Full-width beam slab erecting method based on single-span cantilever box girder

Abstract

The application discloses a full-width beam slab erecting method based on single-width suspended pouring box girders, which comprises the following steps: S100, installing a bridge-erecting machine track cross-width support; S200, arranging a pre-counterforce support frame under a suspended pouring box girder wing slab on the side of the suspended pouring box girder that has been penetrated; S300, completing the erection of a first-width prefabricated beam slab by the bridge-erecting machine; S400, installing a bridge-erecting machine track on the bridge-erecting machine track cross-width support and extending the bridge-erecting machine track to the suspended pouring box girder on the side that has been penetrated; S500, completing the erection of a second-width prefabricated beam slab by the bridge-erecting machine; the second-width prefabricated beam slab comprises a plurality of prefabricated T-beams, and the bridge-erecting machine sequentially lifts a single prefabricated T-beam from the first-width prefabricated beam slab, moves the single prefabricated T-beam to a corresponding position of the second-width prefabricated beam slab along the bridge-erecting machine track in a preset sequence, and installs the single prefabricated T-beam until the installation process of all the prefabricated T-beams is completed. The full-width beam slab erecting method based on single-width suspended pouring box girders can realize cross-width construction, and improves the construction efficiency and safety.

Description

Technical Field

[0001] This invention relates to the field of bridge engineering technology, and in particular, to a method for erecting full-width beams based on a single-span cantilever box girder. Background Technology

[0002] In the field of bridge engineering, due to differences in topography, the superstructure of a bridge on a single route often takes multiple forms, such as precast beams, variable cross-section continuous cantilever cast-in-place box girders (referred to as cantilever box girders), cast-in-place box girders, and combinations thereof. Cantilever box girders, due to their high rigidity, are often used in large-span bridge structures such as those spanning roads and rivers. However, the cantilever box girder construction process is complex, requiring progress segment by segment, and is subject to time constraints at each stage, resulting in a long construction period. In actual construction, due to limited resources, the left and right spans of the cantilever box girder often cannot be completed simultaneously. When the cantilever box girder is located on the critical path of beam erection, in order to ensure the synchronous progress of beam erection on both sides and to ensure that beam erection does not affect the bridge deck construction, there is often a situation where the entire span of precast beams is erected based on a single completed cantilever box girder. The erection of the first span of precast beams on the side where the cantilever box girder is not completed becomes a technical challenge, especially when erecting precast T-beams longer than 40m. Using a truck crane with two cranes to lift the first span of precast beams poses a high safety risk, and the foundation requirements for the truck crane position are high. Often, the foundation does not meet the requirements, making it a high-risk and large-scale project. Moreover, the construction plan needs to be prepared and demonstrated separately, resulting in high construction costs. Therefore, there is an urgent need for a span construction method based on a single cantilever box girder and using a bridge erecting machine to erect the entire span of beams. Summary of the Invention

[0003] This invention provides a method for erecting full-width precast beams based on a single-span cantilever box girder, in order to solve the technical problem that it is difficult to erect full-width precast beams when only a single-span cantilever box girder is connected in existing bridges.

[0004] According to one aspect of the present invention, a method for erecting a full-width beam slab based on a single-span cantilever box girder is provided for erecting a full-width beam slab when the cantilever box girder on one side of a bridge has been completed and the cantilever box girder on the other side has not been completed. The full-width beam slab includes a first precast beam slab located on the side where the cantilever box girder has been completed and a second precast beam slab located on the side where the cantilever box girder has not been completed. The method for erecting a full-width beam slab based on a single-span cantilever box girder includes the following steps:

[0005] S100: Install the bridge erecting machine track spanning bracket on the transition pier cap beam on the side of the cantilever box girder that is not yet connected;

[0006] S200: A pre-reaction support frame is installed below the wing plate of the cantilever box girder on the side where the cantilever box girder has been completed, along the extension line of the bridge erecting machine track span support. The pre-reaction support frame strengthens the support of the wing plate of the cantilever box girder. The pre-reaction support frame adjusts the magnitude of the pre-reaction force applied to the wing plate of the cantilever box girder in real time according to the center of gravity position of the bridge erecting machine, so that the pre-reaction force at the bottom of the wing plate of the cantilever box girder is equal to half of the upper load of the wing plate of the cantilever box girder.

[0007] S300: The first precast beam is erected using a bridge erecting machine;

[0008] S400: Install the bridge erecting machine track on the bridge erecting machine track overpass support and extend the bridge erecting machine track to the cantilever box girder on the already completed side;

[0009] S500: The second precast beam is erected by a bridge erecting machine: The second precast beam consists of multiple precast T-beams arranged along the transverse direction of the bridge and extending along the longitudinal direction of the bridge. The bridge erecting machine lifts the precast T-beams from the first precast beam in a preset order and moves them laterally along the bridge erecting machine track to the corresponding positions of the second precast beam for installation, until the installation of all precast T-beams is completed.

[0010] Preferably, the bridge erecting machine includes a bridge erecting machine body and a trolley. The bridge erecting machine body includes a first main beam, a second main beam, and a transverse guide beam. The first main beam and the second main beam extend along the longitudinal direction of the bridge. The second main beam is located on the side of the bridge erecting machine body near the side of the cantilever box girder that has not been penetrated. The transverse guide beam spans across the first main beam and the second main beam along the transverse direction of the bridge. The transverse guide beam is used to move along the length direction of the first main beam and the second main beam. The trolley is installed on the transverse guide beam and is used to move along the length direction of the transverse guide beam.

[0011] In step S500: during the process of the bridge erecting machine body moving laterally across the width along the bridge erecting machine track, the precast T-beam on the gantry crane is in the lowered beam state, that is, the bridge erecting machine body is in the unloaded state; while during the process of the gantry crane lifting the precast T-beam and moving it across the width along the transverse guide beam, the bridge erecting machine body remains fixed.

