A measuring method for precise transfer of super-deep shaft elevation

Abstract

The application relates to a measuring method for precision transfer of super-deep shaft elevation, which comprehensively considers the measuring operation environment in the whole elevation transfer process of the super-deep shaft, adopts two total stations erected at different layer height points of the shaft to perform synchronous and opposite observation, and uses a temporary hoisting hole of the shaft as an elevation transfer path, so that the error can be effectively weakened, and the precision and reliability of the elevation transfer result are ensured. The application has the characteristics of low measuring operation strength, high result precision and the like, and has obvious advantages in the elevation transfer operation of the super-deep shaft, and has positive significance for improving engineering quality and work efficiency.

Description

Technical Field

[0001] This invention relates to the field of precision elevation transfer measurement technology for ultra-deep vertical shafts, and more specifically to a measurement method for precision elevation transfer in ultra-deep vertical shafts. Background Technology

[0002] With the continuous development of underground space and the constant improvement of construction technology, the excavation depth of underground space is constantly breaking records. In underground engineering construction, underground elevation points can be used for elevation control of underground structure construction, guiding tunnel excavation along the design elevation, etc., especially in the installation of some underground equipment, where the absolute elevation requirements for equipment installation are very high. Therefore, in ultra-deep vertical shafts, how to reliably transfer the ground elevation to the underground is particularly important.

[0003] Currently, the main methods for transferring ground elevation to underground include: the suspended steel tape method, the electromagnetic wave ranging trigonometric leveling method, the electromagnetic wave ranging zenith distance method, and leveling. The suspended steel tape method involves suspending a steel tape in a shaft and using traditional leveling techniques to transfer ground elevation to the underground. However, the accuracy of the transferred elevation is directly affected by factors such as the marking error of the steel tape, temperature, humidity, tension, and the self-weight of the steel tape. Although the observation results can be corrected using formulas, insufficient correction often leads to reduced accuracy, especially in ultra-deep shafts. The electromagnetic wave ranging trigonometric leveling method uses a total station to measure the elevation difference between two targets and transfers the elevation through multiple stations within the shaft. It can be divided into single-trip and double-trip elevation difference measurements. While single-trip elevation difference measurement can quickly transfer elevation to the ground, it is greatly affected by atmospheric vertical refraction, resulting in low and unstable accuracy. Double-trip elevation difference measurement is more accurate than single-trip measurement, but both the instrument and target need to be aligned, and the height of the alignment point from the instrument or target center needs to be measured at each station. Moreover, the measured distance is not a vertical distance. Since there are many stations in the process of transferring elevation through the shaft, cumulative errors occur, thus reducing the accuracy of the results. The electromagnetic wave ranging zenith distance method and the leveling method both obtain relatively good accuracy, but they are greatly limited by construction conditions. In the early and middle stages of shaft construction, it is almost impossible to carry out the measurement.

[0004] In general, traditional methods of elevation transfer via vertical shafts are subject to certain limitations, especially in ultra-deep shafts, where the limitations are even greater and cannot meet the current demand for high precision and ultra-deep elevation. Summary of the Invention

[0005] This invention addresses the shortcomings of existing elevation transfer measurement methods in ultra-deep vertical shafts, providing a new method for precise elevation transfer in such shafts. This method is less constrained by conditions, simple to operate, requires less intensive measurement work, and yields high accuracy and reliability. By using two total stations for synchronous, opposing observations and fully considering the measurement environment, measurement errors are effectively reduced, ensuring the accuracy and reliability of the elevation transfer results. This has significant implications for improving project quality and work efficiency.

[0006] To achieve the above objectives, the technical solution of the present invention is: a measurement method for precise elevation transfer in ultra-deep vertical shafts. During the entire elevation transfer process in ultra-deep vertical shafts, the measurement operation environment is comprehensively considered. Two total stations set up at different heights in the shaft are used for synchronous counter-observation. The temporary hoisting hole in the shaft is used as the elevation transfer path, which can effectively reduce errors and ensure the accuracy and reliability of the elevation transfer results.

