Construction method of deck-type steel box superposed arch bridge with first beam and second arch and arch bridge
By introducing benchmark reference points and correction actuators in the construction of mid-span arch bridges, the synchronous jacking and correction of the main bridge segments are achieved, solving the problem of controlling alignment errors in traditional construction, improving the accuracy and safety of construction, and making it suitable for urban environments with limited space and high environmental protection requirements.
Patent Information
- Authority / Receiving Office
- CN · China
- Patent Type
- Applications(China)
- Current Assignee / Owner
- Filing Date
- 2026-02-14
- Publication Date
- 2026-04-14
AI Technical Summary
In the construction of traditional mid-span basket arch bridges, the beam segments are difficult to control simultaneously with multiple supports, lateral torsion, and central axis offset due to their width, weight, and complex eccentric loads. This results in accumulated alignment errors, affecting the placement and closure of the arch ribs.
The construction method of the upper-bearing steel box composite arch bridge, which is to first build the beams and then the arches, is adopted. By setting out the centerline and mileage points under the bridge to form benchmark reference points, deviations are monitored and corrected in real time. Combined with the correction actuator and the jacking equipment, the main bridge segments are jacked and corrected synchronously, and finally the arch rib segments are installed synchronously.
Effective control of alignment errors within the millimeter level reduces construction disruption to traffic and the environment, improves operational safety and the continuity of the construction process, and avoids the possibility of equipment space interference.
Smart Images
Figure CN121853451A_ABST
Abstract
Description
Technical Field
[0001] This invention relates to the field of arch bridge construction, specifically to a construction method for an upper-bearing steel box composite arch bridge with beams preceding the arch, and the arch bridge itself. Background Technology
[0002] Mid-span basket arch bridges, due to their outward-sloping arch ribs, efficient load-bearing capacity, and harmonious aesthetics, have been widely used in urban waterways and road interchanges. However, urban construction sites typically face "constrained conditions" such as limited space, strict traffic organization and control, and high levels of construction noise and environmental constraints, placing higher demands on traditional construction methods. Existing projects mainly adopt the "arch first, beam later" or "arch and beam simultaneously" approach, using full-span scaffolding, cable cranes, floating cranes, or large-tonnage crawler cranes to complete the erection of the arch ribs and beams. To reduce temporary scaffolding, urban bridges often tend to use segmented jacking of the beams. However, steel lattice beams / composite beams are usually wide, have complex self-weight and eccentric loads, and are significantly affected by wind / temperature. Traditional multi-point synchronous systems that use centralized or single displacement (or single load) control are difficult to simultaneously control multi-support synchronization, lateral torsion, and central axis offset, easily leading to cumulative alignment errors (mm→cm level amplification), which have a chain reaction impacting subsequent arch rib placement and closure. Summary of the Invention
[0003] This application provides a construction method for a steel box girder composite arch bridge with beams preceding the arch. This method can solve the technical problem in the prior art where the beam segments of a mid-span basket-type arch bridge are difficult to control simultaneously with multiple supports, lateral torsion, and central axis offset due to their width, self-weight, and complex eccentric loads. This can easily lead to cumulative alignment errors and have a chain reaction on the subsequent arch rib placement and closure.
[0004] In a first aspect, embodiments of this application provide a construction method for a top-bearing steel box girder composite arch bridge, comprising: The centerline and mileage points of the main bridge are laid out on the ground under the bridge, and the centerline and mileage points are transferred to the guide beam and the beam surface of the first main bridge segment to form reference points. The reference points include the centerline projection and the mileage projection points. The main bridge is pushed forward, and during the pushing process, the deviation values between the measuring points and centerline marks installed on the already pushed main bridge segments and the benchmark reference points are used to correct the already pushed main bridge segments and to perform the pushing and correction actions of the next main bridge segment. The deviation values include lateral deviation, vertical deviation and plane rotation angle deviation. After all the main bridge segments were pushed out, the arch rib segments were installed simultaneously toward the center of the main bridge.
[0005] In conjunction with the first aspect, in one implementation, before the centerline and mileage points of the main bridge, the method further includes: The supporting structure under the main bridge is constructed, which includes abutments and arch seats located at both ends of the main bridge, as well as multiple temporary jacking piers located between the two abutments. Erect a main bridge assembly platform, install a correction actuator, and install jacking equipment on the main bridge assembly platform and each jacking temporary pier. The correction actuator includes left and right push cylinders on the main bridge assembly platform, a transverse micro-pusher on each jacking temporary pier, and a support jacking system. Install the first arch rib segment and the rotatable second arch rib segment, and rotate the second arch rib segment to avoid the jacking path of the main bridge.
[0006] In one embodiment, the installation of the first arch rib segment and the rotatable second arch rib segment, and the rotation of the second arch rib segment to avoid the jacking path of the main bridge, specifically includes: The first arch rib segment on the arch abutments on both sides of the main bridge was constructed simultaneously. The second arch rib segment was hoisted to the position of the first arch rib segment, and the vertical rotation traction device located below the second arch rib segment was installed. Rotate the second arch rib segment so that the top of the second arch rib segment is lower than the design height of the main bridge, thus avoiding the jacking path of the main bridge.
