GB 7930-1987 1:500, 1:1000, 1:2000 topographic map aerial photogrammetry industry specifications
Some standard content:
National Standards of the People's Republic of China
1:500,1:1000,1:2000
Internal industry specifications for aerophotogrammetry of topographic maps
Specifications for aerophotogrammetric officeoperation1:500.1:1000,1: 2000topographicmapsUDC528.7(203)
: 528.93
GB7930-87
This specification is for the internal industry of surveying and mapping 1:500, 1:1000 and 1:2000 topographic maps using aerial photogrammetry method basis for the assignment. Topographic maps measured according to this specification can be used by various departments of the national economy for survey, planning, design, etc. 1 General principles
1.1 Specifications of topographic maps
1.1.1 Coordinates, elevation systems and projections
1.1.1.1 The coordinate system temporarily uses the 1954 Beijing coordinate system, or an independent coordinate system can be used ; The elevation system adopts the 1985 National Elevation Datum. When an independent elevation system is used, it should be measured jointly with the 1985 National Elevation Datum. 1.1.1.2 Plane control adopts Gaussian-Kerzhaug projection, and calculates the plane rectangular coordinates according to 3° zones. When there are special requirements for the control network, any longitude can be used as the independent coordinate system of the central meridian, and the projection surface can also use the local average elevation surface. 1.1.2 The layout and numbering of topographic maps
1.1.2.1 The layout of topographic maps shall be square or rectangular, with specifications of 50cm×50cm or 40cm×50cm. 1.1.2.2 The numbering of the map sheets is based on the number of kilometers of the coordinates of the southwest corner of the map outline. Strip survey areas or small area survey areas can also be numbered in a unified sequence according to the survey areas. 1.1.3 Terrain categories
Flat land: most areas with a ground slope below 2°; hilly land: most areas with a ground slope between 2° and 6°; mountainous land: most areas with a ground slope In areas between 6° and 25°; alpine areas: most areas with ground slopes above 25°. 1.1.4 Basic contour distance
contour distance is selected according to the requirements of Table 1 according to the terrain type of the survey area and the needs of the map. Only one basic contour distance is used in a map. When the basic contour distance cannot show the landform features, half-distance contours should be drawn. For flat areas, according to the needs of the map, contour lines may not be drawn and only elevation points may be used. Released by the National Bureau of Standards on June 10, 1987
Implemented on 1988-01-01
Jida
Terrain Category
This
Intentional configuration||tt ||Drawing scale
1:500
1:1000
1:2000
Flat land
0.5
0.5(1.0)
1.0(0.5)
GB7930—87
Table 1
Hillland
1.0(0.5)
1.0||tt| |1.0
Note: The brackets indicate the contour distance that needs to be selected according to the drawing (the same below). 1.1.5 Elevation note points
Mountain
1.0
1.0
2.0(2.5)
Alpine
1.0||tt ||2.0
2.0(2.5)
m
Elevation note points are generally selected on obvious feature points and terrain points. According to the terrain category and the location of the feature points and terrain points, How many, its density is 2520 per 100cm in the picture.
1.1.6 Topographic map symbols and annotations
Implement the provisions of GB7929-87 "1:500, 1:1000, 1:2000 Topographic Map Schemas". 1.2 Accuracy of topographic maps
1.2.1 Plane position error
For internal industry encryption points and feature points, the error in the position of the nearest field control point on the map shall not be greater than that specified in Table 2. Table 2
Medium Error
Project
Encrypted Points
Feature Points
1.2.2 Elevation Medium Error
Terrain Category|| tt||Flat land, hilly land
0.4
0.6
Mountain, high mountain land
0.55
0.8
Internal industry encryption point, The error in elevation between elevation note points and contour lines relative to the nearest field control point shall not be greater than specified in Table 3. mm | The line elevation accuracy can be calculated using the following formula a+b·tga
where: a-
error in elevation of the elevation note point, m;
b plane position of the ground object point Medium error, m;
Ground slope near a check point, (°). Table 3
Scale
Terrain Category
Basic Contours
Flatland
0.5
1:500
Hills Land
1.0
(0.5)
Mountainland
1.0
Alpine land
1.0
Flat land||tt| |0.5
(1.0)
1:1000
hilly land
1.0
mountain land
1.0
alpine land
2.0
Flat land
1.0
(0.5)
1+2000
Hill land
1.0||tt ||Mountain
2.0
.(1)
m
Alpine
2.0
(2.5)
(2.5)
Scale
Terrain category
Encrypted points
Note points
Medium error
Contour lines||tt| |Flat land
0. 2
0.25
1:500
Hill land
0.4
(0.2)
0.5
(0.25)
Mountain
0.35
0.5
0.7
GB7930—87
Continued Table 3| |tt||1:1000
Alpine
0.5
0.7
1.0
Terrain
Transformation point
Flat land
0.2
(0.4)
0.25
(0.5)
Hill land
0.35
0.5|| tt||0.7
Mountain
0.5
0.7
1.0
Alpine
1.0
1.5||tt ||2.0
Terrain
Transformation point
Flatland
0.4
(0.2)
0.5||tt ||(0.25)
1:2000
Hillland
0.35
0.5
0.7
Mountainland
0.8
1.2
1.5
Terrain
Alpine
1.2
1.5
2.0
Terrain| | tt | Field control points.