[0007] The measurement method includes the following specific steps:

[0008] 1) Observation prisms are installed on the upper part of the handles of the two total stations used for precise elevation transfer in ultra-deep vertical shafts;

[0009] 2) Use thermometers, hygrometers and barometers to observe the measurement environment, record the temperature, humidity and air pressure during the measurement operation, and input them into the two total stations respectively;

[0010] 3) Use two total stations to accurately measure the vertical distance from the center of the horizontal axis of each total station to the center of the prism at the top of the handle; set up the total stations at points A and B, which are about 10m apart on a flat ground, and after accurately leveling the total stations, the two total stations conduct synchronous observations in opposite directions to obtain the vertical distance from the center of the horizontal axis of each total station to the center of the prism at the top of the handle.

[0011] 4) Using the temporary hoisting hole in the shaft as the elevation transfer path, the first total station was set up at the edge of the shaft on the ground floor, and the second total station was set up at the bottom slab of the shaft's first basement level. After both total stations completed precise leveling, the first total station observed the known elevation points on the ground edge of the shaft. The observation was conducted using both direct and inverted mirrors, with two rounds of elevation difference measurement, and four readings per round.

[0012] 5) After the first total station finishes observing the known elevation points on the ground around the shaft, the first and second total stations will conduct synchronous observations in opposite directions. The first total station will aim at the prism on the upper part of the handle of the second total station, and the second total station will aim at the prism on the upper part of the handle of the first total station. The elevation difference will be observed synchronously. The observation will be conducted using both upright and inverted mirrors. The elevation difference will be measured in two rounds, with four readings per round.

[0013] 6) After the observation in step 5) is completed, the second total station set up at the bottom of the first basement level of the shaft will not be moved, while the first total station set up at the edge of the shaft will be moved to the bottom of the second basement level of the shaft and the leveling will be completed; repeat step 5) to conduct synchronous counter-observation.

[0014] 7) Repeat step 6) until one of the total stations is set up on the bottom plate of the nth level of the shaft. After the total station set up on the nth level and another total station on the n-1th level complete the reciprocating observation, observe the unknown elevation points set up on the nth level underground. Use both direct and inverted mirrors for observation, measure the elevation difference in two rounds, and take 4 readings for each round. At this point, all the previous observations are completed.

[0015] 8) The total station set up on level -n is swapped with another total station set up on level -n-1, and precise leveling is completed. The total station set up on level -n observes the unknown elevation points located on level -n. During the observation, both direct and inverted observations are used. The elevation difference is measured in two rounds, with 4 readings per round.

[0016] 9) After the total station set up on level -n completes its observations of the unknown underground elevation points on level -n, the total station set up on level -n and the total station on level -n-1 will conduct synchronous opposing observations. The level -n total station will aim at the prism on the upper part of the handle of the level -1 total station, and the level -1 total station will aim at the prism on the upper part of the handle of the level -n total station. The elevation difference will be observed synchronously, using both upright and inverted mirrors. The elevation difference will be measured in two rounds, with four readings per round.

[0017] 10) After the observation in step 9) is completed, the total station set up on the -n-1 level does not need to be moved, while the total station on the -n level is moved to the -n-2 level and the leveling is completed precisely. Repeat step 9) until one of the two total stations is set up on the ground side of the shaft. After the two total stations have completed the observation in opposite directions, the total station set up on the ground side of the shaft observes the known elevation points on the ground side of the shaft. The observation is conducted using both direct and inverted mirrors. The elevation difference is measured in two rounds, with 4 readings per round. At this point, the entire return observation is completed.

[0018] 11) After completing all observations for both the outward and return journeys, repeat step 3) to measure the vertical distance from the center of the horizontal axis of the two total stations to the center of the prism at the top of the handle again, and take the average of the two measurements before and after the measurement as the final value to participate in the final result calculation.

[0019] 12) Based on all field observation data, perform indoor data processing to obtain the elevation of unknown underground elevation points.

[0020] Furthermore, in step 1), both total stations used have dual-axis tilt compensation function. After the prism on the upper part of the total station handle is installed, the center of the prism coincides with the vertical axis of the total station by less than ±1mm, and the prism can be freely rotated 360°.

[0021] Furthermore, in step 2), meteorological observations were conducted, with temperature measured to 1°C, humidity to 1%, and air pressure to 1 hPa.

[0022] Furthermore, in steps 4) and 10), when the total station set up at the edge of the shaft observes the known elevation point of the shaft edge, the distance between the total station set up at the edge of the shaft and the known elevation point of the shaft edge should be less than 15 meters, and the elevation angle should not be greater than ±15°.

