Some standard content:
GB/T16819
This standard is formulated for the first time by the State Administration of Surveying, Mapping and Geoinformation. This standard is formulated based on the actual level that can be achieved by the flatbed measurement of 1:500, 1:1000 and 1:2000 topographic maps in my country at present and in a certain period of time in the future, as well as the common requirements of relevant professional departments for topographic maps of this scale.
Appendix A of this standard is the standard requirement;
Appendix B of this standard is the reminder appendix.
This standard is proposed and managed by the State Administration of Surveying, Mapping and Geoinformation. The drafting unit of this standard: Surveying and Mapping Standardization Research Institute of the State Administration of Surveying, Mapping and Geoinformation. The main drafters of this standard are Song Yingxian, Chen Jiliang, Zuo Yongjun.3
1 Scope
National Standard of the People's Republic of China
Planetabling specifications for1 : 500, 1 : 1 000, 1 : 2 000 topographic maps
Planetabling specifications for1 : 500.1 : 1 000, 1 : 2 000 topographic mapsGB/T16819-1997
This standard specifies the basic requirements for the accuracy, specifications and operation of surveying and mapping 1: 500, 1: 1000, 1: 2000 topographic maps using the plane measuring method. This standard is applicable to the general surveying and mapping work in the survey, planning, design and construction stages of various relevant professional departments of the national economy. 2 Referenced standards
The provisions contained in the following standards constitute the provisions of this standard through reference in this standard. When this standard was published, the versions shown were all valid. All standards will be revised, and parties using this standard should explore the possibility of using the latest version of the following standards. GB/T7929-1995 1:500, 1:1000, 1:2000 Topographic map diagram ZBA75001---89 Surveying and mapping technical design regulations CH1002---95 Surveying and mapping product inspection and acceptance regulations 3 General provisions
3.1 Specifications of topographic maps
3.1.1 Plane coordinate system
The selection of the plane control coordinate system should be based on the requirement that the projection length deformation value within the survey area is not greater than 2.5cm/km, and the following options should be made:
a) Use the 1980 Xi'an coordinate system 3° plane rectangular coordinate system; b) Use the Gaussian conformal projection arbitrary plane rectangular coordinate system, and the projection surface can use the 1985 national height datum, the survey area compensation height surface or the survey area average height surface.
For survey areas with an area less than 25km2, the plane rectangular coordinate system can be used for direct calculation on the plane without projection. 3.1.2 Elevation system
It is advisable to use the 1985 national elevation datum. When far away from the national leveling point, an independent elevation system can also be used, but it should be measured in conjunction with the national elevation datum as much as possible.
3.1.3 Frame division and numbering
a) Square or rectangular, with a specification of 50cmX50cm or 40cm×50cm. b) The map number is numbered in kilometers of the southwest corner of the map outline, with x in front and y in the back, and a short line connecting the middle. For example: 12000, 10.0-21.0; 11000, 10.5--21.5; 1500, 10.50-21.75c) Strip survey areas or small area survey areas can be numbered in a unified order of survey areas. 3.1.4 Terrain classification
Flat land: areas with a ground inclination angle of less than 2°; approved by the State Bureau of Technical Supervision on May 28, 199764
implemented on February 1, 1998
GB/T 16819--1997
Hill land: areas with a ground inclination angle between 2° and 6°; Mountain land: areas with a ground inclination angle between 6° and 25°; High mountain land: areas with a ground inclination angle above 25°. 3.1.5 Basic contour interval
According to the terrain category and the needs of the map, it shall be selected according to the provisions of Table 1. Table 1
Basic contour interval
Basic contour interval
Scale
1:2000
Terrain category
Note: The contour interval in brackets shall be selected according to the needs of the map. 3.1.6 Symbols and annotations on topographic maps
Hillary land
The provisions of GB/T7929-1995 "1:500, 1:1000, 1:2000 topographic map diagrams" shall be followed. 3.2 Accuracy of topographic maps
3.2.1 Mean error of plane position of terrain points
The mean error of plane position of terrain points on the map relative to adjacent basic points shall not exceed the provisions of Table 2. Table 2 Mean error of plane position of terrain points on the map
Terrain category
Mean error
Flat land, hilly land
Note: The mean error of urban construction areas or industrial and mining construction areas shall be in accordance with the requirements of flat land. 3.2.2 Mean error of elevation annotation points
The mean error of elevation annotation points on the map relative to adjacent basic points shall not exceed the provisions of Table 3. Table 3 Mean error of elevation of elevation annotation points
Terrain type
Mean error (contour interval)
Hills
Note: The mean error of elevation annotation points of paved ground in urban construction areas should not exceed 0.15m3.2.3 Mean error of elevation of contour lines
The mean error of elevation of contour line interpolation points relative to adjacent basic map points should not exceed the provisions of Table 4. Table 4 Mean error of elevation of contour line interpolation points
Terrain type
Mean error (contour interval)
3.2.4 Accuracy requirements for maps used in concealed areasHills
Mountains
Mountains, high mountains
High mountains
High mountains
The mean errors of plane and elevation in concealed areas can be relaxed by 1/2 according to the provisions of Articles 3.2.1 to 3.2.3. The accuracy estimation formula can refer to Appendix B (Suggestive Appendix).
3.2.5 Accuracy requirements for special maps
For special topographic maps with lower accuracy requirements, the mean error in plane and elevation can be relaxed by 1/2 according to the provisions of Articles 3.2.1 to 3.2.3, but the accuracy of basic control survey remains unchanged. The accuracy estimation formula can refer to Appendix B (Suggestive Appendix). 3.2.6 Provisions for maximum error
GB/T16819---1997
This specification uses the mean error as the standard for measuring accuracy, and twice the mean error is the maximum error. 3.3 Accuracy and density of plane and elevation control points 3.3.1 Basic control points
The plane accuracy and elevation accuracy of basic control points should meet the needs of maximum scale mapping and general engineering construction layout in the survey area. The mean error of plane point position (relative to the starting point) shall not exceed 5cm in the 1:500 survey area, and shall not exceed 10cm in the survey area with a scale less than 1:500. The mean error of elevation relative to the adjacent leveling point (V level and above) shall not exceed 1/20 of the basic contour interval. The density of basic control points should be maintained at an interval of about 500m on the ground. When the maximum surveying scale is 1*1000, the interval can be relaxed to 800m
3.3.2 Basic control points
The mean error of plane point position of basic points relative to the starting point shall not exceed 0.1mm on the map, and the mean error of elevation relative to the starting point shall not exceed 1/10 of the basic contour interval.
