This standard specifies the specifications, accuracy and basic requirements for internal work of surveying and mapping 1:5000 and 1:10000 topographic maps by aerial photogrammetry. This standard applies to the internal work of aerial photogrammetry of 1:5000 and 1:10000 topographic maps. Topographic maps surveyed and prepared according to this standard are mainly used by various departments of the national economy for survey, planning, design, scientific research, etc., and can be used as basic data for compiling smaller scale topographic maps or thematic maps. GB/T 13990-1992 Internal work specification of aerial photogrammetry of 1:5000, 1:10000 topographic maps GB/T13990-1992 Standard download decompression password: www.bzxz.net
This standard specifies the specifications, accuracy and basic requirements for internal work of surveying and mapping 1:5000 and 1:10000 topographic maps by aerial photogrammetry. This standard applies to the internal work of aerial photogrammetry of 1:5000 and 1:10000 topographic maps. The topographic maps surveyed and produced according to this standard are mainly used by various departments of the national economy for survey, planning, design, scientific research, etc., and can be used as basic data for compiling smaller-scale topographic maps or thematic maps.

National Standard of the People's Republic of China
1.: 5000, 1: 10000 Topographic Maps
Specifications for aerophotogrammetric office operation 1 : 5000.1 : 10000 topgraphic maps1 Subject content and scope of application
GB/T 13990—92
This standard specifies the specifications, accuracy and basic requirements for office operations of 15000, 1: 10000 topographic maps surveyed and mapped by aerophotogrammetry.
This standard is applicable to the office operations of aerophotogrammetry of J15000 and 110000 topographic maps. The topographic maps surveyed and mapped according to this standard are mainly used by various departments of the national economy for survey, planning, design, scientific research, etc., and can be used as basic data for compiling smaller scale topographic maps or thematic maps. 2 Reference standards
GB/T139771:5000.1:10000 Topographic map aerial photogrammetry field specifications GB/T13989 National basic scale topographic map framing and numbering GB579115000, 110000 topographic map format ZBA75001 Surveying and mapping technical design regulations
ZA75002 Surveying and mapping product inspection and acceptance regulations
3 General provisions
3.1 Specifications of topographic maps
3.1.1 Projection, coordinate system and elevation datum 115000, 1:10000 topographic maps adopt Gauss-Kerrig projection and are divided into 3 zones. The plane coordinate system adopts the 1980 Xi'an coordinate system, and the elevation adopts the 1985 national elevation datum. 3.1.2 Framing and numbering of topographic maps
The framing and numbering of topographic maps shall be implemented in accordance with GB/T13989. In special cases, such as near national borders or vast water areas, there is only a small part of land in the map sheet, which is merged into the adjacent sheet to break the map outline: the sheet number of the broken sheet is written after the main sheet number, separated by a comma. 3.1.3 Terrain categories
Terrain categories are divided according to the surface angle and height difference of most of the ground within the map sheet. The regulations are shown in Table 1. When the height difference conflicts with the ground tilt angle, the ground tilt angle shall prevail. Approved by the State Bureau of Technical Supervision on December 17, 1992, and implemented on July 1, 1993
Landform
Hills
MountainsbZxz.net
3.1.4 Basic contour interval
GB/T 13990—92
Ground inclination angle
1-5000
20-150
150--300
1: 10000
20~-150
150~-500
Basic contour interval is divided according to the terrain category, as specified in Table 2. One basic contour interval is used in each map. When the basic contour line cannot show the landform features, an intermediate curve should be added, and an auxiliary curve can be added if necessary. Table 2
Terrain type
Hills
Mountains
3.1.5 Density of elevation annotation
Elevation annotation points should be selected on obvious terrain points and terrain feature points, with a density of 10~-20 points for flat land and hills, 8~~15 points for mountains, high mountains and areas with few terrain feature points per 100cm2 on the map. Equivalent offline annotation map 1 1-~3 points per 100cm*, 3.1.6 Symbols and annotations of topographic maps
The symbols and annotations of topographic maps shall be in accordance with GB3791. 3.2 Accuracy of topographic maps
3.2.1 The plane position and mean error of the internal densification points and terrain points to the nearby field control points shall not be greater than the provisions of Table 3 according to the map scale. Table 3
Terrain category
Mean error
Encrypted points
Ground feature points
Flat land, hilly land
Mountainous land, high mountainous land
In-house encrypted points, elevation annotation points and contour lines have little error in elevation with respect to nearby field control points. Table 4 stipulates Table 4
