CAP1400 nuclear power station new fuel vertical elevator rail installation and measurement method

Abstract

The invention discloses a CAP1400 nuclear power station new fuel vertical elevator rail installation and measurement method, and relates to the field of nuclear power station installation. According to the installation and measurement method, the installation precision requirement of a new fuel vertical elevator track is ensured, a unified calculated space three-dimensional control point is utilized, the method of multi-point positioning and multiple observation stations is adopted, the instrument is positioned through the three-dimensional control point, and then operations such as optimal fitting conversion are executed to complete final positioning of the laser tracker. And high-precision track measurement is completed according to the positioning data. The laser tracker, the cylindrical pin target seat and the target ball are used for monitoring the new fuel vertical elevator track in the whole process in the new fuel vertical elevator track installation process, the track is guided to be adjusted and installed according to the monitoring result, it is guaranteed that the track installation precision is controlled, the safety quality is controlled, and finally the new fuel vertical elevator track installation precision meets the design requirement. When the method is used for mounting and measuring the new fuel vertical elevator track, the safety performance is good, and the mounting precision is high.

Description

Technical Field

[0001] The present invention relates to the technical field of nuclear power plant construction and installation, and in particular to a method for measuring the installation of a new fuel vertical elevator track for a CAP1400 nuclear power plant. Background Art

[0002] The new fuel vertical elevator track is located in room 12563 of the auxiliary building's CA20 module (spent fuel pool). The track is installed on the pre-embedded plate in the spent fuel pool wall and secured by welding. The track's bottom elevation is -1.735m, and the top elevation is 12.650m. The entire track is composed of three sections: upper, middle, and lower. The track is 14.385m long. The track's straightness is less than 1mm along its entire length. The track span, L, is 295±1mm. The parallelism tolerance of the track's e and f surfaces is 1mm, and the perpendicularity deviation between the track surface and the horizontal plane does not exceed 2mm. To meet the track's installation requirements, it must be measured during installation. However, based on the technical requirements for installation, conventional measurement methods and instruments (direct measurement using a ruler) cannot meet the track installation accuracy requirements, resulting in large track installation errors and impacting subsequent operations.

[0003] Based on this, a new fuel vertical elevator track installation measurement method is urgently needed to complete the track installation measurement. Summary of the Invention

[0004] The present invention aims to solve the requirements for the installation accuracy of the new fuel vertical elevator track and prevent the new fuel vertical elevator track from getting stuck and stopping during operation, running smoothly and other problems. A three-dimensional measurement method suitable for a laser tracker is invented to complete the track installation.

[0005] To achieve the above object, the technical solution of the present invention is:

[0006] A method for measuring the installation of a new fuel vertical elevator track for a CAP1400 nuclear power plant comprises the following steps:

[0007] S1. Calibration of level:

[0008] Mark two points A and B on a relatively flat concrete floor, including the backsight point A and the foresight point B, and place ruler pads at points A and B respectively. Stand the level rod upright on the ruler pads at points A and B so that the circular level bubble is centered. Place a level at a position equidistant from points A and B and 2m from the outer end of point B respectively and accurately level the level rod. At this time, use the level rod to obtain the readings of the backsight point A and the foresight point B. It can be concluded that since the distances to points A and B are equal, the backsight point reading a1 and the foresight point reading b1 include The difference x is equal, and they can cancel each other out when calculating the elevation difference. Therefore, there is no error caused by angle i in the elevation difference, which is the correct elevation difference. The result is Δh = (a1-x)-(b1-x) = a1-b1. Because the distance between the level and point B is very close, the effect of angle i on the reading b2 can be ignored, that is, b2 is considered to be the correct horizontal line of sight reading. From this, it can be concluded that the horizontal line of sight reading on the backsight point A should be a2 = b2 + Δh. Based on the calculated value, determine whether the deviation of angle i is acceptable, and then determine whether the level is calibrated based on the calculation result.

[0009] S2. Calibration of total station:

[0010] Place the total station approximately 20 meters from the wall and precisely level the instrument by adjusting the foot screws. Mark a point P high on the wall or attach a reflective sheet. Focus the telescope and eyepiece so that the crosshairs and objective lens images are clear. Use the left dial of the total station to accurately aim at point P or the reflective sheet and set the horizontal dial to zero. Rotate the horizontal dial of the telescope downward without moving it so that the vertical angle of the total station is 90°. Accurately mark point a on the wall. A line Pa will be traced on the left dial. Accurately mark point b on the wall. A line Pb will be traced on the right dial. Determine whether the horizontal axis of the total station is perpendicular to the vertical axis based on the calculated value.

[0011] S3. Production of horizontal surface:

[0012] Place the calibrated level at the center of the bottom of the spent fuel pool and precisely level it using the foot screws. Mark point E on one side of the pool wall. Place the level rod against the pool wall, accurately aligning the bottom of the level rod with point E and centering the circular level on the level rod. Use the level rod's telescope to aim at the level rod, focusing the objective lens and eyepiece to obtain a reading on the level rod. Using this reading as a reference, move the level rod up and down the pool wall to obtain the same reading as the reference point E through the level rod's horizontal line of sight. Mark points FGH at the same height on the other pool walls to obtain a plane EFGH.

[0013] S4. Production of plumb line:

[0014] Place the calibrated total station about 20m away from the wall and adjust the foot screws to make the instrument precisely level. Mark point E1 on the upper part of the pool wall directly opposite the total station. Use the telescope of the total station to accurately aim at this point, set the horizontal dial to zero, and turn the telescope downward so that the reading of the horizontal dial remains unchanged. Accurately mark point E2 on the lower part of the pool wall. The line connecting points E1 and E2 is on the same plumb line. At this time, the plumb line formed by points E1 and E2 is perpendicular to the horizontal plane formed by the elevation points EFGH on the pool wall.