[0012] Preferably, step S500 specifically includes:

[0013] S501: The bridge erecting machine uses an overhead crane to hoist the precast T-beam to the middle section of the transverse guide beam, and then uses the transverse guide beam to move the precast T-beam along the longitudinal direction of the bridge to the position where the precast T-beam is aligned with the first precast beam slab.

[0014] S502: The bridge erecting machine lifts the precast T-beam as a whole and moves it laterally along the bridge erecting machine track to the position of the edge of the cantilever box girder wing plate near the side of the cantilever box girder that has been penetrated by the second main beam, ensuring that the moving wheels at the bottom of the second main beam do not exceed the width;

[0015] S503: The precast T-beam is lifted by the overhead crane and moved along the transverse guide beam to a position close to the second main beam, and then the precast T-beam is lowered onto the first precast beam slab;

[0016] S504: The main body of the bridge erecting machine moves toward the side of the cantilever box girder that is not yet connected when it is unloaded, and the gantry crane moves in the opposite direction on the transverse guide beam so that the relative position of the gantry crane and the precast T beam connected to it remains unchanged until the second main beam moves to the side of the cantilever box girder that is not yet connected. At this time, the first main beam is still on the side of the cantilever box girder that has been connected.

[0017] S505: The main body of the bridge erecting machine is fixed, and the precast T-beam is lifted by the overhead crane and moved across the span along the transverse guide beam. Then the precast T-beam is lowered onto the transition pier cap beam on the side of the cantilever box girder that has not been completed.

[0018] S506: The main body of the bridge erecting machine moves toward the side of the cantilever box girder that is not yet connected when it is unloaded, and the gantry crane moves in the opposite direction on the transverse guide beam so that the relative position of the gantry crane and the precast T-beam connected to it remains unchanged until the first main beam moves to the side of the cantilever box girder that is not yet connected.

[0019] S507: After the precast T-beam is lifted by the overhead crane, the bridge erecting machine and / or the overhead crane move along the transverse direction of the bridge to the preset installation position of the precast T-beam for installation. After the installation is completed, the bridge erecting machine moves laterally along the bridge erecting machine track back to the side where the cantilever box girder has been completed.

[0020] S508: Repeat steps S501 to S507 to complete the installation of the subsequent precast T-beams in the preset order.

[0021] Preferably, the second precast beam slab includes six precast T-beams, which are designated as beams 1 to 6 respectively along the direction from the bridge centerline to the outside. The preset installation sequence of the six precast T-beams is: beam 3 → beam 4 → beam 1 → beam 2 → beam 6 → beam 5.

[0022] Preferably, n pre-reaction support frames are provided at intervals along the track of the bridge erecting machine. The pre-reaction force Fn applied by the nth pre-reaction support frame is Fn = (F*L / 2n) / Ln, where F is the upper load of the cantilever box girder flange and Ln is the horizontal distance between the nth pre-reaction support frame and the root of the cantilever box girder flange.

[0023] Preferably, the pre-reaction support frame includes a support column and a flat jack. The support column is installed on the lower cap beam corresponding to the bridge erecting machine track, and the flat jack is installed on the top of the support column and is used to apply a pre-reaction force upward to the cantilever box girder flange.

[0024] Preferably, the bridge erecting machine track span support includes multiple support devices for being arranged at intervals along the bridge erecting machine track, a transverse connecting device disposed between two adjacent support devices, and an anti-overturning device connected to the support devices;

[0025] The support device includes a fixed column, a lifting column, and a lifting jack. The fixed column is used to be installed on the transition pier cap beam. The lifting column is coaxially embedded in the inner cavity of the fixed column and is used to support the bridge erecting machine track. The lifting jack is located between the fixed column and the lifting column and is used to drive the lifting column to move up and down.

[0026] The lateral connecting device is used to connect two adjacent support devices into a whole along the length direction of the bridge erecting machine track;

[0027] The anti-overturning device is used to extend along the width direction of the bridge erecting machine track and is fixed on the opposite sides of the transition pier cap beam.

[0028] Preferably, the support device further includes a limiting pin. Two layers of first limiting hole groups are spaced apart along the height direction on the side wall of the lifting column. Each first limiting hole group includes a plurality of first limiting holes spaced apart along the circumference of the lifting column. Multiple layers of second limiting hole groups are spaced apart along the height direction on the side wall of the fixed column. Each single layer of second limiting hole group includes a plurality of second limiting holes spaced apart along the circumference of the fixed column. The distance between two layers of first limiting hole groups is greater than the distance between two adjacent layers of second limiting hole groups. The limiting pin is used to sequentially insert into the corresponding second limiting holes and first limiting holes to limit and fix the lifting column in the height direction.

[0029] Preferably, two hinge seats are provided at intervals along the height direction on the side wall of the fixed column, and the transverse connecting device includes two telescopic rod assemblies that are hinged to the two hinge seats one by one.

[0030] In two adjacent support devices, the first end of the telescopic rod assembly is hinged to the upper hinge seat in one of the support devices, and the second end of the telescopic rod assembly is hinged to the lower hinge seat in the other support device, so that the telescopic rod assembly forms a diagonal bracing structure between the two adjacent support devices and the two telescopic rod assemblies are arranged to cross each other.

[0031] Preferably, the anti-overturning device includes two rectangular steel pipes and two connecting mechanisms. The rectangular steel pipes are used to extend along the width direction of the bridge erecting machine track to the opposite sides of the transition pier cap beam, and the two connecting mechanisms are respectively located at the opposite ends of the rectangular steel pipes.

[0032] Two rectangular steel pipes are inserted side by side through the bottom of the fixed column. The tying mechanism includes an L-shaped hook, a tying seat, a tying threaded bar, and a tying nut. The L-shaped hook is used to engage the bottom of one side of the transition pier cap beam. The tying seat is placed above the rectangular steel pipe. The first end of the tying threaded bar is connected to the L-shaped hook. The second end of the tying threaded bar is used to pass through the gap between the two rectangular steel pipes and onto the tying seat. The tying nut is threaded to the segment of the tying threaded bar that passes through the tying seat and is used to tighten and fix the tying seat relative to the L-shaped hook.

