Shallow water cross-sea long bridge mobile settlement measuring device and measuring method thereof

Abstract

The invention relates to a shallow water cross-sea long bridge mobile settlement measuring device and a measuring method thereof, and the device comprises a plurality of floating pontoons which are arranged at measurement reference points at intervals in the longitudinal bridge direction, and each floating pontoon is provided with a supporting leg for positioning the floating pontoons at the measurement reference points; the measuring instruments are fixed on the pontoons, the known elevation control points and the piers; and the controller is used for controlling the pontoons to arrive at and be positioned at the measurement datum points and sending observation instructions to the measurement instruments so as to obtain settlement observation values of the piers. The measuring instrument is fixed on each pontoon, a known elevation control point and a bridge pier, and the observation elevation of the measuring instrument at each measurement reference point is obtained by using the measuring instrument with the known elevation control point through an elevation transmission route; the measuring instrument at each measuring datum point is used for observing the differential mean elevation of the piers before and after settlement to obtain the settlement observation values of the piers, and the method has the advantages of simple structure, low construction difficulty, low construction cost, capability of being repeatedly used and the like.

Description

Technical Field

[0001] The present application relates to the technical field of bridge monitoring, and in particular to a mobile settlement measurement device and a measurement method for a long sea-crossing bridge in shallow water. Background Art

[0002] Long sea-crossing bridges are large in scale, with lengths of thousands or even tens of kilometers underwater. The underwater piers are far away from the coast and numerous. The Dongshan Sea-Crossing Bridge of Zhangshan Railway is 8km long and the water depth after low tide is about 1m. During the construction process, settlement observations are required for each pier. Settlement measurement requires the establishment of a large number of measurement platforms, which is costly, requires high measurement accuracy, and is difficult to measure. In related technologies, traditional underwater pier settlement measurement generally adopts manual measurement method using a measuring platform, that is, it is necessary to set up a measuring platform every few hundred meters near the underwater pier as a measuring reference point. Surveyors use the measuring platform to transfer the elevation between the measuring reference points and measure the settlement of each pier one by one. Each measuring platform is set up with a high-tide floating crane or a pile-driving crane on a pier, which results in a long construction period and high construction cost.

[0003] Artificial settlement measurement requires a large number of surveyors, a heavy workload, and low measurement efficiency. At the same time, since the manual elevation transfer between several measuring platforms on both sides of the strait takes up a lot of measurement time, it is impossible to transfer the elevation of the measuring platform for every settlement measurement. As a result, due to the settlement of the measuring platform itself, it is difficult to ensure the accuracy of the elevation of the measuring benchmark, resulting in low accuracy in artificial settlement measurement. Summary of the Invention

[0004] The embodiments of the present application provide a mobile settlement measurement device and a measurement method for a long sea-crossing bridge in shallow water, so as to solve the problem in related technologies that pier settlement measurement requires setting up a measurement platform in water, and surveyors use the measurement platform to transfer the elevation between measurement reference points and measure the settlement of each pier one by one, resulting in a long construction period and high construction costs.

[0005] A first aspect of an embodiment of the present application provides a mobile settlement measurement device for a long sea-crossing bridge in shallow water, comprising: There are multiple floating boats, each of which is spaced apart along the longitudinal direction of the bridge at each measurement reference point, and each of the floating boats is provided with a support foot for positioning the floating boat at the measurement reference point; Surveying instruments fixed to each of the floating vessels, known elevation control points and bridge piers; The controller is used to control each of the floating vessels to reach and position at each measurement reference point, and send observation instructions to each of the measuring instruments to obtain the settlement observation value of each pier.

[0006] In some embodiments: a measuring platform is provided on the floating vessel, and a GNSS receiver for obtaining the position information of the floating vessel, as well as a centering pier and a centering plate for installing the measuring instrument are provided on the measuring platform; The surveying instrument includes an intelligent total station installed on the centering disk and the known elevation control point. Each of the intelligent total stations is provided with a first prism, and a second prism is installed on each bridge pier.

[0007] In some embodiments, the support leg includes a ground shoe and a multi-stage jack for supporting the pontoon on the seabed, one end of the multi-stage jack is connected to the pontoon, and the other end of the multi-stage jack is connected to the ground shoe; and a spiral sleeve fixed on the floating boat, wherein the internal thread of the spiral sleeve is connected with a spiral rod, and the spiral sleeve is connected with a motor for driving the spiral rod to be inserted into or pulled out of the seabed formation.

[0008] In some embodiments: the controller includes a reference elevation acquisition module, the reference elevation acquisition module being configured to obtain an observed elevation of the measuring instrument at the measuring reference point based on mutual observations between the measuring instrument at the known elevation control point and the measuring reference point; Based on the mutual observation between the measuring instrument at the measuring reference point of the known observation elevation and the measuring instrument at the measuring reference point of the adjacent unknown observation elevation, the observation elevation of the measuring instrument at the measuring reference point of the remaining unknown observation elevation is obtained.

[0009] In some embodiments: the known elevation control points include a first known elevation control point and a second known elevation control point located on both sides of the river; The controller further includes a differential elevation acquisition module, wherein the differential elevation acquisition module uses a surveying instrument at a last surveying reference point close to the second known elevation control point to observe an observed elevation of the surveying instrument at the second known elevation control point; The differential elevation acquisition module obtains the line closure error by comparing the deviation between the elevation observed by the surveying instrument at the second known elevation control point and the known elevation of the surveying instrument at the second known elevation control point; The differential elevation acquisition module calculates the average of the line closure error based on the total number of measurement benchmark points, and evenly distributes it to the observation elevation of the measuring instrument at each measurement benchmark point as the differential elevation of the measuring instrument at each measurement benchmark point.

[0010] In some embodiments, the controller further includes a closure difference determination module, the closure difference determination module being configured to connect two or more measuring instruments at three adjacent measuring points among the plurality of measuring reference points and the known elevation control points to form a triangular connection loop; The closure error discrimination module obtains the observed closure error of the triangular connection loop formed by the measuring instruments at three adjacent measuring points, and compares the observed closure error with the allowed closure error; If the observed closure error is less than the allowable closure error, the measuring instruments at the three adjacent measuring points are judged to be in a stable state; if the observed closure error is greater than the allowable closure error, the measuring instruments at the three adjacent measuring points are judged to be in a swinging state; When the measuring reference point is in a swinging state, the measuring instrument increases the number of observations and takes the average value as the observed elevation of the measuring instrument in the swinging state.

[0011] In some embodiments, the controller further includes a pier settlement value acquisition module, the pier settlement value acquisition module being configured to acquire a mean differential elevation value of two measurement benchmark points near each pier before and after the measurement instrument settlement observation; The pier settlement value acquisition module obtains the pier settlement value based on the difference between the average differential elevation before settlement observation and the average differential elevation after settlement observation.

[0012] A second aspect of the present application provides a method for measuring the mobile settlement of a long sea-crossing bridge in a shallow water area, the method using the mobile settlement measuring device for a long sea-crossing bridge in a shallow water area according to any of the above embodiments, the method comprising: S1. Connect three measuring instruments at adjacent measuring benchmarks and / or known elevation control points in pairs to form triangular connection loops, observe the closure error of each triangular connection loop, and determine the stability of the measuring instruments at each measuring benchmark point. S2. Based on the elevation transfer of known elevation control points and multiple survey benchmarks between the two banks and the elevation measurement of each survey benchmark, obtain the observed elevation of each survey benchmark where each surveying instrument in a stable state is located and the real-time observed elevation of each survey benchmark where each surveying instrument in a swinging state is located; S3. Based on the line closure errors of multiple survey benchmarks and known elevation control points between the two banks, obtain the differential elevation of each survey benchmark point where each survey instrument in a stable state is located and the real-time differential elevation of each survey benchmark point where each survey instrument in a swinging state is located; S4. Obtain the differential mean elevation of each bridge pier based on the differential elevation of the measurement reference point and the real-time differential elevation, compare and calculate the differential mean elevation of each bridge pier measured before and after the settlement measurement, and obtain the settlement value of each bridge pier.