1.2.3 Accuracy requirements in difficult areas
The plane and elevation errors in difficult areas (such as forest areas, shadow-covered areas, etc.) can be relaxed by 1/2 according to Table 2 and Table 3. 1.2.4 Maximum error provisions
The double value of the error is the maximum error
1.2.5 The difference between the drawing outline size and the theoretical size shall not be greater than that specified in Table 4. Table 4 | |tt | 1.3 Graph forming method
side
length
0.15
0.20
diagonal
0. 20
0.30
mtm
Aerial survey mapping currently generally uses precision stereo mappers and analytical mappers for mapping. When the elevation accuracy of internal surveying in flat areas cannot meet the requirements, the comprehensive method can be used to survey the map, or the elevation annotation points and a certain number of fragmented points can be surveyed by the outside industry, and the features and contours can be surveyed and mapped by the internal industry. Aerial survey stake point method mapping.
On the premise that the drawing accuracy of this specification is met, operation methods not included in this specification are allowed to be used with the approval of the superior authority. 1.4 Requirements for aerial photography data
Implement GB6962-86 "Specifications for Aerial Photography of Topographic Maps at Scales of 1:500, 1:1000, and 1:2000". The aerial photography scale should be reasonably selected based on the instrument equipment, mapping methods, mapping accuracy requirements, and aerial photography quality. Generally, the ratio K of the denominator of the photographic scale to the denominator of the mapping scale for flat land and hilly terrain is 4 times. The K value in high mountainous areas is preferably 5 to 6 times. When there is an urgent need for mapping and the K value is greater than 6 times or even 8 times, necessary technical measures must be taken to ensure that the mapping accuracy meets the requirements of this specification. 1.5 Basic requirements for aerial survey field results
Aerial survey field results must comply with the requirements of GB7931-87 "1:500, 1:1000, 1:2000 Topographic Map Aerial Photogrammetry Field Specifications" and the technical design document .
Aerial survey field professional technical design documents, editing instructions and inspection and acceptance reports will be submitted to the next process along with field results and drawing materials. 1.6 Technical design
1.6.1 Collect aerial photography data (aerial photography appraisal form, acceptance report and various parameters); aerial photogrammetry field data (control, mapping results, various calculation notebooks and sketches) ; Comprehensive technical design document prepared by the superior business department; professional technical design document for aerial photogrammetry field; existing topographic maps and geographical data, etc. When necessary, designers and editors should conduct on-site inspections. GB7930-87
1.6.2 Analyze whether the data provided by the outside industry can meet the operational requirements of each process in the internal industry. Methods for estimating the expected accuracy of mapping and handling special problems.
1.6.3 Prepare technical design documents (including editing instructions) in accordance with relevant regulations. 2 Photographic processing wwW.bzxz.Net
Necessary technical measures should be taken for exposure and re-photography to ensure that the image is clear, the contrast is moderate, and the tone is normal; and during the photographic processing process, efforts should be made to eliminate the expansion and contraction deformation of the image to ensure the geometric accuracy of the image . 2.1 Printing films
2.1.1 Printing films used for controlled encryption, three-dimensional mapping and cross-sectional scanning generally use polyester photosensitive films or glass dry plates. After the polyester photosensitive film is photographed, its irregular deformation should be less than 3/10000. The glass surface unevenness of the dry glass plate is less than 0.02mm. 2.1.2 According to the contrast of the aerial photography film, choose the correct exposure material and liquid. The temperature of the developer should be between 1822°C, and the temperature difference between the fixer and the developer generally does not exceed ±5°C. 2.1.3 Before printing photos, a test should be conducted to determine the correct exposure time. The mechanical direction of the photographic material should be perpendicular to the mechanical direction of the aerial photographic film. 2.1.4 The fixing and washing time should be appropriate to prevent the photosensitive film from softening and causing image drift. When drying the polyester film, attention should be paid to the placement method to prevent local deformation.
