Multi-technology joint measurement method for ultra-long undersea twin-tunnel railway tunnel plus service tunnel

Abstract

This invention discloses a multi-technology combined measurement method for ultra-long undersea twin-tunnel railway tunnels and service tunnels, including GNSS measurement outside the tunnels, traverse measurement considering vertical deviation correction, coordinate transfer measurement from free stations in deep shafts, and combined measurement of free stations, intersecting double traverses, and gyro-orientation inside the tunnels. Where the undersea tunnels are relatively short at the connecting points of the cross tunnels, a denser stationing method is used for direction and distance transfer. Combined traverses are used inside the tunnels to enhance azimuth accuracy with gyro-orientation measurement. This invention leverages the advantages of GNSS and total stations, improving the efficiency of deep shaft measurement in long tunnels and enhancing the accuracy of coordinate transfer in deep shafts. Furthermore, the denser stationing method used inside the cross tunnels for direction and distance transfer, along with closed-loop networking between different cross tunnels, improves the reliability of tunnel plane control measurement accuracy and ensures complete consistency of the coordinate systems of the left and right tunnels and the service tunnel.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of tunnel surveying, in particular to a multi-technology combined surveying method for super-long submarine double-hole railway tunnel plus service tunnel. BACKGROUND

[0002] In the process of submarine tunnel construction, unlike land tunnels, which can be constructed in sections through inclined shafts, submarine tunnels can only be constructed from both ends of the line and cannot have vertical shafts on the ocean, which brings many uncertainties to submarine tunnel construction. The accuracy of deep vertical shaft connection measurement is the key to ensuring the smooth penetration of submarine tunnels and is of great significance to the quality of submarine tunnel projects. In order to ensure the smooth connection of different tunnels in the ocean and the accuracy of construction, the cross tunnels between submarine tunnels also need to be accurately measured.

[0003] The commonly used measurement method for deep vertical shaft connection measurement is one-well orientation and two-well orientation. One-well orientation generally involves hanging a continuous steel wire in a vertical shaft, pasting reflective sheets on the upper end of the steel wire, pasting reflective sheets on the lower part of the steel wire, and placing a plummet at the bottom of the steel wire in waste oil. The ground direction is transmitted to the tunnel through the total station. This method occupies the vertical shaft for a long time and needs to be re-deployed for each measurement, and the measurement points cannot be permanently saved. Two-well orientation generally involves hanging a steel wire in each of the two vertical shafts, pasting a reflective sheet on the inlet and bottom of each steel wire, and measuring the coordinates and azimuth of the reflective sheet at the inlet of the steel wire using a total station on the shaft. The corresponding coordinates and azimuth are also transmitted from the shaft. This method has relatively high measurement accuracy than one-well orientation. The measurement points are difficult to save, and the cost of two-well orientation is relatively high when the vertical shaft is too long. These two methods are suitable for shallow vertical shafts, and a new method is needed to improve the measurement efficiency and accuracy of deep vertical shafts.

[0004] The process of simultaneous construction of multiple submarine tunnels is also relatively rare, especially for long and large submarine tunnels. Therefore, a new measurement method is needed to improve the measurement accuracy of submarine tunnels and ensure the accurate connection between tunnels. SUMMARY

[0005] Therefore, the purpose of the present application is to provide a multi-technology combined surveying method for super-long submarine double-hole railway tunnel plus service tunnel, which solves the problems of deep vertical shaft plane measurement and super-long submarine tunnel penetration, and improves the measurement efficiency and accuracy.

