CN113091704B - Height monitoring method for immersed tube sinking installation process - Google Patents
Height monitoring method for immersed tube sinking installation process Download PDFInfo
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- CN113091704B CN113091704B CN202110360570.1A CN202110360570A CN113091704B CN 113091704 B CN113091704 B CN 113091704B CN 202110360570 A CN202110360570 A CN 202110360570A CN 113091704 B CN113091704 B CN 113091704B
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01C—MEASURING DISTANCES, LEVELS OR BEARINGS; SURVEYING; NAVIGATION; GYROSCOPIC INSTRUMENTS; PHOTOGRAMMETRY OR VIDEOGRAMMETRY
- G01C5/00—Measuring height; Measuring distances transverse to line of sight; Levelling between separated points; Surveyors' levels
- G01C5/04—Hydrostatic levelling, i.e. by flexibly interconnected liquid containers at separated points
Abstract
The invention discloses an elevation monitoring method for a immersed tube sinking installation process, which comprises the steps of establishing a tide level station near a construction area, arranging a station water level meter and a data transmission unit at the tide level station, arranging two static level meters in a tube joint and a control point water level meter at the top of the tube after prefabrication of the tube joint is completed, adopting a sinking barge to carry out sinking of the tube joint, and arranging a densimeter on the sinking barge. The invention can realize the accurate transmission of the absolute elevation of the tide level station by utilizing the average horizontal plane; the measured value of the water level gauge can reach 5mm after density correction, the attitude condition of the whole immersed tube can be reflected by using the immersed tube attitude angles Pitch and Roll obtained by measuring and calculating 2 control point water level gauges and 2 hydrostatic level gauges, and the data is more accurate than that of an inclinometer; the control point water level gauge installed at the bottom of the measurement control tower is closer to the bottom of the immersed tube, and after being corrected by Pitch and Roll, the absolute elevation data of the tube bottom with higher precision can be obtained.
Description
Technical Field
The invention relates to an underwater height monitoring method for an immersed tube, in particular to a height monitoring method for an immersed tube immersion installation process.
Background
With the continuous development of the traffic technology level, river-crossing and river-crossing channels in the central urban area are increasingly constructed by adopting an immersed tube method. With the construction of the majored bridge to traffic, people gradually realize the great advantages, large section and shallow buried depth of the immersed tube tunnel, and the disturbance to the current situation environment can be reduced to the maximum extent by constructing the immersed tube type river-crossing channel in the golden section of the city. The immersed tube tunnel usually has a larger longitudinal slope, and the design elevation is strictly required to be followed in the construction processes of foundation trench excavation, foundation laying, tube section sinking installation and the like, and particularly, the accurate immersed tube elevation value is required in the mode of foundation construction by a post-laying method. The immersed tube sinking installation construction generally adopts an RTK GPS to measure the plane position and the elevation, adopts an inclinometer to correct the attitude, and is limited by the overlarge GPS precision and the height difference between the GPS and the inclinometer, so that the elevation error of the immersed tube exceeds 40mm, the control and the adjustment of the immersed tube section sinking installation process are influenced, and the adverse effect is generated on the subsequent construction.
Disclosure of Invention
The invention provides an elevation monitoring method for a immersed tube sinking installation process for solving the technical problems in the prior art, and the method can obtain absolute elevation data of a tube bottom with higher precision.