[0033] The present invention has the following beneficial effects:

[0034] The present invention provides a method for erecting a full-span beam based on a single-span cantilever box girder. By installing a bridge erecting machine track spanning bracket on the transition pier cap beam on the side of the cantilever box girder that is not yet connected, and by setting a pre-reaction support frame below the wing plate of the cantilever box girder on the connected side to further reinforce the support of the wing plate, the bridge erecting machine track can be stably spanned across both the side of the cantilever box girder that is not yet connected and the side that is already connected. This provides stable support for the bridge erecting machine. Furthermore, since the pre-reaction support frame can adjust the magnitude of the pre-reaction force applied to the wing plate of the cantilever box girder in real time according to the center of gravity position of the bridge erecting machine, it can adapt to different positions of the bridge erecting machine, greatly improving the span range of the bridge erecting machine. The safety and stability of precast beam erection are enhanced. Furthermore, since the second precast beam consists of multiple precast T-beams arranged along the transverse direction of the bridge, the weight of a single precast T-beam can be effectively reduced. This allows the bridge erecting machine to sequentially lift a single precast T-beam from the first precast beam and move it laterally along the machine's track to the corresponding position on the second precast beam for installation. This enables span-wide construction and allows for the erection of the entire precast beam when only a single cantilever box girder is completed. This effectively solves the problems of traditional methods that use two machines for lifting or can only erect beams on one span, improving construction efficiency and safety, saving construction time, and reducing construction costs, resulting in significant social and economic benefits.

[0035] In addition to the objectives, features, and advantages described above, the present invention has other objectives, features, and advantages. The invention will now be described in further detail with reference to the figures. Attached Figure Description

[0036] The accompanying drawings, which form part of this application, are used to provide a further understanding of the invention. The illustrative embodiments of the invention and their descriptions are used to explain the invention and do not constitute an undue limitation of the invention. In the drawings:

[0037] Figure 1 This is a structural schematic diagram of the beam-slab span construction system provided in an embodiment of the present invention;

[0038] Figure 2 for Figure 1The diagram shows a reference configuration of a beam-slab span construction system.

[0039] Figure 3 for Figure 2 The diagram shows the first changing state of the beam-slab span construction system.

[0040] Figure 4 for Figure 2 The diagram shows the second change state of the beam-slab span construction system.

[0041] Figure 5 for Figure 2 The diagram shows the third changing state of the beam-slab span construction system.

[0042] Figure 6 for Figure 2 The diagram shows the fourth change state of the beam-slab span construction system.

[0043] Figure 7 for Figure 1 The diagram shows a structural schematic of the pre-reaction support frame in the beam-slab span construction system.

[0044] Figure 8 for Figure 7 The diagram showing the pre-reaction support frame is shown.

[0045] Figure 9 for Figure 1 The diagram shows the structural schematic of the bridge erecting machine track crossing support in the beam-slab span construction system.

[0046] Figure 10 for Figure 9 The diagram shows the structural schematic of the support device in the track spanning bracket of the bridge erecting machine;

[0047] Figure 11 for Figure 9 The diagram shows the structure of the anti-tipping device in the track over-width support of the bridge erecting machine;

[0048] Figure 12 for Figure 11 The diagram shows the assembly structure of the anti-tipping device at another angle.

[0049] Legend:

[0050] 100. Bridge erecting machine track spanning bracket; 1. Support device; 11. Fixed column; 111. Second limit hole; 112. Oil injection hole; 12. Lifting column; 121. First limit hole; 13. Lifting jack; 14. Limit pin; 15. First support seat; 16. Second support seat; 17. Limit stop; 18. Hinge seat; 2. Lateral connection device; 21. Telescopic rod assembly; 211. First threaded pipe; 212. Second threaded pipe; 3. Anti-overturning device; 31. Rectangular steel pipe; 32. Tie-in mechanism; 321. L-shaped hook; 322. Tie-in seat; 323. Tie-in threaded steel; 324. Tie-in nut;

[0051] 200. Pre-reaction support frame; 201. Support column; 202. Flat jack; 300. Bridge erecting machine track; 400. Bridge erecting machine; 401. First main beam; 402. Second main beam; 403. Transverse guide beam; 404. Overhead crane; 500. Front support leg track. Detailed Implementation

[0052] The embodiments of the present invention will be described in detail below with reference to the accompanying drawings. However, the present invention can be implemented in many different ways as defined and covered below.

[0053] Figures 1 to 12 A beam-slab span construction system is shown, which is used to implement the full-span beam-slab erection method based on a single-span cantilever box girder provided in the embodiments of the present invention. The full-span beam-slab erection method based on a single-span cantilever box girder is used to erect a full-span beam-slab when the cantilever box girder on one side of the bridge has been completed and the cantilever box girder on the other side has not been completed. The full-span beam-slab includes a first precast beam-slab located on the side where the cantilever box girder has been completed and a second precast beam-slab located on the side where the cantilever box girder has not been completed.

[0054] Please combine Figures 1 to 6 The method for erecting full-width beams and slabs based on a single-span cantilever box girder includes the following steps:

[0055] S100: Install the bridge erecting machine track spanning bracket 100 on the transition pier cap beam on the side of the cantilever box girder that is not yet connected.

[0056] S200: A pre-reaction support frame 200 is installed below the flange of the cantilever box girder on the side where the cantilever box girder has been completed, along the extension line of the bridge erecting machine track overpass support 100. Figure 7 and Figure 8 As shown in the figure, the pre-reaction support frame 200 strengthens the support of the cantilever box girder wing plate. The pre-reaction support frame 200 adjusts the magnitude of the pre-reaction force applied to the cantilever box girder wing plate in real time according to the center of gravity position of the bridge erecting machine 400, so that the pre-reaction force at the bottom of the cantilever box girder wing plate is equal to half of the upper load of the cantilever box girder wing plate.