[0013] In some embodiments, S1 specifically includes: Two measuring instruments are placed at the first known elevation control point and the second known elevation control point on both sides of the river, respectively, to obtain the known elevations of the measuring instruments at the first known elevation control point and the second known elevation control point; A measurement reference point is arranged at each preset interval along the longitudinal bridge. After the controller controls the floating boat to reach each measurement reference point, the floating boat is positioned at the measurement reference point through the support legs, and the levelness of the measuring instrument is adjusted on each floating boat. Connecting the measuring instruments of each adjacent measuring reference point, the first known height control point and the second known height control point in sequence to form a plurality of triangular connection rings, wherein the lines connecting any two adjacent points in the triangular connection rings are two sides, and the line connecting any two interval points is a connection line; Based on the two vertical angles and two slope distances observed by the two intelligent total stations at the first known height control point and the first measurement benchmark, the elevation difference between the measuring instrument at the first known height control point and the measuring instrument at the first measurement benchmark is calculated according to the principle of trigonometric height measurement; Calculate the elevation difference between the measuring instrument at the first surveying benchmark point and the measuring instrument at the second surveying benchmark point based on observing two vertical angles and two slope distances facing each other with the two measuring instruments at the first surveying benchmark point and the second surveying benchmark point; Based on the two vertical angles and two slant distances observed by the two surveying instruments at the first known elevation control point and the second surveying benchmark point, the connection elevation difference between the surveying instrument at the first known elevation control point and the surveying instrument at the second surveying benchmark point is calculated; The measuring instruments at each of the two adjacent measuring reference points in the other triangular connection rings shall observe two vertical angles and two slant distances from each other according to the number of survey rounds and the number of observations per half survey round, and calculate the elevation difference between the measuring instruments at each of the two measuring reference points; For other connection lines within the same triangular connection loop, two measuring instruments at a measurement benchmark point and another measurement benchmark point separated therefrom shall observe two vertical angles and two slant distances towards each other according to the number of measurement rounds and the number of observations per half measurement round, and calculate the connection elevation difference between the measuring instruments at each of the two measurement benchmark points; According to the elevation difference of each triangular connecting ring and the sum of the connecting elevation differences, the observed closure difference of each triangular connecting ring is obtained, and compared with the allowable closure difference respectively. If the observed closure difference is smaller than the allowable closure difference, it is judged that the measuring instruments at the three measuring reference points are in a stable state. If the observed closure difference is larger than the allowable closure difference, it is judged that the measuring instruments at the three measuring reference points are in a swinging state.

[0014] In some embodiments: S3 and S4 specifically include: Observe the observed height of the second known height control point using the surveying instrument at the last surveying benchmark point close to the second known height control point; Compare the deviation between the height observed by the surveying instrument at the second known height control point and the height known by the surveying instrument at the second known height control point to obtain the line closure error; Calculate the average of the line closure error based on the total number of measurement benchmarks and evenly distribute it to the observed elevation of each measurement benchmark point where the measurement instrument is in a stable state and the real-time observed elevation of each measurement benchmark point where the measurement instrument is in a swinging state; Finally, the differential elevation of each measuring reference point where the measuring instrument in a stable state is located and the real-time differential elevation of each measuring reference point where the measuring instrument in a swinging state is located are obtained; Before observing the pier settlement, two measuring instruments at two measuring reference points adjacent to the pier shall be placed in a rear-view mirror to observe the vertical angle and slant distance of the second prism of the pier respectively; According to the principle of differential triangulation height measurement, two differential elevations from the two measuring instruments to the second prism are calculated, and the average of the two differential elevations is taken to obtain the differential mean elevation before the pier settlement observation; During the pier settlement observation, two measuring instruments at two measuring reference points adjacent to the pier are back-sighted to each other and respectively observe the vertical angle and slant distance of the second prism of the pier; According to the principle of differential triangulation height measurement, two differential heights from the two measuring instruments to the second prism are calculated, and the average of the two differential heights is taken to obtain the differential mean height after the pier settlement observation; The pier settlement value is obtained by taking the difference between the differential mean elevation before the pier settlement observation and the differential mean elevation after the pier settlement observation.

[0015] The beneficial effects of the technical solution provided by this application include: An embodiment of the present application provides a mobile settlement measuring device for a long sea-crossing bridge in a shallow water area and a measuring method thereof. Since the mobile settlement measuring device for a long sea-crossing bridge in a shallow water area of ​​the present application is provided with a floating boat, the floating boat is provided with multiple floating boats, and the multiple floating boats are arranged at intervals along the longitudinal direction of the bridge at each measuring reference point, and each floating boat is provided with a supporting foot for positioning the floating boat at the measuring reference point; a measuring instrument is fixed on each floating boat, a known elevation control point and a bridge pier; a controller is used to control each floating boat to reach and position itself at each measuring reference point, and to send an observation instruction to each of the measuring instruments to obtain the settlement observation value of each bridge pier.

[0016] Therefore, the mobile settlement measurement device for a long sea-crossing bridge in shallow waters of the present application is provided with pontoons at intervals along the longitudinal direction of the bridge at measurement reference points. The pontoons are used to securely install measuring instruments for measuring pier settlement observations. Furthermore, to position the pontoons at the measurement reference points and prevent them from swinging, the pontoons are provided with support legs for positioning the pontoons at the measurement reference points. Measuring instruments are fixed to each pontoon, a known elevation control point, and the piers. The observed elevation of the measuring instrument at each measurement reference point is obtained via an elevation transfer route using the measuring instrument at the known elevation control point. The settlement observation value of each pier is obtained by observing the differential mean elevation of the piers before and after settlement using the measuring instrument at each measurement reference point.

[0017] The controller of the present application is used to control each floating vessel to reach and position itself at each measurement benchmark point, and to send observation instructions to each measuring instrument to obtain the settlement observation values ​​of each bridge pier. Compared with the traditional method of artificial settlement measurement by building a measurement platform in water, it can obtain a higher-precision measurement benchmark elevation, and the differential mean elevation enables the special precision of the underwater pier settlement measurement, which is conducive to improving the accuracy of the settlement measurement, that is, high measurement accuracy. Using a floating vessel as a monitoring platform for each measuring instrument not only has the advantages of simple structure, low construction difficulty, and low project cost, but also has the advantages of short construction period and can be reused. BRIEF DESCRIPTION OF THE DRAWINGS

[0018] In order to more clearly illustrate the technical solutions in the embodiments of the present application, the following briefly introduces the drawings required for use in the description of the embodiments. Obviously, the drawings described below are only some embodiments of the present application. For ordinary technicians in this field, other drawings can be obtained based on these drawings without any creative work.

[0019] Figure 1 This is a schematic structural diagram of a mobile settlement measurement device for a long sea-crossing bridge in shallow waters according to an embodiment of the present application; Figure 2 This is a schematic structural diagram of the support legs of an embodiment of the present application; Figure 3 This is a schematic diagram of the arrangement of the mobile settlement measurement device and bridge piers of a long sea-crossing bridge in shallow waters according to an embodiment of the present application; Figure 4 This is a schematic structural diagram of a pier settlement prism on a pier according to an embodiment of the present application; Figure 5 This is a structural block diagram of a controller according to an embodiment of the present application; Figure 6 This is a schematic structural diagram of a triangular connection ring according to an embodiment of the present application.

[0020] Reference numerals: 1. Floating vessel; 2. Measuring platform; 3. GNSS receiver; 4. Measuring instrument; 5. Measuring reference point; 6. Support beam; 7. Cross-connecting beam; 8. Centering pier; 9. Support foot; 10. Centering plate; 11. Multi-stage jack; 12. Ground shoe; 13. Screw sleeve; 14. Screw rod; 15. Motor; 16. Intelligent leveler; 17. Intelligent total station; 18. First prism; 19. Pier settlement prism; 20. Support rod; 21. Prism rod; 22. Second prism; 23. Pier; 24. Support plate; 25. Articulated fork; 26. Fastening screw; 27. Triangular connecting ring; 28. First known elevation control point; 29. ​​Second known elevation control point; 30. Zigzag leveling route; 31. Connecting line. DETAILED DESCRIPTION

[0021] To make the purpose, technical solutions, and advantages of the embodiments of this application more clear, the technical solutions in the embodiments of this application will be clearly and completely described below in conjunction with the drawings in the embodiments of this application. Obviously, the described embodiments are part of the embodiments of this application, not all of the embodiments. Based on the embodiments in this application, all other embodiments obtained by ordinary technicians in this field without making creative efforts are within the scope of protection of this application.

