A slot box mixed continuous beam swivel bridge side span pier top support structure and construction method

Abstract

This application discloses a support structure and construction method for the top of a side span pier of a trough-box hybrid continuous beam rotating bridge, specifically relating to the field of bridge engineering construction technology. The support frame is assembled from steel components and fixed with embedded parts. An array of monitoring points is deployed at key nodes for settlement and horizontal displacement monitoring, and a locking component linked to the ball joint system is included. The construction method includes excavation of the foundation pit and installation of embedded parts; on-site assembly of the support structure using an iterative fine-tuning method for correction; deployment of monitoring points to form a closed array; activation of the locking device and load testing before rotation; and real-time data acquisition and dynamic parameter adjustment through an automated monitoring system during the rotation process. The eccentricity is pre-adjusted through weighing tests to control the friction coefficient, reducing traction force and improving balance safety. The monitoring point array achieves high-precision real-time monitoring with a high data acquisition frequency, enabling early warning of abnormal ball joint stress. This improves the installation accuracy of the support, shortens the construction period, and increases the first-pass yield of the supports.

Description

Technical Field

[0001] This application relates to the field of bridge engineering construction technology, and more specifically, to a support structure and construction method for the top of the pier of a trough-box hybrid continuous beam rotating bridge. Background Technology

[0002] The trough-box hybrid continuous beam swing bridge is a long-span bridge structure that combines the advantages of trough beams and box beams. It is suitable for construction scenarios that cross existing railway lines. The core of the construction is the swing system, which includes components such as ball joints, struts, and slides. After being cast in place on a support frame, the entire structure is rotated into place. Despite the widespread application of rotation technology, the inventors discovered multiple shortcomings in the prior art during the development of this application, mainly due to structural complexity and environmental constraints: During the rotation process, unbalanced moments can easily be generated due to mass distribution deviations (such as errors in concrete pouring density), requiring secondary counterweighting and extending the construction period. Traditional monitoring relies on manual measurement, which has a low frequency and is difficult to capture instantaneous deformations caused by temperature and wind loads. The stress monitoring points are sparsely distributed, which cannot fully reflect the local stress concentration of the ball joint and is prone to missing cracks or plastic deformations. Existing support frames mostly use simple steel splicing, which is not rigid enough, the embedded parts are prone to displacement, and there is a lack of linkage and locking mechanism with the ball joint. Therefore, in order to address the above problems, a support structure and construction method for the top of the pier of the side span of a trough-box hybrid continuous beam rotating bridge are proposed. Summary of the Invention

[0003] In order to overcome the above-mentioned defects of the prior art, this application provides a pier top support structure and construction method for a trough-box hybrid continuous beam rotating bridge to solve the problems mentioned in the background art.

[0004] To achieve the above objectives, this application provides the following technical solution: a pier top support structure for a trough-box hybrid continuous beam rotating bridge, comprising a pier top cap, a ball joint system, a support frame, and a monitoring point array: The supporting frame is assembled from steel components and fixed to the pier top bearing platform by embedded parts. The top of the frame is equipped with a ball joint system for connecting the rotating beam. The monitoring point array is deployed at key nodes of the support frame and includes prism markers for settlement monitoring and horizontal displacement monitoring. The support structure also includes a locking component for temporary fixation, which is linked to the ball joint system.

[0005] Preferably, by using channel steel as the main material for the steel components, the overall rigidity of the supporting frame is significantly enhanced. The cross-sectional characteristics of the channel steel can effectively resist the eccentric bending moment generated during rotation. The bolted spatial truss structure forms a statically indeterminate structural system, which distributes local stress evenly throughout the frame when subjected to rotational loads, avoiding stress concentration that could lead to node failure. The pre-designed base for the monitoring point ensures that the installation position of the measuring markers accurately corresponds to the mechanical characteristic points, solving the problem of monitoring data distortion caused by traditional welding reinforcement.

[0006] Traditional monitoring methods, which rely on single-point displacement measurement, cannot distinguish between overall structural translation and local rotation. This design, however, uses paired prisms positioned vertically to directly measure the relative displacement of the supporting frame at different heights. This allows for the calculation of rotation angles around any horizontal axis with arcsecond-level accuracy, solving the challenge of early identification of minute overturning moments during rotation.

[0007] Preferably, a concrete observation pier benchmark system is established in the outer stable area, anchoring the reference frame to the stable foundation layer, effectively isolating construction disturbances. The monitoring scheme in the database clearly states that this design controls the displacement of the benchmark points to the sub-millimeter level, providing a reliable absolute coordinate benchmark for the monitoring point array. The benchmark system and the monitoring points of the support frame form a closed measurement network, and benchmark stability is verified through periodic joint measurements. The measurement procedures in the database require a full network joint measurement every 24 hours, using the least squares adjustment method to process the data. This design solves the deficiency of single-point benchmarks being unable to self-calibrate. When individual benchmark points are abnormal, the system can automatically identify and remove failed points through network adjustment, ensuring data traceability.

