A method for simultaneous construction of cable-stayed bridge towers and beams

Abstract

This invention relates to the field of bridge construction technology, and particularly to a method for simultaneous construction of the tower and beam of a cable-stayed bridge. The method involves simultaneous construction of a predetermined height range for the main tower columns and a predetermined area near the tower for the main span's double-sided box girder reinforced concrete composite beam. For each segment completed within the predetermined height range of the main tower columns, the corresponding steel beam segment in the predetermined area near the tower is hoisted. The lowest point of the predetermined height range is higher than the highest anchorage point of the stay cables installed in the predetermined area near the tower, and also higher than the lowest anchorage point of the stay cables on the main tower columns. This invention changes the traditional sequential construction method. After the tower body is poured to the predetermined safe height, the hoisting of the double-sided box girder reinforced concrete composite beam segments is initiated, changing the tower column construction and main beam erection from sequential to parallel. The newly poured segment at the top of the tower is vertically separated from the installed segment of the double-sided box girder reinforced concrete composite beam, preventing collisions between operations and achieving a synergistic leap in the safety and efficiency of large-span cable-stayed bridges.

Description

Technical Field

[0001] This invention relates to the field of bridge construction technology, and in particular to a method for simultaneous construction of towers and beams of cable-stayed bridges. Background Technology

[0002] In bridge construction, the following construction scenarios exist: the bridge needs to span a lake, and the total length of the bridge exceeds 1000 meters. In response to these scenarios, the existing structural design adopts a hybrid beam single-tower cable-stayed bridge for the main bridge, prestressed concrete Π-shaped beams for the side spans, and a double-sided box girder steel-concrete composite beam for the main span.

[0003] In existing construction methods, because the main tower is over 200 meters high, the forming molds for the tower columns need to be erected in sections for segmented casting. After the tower body structure is completed, the construction of the main span double-sided box girder steel-concrete composite beam is carried out from the tower area. In the above construction schedule, due to the long construction period of the main tower, the construction window for the main span is often compressed under the limited total construction period, thus increasing the construction difficulty. Summary of the Invention

[0004] This invention provides a method for simultaneous construction of cable-stayed bridge towers and beams, which can effectively solve the problems pointed out in the background art.

[0005] To achieve the above objectives, the technical solution adopted by the present invention is as follows:

[0006] A method for simultaneous construction of the tower and beam of a cable-stayed bridge involves simultaneously constructing the upper tower columns within a predetermined height range of the main tower and the near-tower area of ​​the main span's double-sided box girder steel-concrete composite beam. The simultaneous construction includes:

[0007] For each segment of the main tower column that is poured within a set height range, the corresponding segment of the steel beam in the set area near the tower of the double-sided box steel-concrete composite beam is hoisted.

[0008] The lowest position of the set height range is higher than the highest anchor point of the stay cable installed in the set area near the tower, and higher than the lowest anchor point of the stay cable on the main tower column.

[0009] Furthermore, the set height range includes a conventional area with several hollow segments;

[0010] The hollow section includes two hollow tower columns on both sides of the transverse bridge. After the pouring of the hollow tower column on one side of the hollow section is completed, the steel beam hoisting of a section of double-sided box-type steel-concrete composite beam in the near tower area is completed.

[0011] Furthermore, the set height range also includes a capping section, which includes two solid tower columns on both sides of the transverse bridge.

[0012] For each completed section of the capping segment with solid tower column casting on one side, the steel beam hoisting of a corresponding section of double-sided box girder steel-concrete composite beam within the designated area near the tower is completed.

[0013] Furthermore, it also includes the construction of the tower top crossbeam, which includes:

[0014] Several PVC pipes and internal steel pipes are pre-embedded in the longitudinal direction on the inner side of the tower wall of the tower column, and the length direction of the PVC pipes and steel pipes is arranged along the transverse direction.

[0015] A steel rod is inserted into the steel pipe, and a sand cylinder base channel steel arranged longitudinally is installed on the top of each steel rod on one side, and several sand cylinders are installed accordingly.

[0016] A longitudinally arranged load-bearing main beam is installed on the sand cylinder, and several transversely arranged distribution beams are arranged on the load-bearing main beam.

[0017] A longitudinal support plate structure made of square timber is used on the top of the distribution beam to lay the bottom formwork;

[0018] The tower top beam reinforcement is installed on the bottom formwork, and concrete is poured into the formwork.

