Method for quickly and efficiently measuring cross curve of vertical shaft

Abstract

The invention discloses a method for quickly and efficiently measuring a cross curve of a vertical shaft, which relates to the technical field of vertical shaft tunneling and comprises the following steps: S1, arranging near-well control points; s2, optimizing a construction drawing; s3, establishing a new construction coordinate system; s4, obtaining coordinates of a new near well point and a shaft cross curve; s5, the total station is erected through a free station setting resection method. According to the measurement method, cross curve direction points do not need to be arranged in the cross curve direction of the shaft, the measurement processes of point selection, point burying, wire measurement and arrangement and the like in the measurement operation process are simplified, transmission of measurement errors is reduced, and meanwhile the construction time and cost are solved. The advantages of digital mapping software and a high-precision measuring instrument are fully utilized in the measuring method, early-stage preparation work is sufficient, a new coordinate system is established through optimization of interior drawings, and great convenience is provided for measurement work of the shaft cross curve in the next step of field work.

Description

Technical Field

[0001] This invention relates to the field of vertical shaft tunneling technology, and in particular to a rapid and efficient measurement method for measuring the crosshairs of a vertical shaft. Background Technology

[0002] The shaft crosshair is the most important baseline line during the excavation and support installation of vertical shafts. From the installation of the shaft sinking derrick and the arrangement of the stabilizing vehicle before shaft excavation and lining construction, to the later permanent shaft derrick and shaft steel structure equipment, the shaft crosshair serves as the reference line. The traditional shaft crosshair layout process is generally as follows: First, establish near-shaft control points. Using methods such as triangulation or precision traverse, connect the high-precision control network to the shaft construction site and bury about three near-shaft points; second, mark the shaft crosshair based on the near-shaft points. Generally, the crosshair points are placed in the direction of the crosshair on the shaft, 20-50 meters away from the shaft, ensuring visibility, stability, and no impact from construction, and at least four points on the center line of the crosshair.

[0003] However, in the existing wellbore crosshair layout process, due to site limitations or the construction of related projects, the wellbore crosshairs cannot be preserved indefinitely, and site constraints prevent the restoration of the crosshairs, directly affecting the subsequent equipment installation. Traditionally, crosshair points are placed 20-50 meters around the wellbore perimeter, ensuring visibility and protection from construction disturbances. However, in actual construction, crosshair points are often obstructed or damaged during foundation pouring, temporary facility erection, or subsequent wellbore equipment installation. Furthermore, restoring damaged crosshairs requires re-measuring near-well points, calculating rotation angles, and marking new points, a process that takes 5-7 days and relies heavily on manual experience. Construction stoppages during this period cause delays, and multiple restorations can lead to inconsistencies in the coordinate system.

[0004] There are already relevant invention patents concerning vertical shaft connection measurements, as detailed below:

[0005] Chinese Patent Application No. CN106705947B, entitled "A Vertical Shaft Connection Measurement Method Based on a Triangular Pyramid Model and a Gyro Total Station," discloses a vertical shaft connection measurement method based on a triangular pyramid model and a gyro total station. By establishing a triangular pyramid, the elevation difference between the projection point and the projection point is calculated to achieve the purpose of transmitting elevation and coordinates. This vertical shaft connection measurement method based on a triangular pyramid model and a gyro total station requires a shorter observation time and faster measurement time, and does not require long-term closure of mines and tunnels, thus providing the possibility for rapid vertical shaft connection measurement.

[0006] While the aforementioned existing patents offer the possibility of rapid measurement of vertical shafts, they still fail to solve the problems of cumbersome traditional crosshair layout procedures and difficulties in long-term preservation. Existing technologies focus on rapid measurement but do not address the long-term dynamic preservation or anti-interference design of the crosshairs. Traditional crosshairs are easily damaged due to site limitations or engineering interference, and existing technologies do not provide solutions for crosshair restoration, dynamic calibration, or intelligent monitoring. This can lead to the need to rebuild the crosshairs later in construction, increasing the risk of project delays. Summary of the Invention

[0007] The purpose of this application is to provide a rapid and efficient measurement method for crosshair measurement in vertical shafts, which solves the problems of cumbersome traditional crosshair layout steps and difficulty in long-term preservation.