[0008] Preferably, five interconnected steps form a spatiotemporal control matrix. S1, the pre-embedded benchmarks in the foundation pit stage, establish a permanent reference for subsequent measurements; S2, the results of the support frame correction are directly related to the accuracy of the monitoring point layout in S3; S4, the pre-rotation load test data determines the adjustment amount of the rotation parameters in S5. This progressive control enables the final positioning accuracy to reach the millimeter level, with the output of each step providing constraints for the input of the next step. S3, the monitoring point array layout verifies the installation quality of the S2 frame, and S5, the automated monitoring data feedback optimizes the setting of the S4 locking device. This technology increases the detection rate of quality deviations within the process, avoiding the accumulation of defects.

[0009] Preferably, in traditional foundation pit excavation, the direct installation of embedded parts after excavation can easily lead to uneven settlement of the foundation soil due to disturbance. The dual control mechanism of measurement and layout and initial position detection solves the problem of insufficient accuracy in the traditional "one-time layout" method. This technology improves the first-time pass rate of embedded part installation and reduces the workload of subsequent correction.

[0010] Preferably, the error is gradually converged through multiple rounds of fine-tuning. After the initial coarse adjustment, 3-5 rounds of fine-tuning cycles can stabilize and control the deviation. This dynamic adjustment mechanism effectively compensates for measurement errors and structural deformations caused by temperature changes, ensuring calibration stability under different operating conditions.

[0011] Preferably, the dedicated mounting base and preset position design eliminate installation errors caused by temporary clamps. The fixed base minimizes prism reset errors, ensuring the comparability of long-term monitoring data. The forced alignment device eliminates instrument alignment errors, resulting in high consistency between observations from different periods. At least three benchmark points in each monitoring area form a closed check network, and benchmark stability is self-verified through periodic joint measurements. Measurement records in the database show that this design can automatically identify and eliminate abnormal benchmark points, improving the overall reliability of the network.

[0012] Preferably, the automatic early warning system based on preset thresholds changes the traditional mode that relies on manual judgment. When the displacement exceeds the threshold, the system not only automatically issues an alarm but also intelligently increases the monitoring frequency to several times that of the normal mode. This adaptive monitoring mechanism ensures data density under abnormal operating conditions, providing a basis for accurate decision-making. The complete automated process from data collection to emergency plan activation forms a closed-loop management system of monitoring-early warning-response-feedback. Case records in the database show that this technology improves the efficiency of handling abnormal events.

[0013] Preferably, in traditional rotation construction, the rotation speed and load distribution often use fixed parameters, which are difficult to adapt to real-time changes in on-site conditions. Through a dynamic adjustment mechanism for construction parameters, the rotation speed and temporary loads are optimized in tandem. This technology can adjust the rotation speed in real time according to the rate of change of the gap between the support legs and the slide rail, and optimize the counterweight arrangement based on the results of weighing tests, thus improving the stability of the rotation and effectively preventing impact loads and structural vibrations caused by sudden speed changes. Furthermore, the mechanism for comparing the final position measurement with the design position solves the problem of the crude acceptance method of "rotation into position is sufficient" in traditional construction.

[0014] The technical effects and advantages of this application are as follows: 1. Compared with the existing technology, the new type of trough-box hybrid continuous beam rotating bridge side span pier top support structure and construction method effectively controls the friction coefficient and reduces the rotation traction force by pre-adjusting the eccentricity through weighing test. This structure reduces the probability of contact between the support feet, thereby avoiding sudden loads and effectively improving the balance and safety of the rotation.

[0015] 2. Compared with existing technologies, this new type of trough-box hybrid continuous beam rotating bridge side span pier top support structure and construction method solves the monitoring blind spots through monitoring point array and benchmark point system, realizes high-precision real-time monitoring, and prism markers are set at key nodes of the support frame to form a closed network. With the help of a fixed total station, the data acquisition frequency reaches once per minute. Moreover, the array can provide real-time early warning of abnormal ball joint stress, which meets railway safety standards.