[0019] Furthermore, several PVC pipes distributed longitudinally and internal precision-stitched steel bars are pre-embedded on the inner side of the tower wall of the tower column, and the length direction of the PVC pipes and precision-stitched steel bars is set along the transverse bridge direction.

[0020] The load-bearing main beam is provided with holes for the finely threaded steel bars to pass through, and the load-bearing main beam is anchored to the tower column through the finely threaded steel bars.

[0021] Furthermore, the construction of the tower column includes:

[0022] The rigid frame of the completed tower column is connected in sequence, and the rigid frame of the segment to be poured is installed. The rigid frame serves as the overall frame and support structure for the installation of steel bars.

[0023] Before docking, check the position, elevation, and axis position of the top column base of the rigid frame described in the previous section to ensure that the deviation meets the specification requirements of ±10mm.

[0024] Furthermore, the stiffening frame includes four vertical steel structures arranged in parallel and in a rectangular distribution, including two near the outer side of the tower column and two near the inner side of the tower column;

[0025] The tower construction also includes the installation of cable guide pipes, which includes:

[0026] The concrete structure axis is laid out on the top flat surface of the stiffening frame.

[0027] The elevation of the first point is measured on the rigid frame, and marks are made on the two vertical steel structures near the outer side of the tower column. The first horizontal steel structure of the two vertical steel structures is welded together according to the marks. The first point is on the first horizontal steel structure and corresponds to the axis of the concrete structure. A limiter is set at the first point.

[0028] Hoist the cable guide tube, with one end close to the limiter;

[0029] Based on the first point, the horizontal spacing between the vertical steel structures on both sides of the tower column, and the correction angle of the cable guide, the elevation of the second point is calculated.

[0030] Markings are made on the two vertical steel structures near the inner side of the tower column. The second horizontal steel structure of the two vertical steel structures is welded together according to the markings. The second point is on the second horizontal steel structure and corresponds to the axis of the concrete structure. A limiter is set at the second point.

[0031] The cable guide is positioned using the two limiting devices, and then reinforced after being positioned.

[0032] Furthermore, the construction of the tower column also includes:

[0033] The actual structural dimensions of the stiffening frame of the segment to be poured are obtained by using a 3D laser scanner after processing. Also, the top column base position, elevation, and axis position of the stiffening frame described in the previous section are obtained by using a 3D laser scanner.

[0034] The data acquired by the 3D laser scanner are input into the diagnostic model, along with real-time environmental wind speed and direction data.

[0035] The diagnostic model performs the following logical judgments: predicts the lateral offset between the actual axis position and the theoretical axis position after installation, predicts the cumulative height difference between the actual elevation and the theoretical elevation of the column base after installation, predicts the wind-induced vibration amplitude based on environmental wind speed and direction data, and outputs the docking risk level.

[0036] When the lateral offset exceeds 8mm or the cumulative height difference exceeds 10mm, a high-risk signal is output.

[0037] When the lateral offset is between 5mm and 8mm and the wind-induced vibration amplitude exceeds the set threshold, a medium-risk signal is output.

[0038] In other cases, a low-risk signal is output.

[0039] Furthermore, the diagnostic model includes:

[0040] The data fusion module aligns the data acquired by the 3D laser scanner and the real-time environmental wind speed and direction data according to the timestamps to generate a standardized dataset.

[0041] The calculation module predicts the lateral offset between the actual axis position and the theoretical axis position after installation, the cumulative height difference between the actual elevation and the theoretical elevation of the column base after installation, and the wind-induced vibration amplitude based on the standardized dataset.

[0042] The environmental compensation module adds a dynamic compensation value to the lateral offset when the wind speed exceeds level 5-7 for 3-5 minutes; and corrects the cumulative height difference based on temperature sensor data.

[0043] The risk assessment module evaluates the compensated lateral offset, the corrected cumulative height difference, and the wind-induced vibration amplitude, and outputs high-risk, medium-risk, or low-risk signals based on the assessment results.

[0044] Furthermore, each segment of the double-sided box girder steel-concrete composite beam includes a steel main beam, a steel crossbeam, a small longitudinal beam, and a concrete bridge deck.

[0045] Within the designated area near the tower, after the slewing crane has been positioned at the designated location of segment N, the steel beam of segment N+1 is hoisted. The hoisting sequence is as follows: main steel beam, crossbeam, and small longitudinal beam, where N is greater than or equal to 1.