The technical scheme adopted by the invention for solving the technical problems in the prior art is as follows: a height monitoring method for immersed tube sinking installation process is characterized in that a tide level station is arranged near a construction area, a station water level gauge and a data sending unit are arranged at the tide level station, after prefabrication of a tube joint is completed, two static level gauges are arranged in the tube joint, two control point water level gauges are arranged at the top of the tube joint, the two control point water level gauges are arranged on parallel lines of the axis of the tube joint and are respectively arranged above two ends of the tube joint, and the two static level gauges are arranged on vertical lines of the axis direction of the tube joint, are respectively arranged on two sides of the axis of the tube joint and are arranged on the inner side of the side wall of the tube joint; adopting a sinking barge to carry out pipe joint sinking, and arranging a densimeter on the sinking barge; before sinking, coordinates of two control point water level meters and two static force level meters in a pipe joint coordinate system are obtained and are respectively set to be (XS1, YS1, ZS1), (XS2, YS2, ZS2), (XJ1, YJ1, ZJ1) and (XJ2, YJ2 and ZJ 2); when the pipe joint is installed in a sinking mode, the measurement values of the two control point water level meters, the two static level meters and the densimeter are obtained, and the absolute elevation of the centers of the pipe bottoms at the two ends of the pipe joint is calculated according to the following formula:
H0＝(H0S1+H0S2)÷2
HL＝(HLS1+HLS2)÷2
wherein, H0 and HL are respectively the absolute elevations of the centers of the tube bottoms at the two ends of the tube joint, H0S1 and HLS1 are respectively the absolute elevations of the centers of the tube bottoms at the two ends of the tube joint calculated by one water level meter, H0S2 and HLS2 are respectively the absolute elevations of the centers of the tube bottoms at the two ends of the tube joint calculated by the other water level meter,
H0S1＝sin P*cos R*XS1-sin R*YS1-cos P*cos R*ZS1+HS1-ZS1
HLS1＝sinP*cos R*XS1+sin R*(L-YS1)-cos P*cos R*ZS1+HS1-ZS1
H0S2＝sin P*cos R*XS2-sin R*YS2-cos P*cos R*ZS2+HS2-ZS2
HLS2＝sin P*cos R*XS2+sin R*(L-YS2)-cos P*cos R*ZS2+HS2-ZS2
wherein L is the length of the immersed tube, P is the attitude angle Pitch of the tube joint in the installation and sinking process, R is the attitude angle Roll of the tube joint in the installation and sinking process, HS1 is the absolute elevation of one control point water level gauge, HS2 is the absolute elevation of the other control point water level gauge,
HS1＝HS0+(CS0-CS1)
HS2＝HS0+(CS0-CS2)
HS0 is the absolute elevation of the station water level gauge, CS0 is the entry depth value of the station water level gauge and is the corrected value of the measured value after density correction, CS1 and CS2 are the entry depth values of the two control point water level gauges respectively and are the corrected value of the measured value after density correction, CJ1 and CJ2 are the height values of the two hydrostatic levels J1 and J2 respectively and are measured by the two hydrostatic levels, DS is the space distance between the two control point water level gauges, and DJ is the distance between the two hydrostatic levels.
Further, the absolute elevation of the station water level gauge is obtained by guiding and measuring a shore level point.
Furthermore, two control point water level meters are respectively arranged at the bottoms of the two measurement control towers, the two measurement control towers are fixed on the top surfaces of the pipe joints, and water is discharged.
Furthermore, the station water level meter and the two control point water level meters are both meter pressure type water level meters, the precision is 0.01 percent FS,
and further, coordinates of the two control point water level meters and the two hydrostatic level meters under the pipe joint coordinate system are obtained by measuring through a total station.
Further, the densitometer is a tuning fork densitometer.
The invention has the advantages and positive effects that: 1) the measured value of the water level gauge can reach 5mm after density correction, and 2) the accurate transmission of the absolute elevation of the tide level station can be realized by utilizing an average horizontal plane; 3) the attitude condition of the whole immersed tube can be reflected by using the immersed tube pitching attitude angle Pitch and the immersed tube rolling attitude angle Roll which are measured and calculated by using 2 control point water level meters and 2 static level meters, and the data is more accurate than an inclinometer; 4) the control point water level gauge installed at the bottom of the measurement control tower is closer to the bottom of the immersed tube, and after being corrected by Pitch and Roll, the absolute elevation data of the tube bottom with higher precision can be obtained.
Drawings
Fig. 1 is a schematic structural diagram of the application of the present invention.
Detailed Description
In order to further understand the contents, features and effects of the present invention, the following embodiments are illustrated and described in detail with reference to the accompanying drawings:
referring to fig. 1, a method for monitoring elevation during sinking installation of immersed tube, a tide level station is set near a construction area, and a station water level gauge and a data transmission unit are set at the tide level station.