[0015] S5. Laser tracker debugging:

[0016] Rough and precise leveling of the laser tracker: Set up the laser tracker, open the horizontal monitoring window, and use the laser tracker's dedicated tripod adjustment screw to roughly and precisely level the laser tracker based on the data deviation value in the horizontal monitoring window. Rotate the laser tracker's tracking head so that the laser tracker's horizontal value in any three directions is within 20 inches. At this time, use the target ball and the point target to check whether the four elevation points E, F, G, and G set out by the level are at the same height, and check whether points E1 and E2 set out by the total station are perpendicular. Use the level function of the SA software to establish a virtual horizontal plane for the laser tracker, and ultimately make the vertical axis of the laser tracker perpendicular to the level plane.

[0017] S6. Layout of 3D control points:

[0018] Three-dimensional control points should be arranged in the vertical elevator track installation area. The point distribution should be spatial and three-dimensional. No less than 12 three-dimensional control points should be arranged in each measurement area. When using a laser tracker to measure three-dimensional control points, data should be collected twice for each three-dimensional control point independently, and the two measurement data should be compared. The spatial deviation value should not exceed 0.15mm; when the deviation between the two measurement data is large, data must be collected again and compared with the previous two sets of data. The two sets of data with smaller deviations should be taken. If it is still not satisfied, data collection should be continued until the two sets of data match, and then a judgment should be made and one of the sets should be taken as the final data; after the data collection is completed, a coordinate system is created in the SA software, and one micro-grid point is selected as the origin and the other micro-grid point as the direction. The angle between the two azimuths of the known micro-grid point and the measured micro-grid point is calculated by coordinate inverse calculation. By rotating and moving the coordinate system, the three-dimensional control point result data consistent with the nuclear island construction coordinate system is finally obtained;

[0019] S7. Track installation measurement:

[0020] When measuring three-dimensional control points, at least six three-dimensional control points should be observed for each station setup to locate the instrument and perform the best fit. The maximum deviation of all three-dimensional control point fitting data compared with the results should not exceed 0.2mm. The best fit instrument positioning is completed. At this time, the cylindrical pin target seat and target ball are used to measure the track data. A point is collected every 60cm on the track, and a total of 24 points are collected. The track adjustment should meet the following requirements: the straightness of the track is less than 1mm over the entire length, the track span L is 295±1mm, and the parallelism tolerance of the track e and f surfaces is 1mm. If the measurement data meets the above technical requirements, the track adjustment is completed. Otherwise, continue to adjust until the measurement data is qualified.

[0021] S8. Track retest:

[0022] After the track adjustment is completed, the entire track should be re-measured. The re-measurement method is the same as the measurement method for track straightness, track span and track e and f surface parallelism adjustment. The re-measurement of track adjustment should meet the following requirements: the straightness of the track is less than 1mm in the entire length, the track span L is 295±1mm, the parallelism tolerance of the track e and f surfaces is 1mm, and the verticality deviation between the track surface and the horizontal plane does not exceed 2mm. The track re-measurement data should meet the above technical requirements, otherwise continue to adjust until the measurement data is qualified.

[0023] Taking the above solution a step further, the calculated value is determined Level Is the deviation of angle i qualified? Let the actual reading on the distance ruler be a2′, then a2′-a2=xa, which is Level The error caused by the influence of the i angle, when xa ≥ 0.5mm, the sighting axis should be calibrated, keep the level instrument still, open the cover of the instrument eyepiece, and use the calibration needle to adjust the correction screw so that the actual reading of the horizontal line of sight on the A ruler is a2 = b2 + Δh 。

[0024] Taking the above scheme a step further, determine whether the horizontal axis of the total station is perpendicular to the vertical axis based on the calculated value: according to the formula i = ab / 2D*ρ*tgZp, where a and b are the distances between the two points, D is the distance from the total station to the wall, ρ is 206265", and Zp is the zenith distance of the high point p. By calculation, when the angle i exceeds 15", the horizontal axis should be corrected. First, take the middle point m on the ab side, use the telescope crosshairs to accurately aim at point m, set the horizontal dial to zero, and turn the telescope upward to aim at point p. At this time, point p must deviate from the intersection of the crosshairs. Open the cover of the total station eyepiece, rotate the eccentric ring of the horizontal axis until the intersection of the crosshairs coincides with point p.

[0025] On the basis of the above scheme, we can go one step further and perform rough leveling of the laser tracker: place the laser tracker on a special tripod with three adjustment screws 1, 2, and 3 on the tripod, place the spirit level in the middle of the horizontal area of ​​the tracking head of the laser tracker, rotate the tracking head so that the spirit level is parallel to the two adjustment screws 1 and 2 on the tripod. At this time, the spirit level must be off-center. Adjust one of the lifting screws according to the position of the deviation so that the bubble in the spirit level is centered, rotate the tracking head 90° to align it with the adjustment screw 3. At this time, the spirit level must be off-center, and then continue to adjust the lifting screw 3 so that the bubble in the spirit level is centered. At this time, rotate the tracking head to any position and the spirit level should be centered; Precise leveling of the laser tracker: After completing the rough leveling, the laser tracker must be precisely leveled. Connect the SA software, open the horizontal monitoring window, and rotate Turn the tracking head of the laser tracker to align it with the three adjustment screws respectively, and record the horizontal deviation value of the laser tracker. Rotate the height of the adjustment screw according to the deviation value, so that the horizontal value of the tracking head of the laser tracker in any three directions is finally within 20 inches. At this time, use the centering target base to accurately center point E set out by the level. Slowly place the target ball on the centering target base and use the laser tracker to check the elevation data of point E and record it. Use the same method to check the elevation data of points F, G, and H set out by the level. According to the measured data, calculate that the elevation difference of points E, F, G, and H should not exceed 0.5mm. Then use the centering target base to accurately center points E1 and E2 set out by the total station. Use the target ball to obtain the X value or Y value respectively and record it. According to the collected data, calculate that the deviation of the two points should not exceed 0.5mm.

