CN107268446B - Cable-stayed bridge tower beam synchronous construction measuring device and measuring method thereof - Google Patents

Cable-stayed bridge tower beam synchronous construction measuring device and measuring method thereof Download PDF

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CN107268446B
CN107268446B CN201710625331.8A CN201710625331A CN107268446B CN 107268446 B CN107268446 B CN 107268446B CN 201710625331 A CN201710625331 A CN 201710625331A CN 107268446 B CN107268446 B CN 107268446B
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prism
control point
distance
total station
tower
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CN107268446A (en
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肖根旺
庄小刚
朱顺生
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China Railway Major Bridge Engineering Group Co Ltd MBEC
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China Railway Major Bridge Engineering Group Co Ltd MBEC
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    • EFIXED CONSTRUCTIONS
    • E01CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01DCONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D21/00Methods or apparatus specially adapted for erecting or assembling bridges
    • EFIXED CONSTRUCTIONS
    • E01CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01DCONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D11/00Suspension or cable-stayed bridges
    • E01D11/04Cable-stayed bridges

Abstract

The invention discloses a synchronous construction measuring device and a synchronous construction measuring method for a tower beam of a cable-stayed bridge, and relates to the field of synchronous construction measurement of the tower beam of the cable-stayed bridge.The device comprises a first total station, a second total station and a bidirectional prism bracket device, wherein a first prism and a second prism are respectively arranged at two ends of the bidirectional prism bracket device; the method comprises the following steps: measuring the first flat distance S AT1 A second distance S BT2 A third distance S AT1 ' the fourth mean distance S BT2 ' calculating the flat pitch after differentiation
Figure DDA0001362685040000011
And
Figure DDA0001362685040000012
and measuring and calculating the difference average value deltaS. The invention not only exerts the advantage of high-precision distance measurement of the total station, but also weakens the influence of distance observation errors in real time, and greatly improves the precision of tower column displacement measurement along the bridge direction.

Description

Cable-stayed bridge tower beam synchronous construction measuring device and measuring method thereof
Technical Field
The invention relates to the field of synchronous construction measurement of tower beams of cable-stayed bridges, in particular to a synchronous construction measurement device and a measurement method for the tower beams of the cable-stayed bridge. The method is suitable for the precise measurement of the tower column displacement along the bridge direction in the synchronous construction process of the tower beam. The method is particularly suitable for the precise deflection measurement of the tower column of the super-high tower about 300 meters and the high-precision deflection measurement of the reference section of the tower column.
Background
In the synchronous construction of the tower beam, because the beam loads on two sides of the tower column along the bridge cannot be completely balanced, the unbalanced beam loads are transmitted to the tower column through the stay cable tensioning, so that the horizontal displacement of the tower column is caused, the axis of the tower column is bent, the axis control of a subsequent construction section of the tower column is seriously influenced, the axis of the tower column is difficult to ensure to be straight, and great hidden danger is brought to the construction safety and quality of the tower column. Therefore, the displacement value of the tower column under the unbalanced load must be precisely measured in the synchronous construction of the tower beam.
The synchronous construction measurement of the tower beam is to observe the variation trend of the axis of the tower column under unbalanced load, draw an actual deformation curve of the axis of the tower column by observing the displacement values of a plurality of section measuring points of a constructed section of the tower column from low to high, calculate the displacement correction value of the tower column of the section to be constructed according to the variation trend of the axis of the tower column, and further correct the theoretical positions of a template and a structure of the section to be constructed so as to ensure that the axis of the tower column is straight. The core of the tower-beam synchronous construction measurement is that the tower column shifts along the bridge direction, and in the tower-beam synchronous construction process, the tower column shifts along the bridge direction, which is a main factor causing the axis of the tower column to change, under the change of the load of a beam body, and the transverse bridge direction shift of the tower column can be ignored compared with the transverse bridge direction shift of the tower column.