[0022] The embodiments of the present application provide a mobile settlement measurement device and a measurement method for a long sea-crossing bridge in shallow water, which can solve the problem in related technologies that pier settlement measurement requires setting up a measurement platform in water, and surveyors use the measurement platform to transfer elevations between measurement benchmarks and measure the settlement of each pier one by one, resulting in a long construction period and high construction costs.

[0023] See also Figure 1 and Figure 3 As shown, the first aspect of the embodiment of the present application provides a mobile settlement measurement device for a long sea-crossing bridge in shallow water, comprising: A plurality of floating vessels 1 are provided, and the plurality of floating vessels 1 are arranged at intervals along the longitudinal bridge direction at each measurement reference point 5. Each floating vessel 1 is provided with a support leg 9 for positioning the floating vessel 1 at the measurement reference point 5. The floating vessel 1 is preferably, but not limited to, an unmanned vessel. After the floating vessel 1 reaches the position of each measurement reference point 5, the support leg 9 on the floating vessel 1 is inserted into the seabed formation to position the floating vessel 1 at the measurement reference point 5, thereby preventing the floating vessel 1 from swinging due to wind or waves.

[0024] Multiple measuring instruments 4 are provided, each of which is fixed to each pontoon 1, a known elevation control point, and a pier 23. Each measuring instrument 4 located on each pontoon 1 and a known elevation control point includes an intelligent total station and a first prism. The first prism is fixed to the top of the intelligent total station and has a known elevation difference. Each measuring instrument 4 located on each pier 23 includes a pier settlement prism 19.

[0025] The controller is used to control each pontoon 1 to reach and position itself at each measurement datum point 5, and to send observation instructions to each measuring instrument 4 to obtain the observed settlement values ​​of each pier. The controller is connected to the pontoon 1, the support legs 9, and the measuring instruments 4 via wired or wireless connections. The controller controls the pontoon 1 to travel to each measurement datum point 5, controls the support legs 9 to position the pontoon 1 at the measurement datum point 5, and finally sends observation instructions to each measuring instrument 4 to obtain the observed settlement values ​​of each pier.

[0026] The mobile settlement measurement device for a long sea-crossing bridge in shallow waters according to an embodiment of the present application is equipped with pontoons 1 at intervals along the longitudinal direction of the bridge at measurement reference points 5. The pontoons 1 are used to securely mount a measuring instrument 4 for measuring pier settlement observations. To prevent the pontoons 1 from swinging, support legs 9 are provided on the pontoons 1 to position the pontoons 1 at the measurement reference points 5. The pontoons 1 float on the surface of the waters where the piers 23 are located. The support legs 9 on the pontoons 1 penetrate into the seabed strata, thereby positioning the pontoons 1 at the measurement reference points 5 to prevent swinging.

[0027] Surveying instruments 4 are fixed to each floating vessel 1, a known elevation control point, and a pier 23. Surveying instruments 4 at known elevation control points are used via elevation transmission routes to obtain the observed elevation of surveying instruments 4 at each measurement benchmark point 5. The observed settlement value of each pier is obtained by measuring the mean difference in elevation before and after the pier is settled using surveying instruments 4 at each measurement benchmark point 5. Each pier 23 is measured using the mean difference in elevation before and after settlement using surveying instruments 4 at two adjacent measurement benchmark points 5. The observed settlement value of each pier is then obtained by taking the difference between the mean difference in elevation before and after settlement.

[0028] The controller in the embodiment of the present application is used to control each pontoon 1 to reach and position itself at each measurement benchmark 5, and to send observation instructions to each measuring instrument 4 to obtain observations of each pier settlement. Compared to traditional underwater measurement platforms and manual settlement measurement methods, this method can obtain higher-precision measurement benchmark elevations. The differential mean elevation enables exceptional precision in underwater pier settlement measurements, facilitating improved settlement measurement accuracy. Using pontoons 1 as monitoring platforms for each measuring instrument 4 not only offers advantages such as a simple structure, low construction difficulty, and low project costs, but also shortens construction timelines and allows for reuse.

[0029] In some alternative embodiments: See Figure 1 and Figure 4As shown, an embodiment of the present application provides a mobile settlement measuring device for a long cross-sea bridge in shallow waters. A measuring platform 2 is provided on a floating vessel 1 of the measuring device. The measuring platform 2 includes two supporting beams 6 and a cross-beam 7. The two supporting beams 6 are symmetrically fixed on both sides of the top surface of the floating vessel 1. The cross-beam 7 is located in the middle of the two supporting beams 6 and is fixed together with the two supporting beams 6 to form an I-shaped rigid structure.

[0030] The two support beams 6 of the measuring platform 2 are each equipped with support feet 9. The four support feet 9 are used to stabilize the floating vessel 1 and the measuring instrument 4. Two GNSS receivers 3 are provided on the measuring platform 2 to obtain the floating vessel's position information. These two GNSS receivers 3 are fixed to the two support beams 6, respectively, and are used to receive signals from the Beidou positioning system for positioning and navigation. The measuring platform 2 is also used to install the centering pier 8 and centering plate 10 for the measuring instrument 4. The bottom end of the centering pier 8 is fixed to the center of the cross-beam 7, and the top of the centering pier 8 is equipped with the centering plate 10. The top of the centering plate 10 is equipped with an intelligent leveler 16 for adjusting the horizontality of the measuring instrument 4.

[0031] The intelligent leveler 16 is installed on the center of the centering disk 10 at the top of the centering pier 8, the intelligent total station 17 is placed on the center of the top surface of the intelligent leveler 16, and the first prism 18 is installed on the center of the handle at the top of the intelligent total station 17. After the intelligent leveler 16 levels the intelligent total station 17, the center of the centering disk 10, the center of the top surface of the intelligent leveler 16, the center of the intelligent total station 17 and the center of the first prism 18 are on the same plumb line, and the heights between the centers of each intelligent total station 17 and the center of the first prism 18 are equal and known.

[0032] Each measuring instrument 4 located on the floating vessel 1 and the known elevation control point includes an intelligent total station 17 installed on the centering disk 10 and the known elevation control point. Each intelligent total station 17 is provided with a first prism 18. The first prism 18 is preferably, but not limited to, a 360° prism. The measuring instrument 4 located on the pier 23 includes a pier settlement prism 19. The pier settlement prism 19 includes a second prism 22 installed on each pier 23. The second prism 22 is preferably, but not limited to, a 360° prism.

[0033] The pier settlement prism 19 includes a supporting rod 20, a prism rod 21, and a second prism 22, wherein one end of the supporting rod 20 is installed on the supporting plate 24 of the outer wall of one side of the pier 23, and the other end is provided with a hinged fork 25 and a fastening screw 26. The prism rod 21 is in the shape of a long strip, one end of which matches the hinged fork 25 of the supporting rod 20, and can be fixed on the supporting rod 20 by a fastening screw 26 and face the intelligent total station 17, and the other end is provided with a prism boss, on which the second prism 22 can be installed, for the intelligent total station 17 to observe the differential elevation of the center of the second prism 22.

[0034] In some alternative embodiments: See Figure 1 and Figure 2 As shown, an embodiment of the present application provides a mobile settlement measuring device for a long sea-crossing bridge in shallow waters. Each supporting leg 9 of the measuring device includes a ground shoe 12 for supporting the floating vessel 1 on the seabed and two multi-stage jacks 11. One end of the two multi-stage jacks 11 is connected to the support beam 6 on the floating vessel 1, and the other end of the two multi-stage jacks 11 is connected to the ground shoe 12. The two multi-stage jacks 11 are used to drive the ground shoe 12 to move closer to or away from the floating vessel 1 in the height direction of the water area through their own telescopic movement.