Mapping scale
Shape category
In-house encrypted points||tt ||Elevation annotation point
Elevation line
1:5000
Mountainous area
Terrain transformation pointTerrain transformation point
1:1000
Hillary area
Mountainous area／
Terrain transformation pointTerrain transformation point
Mountainous area, mountainous area When the contour lines on the map cannot be directly found at the corresponding positions for measuring their elevation accuracy in the field, the mean error of the elevation of the contour lines GB/T 13990-92
can be calculated according to formula (1). When the calculated value is less than the value specified in Table 4, it shall be calculated according to the value specified in Table 4: mn = ±(a +b+tga)
Where: mn——mean error of the elevation of the contour line, mia——mean error of the elevation annotation point, m; b——mean error of the plane position of the feature point, II; ground inclination angle near the inspection point, (\). -(1)
3.2.3 For special difficult areas (large areas of forests, deserts, Gobi, swamps, etc.), the mean error of the plane position of the feature point shall be relaxed by 0.5 times according to the corresponding terrain category in Table 3, and the mean error of the elevation shall be relaxed by 0.5 times according to Table 4. 3.2.4 This specification takes twice the mean error as the maximum error. 3.2.5 The difference between the outline size and the theoretical size shall not exceed the provisions of Table 6. Table 5
Condensation point map
Mosaic map
Erasing (engraving) silk map
Reflection map
Diagonal
3.2.6 Under the premise of meeting the mapping accuracy of this specification, new technologies and methods not included in this specification may be used, but they should be clearly specified in the project design book.
3.3 Requirements for aerial photography data
The "Aerial Photography Specifications for Topographic Maps at Scales of 1:5000, 110000, 1:25000, 1:50000, and 1:100000" formulated by the State Administration of Surveying, Mapping and Geoinformation shall be followed.
3.4 ​​Requirements for aerial survey field work or results
Aerial survey field work results must comply with the relevant provisions of CB/T13977 and the requirements of the project design document. 3.5 Technical design
Implement the relevant provisions of ZBA75001.
3.6 Requirements for instruments
Various instruments for internal work must be calibrated according to the instrument calibration standards, and production can only be carried out after the calibration is qualified. 4 Photographic processing
Photographic processing includes printing, copying, light reduction and lettering. The finished product of photographic processing should ensure clear images, moderate contrast and normal color tone.
4.1 Photographic exposure
4. 1.1 Selection and requirements of film base
4.1.1.1 For copy films used for internal encryption and mapping and for scanning films for orthophotos, polyester film should be used. For field adjustment, paper-based films are generally used. For adjustment films used in mounting, plate films or white-bottom polyester film should be used. 4.1.1.2 The emulsion resolution of polyester film and photographic paper should not be less than 80 line pairs/tt1. The irregular deformation of polyester film after photographic processing should be less than 3/10 000.
4.1.2 Requirements for photographic processing
4.1.2.1 According to the contrast of aerial photography film, the type of photosensitive material should be correctly selected, and the chemical solution should be selected. The temperature of the developer should be between 18 and 22°C.
4.1.2.2 When printing and mapping copies, the contrast (D) should be slightly larger, generally 0.8 to 1.2. The maximum human density (D) should not be too large GB/T 13990-92
十 1. 5. Minimum density (Dmin) not less than 0.4, gray fog (I) not less than 0.2; transparent polyester film for scanning, the contrast should be moderate, △) is generally 0.7~1.0, average density (D) is 0.8~0.9, D is not large F1.2D minimum not less than 0.4, I) not less than 0.2, the film surface should be clean, free of fingerprints and scratches and other defects. 4.1.2.3 Fixing and washing should be sufficient, the temperature and time should be appropriate, to prevent the photosensitive film from softening and causing image drift. When drying polyester film: pay attention to the placement method to prevent local deformation. 4.1.2. 4 The mechanical plane of the printing film base should be perpendicular to the mechanical plane of the aerial film, and necessary flattening measures should be taken when printing. 4.1.2.5 The frame mark image should be clear, complete and complete. 4.1.3 Enlarging and reducing the printing image
4.1.3.1 When using a corrector to place the printing film, the parallelism of the film plane, lens plane and image receiving plane of the corrector should be ensured. 4.1.3.2 When copying the adjustment film of the mounting method, the frame mark distance of the feature film should be consistent with the frame mark distance of the corresponding landform film, and the difference should not be less than 0.2mm.