In the traditional synchronous construction of the tower and the beam, a unidirectional three-dimensional coordinate method is adopted for measuring the displacement of the tower along the bridge direction, namely, a total station is arranged on one control point on the ground, the other control point is viewed from the back, a horizontal angle and a vertical angle are dialed, the three-dimensional coordinate of a tower displacement monitoring point is directly observed, and the tower displacement value of the monitoring point is obtained by comparing the difference of the observed coordinates before and after the synchronous construction of the tower and the beam. Because the unidirectional three-dimensional coordinate method only carries out unidirectional observation, the distance observation error is difficult to weaken, and the monitoring point and the two control points are not in the same vertical plane, so that the horizontal angle poking angle error exists, and the accuracy of the tower column displacement along the bridge direction is influenced.
The requirement of the ultra-high tower of about 300 meters on tower column displacement along the bridge direction is higher, the coordinate allowable deviation of the tower column anchoring part is not more than 3mm, and the error in tower column displacement measurement is not more than 1.5mm. The traditional one-way three-dimensional coordinate measuring method is difficult to meet the requirement of the displacement measuring precision of the ultrahigh tower column of about 300 meters.
Disclosure of Invention
The invention aims to overcome the defects of the background technology and provides a synchronous construction measuring device and a synchronous construction measuring method for a tower beam of a cable-stayed bridge. The invention has the characteristics of high precision and real-time measurement, and by real-time distance differential measurement, the advantages of high-precision distance measurement of the total station are exerted, the influence of distance observation errors is weakened in real time, and the precision of tower column forward-bridge displacement measurement is greatly improved.
The invention provides a synchronous construction measuring device for a tower beam of a cable-stayed bridge, which comprises a first total station, a second total station and a bidirectional prism support device, wherein a first prism and a second prism are respectively arranged at two ends of the bidirectional prism support device, the bidirectional prism support device is installed on the wall of a tower column, the first total station and the second total station are respectively arranged on a first control pile and a second control pile, a first control point A and a second control point B are respectively arranged on the first control pile and the second control pile, and the first control point A and the second control point B are on the same vertical plane with a center T1 of the first prism and a center T2 of the second prism and are parallel to the bridge center line of the cable-stayed bridge.
On the basis of the technical scheme, the bidirectional prism support device comprises a T-shaped component and a prism rod hinged with the T-shaped component, the first prism and the second prism are respectively positioned at two ends of the prism rod, the prism rod is provided with a long leveling tube, two sides of the prism rod are respectively provided with a fine adjustment knob, the prism rod is leveled through the fine adjustment knob, and the fine adjustment knob is abutted against the T-shaped component when the prism rod is leveled.
On the basis of the technical scheme, the T-shaped component comprises a T-shaped component telescopic rod and a T-shaped component end plate connected with the T-shaped component telescopic rod, the T-shaped component telescopic rod and the T-shaped component end plate are perpendicular to each other, screws are arranged at the end portion of the T-shaped component telescopic rod, and the T-shaped component telescopic rod is fixed on a tower column through the screws.
On the basis of the technical scheme, the T-shaped member telescopic rod is provided with the fastening knob, and the length of the T-shaped member telescopic rod is locked by screwing the fastening knob.
On the basis of the technical scheme, the middle part of the T-shaped component end plate is provided with a hinged support, the middle part of the prism rod is provided with a connecting hole, the T-shaped component end plate is hinged with the prism rod through a hinge bolt, and the hinge bolt penetrates through the hinged support and the connecting hole.
On the basis of the technical scheme, the T-shaped member telescopic rod is connected with the T-shaped member end plate through a fastening bolt, a first bolt hole is formed in the end portion of the T-shaped member telescopic rod, a second bolt hole is formed in the middle of the T-shaped member end plate, and the fastening bolt penetrates through the first bolt hole and the second bolt hole.