[0026] Taking the above scheme a step further, the three-dimensional control points are made of 304 stainless steel plates, and a 6mm diameter hole is drilled in the center of the steel plate by mechanical finishing. When measuring the three-dimensional control points, the cylindrical pin target seat can be directly inserted into the hole. The three-dimensional control point measurement should select at least two known plane micro-grid points WN01 and WN02 and one elevation micro-grid point WH01 as the starting points, and use the known point coordinates to measure the laid out three-dimensional control points. Each three-dimensional control point should collect data twice independently, and the two measurement data should be compared. The spatial deviation value should not exceed 0.15mm; when the deviation of the two measurement data is large, the data must be collected again and compared with the previous two sets of data. The two sets of data with smaller deviations are taken. If it is still not satisfied, it must continue to be collected until two sets of data match, and then the data are compared. Judge and take one of the groups as the final data; after the data collection is completed, create a coordinate system in the SA software, select the micro-grid WN01 as the origin (X=0m, Y=0m, Z=0m), and the other micro-grid WN02 as the direction, and calculate the azimuth a1 of the known micro-grid WN01 to WN02 and the azimuth a2 of the measured micro-grid WN01 to WN02 through coordinate inverse calculation. Subtract the azimuth a2 from the azimuth a1 to obtain the angle value δ of the two azimuths, input the angle value δ into the RZ of the current coordinate system for rotation, and then input the elevation data of the elevation micro-grid WH01 into the Z value of the current coordinate system for movement, so that the coordinate system established by the SA software is consistent with the nuclear island construction coordinate system. At this time, perform coordinate best fit conversion and other operations to finally obtain the three-dimensional control point result data.

[0027] On the basis of the above scheme, a further step is taken to set up a laser tracking instrument and perform calibration before measurement. After the laser tracking instrument is calibrated, the known three-dimensional control points are used to locate the laser tracking instrument. When measuring the three-dimensional control points, the cylindrical pin target holder can be directly inserted into the control point hole. At this time, the cylindrical pin target holder and target ball are used to measure the data of the four vertical elevator tracks in the northwest, southwest, northeast and southeast. The two sides of the four tracks in the northwest, southwest, northeast and southeast are perpendicular to each other, that is, the side I of each track is perpendicular to the side II. The intersection of the two sides is the track vertex, which is the measurement point. The bottom plane of the cylindrical pin target holder and the cylindrical target pin are perpendicular to each other. When measuring the track, the cylindrical target pin is aligned with the side I, and the bottom surface of the cylindrical pin target holder is aligned with the side II. At this time, the bottom surface of the cylindrical pin target holder and the cylindrical target pin are perpendicular to the side I and side II of the track respectively. Each track is measured starting from point 1#, and a point is collected every approximately 60cm. A total of 24 points are collected, including 1#-24#.

[0028] Taking the above scheme a step further, if the track cannot complete data collection at one station, the track measurement can be completed by using the method of multiple station setting. During the multiple station measurement, at least 6 visible known control points should be observed to position the instrument. After the data measurement of each station is completed, the known control points of the positioning instrument before measurement should be checked from behind for at least 2 control points. When the deviation value MP is greater than 0.2mm, the known control points must be used to reposition the instrument and the track must be remeasured until the measured data collected from all tracks are compared with the design data and the deviation meets the design requirements.

[0029] Compared with the prior art, the present invention has the following beneficial effects:

[0030] 1. The method of the present invention is applicable to the installation measurement of new fuel vertical elevator tracks and other high-precision tracks. It uses unified calculated spatial three-dimensional control points, adopts multi-point positioning and multiple measurement station methods, uses three-dimensional control points to position the instrument, and then performs best fit conversion and other operations to complete the final positioning of the laser tracker, and uses this positioning data to complete high-precision track measurement.

[0031] 2. During the installation of the new fuel vertical elevator track, laser trackers, cylindrical pin target holders and target balls are used to monitor the entire process, and the track adjustment and installation are guided based on the monitoring results to ensure the accuracy, safety and quality of the track installation, and ultimately ensure that the installation accuracy of the new fuel vertical elevator track meets the design requirements. BRIEF DESCRIPTION OF THE DRAWINGS

[0032] Figure 1 Is the calibration of the level of the present invention Figure 1 ;

[0033] Figure 2 Is the calibration of the level of the present invention Figure 2 ;

[0034] Figure 3 is a calibration diagram of the total station of the present invention;

[0035] Figure 4 is a schematic diagram of the present invention in which the plumb line is perpendicular to the horizontal plane;

[0036] Figure 5 It is a top view of the track of the new fuel vertical elevator of the present invention;

[0037] Figure 6 This is a front view of the new fuel vertical elevator track of the present invention;

[0038] Figure 7 It is a schematic diagram of the measurement points of the new fuel vertical elevator track of the present invention.

[0039] Figure numerals: 1. level; 2. total station; 3. track; 4. cylindrical target pin; 5. bottom surface of cylindrical pin target seat. DETAILED DESCRIPTION

[0040] Exemplary embodiments will be described in detail herein, with examples illustrated in the accompanying drawings. In the following description, when referring to the drawings, identical numerals in different figures represent identical or similar elements unless otherwise indicated. The embodiments described in the following exemplary embodiments are not intended to represent all embodiments consistent with the present application. Rather, they are merely examples of devices consistent with certain aspects of the present application, as detailed in the appended claims.

[0041] The terminology used in this application is for the purpose of describing specific embodiments only and is not intended to limit this application. Unless otherwise defined, technical or scientific terms used in this application should have the same ordinary meaning as understood by persons of ordinary skill in the art to which this invention belongs. The use of "a," "an," and similar terms in this specification and claims does not indicate a limitation of quantity, but rather indicates the presence of at least one. "A plurality" includes two and is equivalent to at least two. "Includes" or "comprising" and similar terms mean that the elements or items preceding "includes" or "comprising" include the elements or items listed after "includes" or "comprising," and their equivalents, and do not exclude other elements or items. "Connected" or "connected" and similar terms are not limited to physical or mechanical connections and may include electrical connections, whether direct or indirect. As used in this specification and the appended claims, the singular forms "a," "the," and "the" are intended to include the plural forms as well, unless the context clearly indicates otherwise. It should also be understood that the term "and / or" as used herein refers to and encompasses any and all possible combinations of one or more of the associated listed items.

[0042] A method for measuring the installation of a new fuel vertical elevator track for a CAP1400 nuclear power plant comprises the following steps:

[0043] S1. Level Calibration: Leveling is a precision measurement method that uses the horizontal line of sight provided by the level to read the level rods erected at two points on the ground, thereby determining the elevation difference between the two points and calculating the elevation. Due to long-term use and transportation of the level, the geometric relationship of the level's main axes will change. Therefore, before performing high-precision measurements with the level, the i-angle (the error between the level tube axis and the sighting axis) must be verified.