[0006] In order to achieve the above purpose, a multi-technology combined surveying method for super-long submarine double-hole railway tunnel plus service tunnel according to the present application comprises the following steps:

[0007] S1, according to the pre-deployment principle, deploy measurement control points outside the tunnel, in the deep vertical shaft, in the tunnel and in the cross tunnel;

[0008] S2, coordinates of the out-of-hole survey control point CPI are determined by using GNSS measurement technology, and the coordinates of the out-of-hole survey control point CPI are transmitted to the entrance point of the deep shaft by using the traverse measurement method of the total station, and the vertical deviation correction is performed on the traverse measurement side;

[0009] S3, a free station platform is arranged in the deep shaft, and the plane coordinates are transmitted from the upper part of the shaft to the bottom of the shaft by using the free station measurement method;

[0010] S4, a combined measurement method combining free station and cross double traverse is used for measurement at the connection between the deep shaft and the submarine tunnel, and a measurement gyroscopic directional side is added to control and improve the precision of the azimuth angle;

[0011] S5, the cross tunnel connecting the tunnels is measured by using the encryption free station method, the submarine tunnel main tunnel is extended and measured by using the combined measurement method in S4, and finally the overall measurement of the plane control network of the left-line tunnel, the right-line tunnel and the service tunnel is realized.

[0012] Further preferably, in S1, the pre-disposition principle comprises:

[0013] A plurality of forced centering piers are arranged as GNSS control points CPI in the stable area outside the hole;

[0014] In the deep shaft, a plurality of measurement points are arranged at a predetermined interval along the shaft wall and the shaft center vertical line, and a free station point is arranged in the middle of the shaft;

[0015] In the main tunnel of the submarine tunnel, a plurality of pairs of forced centering points are arranged at intervals along the extension direction of the tunnel;

[0016] In the cross tunnel connecting each tunnel, the control points are arranged with a higher density than the main tunnel.

[0017] Further preferably, in S1:

[0018] The out-of-hole GNSS control points CPI are arranged not less than 4 CPI01, CPI02, CPI03, CPI04;

[0019] The measurement points in the deep shaft are arranged at about 4 per 60 meters, and each deep shaft is arranged in this way, so that the measurement points in the shaft are 1SJ11, 1SJ12, 1SJ13, …, 1SJN1, 1SJN2, 1SJN3; the free station point is located at a position about 40 meters away from the upper measurement point and about 20 meters away from the lower measurement point; the free station points are 1SJ10, 1SJ20, 1SJ30, … 1SJN0;

[0020] The forced centering points in the main tunnel of the seabed tunnel are arranged at about every 200 meters; 1BH21, 1BH22, 1BH23, 3BH23, 3BH24, 3BH25;

[0021] The control points in the cross tunnel are arranged at about every 5 meters, and the control points are 1HD11-1HD18, 2H11-2H28.

[0022] Further preferably, in S2, the plumb deviation correction of the traverse survey side includes:

[0023] The components of the plumb deviation of the station point outside the tunnel in the meridian circle and the prime vertical circle direction are calculated by using the EGM2008 earth gravity field model ;

[0024]

[0025]

[0026] The plumb deviation correction value is calculated by using the horizontal direction plumb deviation correction calculation method shown in the following formula :

[0027] ,

[0028] wherein, is the horizontal direction plumb deviation correction value, is the component of the plumb deviation of the station point in the meridian circle and the prime vertical circle direction, V is the vertical angle from the station point to the target point, and A is the large local azimuth angle from the station point to the target point.

[0029] Further preferably, in S3, the free station platform is arranged in the deep shaft, the free station measurement method is used to transfer the plane coordinates from the upper part of the shaft to the bottom of the shaft, and specifically includes:

[0030] S301, a free station platform is arranged in the deep shaft, a total station instrument is arranged on the platform to measure the traverse points of the upper part and the lower part, and a plurality of measurement target points on the upper part and the lower part of the shaft wall are observed;

[0031] S302, each deep shaft is measured in the manner of S301 to transfer the direction, distance and coordinates.

[0032] Further preferably, in S4, the free station and cross double traverse combined measurement method is used at the connection between the deep shaft and the seabed tunnel, and a measurement gyro directional side is added to improve the azimuth angle accuracy, and includes the following processes:

[0033] S401, at the junction of the deep shaft and the submarine tunnel, erecting instrument at free station to measure free stations 1SJN0, 1SJN1, 1SJN2, 1SJN3 and submarine tunnel measuring points 1BH23, 1BH24, 1BH25, 1BH26;

[0034] S402, measuring the azimuth angles of 1BH23-1BH25, 2BH23-2BH25, 3BH23-3BH25 by using gyroscopic orientation instrument;