[0046] After hoisting is completed, the cable-stayed cables corresponding to section N+1 are hung and initially tensioned.

[0047] The concrete bridge deck was installed, and the stay cables were tensioned a second time.

[0048] The technical solution of this invention can achieve the following technical effects:

[0049] This invention changes the traditional sequential construction method. After the tower body is poured to the set safe height, the double-sided box girder steel-concrete composite beam segments are hoisted, changing the tower construction and main beam erection from sequential to parallel, thus shortening the overall construction period. In specific implementation, the concrete strength of the tower body increases with the pouring height. When construction reaches the lowest position within the set height range, the tower body stiffness below this height is sufficient to withstand the steel beam hoisting load and the initial tension of the stay cables. The reasonable selection of the lowest position within the set height range can avoid early tower top deformation from interfering with the anchorage accuracy of the stay cables, ensuring a reliable cable force transmission path.

[0050] In this invention, the hoisting of the double-sided box girder steel-concrete composite beam is limited to a designated area near the tower. The newly poured section at the top of the tower and the installation section of the double-sided box girder steel-concrete composite beam are vertically separated, which can prevent collisions during cross-operations. After each section of the tower body is poured, the corresponding beam section is immediately installed, which can form a progressively stable system of tower column growth and beam section extension, and achieve a synergistic leap in the safety and efficiency of large-span cable-stayed bridges. Attached Figure Description

[0051] To more clearly illustrate the technical solutions in the embodiments of the present invention or the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are only some embodiments recorded in the present invention. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0052] Figure 1 A comparative diagram of the set height range of the main tower columns and the set area near the tower of the double-sided box girder steel-concrete composite beam;

[0053] Figure 2 Side view of the main tower column;

[0054] Figure 3 This is a schematic diagram of the cross-section of a hollow tower column;

[0055] Figure 4 This is a schematic diagram showing the distribution of sections 34 to 39 of the tower body;

[0056] Figure 5 This is a front view of the location of the top beam of the tower;

[0057] Figure 6 for Figure 5 A magnified view of a section at point A in the middle;

[0058] Figure 7 This is a side view of the location of the top beam of the tower;

[0059] Figure 8 for Figure 7 A magnified view of a section at point B in the middle;

[0060] Figure 9 A flowchart illustrating the construction process of the tower top beam;

[0061] Figure 10 This is a front view of the cable conduit installation location;

[0062] Figure 11 Side view of the cable conduit installation location;

[0063] Figure 12 A top-down view of the construction area defined near the tower;

[0064] Figure 13 A side view showing the construction area defined near the tower;

[0065] Attached reference numerals: 100, Set height range; 110, Lowest position; 120, Standard zone; 200, Near-tower set area; 210, Highest anchor point; 300, Completed tower column; 400, Slewing crane;

[0066] 1. Main tower; 11. Cable guide tube; 12. Section 34; 13. Section 35; 14. Section 36; 15. Section 37; 16. Section 38; 17. Section 39; 2. Double-sided box girder steel-concrete composite beam; 3. Stay cables; 4. Tower top crossbeam; 41. Steel bar; 42. Sand cylinder base channel steel; 43. Sand cylinder; 44. Load-bearing main beam; 45. Distribution beam; 46. Precision threaded steel; 51. Vertical steel structure; 52. First transverse steel structure; 53. Limiter; 54. Second transverse steel structure. Detailed Implementation

[0067] The technical solutions of the present invention will be clearly and completely described below with reference to the accompanying drawings of the embodiments of the present invention. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments.

[0068] like Figure 1 As shown, a method for simultaneous construction of the tower and beam of a cable-stayed bridge involves simultaneously constructing a set height range of 100mm for the upper column of the main tower 1 and a set near-tower area 200mm for the main span double-sided box girder steel-concrete composite beam 2. The simultaneous construction is as follows:

[0069] For each segment of the main tower 1 completed within a set height range of 100, the corresponding steel beam segment of the double-sided box steel-concrete composite beam 2 within a set area of ​​200 near the tower is hoisted.

[0070] Among them, the lowest position 110 of the set height range 100 is higher than the highest anchor point 210 of the stay cable 3 installed in the set area 200 near the tower, and higher than the lowest anchor point of the stay cable on the upper column of the main tower 1.