[0023] Furthermore, in steps 7) and 8), when the total station set up on the negative n-level floor observes the unknown underground elevation points located on the negative n-level floor, the distance between the total station set up on the negative n-level floor and the unknown underground elevation points on the negative n-level floor should be less than 15 meters, and the elevation angle should not be greater than ±15°.

[0024] Furthermore, in steps 5) to 7) and steps 9) to 10), when the two total stations are observing each other, the pitch angle between the two total stations should not be greater than ±30°.

[0025] The beneficial effects of this invention are:

[0026] By adopting the above technical solution, the surveying environment was comprehensively considered during the entire elevation transfer process in the ultra-deep vertical shaft. Two total stations were used for simultaneous counter-observation, effectively reducing errors and ensuring the accuracy and reliability of the elevation transfer results. This has positive significance for improving project quality and work efficiency. Attached Figure Description

[0027] Figure 1 A schematic diagram showing the prism mounted on the upper part of the handle of the total station used in the measurement method for precise elevation transfer of ultra-deep vertical shafts according to the present invention.

[0028] Figure 2 This is a schematic diagram of the elevation transfer process in an ultra-deep vertical shaft using the measurement method for precise elevation transfer of the present invention.

[0029] Figure 3 This is a flowchart illustrating the elevation transfer process in an ultra-deep vertical shaft using the measurement method of the present invention for precise elevation transfer. Detailed Implementation

[0030] The implementation method of the present invention will be further described in detail below with reference to the accompanying drawings. However, it should not be construed that the above content of the present invention is limited to the following implementation examples. All modifications and improvements to the technical solution of the present invention fall within the protection scope defined by the claims of the present invention.

[0031] like Figure 1 , Figure 2 , Figure 3As shown, the present invention provides a measurement method for precise elevation transfer in ultra-deep vertical shafts, which specifically includes the following steps:

[0032] 1) Observation prisms are installed on the upper part of the handles of the two total stations used for precise elevation transfer in ultra-deep vertical shafts. Figure 1 As shown in Figure 1;

[0033] 2) Use thermometers, hygrometers and barometers to observe the measurement environment, record the temperature, humidity and air pressure during the measurement operation, and input them into the two total stations respectively;

[0034] 3) Use two total stations to precisely measure the vertical distance from the center of the horizontal axis of each total station to the center of the prism at the top of the handle. Simultaneously set up the total stations at points A and B, approximately 10m apart on relatively flat ground. After precise leveling of the total stations, conduct simultaneous observations from opposite directions using both total stations, obtaining the vertical distance from the center of the horizontal axis of each total station to the center of the prism at the top of the handle. Figure 1 The vertical distance between points 1 and 2;

[0035] 4) Using the temporary hoisting hole in the shaft as the elevation transfer path, the first total station is set up at position Z1 on the ground surface of the shaft, and the second total station is set up at position Z2 on the bottom slab of the shaft's first basement level. After both total stations have completed precise leveling, the total station at position Z1 observes the known elevation point BM1 on the ground surface of the shaft. The distance between the total station at position Z1 and the known elevation point BM1 should be less than 15 meters, and the elevation angle should not exceed ±15°. Observations are conducted using both upright and inverted lenses, with two rounds of elevation difference measurement, and four readings per round.

[0036] 5) After the total station at position Z1 completes its observation of the known elevation point BM1 on the ground near the shaft, the total station at positions Z1 and Z2 shall conduct synchronous observations in opposite directions. During synchronous observations, the elevation angle between the total station at positions Z1 and Z2 shall not exceed ±30°. The total station at position Z1 shall aim at the center of the prism on the upper part of the handle of the total station at position Z2, and the total station at position Z2 shall aim at the center of the prism on the upper part of the handle of the total station at position Z1. The elevation difference shall be observed synchronously, using both upright and inverted mirrors. The elevation difference shall be measured in two rounds, with four readings per round.