When printing polyester photosensitive film, make sure it is flattened well. If possible, use an electronic printer to print the image. 2.1.5 Transparent positive film density range for differential correction scanning (offline): haze D. ≤0.1
The minimum density value D is 0.2~0.3
The maximum density value D is 1.0~1.2
Image contrast 4D is 0.8~0.9
Contrast coefficient=0.6| |tt||2.1.6 Orthophoto negative density range:
D≤0.2
D minimum is 0.2~0.3
D maximum is 0.8~1.1
AD is 0.6~0.8
=0.65
2.1.7 The frame label image should be clear, complete and complete. 2.1.8 The enlargement of field painting pictures should generally be enlarged in its entirety. If the magnification is large, one picture can be divided into four pieces for enlargement. The images between adjacent pieces should overlap appropriately.
2.2 Compound photo
2.2.1 The reilluminator should be calibrated regularly to ensure that the three planes of the light screen, the lens and the film-bearing plate are strictly parallel. 2.2.22
When re-photographing, plates, photos, etc. should be strictly flattened. 2.2.3
The difference between the side length and diagonal length of the reproduced original image and the theoretical values ??shall not exceed the requirements in Table 4. The width of the side of the duplicate image shall not be less than 1.5cm, and the difference between the side length after enlargement and the theoretical side length shall not be greater than 0.3mm. 2.2.42
2.2.5 Carefully examine the image and correctly select the model of the exposure material and the formula of the solution. 2.3 Word planting
2.3.1 Font specifications must comply with the drawings and technical design documents, and the characters are required to be evenly spaced and arranged neatly. 2.3.2 The voltage should be adjusted for different font specifications to ensure correct exposure. 2.3.3 Development, fixing and washing should be sufficient, and the strokes of the characters should be complete, clear and solid. 2.3.4 Film implanting requires haze degree D. Less than 0.1, blackness D is greater than 2.5. 3 Analytical aerial triangulation
GB7930-87
Analytical aerial triangulation (computer encryption), its task is to provide orientation points or notes for correction and mapping Record points (partial points), and provide instrument placement element data required for the operation. 3.1 Preparation
3.1.1 The following information must be obtained before computer encryption: aerial photography quality certificate, polyester film (transparent positive film), chart calendar (card), field control and mapping photos, Point layout sketches, various observation and calculation handbooks, technical design documents for the previous process, etc. If there is a large river and lake water network in the survey area, hydrological data need to be collected.
3.1.2 According to the accuracy requirements of specifications, drawings and technical design documents, analyze the collected data to confirm whether it can meet the requirements of internal operations, and then make reasonable selections based on aerial photography data and field layout conditions Measurement instruments and adjustment calculation procedures, and preparation of computer encryption plans. 3.2 Point rotation and point selection
3.2.1 General requirements
Use a stereoscopic rotation point instrument to rotate points and select puncture points. The size and error of the puncture shall not be greater than 0.06mm. Field control points are generally not punctured, but they need to be punctured. When punctures are needed, accurate punctures must be made based on comprehensive judgment based on the puncture holes, point location sketches and point descriptions on the field control films. The encryption points in the interior should be selected at target points where the images of the film and adjacent photos are clear, obvious, and easy to be tattooed and measured. 3.2.2 Requirements for the number and location of encryption points by various mapping methods. Precision stereo mapper mapping, analytical mapping instrument mapping, differential correction directional point distribution, as shown in Figure 1; corrector spacer correction points The layout of correction points is shown in Figure 2; the correction point layout of each piece of the corrector is shown in Figure 3. The orientation points and correction points used for surveying are all flat and high points. Fo3
105
o
口
o
Figure 2
.
口
o
Picture 1
40
2 ports
60
o
C
%
Figure 3
o
D
o
Different mapping methods, different photo scales, and different navigation area measurements The position and number of points at the edges of the diagram should meet their respective requirements and should be mutually reinforcing.
Under normal overlap conditions, the horizontal and vertical orientation points and correction points in Figures 1 and 2 should be selected within 1cm of the intersection of the straight line passing through the main point and perpendicular to the azimuth line and the side overlap center line; Figure The level and height correction point in 3 should be selected within 1cm of the intersection of the straight line passing through the midpoint of the two principal points and perpendicular to the bearing line and the side overlapping center line; the correction point (center point) near the principal point should be within 1cm from the principal point. Select within a range of 1cm, and can be relaxed to 1.5cm when difficult.
