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GB 50026-2020: Standard for engineering surveying
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PDF similar to GB 50026-2020
Standard similar to GB 50026-2020 GB 55018 DB/T 60 GB 50191 GB 50167 Basic data | Standard ID | GB 50026-2020 (GB50026-2020) | | Description (Translated English) | Standard for engineering surveying | | Sector / Industry | National Standard | | Classification of Chinese Standard | P11 | | Classification of International Standard | 93.020 | | Word Count Estimation | 222,287 | | Date of Issue | 2020-11-10 | | Date of Implementation | 2021-06-01 | | Older Standard (superseded by this standard) | GB 50026-2007 | | Quoted Standard | GB/T 50103; GB 50167; GB/T 50548; GB/T 13923; GB/T 17798; GB/T 20257.1; GB/T 20257.2; CH/T 9012; CH/T 6003; CH/T 8024; TB 10601; CH/Z 3005 | | Issuing agency(ies) | Ministry of Housing and Urban-Rural Development of the People's Republic of China; State Administration for Market Regulation | | Summary | This standard is applicable to general measurement work in the field of engineering construction. In engineering surveys, the median error should be used as the standard to measure the accuracy of surveying and mapping, and twice the median error should be used as the limit error. For projects with higher accuracy requirements, the observation accuracy can be evaluated according to the method in Appendix A. The area type of engineering survey should be divided into general area, urban construction area, industrial and mining area and water area. The measuring instruments used in engineering surveys shall be strengthened in use and management, corresponding rules and regulations shall be formulated, and verification shall be carried out according to the prescribed period. The software used should pass the test or verification. The measurement result data quoted in the project shall be checked. Engineering measurement shall meet this standard | GB 50026-2020: Standard for engineering surveying---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.
1 General
1.0.1 This standard is formulated in order to unify the technical requirements of engineering survey, achieve advanced technology, economical and reasonable, and make engineering survey results meet the principles of reliable quality and safe application.
1.0.2 This standard is applicable to general measurement work in the field of engineering construction.
1.0.3 In engineering surveying, the medium error should be used as the standard for measuring the accuracy of surveying and mapping, and twice the medium error should be used as the limit error. For projects with high precision requirements, the observation precision can be evaluated according to the method in Appendix A.
1.0.4 The types of areas for engineering surveys should be divided into general areas, urban construction areas, industrial and mining areas, and water areas.
1.0.5 For measuring instruments used in engineering surveys, use management should be strengthened, corresponding rules and regulations should be formulated, and verification should be carried out according to the prescribed cycle. The software used should pass the test or verification.
1.0.6 Check the measurement result data quoted in the project.
1.0.7 In addition to complying with this standard, the engineering survey shall also comply with the current relevant national standards.
2 Terms, symbols and abbreviations
2.1 Terminology
2.1.1 Satellite positioning measurement satellite positioning
The technology and method of using a satellite positioning receiver to receive multiple positioning satellite signals of a satellite navigation system to determine the position of a ground point is referred to as satellite positioning.
2.1.2 Satellite positioning control network satellite positioning control network
The measurement control network established by using satellite positioning measurement technology and methods is referred to as satellite positioning control network or satellite positioning network.
2.1.3 real time kinematic control survey real time kinematic control survey
A method for measuring and setting control points using carrier phase real-time dynamic differential measurement technology.
2.1.4 triangular network triangular network
The measurement control network is composed of a series of connected triangles, and the observation elements are angle and distance.
2.1.5 triangular control network survey
The method of determining the position of the control point by measuring the triangulation network is a general term for the previous triangulation measurement, trilateration measurement and edge angle network measurement.
2.1.6 2"class instrument 2"class instrument
A goniometer with a nominal error of 2" in rounds of horizontal observations under a standard environment.
2.1.7 5mm class instrument 5mm class instrument
When the ranging length is 1km, the distance measuring instrument calculated according to the nominal accuracy formula of ranging is 5mm in the ranging error.
2.1.8 free station measurement free station
After arbitrarily setting up a station, measure the side lengths and angles to a small number of known points around, obtain the coordinates of the station according to the principle of corner resection, and then measure and set up other points.