[0071] This invention changes the traditional sequential construction method. After the tower body is poured to the set safe height, the segmental hoisting of the double-sided box girder steel-concrete composite beam 2 is initiated, changing the tower column construction and main beam erection from sequential to parallel, thus shortening the overall construction period. In the specific implementation process, the concrete strength of the tower body increases with the pouring height. When the construction reaches the lowest position 110 of the set height range of 100, the tower body stiffness below this height is sufficient to withstand the hoisting load of the steel beam and the initial tension of the stay cables 3. The reasonable selection of the lowest position 110 of the set height range of 100 can avoid the interference of early tower top deformation on the anchorage accuracy of the stay cables 3, ensuring the reliability of the cable force transmission path.

[0072] In the embodiments of the present invention, the hoisting of the double-sided box girder steel-concrete composite beam 2 is limited to a set area 200 near the tower. The newly poured section at the top of the tower and the installation section of the double-sided box girder steel-concrete composite beam 2 are vertically separated, which can prevent collisions during cross-operations. After each section of the tower body is poured, the corresponding beam section is immediately installed, which can form a progressively stable system of tower column growth and beam section extension, and achieve a synergistic leap in the safety and efficiency of large-span cable-stayed bridges.

[0073] As a preferred embodiment of the above implementation, such as Figure 2 As shown, the set height range of 100 includes a regular area 120 with several hollow segments;

[0074] The hollow section includes two hollow tower columns on both sides of the transverse bridge. The cross-section of the hollow tower column is as follows: Figure 3 As shown, after the completion of the pouring of the hollow tower column on one side of each hollow section, the steel beam hoisting of one segment of the double-sided box girder steel-concrete composite beam 2 within the designated area 200 near the tower is completed. During the steel beam hoisting process, preferably, the hoisting of the materials required for the tower column can be carried out simultaneously. This part of the work is achieved by a tower crane. For the hoisting of the steel beam, a bridge deck slewing crane 400 and a tower crane can be used in conjunction. Of course, tower column construction can also be stopped during the steel beam hoisting process, all of which are within the protection scope of this invention.

[0075] As a preferred embodiment of the above, see also Figure 2 The height range of 100 also includes a capping section 130, which includes two solid tower columns on both sides of the transverse bridge.

[0076] For every 130mm section of the single-sided solid tower column that is completed, the steel beam of the corresponding double-sided box-type steel-concrete composite beam 2 within the designated area 200mm near the tower is hoisted.

[0077] To enclose the hollow section of the main tower 1 column on one side, a solid section is set, and a shape different from the conventional area 120 is set on the top of the solid section. This section is called the tower crown section. In this embodiment, the tower crown section does not participate in the synchronous construction of the tower and beam.

[0078] like Figure 4As shown in the figure, segments 34.12 to 37.15 are hollow segments of the conventional area 120, segment 38.16 is the capping segment, and segment 39.17 is the tower crown segment. As a specific example of an implementation method, in this embodiment, the hollow tower columns on both sides of segment 34.12 correspond to the hoisting of the 1st and 2nd segments of the double-sided box-girder steel-concrete composite beam 2, the hollow tower columns on both sides of segment 35.13 correspond to the hoisting of the 3rd and 4th segments of the double-sided box-girder steel-concrete composite beam 2, the hollow tower columns on both sides of segment 36.14 correspond to the hoisting of the 5th and 6th segments of the double-sided box-girder steel-concrete composite beam 2, the hollow tower columns on both sides of segment 37.15 correspond to the hoisting of the 7th and 8th segments of the double-sided box-girder steel-concrete composite beam 2, and the solid tower columns on both sides of segment 38.16 correspond to the hoisting of the 9th and 10th segments of the double-sided box-girder steel-concrete composite beam 2.

[0079] During implementation, the synchronous construction method for cable-stayed bridge towers and beams also includes the construction of the tower top crossbeam 4. During this process, the construction of the double-sided box girder steel-concrete composite beam 2 must be stopped. Figures 5-9 As shown, the construction of the tower top beam 4 includes:

[0080] A1: Several PVC pipes and internal steel pipes are pre-embedded on the inner side of the tower wall in the longitudinal direction. The length of the PVC pipes and steel pipes is set along the transverse direction.

[0081] A2: Insert steel rods 41 into the steel pipe, install longitudinally arranged sand cylinder base channel steels 42 on the top of each steel rod 41 on one side, and install several sand cylinders 43 accordingly.