[0007] In one embodiment, the vertical traction device includes: a fixed winding device and a rotating support plate disposed below the second arch rib segment. The winding rope of the winding device extends downward to connect to the top of the second arch rib segment. The rotating support plate includes a fixed claw and a rotating claw. One end of the fixed claw is used to connect to the bottom of the first arch rib segment, and the other end of the fixed claw is fixedly disposed on the main bridge under-bridge support structure. One end of the rotating claw is used to connect to the second arch rib segment, and the other end is hinged to the main bridge under-bridge support structure.
[0008] In one embodiment, the step of laying out the centerline and mileage points of the main bridge on the ground beneath the bridge, and then transferring the centerline and mileage points to the elevation of the main bridge deck to form a reference point, specifically includes: Based on the design alignment of the main bridge, the centerline and mileage points are laid out on the ground under the bridge; A laser projection instrument is used to project the centerline and mileage points onto the main bridge deck, forming the centerline projection and mileage projection points.
[0009] In one implementation, during the jacking process, based on the deviation between the measuring points on the already jacked main bridge segment and the benchmark reference point, the already jacked main bridge segment is corrected, and the jacking and correction actions for the next main bridge segment are executed. Specifically, this includes: The guide beam is hoisted onto the jacking track on the main bridge assembly platform, and the first main bridge segment is installed at the rear end of the guide beam. Based on the benchmark reference point, measuring points are set on the guide beam and the first main bridge segment, and axis corresponding plates are set on the guide beam and the first main bridge segment; Start the jacking equipment located on the main bridge assembly platform to displace the guide beam and the first main bridge segment until the guide beam is erected on the jacking equipment on the first temporary jacking pier; Based on the deviation between the measuring point and the mileage projection point, and based on the deviation between the axis corresponding plate and the projection of the center axis, the correction actuator is controlled to correct the guide beam and the first main bridge segment; Install the second main bridge segment at the rear end of the first main bridge segment, and set measuring points and axis corresponding plates on the second main bridge segment. Repeat the jacking and correction actions until all main bridge segments are jacked and corrected to form the main bridge.
[0010] In one implementation, controlling the correction actuator to correct the guide beam and the first main bridge segment based on the deviation between the measuring point and the mileage projection point, and based on the deviation between the axis corresponding plate and the centerline projection, specifically includes: Transform the main bridge design coordinate system to the standard coordinate system, and calculate the theoretical lateral coordinates of the centerline projection and the theoretical three-dimensional coordinates of the mileage projection points in the standard coordinate system; After the guide beam is erected on the jacking equipment on the first temporary jacking pier, calculate the actual coordinates of the measuring points and the transverse coordinates of the corresponding plate on the axis in the standard coordinate system, and determine: -When the lateral deviation between the lateral coordinate of the plate corresponding to the axis and the theoretical lateral coordinate of the projection of the central axis exceeds the safety threshold, the lateral micro-pushers on the jacking temporary pier are controlled to perform lateral correction. -When the deviation of the plane rotation angle between the actual coordinates of the measuring point and the theoretical three-dimensional coordinates of the mileage projection point exceeds the safety threshold, the step distance of the left and right push cylinders is controlled to correct the plane rotation angle. -When the vertical deviation between the actual coordinates of the measuring point and the theoretical three-dimensional coordinates of the mileage projection point exceeds the safety threshold, the control support lifting system performs vertical correction.
[0011] In one implementation, the process includes the following steps before correcting the guide beam and the first main bridge segment: Establish the sensitivity matrix between the correction actuator and the main bridge; Based on the deviation value and sensitivity matrix, the displacement and / or corrective force of each correction action of the corrective actuator are calculated.
[0012] In one implementation, after all the main bridge segments are jacked up, the arch rib segments at both ends of the main bridge are installed simultaneously, specifically including: Erect arch rib supports on the main bridge that has already been pushed forward; Simultaneously activate the vertical rotation traction device below the second arch rib segment to connect and weld the second arch rib segment with the first arch rib segment to form a whole; The remaining arch rib segments are installed on the arch rib supports at both ends of the main bridge, facing the center of the main bridge, to complete the closure. Remove the arch rib support and install the arch rib transverse support and main bridge hanger, and remove the temporary jacking pier.
[0013] Secondly, the embodiments of this application provide an arch bridge, which is constructed using the above-mentioned construction method of upper-bearing steel box composite arch bridge with beams first and arches later.