[0035] S403, using BTJ-3 type gyroscopic total station, first measuring instrument parameters, including: measuring the mean error m of gyroscopic azimuth angle, measuring the mean error m of gyroscopic orientation side coordinate azimuth angle a , measuring the mean error of gyroscopic instrument constant ; the known side for measuring instrument constant is the ground "CPI01-CPI02" side, measuring the gyroscopic side coordinate azimuth angle "1BH23-1BH25", "2BH23-2BH25", "3BH23-3BH25" in the shaft;

[0036] S404, calculating the azimuth angle of the submarine tunnel orientation side gyro: setting the azimuth angle of CP01-CP02 as . calculating the meridian convergence angle by using the longitude and latitude of the control point , measuring the average value azimuth angle by using the gyroscopic total station to measure the gyroscopic azimuth angle of the known side for 10 times , calculating the instrument constant: . measuring the gyroscopic azimuth angle of the submarine tunnel traverse side 1BH23-1BH25 by using the gyroscopic total station, measuring for 10 times to obtain the average value , calculating the submarine tunnel traverse side ;

[0037] S405, measuring other gyroscopic orientation side according to the above steps.

[0038] Further preferably, in S5, the transverse hole connecting the tunnels is measured by using the intensive free station method, and the extension measurement of the main hole of the submarine tunnel is performed by using the combined measurement method in S4, including:

[0039] In the transverse hole connecting the tunnels, the control points in the transverse hole and the adjacent tunnels are densely observed by using the free station method to realize high-precision closure of the left and right line tunnels and the service tunnel control network;

[0040] In the main hole of the submarine tunnel, the extension measurement is performed by using the combination of free station and cross double traverse; wherein, the cross double traverse and free station combined measurement is used in the section with stable construction condition, and the free station measurement is used in the section close to the construction working face.

[0041] Further preferably, the cross double traverse measurement is: sequentially erecting the total station on an adjacent pair of forced centering points, and observing a pair of control points in front of the total station to form a closed check figure.

[0042] The cross double traverse measurement has a traverse side length of about 400 meters, and the increase of the traverse side length further improves the measurement precision.

[0043] Before the measurement of the main tunnel, the centering accuracy is ensured by checking whether the bubble of the forced centering disc is centered.

[0044] The application organically integrates GNSS, vertical deviation correction, free station, cross double traverse, gyroscopic orientation and other technologies to construct a complete and closed high-precision measurement control chain from "out-of-hole reference → deep shaft transmission → in-hole extension → multi-hole unification", which is very systematic.

[0045] The application innovatively introduces a gravity field model for vertical deviation correction in the out-of-hole traverse measurement, which reduces the azimuth error from the data source, which is a high-order error term that is easily ignored in ordinary tunnel measurement.

[0046] The application adopts a combination of free station and cross double traverse measurement at key nodes (such as the shaft-tunnel connection and the main tunnel), the two methods are verified with each other to form an internal check mechanism, which greatly improves the reliability of the measurement results and the ability to find gross errors. BRIEF DESCRIPTION OF DRAWINGS

[0047] Figure 1 It is a flow chart of the multi-technology joint measurement method of the super-long submarine double-hole railway tunnel provided by the application.

[0048] Figure 2 It is a point distribution diagram of the out-of-hole and deep shaft of the application.

[0049] Figure 3 It is a schematic diagram of the forced centering disc of the tunnel wall of the application.

[0050] Figure 4 It is a point distribution diagram of the main tunnel and the cross tunnel of the application.

[0051] Figure 5 It is an out-of-hole traverse measurement method of the application.

[0052] Figure 6 It is a deep shaft transmission measurement method of the application.

[0053] Figure 7 It is a measurement method at the intersection of the deep shaft and the main tunnel of the application.

[0054] Figure 8 It is a measurement method at the intersection of the cross tunnel and the main tunnel of the application.

[0055] Figure 9 is a measurement method for the connection between the cross tunnel and the main tunnel of the submarine part of the application.

[0056] Figure 10 is a measurement schematic diagram of the main tunnel of the submarine tunnel of the application.