[0016] 3. Compared with existing technologies, the construction method of this trough-box hybrid continuous beam rotating bridge side span pier top support structure and construction method standardizes the steps. For example, the iterative fine adjustment method of S2 and the automated monitoring system of S5 optimize the construction process and improve the reliability of construction. This method improves the accuracy of support installation and shortens the rotation positioning time, thereby increasing the first-pass yield of the support and reducing the need for subsequent adjustments. Attached Figure Description

[0017] Figure 1 This is a flowchart of the method in this application. Detailed Implementation

[0018] The technical solutions of the embodiments of this application will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of this application, and not all embodiments. Based on the embodiments of this application, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of this application.

[0019] Example 1 As attached Figure 1 The diagram illustrates a pier top support structure for a hybrid continuous beam rotating bridge with a trough-box joint, comprising a pier top cap, a ball joint system, a support frame, and a monitoring point array. The supporting frame is assembled from steel components and fixed to the pier top bearing platform by embedded parts. The top of the frame is equipped with a ball joint system for connecting the rotating beam. The monitoring point array is deployed at key nodes of the support frame and includes prism markers for settlement monitoring and horizontal displacement monitoring. The support structure also includes a locking component for temporary fixation, which is linked to the ball joint system.

[0020] Specifically, the core of the support frame implementation lies in the assembly and positioning of the steel components. The support frame uses hot-rolled channel steel as the main profile, connected by high-strength bolts to form a spatial truss system. During construction, anchor bolts or anchoring bars are pre-embedded before the concrete pouring of the pier top cap. The positions of the pre-embedded parts must be accurately laid out using a total station to ensure that the vertical deviation is less than one-thousandth. The support frame assembly follows a bottom-up sequence: first, the bottom foundation frame is installed and welded to the pre-embedded parts; then, vertical columns and horizontal connecting beams are stacked layer by layer, with node plates added at the joints to enhance rigidity. The ball joint system is installed at the top of the frame. The lower seat plate of the ball joint must be aligned with the pre-welded bearing plate on the top surface of the frame, leveled using Leveling screws. After the spherical radius of the ball joint matches the design, non-shrink mortar is poured to fill the gaps. A key detail in the support frame assembly is that lifting holes must be reserved during assembly to facilitate overall lifting, and after the ball joint is positioned, temporary steel diagonal bracing is used for reinforcement to prevent displacement during concrete pouring. The key to implementing the monitoring point array lies in its placement and marker fixation. Prism markers must be placed at critical nodes supporting the framework, such as the intersection of columns and beams, and around the ball joint supports. During implementation, a fixed base with threaded holes is first welded to the node. The prism is then attached to the base via a magnetic base, ensuring the marker center coincides with the node's mechanical center. The array layout must form a closed observation network, with settlement monitoring points at the bottom of the framework and horizontal displacement points at the top, using a paired prism configuration to calculate tilt. In the integration of the locking components and the ball joint linkage, the locking pin is vertically inserted into a pre-drilled hole in the upper plate of the ball joint, with the other end connected to a hydraulic jacking system. For temporary fixation, the hydraulic cylinder is activated to engage the pin in the lower turntable pin hole, achieving rigid locking; before rotation, the hydraulic system is depressurized, and the pin automatically retracts. After the monitoring point markers are installed, initial coordinate measurements are required to establish a benchmark. During the debugging of the locking components, load simulation is necessary to verify the reliability of the linkage.

[0021] Example 2 Based on Example 1, the solution in Example 1 will be further described in detail below with reference to the specific working method, such as... Figure 1 As shown below, see details: As a preferred implementation, hot-rolled channel steel should be used as the main material for the steel components supporting the frame. The specifications should be selected to ensure that the web height and thickness can provide sufficient bending stiffness. Before assembly, the channel steel should be precisely cut according to the space truss design drawings, and bolt holes should be drilled at the predetermined positions. The hole position accuracy should be controlled within the alignment error range. Assembly begins with the basic segments, using high-strength bolts to connect the channel steel components into planar trusses. These trusses are then assembled into a three-dimensional spatial truss via transverse connecting members. Bolt tightening is performed in two stages: initial tightening and final tightening, using a torque wrench to ensure the preload meets the requirements. At the nodes of the spatial truss, a fixed base is welded to the prefabrication point in the factory. This base is a steel plate with vertical bolt holes, its bottom surface fully welded to the node plate, and its top surface machined to a smooth finish for installing prism markers. The base's placement must avoid the bolt clamping area and be close to the node's centroid to accurately reflect deformation. After the overall assembly is completed, the truss's geometric dimensions must be verified to ensure that the bolt holes at each node are aligned without forced stress, and that the fixed base's orientation meets visibility requirements.