4.1.3.3 If the magnified film is used for adjustment and the magnification is large, one film can be enlarged into four pieces, and the images between adjacent pieces are guaranteed to be properly recorded without loopholes.
4.1.3.4 Requirements for photographic processing are the same as 1.1.24.1.4 Color photographic processing
4.1.4.1 When printing color transparent films and photos, an exposure light source with stable color temperature, an exposure timer, a sodium lamp with a narrow spectral band and a regulated power supply should be used.
4.1.4.2 Requirements for color photo processing: The temperature and time of development should be controlled according to the formula requirements. The difference between the developer temperature and the temperature required by the formula should not exceed ±0.5, the temperature difference of the bleaching solution should not exceed ±1°C, and the temperature difference of the intermediate water washing should not exceed ±3°C. Supplementary liquid should be added in time to ensure that the liquid composition and pH value remain unchanged.
4.1.4.3 Color calibration of color photographs: When printing true color photographs, color calibration should be performed using filters to mark the color sample as the color sample. When printing false color photographs, the false color sample should correctly express the neutral rotation value of the light wedge or reflect the specific landscape of the region. 4.1.4.4 The total sensitivity error of color photosensitive materials should be less than GB1°. The gray fog of each emulsion layer should not be greater than 0.3. Other physical properties are the same as those of black and white photosensitive materials.
4.1.4.5 Color transparent films and paper-based photographs should be quickly dried at 85~90℃. 4.2 Copying
4.2.1 The three planes of the light screen, lens and receiving plate of the copying instrument should be strictly parallel. 4.2.2 The drawing plates, photographs and other drawings to be copied should be strictly flattened. 4.2.3 After the original image is reproduced, the difference between the outline length and diagonal length and the theoretical value shall not exceed the provisions of Table 5. The accuracy requirements for the frame mark distance of the adjustment film used for the copy mounting method are the same as those in 4.1.3.2. 4.2.4 The width of the edge of the reproduced image shall not be less than 1.5cm, and the difference between the side length and the actual value shall not exceed 0.3mm. 4.2.5 The requirements for photographic processing are the same as those in 4.1.2. 4.3 Transparent reduction
4.3.1 The surface unevenness of the glass lower plate for transparent reduction shall be less than 0.02mm, and the emulsion resolution shall not be less than 100 line pairs/mm. 4.3.2 When correcting the focal length of aerial photography film, the difference between the two readings of the same film measured by the grip mark distance shall not be greater than 0.05mm. Measure every 30 pieces. The difference between the first and last measured values ​​should be less than 0.2 mm. Take the median and calculate the corrected focal length f according to formula (2). If the deformation of the film exceeds 0.2 mm, measure one more piece in the middle and calculate the corrected focal length in sections. f = K·fk
Where: fk——focal length of aerial camera in m
K——expansion coefficient:
GB/T 13990-92
+—average value of the distance between the frame marks on the film, mm =L distance between the frame marks on the aerial camera, mm.
4.3.3 Calculate the corrected focal length according to formula (3) based on the reduction factor 1 and the thickness of the plate △D. n
AD = D - D.
Where: f is the corrected focal length of the aerial camera, mm, - the main distance of the multi-screen projector, mm!
——the object distance of the reducer, mm
, the fixed object distance of the reducer without adding a whole plate, mm; the image distance of the reducer, mmt
the pad thickness, m.
4.3.4 The alignment error of the film frame mark during reduction should be less than 0.05mm + the error should be reasonably allocated. (3)
4.3.5 According to the contrast of the film, the model of the reduction plate and the preparation of the liquid should be selected. If microparticle development is used, the temperature should be above 20℃ as a hardening agent.
4.3.6 During the photographic processing, it is not allowed to use the thinning method. When the contrast of the film is abnormal, appropriate remedial measures should be taken to ensure a clear image.
4.3.7 The distance between the frame marks of the reduction film should be checked randomly. The difference between the distance measured by the stereo coordinate measuring instrument and the distance calculated by formula (4) shall not exceed 0.05mm.
Where: t1x is the distance between the frame marks of the reduction film and the X-axis of the aerial camera, mm;
is the focal length of the aerial camera, mu.
4.4 Photography
4.4.1 The specifications of the characters, numbers and symbols of the photography must meet the requirements of the diagram and technical design. 4.4.2 The characters and numbers should be arranged neatly, with even spacing between characters, clear handwriting, and consistent blackness and stroke thickness. 4）
4.4.3 The thickness of the film base for photographic printing should be 0.07 mm. After photographic processing, the density of the white part should be less than 0.2, and the density of the black part should be greater than 2.0.