The control points are the control points used directly for mapping. The density should meet the needs of mapping. In general areas, each map (map size 50cm×50cm) of 1:500 mapping should have no less than 8 points; 1:1000 mapping should have no less than 12 points; 1:2000 mapping should have no less than 15 points.
3.4 Stone Burial
3.4.1 All basic control points should be stone-cut, and fixed ground objects can also be used to chisel and mark. The buried specifications of the marker stone shall be implemented in accordance with Appendix A (Standard Appendix).
3.4.2 When the map control point is used as the stone burial point, it should be buried on the first-level map control point. The specifications and burial of the marker stone should be stable and can be preserved for a long time.
3.4.3 The number of stone burial points (including basic control points and first-level map control points) in each map should be no less than two, and they should have line of sight with each other. 3.5 General rules for work
3.5.1 Before the measurement work begins, relevant data should be collected and analyzed according to the task requirements, necessary on-site surveys should be conducted, economically reasonable technical plans should be formulated, and technical design books should be written.
3.5.2 During the measurement work, the quality inspection of indoor and outdoor work should be strengthened. After the work is completed, acceptance should be organized in a timely manner, and a technical summary and inspection and acceptance report should be compiled.
3.5.3 All instruments and tools used in the work must be checked and calibrated. 3.5.4 Field observations should be carried out under conditions of clear images and stable atmosphere. The numbers recorded in the observation results should be clear and correct, and no serial smears should be allowed.
3.6 Requirements for other operation methods
On the premise of meeting the accuracy standards specified in this specification, new technologies and methods not listed in this specification may be used, but they should be clearly specified in the technical design document.
4 Basic control measurement
4.1 Plane position measurement of basic control points
Plane control is based on national triangulation points and GPS network points, and is laid out using electromagnetic wave ranging wires, small triangles and other methods. 4.1.1 Electromagnetic wave ranging wires
4.1.1.1 The wires can be laid out as attached wires, node wires or wire networks. Attached wires should be laid out in a straight shape, and the adjacent side lengths should not differ too much. The instrument should use a Class I rangefinder with a mean error (nominal accuracy) of no more than 10 mm per kilometer of distance measurement. 4.1.1.2 The main technical requirements for wire measurement should comply with the provisions of Table 5. 66
Conductor grade
Total length of conductor
In the table, n is the number of turning angles
GB/T 16819-1997
Table 5 Main technical requirements for electromagnetic wave ranging conductors Average side length
Meanwhile error in angle measurement
Number of horizontal angle measurements
Azimuth
Closure error
When the maximum scale of the survey area and mapping is 1:1000, the average side length and total length of the first and second level conductors can be extended by 0.5 times. 4.1.1.3 The length of the conductor between a node and a starting point, and between nodes, should not exceed 0.7 times as specified in Table 5. 4.1.1.4 Distance measurement requirements
Relative total length
Closure error
1/15 000
1/10 000
a) The length of the conductor side is measured twice in one way, and the sighting is read twice as one round. The difference between the readings in the same round should be less than 10mm, and the difference between the rounds should be less than 15mm.
b) Meteorological data is measured once on each side, and the temperature is read to 0.5C and the air pressure is read to 50Pa (or 1mmHg). c) The measuring line should avoid interference from strong electromagnetic fields such as high-voltage lines. The inclination angle of the distance measurement side should not be too large. d) The measurement is generally carried out using the Lanlian tripod method.
4.1.1.5 The calculation of horizontal distance of the ranging side shall meet the following requirements: a) Meteorological correction shall be carried out according to the given chart or formula; b) Correction of addition and multiplication constants shall be carried out according to the instrument test results; c) The slope distance after the above correction shall be converted into horizontal distance. 4.1.2 Small point angle
It is usually laid out by linear lock, plug-in net, plug-in point and other methods. The measurement accuracy of small triangulation points shall meet the requirements of Table 6. Table 6 Measurement accuracy of small blue angle points
Mean error of angle measurement
Length of starting side
Relative mean error
1/40000
Length of weakest side
Relative mean error
1/20000
Note: n in the table is the number of angles for calculating azimuth. 4.1.2.1 Linear lock
Number of horizontal angle measurements
Triangle
Maximum closure error
Azimuth closure error
Linear locks should be close to straight extension, and the triangles in the lock should be equilateral. The distance angle is generally not less than 40°. The sum of the graphic intensity coefficients should not be greater than 85. Its measurement specifications should not exceed the provisions of Table 7. Table 7 Measurement regulations for linear locks
Full length of linear locks
Average side length of blue triangles
Note: When the maximum scale of the survey area is 1:1000, the average side length and the total length can be lengthened by 0.5 times. 4.1.2.2 Insertion net
Number of triangles
Insertion nets should strive to be evenly distributed, and the internal angle of each triangle should not be less than 30°. In the middle of the net, some internal angles can be no less than 25°. Each side is observed in opposite directions, and some sides in difficult areas can be observed in one direction.
4.1.2.3 Insertion points
The intersection angle of the insertion points should not be less than 30°, and the length of the intersection side should not exceed 1.5km. When the maximum scale of the survey area is 1:1000, the length of the intersection side should not exceed 2.5km. bZxz.net
4.1.3 Horizontal angle observation
GB/T 16819--1997
4.1.3.1 Horizontal angle observation generally adopts the direction observation method. When the number of directions is more than three, it must be zeroed. When it is more than seven, it must be grouped and the same starting direction must be used. The degree value of the position change of each measuring circle is 180°/n (n is the number of measuring rounds). 4.1.3.2 The tolerance of horizontal angle observation should not exceed the provisions of Table 8. Horizontal angle observation limit error
Instrument level
Limit error category
Half-measurement regression zero error
2C mutual error
Each measurement round has a relatively poor direction
4.1.3.3 When the variation range of 2C in the observation result or the measurement round error exceeds the limit, it is allowed to re-measure the exceeded direction, and the same starting direction should be measured during the re-measurement. When the zero error, the variation range of 2C in the starting direction exceeds the limit, and the number of re-measured directions in a measurement round exceeds 1/3 of the total number of directions, the measurement round shall be re-measured. When the number of re-measured measurement rounds exceeds 1/3 of the total number of measurement rounds, the station shall be re-measured in its entirety. 4.1.3.4 When the eccentricity of the measurement station and the sighting point is greater than 1/80000 of the distance from the measurement station to the nearest observation point, a centering correction shall be performed in the horizontal direction. When measuring the centering element, the eccentricity shall be measured to 1mm and the eccentricity angle to 15. The side length of the error triangle projected in three directions should not exceed f5mm.