[0037] 6) After the observation in step 5) is completed, the total station set up at position Z2 is moved without being moved. The total station set up at position Z1 is moved to position Z3 on the bottom slab of the second basement level of the shaft, and precise leveling is completed. The total station at position Z2 and position Z3 conduct synchronous observations facing each other. During synchronous observations facing each other, the elevation angle between the total stations should not exceed ±30°. The total station at position Z2 aims at the center of the prism on the upper part of the handle of the total station at position Z3, and the total station at position Z3 aims at the center of the prism on the upper part of the handle of the total station at position Z2. The elevation difference is observed synchronously. The observation is conducted using both upright and inverted mirrors. The elevation difference is measured in two rounds, with four readings per round.

[0038] 7) Repeat step 6) until one of the total stations is installed on the bottom slab Z of the nth level of the shaft. n Location, erected at Z n The total station at the location and Z (n-1) At the location, total station observations should be conducted in a counter-directional manner. During simultaneous counter-directional observations, the elevation and depression angles between total stations should not exceed ±30°. After the counter-directional observations are completed, the equipment set up at Z... n The total station at location Z observes point BM2, an underground point with an unknown elevation, located on level n below ground. n The distance between the station at the current location and the unknown elevation point BM2 on the negative n-level underground should be less than 15 meters, and the elevation angle should not exceed ±15°. Observations are conducted using both direct and inverted mirrors, with two rounds of elevation difference measurements taken, and four readings per round. At this point, all previous observations are complete.

[0039] 8) The structure will be installed at Z n The total station at the location and Z (n-1) The entire station was repositioned and precisely leveled. Erected at Z... n The total station at location Z observes point BM2, an underground point with an unknown elevation, located on level n below ground. n The distance between the station at the location and the unknown underground elevation point BM2 on the nth level should be less than 15 meters, and the elevation angle should not exceed ±15°. Observations should be conducted using both upright and inverted mirrors, with two rounds of elevation difference measurements taken, and four readings per round.

[0040] 9) Erected on the negative nth floor Z n The total station at the location and the Z-level at the -n-1 level (n-1) At the location, the total station should conduct synchronous, opposing observations. During synchronous, opposing observations, the elevation and depression angles between the total stations should not exceed ±30°. n The total station is aimed at Z at the location. (n-1) The position is at the center of the prism above the total station handle, Z. (n-1) The total station is aimed at Z at the location. n At the center of the prism above the total station handle, the elevation difference is observed simultaneously. The observation is performed using both the upright and inverted mirrors. The elevation difference is measured in two rounds, with four readings per round.

[0041] 10) After the observation in step 9) is completed, set up the equipment on layer Z at level -n-1. (n-1) The total station at the location does not need to be moved; basement level Z. nMove the total station from the initial location to level -n-2 and complete precise leveling. Repeat step 9) until one of the two total stations is set up at position Z1 on the shaft edge. The total station at position Z1 and the total station at position Z2 conduct opposing observations. During synchronous opposing observations, the elevation angle between the total stations should not exceed ±30°. After completing the observation, the total station at position Z1 on the shaft edge observes the known elevation point BM1 on the shaft edge. The distance between the total station at position Z1 and the known elevation point BM1 on the shaft edge should be less than 15 meters, and the elevation angle should not exceed ±15°. Observations are conducted using both direct and inverted views, with two rounds of height difference measurement, and four readings per round. At this point, the entire return observation is complete.

[0042] 11) After completing all observations for both the outward and return journeys, repeat step 3) to measure the vertical distance from the center of the horizontal axis of both total stations to the center of the prism at the top of the handle again. Figure 1 The vertical distance between points 1 and 2;

[0043] 12) Based on all field observation data, perform indoor data processing to obtain the elevation of the unknown underground elevation point BM2.

[0044] Preferably, both total stations used in step 1) have dual-axis tilt compensation function, but there are no restrictions on whether the two total stations are of the same brand or model; after the prism on the upper part of the total station handle is installed, the center of the prism coincides with the vertical axis of the total station by less than ±1mm, and the prism can be freely rotated 360°; there are no restrictions on the built-in constants of the instrument and the prism constant, and the absolute constant can be determined according to the specific built-in constants of the instrument and the prism constant during the measurement operation;

[0045] Preferably, in step 2), the meteorological observations include temperature measured to 1°C, humidity measured to 1%, and air pressure measured to 1 hPa.

[0046] Preferably, the vertical distance from the center of the horizontal axis of the two total stations to the center of the prism above the handle, collected in steps 3) and 11), Figure 1 The vertical distance between points 1 and 2 is taken as the average of the two measurements and used in the final data calculation.