[0035] The top ends of the two multi-stage jacks 11 are installed on both sides of the lower end of the support beam 6, and the bottom ends of the two multi-stage jacks 11 are installed on both ends of the upper part of the ground shoe 12. The two multi-stage jacks 11 are used to push the ground shoe 12 to support it on the seabed or lift the ground shoe 12 away from the seabed. The ground shoe 12 is a rectangular parallelepiped, and the bottom of the ground shoe 12 has anti-slip grooves for stability on the seabed.

[0036] Support leg 9 also includes a spiral sleeve 13 fixed to support beam 6 on floating vessel 1. A screw rod 14 is internally threadedly connected to spiral sleeve 13. A motor 15 is connected to spiral sleeve 13 to drive screw rod 14 into or out of the seabed. Spiral sleeve 13 is tubular with a spiral pattern on its inner wall. Spiral sleeve 13 passes through support beam 6 and is fixed to it.

[0037] The screw rod 14 is tubular in shape, with a spiral pattern on its outer wall that matches the spiral pattern on the inner wall of the spiral sleeve 13. The lower end of the screw rod 14 has a conical tip and is located outside the spiral sleeve 13. A motor 15 is mounted on the upper end of the screw rod 14. The motor 15 can rotate the screw rod 14 in both directions, causing it to reciprocate and extend along the length of the spiral sleeve 13, thereby inserting the screw rod 14 into the hard stratum below the seabed. Reverse rotation can release the screw rod 14 from the hard stratum and away from the seabed.

[0038] In some alternative embodiments: See Figure 3 and Figure 6 As shown, an embodiment of the present application provides a mobile settlement measuring device for a long cross-sea bridge in shallow water area. The controller of the measuring device includes a reference elevation acquisition module. The reference elevation acquisition module is used to obtain the observation elevation of the measuring instrument 4 at the measuring reference point 5 based on the mutual observation between the first known elevation control point 28 and the measuring instrument 4 at the measuring reference point 5.

[0039] Surveying instrument 4 at first known elevation control point 28 and surveying instrument 4 at first measurement datum point 5 adjacent to first known elevation control point 28 observe two vertical angles and two slope distances facing each other. Based on the principles of trigonometric height measurement, the elevation difference between first known elevation control point 28 and the center of first prism 18 at first measurement datum point 5 is calculated. Because the elevation of surveying instrument 4 at first known elevation control point 28 is known, the elevation difference between first prism 18 and intelligent total station 17 at first measurement datum point 5 is also known. Therefore, the observed elevation of intelligent total station 17 at first measurement datum point 5 can be calculated.

[0040] The surveying instrument 4 at the surveying datum point 5 of known observation elevation adjacent to the first known elevation control point 28 and the surveying instrument 4 at the surveying datum point 5 of unknown observation elevation are mutually observed to obtain the observed elevations of the surveying instruments 4 at the surveying datum points 5 of the remaining unknown observation elevations. Based on the two vertical angles and two slant distances observed mutually by the two intelligent total stations 17 at two adjacent surveying datum points 5, the elevation difference between the centers of the first prisms 18 at the two surveying datum points 5 is calculated according to the principles of trigonometric height measurement. Since the observed elevation of the intelligent total station 17 at one surveying datum point 5 is known, the observed elevation of the intelligent total station 17 at the other surveying datum point 5 can be calculated.

[0041] The working process of the benchmark elevation acquisition module is as follows: Based on the two vertical angles and two slant distances observed by the two intelligent total stations 17 at the first known elevation control point 28 and the adjacent first measurement reference point 5, namely, the vertical angle and slant distance from the center of one intelligent total station 17 to the center of the first prism 18 of the other intelligent total station 17, and the vertical angle and slant distance from the center of the other intelligent total station 17 to the center of the first prism 18 of the one intelligent total station 17, the elevation difference between the first known elevation control point 28 and the center of the first prism 18 at the measurement reference point 5 is calculated according to the principle of trigonometric height measurement.

[0042] Based on the two vertical angles and two slant distances observed by the two intelligent total stations 17 at two adjacent measuring reference points 5, namely, the vertical angle and slant distance from the center of one intelligent total station 17 to the center of the first prism 18 of the other intelligent total station 17, and the vertical angle and slant distance from the center of the other intelligent total station 17 to the center of the first prism 18 of the one intelligent total station 17, the elevation difference between the centers of the first prism 18 at the two measuring reference points 5 is calculated according to the principle of trigonometric height measurement.

[0043] Based on the observed elevation of the first known elevation control point 28, the elevation difference between the first known elevation control point 28 and the center of the first prism 18 of the intelligent total station 17 at the measuring reference point 5, the elevation difference between the centers of the first prism 18 at each two measuring reference points 5, and the known elevation difference between the center of the intelligent total station 17 and the center of the first prism 18, the observed elevation of the center of the intelligent total station 17 at each measuring reference point 5 is calculated.

[0044] In some alternative embodiments: See Figure 4 、 Figure 5 As shown, an embodiment of the present application provides a mobile settlement measurement device for a long sea-crossing bridge in shallow waters. The known elevation control points in the measurement device include a first known elevation control point 28 and a second known elevation control point 29 located on both sides of the river. The elevations of the intelligent total stations 17 arranged at the first known elevation control point 28 and the second known elevation control point 29 are both known elevations.

[0045] The controller further includes a differential elevation acquisition module, which utilizes the surveying instrument 4 at the last surveying reference point 5 close to the second known elevation control point 29 to observe the observed elevation of the surveying instrument 4 at the second known elevation control point 29 .

[0046] The differential elevation acquisition module obtains the line closure error by comparing the deviation between the elevation observed by the surveying instrument 4 at the second known elevation control point 29 at the last measured datum point 5 and the known elevation of the surveying instrument 4 at the second known elevation control point 29. The line closure error is the difference between the known elevation of the surveying instrument 4 at the second known elevation control point 29 and the elevation observed by the surveying instrument 4 at the last measured datum point 5.

[0047] The differential elevation acquisition module calculates the average of the line closure errors based on the total number of measurement benchmarks 5 and evenly distributes them to the observed elevation of the surveying instrument 4 at each measurement benchmark 5, serving as the differential elevation of the surveying instrument 4 at each measurement benchmark 5. The line closure error is the cumulative measurement error of the elevation measurements of the surveying instrument 4 at multiple measurement benchmarks 5. By calculating the average of the line closure errors and evenly distributing them to the observed elevation of the surveying instrument 4 at each measurement benchmark 5, the accuracy of the observed elevation of the surveying instrument 4 at each measurement benchmark 5 is improved.

[0048] In some alternative embodiments: See Figures 4 to 6 As shown, an embodiment of the present application provides a mobile settlement measuring device for a long cross-sea bridge in shallow water. The controller of the measuring device also includes a closure difference judgment module, which is used to connect the measuring instruments 4 at three adjacent measuring points among multiple measuring reference points 5 and known elevation control points to each other to form a triangular connection loop 27.

[0049] The closure error judgment module obtains the observed closure error of the triangular connection loop 27 formed by the measuring instruments 4 at three adjacent measuring points, and compares the observed closure error with the allowed closure error; if the observed closure error is less than the allowed closure error, it is judged that the measuring instruments 4 at the three adjacent measuring points are in a stable state; if the observed closure error is greater than the allowed closure error, it is judged that the measuring instruments 4 at the three adjacent measuring points are in a swinging state.

[0050] When the measuring datum point 5 is in a swinging state, the measuring instrument 4 increases the number of observations and takes the average value as the observed elevation of the measuring instrument 4 in the swinging state. Each adjacent three measuring points, including each measuring datum point 5, the first known elevation control point 28 and the second known elevation control point 29, sequentially form a plurality of triangular connection rings 27. Each two adjacent points in the triangular connection ring 27 are the two sides of the zigzag leveling route 30, and the line between the two interval points is the connection line 31 (for example, △N i-1、 N i、 N i+1 In, N i-1 N i and N i N i+1 are the two sides of the zigzag leveling route, N i-1 N i+1 The connection line 31 is used to form the triangular connection loop 27 and calculate the observed closure difference of the triangular connection loop 27.

[0051] Specifically, the first known elevation control point 28, the first measurement reference point 5, and the second known elevation control point 29 constitute a first triangular connection ring 27, wherein the line from the first known elevation control point 28 to the first measurement reference point 5 and the line from the first measurement reference point 5 to the second measurement reference point 5 serve as two sides of the zigzag leveling route 30, and the line from the first known elevation control point 28 to the second measurement reference point 5 serves as the connection line 31.