[0044] The specific operation is: mark two points A and B on a relatively flat concrete ground, including the backsight point A and the foresight point B, and place ruler pads at points A and B respectively. Place the level ruler upright on the ruler pads at points A and B so that the circular level bubble is centered, as shown in the figure below. Figure 1As shown, first place the level at a position equidistant from points A and B and accurately level the level. Use the instrument's telescope to aim at the level rod, adjust the focusing screw of the objective lens to make the telescope clear, and adjust the focus of the eyepiece to make the crosshair reticle image clear. At this time, use the horizontal line of sight provided by the level to obtain the backsight reading a1 and the foresight reading b1 on the level rod. Figure 1 In the figure, the distances between the level and the two level rods are equal, so the backsight reading a1 and the foresight reading b1 contain the same difference x. When calculating the height difference, they can cancel each other out. Therefore, there is no error caused by the angle i in the height difference, which is the correct height difference. It can be obtained that Δh = (a1-x)-(b1-x) = a1-b1. Then, place the level 2m away from the outer end of point B and accurately level it. Place the level rods upright on the two rod pads A and B, and center the circular level bubble. Figure 2 As shown, use the instrument's telescope to aim at the level rod, adjust the focusing screw of the objective lens to make the telescope clear, and adjust the focusing eyepiece to make the crosshair reticle image clear. At this time, use the level to read the reading b2 of the near point B rod. Because point B is very close to the instrument, the influence of the angle i on the reading b2 can be ignored, that is, b2 is considered to be the correct horizontal line of sight reading. From this, it can be concluded that the horizontal line of sight reading on the far point A rod should be a2=b2+Δh.

[0045] Determine whether the deviation of angle i is acceptable based on the calculated value, and then determine whether the level is calibrated based on the calculated result. Assuming the actual reading on the distance ruler is a2′, then a2′-a2=xa, which is the error caused by the influence of angle i. Specifically, when xa < 0.5mm, the deviation of the level's angle i is acceptable. When xa ≥ 0.5mm, calibrate the sighting axis. Hold the instrument still, open the eyepiece cover, and use the calibration needle to adjust the correction screw so that the actual reading of the horizontal line of sight on ruler A is a2 = b2 + Δh. Repeat the above steps until the level's angle i is calibrated to be acceptable.

[0046] It can be understood that: the level is placed in the middle of points A and B and is equidistant from points A and B, so there is no error caused by angle i in the height difference, which is the correct height difference.

[0047] It is understandable: there is a circular level bubble on the level rod, and the bubble of the upright level rod is centered to eliminate the error of the level rod tilting forward and backward.

[0048] S2. Calibration of total station: The commonly used methods for horizontal angle observation in total station measurement are the back-measurement method and the direction observation method. No matter which method is used for horizontal angle observation, it is usually necessary to observe once with the left disk (positive mirror) and the right disk (inverted mirror). Taking the average of the observation results of the left disk (positive mirror) and the right disk (inverted mirror) can offset some of the influence of instrument errors and improve the quality of the results. To ensure the quality of the observation results, the horizontal axis of the total station should be checked to be perpendicular to the vertical axis before the horizontal angle observation.

[0049] The specific operation is: place the total station about 20m away from the wall and accurately level the instrument by adjusting the foot screws, mark a point P high on the wall or stick a reflective sheet, focus the telescope and eyepiece to make the crosshairs and objective lens images clear, use the left side of the total station's disk to accurately aim at point P or the reflective sheet to set the horizontal dial to zero, rotate the horizontal dial of the telescope downward without moving it so that the vertical angle of the total station is 90°, accurately mark a point a on the wall, and a line Pa will be traced on the left side of the disk; use the right side of the total station's disk to accurately aim at point P and set the horizontal dial to zero, rotate the horizontal dial of the telescope downward without moving it so that the vertical angle of the total station is 90°, accurately mark a point b on the wall, and a line Pb will be traced on the right side of the disk; determine whether the horizontal axis of the total station is perpendicular to the vertical axis based on the calculated value.

[0050] Determine whether the horizontal axis of the total station is perpendicular to the vertical axis based on the calculated value: according to the formula i = ab / 2D*ρ*tgZp, where a and b are the distances between two points (measured by conventional instruments), D is the distance from the total station to the wall, ρ is 206265", and Zp is the zenith distance of the highest point p (measured by conventional instruments). Specifically, when i < 15", it means that the horizontal axis of the total station is perpendicular to the vertical axis; when i ≥ 15", the horizontal axis should be corrected. First, take the middle point m on the ab side, use the telescope crosshairs to accurately aim at point m, set the horizontal dial to zero, turn the telescope upward to aim at point p. At this time, point p must deviate from the intersection of the crosshairs. Open the cover of the total station eyepiece, rotate the eccentric ring of the horizontal axis until the intersection of the crosshairs coincides with point p. Repeat the above steps until the horizontal axis of the total station is perpendicular to the vertical axis.

[0051] S3. Production of horizontal surface:

[0052] Place the calibrated level at the center of the bottom of the spent fuel pool and use the foot screws to accurately level the level. Mark point E on the wall of one side of the pool. Place the level rod against the pool wall, accurately align the bottom of the level rod with point E and center the circular level of the level rod. Use the telescope of the level rod to aim at the level rod, focus the objective lens and eyepiece to obtain a reading on the level rod. Using this reading as a reference, use the level rod to move it up and down the pool wall to obtain the same reading as the reference point E through the horizontal line of sight of the level rod. Mark the FGH points at the same height on the other pool walls to obtain a plane EFGH, as shown in the figure. Figure 3 shown.

[0053] S4. Production of plumb line:

[0054] Place the calibrated total station about 20m away from the wall, and adjust the foot screws to make the instrument precisely level. Mark point E1 on the upper part of the pool wall opposite the total station. Use the telescope of the total station to accurately aim at this point, set the horizontal disk to zero, and turn the telescope downward so that the reading of the horizontal disk remains unchanged. Mark point E2 accurately on the lower part of the pool wall. The line connecting points E1 and E2 is on the same plumb line. At this time, the plumb line formed by points E1 and E2 is perpendicular to the horizontal plane formed by the elevation points EFGH on the pool wall, as shown in the figure below. Figure 3 shown.