[0014] The beneficial effects of the technical solutions provided in this application include: 1. By combining the overall process of "beam first, arch later" with the step-by-step jacking, the traditional "arch first, beam later" or "arch and beam synchronous" construction methods are avoided from relying on the site of large hoisting equipment and a large number of temporary supports. This greatly reduces the occupation and interference to traffic under the bridge, waterway navigation and the surrounding environment. It is especially suitable for urban environments with small sites and high environmental protection requirements. 2. By extending the centerline and mileage benchmarks to the beam body and forming dynamic reference points, and by monitoring the deviations of the measuring points and centerline marks from the benchmarks in real time during the jacking process, comprehensive and real-time perception and active correction of the main bridge alignment (lateral, vertical, and planar rotation angles) are achieved. This effectively solves the problem of difficulty in coordinating the control of lateral torsion and centerline offset caused by off-center loading and wind temperature effects in wide-span, heavy-weight beams under traditional single control strategies, controlling alignment errors to the millimeter level and avoiding the gradual accumulation and amplification of errors. 3. By installing the arch ribs simultaneously from both sides towards the center after all the main beam segments have been jacked up, the two stages of beam construction and arch rib installation are completely separated in time and space. This eliminates the possibility of spatial interference between the arch ribs and the beams and equipment during jacking, simplifies the construction process, and improves the safety and continuity of the operation. Attached Figure Description
[0015] To more clearly illustrate the technical solutions in the embodiments of this application, the accompanying drawings used in the description of the embodiments will be briefly introduced below. Obviously, the accompanying drawings described below are only some embodiments of this application. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.
[0016] Figure 1 A flowchart illustrating a construction method for a top-bearing steel box composite arch bridge, where beams are laid first and arches are laid later, is provided for an embodiment of this application. Figure 2 A schematic diagram of the vertical traction device structure in a construction method for a top-bearing steel box composite arch bridge (beams first, arch later) provided in this application embodiment; Figure 3 A schematic diagram of the under-bridge support structure in a construction method for a top-bearing steel box composite arch bridge (beams first, arch later) provided in this application embodiment; Figure 4 This is a schematic diagram showing the completed state of the arch rib construction in a construction method for a superstructure steel box girder composite arch bridge provided in this application embodiment.
[0017] In the diagram: 1. Main bridge segment; 2. Abutment; 3. Arch seat; 4. Temporary jacking pier; 5. Main bridge assembly platform; 6. Arch rib segment; 7. Winding equipment; 8. Rotating support plate; 801. Fixed claw; 802. Rotating claw; 9. Guide beam; 10. Jacking equipment. Detailed Implementation
[0018] To enable those skilled in the art to better understand the present application, the technical solutions in the embodiments of the present application will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present application, and not all embodiments. Based on the embodiments in the present application, all other embodiments obtained by those of ordinary skill in the art without creative effort are within the scope of protection of the present application.
[0019] Firstly, the embodiments of this application provide a construction method for upper-bearing steel box composite arch bridges, which involves beams first and then arches. This method can solve the technical problem in the prior art where the beam segments of mid-bearing basket arch bridges are difficult to control simultaneously with multiple supports, lateral torsion, and central axis offset due to their width, self-weight, and complex eccentric loads. This can easily lead to cumulative alignment errors and cause a chain reaction in the subsequent placement and closure of the arch ribs.
[0020] Figure 1 A flowchart illustrating a construction method for a top-bearing steel box girder composite arch bridge, using a beam-before-arch construction approach, is provided for embodiments of this application. Figure 1 As shown, the jacking construction method in this application includes: S1: Lay out the centerline and mileage points of the main bridge on the ground under the bridge, and transfer the centerline and mileage points to the beam surface of the first main bridge segment 1 of the guide beam 9 to form a reference point. The purpose of this step is to convert the abstract centerline and mileage station on the drawing into a physical entity on the stable ground or abutment for the first time, and to establish a high-precision measurement control network. Since the main bridge has not yet started to be pushed, only the guide beam 9 and the first main bridge segment 1 are in place. Therefore, the reference point is first transferred vertically upward to the bridge deck elevation. The action of transferring the reference point will continue throughout the entire pushing process, serving as the pushing reference. The reference point includes the centerline projection and mileage projection points. During the pushing process, for each new main bridge segment 1, a reference point is drawn on the main bridge segment 1 to form a dynamic reference network that expands synchronously with the extension of the main structure.
[0021] S2: The main bridge is jacked up. During the jacking process, based on the deviation values between the measuring points and centerline marks installed on the already jacked main bridge segment 1 and the reference points, the already jacked main bridge segment 1 is corrected, and the jacking and correction actions of the next main bridge segment 1 are executed. The deviation values include lateral deviation, vertical deviation, and planar rotation angle deviation. The main bridge segment 1 is installed behind the guide beam 9, and the subsequent main bridge segment 1 is installed behind the previous main bridge segment 1. The already jacked main bridge segment 1 and the guide beam 9 have pre-set visual centerline marks and multiple... Along the longitudinal direction of the bridge, measuring points are arranged. After each jacking operation of a main bridge segment 1 is completed, a correction is performed. New centerline markers and measuring points are set on the next main bridge segment 1. Each measuring point has its corresponding mileage station number, which corresponds to the mileage projection point mentioned above. The centerline marker is used to compare with the design centerline of the main bridge, which is the centerline projection mentioned above. This allows us to obtain the lateral deviation, vertical deviation, and planar rotation angle deviation of the main bridge segment 1 after each jacking operation. Then, a preset correction actuator is used to perform the correction action.