[0082] A3: Install the longitudinally arranged load-bearing main beam 44 on the sand cylinder 43, and arrange several transversely arranged distribution beams 45 on the load-bearing main beam 44.

[0083] A4: A longitudinal support plate structure made of square timber is used to lay the bottom formwork at the top of the distribution beam 45.

[0084] A5: Install the tower top beam reinforcement on the bottom formwork, then erect the formwork and pour concrete.

[0085] During the implementation process, the top beam 4 can preferably be poured in two stages. After the first stage of concrete is poured, it serves as the base for the second stage of concrete pouring of the top beam 4. After the first stage of concrete strength of the top beam 4 reaches the design strength, the second stage of concrete of the top beam 4 is poured through steel reinforcement installation and formwork erection to complete the construction of the top beam 4.

[0086] As a further preferred option, see Figure 5 and 6 Several PVC pipes distributed longitudinally and internal threaded steel bars 46 are pre-embedded on the inner side of the tower wall of the tower column. The length direction of the PVC pipes and the threaded steel bars 46 is set along the transverse direction.

[0087] The main load-bearing beam 44 is provided with holes for the threaded steel bars 46 to pass through. The main load-bearing beam 44 is anchored to the tower column by the threaded steel bars 46, thereby preventing overturning.

[0088] As a preferred embodiment of the above, the tower construction includes:

[0089] The stiffened frame of the completed 300mm tower column is connected in sequence, and the stiffened frame of the segment to be poured is installed. The stiffened frame serves as the overall frame and support structure for the installation of steel bars.

[0090] Before docking, check the position, elevation, and axis of the top column base of the previous stiffening frame to ensure that the deviation meets the specifications within ±10mm.

[0091] As a preferred embodiment of the above, the stiffening frame includes four vertical steel structures 51 arranged in parallel and in a rectangular distribution, including two near the outer side of the tower column and two near the inner side of the tower column; in this embodiment, the vertical steel structures 51 are specifically angle steel structures;

[0092] like Figure 10 and 11 As shown, the tower construction also includes the installation of cable guide 11, which includes:

[0093] B1: Lay out the concrete structure axis on the top flat bracing of the stiffening frame;

[0094] B2: Measure the elevation of the first point on the rigid frame and mark it on the two vertical steel structures 51 near the outer side of the tower column. Weld the first horizontal steel structure 52 of the two vertical steel structures 51 together according to the marks. The first point is on the first horizontal steel structure 52 and corresponds to the axis of the concrete structure. Set a limiter 53 at the first point. In this embodiment, the first point is specifically point A in the figure. The marks on the two vertical steel structures 51 are points B and B', respectively. The first horizontal steel structure 52 is an angle steel structure.

[0095] B3: Lifting cable guide tube 11, one end is close to limiter 53;

[0096] B3: Based on the first point, the horizontal spacing between the vertical steel structures 51 on both sides of the tower column, and the correction angle of the cable guide 11, calculate the elevation of the second point;

[0097] B4: Mark the two vertical steel structures 51 near the inner side of the tower column, and weld the second horizontal steel structure 54 of the two vertical steel structures 51 according to the marks. The second point is on the second horizontal steel structure 54 and corresponds to the axis of the concrete structure. A limiter 53 is set at the second point. In this embodiment, the second point is point C in the figure. The marks on the two vertical steel structures 51 are points D and D', respectively. The second horizontal steel structure 54 is an angle steel structure.

[0098] B5: Position the cable guide 11 using two limiters 53 and reinforce the positioned cable guide 11. Considering operational errors during construction, the pipe opening is set to be recessed inward by a certain distance relative to the outer wall of the tower column, such as 10mm. This issue needs to be considered during the fabrication of the cable guide to avoid difficulties when closing the template.

[0099] In the above embodiments, both the first transverse steel structure 52 and the second transverse steel structure 54 are part of the stiffening frame. In specific implementation, after the cable guide is positioned, it must be firmly welded to the stiffening frame at least 3 points to avoid large deviations in subsequent processes. Before the formwork is closed, temporary sealing plates should be added to the upper and lower openings of the cable guide to prevent grout leakage and blockage during the pouring of the tower column concrete.