The invention also provides a synchronous construction measurement method for the tower beam of the cable-stayed bridge, which comprises the following steps:
s1, respectively arranging a first control pile and a second control pile on finished piers on two sides of a tower column, arranging a first control point A on the first control pile, arranging a second control point B on the second control pile, enabling a connecting line of the first control point A and the second control point B to be parallel to a bridge center line of a cable-stayed bridge, and measuring a horizontal distance S between the first control point A and the second control point B AB
S2, respectively arranging a first total station and a second total station on a first control pile and a second control pile, wherein the first total station looks back at a second control point B, and the second total station looks back at a first control point A;
s3, installing a bidirectional prism support device on the tower column, installing a first prism and a second prism on the bidirectional prism support device, adjusting the bidirectional prism support device to enable the center T1 of the first prism and the center T2 of the second prism to be in the same vertical plane with the first control point A and the second control point B, adjusting the first prism to face the first total station, and adjusting the second prism to face the second total station;
s4, before the tower beam synchronous construction, a first total station is used for measuring a first flat distance S between a first control point A and the center T1 of the first prism 19 AT1 Measuring a second flat distance S between a second control point B and the center T2 of the second prism by using a second total station BT2 Obtaining a first distance S through distance difference AT1 Flat pitch after difference
Figure BDA0001362685020000041
Second flat pitch S BT2 Flat pitch after difference
Figure BDA0001362685020000042
As an initial value of tower deflection;
s5, after the tower beam is synchronously constructed, measuring a third flat distance S between the first control point A and the center T1 of the first prism by using a first total station AT1 Measuring a fourth straight distance S between the second control point B and the center T2 of the second prism with the second total station BT2 ' obtaining a third distance S by distance difference AT1 After difference
Figure BDA0001362685020000043
Fourth flat pitch S BT2 After difference
Figure BDA0001362685020000044
Initial values of displacement with respect to the tower
Figure BDA0001362685020000045
And
Figure BDA0001362685020000046
comparing, and calculating the average value Delta S of the difference value of the two values to obtain the forward-bridge displacement value of the tower column before and after the unbalanced load;
and S6, repeating the steps S4 and S5 before and after various working conditions of the construction of each section of tower column in the synchronous construction process of the tower beam, measuring and calculating the average value Delta S of the difference values before and after various working conditions, and obtaining the forward bridge direction displacement value of the tower column before and after various working conditions.
On the basis of the above technical solution, in step S4, the first flat distance S AT1 Flat pitch after difference
Figure BDA0001362685020000047
The calculation formula of (2) is as follows:
Figure BDA0001362685020000048
wherein, L is the distance from the center T1 of the first prism to the center T2 of the second prism;
second flat pitch S BT2 Flat pitch after difference
Figure BDA0001362685020000049
The calculation formula of (2) is as follows:
Figure BDA00013626850200000410
on the basis of the above technical solution, in step S5, the third flat distance S AT1 After difference
Figure BDA0001362685020000051
The calculation formula of (2) is as follows:
Figure BDA0001362685020000052
fourth flat pitch S BT2 After difference
Figure BDA0001362685020000053
The calculation formula of (c) is:
Figure BDA0001362685020000054
on the basis of the above technical solution, in step S6, a calculation formula of the difference average value Δ S is:
Figure BDA0001362685020000055
compared with the prior art, the invention has the following advantages: the tower and beam synchronous construction measuring device and the method thereof have the characteristics of high precision and real-time measurement, and by real-time distance differential measurement, the advantages of high-precision distance measurement of a total station are exerted, the influence of distance observation errors is weakened in real time, and the precision of measurement of the tower column displacement along the bridge direction is greatly improved. The method is particularly suitable for the precise deflection measurement of the tower column of the super-high tower about 300 meters and the high-precision deflection measurement of the reference section of the tower column. Meanwhile, the device and the method for measuring the synchronous construction of the tower beam are also suitable for measuring the forward-bridge precise displacement of the tower column under the influence of unbalanced load in the installation process of the upper structure of the suspension bridge.
Drawings
Fig. 1 is a schematic front view structure diagram of a synchronous construction measuring device for tower beams of a cable-stayed bridge in an embodiment of the invention.
Fig. 2 is a schematic top view of the structure of fig. 1.
Fig. 3 is a schematic front view of a bidirectional prism holder device according to an embodiment of the present invention, in which prisms are disposed at two ends of the bidirectional prism holder device.
Fig. 4 is a schematic top view of the structure of fig. 3.
Fig. 5 is a schematic structural diagram of a prism rod according to an embodiment of the present invention, wherein prisms are disposed at two ends of the prism rod.
FIG. 6 is a schematic structural view of an end plate of a T-shaped member according to an embodiment of the present invention.
Fig. 7 is a schematic top view of the structure of fig. 6.
Fig. 8 is a schematic structural view of a telescopic rod of a T-shaped member according to an embodiment of the present invention.