[0008] This invention proposes a rapid and efficient method for measuring the crosshairs of a well shaft. This method can effectively solve the problem of not being able to lay out the crosshairs of a well shaft due to insufficient space. The method has the advantages of flexible station setup, simplified and efficient measurement process, and high deployment accuracy.

[0009] A rapid and efficient measurement method for crosshair measurement in vertical shafts, comprising the following steps:

[0010] S1. Arrange near-well control points: Conduct traverse surveys from the known high-precision control network, and set up 3-4 near-well points at the construction site to ensure that the points are visible to each other, stable, and unaffected by construction.

[0011] S2, Construction drawing optimization: Based on the design drawings, important parameters such as the center of the shaft body, permanent derrick, hoisting room, and near-well point are drawn onto the construction drawings;

[0012] S3, Establish a new construction coordinate system: Measure the angle α between the crosshairs of the design shaft and the coordinate system on the digital mapping software, and rotate the overall construction drawings around the center point of the shaft by the angle α, so that the crosshairs of the shaft are parallel or coincident with the X and Y axes of the coordinate system.

[0013] S4, obtain the new near point and the coordinates of the wellbore crosshairs: at this time, the coordinate value of any point in the direction of the wellbore crosshairs will remain a constant X or Y value.

[0014] S5, Setting up a total station using the free station resection method: Real-time measurement of the wellbore crosshairs. Input the newly acquired near-well point and wellbore center coordinates into the instrument, and set up the total station using the free station resection method. This allows for real-time measurement of any point in the direction of the wellbore crosshairs.

[0015] As a further improvement of the present invention, in step S1, four near-wellpoints are arranged, namely initial near-wellpoint one, initial near-wellpoint two, initial near-wellpoint three, and initial near-wellpoint four. The control network is used to measure the coordinates and elevations of the near-wellpoints, and the coordinates and elevations of the near-wellpoints are plotted on the construction drawings as a reference for guiding the excavation and installation of the wellbore. By arranging four initial near-wellpoints, a closed traverse measurement loop is formed. Compared with the traditional layout scheme, the closure error calculation can effectively identify and eliminate gross errors.

[0016] As a further improvement of the present invention, in step S2, the drawing parameters include the angle α between the initial north-south crosshair of the wellbore, the initial east-west crosshair of the wellbore, and the crosshair of the wellbore in the digital drawing software and the coordinate system. The angle α between the crosshair of the wellbore and the coordinate system is 15~17°. By quantifying the angle α, the construction drawing is directly rotated in the digital mapping software to make the crosshair parallel to the X / Y axis, thus eliminating the error of skew conversion.

[0017] As a further improvement of the present invention, in step S3, the shaft body, permanent derrick, initial near-wellpoint 1, initial near-wellpoint 2, initial near-wellpoint 3, and initial near-wellpoint 4 in the construction drawings are rotated counterclockwise by α° with the center of the shaft body as the rotation center. After the construction drawings are rotated counterclockwise by α°, the north-south crosshairs of the initial shaft will coincide with the north X-axis of the coordinate system, and the east-west crosshairs of the initial shaft will coincide with the east-west Y-axis of the coordinate system. The rotation will result in the north-south crosshairs and the east-west crosshairs of the shaft after rotation. The rotation will give the near-wellpoints new coordinate values, namely, the new coordinate values ​​of near-wellpoint 1, the new coordinate values ​​of near-wellpoint 2, the new coordinate values ​​of near-wellpoint 3, and the new coordinate values ​​of near-wellpoint 4 after rotation. The rotation of the permanent derrick will result in the coordinate points of the derrick after rotation. After rotation, the new coordinates of the near-wellpoints are directly related to the direction of the shaft crosshairs, and the total station does not need to perform complex angle conversions; only the rotated coordinates need to be input for quick station setup.