4.1.4 Verification of field observation results
a) The mean error m of small triangulation is calculated according to formula (1): mg=-±VLWW]/3
W—triangle closure error (\);
—number of triangles.
b) The mean error ms of the angular measurement of the traverse is calculated according to formula (2): mg
1(f:fl
wherein: F---the azimuth closure error of the attached traverse or closed loop (\); n\the number of measuring stations during calculation;
N--the number of attached traverses or closed loops, c) The limit difference of the azimuth conditional closure error Wsquare and the polar conditional closure error Wcut is calculated according to formula (3) and (4): W≤10\n
W10\VEa]
wherein: n
the number of transmitted azimuths:
calculate the sine logarithmic difference in seconds of the distance angle (in the sixth digit of the logarithm). 4.1.5 Plane coordinate calculation
（2）
+（3）
（4）
a) The adjustment calculation of small triangulation can be carried out by simplified adjustment method. When the direction change value is greater than 1\, the direction change should be carried out. b) The adjustment of linear lock (net) and triangular lock may not include coordinate conditions, but should include polar conditions and circular conditions. In triangular locks with starting edges at both ends, side conditions or azimuth conditions should be included. c) Insertion points can be calculated by various typical graphic adjustments, and insertion nets should be adjusted as closely as possible. d) The adjustment of traverse points is carried out according to the route or the traverse network with nodes, using simplified methods. The length of the traverse side should be converted to the length correction on the mean sea level and Gauss projection surface. e) The position of adjustment calculation shall be in accordance with the provisions of Table 9. 68
Observation direction value
Various corrections
4.2 Height measurement of basic control points
GB/T 16819---1997
Provisions for calculating positions
Function position
Coordinate calculation
Final coordinate
Coordinate azimuth
Height control is based on national grade leveling points and is determined by methods such as leveling, electromagnetic wave ranging height traverse and theodolite trigonometric height traverse.
4.2.1 Leveling
Leveling measurement is suitable for flat areas, and the starting and closing points should be national grade leveling points. The instrument used should not be lower than DS3 level. 4. 2. 1. 1
The total length and closing error of the leveling line shall not exceed the provisions of Table 10. Table 10 Total length and closure error of the standard leveling route Total length of the attached route
Total length of the branch line
Length of a single node
Note: L in the table is the total length of the route, km. Less than 1km is counted as 1km. Elevation closure error, poor round-trip height difference
4.2.1.2 Standard leveling is carried out by single-way measurement for attached routes, and round-trip observation or single-way double measurement for branch lines. 4.2.1.3 The distance from the instrument to the scale shall not exceed 100m, the unequal difference between the front and rear scales shall not exceed 20m, and the cumulative unequal difference between the front and rear scales shall not exceed 100m. The black-red scale readings are used for observation, read to millimeters, the difference between the black-red surface readings of the same scale shall not exceed 4mm, and the difference between the black-red surface height differences of the front and rear scales shall not exceed 6mm
4.2.2 Electromagnetic wave ranging height conductor
The conductor is generally measured at the same time as the plane control. The starting and closing points of the first-level traverse are when the mapping contour distance is 0.When the height interval is 5m, it is a national level leveling point; when the mapping contour interval is 1m or 2m, it can be an extra-level leveling point. The conductor is divided into two levels, and the side length of each level should not exceed 1km, and the number of sides should not exceed 10. When the conductor is used simply as elevation control, the number of sides can be increased by 1 time. When the maximum scale of the survey area is 1:1000, the total length of each level can be extended by 0.5 times, and the vertical angle of each side of the conductor should be observed back and forth. The instrument height and gauge height are recorded to millimeters. The side length should be measured with a distance meter with an accuracy of not less than level 1. Its main technical requirements should comply with the provisions of Table 11. Table 11 Main technical requirements for electromagnetic wave ranging height conductor Number of measurement rounds
Middle wire method
Note; S is the side length, km.
4.2.3 Theodolite trigonometric height traverse
Poor index difference
Poor vertical angle
Round trip observation
Poor height difference
Full length height closure error
The traverse is suitable for hilly and mountainous areas and is generally measured simultaneously with the plane control. When the mapping contour interval is 1m or 2m, the starting and closing points of the height traverse can be the leveling points outside the contour.
The vertical angle of each side of the traverse should be observed round trip. Its main technical requirements should comply with the provisions of Table 12. 69
Average side length
Number of traverse sides
Note: S is the side length, km,
Creative control measurement
Round trip observation
Elevation difference difference
Plane position measurement of basic points
GB/T 16819
Main technical requirements for theodolite trigonometric height traverse Full length elevation
Closure difference
Number of measurement rounds
Middle wire method
Three wire method
Indicator difference
Vertical angle
To determine the plane coordinates of basic points, electromagnetic wave ranging attached traverse, electromagnetic wave ranging branch traverse, linear lock, angle intersection and electromagnetic wave ranging polar coordinates are usually used. The measurement accuracy should comply with the provisions of Article 3.3.2. 5.1.1 Electromagnetic wave ranging attached traverse
The starting and closing points of the first-level traverse should be basic control points, GPS network points or national triangulation points. The traverse should not exceed the second attachment, and the technical requirements shall not exceed the provisions of Table 13.