[0055] S5. Debugging of laser tracker: Since laser tracker is different from level instrument and total station in that it does not have automatic leveling function and dual-axis compensation function, it must be physically leveled before measurement. After leveling, the vertical axis of the laser tracker should be checked to see if it is perpendicular to the level surface based on the horizontal surface set out by the level instrument and the plumb line set out by the total station. The laser tracker needs to be set up, the horizontal monitoring window should be opened, and the laser tracker should be roughly and precisely leveled using the adjustment screw of the laser tracker's dedicated tripod according to the data deviation value in the horizontal monitoring window. The tracking head of the laser tracker should be rotated so that the horizontal value of the laser tracker in any three directions is within 20″. At this time, the target ball and the point target base should be used to check whether the four elevation points EFGH set out by the level instrument are at the same height, and whether points E1 and E2 set out by the total station are vertical.

[0056] The specific operations are divided into rough leveling and precise leveling of the laser tracker. For rough leveling: place the laser tracker on a special tripod with three adjustment screws 1, 2, and 3 on the tripod. Place the spirit level in the middle of the horizontal area of ​​the tracking head of the laser tracker. Rotate the tracking head so that the spirit level is parallel to the two adjustment screws 1 and 2 on the tripod. At this time, the spirit level must be off-center. Adjust one of the lifting screws according to the position of the deviation so that the bubble in the spirit level is centered. Rotate the tracking head 90° to align it with the adjustment screw 3. At this time, the spirit level must be off-center. Then continue to adjust the lifting screw 3 to center the bubble in the spirit level. At this time, rotate the tracking head to any position. The spirit level should be centered, and the rough leveling is completed. Otherwise, repeat the above steps until the spirit level is centered at any position.

[0057] Precise leveling of the laser tracker: After completing the rough leveling, the laser tracker must be precisely leveled. Connect the SA software, open the horizontal monitoring window, rotate the tracking head of the laser tracker to align it with the three adjustment screws respectively, and record the horizontal deviation value of the laser tracker. According to the deviation value, rotate the height of the adjustment screw to finally make the horizontal value of the tracking head of the laser tracker in any three directions within 20″. At this time, use the centering target seat to accurately center the E point set out by the level instrument. Slowly place the target ball on the centering target seat. Use the laser tracker to check the elevation data of point E and record it. Use the same method to check the elevation data of points F, G, and H set out by the level instrument. According to the measured data, calculate the elevation difference of the four points E, F, G, and H respectively. It should not exceed 0.5m. m (i.e., the highest point elevation - the highest and lowest elevations); then, use the centering mount to accurately center points E1 and E2 laid out by the total station, use the target sphere to obtain the X or Y value respectively and record it. Based on the collected data, calculate that the deviation between the two points should not exceed 0.5mm (the difference between points E1 and E2 on the X and Y axes). When the elevation difference does not exceed 0.5mm and the deviation between points E1 and E2 does not exceed 0.5mm, it means that the vertical axis of the laser tracker is perpendicular to the level surface; when the elevation difference exceeds 0.5mm and the deviation between points E1 and E2 exceeds 0.5mm, it is necessary to reopen the horizontal monitoring window and rotate the tracking head of the instrument to ensure that the horizontal value in any three directions is within 20 inches; then, use the centering mount to recheck the data of points E1 and E2 and perform calculations. After completing the above inspection steps, use the SA software's horizontal function to establish a virtual horizontal plane for the laser tracker, and finally make the vertical axis of the laser tracker perpendicular to the level surface.

[0058] S7. Layout of 3D control points:

[0059] Three-dimensional control points should be arranged in the vertical elevator track installation area. The point distribution should be spatial and three-dimensional. No less than 12 three-dimensional control points should be arranged in each measurement area. When using a laser tracker to measure three-dimensional control points, data should be collected twice independently for each three-dimensional control point, and the two measurement data should be compared. The spatial deviation value should not exceed 0.15mm; when the deviation between the two measurement data is large, data must be collected again and compared with the previous two sets of data. The two sets of data with smaller deviations should be taken. If it is still not satisfied, data collection should be continued until the two sets of data match, and they should be judged and one of them should be taken as the final data; after the data collection is completed, a coordinate system is created in the SA software, and one micro-grid point is selected as the origin and the other micro-grid point as the direction. The angle value between the two azimuths of the known micro-grid point and the measured micro-grid point is calculated by coordinate inverse calculation. By rotating and moving the coordinate system, the three-dimensional control point result data consistent with the nuclear island construction coordinate system is finally obtained.

[0060] The specific operation is as follows: the three-dimensional control points are processed and made of 304 stainless steel plates, and a hole with a diameter of 6mm is drilled in the center of the steel plate by mechanical finishing. When measuring the three-dimensional control points, the cylindrical pin target seat can be directly inserted into the hole. The three-dimensional control point measurement should select at least two known plane micro-grid points WN01 and WN02 and one elevation micro-grid point WH01 as the starting points, and use the known point coordinates to measure the laid out three-dimensional control points. Each three-dimensional control point should collect data twice independently, and compare the two measurement data. The spatial deviation value should not exceed 0.15mm; when the deviation between the two measurement data is large, the data must be collected again and compared with the previous two sets of data. The two sets of data with smaller deviations are taken. If it is still not satisfied, the data must be collected again until the two sets of data match, and they are judged and taken. One group is used as the final data; after data collection is completed, a coordinate system is created in the SA software, and the micro-grid WN01 is selected as the origin (X=0m, Y=0m, Z=0m), and the other micro-grid WN02 is selected as the direction. The azimuth a1 of the known micro-grid WN01 to WN02 and the azimuth a2 of the measured micro-grid WN01 to WN02 are calculated by coordinate inverse calculation. The angle value δ of the two azimuths is obtained by subtracting the azimuth angle of a2 from the azimuth angle of a1. The angle value δ is input into the RZ of the current coordinate system for rotation. Then, according to the elevation data of the elevation micro-grid WH01, the elevation data of WH01 is input into the Z value of the current coordinate system for movement. Finally, the coordinate system established by the SA software is consistent with the nuclear island construction coordinate system. At this time, the coordinate best fit conversion and other operations are performed to finally obtain the three-dimensional control point result data;