[0052] Based on the two vertical angles and two slant distances observed by the two intelligent total stations 17 at the first known elevation control point 28 and the adjacent first measurement reference point 5, namely, the vertical angle and slant distance from the center of one intelligent total station 17 to the center of the first prism 18 of the other intelligent total station 17, and the vertical angle and slant distance from the center of the other intelligent total station 17 to the center of the first prism 18 of the one intelligent total station 17, according to the principle of trigonometric height measurement, the elevation difference between the center of the first prism 18 of the intelligent total station 17 at the first known elevation control point 28 and the center of the first prism 18 of the intelligent total station 17 at the first measurement reference point 5 is calculated.

[0053] Based on the two vertical angles and two slant distances observed by the two intelligent total stations at the first known elevation control point 28 and the adjacent second measurement reference point 5, namely, the vertical angle and slant distance from the center of one intelligent total station 17 to the center of the first prism 18 of the other intelligent total station 17, and the vertical angle and slant distance from the center of the other intelligent total station 17 to the center of the first prism 18 of the one intelligent total station 17, according to the principle of trigonometric height measurement, the connection elevation difference between the center of the first prism 18 of the intelligent total station 17 at the first known elevation control point 28 and the center of the first prism 18 of the intelligent total station 17 at the second measurement reference point 5 is calculated.

[0054] Based on the two vertical angles and two slant distances observed by the two intelligent total stations 17 at the first measuring reference point 5 and the second measuring reference point 5, namely, the vertical angle and slant distance from the center of one intelligent total station 17 to the center of the first prism 18 of the other intelligent total station 17, and the vertical angle and slant distance from the center of the other intelligent total station 17 to the center of the first prism 18 of the one intelligent total station 17, according to the principle of trigonometric height measurement, the elevation difference between the center of the first prism 18 of the intelligent total station 17 at the first measuring reference point 5 and the center of the first prism 18 of the intelligent total station 17 at the second measuring reference point 5 is calculated.

[0055] In other triangular connection rings 27, the two intelligent total stations 17 at two adjacent measuring reference points 5 observe two vertical angles and two slant distances towards each other according to the number of measurement rounds and the number of observations per half measurement round specified in the specifications, i.e., the vertical angle and slant distance from one intelligent total station 17 to the center of the first prism 18 of the other intelligent total station 17, and the vertical angle and slant distance from the other intelligent total station 17 to the center of the first prism 18 of the first intelligent total station 17. According to the principle of trigonometric height measurement, the elevation difference between the centers of the first prism 18 of the intelligent total stations 17 at the two measuring reference points 5 is calculated.

[0056] The connection line 31 within the same triangular connection ring 27 is based on the two intelligent total stations 17 at a measurement reference point 5 and another measurement reference point 5 separated therefrom, observing two vertical angles and two slant distances from each other according to the number of measurement rounds and the number of observations per half measurement round specified in the specifications, i.e., the vertical angle and slant distance from one intelligent total station 17 to the center of the first prism 18 of the other intelligent total station 17, and the vertical angle and slant distance from the other intelligent total station 17 to the center of the first prism 18 of the one intelligent total station 17. According to the principle of trigonometric height measurement, the connection elevation difference between the centers of the first prism 18 of the intelligent total stations 17 at the two measurement reference points 5 is calculated.

[0057] Based on this, the elevation difference between the centers of the first prism 18 of the intelligent total station 17 at each two adjacent measuring reference points 5 of the zigzag leveling route 30 and the connecting elevation difference between the centers of the first prism 18 of the intelligent total station 17 at each two interval measuring reference points 5 of the connecting line 31 are obtained in sequence, until the elevation difference between the center of the first prism 18 of the intelligent total station 17 at the last measuring reference point 5 of the zigzag leveling route 30 on one side of the bridge and the center of the first prism 18 of the intelligent total station 17 at the second known elevation control point 29 is obtained.

[0058] The closure error judgment module obtains the observed closure error of each triangular connecting link 27 based on the elevation difference of each triangular connecting link 27 and the sum of the connecting elevation differences, and compares them with the allowable closure errors specified in the leveling measurement specifications. If the observed closure error is not greater than the allowable closure error, it is judged that the intelligent total station 17 at the position of the three measuring reference points 5 is in a stable state. If the observed closure error is greater than the allowable closure error, it is judged that the intelligent total station 17 at the position of the three measuring reference points 5 is in a swinging state.

[0059] In some alternative embodiments: See Figures 3 to 5 As shown, an embodiment of the present application provides a mobile settlement measuring device for a long cross-sea bridge in shallow water area. The controller of the measuring device also includes a pier settlement value acquisition module. The pier settlement value acquisition module is used to obtain the average differential elevation of the measuring instrument 4 at two measuring reference points 5 near each pier 23 before the settlement observation, and to obtain the average differential elevation of the measuring instrument 4 at two measuring reference points 5 near each pier 23 after the settlement observation.

[0060] The pier settlement value acquisition module obtains the settlement value of the pier based on the difference between the average differential elevation before the settlement observation and the average differential elevation after the settlement observation. Before the settlement observation of pier 23, the two intelligent total stations 17 located at two measurement benchmarks 5 near pier 23 respectively average the two differential elevations observed by the same second prism 22, which is the initial differential elevation average of pier 23. After the settlement observation of pier 23, the two intelligent total stations 17 located at two measurement benchmarks 5 near pier 23 respectively average the two differential elevations observed by the same second prism 22, which is the observed differential elevation average of pier 23. The settlement value of pier 23 is obtained by subtracting the observed differential elevation average of pier 23 from the initial differential elevation average of pier 23.

[0061] See also Figures 1 to 6 As shown, a second aspect of the embodiment of the present application provides a method for measuring the mobile settlement of a long sea-crossing bridge in shallow waters, the method using the mobile settlement measuring device for a long sea-crossing bridge in shallow waters described in any of the above embodiments, the method comprising the following steps: S1. Connect three measuring instruments 4 at adjacent measuring reference points 5 and / or known elevation control points in pairs to form a triangular connection loop 27, observe the closure error of each triangular connection loop 27, and determine the stability of the measuring instrument 4 at each measuring reference point 5.

[0062] S2. Based on the elevation transfer of known elevation control points and multiple measurement benchmark points 5 between the two banks and the elevation measurement of each measurement benchmark point 5, the observed elevation of each measurement benchmark point 5 where each measurement instrument 4 in a stable state is located and the real-time observed elevation of each measurement benchmark point 5 where each measurement instrument 4 in a swinging state is located are obtained.

[0063] S3. Based on the line closure difference between multiple measuring reference points 5 and known elevation control points between the two banks, obtain the differential elevation of each measuring reference point 5 where each measuring instrument 4 in a stable state is located and the real-time differential elevation of each measuring reference point 5 where each measuring instrument 4 in a swinging state is located.

[0064] S4. According to the differential elevation of the measurement reference point 5 and the real-time differential elevation, the differential mean elevation of each bridge pier 23 is obtained, and the differential mean elevation of each bridge pier measured before and after the settlement measurement is compared and calculated to obtain the settlement value of each bridge pier 23.

[0065] In the embodiment of the present application, a zigzag leveling route 30 is formed along one or both sides of the longitudinal bridge. Each adjacent three measurement points, including each measurement reference point 5, a first known elevation control point 28, and a second known elevation control point 29, sequentially form a plurality of triangular connection loops 27. By obtaining the observed closure error of each triangular connection loop 27, the stability of the intelligent total station 17 at each measurement reference point 5 is determined.

[0066] For the intelligent total station 17 in the swinging state, the number of measurements specified in the specification and the number of observations per half measurement round increased to 45 times compared with the national specification are averaged as the observation value of each half measurement round, and the observation elevation of the intelligent total station 17 at the measuring reference point 5 is obtained. At the same time, two intelligent total stations 17 are used to measure the differential mean elevation of the same pier 23 before and after the settlement observation, and the settlement value of the pier 23 is obtained.