[0057] Figure 11 is a schematic diagram of the submarine tunnel of the application. DETAILED DESCRIPTION

[0058] The application will be further described in detail below through the drawings and specific embodiments.

[0059] As Figure 1 shown, the super-long submarine double-hole railway tunnel service tunnel multi-technology combined measurement method provided by the embodiment of the application comprises.

[0060] S1, according to the pre-disposition principle, the measurement control points are disposed outside the hole, in the deep shaft, in the main tunnel and the cross tunnel of the tunnel; first, in the aspect of selecting points outside the hole CPI, since the position of the deep shaft is on an island, the control points that can simultaneously see the three shaft mouths are selected through surveying, and there is no obstruction around. The distance between CPIs is greater than 500 m as much as possible, and in special cases, it cannot be less than 300 m. The height of the buried forced centering pier should be not less than 1 m. A total of 4 CPI points CPI01, CPI02, CPI03, and CPI04 are disposed.

[0061] The control points of the deep shaft are disposed at about every 60 m along the deep shaft wall and the vertical line in the middle from the deep shaft mouth, and the 4 points entering the hole at the deep shaft mouth should meet the conditions of being observed simultaneously and the control points of the three shaft mouths not obstructing each other. The free station points are set at about 40 m from the upper measurement points and about 20 m from the lower measurement points. The three deep shafts are disposed in the same way, as shown in Figure 2 . Taking the control points of the deep shaft 1 as an example, 1SJ11, 1SJ12, 1SJ13, …, 1SJN1, 1SJN2, 1SJN3, the points are buried in the deep shaft side wall by using the pre-buried part, and the Leica 360 prism is used for measurement. This type of prism does not need to be turned over when used, 1SJ10, 1SJ20, 1SJ30, …, 1SJN0 are the 360 prism points at the center of the deep shaft hole.

[0062] The three tunnels at the bottom of the deep shaft are disposed according to the control points of the traverse, and a pair of forced centering points 1BH21, 1BH22, 1BH23, … is disposed at about every 200 m, and the forced centering points are fixed on the tunnel secondary lining side wall by using the centering disc with a horizontal bubble, as shown in Figure 3The forced centering disc is adopted, which greatly reduces the centering error of the total station and the prism, and improves the measurement precision. The forced centering disc is triangularly supported, and the precision and stability of the centering disc are relatively high through multiple experiments. Meanwhile, the centering disc is provided with a horizontal steam pocket on the side, so that the centering disc can be ensured to be in a leveled state after completion. In the use process, the horizontal bubble can be observed to ensure the stability and reliability of the centering disc.

[0063] The embedded parts are arranged in the cross tunnel. Since the length of the cross tunnel connected with the undersea tunnel is relatively short, a pair of control points are arranged in the cross tunnel every 5 m or so, and the arrangement mode is shown in Figure 4 , and the arrangement points are 1HD11-1HD18, 2H11-2H28. An undersea tunnel is designed every 10 km or so, and the measurement point arrangement mode is the same. The matching prism rod is installed during measurement, and it is suggested that the Leica round prism is used during measurement.

[0064] GNSS method is used for static synchronous observation of CPI01, CPI02, CPI03 and CPI04, the length of each time period is not less than 2 h, the satellite cutoff elevation angle is not less than 10°, the sampling interval is 10 s, and a total of 2 time periods are observed.

[0065] As shown in Figure 5 , the total station is erected on CPI02 and CPI03 respectively, and the total station uses TS60 high-precision total station. The prism is placed on CPI01 and CPI04. The instrument is erected on CPI02 to observe CPI01, 1SJ10-1SJ13, 2SJ10-2SJ13 and 3SJ10-3SJ13, and the instrument is erected on CPI03 to observe CPI04, 1SJ10-1SJ13, 2SJ10-2SJ13 and 3SJ10-3SJ13.

[0066] The four measurement returns are measured by the total station outside the hole, the vertical angle index difference and the return-to-return difference are both less than 5.0″, the distance measurement return-to-return difference is less than 1.0 mm, the horizontal direction half-return return-to-zero difference is less than 6″, the 2C mutual difference in the same direction of different returns is less than 9″, and the direction value difference after zero return in the same direction is less than 6″.