[0100] As a preferred embodiment of the above, the tower construction also includes:

[0101] C1: Obtain the actual structural dimensions of the stiffening frame of the segment to be poured after processing using a 3D laser scanner. Also, obtain the top column base position, elevation, and axis position of the previous stiffening frame using a 3D laser scanner. In this step, the new stiffening frame of the segment to be installed is scanned as a whole using a 3D laser scanner to obtain its actual structural dimensions after processing. At the same time, a high-precision scan is performed on the top surface of the previous stiffening frame segment that has been poured, accurately collecting the spatial coordinates, elevation values, and axis orientation data of its column base. This step provides a key 3D spatial information foundation for the subsequent diagnostic model.

[0102] C2: Input the data acquired by the 3D laser scanner into the diagnostic model, and simultaneously input the real-time environmental wind speed and direction data;

[0103] C3: Perform the following logical judgments through the diagnostic model: predict the lateral offset between the actual axis position and the theoretical axis position after installation, predict the cumulative height difference between the actual elevation and the theoretical elevation of the column base after installation, predict the wind-induced vibration amplitude based on the environmental wind speed and direction data, and output the docking risk level.

[0104] The steps for predicting the lateral offset between the actual and theoretical axis positions after installation include: the diagnostic model analyzes the matching degree of the interfaces of the two stiffening frames to be connected, simulating the spatial posture of the segments to be installed after hoisting into place; specifically, by comparing the actual coordinates of the top column base of the previous segment with the processing dimensions of the bottom column interface of the stiffening frame of the next segment, the direction and amount of axis offset generated when the two are connected are deduced, thereby predicting the actual axis position of the top surface of the stiffening frame of the next segment before installation.

[0105] The steps for predicting the cumulative height difference between the actual and theoretical elevations of the column base after installation include: first, acquiring the actual elevation scanning data of the column base on the top surface of the previous segment and comparing it with the theoretical design elevation of the segment to obtain the existing height deviation value; simultaneously, extracting the actual processing height data of the stiffening frame column body of the segment to be installed and comparing it with the design height value to calculate the local deviation; the diagnostic model vector-superimposes the existing height deviation of the previous segment with the local deviation of the current segment, and considers the elevation change caused by temperature expansion, finally generating the cumulative height difference between the column base position of the current segment after installation and the original design elevation.

[0106] In this embodiment, the diagnostic model can predict wind-induced vibration amplitude through the following process: real-time acquisition of wind speed and wind direction data, combined with the current segment height of the tower column and the structural characteristic parameters of the stiffening frame; matching typical vortex-induced vibration conditions corresponding to the current wind speed and direction based on a pre-stored wind tunnel test database; identifying possible locked-in vibration modes by analyzing the coupling relationship between the structure's natural frequency and the wind load excitation frequency; calculating the vibration time history curve in the wind-structure coupling system and extracting the displacement peak value as the wind-induced vibration amplitude. The above process can be implemented collaboratively by engineering simulation software and algorithm modules. For example: inputting real-time wind speed and direction data into a pre-generated CFD wind field model, calling the working condition template closest to the current real-time wind speed, wind direction, and tower column height; mapping the dynamic wind pressure data output by the CFD wind field model to the mesh nodes of the finite element model based on the matched typical vortex-induced vibration conditions, and loading the wind pressure data into the finite element system; automatically scanning the displacement time history curve using a peak detection algorithm to identify the maximum positive and negative displacement extremes in the continuous vibration cycle, and outputting the absolute average of the difference between the positive and negative extremes as the wind-induced vibration amplitude.

[0107] In this embodiment, the specific output method for the risk level is as follows:

[0108] When the lateral offset exceeds 8mm or the cumulative height difference exceeds 10mm, it may lead to a significant increase in the risk of structural instability or deformation, and output a high-risk signal.

[0109] When the lateral offset is between 5mm and 8mm and the wind-induced vibration amplitude exceeds the set threshold, it may cause local stress concentration risk and output a medium risk signal; the wind-induced vibration amplitude can be set to a fixed value according to the actual working conditions.

[0110] In other cases, a low-risk signal is output.

[0111] Specific optimization methods for diagnostic models include:

[0112] The data fusion module aligns the various data acquired by the 3D laser scanner and the real-time environmental wind speed and direction data according to the timestamps to generate a standardized dataset;

[0113] The calculation module predicts the lateral offset between the actual axis position and the theoretical axis position after installation, the cumulative height difference between the actual elevation and the theoretical elevation of the column base after installation, and the wind-induced vibration amplitude based on the environmental wind speed and direction data. The specific working process of the calculation module can be found in the above embodiments.