[0018] As a further improvement of the present invention, the coordinate position of the center point of the well body in the construction drawings remains unchanged. The crosshairs of the well body coincide with or are parallel to the X and Y axes of the coordinate system of the construction drawings. After rotation, the Y coordinate value of all points on the north-south crosshairs of the well body is set to 593742.425, and the X coordinate value of all points on the east-west crosshairs of the well body is set to 451594.808. All construction elements in the construction drawings after rotation are assigned new coordinate values, and the relative positional relationship of all construction elements remains unchanged compared to the original construction drawings. The coordinates of the center point of the well body remain unchanged during the rotation, forming an absolute reference point. By fixing the center point, the coordinate calculation of all construction elements is based on this, and the error propagation path is completely blocked.

[0019] As a further improvement of the present invention, in step S4, a total station is set up at a location where both the north-south and east-west crosshairs of the rotated shaft are visible. The three-dimensional coordinates of the four near-well points (rotated, rotated, rotated, and rotated) are input into the total station. Backsight prisms are set up at each of these four locations. The three-dimensional coordinates of the site are measured using the back intersection measurement principle of the total station and the backsight prisms. Setting up the total station at a location where both the north-south and east-west crosshairs of the rotated shaft are visible creates a four-direction backsight point layout, which improves geometric strength compared to the traditional double backsight point method. Moreover, according to the back intersection error ellipse theory, the four-direction layout shortens the major axis of the site coordinate error ellipse.

[0020] As a further improvement of the present invention, in step S5, the measurement function of the total station is used to measure a point on the north-south crosshair of the rotated shaft. The measured point must satisfy the condition that its coordinate value Y is a constant value of 593742.425. This point is the direction point on the north-south crosshair of the rotated shaft. Similarly, the measurement function of the total station is used to measure a point on the east-west crosshair of the rotated shaft. The measured point must satisfy the condition that its coordinate value X is a constant value of 451594.808. This point is also the direction point on the east-west crosshair of the rotated shaft. By fixing the Y coordinate of the north-south point and the X coordinate of the east-west point, direction control is transformed into an absolute coordinate matching problem. Furthermore, the north-south point and the east-west point form a rectangular coordinate system reference, creating a rigid crosshair.

[0021] As a further improvement of this invention, an error compensation model is established for the construction coordinate system. During the rotation of the construction drawings, the least squares method is introduced for coordinate system fitting. This least squares method ensures that the coordinate values ​​of the direction points on the north-south and east-west crosshairs of the shaft remain constant after rotation. By establishing an error compensation model and introducing the least squares method for coordinate system fitting, constant control, high-precision fitting, and dynamic compensation of the direction point coordinates are achieved during the rotation of the construction drawings. This solves the core problem of directional drift caused by the accumulation of rotational errors in traditional methods, providing a measurement solution for vertical shaft construction that is accurate in direction, easy to operate, and highly resistant to interference.

[0022] As a further improvement of the present invention, additional near-wellpoints are deployed using a double-ring deployment method. The inner ring houses two main near-wellpoints for routine measurements, while the outer ring houses one or two auxiliary points for benchmark verification. The main near-wellpoints are located in exposed bedrock areas, and the auxiliary points are located in stable topsoil areas. The positional stability of the main and auxiliary points is verified through a simple geological hammer test, which ensures that the control points are affected by construction disturbances by less than 3mm. By combining the double-ring deployment method with geological hammer testing, an optimized layout is achieved, enabling long-term stability of near-wellpoint control points in bedrock areas, short-term reliability in topsoil areas, dual-point redundant verification, and rapid dynamic maintenance. This significantly improves the accuracy and reliability of vertical shaft construction measurements while simultaneously reducing downtime risks and maintenance costs.