[0067] S2, the coordinates of the hole measurement control point CPI are determined by using the GNSS measurement technology, and the coordinates of the hole measurement control point CPI are transmitted to the deep shaft entrance point by using the total station traverse measurement method, and the vertical deviation correction is performed on the traverse measurement side; the coordinates of the control point CPI are used as the known coordinates, and the coordinates of the deep shaft entrance point are unknown, therefore, the coordinates of the control point CPI are obtained by using the total station after the known A point coordinates are obtained by using the traverse measurement method, and the coordinates of the control point C are obtained by using the control point B, and the coordinates of the deep shaft entrance point are gradually transmitted; when the vertical deviation correction is performed, the following method is used:

[0068] The vertical deflection of each side outside the hole is calculated by using the EGM2008 earth gravity field model. wherein is the horizontal vertical deflection correction value (″), is the vertical deflection component (″) of the station point in the meridian circle and the prime vertical circle direction, V is the vertical angle from the station point to the target point, and A is the large local azimuth angle from the station point to the target point. The formula for calculating the vertical deflection by using the gravity field model is as follows:

[0069]

[0070]

[0071] wherein GM is the earth gravity constant, R is the average radius of the earth, is the average normal gravity, respectively represent the normalized COS and SIN position coefficients, and n and m respectively represent the order and the degree. is the first derivative of the completely normalized Lagrange function.

[0072] S3, a free station platform is arranged in the deep vertical shaft, and the plane coordinates are transmitted from the upper part of the vertical shaft to the bottom of the vertical shaft by using the free station measurement method;

[0073] The total station instrument is arranged on the platform to measure the traverse points of the upper part and the lower part in the deep vertical shaft, for example, the total station instrument is arranged on 1Z1 to measure 1SJ10, 1SJ11, 1SJ12, 1SJ13 and 1SJ20, 1SJ21, 1SJ22, 1SJ23. The total station instrument is arranged on 1Z2 to measure 1SJ20, 1SJ21, 1SJ22, 1SJ23, 1SJ30 and 1SJ30, 1SJ31, 1SJ32, 1SJ33, and the measurement is sequentially performed to the bottom of the deep vertical shaft, and each measurement point is measured in not less than two directions. The direction and distance transmission is performed in the three deep vertical shafts in the above manner, and the specific measurement manner is shown in Figure 6 .

[0074] During the measurement, a high-precision total station such as TS60 is used to cooperate with a bent tube eyepiece to perform the measurement, the total station free station measurement index is measured in four measurement returns, the vertical angle index difference and the measurement return difference are less than 5.0″, the distance measurement measurement return difference and the measurement return difference are less than 1.0mm, the horizontal direction half measurement return zero difference is less than 6″, the 2C mutual difference of the same direction in different measurement returns is less than 9″, and the direction value difference after the same direction zero return is less than 6″.

[0075] S4, a combined measurement method combining the free station and the cross double traverse is used to measure at the connection between the deep vertical shaft and the submarine tunnel, and a measurement gyroscopic directional edge is added to control and improve the azimuth angle precision;

[0076] At the junction of the deep vertical shaft and the undersea tunnel, instruments are set up at the freely established station 1ZN to measure 1SJN0, 1SJN1, 1SJN2, 1SJN3 and the undersea tunnel measuring points 1BH23, 1BH24, 1BH25, 1BH26. The instrument measurement accuracy is in accordance with S302.

[0077] The azimuth angles of 1BH23-1BH25 were measured using a gyro-oriented instrument. During the measurement of the undersea tunnel, a gyro-oriented side was added approximately every 3 km. The other two tunnels were measured in the same manner; the measurement method is described below. Figure 7 In traditional traverse methods, the distance from point A to point B, and then to point C, forms a "line." If the coordinates of point B have a slight error, this error will be directly transmitted to point C and cannot be self-checked. Therefore, this application adopts... Figure 7 As shown, there are four control points at the tunnel connection: 1BH23, 1BH24, 1BH25, and 1BH26. At the first station, the total station is set up on 1BH23, observing not only the foresight points 1BH24 and 1BH25 (this is the traditional traverse method), but also cross-observing the further forward point 1BH26. This forms a cross-observation network with 1BH23 as the vertex. The resulting network structure is much more stable and error-resistant than a linear structure.