4.4.4 Development, fixation and washing should be sufficient + photographic processing should prevent the film from falling off. 5 Analytical aerial triangulation
5.1 Point rotation and selection
5.1.1 Temporary external control points must be rotated or marked on the internal encrypted film based on the external control point film. When the ratio of the film scale denominator to the map scale denominator (K value) is greater than 2.5, a stereoscopic rotation instrument or a coordinate measuring instrument should be used to rotate the points, and the point error and the hole diameter should not exceed 0.081m3m. When the K value is less than 2.5, the points can be rotated under a stereoscope, and the point error and the hole diameter should not exceed 0.1mm.
5.1.2 Requirements for the selection and rotation of internal encrypted points: When the K value is greater than 2.5, the point error and the hole diameter should not exceed 0.8mmrm. When the K value is less than 2.5, the point error and the hole diameter should not exceed 0.1mm. I1t1.5.1.3 Requirements for the number of encrypted points and the position of points on the film by various surveying methods: GB/T 13990-92
The orientation points for mapping by precision stereo mapping instrument, analytical mapping instrument, multi-power mapping and differential correction shall not be less than four, and the distribution of points is shown in Figure 1. X-2 and X-3 parallax mapping instruments shall have four orientation points and two check points, and their point distribution is shown in Figure 2. The number and point distribution of correction points for each piece of correction instrument are shown in Figure 3, and the number and point distribution of correction points for correction by the interval piece of correction instrument are shown in Figure 4: The mapping interval points and correction points are flat height points (when one-zone correction is stopped, they can be plane points), and the check points are elevation points; b. The orientation points and correction points in Figures 1, 2 and 4 should be at the intersection of the straight line passing through the main point and perpendicular to the azimuth line and the overlapping midline of the side interval. The left and right deviations from the straight line passing through the main point and perpendicular to the azimuth line should not exceed 1cm. When it is difficult to select a point, it should not exceed 1.5cm. The distance from the azimuth line should be greater than 3.5cm (18cm×18cm image or 5.0cm (23cm×23cm image); the check point (7.8 points) in Figure 2 should be selected within 1cm of the midpoint of the line connecting the two directional points: the correction point in Figure 3 should be selected within the vicinity of the intersection of the straight line passing through the midpoint of the line connecting the two main points and perpendicular to the azimuth line and the overlapping midline. The correction point (center point) near the main point in Figure 3 and Figure 4 should be selected within 1cm of the main point, and it can also be replaced by the main point or the bottom point; c. The distance between the encryption point and various signs should be greater than 1cm. mm, and the distance from the edge of the image shall not be less than 1 cm (18 cm×18 cm image frame) or 1.5 cm (23 cmx23 cm image frame);
Mountain. When a central image is used to cover a radial map, the distance between the continental map or the redundancy point used for correction and the image point or the image line on the image shall not be greater than 1 cm, and the deviation from the straight line passing through the main point and perpendicular to the azimuth line shall not be greater than 1 cm. In difficult cases, it shall not be greater than 1.5 cm. When the point position cannot simultaneously meet the requirements of the distance from the image point and the white line deviation from the upper point and the vertical azimuth line, additional connection points should be selected. To3
5.1.4 Point selection precautions
103 X1
Image main point
Ping commercial point
Commercial point
GB/T13990—92
In addition to the implementation of Article 5.1.3, the following points should also be noted in the selection of densification points: a. The 3, 4, 5, and 6 connection points required for densification are generally consistent with the densification points used for mapping orientation and correction. If the connection strength of the model and the network needs to be enhanced, the number of connection points can be increased; h. When the lateral overlap is too large and the point position is less than 3.5 cm (18m×18 ctn image frame) or 5 cm (23 cm×23cm image wheel) from the azimuth line, the points should be selected separately and rotated to each other. When the lateral overlap is too small and it is difficult to ensure the measurement accuracy by selecting points at the overlapping leaf line, points can be selected separately. However, the distance between the points and the lateral overlap center line shall not be less than 1 cm. In addition, the connecting points between the flight lines shall be selected at non-standard points. No less than 1-2 points shall be selected for each film. The selected points shall be located at the topographic points with clear and obvious images and easy to transfer and measure on both the current film and the adjacent film. The map formed by the selected points shall be roughly rectangular. The survey area shall be taken into consideration. The distance between the connecting line of the dense points and the survey range line shall not be greater than 1 cm on the film. Points in forest areas should be selected at obvious points in the forest clearing as much as possible. If it is not possible to select them, the tree tops with clear adjacent flight lines and left and right stereo pairs can be selected. In addition, 1-2 points shall be selected for each image pair in the forest clearing.When selecting points along the route laid out along the mountainous terrain, attention should be paid to the relative position between the standard points to avoid the relative orientation error. When the terrain changes sharply to mountainous terrain or high mountainous terrain, it is advisable to select 1 to 2 terrain feature points for each image pair at the terrain transformation line; f. In order to facilitate the indoor sampling inspection of the original aerial survey map, each mapping unit can determine the number and requirements of the selected check points according to the sampling inspection method:
\: White is selected from the encrypted points on the edge of the map outside the map corridor line: h. The points and number of points at the edges of different mapping directions, different image scales, and different aerial photography areas should meet the requirements of each point, and the points should be rotated.