2.1.9 GNSS-leveling
The normal height of the point is obtained by using satellite positioning to fit the elevation measurement or using the refined results of the regional quasi-geoid.
2.1.10 paper topographic map
A topographic map with paper or Mylar as its initial support.
2.1.11 deformation monitoring deformation monitoring
The process of monitoring the shape or position change of the monitoring object and related influencing factors, determining the change characteristics of the monitoring object over time, and performing deformation analysis.
2.1.12 three dimensional laser scanning technology
Non-contact active measurement technology that obtains various information such as the three-dimensional coordinates of the surface of the measured object and the intensity of reflected light by emitting laser light, mainly including ground three-dimensional laser scanning, vehicle three-dimensional laser scanning and airborne lidar scanning.
2.1.13 Point cloud point cloud
Obtain massive point collections of target surface properties in three-dimensional space by means of measurement.
2.2 Symbols
A - the fixed error of the main technical indicators of the satellite positioning measurement control network;
a - nominal fixed error of the total station;
B——The proportional error coefficient of the main technical indicators of the satellite positioning measurement control network, and the width of the tunnel excavation face;
b - the nominal scale error coefficient of the total station;
C—collimation difference;
D——length of ranging side, length of satellite positioning elevation checking route, distance from RTK measuring base station to checking point, grid side length, measuring slant distance;
Dg——the length of the ranging side on the Gaussian projection plane;
DH——the length of the distance-measuring side reduced to the average elevation plane of the survey area;
DP——horizontal distance of survey line;
D0——reduced to the length of the ranging side on the reference ellipsoid;
d——Basic average length, pile diameter, side length round-trip distance measurement is poor;
DS05, DS1, DS3 - level of optical level;
DSZ05, DSZ1, DSZ3 - automatic leveling optical level, digital level;
fβ——the angular closure difference of the wire loop or the azimuth angle closure difference of the attached wire;
H——Water depth, height of buildings (structures), height of columns, length of vertical part of installation measuring pipeline, height of bridge tower, buried depth of tunnel;
Hm——the average elevation of the two ends of the ranging side;
HP - the average height of the survey area;
h—height difference, caisson height of building construction, buried depth of underground pipeline, tunnel height;
hd—basic contour distance;
hm—the height difference between the geoid in the survey area and the reference ellipsoid;
i—the angle between the collimation axis of the level gauge and the axis of the vial, point number, side number, and triangle number;
K - Atmospheric refraction coefficient;
KM - correction factor;
L——Length of leveling section or route, length of main axis of outer profile, length of crown block or crane track, total length of bridge, span diameter of bridge, length of embedded parts, length between two openings of tunnel excavation, tunnel length, collimation The length of the line, the front and rear distances from the monitoring body or monitoring section to the tunnel excavation face;
l——horizontal distance from the measuring point to the pile in the line, the length of the transverse centerline in meters from the intersection point, and the width of the river (river, canyon) crossed by the bridge;
M—the denominator of the surveying scale;
Mw——Height difference full median error;
M△—height difference accidental error, point error of check point;
Mh - the height error of the digital elevation model;
m - medium error;
mD - error in ranging;
mDi——The actual distance measurement error and the average distance measurement error of the i-th side;
mH—the error in the plane position of the repeated exploration of the underground pipeline;
mV—the error in the buried depth of repeated exploration of underground pipelines;
mα——error in azimuth angle;
mβ——error in angle measurement;
mS - error in displacement;
mg—the error in the angle of the fixed angle;
N—the number of combined routes or closed loops, the number of asynchronous loops in the control network, the total number of closed loops and combined wires;
n——Number of stations, sections, sides, baselines, the number of baselines in asynchronous rings or combined lines, the number of triangles, the number of spans of building structures, the number of closure differences of the circumference angles of stations, Number of checkpoints and height difference;
P - prior right;
Pi - the prior weight of the i-th side distance measurement;
Q - weight coefficient;
R - the average radius of curvature of the earth;