3.2.3 Requirements for point selection in the internal industry
GB7930-87
a. For the connection points required for encryption itself, select the connection points located at 1, 3, and 5 as shown in Figure 1 , near the six standard points 2, 4, and 6. Points 1 and 2 are selected at obvious points within 1cm from the main point of the image. When it is difficult to select individual points, points should also be selected within a range of 1.5cm. Points 3, 4, 5, and 6 should generally be consistent with the survey orientation points and spacer correction points, and their distance from the azimuth line should be approximately equal and greater than 3.5cm (image size is 18cmX18cm) and 5cm (image size is 23cm×23cm). When there is a special need to increase the connection strength, the number of connection points can be increased. When the side overlap is too large and the connection point distance from the bearing line is smaller than the above requirements, points should be selected separately; when the side overlap is too small and it is difficult to ensure measurement accuracy when selecting points at the center line of the overlap, points can also be selected separately. However, the sum of the two points to the sideways overlapping midline shall not be greater than 1.5cm. The graphics formed by the selected points should be roughly rectangular, and the height difference between the points should not be too large. At the same time, the drawing area should be taken into account. b. When two stereoscopic image pairs (one photo in the middle) cover one image, the orientation point for mapping or correction is selected within 1cm from the gallery point or image outline on the image, deviating from the main point and vertical The straight line from the bearing line is generally not larger than 1cm, and can be up to 1.5cm. When a photo covers more than one image frame, additional encryption points should be selected near the outline points of the image frame. c. The distance between the points and various signs should be greater than 1mm, and the distance between the points and the edge of the image should not be less than 1cm (image size is 18cm×18cm) and 1.5cm (image size is 23cm×23cm).
d. Avoid selecting flat ground correction points on targets such as earth embankments, depressions, roofs, etc. that cannot represent the general ground elevation. e. The forest area should be chosen at an obvious point in the forest clearing. If it cannot be selected, it can be selected on a tree with clear adjacent routes and clear left and right stereoscopic pairs.
f. For routes laid out along rivers and valleys, attention should be paid to the height difference between standard points to avoid uncertainty in relative orientation. Where flat land turns sharply into mountains or high mountains, at the terrain transformation line, add 1 to 2 points to each image pair. In areas with larger rivers, lakes, and reservoirs, water puncture points should be selected every 1015cm on the drawing board for use in water system leveling. g: In order to facilitate indoor sampling inspection of original aerial survey maps, each mapping unit can stipulate the number and requirements of selected points for inspection according to the sampling inspection method.
h. At the edge of the free drawing, care should be taken to select the points outside the drawing line for the surveying area. 3.2.4 In order to facilitate stereoscopic observation, the inner points of the image pair are punctured only once. Points 2, 4, and 6 are punctured on the right image, and the rest are punctured on the left image. 3.2.5 The decoration of the points on the photo should be based on the principle of accurately representing the point position and conducive to three-dimensional observation. The color, geometry and size of the decoration shall be stipulated by each operating unit.
3.2.6 Compile the observation manual according to the order of route and image pair, and it is required that the point sequence and point numbers are not reversed, omitted, or repeated. 3.2.7 In order to facilitate the analysis and arrangement of computer calculation results, a route sketch and a regional network sketch are plotted based on the relative positions of the points on the photo. 3.3 Coordinate measurement
3.3.1 The precision coordinate measuring instrument, analytical mapper, precision stereo mapper, and three-dimensional coordinate measuring instrument used to measure the coordinates of the image point should be in good working condition; each All instruments must be calibrated regularly and can only be used for work after passing the appraisal. 3.3.2 The coordinates of image points are generally measured using precision coordinate measuring instruments, but analytical mappers, some precision stereoscopic mappers (such as A10, F2, etc.) and stereoscopic coordinate measuring instruments can also be used for measurement. 3.3.3 Image Orientation
According to the aerial photography data and equipment, the orientation method for image point coordinate measurement can use analytical frame orientation, semi-analytic frame orientation, auxiliary point (approximate frame) orientation or Bearing line orientation. When you need to center the photo, you must first pinpoint the main point accurately. When using auxiliary point orientation, auxiliary points should be inserted in the y direction (or direction) of the coordinate axis at a distance of 1 to 1.5cm from the edge of the image. The puncture hole shall not be larger than 0.06mm. 3.3.4 Measurement of image points
Use one person to measure and read twice. When using auxiliary points, azimuth line orientation and manual recording, the two readings are poor: the image point coordinates, y are not greater than 0.05mm; the left and right parallax p, the up and down parallax g are not greater than 0.03mm, and then the average number is recorded in the handbook. When the analysis frame is calibrated and there is an automatic recording device, if the difference between the two readings is within 0.01mm, the last reading will be used. When stereoscopic observation is carried out, the control points for the outside industry should be mainly marked with descriptions and point sketches, and the points should be comprehensively determined with reference to the punctures; for the internal industry, the points selected for puncturing GB7930-87
should be based on images, such as If there is a deviation in the punctum, the measuring target can be pointed directly at the image, and an explanation can be made in the observation handbook or a sketch of the measuring point location should be drawn. At the same time, the punctum target with the same name on the adjacent route should be checked to judge its reliability and to observe difficult points. When observing, there should be a brief description of the point notes in the observation handbook.