[0022] As a preferred implementation, when configuring paired prisms in the replica monitoring point array, high-reflectivity prisms are first selected as observation markers based on the on-site determined monitoring scheme. Their installation must be based on the stress characteristics of the supporting frame. The arrangement of paired prisms strictly follows the principle of vertical correspondence. The upper prism is fixed to key nodes such as the top beam of the frame or the ball joint support area, while the lower prism is installed at the connection point of the foundation column or the pier. Both must be located on the same vertical line to ensure consistency of the benchmark. During installation, each prism is fixed by a pre-embedded fixing base. The base is a steel plate with precision screw holes, welded to the center of the node. The prism is attracted by a magnetic base to maintain stability, and the mirror surface faces the preset observation station to avoid obstruction. After the paired configuration, the three-dimensional coordinates of the upper and lower prisms are measured synchronously using a total station. The instantaneous tilt angle is calculated using the change in elevation. The total station needs to be initially calibrated to eliminate systematic errors, and the data reliability is verified by periodically connecting to the benchmark point. During implementation, it is necessary to ensure that the prisms are protected from construction interference, and an automatic acquisition system is used to achieve real-time tilt monitoring.

[0023] As a preferred implementation method, the implementation of the benchmark point system first requires selecting a geologically stable area outside the area affected by construction deformation. Cast-in-place concrete observation piers are used as stable reference point carriers. The piers need to be embedded into the stable foundation layer to a certain depth to ensure pull-out resistance. A forced centering plate is pre-embedded on the top of the pier and precisely leveled using a level. Prism markers are fixed to the center of the centering plate through threaded interfaces, and their installation height needs to be uniform to eliminate elevation differences. The benchmark point layout needs to form a triangular or traverse network covering the monitoring area. The spacing between each point should meet the line-of-sight requirements and form a geometric constraint with the monitoring point array on the support frame. After the system is in operation, it is necessary to conduct joint measurements periodically using a high-precision total station to compare the relative position changes between benchmark points to verify its stability. Any excessive displacement needs to trigger benchmark correction and recalculate the absolute displacement of the monitoring points.

[0024] A construction method for a pier top support structure of a trough-box hybrid continuous beam rotating bridge includes the following steps: S1. Before excavation, the outline of the foundation cap must be accurately located using surveying and setting out. Excavation should be carried out in layers, with the pit slope set according to a stable slope, and a manual cleaning layer reserved at the bottom. The bottom elevation of the pit is controlled by a level, and a crushed stone cushion layer is laid at the bottom and compacted. The installation of embedded parts includes vertical anchoring steel bars and benchmark surveying marks: the anchoring steel bars are laid at the designed spacing, with standard hooks at the bottom, and the exposed length at the top meets the requirements for subsequent welding; the benchmark marks are made of stainless steel measuring nails, embedded at the four corners and center of the pit, with the top flush with the top surface of the cushion layer. The position of all embedded parts should be checked immediately after installation and fixed with concrete. S2. After the prefabricated steel components are transported to the site, trial assembly is conducted at the assembly area. Assembly proceeds from bottom to top and from the inside out: first, the bottom support frame is assembled, then the node plates are connected with high-strength bolts, and finally, the vertical columns and horizontal connecting beams are installed layer by layer. During hoisting, four lifting points are set up to balance the load. After positioning, initial leveling is achieved using jacks and wedge-shaped pads. Measurement and correction are performed using the polar coordinate method with a total station. First, the deviation of the frame axis is adjusted, then the top elevation is controlled with a level, and fine-tuning is performed using base shims until the verticality of the frame meets the requirements. S3. Weld prism mounting bases at key nodes supporting the framework, such as the intersection of columns and beams, and ball joint support points. During installation, use specialized clamps to ensure that the prism center coincides with the node center and that the prism faces the pre-set observation station direction. Monitoring points are arranged in two layers, with the lower layer close to the foundation and the upper layer close to the beam connection. After all prisms are installed, a visibility check must be performed to ensure that there are no obstructions. S4. Before activating the temporary locking device, check the hydraulic system oil pressure to ensure the locking pin has reached the correct stroke. The locking device operation procedure is as follows: first, start the hydraulic pump station to insert the pin into the pin hole of the lower ball joint seat plate, and then conduct an initial load test. The test uses a graded loading method, applying simulated loads through jacks while simultaneously collecting strain data to verify the structural integrity. S5. Before starting the rotation, confirm that all monitoring systems are operating normally. During the rotation, the automated monitoring system collects deformation data of the support structure at a preset frequency, focusing on the spherical hinge angle and changes in the gap between the support foot and the slide. After the rotation is in place, immediately release the temporary lock, and then construct the permanent supports: after the support pad concrete reaches its strength, install the supports using a synchronous jack system, and finally conduct the bridge acceptance measurement.