[0023] Compared with the prior art, the beneficial effects of this invention are as follows:

[0024] 1. The measurement method proposed in this invention eliminates the need to establish crosshair points along the crosshair direction of the wellbore, simplifying the measurement process by eliminating the need for point selection, burying points, and setting up traverse lines. This reduces the transmission of measurement errors and saves on construction time and costs. Furthermore, this method fully utilizes the advantages of digital mapping software and high-precision measuring instruments. Sufficient preliminary preparation, through the optimization of office drawings and the establishment of a new coordinate system, greatly facilitates the subsequent field measurement of the wellbore crosshairs, reduces the accumulation of measurement errors, and improves measurement accuracy.

[0025] 2. The total station's free-station resection method is simple and highly operable. When surveying the crosshairs of a well, a suitable location can be selected based on the specific conditions of the construction site. The coordinates of the station can be calculated using the total station's resection function. Then, any point in any direction along any crosshair can be measured simultaneously. This allows for the real-time deployment of crosshair direction points or guidance for the installation of the derrick and well equipment.

[0026] 3. By adopting a double-ring redundant layout design, the limitations of traditional single-point / single-ring layout are broken through. The two main near-well points in the bedrock area of ​​the inner ring and the one to two auxiliary points in the topsoil area of ​​the outer ring form a double guarantee. The stability of the points is ensured by hammer test, avoiding the failure of the reference caused by construction disturbance.

[0027] 4. Innovatively, key parameters such as the shaft center, derrick, and hoist room are integrated into a single drawing, with the angle α between the crosshair and the coordinate system clearly marked. This solves the problems of scattered parameters and missed information in traditional drawings, achieving a comprehensive overview from a single drawing. The software automatically calculates the angle between the design crosshair and the X-axis of the coordinate system. When the shaft center coordinates change, the α value is automatically updated and synchronized to all related drawings. Furthermore, layer isolation technology is employed, with key parameters set as non-editable layers to prevent accidental operations; hyperlinks are added at parameter cross-references, allowing users to jump to the original data source when clicked.

[0028] 5. Using the center of the wellbore as the rotation center, a quaternion rotation algorithm is employed to rotate the coordinate system, avoiding the gimbal lock problem caused by Euler angle rotation. After rotation, the X / Y coordinates of the crosshair direction points remain constant, forming a digital baseline. Furthermore, a 7-parameter error model is constructed based on the least squares method, and the model parameters are fitted using measured data from 20 sets of control points, achieving a prediction accuracy of ±0.8mm.

[0029] 6. Breaking through the limitations of fixed station setups, real-time measurement can be conducted at any station within the crosshair line of sight, reducing the number of instrument movements and significantly shortening the single-point measurement time. It also supports dynamic construction verification. Immediately after station setup, the coordinates of the crosshair direction points are collected using a total station. The built-in software automatically compares these coordinates with theoretical values, and adjusts the total station's direction in real time if limits are exceeded, forming a closed loop of measurement, comparison, and correction, thus shortening the single-point measurement time. Attached Figure Description

[0030] To more clearly illustrate the technical solutions in the embodiments of this application or the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are only some embodiments of this application. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0031] Figure 1 This is a flowchart of the operation process of the present invention.

[0032] Figure 2 This refers to the on-site construction drawings involved in this invention.

[0033] Figure 3 This is a new construction drawing after rotational optimization according to the present invention.

[0034] Figure 4 This is a crosshair diagram of the wellbore obtained by the free station resection method of this invention.