Reference numerals: 1-bidirectional prism support device, 2-T-shaped member, 3-T-shaped member telescopic rod, 4-T-shaped member end plate, 5-fastening bolt, 6-hinged base, 7-hinged bolt, 8-prism rod, 9-long leveling tube, 10-fine adjustment knob, 111-first bolt hole, 112-second bolt hole, 12-screw, 13-tower column, 14-bridge center line, 15-first control pile, 16-second control pile, 17-first total station, 18-second total station, 19-first prism, 20-second prism, 21-fastening knob, 22-connection hole, a-first control point, B-second control point, T1-center of first prism, T2-center of second prism.
Detailed Description
The invention is described in further detail below with reference to the figures and the embodiments.
Referring to fig. 1, an embodiment of the present invention provides a cable-stayed bridge tower beam synchronous construction measuring device, which includes a first total station 17, a second total station 18 and a bidirectional prism support device 1, a first prism 19 and a second prism 20 are respectively disposed at two ends of the bidirectional prism support device 1, the bidirectional prism support device 1 is mounted on a wall of a tower column 13, the first total station 17 and the second total station 18 are respectively mounted on a first control pile 15 and a second control pile 16, and the first control pile 15 and the second control pile 16 are respectively provided with a first control point a and a second control point B.
Referring to fig. 2, the first control point a and the second control point B are on the same vertical plane with the center T1 of the first prism 19 and the center T2 of the second prism 20, and are parallel to the bridge center line 14 of the cable-stayed bridge.
Referring to fig. 3, the first prism 19 and the second prism 20 are respectively located at two ends of the prism rod 8, the prism rod 8 is provided with a long leveling tube 9, two sides of the prism rod 8 are both provided with a fine adjustment knob 10, the prism rod 8 is leveled by the fine adjustment knob 10, and when the prism rod 8 is leveled, the fine adjustment knob 10 abuts against the T-shaped member 2.
Referring to fig. 4, the bidirectional prism holder apparatus 1 includes a T-shaped member 2, and a prism rod 8 hinged to the T-shaped member 2. The T-shaped component 2 comprises a T-shaped component telescopic rod 3 and a T-shaped component end plate 4 connected with the T-shaped component telescopic rod 3, the T-shaped component telescopic rod 3 and the T-shaped component end plate 4 are arranged perpendicular to each other, a screw 12 is arranged at the end of the T-shaped component telescopic rod 3, and the T-shaped component telescopic rod 3 is fixed on a tower column 13 through the screw 12.
Referring to fig. 5, the prism rod 8 is provided with a connection hole 22 at the middle thereof; referring to fig. 6, a hinge seat 6 is arranged in the middle of the T-shaped member end plate 4, the T-shaped member end plate 4 is hinged with the prism rod 8 through a hinge bolt 7, and the hinge bolt 7 passes through the hinge seat 6 and the connecting hole 22. Referring to fig. 6, 7 and 8, the T-shaped member extension rod 3 and the T-shaped member end plate 4 are connected by the fastening bolt 5, the end portion of the T-shaped member extension rod 3 is provided with a first bolt hole 111, the middle portion of the T-shaped member end plate 4 is provided with a second bolt hole 112, and the fastening bolt 5 passes through the first bolt hole 111 and the second bolt hole 112.
Referring to fig. 8, a fastening knob 21 is provided on the T-shaped member extension rod 3, and the length of the T-shaped member extension rod 3 is locked by tightening the fastening knob 21.