[0114] The environmental compensation module adds a dynamic compensation value to the lateral offset when the wind speed exceeds level 5-7 for 3-5 minutes. In this embodiment, the dynamic compensation value can be calibrated based on historical displacement monitoring data for different wind speed ranges. Based on temperature sensor data, the cumulative height difference is corrected. Specifically, the surface temperature of the steel is collected in real time by the temperature sensor. Based on the linear expansion coefficient of the stiffening frame material and the component size, the expansion and contraction caused by the temperature difference is calculated. The expansion and contraction is converted into a change value in the height direction, which is used to correct the predicted value of the cumulative height difference.

[0115] The risk assessment module evaluates the compensated lateral offset, the corrected cumulative height difference, and the wind-induced vibration amplitude, and outputs high-risk, medium-risk, or low-risk signals based on the assessment results.

[0116] As a preferred embodiment of the above, such as Figure 12 and 13 As shown, each segment of the double-sided box girder steel-concrete composite beam 2 includes a steel main beam, a steel crossbeam, a small longitudinal beam, and a concrete bridge deck. Among them, the steel main beam, the steel crossbeam, and the small longitudinal beam are steel beam structures.

[0117] Within a 200-meter radius of the tower, after the slewing crane 400 has been positioned at the designated location of segment N, the steel beams of segment N+1 are hoisted. The hoisting sequence is as follows: main steel beam, crossbeam, and small longitudinal beam, where N is greater than or equal to 1.

[0118] After the hoisting is completed, the three stay cables corresponding to section N+1 are hung and initially tensioned.

[0119] The concrete bridge deck was installed, and the stay cables 3 were tensioned a second time.

[0120] In this embodiment, N is the number within the designated area 200 near the tower, starting from number 1. As the implementation method closest to the tower, the bridge deck slewing crane 400 can carry out the construction of steel beam segment 1 within the designated area 200 near the tower on steel beam segment 0.

[0121] Those skilled in the art should understand that this invention is not limited to the above embodiments. The embodiments and descriptions in the specification are merely illustrative of the principles of the invention. Various changes and modifications can be made to this invention without departing from its spirit and scope, and all such changes and modifications fall within the scope of the invention as claimed. The scope of protection of this invention is defined by the appended claims and their equivalents.

Claims

1. A method for synchronously constructing a cable-stayed bridge tower beam, characterized in that, Synchronous construction of a set height range of an upper tower column of a main tower and a near-tower set area of a double-side box steel-concrete composite beam of a main span, the synchronous construction comprising: Upon completion of pouring of each segment in the set height range of the upper tower column of the main tower, corresponding steel beam hoisting of a corresponding segment in the near-tower set area of the double-side box steel-concrete composite beam is completed; wherein a lowest position of the set height range is higher than a highest anchoring point of a stay cable installed in the near-tower set area, and is higher than a lowest anchoring point of a stay cable of the upper tower column of the main tower; the tower column construction comprising: successively abutting a rigid framework of a completed tower column to install a rigid framework of a segment to be poured, the rigid framework serving as an overall jig frame and support structure for steel bar installation and forming; checking a top surface column foot position, elevation and axis position of the rigid framework of the previous segment before abutting; the tower column construction further comprising: acquiring actual structural dimension data of the rigid framework of the segment to be poured after processing by a three-dimensional laser scanner, and acquiring the top surface column foot position, elevation and axis position of the rigid framework of the previous segment by the three-dimensional laser scanner; inputting each data acquired by the three-dimensional laser scanner into a diagnostic model, while inputting real-time environmental wind speed and direction data; performing the following logical judgments by the diagnostic model: predicting a lateral offset of an actual axis position after installation from a theoretical axis position, predicting a cumulative height difference of an actual elevation of a column foot after installation from a theoretical elevation, predicting a wind-induced vibration amplitude according to the environmental wind speed and direction data, and outputting a corresponding risk level; outputting a high risk signal when the lateral offset exceeds 8 mm or the cumulative height difference exceeds 10 mm; outputting a medium risk signal when the lateral offset is between 5 mm and 8 mm and the wind-induced vibration amplitude exceeds a set threshold; outputting a low risk signal in other cases.

2. The method according to claim 1, wherein the set height range including a conventional area provided with a plurality of hollow segments; the hollow segments including two hollow tower columns on both sides in the transverse direction of the bridge, and upon completion of pouring of a single-side hollow tower column of the hollow segments, corresponding steel beam hoisting of a segment of the double-side box steel-concrete composite beam in the near-tower set area is completed.