[0022] S3: After all the main bridge segments 1 are pushed up, the arch rib segments 6 are installed towards the center of the main bridge. After all the main bridge segments 1 are pushed up and stabilized, the construction of the main arch begins. The main arch is also spliced together from multiple arch rib segments 6. It is constructed simultaneously from both ends of the main bridge towards the center of the main bridge and finally closed at the center of the main bridge.
[0023] Furthermore, prior to step S1, the following steps are also included: The supporting structure under the main bridge is under construction. Figure 3 A schematic diagram of the under-bridge support structure in a construction method for a superstructure steel box girder composite arch bridge provided in this application embodiment is shown below. Figure 3 As shown, the bridge support structure includes abutments 2 and arch seats 3 located at both ends of the main bridge, as well as multiple temporary jacking piers 4 located between the two abutments 2. Erect a main bridge assembly platform 5, and install a correction actuator and a jacking device 10 on the main bridge assembly platform 5 and each jacking temporary pier 4. The correction actuator includes left and right push cylinders on the main bridge assembly platform 5, a transverse micro pusher on each jacking temporary pier 4, and a support jacking system. A jacking device 10 is installed on the main bridge assembly platform 5 and each temporary jacking pier 4, forming a continuous step-like jacking path. During the jacking process, multiple jacking devices 10 respond synchronously under the control of the upper control system to achieve uninterrupted advancement. The left and right push cylinders on the main bridge assembly platform 5 can use the different left and right timing distances to adjust the plane rotation angle of the guide beam 9 and the jacked main bridge segment 1. The lateral micro-pushers generally cooperate with the guide shoes and guide blocks on the temporary jacking piers 4 to adjust the lateral position of the guide beam 9 and the jacked main bridge segment 1. The supporting jacking system is generally a longitudinal jack to adjust the longitudinal position of the guide beam 9 and the jacked main bridge segment 1.
[0024] The guide shoe, the jacking device 10, and the lateral micro-pusher can all use existing structures and devices, and will not be described in detail here.
[0025] The first arch rib segment 6 and the rotatable second arch rib segment 6 are installed, and the second arch rib segment 6 is rotated to avoid the jacking path of the main bridge. The first arch rib segment 6 is fixedly set on the arch seat 3 as the starting point of the arch rib. The first arch rib segments 6 at both ends of the main bridge are constructed simultaneously. The second arch rib segment 6 is located at the first end of the first arch rib segment 6 facing the center of the main bridge. Due to the arch shape of the arch rib segment 6, when the second arch rib segment 6 is connected to the first arch rib segment 6, its top elevation will be higher than the jacking elevation of the main bridge, which will affect the jacking path of the main bridge. Therefore, in this case, the second arch rib segment 6 is first set on one side of the first arch rib segment 6 by a rotating device and flipped downward to avoid the jacking path of the main bridge. After the main bridge is jacked into place, the second arch rib is rotated back to the designed posture. This step is to save construction time. The first arch rib segment 6 and the second arch rib segment 6 are located under the main bridge and do not require arch rib supports. Therefore, when the guiding action is carried out on the central axis and mileage point in step S1, the first arch rib segment 6 and the second arch rib segment 6 can be constructed simultaneously, achieving efficient spatial cross-operation.
[0026] Furthermore, the installation steps for the first arch rib segment 6 and the second arch rib segment 6 specifically include: Simultaneously construct the first arch rib segment 6 on the arch seat 3 on both sides of the main bridge and fix the first arch rib segment 6 to the arch seat 3 to form an integral whole; The second arch rib segment 6 is hoisted to the position of the first arch rib segment 6, and a vertical rotation traction device located below the second arch rib segment 6 is installed. The vertical rotation traction device itself has a rotation range, and the rotation of the second arch rib segment 6 is achieved by the vertical rotation traction device. The control rotation vertical traction device causes the second arch rib segment 6 to rotate toward the center of the main bridge, so that the top of the second arch rib segment 6 is lower than the design height of the main bridge, thus avoiding the jacking path of the main bridge.
[0027] Furthermore, Figure 2 A schematic diagram of the vertical rotation and traction device structure in a construction method for a top-bearing steel box composite arch bridge (beams first, arch later) provided in this application embodiment is shown below. Figure 2 As shown, the vertical traction device includes: a fixedly installed winding device 7 and a rotating support plate 8 located below the second arch rib segment 6. The winding device 7 can be installed on the abutment 2 or other temporary supports; this application does not impose any restrictions, as long as it is located above the second arch rib segment 6. The winding rope of the winding device 7 extends downwards, and a lifting lug is provided at the top of the second arch rib segment 6 for the winding rope to pass through. The winding device 7 serves as the rotational power source for the second arch rib segment 6. When the winding device 7 performs the winding and releasing action, the top of the second arch rib segment 6 rises and falls synchronously in an arc shape, and the rotating support plate 8... The rotating support plate 8, which is used for the rotational support point of the second arch rib segment 6, includes a fixed claw 801 and a rotating claw 802. One end of the fixed claw 801 and one end of the rotating claw 802 are brought together and set on the pier or temporary support at the corresponding position. This application does not impose any specific limitations. One end of the fixed claw 801 is used to connect to the bottom of the first arch rib segment 6, and the other end of the fixed claw 801 is fixedly set on the main bridge under support structure to improve the overall stability. One end of the rotating claw 802 is used to connect to the second arch rib segment 6, and the other end is hinged to the main bridge under support structure.