[0057] S300: The first precast beam is erected using the bridge erecting machine 400;

[0058] S400: Install the bridge erecting machine track 300 on the bridge erecting machine track over-width support 100 and extend the bridge erecting machine track 300 to the cantilever box girder on the already completed side;

[0059] S500: The second precast beam is erected by the bridge erecting machine 400: The second precast beam consists of multiple precast T-beams arranged along the transverse direction of the bridge and extending along the longitudinal direction of the bridge. The bridge erecting machine 400 lifts the precast T-beams from the first precast beam in a preset order and moves them laterally along the bridge erecting machine track 300 to the corresponding positions of the second precast beam for installation, until the installation of all precast T-beams is completed.

[0060] In the method for erecting a full-width beam based on a single-span cantilever box girder, the bridge erecting machine track 300 is supported by the bridge erecting machine track over-span bracket 100 installed on the transition pier cap beam on the side of the cantilever box girder that is not yet connected. Furthermore, the pre-reaction support frame 200 is installed below the wing plate of the cantilever box girder on the connected side to reinforce the support of the wing plate. This allows the bridge erecting machine track 300 to be stably spanned across both the side of the cantilever box girder that is not yet connected and the side that is already connected, thus providing stable support for the bridge erecting machine 400. Moreover, since the pre-reaction support frame 200 can adjust the magnitude of the pre-reaction force applied to the wing plate of the cantilever box girder in real time according to the center of gravity position of the bridge erecting machine 400, it can adapt to different positions of the bridge erecting machine 400, greatly improving stability. This improves the safety and stability of the bridge erecting machine 400 in spanning precast beam erection operations. Furthermore, since the second precast beam consists of multiple precast T-beams arranged along the transverse direction of the bridge, the weight of a single precast T-beam is effectively reduced. This allows the bridge erecting machine 400 to sequentially lift a single precast T-beam from the first precast beam and move laterally along the bridge erecting machine track 300 to the corresponding position on the second precast beam for installation. This enables span-wide construction, allowing for the erection of the entire span of precast beams even when only a single cantilevered box girder is completed. This effectively solves the problems of traditional methods using dual-machine lifting or only single-span beam erection, improving construction efficiency and safety, saving construction time, and reducing construction costs, resulting in significant social and economic benefits.

[0061] like Figure 1As shown, the bridge erecting machine 400 includes a main body and a trolley 404. The main body includes a first main beam 401, a second main beam 402, and a transverse guide beam 403. The first main beam 401 and the second main beam 402 both extend along the longitudinal direction of the bridge and are arranged side by side along the transverse direction. The first main beam 401 is located on the side of the main body of the bridge erecting machine near the side where the cantilever box girder has been completed, and the second main beam 402 is located on the side of the main body of the bridge erecting machine near the side where the cantilever box girder has not been completed. The transverse guide beam 403 is spanned across the first main beam 401 and the second main beam 402 in the transverse direction of the bridge. The transverse guide beam 403 is used to move along the length direction of the first main beam 401 and the second main beam 402. The overhead crane 404 is installed on the transverse guide beam 403 and is used to move along the length direction of the transverse guide beam 403. That is, the overhead crane 404 is used to drive the hoisted object to move in the transverse direction of the bridge, and the transverse guide beam 403 is used to drive the overhead crane 404 to move in the longitudinal direction of the bridge.

[0062] Preferably, in step S500: during the process of the bridge erecting machine body moving laterally across the width along the bridge erecting machine track 300, the precast T-beam on the overhead crane 404 is in the beam-dropping state, that is, the bridge erecting machine body is in the unloaded state; while during the process of the overhead crane 404 lifting the precast T-beam and moving it across the width along the transverse guide beam 403, the bridge erecting machine body remains fixed.

[0063] Specifically, as the bridge erecting machine moves from the side of the cantilevered box girder that has been completed to the side that has not been completed, the precast T-beam on the overhead crane 404 is in a lowered state, that is, the precast T-beam is placed on the first precast beam slab on the side of the cantilevered box girder that has been completed or on the transition pier cap beam on the side that has not been completed, so that the bridge erecting machine is in an unloaded state without any load, ensuring that the bridge erecting machine can stably cross the span; while as the overhead crane 404 lifts the precast T-beam and moves it from the side of the cantilevered box girder that has been completed to the side that has not been completed, the bridge erecting machine remains fixed, to ensure that the bridge erecting machine can stably support the overhead crane 404 and the precast T-beam.

[0064] like Figures 2 to 6 As shown in the attached diagram, the direction is illustrated as an example. The left side is the side where the cantilever box girder has been completed, and the right side is the side where the cantilever box girder has not been completed. The bridge erecting machine 400 needs to lift the precast T-beam from the left side to the right side for erection and installation.

[0065] Preferably, step S500 specifically includes:

[0066] S501: The bridge erecting machine 400 uses the overhead crane 404 to hoist the precast T-beam to the middle section of the transverse guide beam 403, and then uses the transverse guide beam 403 to drive the precast T-beam to move along the longitudinal direction of the bridge to the position where the precast T-beam is aligned with the first precast beam slab.

[0067] S502: The bridge erecting machine 400 lifts the precast T-beam as a whole and moves it laterally along the bridge erecting machine track 300 to the position of the edge of the cantilever box girder wing plate of the second main beam 402 near the side of the cantilever box girder that has been penetrated, ensuring that the moving wheels at the bottom of the second main beam 402 do not exceed the width.

[0068] S503: The precast T-beam is lifted by the overhead crane 404 and moved along the transverse guide beam 403 to a position close to the second main beam 402, and then the precast T-beam is lowered onto the first precast beam slab.

