation value is greater than 2.5 cm/km, the following methods can be used: (1) The plane rectangular coordinate system of the 3° zone of Gaussian conformal projection projected on the compensation elevation surface,
2) The plane rectangular coordinate system of any zone of Gaussian conformal projection, the projection surface can be the average sea surface of the Yellow Sea or the average elevation surface of the city. 3.1.4 When the elevation value measured by GPS is converted to normal height, its elevation system should adopt the 1985 National Height Datum or continue to use the 1956 Yellow Sea Height System or the local original elevation system. The Qingdao origin elevation of the 1985 National Height Datum is 72.269m; the Qingdao origin elevation of the 1956 Yellow Sea Height System is 72.289m. 3.2 Time
1GPS field measurements should be recorded in Coordinated Universal Time (UTC). When Beijing Standard Time (BST) is used, it should be converted to UTC. Engineering Construction Standard Full-text Information System
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Technical Design of GPS Network
4.1 GPS Network Classification
Urban or engineering GPS networks are divided into second, third, fourth and first and second grades according to the average distance and accuracy of adjacent points. When laying out the network, it can be laid out step by step, across levels or in full at the same level.
2 The chord length accuracy between adjacent points of each level of GPS network should be calculated according to formula 4.1.24.1.2
g=Va*+(bd)2
—standard deviation (mean error of chord length of baseline vector in mm); 0
a——fixed error (mm);
b——proportional error coefficient (1×10-6); d—distance between adjacent points (km).
4.1.3 The main technical requirements of each level of GPS network should comply with the provisions of Table 4.1.3. The minimum distance between adjacent points should be 1/2~1/3 of the average distance; the maximum distance should be 2~3 times the average distance.
Main technical requirements of GPS network
Average distance
6(1×10-6)
Note, when the side length is less than 200m, the mean error of the side length should be less than 20mm. Engineering Construction Standard Full Text Information System
Relative mean error of the weakest side
1/120000
1/80000
1/45000
1/20000
1/10000
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4.2 Network layout principles and design
4.2.1GPS network should be designed according to the actual needs and traffic conditions of the survey area. There is no requirement for line of sight between points of GPS network, but the application of conventional surveying methods should be considered when encrypting, and each point should have more than one line of sight direction.
4.2.2 In the network layout design, the original urban surveying and mapping results and various large-scale topographic maps should be taken into account, and the original urban coordinate system should be adopted. For all old control points that meet the requirements of GPS network layout, their landmarks should be fully utilized. 4.2.3GPS network should be composed of one or several independent observation loops, or it can be composed in the form of attached lines. The number of edges in each closed loop or attached line in each level of GPS network should comply with the provisions of Table 4.2.3.
GPS baseline vector edges of asynchronous observation should be selected according to the designed network diagram, or the independent baseline can be automatically selected according to the software function to form a loop. Provisions for the number of edges of closed loops or attached lines
Number of edges of closed loops or attached lines
To determine the coordinates of GPS points in the ground coordinate system, the starting data and the number of original local control points should be selected in the ground coordinate system in 4.2.4
. The selection method can be in accordance with the provisions of Article 3.1.3 of this regulation, or it can be determined according to actual needs. The GPS network of large and medium-sized cities should be connected and converted with the national control network, and should be jointly measured with nearby national control points. The number of joint measurement points should not be less than 3 points. Small cities or engineering control networks can be jointly measured with 2~3 points.
4.2.5 In order to obtain the normal height of GPS network points, the elevation joint measurement of leveling should be carried out and implemented in accordance with the following requirements:
4.2.5.1 The elevation joint measurement should be carried out by leveling measurement of no less than fourth-class leveling or a method with equivalent accuracy.
4.2.5.2 In plain areas, the number of elevation joint measurement points should not be less than 5 points, and they should be evenly distributed in the network.
In hilly or mountainous areas, the elevation joint measurement points should be appropriately increased according to the terrain characteristics of the survey area. Engineering Construction Standard Full Text Information System
KAONiTKAca-1 GPS network classification
Urban or engineering GPS networks are divided into second, third, fourth and first and second levels according to the average distance and accuracy of adjacent points. When laying out the network, it can be laid out step by step, across levels or in a comprehensive network of the same level.
2 The chord length accuracy between adjacent points of each level of GPS network should be calculated according to formula 4.1.2 4.1.2
g=Va*+(bd)2
—standard deviation (mean error of chord length of baseline vector mm); 0
a——fixed error (mm);
b——proportional error coefficient (1×10-6); d—distance between adjacent points (km).
4.1.3 The main technical requirements of each level of GPS network should comply with the provisions of Table 4.1.3. The minimum distance between adjacent points should be 1/2~1/3 of the average distance; the maximum distance should be 2~3 times the average distance.
Main technical requirements of GPS network
Average distance
6(1×10-6)
Note, when the side length is less than 200m, the side length error should be less than 20mm. Engineering Construction Standard Full Text Information System
Relative mean error of the weakest side
1/120000
1/80000
1/45000
1/20000
1/10000
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4.2 Network layout principles and design
4.2.1GPS network should be designed according to the actual needs and traffic conditions of the survey area. There is no requirement for line of sight between points of GPS network, but the application of conventional measurement methods should be considered when encrypting, and each point should have more than one line of sight direction.