Map scale
1:1000
1:2000
Average side length
Note: n in the table is the number of turning angles
Technical requirements for electromagnetic wave ranging attached traverse for basic map Total length of traverse
Traverse closure error
Azimuth closure error
Meanwhile error in angle measurement
Horizontal angle measurement
Number of turns DJ6
The side length of the traverse can be measured with a second-level rangefinder, and two rounds of measurement are measured in one way. The sighting and reading twice are one round. The difference between the two readings of the same round should be less than 20mm, and the difference between rounds should be less than 30mm. Meteorological data is measured once on each side, the temperature is read to 1'C, and the air pressure is read to 100Pa (or 1mmHg). 5.1.2 Electromagnetic wave ranging branch line
The branch line can be developed from the first-level attached line of the basic map or the linear locking point. The branch line shall not be developed further, and the side length of the branch line is measured between two surveys in a single trip. The horizontal angle is measured for each round of left and right angles, and the closure error of the measuring station circle angle shall not exceed ±40\. Two connecting angles should be observed at the starting point. The technical requirements for branch conductors shall not exceed the provisions of Table 14. Table 14
Technical requirements for branch conductors in the base map
Drawing scale
1:1000
1:2000
5.1.3 Linear lock
Average side length
Total length of branch conductor
GB/T16819-1997
The starting and closing points of the linear lock should be basic control points, GPS points or national triangulation points. The linear lock should not exceed the second level of compliance. Its technical requirements shall not exceed the provisions of Table 15. Table 15
Drawing scale
1:500
1:1000
1:2000
Average side length
Technical requirements for geography linear lock
Triangle
Number of triangles
Note: The table shows the number of angles for calculating azimuth. 5.1.4 Angle intersection
Error of closure
Azimuth
Error of closure
Error in angle measurement
Number of horizontal angle measurement DJ6
Angle intersection is generally used for geography analysis and supplementary points, and can be developed from the first-level attached traverse or linear lock points of the geography. Angle intersection shall not be developed further. The intersection angle should be between 30° and 150°. The rear intersection (α+β+c) should not be between 160° and 200°, and the folded figure () should not be less than 20°. The front, side and rear intersections must be calculated using two sets of figures, and the difference between the two sets of coordinates should not be greater than 0.2mm on the figure. Other technical requirements should not exceed the provisions of Table 16.
Table 16 Technical requirements for angle intersection
Drawing scale
1:500
1:1000
1:2000
5.1.5 Polar coordinate method for electromagnetic wave ranging
Intersection side length
Number of horizontal angle measurement rounds
The polar coordinate method can be developed from the basic level attached wire or linear lock point. The polar coordinate method shall not be developed further. The polar coordinate method should observe two connecting angles at this point, and the side length should be measured twice in a single trip. Its technical requirements should not exceed the provisions of Table 17. Table 17 Technical requirements for the polar coordinate method of electromagnetic wave ranging Mapping scale
1+1000
1:2000
The horizontal angle observation limit error shall not exceed the provisions of Table 18. Azimuth difference
Horizontal angle observation limit error
Instrument type
Number of rounds
Elevation measurement of control points
Half-measurement regression zero difference
Two half-measurements
Number of horizontal angle measurement rounds
Triangle closure error
Same direction difference
(After palming)(\)
The elevation of control points is usually measured by methods such as control leveling, electromagnetic wave ranging height traverse, theodolite trigonometric height traverse and independent intersection height, and its measurement accuracy shall comply with the provisions of Article 3.3.2. 5.2.7 Geotechnical leveling
GB/T 16819
Grade geotechnical leveling should start and close at the basic elevation control point. Branch line geotechnical leveling is mainly used in flat areas and should not exceed the second level. Leveling points shall not be developed. Use a level instrument not less than DS10, one-way observation (branch lines should be measured back and forth), estimate to millimeters, the line of sight length should not exceed 100m, and the front and rear sight distances should be roughly equal. The total length of the route and the elevation closure error should not exceed the provisions of Table 19. Table 19 Geotechnical leveling route total length and closure error Contour interval
Full length of attached station route
Full length of branch line
Full length of single node
Note: L in the table is the total length of the route, km. If it is less than 1km, it will be counted as 1km. 5.2.2 The height closure error or round-trip height difference of electromagnetic wave ranging height conductor
The conductor includes the attached height conductor, the elevation branch conductor and the lead point elevation (matched with the plane polar coordinates). The side length of the conductor should not exceed 500m, and the height difference of each side should be measured back and forth (the lead point elevation can also be measured twice by changing the instrument height or elevation). Use DJ6 type theodolite to observe the vertical angle for one round. The attached height conductor should not exceed the second attachment, and the first-level attached conductor should start and close at the basic height control point. The elevation branch conductor and the lead point elevation shall not be further developed. The technical requirements of the conductor should not exceed the provisions of Table 20 Table 20 Technical requirements for elevation conductors of electromagnetic wave ranging height measurement of the map Contour distance
Attached height conductor
Total length of height conductor
Elevation branch conductor
Note: S in the table is the side length, hm. 300m or less is calculated as 300m. 5.2.3 Theodolite trigonometric height traverse
Elevation of leading point
Round trip height difference is poor
Elevation closure error
The traverse should not exceed the second fit, and the first-level traverse should start and close at the basic height control point. The height difference on each side of the traverse should be observed back and forth. Use DJ6 theodolite to observe the vertical angle for one round. The technical requirements of the traverse should not exceed the provisions of Table 21. Technical requirements for trigonometric height traverse of geotechnical theodolite Table 21
Contour interval
Total length of height traverse
Note: S in the table is the side length.hm, 300m or less is calculated as 5.2.4 Independent intersection height
Round trip height difference is poor
Elevation closure error
Independent intersection height points can be developed from the first-level geotechnical height points. Intersection height points shall not be developed further. Use DJ6 theodolite to observe the vertical angle in one measurement. The elevation should be the average of three single or one double elevation. The maximum intersection side length of the independent intersection elevations should not exceed 1km, and the difference in elevation of the intersection point calculated from three directions should not exceed 0.2H (H is the equal height interval), the difference of the round trip height measurement on the same side shall not exceed 0.04S (m) (S is the side length, in units of 100 meters). 5.2.5 The difference of the vertical angle index at the same measuring station shall not be greater than 25". The instrument height and gauge height are recorded to centimeters. The height difference and elevation are taken to meters.
6 Topographic map measurement
6.1--General provisions
GB/T 16819.1997
6.1.1 Topographic map measurement should make full use of triangulation points, GPS points, basic control points and control points in the map. If the density of the control points used to set up survey stations cannot meet the survey requirements due to terrain conditions, line of sight, etc., a small number of survey stations can be added as needed. The mean error of the survey station relative to the adjacent control points should not be greater than 0.3mm on the map, and the mean error of the elevation should not be greater than 1/6 of the basic contour interval.