[0069] S504: The main body of the bridge erecting machine moves toward the side of the cantilever box girder that is not yet connected when it is unloaded, and the overhead crane 404 moves in the opposite direction on the transverse guide beam 403 so that the relative position of the overhead crane 404 and the precast T beam connected thereto remains unchanged until the second main beam 402 moves to the side of the cantilever box girder that is not yet connected. At this time, the first main beam 401 is still on the side of the cantilever box girder that has been connected.

[0070] S505: The main body of the bridge erecting machine is fixed, and the precast T-beam is lifted by the overhead crane 404 and moved across the span along the transverse guide beam 403. Then the precast T-beam is lowered onto the transition pier cap beam on the side of the cantilever box girder that has not been penetrated.

[0071] S506: The main body of the bridge erecting machine moves toward the side of the cantilever box girder that is not fully penetrated when it is unloaded, and the overhead crane 404 moves in the opposite direction on the transverse guide beam 403 so that the relative position of the overhead crane 404 and the precast T beam connected thereto remains unchanged until the first main beam 401 moves to the side of the cantilever box girder that is not fully penetrated.

[0072] S507: After the precast T-beam is lifted by the overhead crane 404, the main body of the bridge erecting machine and / or the overhead crane 404 move along the transverse direction of the bridge to the preset installation position of the precast T-beam for installation. After the installation is completed, the bridge erecting machine 400 moves laterally along the bridge erecting machine track 300 back to the side where the cantilever box girder has been completed.

[0073] S508: Repeat steps S501 to S507 to complete the installation of the subsequent precast T-beams in the preset order.

[0074] During the construction process of the bridge erecting machine 400 hoisting the precast T-beam across the span, the load on the bridge erecting machine 400 is reduced by repeatedly lowering the precast T-beam, thus achieving the bridge erecting machine 400's non-lifting beam crossing operation. On the one hand, this effectively avoids the overload situation on the cantilever box girder flange of the bridge erecting machine 400 during the beam crossing process. On the other hand, it also avoids the occurrence of uncertainties during the beam crossing process of the bridge erecting machine 400, greatly improving the safety of the bridge erecting machine 400 in erecting precast beams across the span.

[0075] Preferably, the second precast beam slab comprises six precast T-beams, designated as beams 1 to 6 along the bridge centerline outwards. The pre-installed sequence of the six precast T-beams is: beam 3 → beam 4 → beam 1 → beam 2 → beam 6 → beam 5. In step S500, beams 3 and 4, located in the middle, are erected first to ensure stability. Then, beams 1 and 2, located near the inner side of the bridge, are erected for the secondary and edge beams, forming a working platform for connection with the first precast beam slab. This platform facilitates the erection of beams 6 and 5, located near the outer side, improving construction convenience. Furthermore, after each precast T-beam is erected, it must be promptly welded and fixed to adjacent precast T-beams to ensure the stability of the erected beams.

[0076] Please combine Figure 7 and Figure 8 The pre-reaction support frame 200 is provided at intervals of n along the bridge erecting machine track 300. The pre-reaction force Fn applied by the nth pre-reaction support frame 200 is Fn = (F*L / 2n) / Ln, where F is the upper load of the cantilever box girder flange and Ln is the horizontal distance of the nth pre-reaction support frame relative to the root of the cantilever box girder flange. The magnitude of the pre-reaction force to be applied by each pre-reaction support frame 200 can be quickly calculated through this formula to ensure the support effect.

[0077] Please combine Figure 1 Specifically, the bridge erecting machine 400 further includes a front support leg, a middle support leg, and a rear support leg. The front support leg is located at the front end of the bridge erecting machine body, the middle support leg is located in the middle of the bridge erecting machine body, and the rear support leg is located at the rear end of the bridge erecting machine body.

[0078] Step S300 further includes: erecting a front support leg rail 500 at the front end of the preset installation position of the full beam slab, wherein the two ends of the front support leg rail 500 are respectively located on the transition pier cap beam on the side of the cantilever box girder that has not been penetrated and on the transition pier cap beam on the side of the cantilever box girder that has been penetrated.

[0079] The front outrigger of the bridge erecting machine 400 is mounted on the front outrigger track 500 and used for guiding movement along the front outrigger track 500. The middle outrigger of the bridge erecting machine 400 is mounted on the bridge erecting machine track 300 and used for movement along the bridge erecting machine track 300. The rear outrigger of the bridge erecting machine 400 is suspended in the air during the lateral movement of the bridge erecting machine 400. Therefore, 70% of the weight of the bridge erecting machine 400 is borne by the middle outrigger, and the remaining 30% of the weight is borne by the front outrigger. Furthermore, the precast T-beam is located between the front and middle outriggers of the bridge erecting machine 400. Therefore, 50% of the weight of the precast T-beam is borne by the middle outrigger, and the remaining 50% of the weight is borne by the front outrigger. At this point, the force borne by the cantilever box girder flange can be calculated using the formula: F = 1 / 2(0.7G1 + 0.5G2), where F represents the upper load borne by the cantilever box girder flange, G1 represents the overall weight of the bridge erecting machine 400, and G2 represents the weight of the precast T-beam.