[0025] As a preferred implementation, after the foundation pit excavation is completed, the bottom of the pit is first leveled, and then a graded crushed stone cushion layer is laid. This cushion layer is then compacted in layers to the designed density using a vibratory roller. The elevation of the top surface of the cushion layer needs to be controlled with a level to ensure flatness. Before installing the embedded parts, a total station is used to measure and lay out the vertical reinforcement and benchmarks on the surface of the cushion layer using the polar coordinate method. During reinforcement installation, ensure that the verticality deviation is less than the allowable value, that the bottom bend anchors are firmly embedded in the cushion layer, and that the exposed length at the top is consistent. The benchmarks are pre-embedded using stainless steel measuring nails, with their top surfaces flush with the cushion layer. After all embedded parts are in place, an initial position check is immediately performed using a total station to verify their plane coordinates and elevation. Any deviations exceeding the limits require adjustment. The test data is recorded and filed as a reference for subsequent construction.

[0026] As a preferred embodiment, the support frame correction adopts an iterative fine-tuning method, and the complete process is described in the following construction plan: At least three benchmark points are set on the stable foundation outside the construction area to form a forced centering observation pier network. The system is calibrated using a high-precision total station such as a Leica TS60. Then, prism mounting bases are welded to key nodes such as the top of the columns of the support frame and the connection points of the main beam to ensure that the center of the prism coincides with the mechanical center of the node. The initial coordinates of the four corner points of the frame are collected using a total station and compared with the design coordinates to calculate the overall deviation vector. The deviation is controlled by adjusting the wedge-shaped pads of the base and the jacks to initially correct the plane position and elevation of the frame. After preliminary preparations, the three-dimensional coordinates of all prism points were measured using the polar coordinate method, and the adjustment amount was calculated using the least squares adjustment method. A hydraulic synchronous jacking system was used to adjust the elevation of the four corners, and horizontal deviations were corrected using side-jacking pushers. After each round of adjustment, the system was allowed to stand for 10 minutes to eliminate stress, and the residuals were remeasured and calculated. The maximum residual in three consecutive rounds of adjustment must meet the following requirements: plane displacement ≤ 2mm, elevation difference ≤ 1mm. Otherwise, the stability of the measurement system must be checked. Convergence was determined when the deviations of all measured point coordinates from the design values ​​were stable within the allowable thresholds, and the adjustment amount in two consecutive rounds was less than the measurement error. Before final fixing, a total station scan was performed for verification, and the generated point cloud model was compared with the BIM design model to ensure no forced deformation. Multiple rounds of observation were used to reduce random errors, and the angle observation used the forward and reverse mirror method to eliminate systematic errors. Through the above closed-loop control, the installation accuracy was improved to the millimeter level, providing a reliable spatial reference for the rotation construction.

[0027] As a preferred implementation method, the deployment of the monitoring system must strictly follow the monitoring plan, which is divided into two sub-steps: monitoring point installation and benchmark point establishment. During monitoring point installation, firstly, based on the structural mechanics analysis results, the installation positions are preset at the key stress nodes of the supporting frame; a dedicated stainless steel mounting base with a three-way adjusting screw is used and fixed to the center of the node by welding; the prism marker is magnetically attached to the base via a magnetic interface; during installation, a laser pointer is used to ensure the prism's measuring surface is facing the observation station, and a torque wrench is used to tighten the fixing bolts to prevent loosening; The establishment of benchmarks in the benchmark system requires selecting a geologically stable area outside the scope of construction deformation, and using cast-in-place concrete observation piers as carriers; after the foundation pit is excavated to the stable foundation layer, reinforced concrete piers are poured, and a forced centering plate is pre-embedded on the top of the pier, and leveled with a level instrument until the horizontal error is less than the specified value; at least three benchmarks are established in each monitoring area to form an equilateral triangle closed network, and the spacing between the points must meet the requirements of line of sight and measurement accuracy. After the benchmark and monitoring points are established, initial connection measurements are required: use a high-precision total station to measure the three-dimensional coordinates of all points, and calculate the accuracy of the benchmark network using the least squares adjustment method to ensure that the closure error meets the specifications. The monitoring points and benchmark points together constitute the measurement system, providing a reliable benchmark for subsequent deformation monitoring.