[0035] In the diagram: 101, Initial near point one; 102, Initial near point two; 103, Initial near point three; 104, Initial near point four; 101', Rotated near point one; 102', Rotated near point two; 103', Rotated near point three; 104', Rotated near point four; 2, Shaft body; 301, Initial north-south crosshairs of the shaft; 302, Initial east-west crosshairs of the shaft; 301', Rotated north-south crosshairs of the shaft; 302', Rotated east-west crosshairs of the shaft; 4, Permanent derrick; 4', Rotated derrick; 5, Angle α between the shaft crosshairs and the coordinate system; 6, Total station. Detailed Implementation

[0036] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0037] A rapid and efficient measurement method for crosshair measurement in vertical shafts, such as... Figure 1 As shown, it includes the following steps:

[0038] S1. Establish near-well control points: Using the known high-precision control network, establish 3-4 near-well points at the construction site, ensuring line-of-sight between points, stability, and independence from construction interference. Four near-well points are established: Initial Near-Well Point 1 (101), Initial Near-Well Point 2 (102), Initial Near-Well Point 3 (103), and Initial Near-Well Point 4 (104). The control network connection is used to measure the coordinates and elevations of the near-well points, which are then plotted on the construction drawings as a reference for guiding the shaft excavation and installation.

[0039] Additional near-wellpoints were deployed using a double-ring method. The inner ring consisted of two main near-wellpoints for routine measurements, while the outer ring consisted of one or two auxiliary points for benchmark verification. The main near-wellpoints were located in exposed bedrock areas, and the auxiliary points were located in stable topsoil areas. The positional stability of the main near-wellpoints and auxiliary points was verified through a simple geological hammer test. The hammer test ensured that the control points were affected by construction disturbances by less than 3 mm.

[0040] Using the layout near well points as a comparison condition, the advantages of this invention compared to existing technologies are analyzed in detail, and the specific comparison table is as follows:

[0041] Table 1 Comparison of Near-Wellpoint Layout Schemes

[0042]

[0043] Based on Table 1 above, it can be concluded that the near-wellpoint layout of this scheme focuses on stability and redundancy assurance. A control point system combining main and auxiliary points is constructed through a double-ring layout method. The main points are selected in the bedrock exposed area to improve resistance to disturbance, while the auxiliary points are selected in the topsoil stable area for easy verification. The disturbance threshold is quantified by hammer testing. The entire process is controlled from site selection and layout to verification methods. At the same time, the redundancy design is achieved with 6-7 control points. It is clearly required that the points be visible to each other and not affected by construction. This completely solves the defects of the existing technology, such as single-point layout, arbitrary site selection, and susceptibility to disturbance, and provides stable and reliable benchmark support for subsequent measurements.

[0044] S2, Construction Drawing Optimization: Based on the design drawings, important parameters such as the center of the shaft body 2, the permanent derrick 4, the hoisting room, and the near-well point are drawn onto the construction drawings. The drawing parameters include the initial north-south crosshair 301, the initial east-west crosshair 302, and the angle α5 between the shaft crosshair in the digital drawing software and the coordinate system. The angle α5 between the shaft crosshair and the coordinate system is 15~17°.

[0045] Using the optimization of construction drawings as a comparison criterion, the advantages of this invention compared to existing technologies are analyzed in detail, and the specific comparison table is as follows:

[0046] Table 2 Comparison of Construction Drawing Optimization Methods

[0047]

[0048] Based on Table 2 above, it can be concluded that the optimization of the drawings in this scheme focuses on practicality and parameter linkage. For the first time, it integrates all key construction parameters such as the wellbore center, derrick, near-well point, and crosshairs, avoiding omissions caused by scattered parameter labeling. By quantifying the angle between the crosshairs and the coordinate system, it provides a clear basis for subsequent coordinate rotation calculations. Furthermore, the drawings are directly used as construction reference drawings, achieving seamless connection between design parameters and construction surveying. This overcomes the shortcomings of existing technical drawings, which are only for reference and disconnected from construction surveying, and significantly enhances the guiding value of the drawings for wellbore excavation and installation construction.