4.2.2 In the network design, the original urban surveying and mapping results and various large-scale topographic maps should be taken into account, and the original urban coordinate system should be adopted. For all old control points that meet the requirements of GPS network point distribution, their landmarks should be fully utilized. 4.2.3 The GPS network should be composed of one or several independent observation loops, or it can be composed in the form of attached lines. The number of edges in each closed loop or attached line in each level of GPS network should comply with the provisions of Table 4.2.3.
The GPS baseline vector edges of asynchronous observations should be selected according to the designed network map, or the independent baseline can be automatically selected according to the software function to form a loop. Provisions for the number of sides of a closed loop or a conforming route
Number of sides of a closed loop or a conforming route
To determine the coordinates of a GPS point in the ground coordinate system, the starting data and the number of original local control points to be measured in the ground coordinate system shall be selected in 4.2.4
. The selection method may be in accordance with the provisions of Article 3.1.3 of this Regulation, or may be determined according to actual needs. The GPS network of large and medium-sized cities shall be interconnected and converted with the national control network, and shall be measured in conjunction with nearby national control points, and the number of points to be measured shall not be less than 3 points. Small cities or engineering control networks may measure 2 to 3 points.
4.2.5In order to obtain the normal height of GPS points, the elevation measurement of leveling shall be carried out, and shall be implemented in accordance with the following requirements:
4.2.5.1 The elevation measurement shall be carried out by a method not less than the fourth-class leveling or with an accuracy equivalent thereto.
4.2.5.2 In plain areas, the number of joint elevation measurement points should not be less than 5 points, and they should be evenly distributed in the network.
In hilly or mountainous areas, the number of joint elevation measurement points should be appropriately increased according to the terrain characteristics of the survey area.1 GPS network classification
Urban or engineering GPS networks are divided into second, third, fourth and first and second levels according to the average distance and accuracy of adjacent points. When laying out the network, it can be laid out step by step, across levels or in a comprehensive network of the same level.
2 The chord length accuracy between adjacent points of each level of GPS network should be calculated according to formula 4.1.2 4.1.2
g=Va*+(bd)2
—standard deviation (mean error of chord length of baseline vector mm); 0
a——fixed error (mm);
b——proportional error coefficient (1×10-6); d—distance between adjacent points (km).
4.1.3 The main technical requirements of each level of GPS network should comply with the provisions of Table 4.1.3. The minimum distance between adjacent points should be 1/2~1/3 of the average distance; the maximum distance should be 2~3 times the average distance.
Main technical requirements of GPS network
Average distance
6(1×10-6)
Note, when the side length is less than 200m, the side length error should be less than 20mm. Engineering Construction Standard Full Text Information System
Relative mean error of the weakest side
1/120000
1/80000
1/45000
1/20000
1/10000
Engineering Construction Standard Full Text Information System
4.2 Network layout principles and design
4.2.1GPS network should be designed according to the actual needs and traffic conditions of the survey area. There is no requirement for line of sight between points of GPS network, but the application of conventional measurement methods should be considered when encrypting, and each point should have more than one line of sight direction.
4.2.2 In the network design, the original urban surveying and mapping results and various large-scale topographic maps should be taken into account, and the original urban coordinate system should be adopted. For all old control points that meet the requirements of GPS network point distribution, their landmarks should be fully utilized. 4.2.3 The GPS network should be composed of one or several independent observation loops, or it can be composed in the form of attached lines. The number of edges in each closed loop or attached line in each level of GPS network should comply with the provisions of Table 4.2.3.
The GPS baseline vector edges of asynchronous observations should be selected according to the designed network map, or the independent baseline can be automatically selected according to the software function to form a loop. Provisions for the number of sides of a closed loop or a conforming route
Number of sides of a closed loop or a conforming route
To determine the coordinates of a GPS point in the ground coordinate system, the starting data and the number of original local control points to be measured in the ground coordinate system shall be selected in 4.2.4
. The selection method may be in accordance with the provisions of Article 3.1.3 of this Regulation, or may be determined according to actual needs. The GPS network of large and medium-sized cities shall be interconnected and converted with the national control network, and shall be measured in conjunction with nearby national control points, and the number of points to be measured shall not be less than 3 points. Small cities or engineering control networks may measure 2 to 3 points.
4.2.5In order to obtain the normal height of GPS points, the elevation measurement of leveling shall be carried out, and shall be implemented in accordance with the following requirements:
4.2.5.1 The elevation measurement shall be carried out by a method not less than the fourth-class leveling or with an accuracy equivalent thereto.
4.2.5.2 In plain areas, the number of joint elevation measurement points should not be less than 5 points, and they should be evenly distributed in the network.
In hilly or mountainous areas, the number of joint elevation measurement points should be appropriately increased according to the terrain characteristics of the survey area.
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