3.3.5 Free graph edges along the route direction must be measured. When using auxiliary points and azimuth line orientation, the two-person measurement is poor: y should not be greater than 0.06mm; p and q should not be greater than 0.04mm. Within the tolerance, the median or main measurement data can be used for calculation. Use the analysis frame to calibrate the direction. When the calculated difference after the test does not exceed the error in the encryption point, the main test result can be used. If the coordinate measuring instrument and computer work online, the free edge of the drawing can be measured once. 3.4 Calculation of adjustment and arrangement of results
3.4.1 Preparation work before boarding the machine
Correctly write information, data and signs according to the requirements of the application program, and proofread them carefully to ensure accuracy; Calculation plan for selecting industry layout and internal industry equipment and technical conditions. The calculation program should be able to correct the system error of the image point coordinates. When the calculation program needs to fill in the corrected focal length of the aerial camera at, F, the calculation formula is:
(2)
f
In the formula: f aerial camera focal length, mm;
L., L, - - are respectively the x-direction and y-direction frame distance of the aerial camera, mm; 1., l, respectively To measure the distance between the upper direction and the y-direction frame of the image, mm. It is required to use a coordinate measuring instrument to measure the gauge length of each frame, and the measurement accuracy is ±0.1mm. Correct focus piece by piece. 3.4.2 Requirements for calculating various tolerances
a. Relative orientation
When measuring using precision coordinate measuring instrument, precision stereo mapper and stereoscopic coordinate measuring instrument, flat and hilly land The residual upper and lower parallax Ag of the standard point should not be greater than 0.02mm, and the residual upper and lower parallax Δq of the inspection point should not be greater than 0.03mm; the residual upper and lower parallax Δg of the standard point in mountainous and alpine areas should not be greater than 0.03mm, and the residual upper and lower parallax Ag of the inspection point should not be greater than 0.03mm. Greater than 0.04mm. If an analytical mapper is used for online aerial triangulation for encryption, the residual upper and lower parallax Ag on flat land and hilly land should not be greater than 0.005mm, and the residual upper and lower parallax Δg on mountainous and high mountainous land should not be greater than 0.008mm.
b.
Calculation formula for poor model connection
AS≤0.08·m10-3
AZ≤0.05\f.10-
6| |tt||In the formula: AS
_The plane position is poor, m;
Az elevation is poor, m:
m——the denominator of the photo scale; ||tt| |f Focal length of aerial camera, mm;
h
Photo baseline length, mm.
If an analytical mapper is used for online aerial triangulation encryption, the model connection is poor: AS≤0.06m10-3
AZ≤0.04\.10-
p||tt| |(3)
(4)
5
·(6)
c. After absolute (terrestrial) orientation, the residuals of basic orientation points, the discrepancy values ??of redundant control points and the differences of common points shall not be greater than those specified in Table 5.
Terrain
Category
Flatland
Hillland
Mountainland
Alpine land
Points
Poor
Limit
Scale
Basic orientation points
Excess control points
Poor common points
Basic orientation Points
Excessive control points
Poor common points
Basic orientation points
Excess control points
Poor common points
Basic orientation Points
Excess control points
Poor common points
1+500
0.4
0.7
1.1
0.4
0.7
1.1
GB7930-—87
Table 5
Plane position tolerance
mm
1: 1000
0.3
0.5
0.8
0.3
0.5
0.8
0. 4
0.7
1.1
0.4
0.7
1.1
Note: ①The residual error of the basic orientation point is 0.75 times the error in the encryption point. ②The discrepancy value of redundant control points is 1.25 times the error in the encryption points. ③The error of the public point is 2.0 times the error of the encrypted point. 1:2000
0.3
0.5
0.8
0.3
0. 5
0.8
0.4
0.7
1.1
0.4
0.7
1.1
1:500
0.26
0. 4
0.7||tt ||0. 4
0.6
1.0
When the common point difference does have a systematic error and is smaller than the error specified in the encryption point, allocation correction is not required. Height limit
m
1:1000
0.26
0.4
0.7
0.4
0.6||tt ||1.0
0.75
1.2
2.0
1:2000
0.26
0. 4
0.7| |tt||0.6
1.0
1.6
0.9
1.5
2.4
3.4.3 Overruns during calculation and errors should be carefully analyzed and handled correctly. The handling opinions should be noted in the corresponding column of the calendar (card) and signed.