5.2 Coordinate measurement
5.2.1 The coordinates of the image points are measured by using instruments such as the coordinate measuring instrument (Piao Ke 1818, HC-1), precision coordinate measuring instrument, precision stereo mapping instrument, and analytical mapping instrument.
5.2.2 The orientation of the image can be done by analytical frame mark, auxiliary point (approximate frame mark) orientation, azimuth line orientation and other methods. 5.2.3 The measurement of the coordinates of the image point is done by one person measuring and reading the mean value twice. When working on the stereo coordinate measuring instrument, the difference between the two readings is no more than 0.05mm for the coordinate 2-y, and no more than 0.03mml for the left and right parallax p+up and down parallax g. The difference between the two readings measured on the precision coordinate measuring instrument and analytical plotter is no more than 0.01mm. 5.2.4 For the free map edge parallel to the route direction, if the online aerial three-dimensional measurement system is used, it can be observed only once. If the offline operation is carried out, it is measured and calculated. When the difference of the calculation after measurement does not exceed the mean error of the encrypted point, the measurement result is used. If it is greater than the mean error but within two times the mean error, the mean value is taken as the use value. If auxiliary points or azimuth lines are used for orientation, only the measurement can be done. The difference between x and \P9 measured by two people shall not exceed 0.06mm. The calculation bench can be calculated using the median or the main measurement data.
5.2.5 When measuring field control points, the puncture hole positions, point descriptions and point sketches on the field control film must be compared. When the positions of the external excavation points and the internal densification points are not obvious or are located on non-surface locations such as trees, roofs, and tower tops, the observation positions should be recorded in the hand sea, or the mountain point sketch should be drawn.
5.3 Adjustment calculation and results collation
5.3.1 The calculation program should have the function of correcting the image point coordinate system errors. For deformation correction of encrypted film, when the ratio of the denominator of the film scale to the denominator of the drawing scale (K value) is greater than 2.5, deformation correction is required for each film. When K value is less than T2.5, the distance between the frame marks of the first and last two films of the route can be measured (if the number of films exceeds 3, one film should be added in the middle). If the difference between the distances of the two corresponding frame marks is within 0.2mm, the half-mean value can be taken for deformation correction. If the difference between the distances of the two corresponding frame marks exceeds 0.2mm, the error is indeed caused by film deformation and the route should be corrected for deformation for each film. 5.3.2 Orientation tolerance
, relative orientation, residual up and down parallax on standard points on flat and hilly land shall not exceed 0.021111. Residual up and down parallax on checkpoints shall not exceed T0.03mm, residual up and down parallax on standard points on mountainous and highland land shall not exceed 0.03mm, residual up and down parallax on checkpoints shall not exceed 0.04mm, if the analytical mapping instrument is used to connect the triangulation in the room to add I chain, the residual up and down parallax of relative orientation on flat and hilly land shall not exceed 0.005mm, and the residual up and down parallax on mountainous and high mountainous land shall not exceed 0.008mm. b The model connection difference satisfies or (5), (6). Where: aS-plane position difference. m
elevation difference, m;
-film scale denominator
focal length of aerial camera, m;
film baseline length, mm.
GB/T 13990—92
AS 0. 10 - mt - 10-3
A2 0. 05:
++++++-++( 6)
If the analytical plotter is used for on-line triangulation, the model connection is poor and should satisfy equations (7) and (8). As.0.06-m body·10
4Z 0. 0 .
Absolute (geo-oriented) orientation, basic orientation residual, redundant control point mismatch value, regional network common point difference shall not be greater than the specification in Table 6.