RA——the radius of curvature of the reference ellipsoid intercepting the arc in the direction of the ranging side;
Rm—the average radius of curvature of the midpoint of the ranging side on the reference ellipsoid;
S—the side length, slant distance, the distance between two adjacent detail points, the distance from the turning point pile to the middle pile, and the slant distance corrected by meteorological and multiplication constants;
T—the denominator of side length relative error;
W——closing difference, full-length closing difference of asynchronous ring and loop line, full-length closing difference of asynchronous ring or combined line;
WX——X coordinate component closure difference;
WY—Y coordinate component closure error;
WZ——Z coordinate component closure difference, limit difference of edge-pole condition free term;
Wf, Wg, Wj, Wb——respectively the tolerances of the free terms of the azimuth angle condition, fixed angle condition, angle-pole condition, and edge (baseline) condition;
Wr——the angular value limit difference between the observation angle and the calculation angle;
ym—the average value of the abscissa of the two ends of the distance-measuring side;
α—vertical angle, ground inclination angle, proportional coefficient;
αz——the sum of the cotangent functions of the two bases at the two ends of the outer edge opposite to the pole;
αf—the sum of the cotangent functions of the adjacent base angles on both sides of the radiating side connected to the pole in the midpoint polygon, the sum of the cotangent functions of the adjacent base angles on both sides of the inner radiating side in the quadrilateral, and the sum of the cotangent functions of the two outer radiating sides the difference of the cotangent functions of the adjacent base angles of the sides;
δh——The height difference of opposite observation is relatively poor;
δ1,2——the change value of the direction from station 1 to the observation direction of aiming point 2;
μ——unit weight error;
σ—the error in the baseline length;
β——find the distance angle;
△——The discrepancy value of the round-trip height difference of the survey section, the closure difference of the left and right corners of the traverse station observation, and the limit value of the poor adjustment value;
△d—the length is poor;
△h—the limit value of height difference;
△H——Poor buried depth of concealed pipeline point detection;
△Hi—the buried depth between the recheck point and the original point is relatively poor;
△hi——the difference between the detection height and the model height;
△S——horizontal position deviation of concealed pipeline point detection;
△Si—the plane position deviation between the review point and the origin;
△y——Increment of the abscissa of the two ends of the distance-measuring side;
△α——Compensation error of compensation type automatic leveling instrument.
2.3 Abbreviations
BDS BeiDou Navigation Satellite System
CORS Continuously Operating Reference Station System Continuously Operating Reference Station System
IMU Inertial Measurement Unit Inertial Measurement Unit
PDOP Position Dilution of Precision spatial position precision factor
POS Positioning and Orientation System Positioning and Orientation System
RTD RealTime Differential real-time code differential
RTK RealTime Kinematic real-time dynamics
3 plane control measurement
3.1 General provisions
3.1.1 The planar control network can be divided into grades and grades according to the accuracy, and the order from high to low should be grades two, three and four, and grades one, two and three.
3.1.2 The establishment of the planar control network can adopt methods such as satellite positioning survey, traverse survey and triangular network survey.
3.1.3 Satellite positioning measurement can be used for the establishment of second, third, fourth and first and second level control networks; traverse survey can be used for the establishment of third, fourth and first, second and third level control networks; triangle network measurement can be used for second, Third, fourth and first and second level control network establishment.
3.1.4 The layout of plane control network shall meet the following requirements.
1.The layout of the first-level control network should be adapted to local conditions and the expansion of the network should be taken into account; when the joint measurement is carried out with the national coordinate system, the joint measurement plan should also be coordinated;
2 The level of the first level control network shall be determined according to the project scale, purpose and accuracy requirements of the control network;
3.The encrypted control network can be deployed by leaps and bounds or extended at the same level.
3.1.5 The coordinate system of the planar control network shall be selected as follows under the requirement that the projected length deformation in the survey area is not greater than 25mm/km.