[0028] Furthermore, step S1 specifically includes: S101: Based on the design alignment of the main bridge, the centerline and mileage points are laid out on the ground under the bridge. Here, a seven-parameter transformation between the design coordinate system and the standard coordinate system can be performed to unify the benchmark. A closed triangular / ring plane control network is set up on both sides of the bridge site using GNSS and a total station and densified to both sides of the axis. According to the design alignment of the main bridge, the mileage table of the axis points is calculated and materialized on the ground, such as by stakes, spraying marks, etc., to form a visualized centerline and mileage points. S102: Use a laser projection instrument to project the centerline and mileage points onto the main bridge deck, forming centerline projection and mileage projection points. Use a total station or laser plumb line to project the visualized centerline and mileage points onto the guide beam 9 and the beam surface. At this step, the guide beam 9 and the first main bridge segment 1 have been installed. Therefore, "projecting onto the guide beam 9 and the beam surface" here refers to projecting onto the already installed guide beam 9 and the first main beam segment to facilitate the determination and installation of the positions of measuring points and centerline marks. In the subsequent jacking process, after each new main beam segment is assembled, the measuring points and centerline marks are extended to the new segment based on the established measuring points and centerline marks of the previous segment to ensure that the entire moving beam always has a unified and continuous control reference network. Step S1 is an existing standard pre-construction preparation procedure, which will not be elaborated on here.
[0029] Furthermore, step S2 specifically includes: S201: Hoist the guide beam 9 to the jacking track on the main bridge assembly platform 5, and install the first main bridge segment 1 at the rear end of the guide beam 9 away from the center of the main bridge. The guide beam 9 and the first main bridge segment 1 need to meet the requirements of strength, rigidity and ease of dismantling at the same time. Therefore, high-strength bolts are preferred to be used to connect the two. S202: Measuring points are set on the guide beam 9 and the first main bridge segment 1, and axis corresponding plates are set on the guide beam 9 and the first main bridge segment 1 in the transverse direction of the bridge. Multiple measuring points are set, including at least the core measuring points arranged at key sections, such as the front end of the guide beam 9 and the rear end of the first main beam. These are used to obtain their spatial coordinates through measuring instruments during the jacking process and compare them with the mileage projection points. The axis corresponding plate has a visual center line to provide a visual reference and centering benchmark for the jacking direction. In the subsequent jacking process, it is compared with the center axis projection. Before the jacking begins, the measuring points and axis corresponding plates are set on the guide beam 9 and the first main bridge segment 1. Each time a new main bridge segment 1 is added, the benchmark reference point and the measuring points and axis corresponding plates on the previous main bridge segment 1 are used as the benchmark to extend to the new main bridge segment 1.
[0030] S303: Start the jacking device 10 located on the main bridge assembly platform 5 to displace the guide beam 9 and the first main bridge segment 1 until the guide beam 9 is erected on the jacking device 10 on the first jacking temporary pier 4; S304: Based on the deviation between the measuring point and the mileage projection point, and based on the deviation between the axis corresponding plate and the centerline projection, the correction actuator is controlled to correct the guide beam 9 and the first main bridge segment 1. In conjunction with the above description, the measuring point is set based on the mileage projection point, and the axis corresponding plate is set based on the centerline projection. After the first main bridge segment 1 is pushed out, the position of each measuring point is obtained and compared with the corresponding mileage projection point, and the position of the axis corresponding plate is obtained and compared with the centerline projection to obtain the lateral deviation, vertical deviation, and planar rotation angle deviation. Based on the above deviations, the correction actuator is controlled to correct the deviation. S305: Install the second main bridge segment 1 at the rear end of the first main bridge segment 1, and set measuring points and axis corresponding plates on the second main bridge segment 1. Repeat the jacking and correction actions until all main bridge segments 1 are jacked and corrected to form the main bridge. After the second main bridge segment 1 is jacked, the guide beam 9 is also simultaneously moved to the jacking device 10 of the second jacking temporary pier 4. Therefore, the correction action here also includes the correction of the guide beam 9 and the first main bridge segment 1 again. The same applies thereafter. Each time jacking is performed, all jacked segments and guide beam 9 will be corrected.