Hillary land
Scale
Basic orientation point
Redundant control point
Network common point difference
Basic orientation point
Redundant control point
Network common point difference
Basic orientation point
Redundant control point
Network common point difference
Plane tolerance, mm
1-5000
Group: 1: The basic orientation point line difference is 0.75 times the error in the encrypted point. The mismatch value of redundant control points in the map It is 1.0 times the mean error of the densified point. The common point difference between regional networks is 2.0 times the mean error of the densified point. 1=10000
The common point difference between adjacent routes in the national regional network is twice the model connection tolerance. Elevation tolerance, m
1:10000
5.3.3 When the elevation points are distributed externally and only the plane coordinates of the elevation points are densified internally, the adjustment calculation is performed after absolute orientation. The plane tolerance is implemented according to the provisions of Table 6. The elevation tolerance: Generally, the residual error of the basic orientation point is not more than 10.35m; the discrepancy value of the redundant control point is not more than 0.54. Generally, the residual error of the basic orientation point is not more than 1.0m, and the discrepancy value of the redundant control point is not more than 1.5m. 5.3.4 The mean error of the densified point is estimated according to formula (9) and formula (10). Where: m—control point [1 error, m;
GE/T 13990—92
m公三王
m公-mean error of common points between regional networks, m
△-discrepancy value of redundant control points + m
t——difference between common points between adjacent regional networks·mn—number of points for evaluating accuracy,
5.3.5According to the mapping method and the requirements of the next process, organize the densification results and carefully fill in the various contents specified in the calendar (book or card). 5.4 Densification edge regulations
5.4.1 When the common points of regional networks with the same scale and the same terrain category are connected, the difference in plane and elevation shall not be greater than the provisions of Table 6, and the median shall be taken as the final use value:
5.4.2 When the same scale but different terrain categories are connected, the plane position difference shall not be greater than 0.8mm on the map, the elevation difference shall not be greater than the sum of the two types of terrain categories plus the mean error of the starting point, and the median shall be taken as the final use result. 5.4.3 When different scales are connected, the plane position difference shall not be converted into the sum of the actual length by the mean error of the encrypted points specified in Table 3, and then the actual difference value shall be assigned as the final use value in proportion to the actual value of the mean error. The provisions for elevation difference are the same as those in Article 5.4.2. 5.4.4 When connecting with an existing map or published map, when the difference is less than half of the above-mentioned limit difference, the existing map or published map shall prevail; when the difference is greater than half of the above-mentioned limit difference, but less than the specified limit difference, the median shall be taken as the final use value; when the limit is exceeded: the cause shall be carefully checked. If it is indeed an error in the existing map or published map, a single value can be used and indicated in the map calendar. 5.4.5 When the plane coordinates of common points between different projection bands are connected, they shall first be converted into the coordinate values ​​of the same band, and the median shall be taken within the specified limit difference, and then the median value shall be converted into the coordinate value of the adjacent band.
5.5 Display points
5.5.1 Map outline points, public grid points, off-site control points (field control points of all levels with plane coordinates), boundary stakes and boundary monuments on the national border, and internal works such as dense points and bottom points (or main points) must be accurately displayed. 5.5.2 The error of display points shall not exceed 0.1, and the diameter of the display point puncture shall not exceed 0.1mm: the difference between the map side length and the negative line length and the theoretical value shall not exceed the provisions of Table 5. The orientation and point error of the restored map plate shall not exceed 0.15mm. 5.5.3 The map plate shall be marked with the map number, scale, map outline scale, control point number, film number and kilometer grid coordinates. The decoration symbols and title colors of various points shall be determined by the service unit.
6 Image plan map
The correction instrument is suitable for compiling image plan maps in flat areas. The zero-level ortho projector is suitable for flat and hilly areas, the first-level ortho projector is suitable for compiling image planes on flat, hilly and mountainous areas, and the advanced ortho projector is not restricted by terrain types. 6.1 Correction of image planes by correction instruments
6.1.1 Image correction
6.1.1.1 In the application of images controlled by correction points, when the height difference is within the limit specified in formula (11), a belt correction is used. h≤0.000 8·M
Wu Zhong: - Height difference limit (belt distance), m
Distance from the image base point (or image soil point) to the farthest correction point, mmfk
Focus of the aerial camera, mm;
Denominator of the map scale.