[0028] As a preferred implementation, the system employs a high-precision measuring robot (such as the Leica TM50) as the core sensor, which is fixed to a dedicated observation pier outside the construction impact zone. The station location needs to be verified using line-of-sight analysis software to ensure that the instrument's line of sight covers all monitoring points (including the support frame prism and reference points) without obstruction. The instrument pier uses a cast-in-place concrete foundation, with a forced centering plate installed on the top. The instrument base is fixed by a screw locking device to prevent micro-movement. The foundation acquisition frequency is dynamically set according to the construction stage: once every 30 minutes during the normal construction stage; during critical stages such as rotation start-up and prestressing tensioning, it automatically increases to continuous acquisition per minute. The system automatically switches modes through the construction schedule, and special events (such as exceeding wind speed limits) can trigger immediate acquisition. The total station transmits the observation data to the data processing center in real time via a fiber optic network. After automatically performing meteorological corrections and projection recalculations, the central software uses a differential algorithm to calculate the three-dimensional displacement of each monitoring point and compares it with the initial coordinates to generate a time-series curve of change. When the displacement exceeds a preset threshold (e.g., horizontal displacement > 10 mm or settlement > 5 mm), the system executes a three-level response: Level 1 warning: Automatically increases the collection frequency to 10 times per second and sends an alarm SMS to the responsible person's mobile phone; Level 2 response: Generate an anomaly report (including displacement curves and over-limit point location maps) and push it to the project management platform; Emergency Activation: Link the audible and visual alarm device to simultaneously trigger the emergency plan (such as suspending construction or initiating verification measurements). Meanwhile, the stability of the benchmark point is automatically checked at midnight every day, and the network accuracy is verified by closed-loop measurement; the instrument is automatically calibrated every week, and the coordinate drift of the instrument station is detected by the resection method. If the drift exceeds the limit, the data is automatically marked as unusable.

[0029] In a preferred implementation, the rotation speed is adjusted via a hydraulic synchronous traction system, with operators adjusting the pump station's output flow rate on the control panel based on real-time monitoring data. When the automation system detects an abnormal rate of change in the gap between the support legs and the slide rail, it automatically switches the rotation speed from the normal setting to the micro-motion setting. Temporary load distribution optimization is achieved by calculating the precise placement of the counterweights before rotation based on weighing test results; during rotation, the hydraulic cushion adjusts the fulcrum reaction force to ensure balanced force on the ball joint. All parameter adjustment commands are transmitted to the actuators via an industrial bus, ensuring a response delay of less than 1 second. The final measurement program is initiated immediately after the rotation is completed: multiple high-precision total stations are used to simultaneously measure the three-dimensional coordinates of key feature points of the beam from different stations. Measurements are taken during periods of stable temperature, and multiple measurements are performed at each point to eliminate random errors. The measured coordinates are imported into comparison software to automatically generate a deviation vector diagram. For deviations exceeding the allowable threshold, a hydraulic jacking system is used for fine-tuning. This involves jacking the beam at the support positions with synchronous jacks, using measuring instruments for real-time feedback, until all measuring point deviations meet the specifications. After measurement, the system automatically generates an installation accuracy report, including: a final coordinate comparison table, a deviation distribution cloud map, and an accuracy assessment conclusion. The report is archived after confirmation by the supervisor and serves as the core basis for handover and acceptance.