Referring to fig. 1, an embodiment of the present invention further provides a method for measuring synchronous construction of a cable-stayed bridge tower beam, where the method includes the following steps:
s1, respectively arranging a first control pile 15 and a second control pile 16 on finished piers on two sides of a tower column 13, arranging a first control point A on the first control pile 15, arranging a second control point B on the second control pile 16, enabling a connecting line of the first control point A and the second control point B to be parallel to a bridge center line 14 of a cable-stayed bridge, and measuring a horizontal distance S between the first control point A and the second control point B AB
S2, respectively arranging a first total station 17 and a second total station 18 on a first control pile 15 and a second control pile 16, wherein the first total station 17 looks back at a second control point B, and the second total station 18 looks back at a first control point A;
s3, installing the two-way prism support device 1 on the tower column 13, installing the first prism 19 and the second prism 20 on the two-way prism support device 1, adjusting the two-way prism support device 1 to enable the center T1 of the first prism 19 and the center T2 of the second prism 20 to be in the same vertical plane with the first control point A and the second control point B, adjusting the first prism 19 to face the first total station 17, and adjusting the second prism 20 to face the second total station 18;
s4, before the tower beam synchronous construction, a first total station 17 is used for measuring a first flat distance S between a first control point A and the center T1 of a first prism 19 AT1 Measuring a second flat distance S between a second control point B and the center T2 of the second prism 20 with the second total station 18 BT2 Obtaining a first distance S through distance difference AT1 Flat pitch after difference
Figure BDA0001362685020000081
Second flat pitch S BT2 Flat pitch after difference
Figure BDA0001362685020000082
As an initial value of the displacement of the tower 13;
s5, after the tower beam is synchronously constructed, measuring a third flat distance S between the first control point A and the center T1 of the first prism 19 by using the first total station 17 AT1 Measuring a fourth flat distance S between the second control point B, the center T2 of the second prism 20 with the second total station 18 ″ BT2 ' obtaining a third distance S by distance difference AT1 ' horizontal distance after difference
Figure BDA0001362685020000083
Fourth flat pitch S BT2 ' horizontal distance after difference
Figure BDA0001362685020000084
Initial values of displacement with respect to the tower 13
Figure BDA0001362685020000085
And
Figure BDA0001362685020000086
comparing and calculating the average value Delta S of the difference values of the two values to obtain the forward-bridge displacement value of the tower column 13 before and after the load imbalance;
and S6, repeating the steps S4 and S5 before and after various working conditions of construction of each section of tower column 13 in the synchronous construction process of the tower beam, and measuring and calculating the average value Delta S of the difference values before and after various working conditions to obtain the forward-bridge displacement value of the tower column 13 before and after various working conditions.
In this embodiment, in step S4, the first flat distance S AT1 Flat pitch after difference
Figure BDA0001362685020000087
The calculation formula of (2) is as follows:
Figure BDA0001362685020000088
wherein L is the distance from the center T1 of the first prism 19 to the center T2 of the second prism 20;
second flat pitch S BT2 Flat pitch after difference
Figure BDA0001362685020000091
The calculation formula of (c) is:
Figure BDA0001362685020000092
wherein, in step S5, the third flat distance S AT1 After difference
Figure BDA0001362685020000093
The calculation formula of (2) is as follows:
Figure BDA0001362685020000094
fourth flat pitch S BT2 After difference
Figure BDA0001362685020000095
The calculation formula of (2) is as follows:
Figure BDA0001362685020000096
in step S6, a calculation formula of the mean difference Δ S is:
Figure BDA0001362685020000097
substituting the calculation results of the calculation formulas (1), (2), (3) and (4) into the formula (5), and calculating to obtain the value of the difference average value Delta S, namely the forward-bridge variation value.
In practical application, in step S1, the horizontal distance S AB The horizontal distance between the first control point A and the second control point B can be measured for multiple times through the total station, and the average value of the horizontal distances is obtained. In step S3, the specific operation of adjusting the bidirectional prism holder apparatus 1 to make the center T1 of the first prism 19 and the center T2 of the second prism 20 and the first control point a and the second control point B be in the same vertical plane is: the fastening knob 21 is loosened, the length and the direction of the T-shaped member 2 are adjusted, the center T1 of the first prism 19 and the center T2 of the second prism 20 are positioned in the same vertical plane with the first control point A and the second control point B, the fastening knob 21 is screwed, and the length of the telescopic rod 3 of the T-shaped member is locked. In step S4, the measurement by the first total station 17 and the second total station 18 is performed under the conditions of tower load balance and weather stability (before sunrise, breeze, small temperature difference change); in step S5, the measurement by the first total station 17 and the second total station 18 needs to be performed under the conditions of unbalanced tower column load and stable weather (small wind and small temperature difference change before sunrise).