3. The method according to claim 1 or 2, wherein the set height range further including a capping segment, the capping segment including two solid tower columns on both sides in the transverse direction of the bridge; upon completion of pouring of a single-side solid tower column of the capping segment, corresponding steel beam hoisting of a segment of the double-side box steel-concrete composite beam in the near-tower set area is completed.

4. The method of claim 1, wherein the method further comprises: the tower top cross beam construction comprising: respectively embedding a plurality of PVC pipes and internal steel pipes distributed in the longitudinal direction of the bridge in the inner side of the tower wall of the tower column; inserting a steel rod into the steel pipe, installing a sand cylinder base channel steel arranged in the longitudinal direction of the bridge on the top of each steel rod on a single side, and corresponding installation of a plurality of sand cylinders; installing a load-bearing main beam arranged in the longitudinal direction of the bridge on the sand cylinders, and arranging a plurality of distribution beams in the transverse direction of the bridge on the load-bearing main beam; using square wood to support a plate body structure in the longitudinal direction of the bridge on the top of the distribution beam to lay a bottom mold; installing tower top cross beam steel bars on the bottom mold, and erecting a formwork to pour concrete.

5. The method according to claim 4, wherein Several PVC pipes and internal finished deformed steel bars are embedded in the inner side of the tower wall of the tower column respectively, and the length direction of the PVC pipes and the finished deformed steel bars is arranged along the transverse direction; The load-bearing main beam is provided with a hole position for the finished deformed steel bar to penetrate, and the load-bearing main beam is anchored with the tower column through the finished deformed steel bar.

6. The method of claim 1, wherein the method further comprises: The stiff skeleton includes four vertical steel structures arranged in parallel and in a rectangular distribution, including two vertical steel structures close to the outer side of the tower column and two vertical steel structures close to the inner side of the tower column; The tower column construction further includes cable guide pipe installation, and the cable guide pipe installation includes: The axis of the concrete structure is lofted on the top surface of the stiff skeleton; The first point elevation is measured on the stiff skeleton, and the two vertical steel structures close to the outer side of the tower column are marked respectively, the first transverse steel structure connecting the two vertical steel structures is welded according to the marks, the first point is on the first transverse steel structure and corresponds to the axis of the concrete structure, and a limiter is arranged at the first point; The cable guide pipe is hoisted, and one end is close to the limiter; The second point elevation is calculated according to the first point, the horizontal distance between the vertical steel structures close to the inner and outer sides of the tower column, and the correction angle of the cable guide pipe; The two vertical steel structures close to the inner side of the tower column are marked respectively, the second transverse steel structure connecting the two vertical steel structures is welded according to the marks, the second point is on the second transverse steel structure and corresponds to the axis of the concrete structure, and a limiter is arranged at the second point; The cable guide pipe is positioned by the two limiters, and the cable guide pipe with the position fixed is reinforced.

7. The method of claim 1, wherein the method further comprises: The diagnostic model includes: A data fusion module generates a standardized data set by aligning each data obtained by the three-dimensional laser scanner and real-time environmental wind speed and direction data according to time stamps; A calculation module predicts the lateral offset between the actual axis position and the theoretical axis position after installation, the cumulative height difference between the actual elevation and the theoretical elevation of the column foot after installation, and the wind-induced vibration amplitude according to the environmental wind speed and direction data; An environmental compensation module increases a dynamic compensation value on the basis of the lateral offset when the wind speed exceeds 5-7 for 3-5 minutes, and corrects the cumulative height difference according to the temperature sensor data; A risk assessment module evaluates the compensated lateral offset, the corrected cumulative height difference and the wind-induced vibration amplitude, and outputs a high-risk, medium-risk or low-risk signal according to the evaluation result.

8. The method of claim 1, wherein the method further comprises: Each segment of the double-box steel-concrete composite beam includes a steel main beam, a steel cross beam, a small longitudinal beam and a concrete bridge deck; In the tower-proximal setting area, after the rotary crane is positioned at the setting position of the Nth segment, the steel beam of the N+1th segment is hoisted, and the hoisting sequence is the steel main beam, the steel cross beam and the small longitudinal beam in turn, and N is greater than or equal to 1; After hoisting is completed, the cable of the N+1th segment is hung and primary tensioning is performed; The concrete bridge deck is installed, and the cable is secondarily tensioned.

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