3.4.4 After getting off the machine, after analysis, all the tolerances meet the requirements. According to the drawing method and the requirements of the next process, the following results are sorted: the plane coordinates and elevation of the encryption point, the bottom point (main point) point) coordinates, altitude and various directional elements. 3.4.4.1 For larger river and lake water network sections, it is advisable to directly participate in the adjustment according to the hydrological data of the photography period, or after the adjustment calculation of the whole area, add, subtract and allocate corrections under stereoscopic observation, and the correction number is not more than 1/2 Error in encryption point elevation. The elevation value after water system adjustment should be noted on the photos and results table.
3.4.4.2 When measuring a 1:500 topographic map, the plane coordinates and elevation are taken to 0.01m; when the scale is 1:1000 or 1:2000, the plane coordinates and elevation are taken to 0.1m.
3.4.4.3 The printed results must be clear and complete, and the binding and cutting must be neat. The elevation must be filled in on the encrypted photo and must be carefully proofread to prevent copying errors and omissions.
3.4.4.4 The medium error of the encryption point is estimated according to the route network or regional network. The estimation formula is: mn
m=soil
where: m control||tt| |mpublic
Error in control points, m;
Error in common points, m;
[A4]
Edd]
n|| tt | The difference between the common points, mn is the number of points to evaluate the accuracy.
3.4.4.5 Fill in the chart calendar (card): the content includes original data, operation methods, accuracy statistics, major technical processing during the operation, etc. It must be filled in carefully according to the project, and signed by the person filling in the form and the inspector. Submit the information at the end. 3.5 Encryption by aerial survey pile point method
Use aerial survey pile point method for encryption, and it is appropriate to perform adjustment calculations with a single model as a unit. After absolute (terrestrial) orientation, the plane position tolerance of the orientation point shall not be greater than 0.3mm (on the drawing board), and the elevation tolerance shall not be greater than 0.2m; the discrepancy value of redundant control points shall not be greater than the medium error of the encrypted points; the difference of common points shall be Within twice the error in encryption points. The puncture point, measurement and calculation are the same as those specified in 3.2 and 3.3.3.4. 3.6 Encrypted edge joints | Join the edge. 3.6.2 For common point connections between adjacent map sheets, routes, and regional networks of the same scale and terrain category, the plane and elevation differences shall not be greater than those specified in Table 5, and the median shall be taken as the final value. When the difference is less than 1/2 of the specified limit, the completed drawing and the published drawing shall prevail; when the difference is greater than 1/2 of the specified limit and less than the specified limit, , the middle value should be taken as the final value. When the tolerance is exceeded, the reason must be carefully checked. If it is indeed an error in the completed drawing or published drawing, the correct single value can be used and noted in the chart calendar for filing. 3.6.3 When the same scale and different terrain categories are connected, the plane position difference shall not be greater than 1.4mm as shown in the figure, and the maximum shall not exceed 1.75mm as shown in the figure. The elevation difference shall not be greater than the sum of the errors in the encryption of the two terrain categories, and the maximum shall not exceed 1.25 times the sum. Then the actual difference is assigned according to the proportion of the error as the result of use. 3.6.4 When connecting edges with different scales, the difference in the plane shall not be greater than 1.25 times the sum of the actual lengths of the encrypted points specified in Table 2, and then assign the actual difference according to the proportion of the actual value of the medium error as the final value. The poorer regulations on elevation are the same as those in Article 3.6.3. 3.7 Exhibition point
3.7.1 It is required that the rectangular coordinate point display instrument and the guide rails should be horizontal and perpendicular to each other; the needle should have no eccentricity, the puncture hole should be round, and the puncture hole should not be larger than 0.1mm; there should be no backlash and dynamic difference in various mechanical transmissions . 3.7.2 The original drawing board can be pasted drawing board, polyester film or engraving film. The drawing board must be flat and without creases. 3.7.3 The point error should not be greater than 0.1mm; the difference between the side length of the drawing outline (including the distance between common grid points) and the diagonal length and the theoretical value should not be greater than the provisions of Table 4; The point error of the secondary orientation of the restored drawing board shall not be greater than 0.15mm. The presentation points should be carefully prepared and the proofreading should be meticulous to prevent errors and omissions. 3.7.4 Use light blue ink or pencil to decorate and mark dots on the dot display board. The finishing specifications for various dots are as follows: outline dots. The side length is 7mm and the inner ring diameter is 1mm. A triangle point. The side length is 7mm and the inner ring diameter is 1mm. Return to
---the burial point. The side length is 5mm and the inner ring diameter is 1mm. One level high control point. The diameter of the outer ring is 3mm, and the diameter of the inner ring is 1mm. Okm dot diameter is 2mm.