[0078] Gyroscope orientation side measurement. A BTJ-3 gyroscope total station was used. First, the instrument parameters were determined, including: the standard error of the gyroscope azimuth angle (m = ±3.4″), and the standard error of the azimuth angle of the gyroscope orientation side coordinates (m). a =±1.9″, the mean square error of the average value of the gyroscope instrument constant measurement. =±1.0″; The known side for determining the instrument constant is the “CPI01-CPI02” side of the ground, and the azimuth angles of the downhole gyroscope side coordinates are determined as “1BH23-1BH25”, “2BH23-2BH25”, and “3BH23-3BH25”.

[0079] Calculation of azimuth angles for the directional gyroscope in the submarine tunnel. The azimuth angles for CP01-CP02 are... The meridian convergence angle is calculated using the latitude and longitude of the control points. The azimuth angle of a gyro total station is calculated by measuring the azimuth angle of the gyro 10 times on a known side and then taking the average azimuth angle. Calculate the instrument constant: The azimuth angle of the submarine tunnel traverse line from 1BH23 to 1BH25 was measured using a gyro total station. Ten measurements were taken, and the average value was calculated. Calculate the guide rail edge of the submarine tunnel Follow the steps outlined above to determine the orientation edges of the other gyroscopes.

[0080] The application realizes rapid initial connection by flexibility of the free station, internal checking and precision improvement by strictness of the cross double conductor, and final checking by absolute direction reference provided by the gyroscopic orientation.

[0081] S5, measuring the cross tunnel connecting the tunnels by the encrypted free station method, and extending the measurement of the main tunnel of the submarine tunnel by the combined measurement method in S4, to finally realize the overall measurement of the left line tunnel, the right line tunnel and the service tunnel plane control network.

[0082] As Figure 8 , the left and right line tunnels and the service tunnel are connected through the cross tunnel, the cross tunnel distance is short, and the angle error of the traditional traverse measurement transmission is large. The cross tunnel measurement points are measured by the encrypted free station method, the submarine left line tunnel is measured as 1BH23-1BH26, 1SJN0-1SJN3, 1HD11-1HD18, 2HD11-2HD18; the submarine service tunnel is measured as 2BH23-2BH26, 2SJN0-2SJN3, 1HD11-1HD18, 2HD11-2HD18; and the submarine right line tunnel is measured as 3BH23-3BH26, 3SJN0-3SJN3, 1HD11-1HD18, 2HD11-2HD18. Three measurement returns are measured by the TS60 total station, the half-return difference is not greater than 4", the 2C difference in each direction within the one-way return is not greater than 8", and the direction value difference after zeroing in the same direction between measurement returns is not greater than 4".

[0083] The cross tunnel is set every 1km or so above the sea bottom without a vertical shaft, and the measurement method of the cross tunnel is shown in Figure 9 , the measurement method of the submarine left line tunnel is 1BH123-1BH126, 1HD111-1HD118, 2HD111-2HD118; the measurement method of the submarine service tunnel is 2BH123-2BH126, 1HD111-1HD118, 2HD111-2HD118; and the measurement method of the submarine right line tunnel is 3BH123-3BH126, 1HD111-1HD118, 2HD111-2HD118. The gyroscopic orientation side measurement method refers to S403.

[0084] As Figure 10- Figure 11 , the main tunnel of the submarine tunnel is measured by the total station traverse measurement. Before measurement, check the state of the forced centering disc and whether the bubble is horizontal. In this way, the measurement data can be avoided due to the collision of the centering disc caused by external reasons. When the tunnel construction distance is less than 1km, the control point side is measured by the free station. When the tunnel construction distance is greater than 1km, the existing control points are re-measured, and the cross double traverse and the free station combined measurement can be used.