6.1.2 For (GB/T7929--1995 1:500, 1:1000, 1 : 2000 Topographic Map I does not specify topographic key symbols, and additional regulations may be made, but they should be noted in the technical design book, and the legend should be annotated outside the topographic map outline. 6.1.3 Elevation annotations should have 8 to 20 points per 100 cm on the density map according to the terrain type. When the contour interval is 0.5m, the elevation is annotated to centimeters, and when the contour interval is 1m or 2m, it is annotated to decimeters. 6.1.4 Topographic maps are surveyed and mapped using a flatbed instrument. Under the premise of meeting the mapping accuracy of this standard, other surveying and mapping methods such as theodolite combined with a small flatbed surveying method, theodolite or electric Magnetic wave rangefinder surveying method, etc. 6.2 Preparation before surveying
6.2.1 Receive the technical design book, the plane and elevation results of the control points, and the necessary production technical data, etc. 6.2.2 The instruments used for surveying should meet the following requirements: a) The sight distance multiplied by the constant should be within 100 ± 0.1; b) The vertical index error should not be greater than ± 1'; c) The scale length error should not be greater than 0.2mm; d) The parallelism of the parallel ruler during movement should not be greater than 3', and the straightness of the parallel ruler working edge should not be greater than 0.1mm. 6.2.3 On the original drawing. Draw the gallery points, lines, coordinate grid points and all control points. The drawings should be made of polyester film with a thickness of 0.07mm~0.1mm and irregular deformation less than 0.03% after processing. The drawing paper can also be pasted on plywood or zinc-lead board as the original drawing. The drawing errors of various points and lines should comply with the provisions of Table 22. Table 22
Drawing point error
Use coordinate drawing instrument
Difference between the diagonal length of the gallery and the theoretical lengthDifference between the outline side length and grid length and the theoretical lengthControl point
6.3 Determination of the plane position and elevation of the measuring station0. 1
Use grid ruler
6.3.1 Use the planar instrument to illustrate the intersection method. The front and side intersections should not be less than three directions. The intersection angle should be between 30° and 150°. The intersection direction lines should intersect at one point. If the intersection shows an error triangle, the diameter of its inscribed circle should be less than 0.4mm. Then, the error is assigned in proportion to the length of the intersection side. The point position is pierced: 1:2000 mapping can use the rear intersection method, but it must not be less than four directions. The intersection angle is between 30° and 150°. The point position is intersected in three directions. The error of the fourth direction should not be greater than 0.3mm. The elevation of the intersection point is determined by trigonometric height measurement method. The vertical angle is observed for one measurement. The elevation measured by two directions or straight return gauge is poor. It should not be greater than 1/5 of the contour distance for flat land and hilly land; it should not be greater than 1/3 of the contour distance for mountainous and high mountainous land. 6.3.2 The planar instrument branch line method is adopted. In general areas, it is allowed to lay a branch line with one side. In 1:1000 and 1:2000 mapping of mountainous and high mountainous areas, two side branch lines are allowed. When mapping at 1:500, the length of the line side is measured on the spot with a steel tape measure, and the longest distance is not more than 50n. When mapping at 1:1000 and 1:2000, the line of sight method is used to measure the side length. The maximum line of sight should not be greater than 2/3 of the line of sight length of the surveying and mapping topographic point, and the line of sight round-trip measurement error should not be greater than 1/150 of the side length.
GB/T16819-1997
The elevation of the line point is determined by trigonometric height measurement, and the vertical angle observation direction is measured. The round-trip elevation error is in accordance with the provisions of 6.3.1. 6.3.3 The electromagnetic wave distance measurement branch line method takes the basic point (or basic control point) as the starting point, observes two connecting angles, the horizontal angle observation is one-time measurement, and the distance is measured in two rounds. The 1:500 survey branch line allows 6 sides, and the 1:1000 and 1:2000 surveys allow 8 sides. The elevation adopts the trigonometric height measurement method, the vertical angle observation is one round, and the difference in the straight return gauge elevation is not greater than 0.06m. 6.3.4 The electromagnetic wave distance measurement support method takes the basic point as the starting point, observes a connection angle, observes a horizontal angle for one measurement, and measures the distance one way for one measurement. Observe a vertical angle for one measurement, change the height of the instrument or prism, and measure the height difference twice. The difference should not be greater than 1/5 of the equal height distance. 6.4 Surveying and mapping topographic maps
6.4.1 The flatbed instrument measuring plate should be leveled. A circular level should be placed at any part of the measuring plate range, and the bubble should be within the circle. The instrument centering deviation should not be greater than 0.05mm on the map. After the direction of the map is calibrated with a known point, the direction deviation should not be greater than 0.3mm on the map with another known point. The direction of the map should be checked during and before the end of each station survey, and the direction deviation should not be greater than 0.3mm. 6.4.2 The maximum sight distance length of the topographic point surveying and mapping should not be greater than the provisions of Table 23. Table 2 3 Maximum sight distance length of terrain points
Scale
:1000
1:2000
1 The maximum sight distance of main terrain points should not be greater than 2/3 in Table 23; the maximum
21:500 When surveying, the distance of terrain points in urban construction areas should be measured on the spot with a tape measure. Distance
6.4.3 The topographic map should include survey control points, residential areas and fences, industrial and mining buildings (structures) and other facilities, transportation and ancillary facilities, pipelines and ancillary facilities, water systems and ancillary facilities, boundaries, landforms and soil, vegetation and other terrain elements, and the names, explanations and numbers of the terrain elements should be annotated.
6.4.3.1 All levels of survey control points should be displayed on the original map board and annotated. Leveling points are measured according to the accuracy of terrain points. The surface position should be indicated on the map.
6.4.3.2 Survey and map residential areas and fences. Residential areas shall be surveyed according to the actual contours, and the house shall be correctly surveyed and mapped based on the wall foundation, and the building materials and building levels shall be noted. Different structures, different building materials, different building levels, etc. shall be divided and represented. Houses are generally not integrated in 1:500 and 1:1000 surveys, and temporary buildings can be discarded; 1:2000 surveys can be appropriately integrated and discarded. Secondary lanes in residential areas with a width of less than 0.5mm on the map may not be represented, and patios and courtyards with a width of less than 6mm2 on the map may be integrated, and the house levels and building materials shall be noted as needed. When the contours of buildings and structures are less than 0.5mm on the map, they can be connected by straight lines. Roads should not be interrupted when passing through hashed residential areas and should be drawn according to the actual position. | |tt||The edge of the urban streets shall be measured by the roadside line, and the naturally formed edge line shall be used for those without roadside lines. Safety islands, green belts and street gardens in the streets shall be drawn.