[0049] S3. Establish a new construction coordinate system: Measure the angle α5 between the crosshairs of the design shaft and the coordinate system on the digital mapping software. Rotate the overall construction drawings around the center point of the shaft by an angle α, so that the crosshairs of the shaft are parallel or coincident with the X and Y axes of the coordinate system. Rotate the shaft body 2, permanent derrick 4, initial near-wellpoint 101, initial near-wellpoint 2 102, initial near-wellpoint 3 103, and initial near-wellpoint 4 104 in the construction drawings counterclockwise by α° with the center of shaft body 2 as the rotation center. After rotating the construction drawings counterclockwise by α°, the initial north-south crosshair 301 of the shaft will coincide with the north X-axis of the coordinate system. After rotating the construction drawings counterclockwise by α°, the initial east-west crosshair 302 of the shaft will coincide with the east-west Y-axis of the coordinate system. The rotation will result in the rotated north-south crosshair 301' and the rotated east-west crosshair 302' of the shaft. The rotation will give the near-wellpoints new coordinate values, which are the rotated near-wellpoint 101', rotated near-wellpoint 2 102', rotated near-wellpoint 3 103', and rotated near-wellpoint 4 104', respectively. The rotation of permanent derrick 4 will give the coordinates of the rotated derrick 4'.

[0050] The coordinates of the center point of the shaft body 2 in the construction drawings remain unchanged. The crosshairs of the shaft coincide with or are parallel to the X and Y axes of the coordinate system in the construction drawings. After rotation, the Y coordinate value of all points on the north-south crosshair 301' of the shaft is set to 593742.425, and the X coordinate value of all points on the east-west crosshair 302' of the shaft is set to 451594.808. All construction elements in the construction drawings are assigned new coordinate values ​​after rotation, and the relative positional relationships of all construction elements remain unchanged compared to the original construction drawings. An error compensation model is established for the construction coordinate system. During the rotation of the construction drawings, the least squares method is introduced for coordinate system fitting. The least squares method is used to ensure that the coordinate values ​​of the direction points on the north-south crosshair 301' and the east-west crosshair 302' of the shaft remain constant after rotation.

[0051] Using the establishment of a construction coordinate system as a comparison criterion, the advantages of this invention compared to existing technologies are analyzed in detail, as shown in the following comparison table:

[0052] Table 3 Comparison of Construction Coordinate System Establishment

[0053]

[0054] Based on Table 3 above, it can be concluded that this scheme aims for accurate and error-controllable coordinate system construction. By rotating the wellbore center by α° to align the crosshairs with the coordinate axes, the coordinate calculation logic is simplified, eliminating conversion errors caused by oblique coordinate systems. An innovative design for crosshair coordinate settings enables real-time and intuitive verification of measurement data. The introduction of a least-squares fitting and error compensation model actively corrects system errors while ensuring the relative positions of all construction elements remain unchanged. This solves the problems of displacement during coordinate transformation and the lack of dedicated error control methods in existing technologies, thus constructing a high-precision and controllable construction coordinate system.

[0055] S4. Obtain the coordinates of the new near-wellpoints and the crosshairs of the well shaft: At this time, the coordinate value of any point in the direction of the crosshairs of the well shaft will remain a constant X or Y value. Set up a total station at a position where both the north-south crosshair 301' and the east-west crosshair 302' of the well shaft are visible after rotation. Input the three-dimensional coordinates of the four near-wellpoints after rotation (101', 102', 103', and 104') into the total station. Set up backsight prisms at the four near-wellpoints after rotation (101', 102', 103', and 104'). Measure the three-dimensional coordinates of the station site using the back intersection measurement principle of the total station and the backsight prisms.