[0085] Cross double-wire measurement method: the specific measurement method is to set TS60 total station on 1BH131, install Lika round prism and corresponding base on 1BH125, 1BH126, 1BH135, 1BH136, and measure the corresponding prisms by using total station. Similarly, set total station on 1BH132 to measure 1BH125, 1BH126, 1BH135, 1BH136, so that the length of the wire measured is about 400m, further improving the measurement accuracy. All measurement points are measured in turn.

[0086] It is recommended to use Lika TS60 high-precision total station in the measurement process from outside to inside the hole. When measuring, use multi-measurement return angle mode, and pay attention to that all measurement station numbers should not be repeated to avoid software recognition errors. When calculating the combined wire, COSA software or similar function software can be used for calculation. Since the vertical deviation of the control edge outside the hole is measured, the direction of the corresponding edge is corrected in the IN2 file (direction, angle file) output by the software. When adjusting, the gyroscopic directional edges "1BH23-1BH25", "2BH23-2BH25", "3BH23-3BH25" and the like are taken as known values for joint adjustment.

[0087] Obviously, the above embodiments are only examples for clear illustration, and are not limitations on the embodiments. Based on the above description, other different forms of changes or variations can be made by those of ordinary skill in the art. Here, it is not necessary and impossible to exhaust all embodiments. The obvious changes or variations derived therefrom are still within the protection scope of the present application.

Claims

1. A method for combined measurement of super-long submarine double-hole railway tunnel and service tunnel technologies, characterized in that, The method comprises the following steps: S1, arranging measurement control points CPI and measurement points according to a pre-arrangement principle outside the tunnel, in a deep vertical shaft, in a main tunnel and in a cross tunnel; The pre-arrangement principle comprises: A plurality of forced centering piers are arranged in a stable area outside the tunnel as control points CPI; in the deep vertical shaft, a plurality of measurement points are arranged along the shaft wall and the shaft center perpendicular line at a preset interval, and a free station point is arranged in the deep vertical shaft; in the main tunnel of the left and right line tunnels and the service tunnel, a plurality of pairs of forced centering points are arranged at intervals along the extension direction of the tunnel; in the cross tunnel connecting the tunnels, the control points are arranged at a higher density than that of the main tunnel; S2, using GNSS measurement technology to measure the coordinates of the measurement control points CPI outside the tunnel, and using the traverse measurement method of the total station to transfer the coordinates of the measurement control points CPI outside the tunnel to the entrance points of the deep vertical shaft, and correcting the perpendicular deviation of the traverse measurement side; S3, arranging a free station platform in the deep vertical shaft, and using the free station measurement method to transfer the plane coordinates from the upper part of the vertical shaft to the bottom of the vertical shaft; specifically: S301, arranging a free station platform in the deep vertical shaft, and arranging the total station on the platform to observe a plurality of measurement points on the upper and lower parts of the shaft wall; S302, measuring each deep vertical shaft in the manner of S301 to transfer the direction, distance and coordinates; S4, using the combined measurement method of free station and cross double traverse to measure at the connection between the deep vertical shaft and the submarine tunnel, and adding a measurement gyroscopic orientation side to control and improve the azimuth accuracy; Specifically, the process comprises the following steps: S401, arranging a gyroscopic orientation instrument at the free station point 1ZN at the connection between the deep vertical shaft and the submarine tunnel to measure 1SJN0, 1SJN1, 1SJN2, 1SJN3 and the submarine tunnel measurement points 1BH23, 1BH24, 1BH25, 1BH26; S402, using the gyroscopic orientation instrument to measure the gyroscopic orientation sides "1BH23-1BH25", "2BH23-2BH25", "3BH23-3BH25" of the submarine tunnel; comprising: When a gyro total station is used as a gyro orientation instrument, first, parameters of the gyro total station are determined, the parameters including: determining a mean error m of a gyro azimuth angle, determining a mean error m of a coordinate azimuth angle of a gyro orientation side a , determining a mean error of an average value of a gyro total station constant ; a known side of the gyro total station constant is a CPI01-CPI02 side of the ground; The gyroscopic orientation side measurement of the submarine tunnel comprises: setting the azimuth angle of CPI01-CPI02 side as ; calculating the meridian convergence angle by using the longitude and latitude of the control point CPI ; measuring the average value azimuth angle by using the gyroscopic total station to measure the gyroscopic azimuth angle of the known side 10 times ; calculating the instrument constant: ; measuring the gyroscopic azimuth angle of the gyroscopic orientation side 1BH23-1BH25 by using the gyroscopic total station, measuring multiple times to obtain the average value ; calculating the gyroscopic orientation side of the submarine tunnel ; The measurement of other gyroscopic orientation sides is completed according to the above steps; S5, using the encrypted free station method to measure the cross tunnel connecting the tunnels, using the combined measurement method in S4 to extend the measurement of the main tunnel of the submarine tunnel, and finally realizing the overall measurement of the plane control network of the left line tunnel, the right line tunnel and the service tunnel.