....( il
GB/T 13990—92
6.1. 1.2 Within the image application area controlled by the correction point, when the height difference is greater than the limit specified in formula (11), a zone correction should be performed. The zone distance is calculated according to formula (11), and the number of zones should generally not exceed the blue zone. When performing zone correction, calculate the projection difference correction of each correction point on the middle plane of the starting zone according to formula (12) (close to 0.1 mm), and make corrections on the drawing board, Ah
Where: - Projection sound correction number on the drawing board, mm; R -
- Distance from the bottom point on the drawing board to the correction point, In; - Deviation of the correction point from the middle plane of the starting zone, m, and the altitude of the middle plane of the starting zone.
6.1.1.3 Aerial diagonal measurement of aerial altitude mountain analysis is provided. When the correction point is a flat point arranged in the field, the flight altitude can be calculated using formula (13), Hh, +
Formula City · I
Absolute flight altitude. mt
Height of point α, m;
Height difference between point a and point h, m
The actual distance between the two points + m,
The distance between two points b on the image, m;
The distance from point b on the image to the radiation center (bottom point or top point), mmlAerial camera distance, mm.
-(13)
When calculating the flight altitude according to formula (13), at least two sets of line segments distributed diagonally must be used for calculation. The difference in flight altitude should not be greater than H/200. The median is taken as the use value.
The edge line of the zone correction can be measured by a stereogrammer or delineated according to the contour lines of the old map. The elevation error shall not exceed one-quarter of the belt distance.
6. 1. 1. 4
The operating tolerance shall not exceed the provisions of Table 7.
Through-point map
Punch point error, puncture hole size
Correction, mosaic alignment
Replacement of mosaic line, heavy sail and crack
Difference between film and film, strip and strip
Difference between adjacent map sheets
Note: The ratio of the denominator of the film scale to the denominator of the map scale. 6.1.1.5 The requirements for photographic processing of corrected films are the same as those in 4.1.2. 6.1.2 Mosaic
6.1.2.1 Optical mosaic
Strict re-match
0. 08(K22. 5)
0. 1(K-2. 5)
0. 4. Some 0. 5
0. 8, Some 1. 0
1. , Some 1. 2
a, Optical inlay is to print the image on the drawing board with photo paper after correcting the alignment. mm
b. Display the plot rate points, public single points, field control points, and correction points under the dark prison safety light. If the penetration point method is used, the position of the F puncture point should meet the accuracy requirements of the display point
GB/T 1399092
Pre-cut the striping line and the slicing line. The slicing line should be located near the correction point connection line, and the deviation from the correction point connection line should not be greater than 1CM; c.
d. The error of optical inlay (including correction of alignment) shall not be greater than the provisions of Table 7. 6.1.2.2 Cutting and inlaying
Inlay multiple photos after correction and printing or photos with strip correction and printing on the display point drawing boarda.
b. The tolerance requirements for cutting and mosaicking operations shall be implemented in accordance with the provisions of Table 7. The cutting line shall pass through places with small splicing errors and basically consistent tones, avoid passing through important features, and do not allow fraudulent cutting along linear features: d. The mosaic edge between slices shall not exceed 1 rm outside the line connecting the correction points on the image. 6.2 Compilation of image plan by orthographic projector
6.2.1 Collection of cross-sectional data
6.2.1.1 The density of cross-sectional data points and the spacing of cross-sectional bands shall be determined based on factors such as the ground inclination angle and height difference. The spacing of cross-sectional bands shall generally match the length of the scanning gap of the orthographic projector. The scope of cross-sectional data collection must cover the operating range of the orthographic projector scanning and drying images.
6.2.1.2 When using precision stereo plotters and analytical plotters to collect cross-sectional data, the tolerance of stereo model determination shall be the same as the requirements for mapping and orientation of similar instruments in Articles 7.2 and 7.1.
6.2.1.3 When scanning the cross section, the measuring mark should be tangent to the model surface, and its aiming error should not exceed 0.1mm according to the model scale, and not more than 0.2mm for broken terrain.
6.2.2 Orthophoto projector operation requirements
6.2.2.1 The number of orientation points for scanning the film plane on the orthophoto projector shall not be less than four, and have the maximum control area. After orientation assignment, the difference between the measuring mark position and the point position shall not exceed 0.03mm according to the film scale. 6.2.2.2 The selection of the gap length shall be based on the comprehensive consideration of the factors such as the type of orthophoto projector instrument and the influence of the ground inclination angle on the accuracy of the orthophoto image. For the zero-level orthophoto projector, reference formula (14) shall be used for selection. 2·Ar· Jk
Where: W-. Slit length, mm
fk——Focal length of aerial camera, mm;
r——Maximum distance from the center point (bottom point) on the image to the correction point, mm: Ar image displacement error on the image, mm; 0x-: X-direction component of the ground tilt angle, (\). For the first-level orthographic projector, the gap length can be calculated according to formula (14) and then relaxed by 1 times. (14)
6.2.2.3 Slit width D, according to the structural characteristics of various types of orthographic projectors, refer to formula (15) to select, at this time, the resolution R of the orthographic film is not less than 9 line pairs/nm.