·
The diameter of an internal encryption point is 1mm.
The drawing board should be marked with the drawing frame number, scale, theoretical size of the drawing outline, sketch, control point number, photo number and kilometer network coordinates. 4. Photo plan and orthoimage map
In flat areas, a corrector can be used to correct the image plan and mosaic to prepare the photo plan; in hilly and mountainous areas, an orthoprojector can be used to prepare an orthoimage map.
4.1 Correct Mosaic
4. The medium error of the encryption point is estimated according to the route network or regional network. The estimation formula is: mn
m 公=soil
where: m control
m 公||tt| |Error in control points, m;
Error in common points, m;
[A4]
Edd]
n
(7)| |tt||(8)
GB7930-87
△ - Discrepancy value of redundant field control points, md - Poor common points between adjacent routes or adjacent regional networks, mn - the number of points to evaluate the accuracy.
3.4.4.5 Fill in the chart calendar (card): the content includes original data, operation methods, accuracy statistics, major technical processing during the operation, etc. It must be filled in carefully according to the project, and signed by the filler and the inspector. Submit the information at the end. 3.5 Encryption by aerial survey pile point method
Use aerial survey pile point method for encryption, and it is appropriate to perform adjustment calculations with a single model as a unit. After absolute (terrestrial) orientation, the plane position tolerance of the orientation point shall not be greater than 0.3mm (on the drawing board), and the elevation tolerance shall not be greater than 0.2m; the discrepancy value of redundant control points shall not be greater than the medium error of the encrypted points; the difference of common points shall be Within twice the error in encryption points. The puncture point, measurement and calculation are the same as those specified in 3.2 and 3.3.3.4. 3.6 Encrypted edge joints | Join the edges. 3.6.2 For common point connections between adjacent map sheets, routes, and regional networks of the same scale and terrain category, the plane and elevation differences shall not be greater than those specified in Table 5, and the median shall be taken as the final value. When the difference is less than 1/2 of the specified limit, the completed drawing and the published drawing shall prevail; when the difference is greater than 1/2 of the specified limit and less than the specified limit, , the middle value should be taken as the final value. When the tolerance is exceeded, the reason must be carefully checked to see if it is indeed an error in the completed or published drawing. The correct single value can be used and noted in the chart calendar for filing. 3.6.3 When the same scale and different terrain categories are connected, the plane position difference shall not be greater than 1.4mm as shown in the figure, and the maximum shall not exceed 1.75mm as shown in the figure. The elevation difference shall not be greater than the sum of the errors in the encryption of the two terrain categories, and the maximum shall not exceed 1.25 times the sum. Then the actual difference is assigned according to the proportion of the error as the result of use. 3.6.4 When connecting edges with different scales, the difference in the plane shall not be greater than 1.25 times the sum of the actual lengths of the encrypted points specified in Table 2, and then assign the actual difference according to the proportion of the actual value of the medium error as the final value. The poorer regulations on elevation are the same as those in Article 3.6.3. 3.7 Exhibition point
3.7.1 It is required that the rectangular coordinate point display instrument and the guide rails should be horizontal and perpendicular to each other; the needle should have no eccentricity, the puncture hole should be round, and the puncture hole should not be larger than 0.1mm; there should be no backlash and dynamic difference in various mechanical transmissions . 3.7.2 The original drawing board can be pasted drawing board, polyester film or engraving film. The drawing board must be flat and without creases. 3.7.3 The point error should not be greater than 0.1mm; the difference between the side length of the drawing outline (including the distance between common grid points) and the diagonal length and the theoretical value should not be greater than the requirements in Table 4; The point error of the secondary orientation of the restored drawing board shall not be greater than 0.15mm. The presentation points should be carefully prepared and the proofreading should be meticulous to prevent errors and omissions. 3.7.4 Use light blue ink or pencil to decorate and mark dots on the dot display board. The finishing specifications for various dots are as follows: outline dots. The side length is 7mm and the inner ring diameter is 1mm. A triangle point. The side length is 7mm and the inner ring diameter is 1mm. Return to
---the burial point. The side length is 5mm and the inner ring diameter is 1mm. One level high control point. The diameter of the outer ring is 3mm, and the diameter of the inner ring is 1mm. Okm dot diameter is 2mm.
·
The diameter of an internal encryption point is 1mm.