[0061] S8. Track installation measurement:

[0062] When measuring three-dimensional control points, at least six three-dimensional control points should be observed for each station positioning instrument and the best fit should be performed. The maximum deviation value of all three-dimensional control point fitting data should not exceed 0.2mm compared with the results to complete the best fit instrument positioning. At this time, the cylindrical pin target seat and target ball are used to measure the track data. A point is collected every approximately 60cm on the track, and a total of 24 points are collected. The track adjustment should meet the following requirements: the straightness of the track is less than 1mm over the entire length, the track span L is 295±1mm, and the parallelism tolerance of the track e and f surfaces is 1mm. The measurement data meets the above technical requirements and the track adjustment is completed. Otherwise, continue to adjust until the measurement data is qualified.

[0063] The specific operation is as follows: set up the laser tracking instrument and perform calibration before measurement (laser tracker system fast volume compensation). After the laser tracking instrument is calibrated, use the known three-dimensional control points to locate the laser tracking instrument. When measuring the three-dimensional control points, directly insert the cylindrical pin target seat into the control point hole. At this time, use the cylindrical pin target seat and target ball to measure the data of the four vertical elevator tracks in the northwest, southwest, northeast, and southeast. The two sides of the four tracks in the northwest, southwest, northeast, and southeast are perpendicular to each other, that is, the side I of each track is perpendicular to the side II. The intersection of the two sides is the track vertex, which is the measurement point. Figure 5 As shown; the bottom plane of the cylindrical pin target seat is perpendicular to the cylindrical target pin. When measuring the track, the cylindrical target pin is fitted with the side I surface, and the bottom surface of the cylindrical pin target seat is fitted with the side II surface. At this time, the bottom surface of the cylindrical pin target seat and the cylindrical target pin are perpendicular to the side I surface and the side II surface of the track respectively. Figure 6 As shown in the figure, each track is measured starting from point 1# and a point is collected every 60cm, for a total of 24 points, including 1#-24#. Figure 7 shown.

[0064] Among them, the track straightness adjustment measurement: use the cylindrical pin target seat and target ball to collect the X-axis and Y-axis data from the track vertex 1# to 24# in the northwest, calculate the deviation values ​​(straightness) of the X-axis and Y-axis within the entire length of the track, and adjust the track according to the data so that the straightness of the X-axis and Y-axis is less than 1mm within the entire length. Straightness: the difference between the maximum value and the minimum value on the X-axis and Y-axis of the northwest track; use the same method to complete the adjustment measurement of the three tracks in the southwest, northeast, and southeast.

[0065] Among them, the track span adjustment measurement: use the cylindrical pin target seat and target ball to collect the Y-axis data of the four track vertices 1# to 24# in the northwest, southwest, northeast and southeast, and calculate the span of the track (southwest 1#-southeast 1#, southwest 2#-southeast 2#...southwest 24#-southeast 24#) according to the measurement data, and adjust the track according to the data so that the track span meets the 295±1mm requirement. Span: the absolute value of the difference between the values ​​on the Y axis of the same point on the two tracks, such as the absolute value of the difference between the values ​​on the Y axis of southeast 1# and southwest 1#, and the span of each corresponding point on the two tracks must meet the 295±1mm requirement; the adjustment measurement of the northwest and northeast track spans is completed in the same way.

[0066] For the parallelism adjustment measurement of the track e and f surfaces, a cylindrical pin target and target sphere are used to collect X-axis data from the southwest and southeast track vertices, points 1# to 24#. Based on this measurement data, the parallelism of the tracks (Southwest / e surface 1# - Southeast / f surface 1#, Southwest / e surface 2# - Southeast / f surface 2#, and Southwest / e surface 24# - Southeast / f surface 24#) is calculated. Parallelism is the absolute value of the difference in X-axis values ​​at the same point on the two tracks, such as the absolute value of the difference between the X-axis values ​​of Southwest / e surface 1# and Southeast / f surface 1#. The parallelism tolerance of each corresponding point on the two tracks must meet the 1mm requirement. The tracks are then adjusted based on this data to ensure that the parallelism tolerance of the track e and f surfaces meets the 1mm requirement.

[0067] If the measurement data meets the above technical requirements, the track adjustment is completed. If not, it needs to be readjusted.

[0068] S9. Track retest:

[0069] After the track adjustment is completed, the entire track should be re-measured. The re-measurement method is the same as the measurement method for track straightness, track span and track e and f surface parallelism adjustment. The re-measurement of track adjustment should meet the following requirements: the straightness of the track is less than 1mm in the entire length, the track span L is 295±1mm, the parallelism tolerance of the track e and f surfaces is 1mm, and the verticality deviation between the track surface and the horizontal plane does not exceed 2mm. The track re-measurement data should meet the technical requirements in S8, otherwise continue to adjust until the measurement data is qualified.

[0070] It should be noted that if the track cannot complete data collection at one station, the track measurement can be completed by using the method of multiple station setting. During the multiple station measurement, at least 6 visible known control points should be observed to position the instrument. After the data measurement of each station is completed, the known control points of the positioning instrument before measurement should be checked from behind for at least 2 control points. The maximum deviation value of the fitting data of all three-dimensional control points should not exceed 0.2mm. When the deviation value MP is greater than 0.2mm, the known control points must be used to reposition the instrument and the track must be remeasured until the measured data collected from all tracks are compared with the design data and the deviation meets the design requirements.

[0071] The basic principles, main features, and advantages of the present invention are shown and described above. Those skilled in the art should understand that the present invention is not limited to the above embodiments. The above embodiments and descriptions are merely illustrative of the principles of the present invention. Various changes and modifications may be made to the present invention without departing from the spirit and scope of the present invention. Such changes and modifications are intended to fall within the scope of the present invention. The scope of protection claimed in the present invention is defined by the appended claims and their equivalents.