[0031] Furthermore, step S304 specifically includes: S3041: Convert the main bridge design coordinate system to the standard coordinate system, unify the design data under an absolute measurement coordinate system, such as the national coordinate system CGCS2000, so that the theoretical lateral coordinates of the centerline projection and the theoretical three-dimensional coordinates of the mileage projection points can be calculated in advance in the standard coordinate system. S3042: After the guide beam 9 is erected on the jacking equipment 10 on the first temporary jacking pier 4, calculate the actual coordinates of the measuring points and the transverse coordinates of the corresponding plates in the standard coordinate system, and determine: - When the lateral deviation between the lateral coordinate of the plate corresponding to the axis and the theoretical lateral coordinate of the projection of the central axis exceeds the safety threshold, the lateral micro-pushers on the jacking temporary pier 4 are controlled to perform lateral correction. The lateral micro-pushers are arranged on each jacking temporary pier 4 and can generate lateral thrust at each jacking temporary pier or at the jacking temporary pier where lateral deviation occurs, so as to correct the main bridge segment 1 where lateral deviation occurs. - When the deviation of the plane angle between the actual coordinates of the measuring point and the theoretical three-dimensional coordinates of the mileage projection point exceeds the safety threshold, the step distance of the left and right push cylinders is controlled and adjusted to correct the plane angle. The left and right push cylinders are set on the main bridge assembly platform 5. When the step distance of the left and right push cylinders is different, a corrective torque is generated inside the bridge, forcing it to rotate around the vertical axis, thereby correcting the plane angle deviation. Specifically, if it is necessary to correct the angle deviation in the clockwise direction, the single-step advance stroke of the right push cylinder is controlled to be greater than the stroke of the left push cylinder. Conversely, if it is necessary to correct the angle deviation in the counterclockwise direction, the single-step advance stroke of the left push cylinder is controlled to be greater than the stroke of the right push cylinder. - When the vertical deviation between the actual coordinates of the measuring point and the theoretical three-dimensional coordinates of the mileage projection point exceeds the safety threshold, the control support lifting system is used for vertical correction. The support lifting system generally includes components such as lifting cylinders, pad beams, and support saddles, which will not be described in detail here.
[0032] In one possible implementation, the system presets a deviation threshold standard. When the deviation value is within 3 mm, the system issues an early warning. When the deviation value reaches 5 mm, the system begins to perform a correction action. When the deviation value reaches 15 mm, the system controls the machine to stop, and the pushing action is stopped.
[0033] Furthermore, before correcting the guide beam and the first main bridge segment, the following steps are also included: Establish the sensitivity matrix between the correction actuator and the main bridge; Based on the deviation value and sensitivity matrix, the displacement and / or corrective force of each correction action of the corrective actuator are calculated.
[0034] Specifically, a sensitivity matrix is established, which maps the minute displacement forces of each correction actuator to the state variables. Linearization of the effects:
[0035] Online solution using least squares / constrained pseudoinverse:
[0036] in, Sensitivity moment ( ), To correct the number of actuators, For the state dimension; To correct the actuator motion increment vector, the final output command set that the control system needs to calculate is a list that lists the amount that all actuators involved in the correction (left and right push cylinders at each fulcrum, lateral micro pushers, etc.) need to be adjusted in the current control cycle. The state residual vector; For lateral deviation, For planar torsion angle deviation, This is a key monitoring section, and a measuring point has been set up here. If there is... Each section is taken as a cross section and each cross section is taken as a cross section. ,but =2 ; The change in state residuals ( Perform a fine-tuning The subsequent measured change in residuals; For the single-step increment of the j-th correction actuator; To correct the single-step travel limit of the actuator; When certain corrective actuators operate in force control mode, the corresponding force increment and force limit are ( kN ); The constraint is: "Satisfying the following constraints"; Control system distribution At the RIO (Remote I / O) nodes set on each temporary launching pier, the fieldbus ensures millisecond-level synchronous execution. After fine-tuning, a rapid retest is immediately triggered to calculate the residuals. If convergence is not achieved, it automatically iterates for 1-2 rounds. After convergence, it returns to the normal position for synchronization. If the next step is still prone to drift, the load allocation weight is maintained until stable, and the measurement residuals and control quantities of this step are written back as the feedforward bias for the next step. The "deviation-solution-execution-result" quadruple is recorded to form data traceability and model self-correction.
[0037] During the jacking construction, after every 8.7m jacking, the middle section of the main bridge segment 1 (including the jacking pad beam at the bottom of the beam) is installed at the small mileage end of the main bridge. The cantilever sections on both sides of the main beam bridge deck at the large mileage end and the steel grid are installed between piers 4 and 5. This process is repeated twice until the front end of the guide beam 9 reaches the maximum cantilever state for the first time, thus completing the installation of the guide beam 9 on the pier.
[0038] Continue pushing forward, pushing two standard segment lengths each time. At the lower mileage end, use a gantry crane to hoist two standard main bridge segment 1 bridge deck middle sections (including the bottom jacking pad beams) and then connect the new main bridge segment 1 with the existing main bridge segment 1 to form a whole. At the higher mileage end, install the main bridge deck cantilever section and steel grating. Cycle the pushing and guide beam 9 onto the piers until the pushing is completed.
[0039] Permanent supports were installed on the main bridge piers and columns, and temporary supports were installed on the top of the intermediate piers. The main bridge beams were lowered 60cm in stages to the designed position of the main structure. The guide beam 9 was removed. A gantry crane track pad was installed on the main bridge to make the bridge deck slope less than 2%. A temporary pad was installed between the main bridge assembly platform 5 and the main bridge after the beams were lowered, so that the gantry crane track could be smoothly extended from the assembly platform to the main bridge.