[0030] In terms of structural design, this invention adopts a modular approach. The supporting frame is assembled from steel components, forming a stable spatial force-bearing system. The monitoring point array is directly integrated into the key nodes of the supporting frame. This design enables the structure itself to have sensing capabilities, and the reference point system provides a stable coordinate reference for the monitoring system. It ensures the reliability of the monitoring data by establishing an absolute coordinate reference. The displacement of the monitoring point array is calculated by comparing it with this reference, forming a complete measurement network; Regarding the construction method, this invention establishes a dynamic control mechanism. During construction, an automated monitoring system collects deformation data of the supporting structure in real time. The system automatically adjusts construction parameters based on the monitoring results. This method achieves intelligent control of the construction process, and the construction method includes the following steps: S1. Excavation of the foundation pit must be strictly carried out in accordance with the depth requirements of the design drawings. During excavation, the stability of the pit walls must be ensured, and the flatness of the bottom surface must be controlled. Installation of embedded parts includes the precise placement of vertical reinforcement bars and the fixing of reference markers. Vertical reinforcement bars must be arranged according to the design spacing and reliably connected to the foundation reinforcement bars. Permanent marker stakes are used as reference markers, embedded in the stable foundation layer, to provide a reliable benchmark for subsequent surveying work. After installation, the position of the embedded parts must be checked to ensure that their spatial coordinates meet the design requirements. Necessary protective measures must be taken during installation to prevent displacement or damage to the embedded parts during subsequent construction. S2. The assembly of the support frame adopts a modular construction method. After the prefabricated steel components arrive on site, they are assembled in numerical order. High-strength bolts are used for fastening at the connection points, and the torque value must meet the design standard. Special lifting tools must be used for hoisting operations to ensure that the components do not deform during hoisting. Spatial position correction is carried out immediately after positioning. The correction work is carried out using a precision total station. By measuring the three-dimensional coordinates of the frame's characteristic points, they are adjusted to the design position. The correction process must follow the principle of "coarse adjustment first, then fine adjustment," and the final positional deviation must be controlled within the allowable range. S3. The locations of monitoring points must be carefully selected, typically placed at key load-bearing nodes supporting the framework. Prism markers are secured with dedicated mounting bases to ensure stability during construction. The density and location of monitoring points must comprehensively reflect structural deformation; the formation of the monitoring point array must consider visibility and measurement accuracy requirements. Good visibility should be maintained between each monitoring point and the measuring station to avoid blind spots. The height and orientation of monitoring points must be uniformly planned to facilitate identification and measurement by automated monitoring equipment. S4. The installation of the temporary locking device must be completed before the rotation. The device should reliably secure the ball joint system to prevent accidental movement during the rotation preparation phase. The locking force must be calculated and verified to ensure it meets the construction load requirements. The initial load test shall be conducted using a graded loading method. The test load shall be applied using hydraulic jacks, and the deformation of the supporting structure shall be monitored. The test data shall be compared with the theoretical calculation values ​​to verify the safety and reliability of the structure. The structural response must be closely observed during the test, and the test shall be stopped immediately if any abnormality is found. S5. After the rotation operation is initiated, the automated monitoring system begins continuous operation. The system collects deformation data of the supporting structure at a preset frequency, including parameters such as settlement, horizontal displacement, and tilt. The monitoring data is transmitted to the control center in real time for technical personnel to analyze and make decisions. The rotation speed is dynamically adjusted based on the monitoring results. When the deformation data approaches the warning value, the rotation speed is appropriately reduced; when the data returns to the normal range, the rotation speed can be gradually increased. This dynamic adjustment mechanism ensures the safety and controllability of the rotation process. After the rotation is completed, the temporary locking devices are released sequentially. Subsequently, the permanent supports are installed and grouting is carried out. Acceptance work includes structural position verification, connection inspection, and monitoring data evaluation to ensure that the project quality meets the design standards.

[0031] Compared to the traditional design in existing technologies (Publication No.: CN115125822A) where the monitoring system is independent of the supporting structure, this invention integrates the monitoring points directly onto the supporting frame, enabling earlier detection of safety hazards. When the displacement exceeds a preset threshold, the system automatically issues an early warning and activates the emergency plan. This design significantly reduces construction risks, with the benchmark system and monitoring point array forming a complete measurement network. The system verifies the stability of the benchmark points through regular joint testing, ensuring data accuracy. Construction personnel can adjust operating parameters based on real-time data, effectively controlling the rotation accuracy, and the application of iterative fine-tuning optimizes the construction process. Construction personnel first coarsely adjust the position of the supporting frame, and then perform multiple rounds of fine-tuning using precision instruments. This method reduces repetitive work and shortens the construction period. Meanwhile, traditional bridge construction treats structural construction and monitoring and control as two separate stages. This invention innovatively integrates the two, forming a completely new technical approach. This system-level innovation requires cross-disciplinary knowledge integration; and integrating monitoring points into the supporting structure faces numerous challenges. This invention solves the stability problem of monitoring points under vibration environments through the design of a dedicated mounting base and fixing base. A complete closed-loop control system is established, with monitoring data directly guiding the adjustment of construction parameters, realizing data-driven intelligent construction. The design of the benchmark system also reflects the concept of system optimization; by establishing a measurement benchmark network, both data reliability and system redundancy are ensured. Therefore, this invention provides a practical engineering solution for construction in most regions. It does not pursue extreme technological advancement but focuses on practicality and reliability. The integrated design of the support structure and monitoring system reflects the development trend of modern intelligent engineering.

[0032] Finally: The above description is only a preferred embodiment of this application and is not intended to limit this application. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of this application should be included within the protection scope of this application.

Claims

1. A pier top support structure for a side span of a trough-box hybrid continuous beam rotating bridge, characterized in that, This includes the pier cap, ball joint system, support frame, and monitoring point array: The supporting frame is assembled from steel components and fixed to the pier top bearing platform by embedded parts. The top of the frame is connected to the rotating beam through a ball joint system. The monitoring point array is deployed at key nodes of the support frame and includes prism markers for settlement monitoring and horizontal displacement monitoring. The support structure also includes a locking component for temporary fixation, which is linked to the ball joint system.

2. The pier top support structure for a hybrid continuous beam rotating bridge with a box girder as described in claim 1, characterized in that: The supporting frame is made of channel steel, and the steel components are connected by bolts to form a space truss. The nodes of the space truss are provided with fixed bases for installing monitoring points.