After the pipe joint is prefabricated, two static level gauges J1 and J2 are arranged in the pipe joint 10, control point water level gauges S1 and S2 are arranged at the top of the pipe, and two control point water level gauges S1 and S2 are arranged on parallel lines of the axis of the pipe joint and are respectively arranged above two ends of the pipe joint 10; two static force level gauges J1, J2 install on the perpendicular line of tube coupling axis direction, set up respectively in tube coupling axis both sides, install at the inboard of tube coupling side wall.
The pipe joint 10 is in a horizontal state during prefabrication, a pipe joint coordinate system is established after prefabrication is completed, a plurality of measurement control points are distributed in the pipe and the top of the pipe, and all the control points have three-dimensional coordinates under the pipe joint coordinate system. After the control point water level gauges S1 and S2 were installed, coordinates in their tube joint coordinate system were measured using a total station, set to (XS1, YS1, ZS1) and (XS2, YS2, ZS2), respectively. The spatial distance DS between the control point level gauges S1 and S2 is:
the static leveling instruments are arranged on the same height surface, namely the height difference of the two static leveling instruments in the prefabrication state is zero. The coordinates in the tube joint coordinate system are measured by using a total station and are respectively set as (XJ1, YJ1, ZJ1) and (XJ2, YJ2, ZJ 2). The distance DJ between hydrostatic levels J1 and J2 is:
the pipe joint is sunk by adopting the sinking barge, and the densimeter, preferably the tuning fork densimeter, is arranged on the sinking barge, so that the density of the water body and the floating mud can be measured, and the density correction precision can be improved under the condition that the floating mud in the water body influences.
During the sinking and installation process of the sinking pipe, certain inclination and rolling, namely attitude angles Pitch and Roll, can be generated under the influence of cable lifting force, ballast water and the like. The water inlet depth values of the measured values of the control point water level meters S1 and S2 after density correction are set as CS1 and CS2, and the height values of the measured values of the static level meters J1 and J2 are respectively CJ1 and CJ 2.
The attitude angle Pitch of the immersed tube can be obtained according to the water inlet depth values of the control point water level gauges S1 and S2 as follows:
the attitude angle Roll of the immersed tube obtained according to the measurement result of the static level gauge is as follows:
the absolute elevation of the tide level station water level meter can be obtained by a shore level point guiding measurement method, the absolute elevation of the station water level meter is set to be HS0, the water inlet depth value of the station water level meter is set to be CS0, the measured value of the station water level meter is a numerical value after density correction, and the measured value of the station water level meter is transmitted to an onshore data receiving unit by a data transmitting unit. Because the tide level station is closer to the immersed tube sinking installation construction area, the elevations of the horizontal planes at the two positions can be considered to be consistent, the height difference between the station water level gauge and the control point water level gauge can be transmitted through the average horizontal plane, and thus the absolute elevation HS1 of the control point water level gauge S1 on the immersed tube can be obtained as follows:
HS1＝HS0+(CS0-CS1)
the absolute elevation HS2 of the control point level gauge S2 is:
HS2＝HS0+(CS0-CS2)
in the sinking installation process, the height of the sinking pipe is usually determined by using the centers of the pipe bottoms at the two ends, the length of the sinking pipe is set to be L, the coordinates of the pipe joint coordinate system at the centers of the pipe bottoms at the two ends are respectively (0, 0, 0) and (0, L, 0), and the absolute heights of the two points in the sinking process are set to be H0 and HL.