[0040] Furthermore, Figure 4 This application provides a schematic diagram illustrating the completed state of the arch rib construction in a construction method for a superstructure steel box girder composite arch bridge, where the girder is constructed first and the arch is constructed later. Figure 4 As shown, after all main bridge segments 1 are completed by jacking, the arch rib segments 6 at both ends of the main bridge are installed simultaneously, specifically including: Use a gantry crane to erect arch rib supports on the main bridge that has already been pushed up; The vertical rotation traction device below the second arch rib segment 6 is activated simultaneously so that the second arch rib segment 6 is connected to the first arch rib segment 6 and welded together to form a whole. After the pre-stressing of the support is qualified, the remaining arch rib segments 6 are installed on the arch rib support in sequence from both ends of the main bridge toward the center of the main bridge using a gantry crane to complete the closure. The arch rib supports were dismantled, and the transverse supports for the arch ribs and the main bridge suspenders were installed. The temporary jacking pier 4 was removed, and the bridge deck paving and ancillary construction were carried out. The suspender cables were then pulled to their final tension, completing the main bridge construction.
[0041] Secondly, this application provides an arch bridge, which is constructed based on the above-mentioned construction method of the upper-bearing steel box composite arch bridge, which involves beams first and then the arch.
[0042] In the description of this application, it should be noted that the terms "upper," "lower," etc., indicating the orientation or positional relationship are based on the orientation or positional relationship shown in the accompanying drawings, and are only for the convenience of describing this application and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation, and therefore should not be construed as a limitation of this application. Unless otherwise expressly specified and limited, the terms "installed," "connected," and "linked" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; they can refer to the internal communication between two elements. For those skilled in the art, the specific meaning of the above terms in this application can be understood according to the specific circumstances.
[0043] It should be noted that in this application, relational terms such as "first" and "second" are used merely to distinguish one entity or operation from another, and do not necessarily require or imply any such actual relationship or order between these entities or operations. Furthermore, the terms "comprising," "including," or any other variations thereof are intended to cover non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements includes not only those elements but also other elements not expressly listed, or elements inherent to such a process, method, article, or apparatus. Without further limitations, an element defined by the phrase "comprising one..." does not exclude the presence of other identical elements in the process, method, article, or apparatus that includes said element.
[0044] The above description is merely a specific embodiment of this application, enabling those skilled in the art to understand or implement this application. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the general principles defined herein may be implemented in other embodiments without departing from the spirit or scope of this application. Therefore, this application is not to be limited to the embodiments shown herein, but is to be accorded the widest scope consistent with the principles and novel features claimed herein.
Claims
1. A construction method for a steel box girder composite arch bridge with beams preceding the arch, characterized in that, include: The centerline and mileage points of the main bridge are laid out on the ground under the bridge, and the centerline and mileage points are transferred to the guide beam and the beam surface of the first main bridge segment (1) to form reference points. The reference points include the centerline projection and the mileage projection points. The main bridge is pushed and, during the pushing process, based on the deviation between the measuring points and centerline marks installed on the pushed main bridge segment (1) and the reference points, the pushed main bridge segment (1) is corrected and the pushing and correction actions of the next main bridge segment (1) are performed. The deviation values include lateral deviation, vertical deviation and plane rotation angle deviation. After all the main bridge segments (1) are pushed out, the arch rib segments (6) are installed in the center of the main bridge.
2. The construction method of a composite steel box girder bridge with beams preceding the arch as described in claim 1, characterized in that, Before the centerline and mileage points of the main bridge, the following are also included: The bridge support structure under the main bridge includes abutments (2) and arch seats (3) located at both ends of the main bridge, as well as multiple temporary jacking piers (4) located between the two abutments (2). Erect a main bridge assembly platform (5), and set up a correction actuator and a jacking device (10) on the main bridge assembly platform (5) and each jacking temporary pier (4). The correction actuator includes left and right push cylinders on the main bridge assembly platform (5), a transverse micro pusher on each jacking temporary pier (4), and a support jacking system. Install the first arch rib segment (6) and the rotatable second arch rib segment (6), and rotate the second arch rib segment (6) to avoid the jacking path of the main bridge.
3. The construction method of a composite steel box girder bridge with beams preceding the arch as described in claim 2, characterized in that, The installation of the first arch rib segment (6) and the rotatable second arch rib segment (6), and the rotation of the second arch rib segment (6) to avoid the jacking path of the main bridge, specifically includes: The first arch rib segment (6) on the arch seat (3) on both sides of the main bridge was constructed simultaneously. The second arch rib segment (6) was hoisted to the position of the first arch rib segment (6), and the vertical rotation traction device located below the second arch rib segment (6) was installed. Rotate the second arch rib segment (6) so that the top of the second arch rib segment (6) is lower than the design height of the main bridge, so as to avoid the jacking path of the main bridge.