Claims

1. A method for measuring the installation of a new fuel vertical elevator track for a CAP1400 nuclear power plant, characterized in that: The following steps are involved: S1. Calibration of the level: Mark two points A and B on a relatively flat concrete floor, including the backsight point A and the foresight point B, and place ruler pads at points A and B respectively. Place the level rod on the ruler pads at points A and B so that the circular level bubble is centered. Place the level rod at a position equidistant from points A and B and at a position 2m away from the outer end of point B and accurately level the level rod. At this time, use the level rod to obtain the readings of the backsight point A and the foresight point B. It can be concluded that since the distances to points A and B are equal, the backsight point reading a1 and the foresight point reading a2 are equal. The reading b1 contains an equal difference x, which cancels each other out when calculating the elevation difference. Therefore, there is no error caused by angle i in the elevation difference, which is the correct elevation difference. The result is Δh = (a1-x)-(b1-x) = a1-b1. Because the distance between the level and point B is very close, the effect of angle i on reading b2 can be ignored, that is, b2 is considered to be the correct horizontal line of sight reading. From this, it can be concluded that the horizontal line of sight reading on the backsight point A should be a2 = b2 + Δh. Based on the calculated value, determine whether the deviation of angle i is acceptable, and then determine whether the level is calibrated based on the calculation result. S2. Calibration of the total station: Place the total station approximately 20 meters from the wall and accurately level the instrument by adjusting the foot screws. Mark a point P high on the wall or attach a reflective sheet. Focus the telescope and eyepiece so that the crosshairs and objective lens images are clear. Use the left dial of the total station to accurately aim at point P or the reflective sheet and set the horizontal dial to zero. Rotate the horizontal dial of the telescope downward without moving it so that the vertical angle of the total station is 90°. Accurately mark point a on the wall. A line Pa will be traced on the left dial. Accurately mark point b on the wall. A line Pb will be traced on the right dial. Determine whether the horizontal axis of the total station is perpendicular to the vertical axis based on the calculated value. S3. Preparation of the horizontal plane: Place the calibrated level at the center of the bottom of the spent fuel pool and use the foot screws to accurately level the level. Use a level rod to mark and mark the same elevation points EFGH on the four walls of the pool. S4. Plumb line creation: Place the calibrated total station approximately 20 meters from the wall and precisely level the instrument by adjusting the foot screws. Mark point E1 on the upper portion of the pool wall directly opposite the total station. Use the total station's telescope to precisely aim at this point, set the horizontal dial to zero, and rotate the telescope downward so that the horizontal dial reading remains unchanged. Accurately mark point E2 on the lower portion of the pool wall. The line connecting points E1 and E2 should be on the same plumb line. The plumb line formed by points E1 and E2 should now be perpendicular to the horizontal plane formed by elevation points EFGH on the pool wall. S5. Laser tracker debugging: Rough and precise leveling of the laser tracker. Set up the laser tracker, open the horizontal monitoring window, and use the laser tracker's dedicated tripod adjustment screw to perform rough and precise leveling of the laser tracker based on the data deviation value in the horizontal monitoring window. Rotate the laser tracker's tracking head so that the laser tracker's horizontal value in any three directions is within 20 inches. At this time, use the target ball and the point target to check whether the four elevation points E, F, G, and G set out by the level are at the same height, and check whether points E1 and E2 set out by the total station are perpendicular. Use the level function of the SA software to establish a virtual horizontal plane for the laser tracker, and finally make the vertical axis of the laser tracker perpendicular to the level plane. S6. Layout of three-dimensional control points: Layout three-dimensional control points in the vertical elevator track installation area. The point distribution should be spatial and three-dimensional. No less than 12 three-dimensional control points should be arranged in each measurement area. When using a laser tracker to measure three-dimensional control points, data should be collected twice for each three-dimensional control point independently, and the two measurement data should be compared. The spatial deviation value should not exceed 0.15mm. When the deviation between the two measurement data is large, data must be collected again and compared with the previous two sets of data. The two sets of data with smaller deviations are taken. If it is still not satisfied, data collection must be continued until the two sets of data match, and a judgment is made on them, and one set is taken as the final data. After the data collection is completed, a coordinate system is created in the SA software, and one micro-grid point is selected as the origin and the other micro-grid point as the direction. The angle between the two azimuths of the known micro-grid point and the measured micro-grid point is calculated by coordinate inverse calculation. By rotating and moving the coordinate system, the three-dimensional control point result data consistent with the nuclear island construction coordinate system is finally obtained. S7. Track installation measurement: When measuring 3D control points, at least 6 3D control points should be observed for each station setup to locate the instrument and perform the best fit. The maximum deviation of all 3D control point fitting data compared with the results should not exceed 0.2mm. After the best fit instrument positioning is completed, the cylindrical pin target holder and target ball are used to measure the track data. A point is collected every 60cm on the track, for a total of 24 points. The track adjustment should meet the following requirements: the track straightness is less than 1mm over the entire length, the track span L is 295±1mm, and the parallelism tolerance of the track e and f surfaces is 1mm. If the measurement data meets the above technical requirements, the track adjustment is completed. Otherwise, continue to adjust until the measurement data is qualified. S8. Track retest: After the track adjustment is completed, the entire track should be re-measured. The re-measurement method is the same as the measurement method for track straightness, track span and track e and f surface parallelism adjustment. The re-measurement of track adjustment should meet the following requirements: the straightness of the track is less than 1mm in the entire length, the track span L is 295±1mm, the parallelism tolerance of the track e and f surfaces is 1mm, and the verticality deviation between the track surface and the horizontal plane does not exceed 2mm. The track re-measurement data should meet the above technical requirements, otherwise continue to adjust until the measurement data is qualified.

2. The CAP1400 nuclear power plant new fuel vertical elevator track installation measurement method according to claim 1 is characterized in that: Calculated value determination Level Is the deviation of angle i qualified? Let the actual reading on the distance ruler be a2′, then a2′-a2=xa, which is Level The error caused by the influence of the i angle, when xa ≥ 0.5mm, the sighting axis should be calibrated, keep the level still, open the cover of the instrument eyepiece, and use the calibration needle to turn the correction screw to make the actual reading of the horizontal line of sight on the A ruler be a2 = b2 + Δh.