[0080] Specifically, the pre-reaction force of the pre-reaction support frame 200 is applied using the equal bending moment method. Half of the bending moment generated by the force borne by the wing plate of the cantilever box girder on the root of the wing plate is equal to the bending moment generated by each pre-reaction support frame 200 on the root of the cantilever box girder, i.e., F*L / 2=F1*L1+F2*L2+……+Fn*Ln, where L represents the distance from the center line of the transmission wheel of the middle support leg of the bridge erecting machine 400 to the root of the wing plate of the cantilever box girder, F1, F2, and Fn represent the pre-reaction force applied by each pre-reaction support frame 200, and L1, L2, and Ln represent the horizontal distance from each pre-reaction support frame 200 to the root of the wing plate of the cantilever box girder. During construction, on the one hand, it is ensured that the cantilever box girder flange meets the positive bending requirements, and on the other hand, it is effectively ensured that the lower reinforcement of the cantilever box girder flange meets the tension requirements under the action of the pre-reaction support frame 200. The bending moment generated by each pre-reaction support frame 200 on the root of the cantilever box girder flange is evenly distributed, that is, F1*L1=F2*L2=……=Fn*Ln=F*L / 2n. Then, the pre-reaction force Fn to be applied by the nth pre-reaction support frame 200 is Fn=(F*L / 2n) / Ln. Through this formula, the magnitude of the pre-reaction force to be applied by each pre-reaction support frame 200 can be accurately calculated. The pre-reaction force is applied according to the upper load of the cantilever box girder flange. Compared with traditional support steel pipes, it can effectively avoid the situation of the upper support being not dense, and avoid the cracking and damage of the cantilever box girder flange due to excessive upper load or insufficient support.

[0081] Please combine Figure 7 and Figure 8In this embodiment, three pre-reaction support frames 200 are arranged at intervals. According to the above-derived formula, F*L / 2=F1*L1+F2*L2+F3*L3, that is, F1*L1=F2*L2=F3*L3=F*L / (2*3). Then, the pre-reaction forces applied by each pre-reaction support frame 200 are F1=(F*L / 6) / L1, F2=(F*L / 6) / L2, and F3=(F*L / 6) / L3, respectively. During the bridge erection process of the bridge erecting machine 400, the magnitude of the applied pre-reaction force is adjusted according to the center line position of the transmission wheel of the middle support leg of the bridge erecting machine 400.

[0082] Furthermore, the pre-reaction support frame 200 includes a support column 201 and a flat jack 202. The support column 201 is installed on the lower cap beam corresponding to the bridge erecting machine track 300. The flat jack 202 is installed on the top of the support column 201 and is used to apply a pre-reaction force upward to the cantilever box girder wing plate. The magnitude of the pre-reaction force can be flexibly adjusted by the flat jack 202, so that the magnitude of the pre-reaction force applied to the cantilever box girder wing plate can be adjusted in real time according to the center of gravity position of the bridge erecting machine 400, so that the pre-reaction force at the bottom of the cantilever box girder wing plate can be adapted to the upper load of the cantilever box girder wing plate.

[0083] like Figure 9 As shown, preferably, the bridge erecting machine track spanning support 100 includes multiple support devices 1 spaced apart along the bridge erecting machine track 300, a transverse connecting device 2 disposed between two adjacent support devices 1, and an anti-overturning device 3 connected to the support devices 1. The support devices 1 adopt a liftable structure to adapt to different support heights. The transverse connecting device 2 is used to connect two adjacent support devices 1 into a whole along the length direction of the bridge erecting machine track 300. The anti-overturning device 3 is used to extend along the width direction of the bridge erecting machine track 300 and is respectively fixed on the opposite sides of the transition pier cap beam.

[0084] Because multiple support devices 1 in the bridge erecting machine track overpass bracket 100 are arranged sequentially along a straight line, adjacent support devices 1 are connected into a whole by the transverse connecting device 2, and are connected and fixed to the opposite sides of the transition pier cap beam by the anti-overturning device 3, thereby limiting the support devices 1 from the length and width directions of the bridge erecting machine track 300, effectively improving the overall stability of the bridge erecting machine track overpass bracket 100. The structure is simple and efficient, and the disassembly, assembly and adjustment are convenient and quick. Furthermore, since multiple support devices 1 are arranged along a straight line, they do not need to occupy too much width space, which can better adapt to transition pier cap beams of different specifications, making it highly applicable and usable in different places.

[0085] like Figure 10As shown, the support device 1 includes a fixed column 11, a lifting column 12, and a lifting jack 13. The fixed column 11 is used to be installed on the transition pier cap beam. The lifting column 12 is coaxially embedded in the inner cavity of the fixed column 11 and is used to support the bridge erecting machine track 300. The lifting jack 13 is located between the fixed column 11 and the lifting column 12 and is used to drive the lifting column 12 to move up and down.

[0086] Specifically, the fixed column 11 is a cylindrical structure with an open top. The lifting column 12 is inserted into the inner cavity of the fixed column 11 from the top. The bottom of the lifting column 12 is provided with a thickened base plate. The lifting jack 13 is installed at the bottom of the inner cavity of the fixed column 11 and is used to abut against the thickened base plate of the lifting column 12. The lifting column 12 is driven to move up and down by the lifting jack 13, which can adjust the support height of the lifting column 12 on the bridge erecting machine track 300 to meet different support height requirements. In addition, the lifting column 12 can be guided and limited by the side wall of the fixed column 11 during the lifting process, which effectively improves the support stability and lifting adjustment accuracy of the lifting column 12.

[0087] Preferably, the support device 1 further includes a limiting pin 14. The side wall of the lifting column 12 is provided with a first limiting hole group, which includes a plurality of first limiting holes 121 spaced apart along the circumference of the lifting column 12. The side wall of the fixed column 11 is provided with multiple layers of second limiting hole groups spaced apart along its height direction. Each layer of the second limiting hole group includes a plurality of second limiting holes 111 spaced apart along the circumference of the fixed column 11. The limiting pin 14 is used to sequentially insert into the corresponding second limiting hole 111 and first limiting hole 121 when the lifting column 12 moves up and down to a position where the first limiting hole group is directly opposite any layer of the second limiting hole group, thereby limiting and fixing the lifting column 12 in the height direction. After the lifting column 12 has been adjusted up and down, the limiting pin 14 limits and fixes the lifting column 12, stably supporting it at a fixed height position and further improving the support effect.