1 The.2000 national geodetic coordinate system can be used, and the unified Gaussian conformal projection 3° with a plane Cartesian coordinate system;
2 Gaussian projection 3° zone can be used, the projection plane is the plane Cartesian coordinate system of the compensation elevation surface of the survey area or the average elevation plane of the survey area; or any zone, the projection plane is the plane rectangular coordinate system of the 1985 National Elevation Datum or the average elevation plane of the survey area coordinate system;
3 Small survey areas or control networks with special engineering requirements can use independent coordinate systems;
4 In the area where the planar control network already exists, the original coordinate system can be used;
5 The building coordinate system can be adopted in the factory area;
6 For large-scale engineering survey projects with special precision requirements or newly-built urban plane control network, the coordinate system can be specially designed.
3.2 Satellite positioning measurement
Ⅰ Main technical requirements of satellite positioning measurement control network
3.2.1 The main technical indicators of each level of satellite positioning survey control network are to comply with the provisions in Table 3.2.1.
3.2.2 The baseline accuracy of the control network at each level is to be calculated according to the following formula.
In the formula. σ——the error in the baseline length (mm);
A - fixed error (mm);
B——proportional error coefficient (mm/km);
d - the average length of the baseline (km).
3.2.3 The evaluation of the observation accuracy of the satellite positioning measurement control network shall comply with the following regulations.
1 The error in the measurement of the control network is to be calculated according to the following formula.
In the formula. m——the error in the measurement of the control network (mm);
N - the number of asynchronous rings in the control network;
n - the number of sides of the asynchronous ring;
W——Asynchronous ring-to-ring full-length closure difference (mm).
2 The error in the measurement of the control network should meet the baseline accuracy requirements of the control network of the corresponding level, and should meet the requirements of the following formula.
m≤σ (3.2.3-2)
Ⅱ Design, point selection and rock burial of satellite positioning survey control network
3.2.4 The layout of the satellite positioning measurement control network shall comply with the following regulations.
1 The design should be based on the actual situation of the project, accuracy requirements, satellite status, type and quantity of receivers, and existing measurement data in the survey area. For projects with special accuracy requirements, special design of the control network should be carried out. When the requirements cannot be met, the optimization design of the control network shall be carried out;
2 When laying out the first-level network, it is advisable to jointly measure more than two national high-level control points, national continuous operation reference stations or high-level control points of the local coordinate system;
3 The long sides in the control network should form a geodetic quadrilateral or midpoint polygon;
4 The control network of each level shall consist of one or several closed loops or combined routes by independent observation sides, and the number of sides forming a closed loop or combined routes should not be more than 6;
5 The total number of observations of independent baselines in each level of control network should not be less than 1.5 times the number of necessary observations;
6.The encrypted network should adopt a flexible network layout method according to the project needs and on the premise of meeting the accuracy requirements of this standard.
3.2.5 The selection of control points for satellite positioning surveys shall meet the following requirements.
1.The point should be selected in a stable location, and it should be convenient for observation, encryption and expansion. Each control point should have a line of sight direction;
2 The point should be open and free of obstacles within the altitude angle above 15°; there should be no interference sources that strongly interfere with the reception of satellite signals or objects that strongly reflect satellite signals around the point. It should be greater than.200m, and the distance from high-voltage transmission lines or microwave signal transmission channels should be greater than 50m;
3 The original control points that meet the requirements should be used.
3.2.6 The buried rocks at the control points shall comply with the provisions of Appendix B of this standard, and the marks of the points shall be drawn.
Ⅲ Satellite positioning measurement control network observation
3.2.7 The observation of the satellite positioning measurement control network at each level should adopt the static operation mode and implement according to the technical requirements in Table 3.2.7.The observation of the first and second level control network can also be carried out in a dynamic operation mode according to the provisions of Article 3.2.17 to Article 3.2.31 of this standard.
3.2.8 For large-scale engineering projects, the operation plan can be prepared according to the needs of project operations, combined with existing data and field surveys.