3. The pier top support structure for a side span of a trough-box hybrid continuous beam rotating bridge according to claim 1, characterized in that: The monitoring point array includes pairs of prisms arranged on the support frame. The pairs of prisms are configured to be arranged on the upper and lower parts of the support frame to form an observation reference for calculating the tilt.

4. The pier top support structure for a hybrid continuous beam rotating bridge with a box girder as described in claim 1, characterized in that: The monitoring point array includes a reference point system, which provides an absolute coordinate reference for the monitoring point array. The displacement of the monitoring point array is calculated by comparing it with the absolute coordinate reference. The reference point system includes a set of stable reference points located outside the influence range of construction deformation. The stable reference points are fixed to the stable foundation layer by concrete observation piers. A forced centering plate is set on the top of the pier, and the prism mark is installed on the plate. The reference point system and the monitoring point array located on the support frame constitute a measurement reference network. The stability of the reference points is verified by periodic joint measurements.

5. A construction method for a pier-top support structure for a rotating bridge with a box girder hybrid continuous beam, applicable to the pier-top support structure for a rotating bridge with a box girder hybrid continuous beam as described in any one of claims 1-4, characterized in that... Includes the following steps: S1. Excavation of foundation pit and installation of embedded parts: Excavate the foundation pit at the location of the pier top cap according to the design drawings. The depth of the foundation pit shall be controlled according to the design requirements. Vertical steel bars and benchmark marks shall be embedded in the pit. S2. On-site assembly of the support structure: After the prefabricated steel components are transported to the construction site, they are assembled into the support frame, placed in place by hoisting equipment, and the spatial position of the support frame is corrected by measuring instruments. S3. Monitoring point layout: Install prism markers at the predetermined nodes of the support frame to form an array of monitoring points, ensuring that the markers are secure and do not encroach on the vehicle clearance. S4. Preparations before rotation: Activate the temporary locking device to fix the ball joint system and conduct an initial load test; S5. Rotation process control and handling: Start the rotation operation, and simultaneously collect the deformation data of the supporting structure through the automated monitoring system. After the rotation is completed, release the temporary lock, construct the permanent support and accept it.

6. The construction method of the pier top support structure of the side span of the trough-box hybrid continuous beam rotating bridge according to claim 5, characterized in that: In step S1, after the excavation of the foundation pit is completed, a cushion layer is laid and compacted at the bottom of the pit. The installation position of the embedded parts is determined by measurement and layout, and the first position detection is carried out immediately after installation.

7. The construction method of the side span pier top support structure of the trough-box hybrid continuous beam rotating bridge according to claim 5, characterized in that: In step S2, the support frame correction adopts an iterative fine-tuning method. First, the approximate position of the frame is coarsely adjusted, and then multiple rounds of fine-tuning are performed using precision measuring instruments until the installation accuracy requirements are met.

8. The construction method of the side span pier top support structure of the trough-box hybrid continuous beam rotating bridge according to claim 5, characterized in that: In step S3, the deployment of the monitoring system includes two sub-steps: monitoring point installation and benchmark point establishment. The monitoring points are evenly distributed at the key stress nodes of the support frame, and the benchmark points are set in stable areas outside the construction influence range. The monitoring points are prism markers, which are fixed to the preset positions of the support frame by special mounting bases. During installation, it is ensured that the markers are stable and the measuring surface faces the observation station. The benchmark points are fixed by concrete observation piers, and a forced centering device is set on the top of the piers. At least three benchmark points are established in each monitoring area to form a closed check network.

9. The construction method of the pier top support structure of the side span of the trough-box hybrid continuous beam rotating bridge according to claim 5, characterized in that: In step S5, the automated monitoring system uses a fixed total station. The fixed total station is positioned so that it has a line of sight to all monitoring points. The monitoring data is collected at a preset frequency, which is dynamically adjusted according to the construction stage. During important construction stages, the preset frequency is increased. The monitoring data is transmitted to the data processing center in real time. The system automatically calculates the displacement change of the monitoring points. When the displacement exceeds a preset threshold, it automatically issues an early warning signal, increases the preset frequency, generates an anomaly report, sends it to the relevant responsible persons, and activates the emergency plan.

10. The construction method of the side span pier top support structure of a trough-box hybrid continuous beam rotating bridge according to claim 5, characterized in that: In step S5, the adjustment of construction parameters includes at least one of the following: adjustment of rotation speed and optimization of temporary load distribution. It is also necessary to perform final position measurement on the support structure and compare the measurement results with the design position to ensure that the installation accuracy meets the requirements.

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