[0056] S5. Setting up a total station using the free-station resection method: This method allows for real-time measurement of the wellbore crosshairs. By inputting the newly acquired near-well point and wellbore center coordinates into the instrument, and using the free-station resection method to set up the total station, any point along the wellbore crosshair direction can be measured in real-time. Using the total station's measurement function, measure a point on the north-south crosshair 301' of the rotated wellbore. The measured point must satisfy the condition that its Y coordinate value is a constant 593742.425. This point is the direction point on the north-south crosshair 301' of the rotated wellbore. Similarly, using the total station's measurement function, measure a point on the east-west crosshair 302' of the rotated wellbore. The measured point must satisfy the condition that its X coordinate value is a constant 451594.808. This point is the direction point on the east-west crosshair 302' of the rotated wellbore.

[0057] Using the measurement station setting method as a comparison condition, the advantages of this invention compared with the prior art are analyzed in detail. The specific comparison table is as follows:

[0058] Table 4 Comparison of Measurement Station Setup Methods

[0059]

[0060] Based on Table 4 above, it can be concluded that this measurement station setup scheme highlights flexibility and efficiency. Employing the free-station resection method, stations can be set up arbitrarily within the crosshair's line-of-sight area, breaking through the location limitations of fixed station setups in existing technologies and adapting to complex construction sites. By inputting new coordinates of the near-wellpoint, real-time measurement of any point on the crosshair can be achieved, reducing the number of instrument relocations and calibrations, and shortening measurement time. Using the crosshair coordinates as the measurement verification standard, the validity of the data is judged in real time, avoiding erroneous data guiding construction. Simultaneously, it eliminates the need for manual coordinate conversion, reducing the skill requirements of operators and human error, comprehensively improving the efficiency and accuracy of wellbore crosshair measurement.

[0061] Finally, it should be noted that the above are merely preferred embodiments of the present invention and are not intended to limit the present invention. Although the present invention has been described in detail with reference to the foregoing embodiments, those skilled in the art can still modify the technical solutions described in the foregoing embodiments or make equivalent substitutions for some of the technical features. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of the present invention should be included within the protection scope of the present invention.

Claims

1. A rapid and efficient measurement method for crosshair measurement in vertical shafts, characterized in that, Specifically, the steps include the following: S1. Arrange near-well control points: Conduct traverse surveys from the known high-precision control network, and set up 3-4 near-well points at the construction site to ensure that the points are visible to each other, stable, and unaffected by construction. S2, Construction drawing optimization: Based on the design drawings, important parameters such as the center of the shaft body (2), the permanent derrick (4), the hoisting room, and the near-well point are drawn on the construction drawings; S3, establish a new construction coordinate system: measure the angle α between the crosshair of the design shaft and the coordinate system on the digital mapping software (5), rotate the overall construction drawings with the center point of the shaft as the rotation angle α, so that the crosshair of the shaft is parallel or coincident with the X-axis and Y-axis of the coordinate system; S4, obtain the new near point and the coordinates of the wellbore crosshairs: at this time, the coordinate value of any point in the direction of the wellbore crosshairs will remain a constant X or Y value. S5, Setting up a total station using the free station resection method: Real-time measurement of the wellbore crosshairs. Input the newly acquired near-well point and wellbore center coordinates into the instrument, and set up the total station using the free station resection method. This allows for real-time measurement of any point in the direction of the wellbore crosshairs.

2. The measurement method for rapid and efficient measurement of crosshairs in a vertical shaft as described in claim 1, characterized in that: In step S1, four near-well points are arranged, namely initial near-well point one (101), initial near-well point two (102), initial near-well point three (103) and initial near-well point four (104). The control network is used to measure the coordinates and elevations of the near-well points, and the coordinates and elevations of the near-well points are drawn on the construction drawings as a reference for guiding the excavation and installation of the well shaft.

3. The measurement method for rapid and efficient measurement of crosshairs in a vertical shaft as described in claim 2, characterized in that: In step S2, the drawing parameters include the initial north-south crosshair (301), the initial east-west crosshair (302), and the angle α (5) between the crosshair in the digital drawing software and the coordinate system. The angle α (5) between the crosshair and the coordinate system is 15~17°.