3. The CAP1400 nuclear power plant new fuel vertical elevator track installation measurement method according to claim 2 is characterized in that: Determine whether the horizontal axis of the total station is perpendicular to the vertical axis based on the calculated value: according to the formula i=ab / 2D*ρ*tgZp, where a and b are the distances between the two points, D is the distance from the total station to the wall, ρ is 206265″, and Zp is the zenith distance of the high point p. By calculation, when the angle i exceeds 15″, the horizontal axis should be corrected. First, take the middle point m on the ab side, use the telescope crosshairs to accurately aim at point m, set the horizontal dial to zero, and turn the telescope upward to aim at point p. At this time, point p must deviate from the intersection of the crosshairs. Open the cover of the total station eyepiece, rotate the eccentric ring of the horizontal axis until the intersection of the crosshairs coincides with point p.

4. The CAP1400 nuclear power plant new fuel vertical elevator track installation measurement method according to claim 3 is characterized in that: Rough leveling of the laser tracker: Place the laser tracker on a special tripod with three adjustment screws 1, 2, and 3 on the tripod. Place the spirit level in the middle of the horizontal area of ​​the tracking head of the laser tracker. Rotate the tracking head so that the spirit level is parallel to the two adjustment screws 1 and 2 on the tripod. At this time, the spirit level must be off-center. Adjust one of the lifting screws according to the position of the deviation so that the bubble in the spirit level is centered. Rotate the tracking head 90° to align it with the adjustment screw 3. At this time, the spirit level must be off-center. Then continue to adjust the lifting screw 3 so that the bubble in the spirit level is centered. At this time, rotate the tracking head to any position and the spirit level should be centered. Precise leveling of the laser tracker: After completing the rough leveling, the laser tracker must be precisely leveled. Connect the SA software, open the horizontal monitoring window, and rotate the laser tracker. Align the tracking head with the three adjustment screws and record the horizontal deviation value of the laser tracker. Rotate the height of the adjustment screw according to the deviation value until the tracking head of the laser tracker is within 20" in any three directions. At this time, use the centering target to accurately center point E set out by the level. Slowly place the target ball on the centering target. Use the laser tracker to check the elevation data of point E and record it. Use the same method to check the elevation data of points F, G, and H set out by the level. According to the measured data, calculate that the elevation difference of points E, F, G, and H should not exceed 0.5mm. Then use the centering target to accurately center points E1 and E2 set out by the total station. Use the target ball to obtain the X value or Y value respectively and record it. According to the collected data, calculate that the deviation of the two points should not exceed 0.5mm.

5. The CAP1400 nuclear power plant new fuel vertical elevator track installation measurement method according to claim 4 is characterized in that: The three-dimensional control points are made of 304 stainless steel plates, and a 6mm diameter hole is drilled in the center of the steel plate by mechanical finishing. When measuring the three-dimensional control points, the cylindrical pin target seat can be directly inserted into the hole. The three-dimensional control point measurement should select at least two known plane micro-grid points WN01 and WN02 and one elevation micro-grid point WH01 as the starting points, and use the known point coordinates to measure the laid out three-dimensional control points. Each three-dimensional control point should collect data twice independently, and the two measurement data should be compared. The spatial deviation value should not exceed 0.15mm; when the deviation between the two measurement data is large, the data must be collected again and compared with the previous two sets of data. The two sets of data with smaller deviations are taken. If it is still not satisfied, the data must be collected again until the two sets of data match, and they are judged and one of them is taken. The group is used as the final data; after data collection is completed, a coordinate system is created in the SA software, and the micro-grid point WN01 is selected as the origin (X=0m, Y=0m, Z=0m), and the other micro-grid point WN02 is selected as the direction. The azimuth a1 of the known micro-grid point WN01 to WN02 and the azimuth a2 of the measured micro-grid point WN01 to WN02 are calculated by coordinate inverse calculation. The angle value δ of the two azimuths is obtained by subtracting the azimuth angle a2 from the azimuth angle a1. The angle value δ is input into the RZ of the current coordinate system for rotation. Then, according to the elevation data of the elevation micro-grid point WH01, the elevation data of WH01 is input into the Z value of the current coordinate system for movement. Finally, the coordinate system established by the SA software is consistent with the nuclear island construction coordinate system. At this time, the coordinate best fit conversion and other operations are performed to finally obtain the three-dimensional control point result data.

6. The CAP1400 nuclear power plant new fuel vertical elevator track installation measurement method according to claim 5 is characterized in that: The laser tracking instrument is set up and calibrated before measurement. After the laser tracking instrument is calibrated, the known three-dimensional control points are used to locate the laser tracking instrument. When measuring three-dimensional control points, the cylindrical pin target holder can be directly inserted into the control point hole. At this time, the cylindrical pin target holder and target ball are used to measure the data of the four vertical elevator tracks in the northwest, southwest, northeast and southeast. The two sides of the four tracks in the northwest, southwest, northeast and southeast are perpendicular to each other, that is, the side I of each track is perpendicular to the side II. The intersection of the two sides is the track vertex, which is the measurement point. The bottom plane of the cylindrical pin target holder and the cylindrical target pin are perpendicular to each other. When measuring the track, the cylindrical target pin is aligned with the side I, and the bottom surface of the cylindrical pin target holder is aligned with the side II. At this time, the bottom surface of the cylindrical pin target holder and the cylindrical target pin are perpendicular to the side I and side II of the track respectively. Each track is measured starting from point 1#, and a point is collected every approximately 60cm. A total of 24 points are collected, including 1#-24#.

7. The CAP1400 nuclear power plant new fuel vertical elevator track installation measurement method according to claim 6 is characterized in that: If the track cannot complete data collection at one station, the track measurement can be completed by using the method of multiple station setting. During the multiple station measurement, at least 6 visible known control points should be observed to position the instrument. After the data measurement of each station is completed, at least 2 control points of the known control points of the positioning instrument before measurement should be checked from behind. When the deviation value MP is greater than 0.2mm, the known control points must be used to reposition the instrument and the track must be remeasured until the measured data collected from all tracks are compared with the design data and the deviation meets the design requirements.

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