2. The method according to claim 1, characterized in that, In S1: The GNSS control points CPI outside the tunnel are CPI01, CPI02, CPI03 and CPI04, respectively; The measurement points in the deep vertical shaft are arranged at an interval of 60 meters, and each deep vertical shaft is arranged in this manner, so that the measurement points in the shaft are 1SJ10, 1SJ11, 1SJ12, 1SJ13, …, 1SJ20, …, 1SJN0, 1SJN1, 1SJN2, 1SJN3; the free station point is located 40 meters away from the upper measurement point and 20 meters away from the lower measurement point; the free station points are 1Z1, 1Z2, …, 1ZN-1. The forced centering points in the main tunnel of the underwater tunnel are arranged in pairs every 200 meters; 1BH21, 1BH22, 1BH23, 1BH24, 3BH25, 3BH26, 3BH27, 3BH28; The control points in the cross tunnel are arranged in pairs every 5 meters, and the control points are 1HD11-1HD18, 2HD11-2HD18.

3. The method according to claim 2, wherein, In S2, the vertical deviation correction of the traverse measurement side includes: The vertical deflection of the control point CPI outside the hole is calculated by using the EGM2008 earth gravity field model to calculate the components of the meridian circle and the equinoctial circle ; where GM is the earth's gravitational constant and R is the earth's mean radius, is the mean normal gravity, n and m represent the order and degree, respectively; The vertical deviation correction value is calculated using a horizontal direction vertical deviation correction calculation method shown by the following equation : ， wherein, is a horizontal direction vertical line deviation correction value, is the component of the vertical line deviation of the station in the meridian and prime vertical directions, V is the vertical angle from the station to the target point, and A is the large local azimuth from the station to the target point.

4. The method according to claim 1, wherein the method is characterized by, In S5, the cross tunnel connecting the tunnels is measured by the encrypted free station method, and the extension measurement of the underwater tunnel main tunnel is performed by using the combined measurement method in S4, including: In the cross tunnel connecting the tunnels, the cross tunnel and the adjacent tunnel are densely observed, the cross tunnel measuring points are measured by the encrypted free station method, the underwater left-line tunnel is measured by 1BH23-1BH26, 1SJN0-1SJN3, 1HD11-1HD18, 2HD11-2HD18; the underwater service tunnel is measured by 2BH23-2BH26, 2SJN0-2SJN3, 1HD11-1HD18, 2HD11-2HD18; the underwater right-line tunnel is measured by 3BH23-3BH26, 3SJN0-3SJN3, 1HD11-1HD18, 2HD11-2HD18; to realize high-precision closure of the control network of the left-line tunnel and the service tunnel; In the main tunnel of the underwater tunnel, the extension measurement is performed by combining the free station with the cross double traverse; wherein, the cross double traverse and the free station measurement are used in the section with stable construction conditions, and the free station measurement is used in the section close to the construction face.

5. The method according to claim 4, wherein the method is characterized by, The cross double traverse measurement is that the total station is sequentially erected on an adjacent pair of forced centering points, and the front interval pair of forced centering points is observed in cross, to form a closed check pattern; the length of the traverse side of the cross double traverse measurement is 400 meters; before the main tunnel measurement, it is checked whether the bubble of the forced centering point is centered, to ensure the centering accuracy.

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