In the actual construction process, if a TM50 total station with nominal precision of 0.5' and 0.6+1ppm multiplied by D is adopted, the tower column displacement along the bridge direction is observed during the synchronous construction of the tower beam of a certain cable-stayed bridge. The main span of a bridge is 1092m, and the height of a main tower is 326m. Total station to prism observationsThe maximum slant distance D is 1140M, the maximum vertical angle a is 17 degrees, and the TM50 total station angle measurement error M a = 0.5 ″, range error M D =0.6mm+1×10 -6 X 1140000mm =1.74mm, according to the measurement error formula of the flat space S:
Figure BDA0001362685020000101
thus, it is possible to provide
Figure BDA0001362685020000102
According to the formula (5) and the error propagation law, the median error of the forward-bridge displacement value Delta S
Figure BDA0001362685020000103
The error M of the tower post forward-bridge direction deflection value Delta S after difference △S The thickness reaches 1.31mm, and the precision requirement that the tower column has a displacement value Delta S along the bridge direction and has an allowable deviation of 3mm is met.
Various modifications and variations of the embodiments of the present invention may be made by those skilled in the art, and they are also within the scope of the present invention provided they are within the scope of the claims of the present invention and their equivalents.
What is not described in detail in the specification is prior art that is well known to those skilled in the art.

Claims (8)

1. The utility model provides a synchronous construction measuring device of cable-stay bridge tower roof beam which characterized in that: the system comprises a first total station (17), a second total station (18) and a bidirectional prism support device (1), wherein a first prism (19) and a second prism (20) are respectively arranged at two ends of the bidirectional prism support device (1), the bidirectional prism support device (1) is installed on the wall of a tower column (13), the first total station (17) and the second total station (18) are respectively installed on a first control pile (15) and a second control pile (16), a first control point A and a second control point B are respectively arranged on the first control pile (15) and the second control pile (16), and the first control point A and the second control point B are on the same vertical plane with the center T1 of the first prism (19) and the center T2 of the second prism (20) and are parallel to a bridge center line (14) of a cable-stayed bridge; the bidirectional prism support device (1) comprises a T-shaped component (2) and a prism rod (8) hinged with the T-shaped component (2), a first prism (19) and a second prism (20) are respectively positioned at two ends of the prism rod (8), a long leveling tube (9) is arranged on the prism rod (8), fine adjustment knobs (10) are respectively arranged at two sides of the prism rod (8), the prism rod (8) is leveled through the fine adjustment knobs (10), and when the prism rod (8) is leveled, the fine adjustment knobs (10) are abutted against the T-shaped component (2); the T-shaped component (2) comprises a T-shaped component telescopic rod (3) and a T-shaped component end plate (4) connected with the T-shaped component telescopic rod (3), the T-shaped component telescopic rod (3) and the T-shaped component end plate (4) are perpendicular to each other, a screw (12) is arranged at the end of the T-shaped component telescopic rod (3), and the T-shaped component telescopic rod (3) is fixed on a tower column (13) through the screw (12).
2. The cable-stayed bridge tower beam synchronous construction measuring device according to claim 1, characterized in that: the T-shaped member telescopic rod (3) is provided with a fastening knob (21), and the length of the T-shaped member telescopic rod (3) is locked by screwing the fastening knob (21).
3. The cable-stayed bridge tower beam synchronous construction measuring device according to claim 1, characterized in that: the middle part of T type component end plate (4) is provided with free bearing (6), the middle part of prism pole (8) is provided with connecting hole (22), T type component end plate (4) are articulated with prism pole (8) through articulated bolt (7), articulated bolt (7) pass free bearing (6) and connecting hole (22).
4. The cable-stayed bridge tower beam synchronous construction measuring device according to claim 3, characterized in that: the T-shaped member expansion rod (3) is connected with the T-shaped member end plate (4) through a fastening bolt (5), a first bolt hole (111) is formed in the end portion of the T-shaped member expansion rod (3), a second bolt hole (112) is formed in the middle of the T-shaped member end plate (4), and the fastening bolt (5) penetrates through the first bolt hole (111) and the second bolt hole (112).