[0047] Preferably, the average of the opposing observation elevation differences collected in steps 5), 6), 7), 9), and 10) is used in the final result calculation, and all are calculated to the position of the instrument's horizontal axis center. For example: let h1 be the vertical distance from the center of the total station's horizontal axis to the center of the prism on the handle at position Z1, and h2 be the vertical distance from the center of the total station's horizontal axis to the center of the prism on the handle at position Z2. The opposing observation elevation differences between the total station at position Z1 and the total station at position Z2 are Δh and Δh, respectively. 1-2 and △h 2-1 Calculate the elevation difference Δh between the center position of the total station's horizontal axis at position Z1 and the center position of the total station's horizontal axis at position Z2 using the following formula:

[0048] △h=[(△h 1-2 -h2)-(△h 2-1 -h1)] / 2

[0049] Preferably, step 12) calculates the elevation of the unknown underground elevation point BM2. The elevation differences of each station are summed to obtain the elevation difference between the known ground elevation point BM1 and the unknown underground elevation point BM2. The elevation difference between the known elevation point BM1 and the unknown elevation point BM2 is taken as the forward distance Δh. BM1-BM2 and return trip △h BM2-BM1 Mean △h BM1-BM2(均) The final elevation difference is used as the criterion for accuracy assessment, and the discrepancy between the elevation differences of the forward and return journeys is taken as the indicator. Let the elevation differences between each station be Δh. 1-2 , △h 2-3 ……△h (n-1)-n The elevation difference between the center of the total station's horizontal axis at position Z1 and BM1 is Δh. 1-BM1 The elevation difference between the center of the total station's horizontal axis at location Zn and BM2 is Δh. Zn-BM2 The elevation of elevation point BM1 is known to be H. BM1 The elevation of the unknown underground point BM2 is H. BM2 Then calculate the unknown underground elevation point H according to the following formula. BM2 Elevation and accuracy assessment f h .

[0050] △h BM1-BM2 =-△h 1-BM1 +△h 1-2 +△h 2-3 +……+△h (n-1)-n +△h Zn-BM2

[0051] △h BM2-BM1 =-△h BM2-Zn +△h n-(n-1) +……+△h 3-2 +△h 2-1 +△h 1-BM1

[0052] △h BM1-BM2(均) =(△h) BM1-BM2 -△h BM2-BM1 ) / 2

[0053] H BM2 =H BM1 +△h BM1-BM2(均)

[0054] f h =△h BM1-BM2 +△h BM2-BM1

[0055] f hThe smaller the value, the higher the observation accuracy; the theoretical value is 0.

[0056] In summary, by comprehensively considering the surveying environment and employing two total stations for simultaneous counter-observation during elevation transfer via vertical shafts, errors are effectively reduced, ensuring the accuracy and reliability of the elevation transfer results. This approach is particularly effective in ultra-deep vertical shafts. It has significant positive implications for improving project quality and work efficiency.