[0067] See also Figure 3 and Figure 6 As shown, in some optional embodiments: the embodiment of the present application provides a method for measuring the mobile settlement of a long sea-crossing bridge in shallow water, wherein step S1 of the method specifically includes: S11. Place two surveying instruments 4 on the first known elevation control point 28 and the second known elevation control point 29 on both sides of the river, respectively, and obtain the known elevations of the surveying instruments 4 on the first known elevation control point 28 and the second known elevation control point 29, respectively.

[0068] S12. A measurement reference point 5 is arranged at each preset interval (e.g., 500 m) along the longitudinal bridge. The controller controls the floating vessel 1 to reach each measurement reference point 5 and positions the floating vessel 1 at the measurement reference point 5 via the support legs 9. The intelligent leveler 16 is used on each floating vessel 1 to adjust the level of the measuring instrument 4.

[0069] S13. Connect the measuring instruments 4 of each adjacent measuring reference point 5, the first known elevation control point 28 and the second known elevation control point 29 in sequence to form a plurality of triangular connection rings 27, wherein the connection line between each two adjacent points in the triangular connection ring 27 is two sides (i.e., the zigzag leveling route 30), and the connection line between two interval points is the connection line 31.

[0070] S14. Based on the two intelligent total stations 17 at the first known elevation control point 28 and the first measurement reference point 5, they observe two vertical angles and two slant distances facing each other, and calculate the elevation difference between the measuring instrument 4 at the first known elevation control point 28 and the measuring instrument 4 at the first measurement reference point 5 according to the principle of trigonometric height measurement.

[0071] S15. Calculate the elevation difference between the measuring instrument 4 at the first measurement reference point 5 and the measuring instrument 4 at the second measurement reference point 5 based on two vertical angles and two slant distances observed by the two measuring instruments 4 at the first measurement reference point 5 and the second measurement reference point 5.

[0072] S16. Calculate the connection elevation difference between the measuring instrument 4 at the first known elevation control point 28 and the measuring instrument 4 at the second measuring reference point 5 based on the two vertical angles and two slant distances observed by the two measuring instruments 4 at the first known elevation control point 28 and the second measuring reference point 5.

[0073] S17. The measuring instruments 4 at each of the two adjacent measuring reference points 5 in each other triangular connection ring 27 observe two vertical angles and two slant distances toward each other according to the number of measuring rounds and the number of observations per half measuring round, and calculate the elevation difference between the measuring instruments 4 at each of the two measuring reference points 5.

[0074] S18. The other connecting lines 31 in the same triangular connecting ring 27 are based on the two measuring instruments 4 at a measuring reference point 5 and another measuring reference point 5 separated from it, observing two vertical angles and two slant distances from each other according to the number of measuring rounds and the number of observations per half measuring round, and calculating the connecting elevation difference between the measuring instruments 4 at each two measuring reference points 5.

[0075] S19. Based on this, the elevation difference between the centers of the first prism 18 of the intelligent total station 17 at each two adjacent measuring reference points 5 of the zigzag leveling route 30 and the connection elevation difference between the centers of the first prism 18 of the intelligent total station 17 at each two interval measuring reference points 5 of the connecting line 31 are obtained in sequence, until the elevation difference between the center of the first prism 18 of the intelligent total station 17 at the last measuring reference point 5 of the zigzag leveling route 30 on one side of the bridge and the center of the first prism 18 of the intelligent total station 17 at the second known elevation control point 29 is obtained.

[0076] S20. Based on the elevation difference of each triangular connecting ring 27 and the sum of the connecting elevation differences, the observed closure difference of each triangular connecting ring 27 is obtained, and compared with the allowable closure difference respectively. If the observed closure difference is less than the allowable closure difference, it is determined that the measuring instruments 4 at the three measuring reference points 5 are in a stable state. If the observed closure difference is greater than the allowable closure difference, it is determined that the measuring instruments 4 at the three measuring reference points 5 are in a swinging state.

[0077] S21. For the measuring instrument 4 in the swinging state when measuring the reference point 5, the number of measurements is doubled as specified in the specification, and the number of observations per half-measurement is increased to 45 times as specified in the specification, and the average value is taken as the observation value per half-measurement. The vertical angles and slant distances between the measuring instrument 4 in the swinging state and the centers of the first prisms 18 of an adjacent measuring instrument 4 in a stable state and another adjacent measuring instrument 4 in the swinging state are observed in sequence along the zigzag leveling route 30 on one side of the bridge.

[0078] S22. Observe the vertical angle and slant distance of the center of the first prism 18 of another stable intelligent total station 17 in sequence, and obtain the real-time elevation difference of the center of the first prism 18 from the center of the first prism 18 of a stable intelligent total station 17 to the center of another stable intelligent total station 17, which replaces the elevation difference of the center of the first prism 18 between the intelligent total station 17 in the swinging state and the adjacent stable intelligent total station 17 and between two adjacent swinging intelligent total stations 17 measured in steps S13 to S19.

[0079] See also Figure 3 and Figure 6 As shown, in some optional embodiments: the embodiment of the present application provides a method for measuring the mobile settlement of a long sea-crossing bridge in a shallow water area, wherein S2 of the method obtains the observed elevation of each measuring reference point 5 where each measuring instrument 4 in a stable state is located and the real-time observed elevation of each measuring reference point 5 where each measuring instrument 4 in a swinging state is located, specifically including: S23. Calculate the observed elevation of the center of the intelligent total station 17 at the first measurement reference point 5, i.e., the observed elevation or real-time observed elevation of the first measurement reference point 5, based on the known elevation of the first known elevation control point 28 and the elevation difference or real-time elevation difference between the first known elevation control point 28 and the center of the first prism 18 of the intelligent total station 17 at the first measurement reference point 5.

[0080] S24. Based on the observed elevation of the first measuring datum point 5, the elevation difference and the real-time elevation difference between the centers of the first prisms 18 of the intelligent total stations 17 in a stable state at each of the other two measuring datum points 5 are sequentially observed along the zigzag leveling route 30 on one side of the bridge. The observed elevations of the centers of the intelligent total stations 17 in a stable state at each of the other measuring datum points 5 are sequentially calculated, i.e., the observed elevations of each measuring datum point 5 where the intelligent total station 17 in a stable state is located and the real-time observed elevations of each measuring datum point 5 where the intelligent total station 17 in a swinging state is located.

[0081] Among them, according to the real-time elevation differences of the centers of the first prism 18 of an intelligent total station 17 in a stable state and the centers of the first prism 18 of another intelligent total station 17 in a stable state observed in sequence by the intelligent total station 17 in a swinging state along the zigzag leveling route 30 on one side of the bridge, the real-time observation elevation of the center of each intelligent total station 17 in a swinging state is obtained, that is, the real-time observation elevation of each measuring reference point 5 where the intelligent total station 17 in a swinging state is located.

[0082] See also Figure 3 and Figure 6 As shown, in some optional embodiments: the embodiment of the present application provides a method for measuring the mobile settlement of a long sea-crossing bridge in shallow water, wherein S3 and S4 in the method specifically include: S31 . Observe the observed elevation of the second known elevation control point 29 by using the surveying instrument 4 at the last surveying reference point 5 close to the second known elevation control point 29 .

[0083] S32. Compare the deviation between the observed elevation of the second known elevation control point 29 by the surveying instrument 4 and the known elevation of the second known elevation control point 29 by the surveying instrument 4 to obtain the line closure error.

[0084] S33. Calculate the average of the line closure errors based on the total number of measurement reference points 5, and evenly distribute the average to the observation elevations of each measurement reference point 5 where the measurement instrument 4 in a stable state is located and the real-time observation elevations of each measurement reference point 5 where the measurement instrument 4 in a swinging state is located.

[0085] S34. Finally, the differential elevation of each measurement reference point 5 where the measurement instrument 4 in a stable state is located and the real-time differential elevation of each measurement reference point where the measurement instrument 4 in a swinging state is located are obtained.

[0086] S41. Before observing the settlement of the pier 23, two measuring instruments 4 at two measuring reference points 5 adjacent to the pier 23 look back at each other and respectively observe the vertical angle and slant distance of the second prism 22 of the pier 23.