Wherein: D is the seam width, mm!
1— tg - tgey
2Ry.tgptgby
R is the wind direction tilt angle of the orthophoto film, affecting the resolution, line pair/mm: —— the Y component of the ground tilt angle,)
β—— the projection angle of the projection light on the YZ plane and the 7-axis, (\), 153
6.2.2.4 Determine and place the gray model, measure the maximum and minimum density values ​​on the scan film, and calculate the average resolution and gray model estimate according to formula (16). D
D maximum—D value±
.....( 16 ?
East wedge safety value Dr uniform K
Where: D——flat density value,
1)α★—maximum density value;
Dα minimum—minimum density value;
GB/T 13990—92
density constant determined by the test of the operation conditions. 6.2.2.5 The scanning of the image plane map should exceed the line of the map by 1.0cm. 6.2.2.6 The requirements for the photographic processing of the orthophoto map are the same as those in Article 4.1.2. 6.2.3 The tolerance shall be implemented in accordance with the provisions of Table 8.
Limited parabola category
Scanning strip and strip edge difference
Slice and slice edge difference
Frame and frame edge difference
Flat land, hilly land
0. 2, some 0. 4
0.8, some 1.0
1.0, some 1.2
0. 8. Some 1. 2
1.5. Some 1.2
Applicable to zero-level instruments
6.2.4 When multiple films are used to compile an image plane, optical mosaicking or cutting mosaicking is required, and the limit error requirements shall be implemented in accordance with the provisions of Tables 7 and 8.
6.3 Decoration of image plan
a. Map corridor, kilometer grid, map name, map number, scale, coordinate system, aerial photography date, operation unit, etc.: b. If the image plan is only used for field photo mapping, the field control points shall be decorated according to the location of the exhibition points: For the image plan used for special purposes, the image plan can increase the representation content according to the special needs of professional maps, but it must be clearly specified in the professional design book. The main names of the map, such as the names of major mountains, rivers, lakes and important residential areas, can refer to the published map adjustment notes.
7. Stereo mapping
Transfer requirements
This article only stipulates the general requirements that all types of mapping instruments must comply with in mapping operations. 7. 1. 1. Preparation
. Accept the task requirements and collect the materials required for mapping! , be familiar with the relevant technical regulations such as the specifications, diagrams, and professional design books of the area, understand the results of internal and external work and the situation of the border, fill in, copy and place the relevant data, select the largest possible model scale to determine the pantograph installation value, and perform the necessary calculations before installing the instrument. The surveying area is based on the line connecting the orientation points, and the maximum is not greater than 1m outside the line on the image, and the moon is not less than 1cm (18 cm×18 cm image frame) or 1.5 cm (23 cm×23 cm image frame) from the edge of the image. 7.1.2 Surveying and Mapping of Land Objects
Land objects can be surveyed and mapped by combining interpretation surveying and mapping, film mounting surveying and mapping, and internal judgment and external adjustment according to different situations. Land objects should generally be surveyed and mapped by interpretation method. When surveying land objects that are expressed according to scale, the survey mark should be three-dimensionally cut to the circle line of the land object; when surveying land objects that are expressed according to scale or not according to scale, the survey mark should be three-dimensionally cut to its positioning point or positioning line. b. When the land objects are complex, there are many new land objects, or the images of some land objects are unclear, the film mounting method can be used to survey and map the land objects. When surveying and mapping land objects by film mounting method, the landform is generally surveyed first, and the land objects with clear surveying and mapping images and positioning significance (such as water systems, roads, etc.) are interpreted, and then the film mounting is carried out. The fitting error of the objects surveyed and mapped by mounting film and the objects surveyed and mapped by interpretation shall not exceed 0.5nm, and shall not exceed 0.6mm in some parts, and the error shall be reasonably assigned; for films with clear images and strong currentness, the method of first internal interpretation and then external adjustment can be used to survey and map the objects. For objects with clear images and easy identification, they shall be directly mapped on the original map, and the objects and annotations that are uncertain in accuracy, newly added objects and annotations shall be supplemented by field survey and adjustment;
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