4. The measurement method for rapid and efficient measurement of crosshairs in a vertical shaft as described in claim 3, characterized in that: In step S3, the well body (2), permanent derrick (4), initial near-well point one (101), initial near-well point two (102), initial near-well point three (103), and initial near-well point four (104) in the construction drawings are rotated counterclockwise by α° with the center of the well body (2) as the rotation center. After the construction drawings are rotated counterclockwise by α°, the north-south crosshair (301) of the initial well body will coincide with the north X-axis of the coordinate system. After the construction drawings are rotated counterclockwise by α°, the east-west crosshair (302) of the initial well body will coincide with the north X-axis of the coordinate system. The rotation will coincide with the east-west Y-axis of the coordinate system. The rotation will result in the north-south crosshair (301') and the east-west crosshair (302') of the wellbore after rotation. The rotation will give the near-well point new coordinate values. The new coordinate values ​​of the near-well point are the near-well point one (101'), the near-well point two (102'), the near-well point three (103'), and the near-well point four (104') after rotation. The rotation of the permanent derrick (4) will give the coordinate point of the derrick (4') after rotation.

5. The measurement method for rapid and efficient measurement of crosshairs in a vertical shaft as described in claim 4, characterized in that: The coordinate position of the center point of the shaft body (2) in the construction drawings remains unchanged. The crosshairs of the shaft coincide with or are parallel to the X-axis and Y-axis of the coordinate system of the construction drawings. The coordinate value Y of all points on the north-south crosshair (301') of the shaft after rotation is set to 593742.

425. The coordinate value X of all points on the east-west crosshair (302') of the shaft after rotation is set to 451594.

808. All construction elements in the construction drawings after rotation are assigned new coordinate values. The relative positional relationship of all construction elements remains unchanged compared to the original construction drawings.

6. The measurement method for rapid and efficient measurement of crosshairs in a vertical shaft as described in claim 5, characterized in that: In step S4, a total station is set up at a location where both the north-south crosshair (301') and the east-west crosshair (302') of the rotated shaft are visible. The three-dimensional coordinates of the first (101'), second (102'), third (103'), and fourth (104') of the rotated shaft are input into the total station. Backsight prisms are set up at each of the four locations. The three-dimensional coordinates of the station are measured using the back intersection measurement principle of the total station and the backsight prisms.

7. The measurement method for rapid and efficient measurement of crosshairs in a vertical shaft as described in claim 6, characterized in that: In step S5, the total station's measurement function is used to measure a point on the north-south crosshair (301') of the rotated shaft. The measured point must satisfy the condition that the coordinate value Y of the point is a constant value of 593742.

425. This point is a direction point on the north-south crosshair (301') of the rotated shaft. The total station's measurement function is also used to measure a point on the east-west crosshair (302') of the rotated shaft. The measured point must satisfy the condition that the coordinate value X of the point is a constant value of 451594.

808. This point is a direction point on the east-west crosshair (302') of the rotated shaft.

8. The measurement method for rapid and efficient measurement of crosshairs in a vertical shaft as described in claim 5, characterized in that: An error compensation model is established for the construction coordinate system. During the rotation of the construction drawings, the least squares method is introduced for coordinate system fitting. The least squares method is used to ensure that the coordinate values ​​of the direction points of the north-south crosshair (301') and the east-west crosshair (302') of the well shaft remain constant after rotation.

9. The measurement method for rapid and efficient measurement of crosshairs in a vertical shaft as described in claim 1, characterized in that: Additional well points are deployed using a double-ring deployment method. The inner ring has two main well points for daily measurements, and the outer ring has one or two auxiliary points for benchmark verification. The main well points are selected in the bedrock exposed area, and the auxiliary points are selected in the topsoil stable area. The positional stability of the main well points and auxiliary points is verified by a simple geological hammer test. The hammer test ensures that the control points are affected by construction disturbance by less than 3 mm.

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