Claims

1. A surveying method for precision transfer of super deep shaft elevation, characterized in that: In the process of height transfer in the whole elevation of super-deep shaft, the measurement environment is comprehensively considered, two total stations are erected at different height points of the shaft to perform synchronous and opposite observation, and the temporary hoisting hole of the shaft is used as the height transfer path, which can effectively weaken the error and ensure the accuracy and reliability of the height transfer results. The method comprises the following specific steps: 1) The upper part of the handle of the two total stations used for precise height transfer of super-deep shaft is installed with observation prism; 2) The temperature, humidity and air pressure during measurement are observed by using thermometer, hygrometer and barometer, and are input into the two total stations respectively; 3) The vertical distance from the horizontal axis center of each total station to the center of the upper part of the handle prism is accurately measured by using the two total stations; after the total stations are accurately leveled at A point and B point which are about 10 m apart on the flat ground, the two total stations perform synchronous and opposite observation to obtain the vertical distance from the horizontal axis center of each total station to the center of the upper part of the handle prism; 4) The temporary hoisting hole of the shaft is used as the height transfer path, the first total station is erected at the shaft ground well, and the second total station is erected at the bottom plate of the minus one layer of the shaft; after the two total stations are accurately leveled, the first total station observes the known height point on the shaft ground, and the forward and reverse mirrors are used for observation, and the height difference of two measuring rounds is measured, and the reading is taken 4 times for each measuring round; 5) After the observation of the first total station on the known height point on the shaft ground is completed, the first total station and the second total station perform synchronous and opposite observation, the first total station aims at the upper part of the handle prism of the second total station, the second total station aims at the upper part of the handle prism of the first total station, and the height difference is synchronously observed, the forward and reverse mirrors are used for observation, the height difference of two measuring rounds is measured, and the reading is taken 4 times for each measuring round; 6) After the observation in step 5) is completed, the second total station erected at the bottom plate of the minus one layer of the shaft is not moved, the first total station erected at the shaft ground well is moved to the bottom plate of the minus two layer of the shaft, and is accurately leveled, and the synchronous and opposite observation in step 5) is repeated; 7) Step 6) is repeated until one total station is erected at the bottom plate of the minus n layer of the shaft, the total station erected at the minus n layer and the other total station erected at the minus n-1 layer complete opposite observation, and the underground unknown height point arranged at the minus n layer is observed, the forward and reverse mirrors are used for observation, the height difference of two measuring rounds is measured, and the reading is taken 4 times for each measuring round; at this time, the whole forward observation is completed; 8) The total station erected at the minus n layer and the other total station erected at the minus n-1 layer are interchanged, and are accurately leveled, and the total station erected at the minus n layer observes the underground unknown height point arranged at the minus n layer, the forward and reverse mirrors are used for observation, the height difference of two measuring rounds is measured, and the reading is taken 4 times for each measuring round. 9) after the observation of the unknown underground elevation point on the negative n layer by the negative n layer total station, the negative n layer total station and the negative n-1 layer total station are synchronously observed, the negative n layer total station aims at the upper prism of the handle of the n-1 layer total station, the n-1 layer total station aims at the upper prism of the handle of the negative n layer total station, and the height difference is synchronously observed, the positive and negative mirrors are used for observation, the height difference is measured twice, and the reading is read 4 times each time; 10) after the observation of step 9) is completed, the negative n-1 layer total station is not moved, the negative n layer total station is moved to the negative n-2 layer, and accurate leveling is completed, step 9) is repeated, until one of the two total stations is arranged at the edge of the vertical shaft ground well, after the observation of the two total stations, the total station arranged at the edge of the vertical shaft ground well is observed, the positive and negative mirrors are used for observation, the height difference is measured twice, and the reading is read 4 times each time, at this time, the whole observation of the return journey is completed; 11) after the whole observation of the return journey is completed, step 3) is repeated, the vertical distance between the horizontal axis center of the two total stations and the upper prism center of the handle is measured again, and the average value of the two times before and after the measurement is taken as the final value for the final result calculation; 12) according to the whole observation data, the data processing is carried out, and the elevation of the unknown underground elevation point is obtained.

2. The method for precision transfer of super deep shaft elevation according to claim 1, characterized in that: The two total stations used in step 1) have a double-axis tilt compensation function, the center of the upper prism of the handle of the total station is less than ±1mm after installation, and the prism can be freely turned 360°.

3. The method of surveying for precision transfer of super deep shaft elevation according to claim 1, wherein: In step 2), the temperature is measured to 1℃, the humidity is measured to 1%, and the air pressure is measured to 1hpa.

4. The method of surveying for precision transfer of super deep shaft elevation according to claim 1, wherein: In steps 4) and 10), when the total station arranged at the edge of the vertical shaft ground well is observed, the distance between the total station arranged at the edge of the vertical shaft ground well and the known elevation point on the ground of the vertical shaft edge should be less than 15 meters, and the elevation angle should be less than ±15°.

5. The method of surveying for precision transfer of super deep shaft elevation according to claim 1, wherein: In steps 7) and 8), when the total station arranged on the negative n layer is observed, the distance between the total station arranged on the negative n layer and the unknown underground elevation point on the negative n layer should be less than 15 meters, and the elevation angle should be less than ±15°.

6. The method of surveying for precision transfer of super deep shaft elevation according to claim 1, wherein: In steps 5) to 7) and steps 9) to 10), when the two total stations are observed, the elevation angle between the two total stations should be less than ±30°.

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