[0087] S42. According to the principle of differential triangulation height measurement, two differential heights from the two measuring instruments 4 to the second prism 22 are calculated, and the average of the two differential heights is taken to obtain the differential mean height of the bridge pier 23 before the settlement observation.

[0088] S43 , during the observation of the settlement of the pier 23 , the two measuring instruments 4 at the two measuring reference points 5 adjacent to the pier 23 look back at each other and respectively observe the vertical angle and slant distance of the second prism 22 of the pier 23 .

[0089] S44. According to the principle of differential triangulation height measurement, two differential heights from the two measuring instruments 4 to the second prism 22 are calculated, and the average of the two differential heights is taken to obtain the differential mean height of the bridge pier 23 after the settlement observation.

[0090] S45. Obtain the settlement value of the pier 23 by calculating the difference between the differential mean elevation before the settlement observation of the pier 23 and the differential mean elevation after the settlement observation of the pier 23.

[0091] How it works An embodiment of the present application provides a mobile settlement measuring device for a long sea-crossing bridge in shallow waters and a measuring method thereof. Since the mobile settlement measuring device for a long sea-crossing bridge in shallow waters of the present application is provided with a floating vessel 1, it is provided with multiple floating vessels 1, and the multiple floating vessels 1 are arranged at intervals along the longitudinal direction of the bridge at each measuring reference point 5, and each floating vessel 1 is provided with a supporting foot 9 for positioning the floating vessel 1 at the measuring reference point 5; a measuring instrument 4, which is fixed on each floating vessel 1, a known elevation control point and a bridge pier 23; a controller, which is used to control each floating vessel 1 to reach and position at each measuring reference point 5, and send an observation instruction to each of the measuring instruments 4 to obtain the settlement observation value of each bridge pier 23.

[0092] Therefore, the mobile settlement measurement device for a long sea-crossing bridge in shallow waters of the present application is uniformly provided with floating vessels 1 at each interval along the longitudinal direction of the bridge at the measurement reference points 5. The floating vessels 1 are used to fix and install measuring instruments 4 for measuring the settlement observation values ​​of the bridge piers 23. In order to position the floating vessels 1 at the measurement reference points 5 and prevent them from swinging, the floating vessels 1 are provided with support legs 9 for positioning the floating vessels 1 at the measurement reference points 5. The measuring instruments 4 are fixed to each floating vessel 1, a known elevation control point, and the bridge pier 23. The observed elevation of the measuring instrument 4 at each measurement reference point 5 is obtained through an elevation transmission route using the measuring instrument 4 at the known elevation control point. The settlement observation value of each bridge pier 23 is obtained by observing the differential mean elevation of the bridge pier 23 before and after settlement using the measuring instrument 4 at each measurement reference point 5.

[0093] The controller of the present application is used to control each pontoon 1 to reach and position itself at each measurement benchmark 5, and to send observation instructions to each measuring instrument 4 to obtain settlement observations of each pier 23. Compared to traditional methods of artificial settlement measurement using underwater measurement platforms, this method can obtain higher-precision measurement benchmark elevations. The differential mean elevation enables exceptional precision in underwater pier settlement measurements, facilitating improved settlement measurement accuracy. Using a pontoon 1 as a monitoring platform for each measuring instrument 4 not only offers advantages such as a simple structure, low construction difficulty, and low project cost, but also a short construction period and the ability to be reused.

[0094] In the description of this application, it should be noted that the terms "upper" and "lower" and the like indicate orientations or positional relationships based on the orientations or positional relationships shown in the accompanying drawings, and are only for the convenience of describing this application and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and therefore cannot be understood as a limitation on this application. Unless otherwise clearly specified and limited, the terms "installed", "connected", and "connected" should be understood in a broad sense, for example, it can be a fixed connection, a detachable connection, or an integral connection; it can be a mechanical connection or an electrical connection; it can be a direct connection, or an indirect connection through an intermediate medium, or it can be internal communication between two elements. For those of ordinary skill in the art, the specific meanings of the above terms in this application can be understood according to the specific circumstances.

[0095] It should be noted that, in this application, relational terms such as "first" and "second" are used only to distinguish one entity or operation from another entity or operation, and do not necessarily require or imply any actual relationship or order between these entities or operations. Moreover, the terms "include", "comprise" or any other variants thereof are intended to cover non-exclusive inclusion, so that a process, method, article or device comprising a series of elements includes not only those elements, but also other elements not explicitly listed, or also includes elements inherent to such process, method, article or device. In the absence of further restrictions, an element defined by the sentence "comprising a ..." does not exclude the presence of other identical elements in the process, method, article or device comprising the element.

[0096] The foregoing is merely a list of specific embodiments of the present application, intended to enable those skilled in the art to understand or implement the present application. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the general principles defined herein may be implemented in other embodiments without departing from the spirit or scope of the present application. Therefore, the present application is not limited to the embodiments shown herein, but is intended to conform to the broadest scope consistent with the principles and novel features of the present application.

Claims

1. Mobile settlement measurement device for long bridges across shallow waters, characterized by: include: A plurality of floating boats (1) are provided, wherein the plurality of floating boats (1) are arranged at intervals along the longitudinal bridge direction at each measurement reference point (5), and each floating boat (1) is provided with a support foot (9) for positioning the floating boat (1) at the measurement reference point (5); Surveying instruments (4) fixed on each of the floating vessels (1), known elevation control points and bridge piers (23); A controller is used to control each of the floating vessels (1) to reach and position at each measurement reference point (5), and to send an observation instruction to each of the measuring instruments (4) to obtain the settlement observation value of each bridge pier (23).

2. The mobile settlement measurement device for a long sea-crossing bridge in shallow waters according to claim 1, characterized in that: The floating vessel (1) is provided with a measuring platform (2), and the measuring platform (2) is provided with a GNSS receiver (3) for acquiring position information of the floating vessel (1), as well as a centering pier (8) and a centering plate (10) for installing the measuring instrument (4); The measuring instrument (4) includes an intelligent total station (17) installed on the centering disk (10) and the known elevation control point, each of the intelligent total stations (17) is provided with a first prism (18), and a second prism (22) installed on each bridge pier (23).

3. The mobile settlement measurement device for a long sea-crossing bridge in shallow waters according to claim 1 or 2, characterized in that: The supporting foot (9) comprises a ground shoe (12) and a multi-stage jack (11) for supporting the floating vessel (1) on the seabed, one end of the multi-stage jack (11) is connected to the floating vessel (1), and the other end of the multi-stage jack (11) is connected to the ground shoe (12); and a spiral sleeve (13) fixed on the floating vessel (1), wherein the spiral sleeve (13) is internally threadedly connected to a spiral rod (14), and the spiral sleeve (13) is connected to a motor (15) for driving the spiral rod (14) to be inserted into or pulled out of the seabed formation.

4. The mobile settlement measurement device for a long sea-crossing bridge in shallow waters according to claim 1, characterized in that: The controller includes a reference elevation acquisition module, the reference elevation acquisition module being used to obtain the observed elevation of the measuring instrument (4) at the measuring reference point (5) based on mutual observation between the measuring instrument (4) at the known elevation control point and the measuring reference point (5); According to the mutual observation between the measuring instrument (4) at the measuring reference point (5) of the known observation elevation and the measuring instrument (4) at the measuring reference point (5) of the adjacent unknown observation elevation, the observation elevations of the measuring instruments (4) at the measuring reference points (5) of the remaining unknown observation elevations are obtained.

5. The mobile settlement measurement device for a long sea-crossing bridge in shallow waters according to claim 4, characterized in that: The known elevation control points include a first known elevation control point (28) and a second known elevation control point (29) located on both sides of the river; The controller further comprises a differential elevation acquisition module, wherein the differential elevation acquisition module uses a surveying instrument (4) at the last surveying reference point (5) close to the second known elevation control point (29) to observe the observed elevation of the surveying instrument (4) at the second known elevation control point (29); The differential elevation acquisition module obtains the line closure error by comparing the deviation between the elevation observed by the surveying instrument (4) at the second known elevation control point (29) and the known elevation of the surveying instrument (4) at the second known elevation control point (29); The differential elevation acquisition module calculates the average of the line closure errors based on the total number of the measurement benchmark points (5), and evenly distributes the average to the observation elevation of the measurement instrument (4) at each measurement benchmark point (5) as the differential elevation of the measurement instrument (4) at each measurement benchmark point (5).