For fences shown according to the scale, the base contour shall be measured and the corresponding symbols shall be allocated. For fences not shown according to the scale, the positioning points and lines shall be measured and the corresponding symbols shall be allocated.
The center, intersection, turning point and ground undulation of the street, the turning point of the base of important houses and buildings, the courtyard, the entrances and exits of various units, etc. shall be selected to measure and annotate elevation points, and the end points and turning points of the fences shall also be selected to measure and annotate elevation points. 6.4.3.3 The surveying and mapping of industrial and mining buildings (structures) and other facilities includes mining, exploration, industry, agriculture, science, culture and education, health, sports facilities and public facilities, etc., which shall be correctly represented on the topographic map. For facilities that are represented to scale, the outlines should be accurately mapped, the corresponding symbols should be allocated, and text descriptions should be added according to the name of the product or the nature of the facility. For facilities that are not represented to scale, the positions of the positioning points and positioning lines should be accurately determined, and text descriptions should be added.2. For terrain key symbols not specified in GB/T7929--1995 "1:500, 1:1000, 1:2000 Topographic Maps", additional provisions may be made, but they should be noted in the technical design book, and the legend should be annotated outside the topographic map outline. 6.1.3 Elevation annotations should have 8 to 20 points per 100 cm on the density map according to the terrain type. When the contour interval is 0.5m, the elevation annotation is to centimeters, and when the contour interval is 1m or 2m, the annotation is to decimeters. 6.1.4 The surveying and mapping of topographic maps is carried out by flatbed instrument. Other methods may be used under the premise of meeting the mapping accuracy of this standard. Surveying methods include surveying with theodolite and small flat plate, surveying with theodolite or electromagnetic wave rangefinder, etc. 6.2 Preparation before surveying
6.2.1 Obtain the technical design book, the plane and elevation results of the control points, and the necessary production technical data, etc. 6.2.2 The instruments used for surveying should meet the following requirements: a) The sight distance multiplied by the constant should be within 100 ± 0.1; b) The vertical index difference should not be greater than ± 1'; c) The error of the scale length should not be greater than 0.2mm; d) The parallelism of the parallel ruler during movement should not be greater than 3', and the straightness of the parallel ruler working edge should not be greater than 0.1mm. 6.2.3 On the original drawing, display the points, lines, coordinate grid points and all control points of the drawing gallery. The drawings should be made of polyester film with a thickness of 0.07mm~0.1mm and irregular deformation less than 3/10,000 after processing. The drawing paper can also be pasted on plywood or zinc-lead board as the original drawing. The display errors of various points and lines should meet the requirements of Table 22. Table 22
Point display error
Use coordinate point display instrument
Difference between the diagonal length of the gallery and the theoretical lengthDifference between the outline side length and grid length and the theoretical lengthControl point
6.3 Determination of plane position and elevation of survey station0. 1
Use grid ruler
6.3.1 Use the planar instrument graphical intersection method. The front and side intersections should not be less than three directions. The intersection angle should be between 30° and 150°. The intersection direction lines should intersect at one point. If an error triangle appears in the intersection, the diameter of its inscribed circle should be less than 0.4mm. Then assign errors in proportion to the length of the intersection side and puncture the point position: 1:2000 mapping can use the rear intersection method, but it must not be less than four directions. The intersection angle is between 30° and 150°. Use three directions to intersect to get the point position. The error in the fourth direction should not be greater than 0.3mm. The elevation of the intersection point is determined by trigonometric height measurement. The vertical angle is observed once. The difference of the elevation measured by two directions or straight return gauge should not be greater than 1/5 of the contour interval in flat and hilly areas; it should not be greater than 1/3 of the contour interval in mountainous and high mountainous areas. 6.3.2 The flat plate instrument branch line method is adopted. In general areas, it is allowed to lay a branch line with one side. In 1:1000 and 1:2000 mapping of mountainous and high mountainous areas, it is allowed to use two branch lines with two sides. When mapping at 1:500, the length of the line side is measured on site with a steel tape measure, and the longest distance is not more than 50n. When mapping at 1:1000 and 1:2000, the line of sight method is used to measure the side length. The maximum line of sight should not be greater than 2/3 of the line of sight length of the surveying and mapping topographic point, and the difference of the line of sight round-trip measurement should not be greater than 1/150 of the side length.
GB/T16819-1997
The elevation of the traverse point is determined by trigonometric height measurement, and the vertical angle is observed for direction measurement. The difference of the round-trip height measurement is in accordance with the provisions of 6.3.1. 6.3.3 The electromagnetic wave ranging branch line method takes the basic point (or basic control point) as the starting point, observes two connecting angles, and the horizontal angle is observed---measured. The distance is measured in two rounds. The 1:500 survey branch line allows 6 sides, and the 1:1000 and 1:2000 surveys allow 8 sides. The elevation is measured by trigonometric height measurement, and the vertical angle is observed for one round. The difference of the direct return gauge height difference is not greater than 0.06m. 6.3.4 The electromagnetic wave distance measurement support method takes the basic point as the starting point, observes a connection angle, observes a horizontal angle for one measurement, and measures the distance one way for one measurement. Observe a vertical angle for one measurement, change the height of the instrument or prism, and measure the height difference twice. The difference should not be greater than 1/5 of the equal height distance. 6.4 Surveying and mapping topographic maps
6.4.1 The flatbed instrument measuring plate should be leveled. A circular level should be placed at any part of the measuring plate range, and the bubble should be within the circle. The instrument centering deviation should not be greater than 0.05mm on the map. After the direction of the map is calibrated with a known point, the direction deviation should not be greater than 0.3mm on the map with another known point. The direction of the map should be checked during and before the end of each station survey, and the direction deviation should not be greater than 0.3mm. 6.4.2 The maximum sight distance length of the topographic point surveying and mapping should not be greater than the provisions of Table 23. Table 2 3 Maximum sight distance length of terrain points
Scale
:1000
1:2000
1 The maximum sight distance of main terrain points should not be greater than 2/3 in Table 23; the maximum
21:500 When surveying, the distance of terrain points in urban construction areas should be measured on the spot with a tape measure. Distance
6.4.3 The topographic map should include survey control points, residential areas and fences, industrial and mining buildings (structures) and other facilities, transportation and ancillary facilities, pipelines and ancillary facilities, water systems and ancillary facilities, boundaries, landforms and soil, vegetation and other terrain elements, and the names, explanations and numbers of the terrain elements should be annotated.