[0088] More preferably, the first limiting hole group is provided in two layers along the height direction of the lifting column 12, and the distance between the two layers of the first limiting hole group is greater than the distance between two adjacent layers of the second limiting hole group. Because the distance between the two layers of the first limiting hole group is relatively small, it is possible to limit movement not only through the cooperation of the first layer of the first limiting hole group and the second limiting hole group, but also through the cooperation of the second layer of the first limiting hole group and the second limiting hole group. This allows for more combinations and configurations of the first and second limiting hole groups, providing more height adjustment levels and enabling more precise adjustment of the specific support height of the lifting column 12, while reducing the need for pads.

[0089] In this embodiment, each layer of the second limiting hole group includes four second limiting holes 111 equidistantly arranged along the circumference of the fixed column 11, that is, the four second limiting holes 111 are respectively disposed in the front-back, left-right and right directions of the fixed column 11; while each layer of the first limiting hole group includes two first limiting holes 121 disposed on opposite sides of the lifting column 12, and the opening directions of the two layers of the first limiting hole groups are offset by 90 degrees. When one layer of the first limiting hole group and the second limiting hole group cooperate, the two limiting pins 14 are respectively inserted into the two second limiting holes 111 in the front-back direction of the fixed column 11, and so on. When the first limiting hole group and the second limiting hole group are engaged, the two limiting pins 14 are respectively inserted into the two second limiting holes 111 in the left and right directions of the fixed column 11. The two limiting pins 14 limit and fix the opposite sides of the lifting column 12, so that the lifting column 12 is subjected to uniform force, has better stability, and higher support strength. This ensures that the force of the lifting column 12 is effectively transferred to the fixed column 11. When switching to the other first limiting hole group for limiting during small-range height adjustment, the 90-degree misaligned hole structure makes it easier to reposition without interference.

[0090] Preferably, an oil injection hole 112 is also provided on the side wall of the fixed column 11. The oil injection hole 112 is located on the upper part of the fixed column 11 and is provided in multiple ways along the circumference of the fixed column 11. The oil injection hole 112 is used to inject lubricating oil into the gap between the fixed column 11 and the lifting column 12 so that the lifting column 12 can slide more smoothly and avoid jamming.

[0091] Preferably, the support device 1 further includes a first support seat 15 disposed on the bottom of the fixed column 11 and a second support seat 16 disposed on the top of the lifting column 12. The width of the first support seat 15 is greater than the width of the fixed column 11 and is used for installation on the transition pier cap beam. The width of the second support seat 16 is greater than the width of the lifting column 12 and is used for supporting the bridge erecting machine track 300. The first support seat 15 and the second support seat 16 increase the supporting force-bearing area of ​​the support device 1, thereby improving the support stability.

[0092] Furthermore, limiting blocks 17 are provided on both sides of the second support base 16. The two limiting blocks 17 are used to form a limiting groove on the upper surface of the second support base 16 that is compatible with the bridge erecting machine track 300. The bridge erecting machine track 300 is fixed by the limiting groove, which can prevent the bridge erecting machine track 300 from shifting during the movement of the bridge erecting machine.

[0093] Furthermore, both the first support base 15 and the second support base 16 are provided with reinforcing ribs. The reinforcing ribs of the first support base 15 are connected to the side wall of the fixed column 11, and the reinforcing ribs of the second support base 16 are connected to the side wall of the lifting column 12, so as to further improve the overall structural strength and stability through the reinforcing ribs.

[0094] Please combine Figure 9 and Figure 10 The side wall of the fixed column 11 is provided with two hinge seats 18 spaced apart along the height direction. The transverse connecting device 2 includes two telescopic rod assemblies 21 that are hinged to the two hinge seats 18 one by one. The telescopic rod assembly 21 adopts a telescopic structure.

[0095] Specifically, in two adjacent support devices 1, the first end of the telescopic rod assembly 21 is hinged to the upper hinge seat 18 of one of the support devices 1, and the second end of the telescopic rod assembly 21 is hinged to the lower hinge seat 18 of the other support device 1, so that the telescopic rod assembly 21 forms a diagonal bracing structure between the two adjacent support devices 1, and the two telescopic rod assemblies 21 are arranged to cross each other. The two adjacent support devices 1 are connected into a whole by the two cross-arranged telescopic rod assemblies 21, forming a triangular support structure with strong stability, ensuring that the support devices 1 are not easily shaken. Furthermore, since the length of the telescopic rod assembly 21 is adjustable, it can be adapted to two support devices 1 with different spacing, making it highly adaptable and reusable.

[0096] Furthermore, the telescopic rod assembly 21 includes a first threaded tube 211 and two second threaded tubes 212 arranged coaxially. The first threaded tube 211 is disposed between the two second threaded tubes 212. One of the first threaded tube 211 and the second threaded tube 212 is provided with an internal thread, and the other is provided with an external thread adapted to the internal thread. That is, one of the first threaded tube 211 and the second threaded tube 212 is an external threaded tube, and the other is an internal threaded tube.

[0097] The first threaded tube 211 has two ends threadedly connected to two second threaded tubes 212, respectively. The threads on the two ends of the first threaded tube 211 are in opposite directions. A driving part is provided in the middle of the first threaded tube 211. The driving part is used to drive the first threaded tube 211 to rotate, thereby driving the two second threaded tubes 212 to move closer or further apart through threaded engagement. Since the threads on the two ends of the first threaded tube 211 are in opposite directions, rotating the first threaded tube 211 can simultaneously drive the two second threaded tubes 212 to move axially through threaded engagement, and the two second threaded tubes 212 move in opposite directions. This allows the two second threaded tubes 212 to move closer together to shorten the length of the telescopic rod assembly 21, or to move further apart to extend the length of the telescopic rod assembly 21, making adjustment convenient and quick.

[0098] Please combine Figure 11 and Figure 12 The anti-overturning device 3 includes two rectangular steel pipes 31 and two tie mechanisms 32. The rectangular steel pipes 31 are used to extend along the width direction of the bridge erecting machine track 300 to the opposite sides of the transition pier cap beam. The two tie mechanisms 32 are respectively located at the opposite ends of the rectangular steel pipes 31.