5. A synchronous construction measurement method for a cable-stayed bridge tower beam based on the device of any one of claims 1-4 is characterized by comprising the following steps:
s1, arranging a first control pile (15) and a second control pile (16) on finished piers on two sides of a tower column (13) respectively, arranging a first control point A on the first control pile (15), arranging a second control point B on the second control pile (16), enabling a connecting line of the first control point A and the second control point B to be parallel to a bridge center line (14) of a cable-stayed bridge, and measuring a horizontal distance S between the first control point A and the second control point B AB
S2, respectively arranging a first total station (17) and a second total station (18) on a first control pile (15) and a second control pile (16), wherein the first total station (17) looks backwards at a second control point B, and the second total station (18) looks backwards at a first control point A;
s3, installing the two-way prism support device (1) on the tower column (13), installing a first prism (19) and a second prism (20) on the two-way prism support device (1), adjusting the two-way prism support device (1), enabling the center T1 of the first prism (19) and the center T2 of the second prism (20) to be located in the same vertical plane with the first control point A and the second control point B, adjusting the first prism (19) to face the first total station (17), and adjusting the second prism (20) to face the second total station (18);
s4, before the tower beam synchronous construction, a first total station (17) is used for measuring a first flat distance S between a first control point A and the center T1 of a first prism (19) AT1 Measuring a second flat distance S between a second control point B and the center T2 of a second prism (20) with a second total station (18) BT2 Obtaining a first distance S through distance difference AT1 Flat pitch after difference
Figure 609524DEST_PATH_IMAGE002
AT1 Second distance S BT2 Flat pitch after difference
Figure 995506DEST_PATH_IMAGE002
BT2 As an initial value of the displacement of the tower (13);
s5, after the tower beam is synchronously constructed, a third straight distance S between the first control point A and the center T1 of the first prism (19) is measured by using a first total station (17) AT1 Measuring a fourth flat distance S between the second control point B and the center T2 of the second prism (20) with a second total station (18) BT2 ' obtaining a third distance S by distance difference AT1 After difference
Figure 585363DEST_PATH_IMAGE002
AT1 ' the fourth mean distance S BT2 After difference
Figure 308468DEST_PATH_IMAGE002
BT2 Initial values of displacement of the tower column (13)
Figure 670310DEST_PATH_IMAGE002
AT1 And
Figure 289511DEST_PATH_IMAGE002
BT2 comparing, and calculating the average value Delta S of the difference value of the two values to obtain the forward-bridge displacement value of the tower column (13) before and after the load imbalance;
s6, repeating the steps S4 and S5 before and after various working conditions of construction of each section of tower column (13) in the synchronous construction process of the tower beam, and measuring and calculating the average value Delta S of the difference values before and after various working conditions to obtain the forward-bridge displacement value of the tower column (13) before and after various working conditions.
6. The cable-stayed bridge tower beam synchronous construction measuring device as claimed in claim 5, characterized in thatIn the following steps: in step S4, a first flat distance S AT1 Flat pitch after difference
Figure 635172DEST_PATH_IMAGE002
AT1 The calculation formula of (2) is as follows:
Figure 427548DEST_PATH_IMAGE002
AT1 =( S AB -L)•S AT1 /( S AT1 +S BT2 )
wherein L is the distance from the center T1 of the first prism (19) to the center T2 of the second prism (20);
second flat pitch S BT2 Flat pitch after difference
Figure 299689DEST_PATH_IMAGE002
BT2 The calculation formula of (2) is as follows:
Figure 637261DEST_PATH_IMAGE002
BT2 =( S AB -L)•S BT2 /( S AT1 +S BT2 )。
7. the cable-stayed bridge tower beam synchronous construction measuring device as claimed in claim 6, characterized in that: in step S5, the third flat pitch S AT1 After difference
Figure 719486DEST_PATH_IMAGE002
AT1 ' is calculated as:
Figure 925339DEST_PATH_IMAGE002
AT1 '= ( S AB -L)•S AT1 '/( S AT1 '+S BT2 ')
fourth flat pitch S BT2 After difference
Figure 542002DEST_PATH_IMAGE002
BT2 The calculation formula of':
Figure 706267DEST_PATH_IMAGE002
BT2 '= ( S AB -L)•S BT2 '/( S AT1 '+S BT2 ')。
8. the synchronous construction measuring device of the cable-stayed bridge tower beam as claimed in claim 7, characterized in that: in step S6, the calculation formula of the difference average value Δ S is:
△S=[(
Figure 541368DEST_PATH_IMAGE002
AT1 '-
Figure 285333DEST_PATH_IMAGE002
AT1 )+(
Figure 273011DEST_PATH_IMAGE002
BT2 -
Figure 77019DEST_PATH_IMAGE002
BT2 ')]/2。
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