The absolute elevations of the two points calculated by the control point water level meter S1 are respectively:
H0S1＝sin P*cos R*XS1-sin R*YS1-cos P*cos R*ZS1+HS1-ZS1
HLS1＝sin P*cos R*XS1+sin R*(L-YS1)-cos P*cos R*ZS1+HS1-ZS1
the absolute elevations of the two points calculated by the control point water level meter S2 are respectively:
H0S2＝sin P*cos R*XS2-sin R*YS2-cos P*cos R*ZS2+HS2-ZS2
HLS2＝sin P*cos R*XS2+sin R*(L-YS2)-cos P*cos R*ZS2+HS2-ZS2
and obtaining the absolute elevation of the tube bottom centers at two ends of the immersed tube by calculating an average value, namely:
H0＝(H0S1+H0S2)÷2
HL＝(HLS1+HLS2)÷2。
the above calculation is performed by a computer, and data is transmitted through a data receiving unit.
In this embodiment, the station level gauge and the control point level gauges S1 and S2 are both gauge type level gauges with a precision of 0.01% FS.
The control point water level gauges S1 and S2 are arranged at the bottoms of the two measurement control towers 11 and 12, the two measurement control towers 11 and 12 are fixed on the top surfaces of pipe joints by adopting a steel truss structure, and water outlet is arranged to provide water measurement reference and adjust the front, back, left and right positions of the immersed pipe. The sinking barge is connected with the sinking pipe through two lifting lugs by a steel wire rope and is used for controlling the sinking of the sinking pipe.
In conclusion, after the control point water level gauge at the bottom of the measurement control tower is corrected by the attitude angles of Pitch and Roll, the absolute elevation of the central points of the pipe bottoms at the two ends of the immersed pipe can be calculated, so that the construction is guided.
The sinking barge is connected with the sinking pipe through two lifting lugs by a steel wire rope and is used for controlling the sinking of the sinking pipe.
Although the preferred embodiments of the present invention have been described above with reference to the accompanying drawings, the present invention is not limited to the above-described embodiments, which are merely illustrative and not restrictive, and those skilled in the art can make many modifications without departing from the spirit and scope of the present invention as defined in the appended claims.
Claims (6)
1. A method for monitoring elevation of immersed tube in sinking installation procedure features that a tide level station is arranged near the construction area, a water level meter and a data transmitter are arranged at the tide level station,
after prefabrication of the pipe joint (10) is completed, two static leveling instruments (J1, J2) are arranged in the pipe joint, two control point water level meters (S1, S2) are arranged on the top of the pipe, the two control point water level meters (S1, S2) are arranged on parallel lines of the axis of the pipe joint and are respectively arranged above two ends of the pipe joint, and the two static leveling instruments (J1, J2) are arranged on a vertical line of the axis direction of the pipe joint, are respectively arranged on two sides of the axis of the pipe joint and are arranged on the inner side of the side wall of the pipe joint;
adopting a sinking barge to carry out pipe joint sinking, and arranging a densimeter on the sinking barge;
before sinking, coordinates of two control point water level meters (S1, S2) and two static level meters (J1, J2) in a pipe joint coordinate system are acquired and are respectively set as (XS1, YS1, ZS1), (XS2, YS2, ZS2), (XJ1, YJ1 and ZJ1) and (XJ2, YJ2 and ZJ 2);
in the process of sinking installation, the measurement values of two control point water level meters (S1 and S2) and two static level meters (J1 and J2) and the measurement value of a density meter are obtained, and the absolute elevation of the centers of the pipe bottoms at two ends of the pipe joint is calculated according to the following formula:
HO＝(HOS1+HOS2)÷2
HL＝(HLS1+HLS2)÷2
wherein HO and HL are respectively the absolute elevations of the centers of the tube bottoms at the two ends of the tube joint, HOS1 and HLS1 are respectively the absolute elevations of the centers of the tube bottoms at the two ends of the tube joint calculated by one water level meter (S1), HOS2 and HLS2 are respectively the absolute elevations of the centers of the tube bottoms at the two ends of the tube joint calculated by the other water level meter (S2),
HOS1＝sinP*cosR*XS1-sinR*YS1-ccosP*cosR*ZS1+HS1-ZS1
HLS1＝sinP*cosR*XS1+sinR*(L-YS1)-cosP*cosR*ZS1+HS1-ZS1
HOS2＝sinP*cosR*XS2-sinR*YS2-cosP*cosR*ZS2+HS2-ZS2
HLS2＝sinP*cosR*XS2+sinR*(L-YS2)-cosP*cosR*ZS2+HS2-ZS2
wherein L is the length of the immersed tube, P is the attitude angle Pitch of the tube joint in the installation and sinking process, R is the attitude angle Roll of the tube joint in the installation and sinking process, HS1 is the absolute elevation of one control point water level gauge (S1), HS2 is the absolute elevation of the other control point water level gauge (S2),
HS1＝HS0+(CS0-CS1)
HS2＝HS0+(CS0-CS2)
HS0 is the absolute elevation of a station water level gauge, CS0 is the water inlet depth value of the station water level gauge, the measured value is a corrected value after density correction, CS1 and CS2 are the water inlet depth values of two control point water level gauges (S1 and S2) respectively, the measured value is a corrected value after density correction, CJ1 and CJ2 are the height values of two static level gauges (J1 and J2) respectively and are obtained by measurement of the two static level gauges (J1 and J2), DS is the spatial distance between the two water level gauges (S1 and S2), and DJ is the distance between the two static level gauges (J1 and J2);
the station water level gauge and the two control point water level gauges (S1, S2) are both gauge type water level gauges.