6.4.3.1 All levels of survey control points should be displayed on the original map board and annotated. Leveling points are measured according to the accuracy of terrain points. The surface position should be indicated on the map.
6.4.3.2 Survey and map residential areas and fences. Residential areas shall be surveyed according to the actual contours, and the house shall be correctly surveyed and mapped based on the wall foundation, and the building materials and building levels shall be noted. Different structures, different building materials, different building levels, etc. shall be divided and represented. Houses are generally not integrated in 1:500 and 1:1000 surveys, and temporary buildings can be discarded; 1:2000 surveys can be appropriately integrated and discarded. Secondary lanes in residential areas with a width of less than 0.5mm on the map may not be represented, and patios and courtyards with a width of less than 6mm2 on the map may be integrated, and the house levels and building materials shall be noted as needed. When the contours of buildings and structures are less than 0.5mm on the map, they can be connected by straight lines. Roads should not be interrupted when passing through hashed residential areas and should be drawn according to the actual position. | |tt||The edge of the urban streets shall be measured along the roadside, and the naturally formed edge shall be used for those without roadside. Safety islands, green belts and street gardens in the streets shall be drawn.
For fences shown according to the scale, the base contour shall be measured and the corresponding symbols shall be allocated. For fences not shown according to the scale, the positioning points and lines shall be measured and the corresponding symbols shall be allocated.
The center, intersection, turning point and ground undulation of the street, the turning point of the base of important houses and buildings, the courtyard, the entrances and exits of various units, etc. shall be selected to measure and annotate the elevation points, and the end points and turning points of the fences shall also be selected to measure and annotate the elevation points. 6.4.3.3 The surveying and mapping of industrial and mining buildings (structures) and other facilities includes mining, exploration, industry, agriculture, science, culture and education, health, sports facilities and public facilities, etc., which shall be correctly represented on the topographic map. For facilities that are represented to scale, the outlines should be accurately mapped, the corresponding symbols should be allocated, and text descriptions should be added according to the name of the product or the nature of the facility. For facilities that are not represented to scale, the positions of the positioning points and positioning lines should be accurately determined, and text descriptions should be added.2. For terrain key symbols not specified in GB/T7929--1995 "1:500, 1:1000, 1:2000 Topographic Maps", additional provisions may be made, but they should be noted in the technical design book, and the legend should be annotated outside the topographic map outline. 6.1.3 Elevation annotations should have 8 to 20 points per 100 cm on the density map according to the terrain type. When the contour interval is 0.5m, the elevation annotation is to centimeters, and when the contour interval is 1m or 2m, the annotation is to decimeters. 6.1.4 The surveying and mapping of topographic maps is carried out by flatbed instrument. Other methods may be used under the premise of meeting the mapping accuracy of this standard. Surveying methods include surveying with theodolite and small flat plate, surveying with theodolite or electromagnetic wave rangefinder, etc. 6.2 Preparation before surveying
6.2.1 Obtain the technical design book, the plane and elevation results of the control points, and the necessary production technical data, etc. 6.2.2 The instruments used for surveying should meet the following requirements: a) The sight distance multiplied by the constant should be within 100 ± 0.1; b) The vertical index difference should not be greater than ± 1'; c) The error of the scale length should not be greater than 0.2mm; d) The parallelism of the parallel ruler during movement should not be greater than 3', and the straightness of the parallel ruler working edge should not be greater than 0.1mm. 6.2.3 On the original drawing, display the points, lines, coordinate grid points and all control points of the drawing gallery. The drawings should be made of polyester film with a thickness of 0.07mm~0.1mm and irregular deformation less than 3/10,000 after processing. The drawing paper can also be pasted on plywood or zinc-lead board as the original drawing. The display errors of various points and lines should meet the requirements of Table 22. Table 22
Point display error
Use coordinate point display instrument
Difference between the diagonal length of the gallery and the theoretical lengthDifference between the outline side length and grid length and the theoretical lengthControl point
6.3 Determination of plane position and elevation of survey station0. 1
Use grid ruler
6.3.1 Use the planar instrument graphical intersection method. The front and side intersections should not be less than three directions. The intersection angle should be between 30° and 150°. The intersection direction lines should intersect at one point. If an error triangle appears in the intersection, the diameter of its inscribed circle should be less than 0.4mm. Then assign errors in proportion to the length of the intersection side and puncture the point position: 1:2000 mapping can use the rear intersection method, but it must not be less than four directions. The intersection angle is between 30° and 150°. Use three directions to intersect to get the point position. The error in the fourth direction should not be greater than 0.3mm. The elevation of the intersection point is determined by trigonometric height measurement. The vertical angle is observed once. The difference of the elevation measured by two directions or straight return gauge should not be greater than 1/5 of the contour interval in flat and hilly areas; it should not be greater than 1/3 of the contour interval in mountainous and high mountainous areas. 6.3.2 The flat plate instrument branch line method is adopted. In general areas, it is allowed to lay a branch line with one side. In 1:1000 and 1:2000 mapping of mountainous and high mountainous areas, it is allowed to use two branch lines with two sides. When mapping at 1:500, the length of the line side is measured on site with a steel tape measure, and the longest distance is not more than 50n. When mapping at 1:1000 and 1:2000, the line of sight method is used to measure the side length. The maximum line of sight should not be greater than 2/3 of the line of sight length of the surveying and mapping topographic point, and the difference of the line of sight round-trip measurement should not be greater than 1/150 of the side length.