4. The construction method of a composite steel box girder bridge with beams preceding the arch as described in claim 3, characterized in that, The vertical traction device includes: a fixed winding device (7) and a rotating support plate (8) located below the second arch rib segment (6). The winding rope of the winding device (7) extends downward to connect to the top of the second arch rib segment (6). The rotating support plate (8) includes a fixed claw (801) and a rotating claw (802). One end of the fixed claw (801) is used to connect to the bottom of the first arch rib segment (6), and the other end of the fixed claw (801) is fixedly set on the main bridge under-bridge support structure. One end of the rotating claw (802) is used to connect to the second arch rib segment (6), and the other end is hinged to the main bridge under-bridge support structure.
5. The construction method of a composite steel box girder bridge with beams preceding the arch as described in claim 1, characterized in that, The process of laying out the centerline and mileage points of the main bridge on the ground beneath the bridge, and then transferring these centerline and mileage points to the elevation of the main bridge deck to form benchmark reference points, specifically includes: Based on the design alignment of the main bridge, the centerline and mileage points are laid out on the ground under the bridge; A laser projection instrument is used to project the centerline and mileage points onto the main bridge deck, forming the centerline projection and mileage projection points.
6. The construction method of a composite steel box girder bridge with beams preceding the arch as described in claim 2, characterized in that, During the jacking process, based on the deviation between the measuring point and the reference point on the already jacked main bridge segment (1), the already jacked main bridge segment (1) is corrected, and the jacking and correction actions of the next main bridge segment (1) are executed. Specifically, this includes: Hoist the guide beam (9) onto the jacking track on the main bridge assembly platform (5), and install the first main bridge segment (1) at the rear end of the guide beam (9). Based on the reference point, measuring points are set on the guide beam (9) and the first main bridge segment (1), and axis corresponding plates are set on the guide beam (9) and the first main bridge segment (1); Start the jacking device (10) located on the main bridge assembly platform (5) to displace the guide beam (9) and the first main bridge segment (1) until the guide beam (9) is erected on the jacking device (10) on the first jacking temporary pier (4); Based on the deviation between the measuring point and the mileage projection point, and based on the deviation between the axis corresponding plate and the projection of the center axis, the correction actuator is controlled to correct the guide beam (9) and the first main bridge segment (1); Install the second main bridge segment (1) at the rear end of the first main bridge segment (1), and set measuring points and axis corresponding plates on the second main bridge segment (1). Repeat the jacking and correction actions until all main bridge segments (1) are jacked and corrected to form the main bridge.
7. The construction method of a composite steel box girder bridge with beams preceding the arch as described in claim 6, characterized in that, The correction actuator is controlled to correct the guide beam (9) and the first main bridge segment (1) based on the deviation between the measuring point and the mileage projection point, and based on the deviation between the axis corresponding plate and the projection of the center axis. Specifically, this includes: Transform the main bridge design coordinate system to the standard coordinate system, and calculate the theoretical lateral coordinates of the centerline projection and the theoretical three-dimensional coordinates of the mileage projection points in the standard coordinate system; After the guide beam (9) is erected on the jacking equipment (10) on the first temporary jacking pier (4), calculate the actual coordinates of the measuring points and the transverse coordinates of the corresponding plates in the standard coordinate system, and determine: -When the lateral deviation between the lateral coordinate of the plate corresponding to the axis and the theoretical lateral coordinate of the projection of the central axis exceeds the safety threshold, the lateral micro-pusher on the jacking temporary pier (4) is controlled to perform lateral correction. -When the deviation of the plane rotation angle between the actual coordinates of the measuring point and the theoretical three-dimensional coordinates of the mileage projection point exceeds the safety threshold, the step distance of the left and right push cylinders is controlled to correct the plane rotation angle. -When the vertical deviation between the actual coordinates of the measuring point and the theoretical three-dimensional coordinates of the mileage projection point exceeds the safety threshold, the control support lifting system performs vertical correction.
8. The construction method of a composite steel box girder bridge with beams preceding the arch as described in claim 7, characterized in that, Before correcting the guide beam (9) and the first main bridge segment (1), the following also applies: Establish the sensitivity matrix between the correction actuator and the main bridge; Based on the deviation value and sensitivity matrix, the displacement and / or corrective force of each correction action of the corrective actuator are calculated.
9. The construction method of a composite steel box girder bridge with beams preceding the arch as described in claim 2, characterized in that, After all the main bridge segments (1) are pushed out, the arch rib segments (6) at both ends of the main bridge are installed simultaneously, including: Erect arch rib supports on the main bridge that has already been pushed forward; The vertical rotation traction device below the second arch rib segment (6) is started simultaneously so that the second arch rib segment (6) is connected to the first arch rib segment (6) and welded together to form a whole; The remaining arch rib segments (6) are installed sequentially on the arch rib support at both ends of the main bridge, facing the center of the main bridge, to complete the closure; Remove the arch rib support and install the arch rib transverse support and main bridge hanger. Remove the temporary jacking pier (4).
10. An arch bridge, characterized in that, The arch bridge is constructed using the method described in any one of claims 1 to 9, which involves constructing the upper-bearing steel box composite arch bridge with beams preceding the arch.