3.2.9 Station operations for satellite positioning control surveys shall comply with the following regulations.
1 Before observing, the receiver should be preheated and left still, and at the same time, check whether the capacity of the battery, the memory and storage space of the receiver are sufficient;
2 The centering deviation of the antenna placement should not be greater than 2mm, and the measurement of the antenna height should be accurate to 1mm;
3 During observation, radio communication tools should not be used near the receiver, and people and other objects should be prohibited from touching the antenna or blocking satellite signals;
4 In case of severe weather such as thunderstorms, operations should be stopped;
5 Operations such as shutting down and restarting the receiver, changing the satellite cut-off altitude angle, changing the data sampling interval, and changing the antenna position should not be performed during the operation;
6 The station records should be made well.
Ⅳ Satellite positioning control measurement data processing
3.2.10 Data processing preparations should meet the following requirements.
1 The observation data of different positioning systems or receivers of different brands should be converted into a unified standard format;
2.Invalid observations and redundant information in the original data should be shielded;
3 The station records should be summarized and sorted out.
3.2.11 Baseline solution shall meet the following requirements.
1 Baseline calculation can choose single baseline calculation mode, multi-baseline calculation mode or overall calculation mode according to observation level and actual situation;
2 The baseline solution should adopt double-difference fixed solution;
3 The baseline calculation results should include information such as the three-dimensional coordinate increment of the baseline vector, its variance-covariance matrix, and the baseline length.
3.2.12 All data of field observations of satellite positioning control survey shall be checked by synchronous loop, asynchronous loop or combined line, repeated baseline check, and shall comply with the following regulations.
1 The closure difference of each coordinate component of the synchronous ring and the closure difference of the entire length of the ring line shall respectively meet the requirements of the following formulas.
In the formula. n—the number of baseline edges in the synchronous ring;
WX, WY, WZ—closing difference of each coordinate component of a synchronous ring (mm);
W——closed difference of the full length of the synchronous ring (mm).
2 The closure difference of each coordinate component of the asynchronous loop or combined line and the closure difference of the entire length shall meet the requirements of the following formulas respectively.
In the formula. n—the number of baseline edges in the asynchronous ring or attached line;
W——Asynchronous ring or full-length closure difference of the attached line (mm).
3 The length of the repeated baseline is poor and should meet the requirements of the following formula.
In the formula. △d—the length of repeated baseline is poor.
3.2.13 When the observation data in the synchronous loop, asynchronous loop or combined route and repeated baseline cannot meet the verification requirements, the results should be comprehensively analyzed, and the asynchronous loop should be rebuilt after discarding unqualified baselines. After discarding the baseline, the number of sides of the formed asynchronous loop should not exceed the provisions of Clause 4 of Article 3.2.4 of this standard. If the limit is exceeded, the unqualified baseline or related synchronous graphics should be retested.
3.2.14 After the field observation data pass the inspection, the observation accuracy of the satellite positioning measurement control network shall be evaluated according to Article 3.2.3 of this standard.
3.2.15 The unconstrained adjustment of the satellite positioning survey control network shall comply with the following regulations.
1 The coordinate system consistent with the navigation and positioning satellite system should be selected for 3D unconstrained adjustment;
2 The unconstrained adjustment should provide the three-dimensional coordinates of each observation point in the coordinate system, the correction number of the three coordinate difference observation values of each baseline vector, baseline length, baseline orientation and related accuracy information, etc.;
3 The absolute value of the baseline vector correction number of the unconstrained adjustment shall not exceed 3 times of the error in the baseline length of the corresponding grade.
3.2.16 The constrained adjustment of the satellite positioning survey control network shall comply with the following regulations.
3.2.24 The operating radius of single-base RTK measurement should not exceed 5km, and the observation of the mobile station should comply with the provisions of Article 3.2.29 of this standard. During the operation, the setting of the base station, the position and height of the antenna of the base station should not be changed.
3.2.25 In the single-base RTK survey, the difference between the plane positions of the differential calculation results of different base station positioning should not be greater than 50mm. After meeting the requirements, the average value of the positioning results of each base station should be taken as the final result.
3.2.26 During the post-processing dynamic control survey, the base station should be set up on a known point for centering and leveling, the antenna height should be measured to an accuracy of 1mm, and it should be set to post-differential mode. The mobile station should observe in a static state first, and the initialization observation time should not be less than 5 minutes. Under the condition that the satellite does not lose the lock, it can continuously perform dynamic...
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