The drawing board should be marked with the drawing frame number, scale, theoretical size of the drawing outline, sketch, control point number, photo number and kilometer network coordinates. 4. Photo plan and orthoimage map
In flat areas, a corrector can be used to correct and mosaic the photo plan; in hilly and mountainous areas, an orthoprojector can be used to compile an orthoimage map.
4.1 Correct Mosaic
4. The medium error of the encryption point is estimated according to the route network or regional network. The estimation formula is: mn
m 公=soil
where: m control
m 公||tt| |Error in control points, m;
Error in common points, m;
[A4]
Edd]
n
(7)| |tt||(8)
GB7930-87
△ - Discrepancy value of redundant field control points, md - Poor common points between adjacent routes or adjacent regional networks, mn - the number of points to evaluate the accuracy.
3.4.4.5 Fill in the chart calendar (card): the content includes original data, operation methods, accuracy statistics, major technical processing during the operation, etc. It must be filled in carefully according to the project, and signed by the person filling in the form and the inspector. Submit the information at the end. 3.5 Encryption by aerial survey pile point method
Use aerial survey pile point method for encryption, and it is appropriate to perform adjustment calculations with a single model as a unit. After absolute (terrestrial) orientation, the plane position tolerance of the orientation point shall not be greater than 0.3mm (on the drawing board), and the elevation tolerance shall not be greater than 0.2m; the discrepancy value of redundant control points shall not be greater than the medium error of the encrypted points; the difference of common points shall be Within twice the error in encryption points. The puncture point, measurement and calculation are the same as those specified in 3.2 and 3.3.3.4. 3.6 Encrypted edge joints | Join the edges. 3.6.2 For common point connections between adjacent map sheets, routes, and regional networks of the same scale and terrain category, the plane and elevation differences shall not be greater than those specified in Table 5, and the median shall be taken as the final value. When the difference is less than 1/2 of the specified limit, the completed drawing and the published drawing shall prevail; when the difference is greater than 1/2 of the specified limit and less than the specified limit, , the middle value should be taken as the final value. When the tolerance is exceeded, the reason must be carefully checked to see if it is indeed an error in the completed or published drawing. The correct single value can be used and noted in the chart calendar for filing. 3.6.3 When the same scale and different terrain categories are connected, the plane position difference shall not be greater than 1.4mm as shown in the figure, and the maximum shall not exceed 1.75mm as shown in the figure. The elevation difference shall not be greater than the sum of the errors in the encryption of the two terrain categories, and the maximum shall not exceed 1.25 times the sum. Then the actual difference is assigned according to the proportion of the error as the result of use. 3.6.4 When connecting edges with different scales, the difference in the plane shall not be greater than 1.25 times the sum of the actual lengths of the encrypted points specified in Table 2, and then assign the actual difference according to the proportion of the actual value of the medium error as the final value. The poorer regulations on elevation are the same as those in Article 3.6.3. 3.7 Exhibition point
3.7.1 It is required that the rectangular coordinate point display instrument and the guide rails should be horizontal and perpendicular to each other; the needle should have no eccentricity, the puncture hole should be round, and the puncture hole should not be larger than 0.1mm; there should be no backlash and dynamic difference in various mechanical transmissions . 3.7.2 The original drawing board can be pasted drawing board, polyester film or engraving film. The drawing board must be flat and without creases. 3.7.3 The point error shall not be greater than 0.1mm; the difference between the side length of the drawing outline (including the distance between common grid points) and the diagonal length and the theoretical value shall not be greater than the provisions of Table 4; The point error of the secondary orientation of the restored drawing board shall not be greater than 0.15mm. The presentation points should be carefully prepared and the proofreading should be meticulous to prevent errors and omissions. 3.7.4 Use light blue ink or pencil to decorate and mark dots on the dot display board. The finishing specifications for various dots are as follows: outline dots. The side length is 7mm and the inner ring diameter is 1mm. A triangle point. The side length is 7mm and the inner ring diameter is 1mm. Return to
---the burial point. The side length is 5mm and the inner ring diameter is 1mm. One level high control point. The diameter of the outer ring is 3mm, and the diameter of the inner ring is 1mm. Okm dot diameter is 2mm.
·
The diameter of an internal encryption point is 1mm.
The drawing board should be marked with the drawing frame number, scale, theoretical size of the drawing outline, sketch, control point number, photo number and kilometer network coordinates. 4. Photo plan and orthoimage map
In flat areas, a corrector can be used to correct and mosaic the photo plan; in hilly and mountainous areas, an orthoprojector can be used to compile an orthoimage map.
4.1 Correct Mosaic
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