6. The mobile settlement measurement device for a long sea-crossing bridge in shallow waters according to claim 1, characterized in that: The controller further comprises a closure difference determination module, wherein the closure difference determination module is used to connect two or more measuring instruments (4) at three adjacent measuring points among the plurality of measuring reference points (5) and the known elevation control points to form a triangular connection loop (27); The closure error discrimination module obtains the observed closure error of the triangular connection loop (27) formed by the measuring instruments (4) at three adjacent measuring points, and compares the observed closure error with the allowed closure error; If the observed closing error is less than the allowable closing error, it is judged that the measuring instruments (4) at the three adjacent measuring points are in a stable state; if the observed closing error is greater than the allowable closing error, it is judged that the measuring instruments (4) at the three adjacent measuring points are in a swinging state; For the measuring reference point (5) in the swinging state of the measuring instrument (4), the number of observations is increased and the average value is taken as the observed elevation of the measuring instrument (4) in the swinging state.

7. The mobile settlement measurement device for a long sea-crossing bridge in shallow waters according to claim 5, characterized in that: The controller further includes a pier (23) settlement value acquisition module, the pier (23) settlement value acquisition module being used to acquire the average differential elevation value of the measuring instrument (4) at two measuring reference points (5) near each pier (23) before settlement observation, and to acquire the average differential elevation value of the measuring instrument (4) at two measuring reference points (5) near each pier (23) after settlement observation; The pier (23) settlement value acquisition module obtains the settlement value of the pier (23) according to the difference between the differential elevation mean before the settlement observation and the differential elevation mean after the settlement observation.

8. A mobile settlement measurement method for a long sea-crossing bridge in shallow waters, characterized in that: The method uses the mobile settlement measurement device for a long sea-crossing bridge in shallow water according to any one of claims 1 to 7, and the method comprises: S1, connecting three measuring instruments (4) at adjacent measuring reference points (5) and / or known elevation control points to each other to form a triangular connection ring (27), observing the closure error of each triangular connection ring (27), and judging the stability of the measuring instrument (4) at each measuring reference point (5); S2, based on the elevation transfer of known elevation control points and multiple measurement benchmarks (5) between the two banks and the elevation measurement of each measurement benchmark (5), obtaining the observed elevation of each measurement benchmark (5) where each measurement instrument (4) in a stable state is located and the real-time observed elevation of each measurement benchmark (5) where each measurement instrument (4) in a swinging state is located; S3, based on the line closure difference between the multiple measurement benchmark points (5) and the known elevation control points between the two banks, obtain the differential elevation of each measurement benchmark point (5) where each measurement instrument (4) in a stable state is located and the real-time differential elevation of each measurement benchmark point (5) where each measurement instrument (4) in a swinging state is located; S4. According to the differential elevation of the measurement reference point (5) and the real-time differential elevation, the differential mean elevation of each bridge pier (23) is obtained, and the differential mean elevation of each bridge pier (23) measured before and after the settlement measurement is compared and calculated to obtain the settlement value of each bridge pier (23).

9. The method for measuring the mobile settlement of a long sea-crossing bridge in shallow waters according to claim 8, characterized in that: S1 specifically includes: Two measuring instruments (4) are respectively placed on a first known elevation control point (28) and a second known elevation control point (29) on both sides of the river, and the known elevations of the measuring instruments (4) at the first known elevation control point (28) and the second known elevation control point (29) are respectively obtained; A measurement reference point (5) is arranged at each preset interval along the longitudinal bridge direction. After the controller controls the floating vessel (1) to reach each measurement reference point (5), the floating vessel (1) is positioned at the measurement reference point (5) through the support legs (9), and the horizontality of the measuring instrument (4) is adjusted on each floating vessel (1). Connecting the measuring instruments (4) of each adjacent measuring reference point (5), the first known elevation control point (28) and the second known elevation control point (29) in sequence to form a plurality of triangular connection rings (27), wherein the lines connecting two adjacent points in the triangular connection rings (27) are two sides, and the line connecting two interval points is a connection line (31); According to the two vertical angles and two slant distances observed by the two intelligent total stations (17) at the first known elevation control point (28) and the first measurement reference point (5), the elevation difference between the measuring instrument (4) at the first known elevation control point (28) and the measuring instrument (4) at the first measurement reference point (5) is calculated according to the principle of trigonometric height measurement; Calculate the elevation difference between the measuring instrument (4) at the first measuring reference point (5) and the measuring instrument (4) at the second measuring reference point (5) based on two vertical angles and two slant distances observed by the two measuring instruments (4) at the first measuring reference point (5) and the second measuring reference point (5); Calculate the contact elevation difference between the measuring instrument (4) at the first known elevation control point (28) and the measuring instrument (4) at the second measuring reference point (5) by observing two vertical angles and two slant distances from each other with the two measuring instruments (4) at the first known elevation control point (28) and the second measuring reference point (5); The measuring instruments (4) at each of the two adjacent measuring reference points (5) in each of the other triangular connection rings (27) observe two vertical angles and two slant distances from each other according to the number of survey rounds and the number of observations per half survey round, and calculate the elevation difference between the measuring instruments (4) at each of the two measuring reference points (5); The connection line (31) in the other same triangular connection ring (27) is based on two measuring instruments (4) at a measuring reference point (5) and another measuring reference point (5) spaced therefrom, observing two vertical angles and two slant distances in a mutually opposite direction according to the number of surveying rounds and the number of observations per half surveying round, and calculating the connection elevation difference between the measuring instruments (4) at each of the two measuring reference points (5); According to the elevation difference of each triangular connection ring (27) and the sum of the connection elevation difference, the observed closure difference of each triangular connection ring (27) is obtained and compared with the allowable closure difference respectively. If the observed closure difference is less than the allowable closure difference, it is determined that the measuring instruments (4) at the three measurement reference points (5) are in a stable state. If the observed closure difference is greater than the allowable closure difference, it is determined that the measuring instruments (4) at the three measurement reference points (5) are in a swinging state.

10. The method for measuring the mobile settlement of a long sea-crossing bridge in shallow water according to claim 8 or 9, characterized in that: S3 and S4, specifically including: Observing the observed elevation of the second known elevation control point (29) by using the surveying instrument (4) at the last surveying benchmark point (5) close to the second known elevation control point (29); Comparing the deviation between the elevation observed by the surveying instrument (4) at the second known elevation control point (29) and the known elevation of the surveying instrument (4) at the second known elevation control point (29) to obtain the line closure error; Calculate the average value of the line closure error based on the total number of the measuring reference points (5), and evenly distribute it to the observation elevation of each measuring reference point (5) where the measuring instrument (4) in a stable state is located and the real-time observation elevation of each measuring reference point (5) where the measuring instrument (4) in a swinging state is located; Finally, the differential elevation of each measuring reference point (5) where the measuring instrument (4) is in a stable state and the real-time differential elevation of each measuring reference point (5) where the measuring instrument (4) is in a swinging state are obtained; Before observing the settlement of the bridge pier (23), two measuring instruments (4) at two measuring reference points (5) adjacent to the bridge pier (23) are rear-viewed to each other and respectively observe the vertical angle and slant distance of the second prism (22) of the bridge pier (23); According to the principle of differential trigonometric height measurement, two differential heights from the two measuring instruments (4) to the second prism (22) are calculated, and the average value of the two differential heights is taken to obtain the differential mean height of the bridge pier (23) before the settlement observation; During the observation of the settlement of the bridge pier (23), two measuring instruments (4) at two measuring reference points (5) adjacent to the bridge pier (23) are rear-viewed to each other and respectively observe the vertical angle and slant distance of the second prism (22) of the bridge pier (23); According to the principle of differential trigonometric height measurement, two differential heights from the two measuring instruments (4) to the second prism (22) are calculated, and the average value of the two differential heights is taken to obtain the differential mean height of the bridge pier (23) after the settlement observation; The settlement value of the pier (23) is obtained by calculating the difference between the differential mean elevation before the settlement observation of the pier (23) and the differential mean elevation after the settlement observation of the pier (23).

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