GB/T16819-1997
The elevation of the traverse point is determined by trigonometric height measurement, and the vertical angle is observed for direction measurement. The difference of the round-trip height measurement is in accordance with the provisions of 6.3.1. 6.3.3 The electromagnetic wave ranging branch line method takes the basic point (or basic control point) as the starting point, observes two connecting angles, and the horizontal angle is observed---measured. The distance is measured in two rounds. The 1:500 survey branch line allows 6 sides, and the 1:1000 and 1:2000 surveys allow 8 sides. The elevation is measured by trigonometric height measurement, and the vertical angle is observed for one round. The difference of the direct return gauge height difference is not greater than 0.06m. 6.3.4 The electromagnetic wave distance measurement support method takes the basic point as the starting point, observes a connection angle, observes a horizontal angle for one measurement, and measures the distance one way for one measurement. Observe a vertical angle for one measurement, change the height of the instrument or prism, and measure the height difference twice. The difference should not be greater than 1/5 of the equal height distance. 6.4 Surveying and mapping topographic maps
6.4.1 The flatbed instrument measuring plate should be leveled. A circular level should be placed at any part of the measuring plate range, and the bubble should be within the circle. The instrument centering deviation should not be greater than 0.05mm on the map. After the direction of the map is calibrated with a known point, the direction deviation should not be greater than 0.3mm on the map with another known point. The direction of the map should be checked during and before the end of each station survey, and the direction deviation should not be greater than 0.3mm. 6.4.2 The maximum sight distance length of the topographic point surveying and mapping should not be greater than the provisions of Table 23. Table 2 3 Maximum sight distance length of terrain points
Scale
:1000
1:2000
1 The maximum sight distance of main terrain points should not be greater than 2/3 in Table 23; the maximum
21:500 When surveying, the distance of terrain points in urban construction areas should be measured on the spot with a tape measure. Distance
6.4.3 The topographic map should include survey control points, residential areas and fences, industrial and mining buildings (structures) and other facilities, transportation and ancillary facilities, pipelines and ancillary facilities, water systems and ancillary facilities, boundaries, landforms and soil, vegetation and other terrain elements, and the names, explanations and numbers of the terrain elements should be annotated.
6.4.3.1 All levels of survey control points should be displayed on the original map board and annotated. Leveling points are measured according to the accuracy of terrain points. The surface position should be indicated on the map.
6.4.3.2 Survey and map residential areas and fences. Residential areas shall be surveyed according to the actual contours, and the house shall be correctly surveyed and mapped based on the wall foundation, and the building materials and building levels shall be noted. Different structures, different building materials, different building levels, etc. shall be divided and represented. Houses are generally not integrated in 1:500 and 1:1000 surveys, and temporary buildings can be discarded; 1:2000 surveys can be appropriately integrated and discarded. Secondary lanes in residential areas with a width of less than 0.5mm on the map may not be represented, and patios and courtyards with a width of less than 6mm2 on the map may be integrated, and the house levels and building materials shall be noted as needed. When the contours of buildings and structures are less than 0.5mm on the map, they can be connected by straight lines. Roads should not be interrupted when passing through hashed residential areas and should be drawn according to the actual position. | |tt||The edge of the urban streets shall be measured by the roadside line, and the naturally formed edge line shall be used for those without roadside lines. Safety islands, green belts and street gardens in the streets shall be drawn.
For fences shown according to the scale, the base contour shall be measured and the corresponding symbols shall be allocated. For fences not shown according to the scale, the positioning points and lines shall be measured and the corresponding symbols shall be allocated.
The center, intersection, turning point and ground undulation of the street, the turning point of the base of important houses and buildings, the courtyard, the entrances and exits of various units, etc. shall be selected to measure and annotate elevation points, and the end points and turning points of the fences shall also be selected to measure and annotate elevation points. 6.4.3.3 The surveying and mapping of industrial and mining buildings (structures) and other facilities includes mining, exploration, industry, agriculture, science, culture and education, health, sports facilities and public facilities, etc., which shall be correctly represented on the topographic map. For facilities that are represented to scale, the outlines should be accurately mapped, the corresponding symbols should be allocated, and text descriptions should be added according to the name of the product or the nature of the facility. For facilities that are not represented to scale, the positions of the positioning points and positioning lines should be accurately determined, and text descriptions should be added.1
Use grid ruler
6.3.1 Use the planar instrument to illustrate the intersection method. The front and side intersections should not be less than three directions. The intersection angle should be between 30° and 150°. The intersection direction lines should intersect at one point. If the intersection shows an error triangle, the diameter of its inscribed circle should be less than 0.4mm. Then, the error is assigned in proportion to the length of the intersection side. The point position is pierced: 1:2000 mapping can use the rear intersection method, but it must not be less than four directions. The intersection angle is between 30° and 150°. The point position is intersected in three directions. The error of the fourth direction should not be greater than 0.3mm. The elevation of the intersection point is determined by trigonometric height measurement method. The vertical angle is observed for one measurement. The elevation measured by two directions or straight return gauge is poor. It should not be greater than 1/5 of the contour distance for flat land and hilly land; it should not be greater than 1/3 of the contour distance for mountainous and high mountainous land. 6.3.2 The planar instrument branch line method is adopted. In general areas, it is allowed to lay a branch line with one side. In 1:1000 and 1:2000 mapping of mountainous and high mountainous areas, two side branch lines are allowed. When mapping at 1:500, the length of the line side is measured on the spot with a steel tape measure, and the longest distance is not more than 50n. When mapping at 1:1000 and 1:2000, the line of sight method is used to measure the side length. The maximum line of sight should not be greater than 2/3 of the line of sight length of the surveying and mapping topographic point, and the line of sight round-trip measurement error should not be greater than 1/150 of the side length.
GB/T16819-1997
The elevation of the line point is determined by trigonometric height measurement, and the vertical angle observation direction is measured. The round-trip elevation error is in accordance with the provisions of 6.3.1. 6.3.3 The electromagnetic wave distance measurement branch line method takes the basic point (or basic control point) as the starting point, observes two connecting angles, the horizontal angle observation is one-time measurement, and the distance is measured in two rounds. The 1:500 survey branch line allows 6 sides, and the 1:1000 and 1:2000 surveys allow 8 sides. The elevation adopts the trigonometric height measurement method, the vertical angle observation is one round, and the difference in the straight return gauge elevation is not greater than 0.06m. 6.3.4 The electromagnetic wave distance measurement support method takes the basic point as the starting point, obse
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