2. The method of claim 1, wherein the absolute elevation of the station level gauge is measured from a shore level point.
3. The elevation monitoring method in immersed tube sinking installation process according to claim 1, wherein two control point water level gauges (S1, S2) are respectively arranged at the bottom of two measurement control towers (11, 12), the two measurement control towers are fixed on the top surface of the pipe section, and the water outlet is arranged.
4. The method for elevation monitoring during a immersed tube sinking installation according to claim 1, wherein the station level gauge and the two control point level gauges (S1, S2) are both 0.01% FS accurate.
5. The method of elevation monitoring during sinking installation of a immersed tube according to claim 1, wherein coordinates of two of said control point level gauges (S1, S2) and two hydrostatic level gauges (J1, J2) in a tube joint coordinate system are obtained using total station measurements.
6. The method of claim 1, wherein the densitometer is a tuning fork densitometer.
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| CN115075307A (en) * | 2022-06-15 | 2022-09-20 | 上海交大海科检测技术有限公司 | Immersed tunnel pipe section sinking butt joint space positioning monitoring system and method |
| CN116164715B (en) * | 2022-12-21 | 2023-09-19 | 中交第一航务工程局有限公司 | Underwater posture rechecking method for push type final joint |
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| JP3313010B2 (en) * | 1995-05-24 | 2002-08-12 | 国土交通省北陸地方整備局長 | Position control system for large structures |
| CA2270483A1 (en) * | 1999-04-30 | 2000-10-30 | James Gary Hubley | Mining or tunnelling survey system and method of operation |
| JP2003028639A (en) * | 2001-07-12 | 2003-01-29 | Taisei Corp | Position display system for immersed tube unit |
| RU2428656C1 (en) * | 2010-03-01 | 2011-09-10 | Сергей Иванович Чекалин | Installation method of measuring instrument to working position and device for its implementation |
| CN104296721B (en) * | 2014-11-01 | 2016-06-08 | 机械工业勘察设计研究院有限公司 | Utilize the method that the deep soil settlement survey system based on satellite fix Yu hydrostatic leveling carries out deep soil settlement survey |
| CN104913769A (en) * | 2015-04-15 | 2015-09-16 | 上海海科工程咨询有限公司 | Underwater high-precision measurement and control system and method for pipe abutment in the construction of immersed tunnel |
| CN106840210B (en) * | 2017-03-17 | 2020-03-20 | 中交第一航务工程局有限公司 | High-precision clinometer calibration method |
| CN106988346B (en) * | 2017-03-24 | 2019-12-31 | 中国交通建设股份有限公司 | Immersed tube tunnel final joint, prefabricating method and mounting method |
| CN210774018U (en) * | 2019-10-22 | 2020-06-16 | 大连海事大学 | Flat-longitudinal integrated monitoring device of soft soil shield tunnel |
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