[0099] Furthermore, two rectangular steel pipes 31 are inserted side by side into the pre-set through holes at the bottom of the fixed column 11. The tying mechanism 32 includes an L-shaped hook 321, a tying seat 322, a tying threaded bar 323, and a tying nut 324. The L-shaped hook 321 is used to engage the bottom of one side of the transition pier cap beam. The tying seat 322 spans above the two rectangular steel pipes 31 and is supported by the two rectangular steel pipes 31. The first end of the tying threaded bar 323 is connected to the L-shaped hook 321, and the second end of the tying threaded bar 323 is used to run along the space between the two rectangular steel pipes 31. The gap passes through and is installed on the tie seat 322. The tie nut 324 is threaded to the section of the tie threaded steel 323 that passes through the tie seat 322. The tie nut 324 is used to tighten onto the tie seat 322 and tighten and fix the tie seat 322 relative to the L-shaped hook 321. Thus, the support device 1 is clamped and fixed relative to the transition pier cap beam by two rectangular steel pipes 31, realizing the anti-overturning of the support device 1 along the width direction of the bridge erecting machine track 300. The anti-overturning structure is simple and efficient, easy and quick to assemble, and has a good fastening effect.

[0100] Furthermore, multiple anti-tipping devices 3 are provided, and multiple anti-tipping devices 3 are connected one-to-one with multiple support devices 1, so that each support device 1 is reinforced and fixed by a separate anti-tipping device 3, resulting in better stability.

[0101] Furthermore, the L-shaped hook 321 includes an L-shaped side and a bottom plate. The side plate is used to abut against the side wall of the transition pier cap beam, and the bottom plate is used to abut against the bottom wall of the transition pier cap beam. The side and / or the bottom plate are provided with raised anti-slip textures to enhance the friction between the L-shaped hook 321 and the transition pier cap beam, thereby improving the fastening effect of the L-shaped hook 321.

[0102] Furthermore, the L-shaped hook 321 is welded and fixed to the tie threaded steel bar 323. The connection between the L-shaped hook 321 and the tie threaded steel bar 323 is provided with a local reinforcement structure. Specifically, the local reinforcement structure can be a diagonal tie bar or a reinforcing plate connected to the L-shaped hook 321 and the tie threaded steel bar 323 respectively. The connection strength between the L-shaped hook 321 and the tie threaded steel bar 323 is improved by the local reinforcement structure to prevent loosening.

[0103] Furthermore, the tie seat 322 can also be composed of two rectangular tubes, which are respectively straddled on two rectangular steel pipes 31 to form a gap for the tie threaded steel 323 to pass through. The structure is simple and efficient, and can be made from materials available on the construction site.

[0104] like Figure 11 As shown, the anti-overturning device 3 also includes an adjusting groove 33 located above the rectangular steel pipe 31 and extending along the length of the rectangular steel pipe 31. The tie seat 322 is embedded in the adjusting groove 33 and is used to slide and adjust its position along the adjusting groove 33, so that the distance between the two tie mechanisms 32 can adapt to the transition pier cap beams of different widths. By engaging the tie seat 322 with the adjusting groove 33, the stability of the tie seat 322 can be further improved, and the tie seat 322 can be slidably adjusted in a preset direction. This allows the distance between the two tie mechanisms 32 to be precisely matched to the actual width of the transition pier cap beam, enabling stable fixation on the transition pier cap beam. It has strong applicability and good stability.

[0105] Preferably, the method further includes the following steps before step S100:

[0106] (I) Construction Preparation: Based on the cross-sectional height of the cantilever box girder and the dimensions of the transition pier cap beam, determine the support height, quantity, and distribution of the support device 1 in the bridge erecting machine track overhang bracket 100; based on the weight of the bridge erecting machine 400 and the precast T-beam, the unfavorable position of the bridge erecting machine 400 lifting beam on the cantilever box girder flange, and the cantilever length of the cantilever box girder flange, determine the number and distribution of the pre-reaction support frame 200 under the cantilever box girder flange, and calculate the magnitude of the pre-reaction force required for each pre-reaction support frame 200; the design of the bridge erecting machine track overhang bracket 100 and the pre-reaction support frame 200 should consider multiple locations for reuse and adopt a larger adjustment stroke.

[0107] (II) Fabrication of supports: The bridge erecting machine track overpass support 100 and the pre-reaction support frame 200 shall be fabricated according to the design parameters in the construction preparation stage to ensure that the bridge erecting machine track overpass support 100 and the pre-reaction support frame 200 meet the usage requirements.

[0108] Furthermore, step S300 specifically includes:

[0109] The first precast beam slab on the through side of the cantilever box girder is erected using conventional beam erection methods. The first precast beam slab includes multiple precast beams. The steel bars between each precast beam are welded step by step according to the beam erection sequence. When erecting the side beams and secondary side beams, the pre-reaction support frame 200 applies pre-reaction force according to the center line position of the drive wheel of the middle support leg of the bridge erecting machine 400.

[0110] Furthermore, the process includes the following after step S500:

[0111] Remove the pre-reaction support frame 200 and the bridge erecting machine track over-width support 100.

[0112] The above description is merely a preferred embodiment of the present invention and is not intended to limit the invention. Various modifications and variations can be made to the present invention by those skilled in the art. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of the present invention should be included within the scope of protection of the present invention.

Claims

1. A method for erecting a full-width beam slab based on a single-span cantilever box girder, used to erect a full-width beam slab when the cantilever box girder on one side of the bridge is completed and the cantilever box girder on the other side is not completed, wherein the full-width beam slab includes a first precast beam slab located on the side where the cantilever box girder is completed and a second precast beam slab located on the side where the cantilever box girder is not completed, characterized in that, The method for erecting full-width beams and slabs based on single-span cantilever box girders includes the following steps: S100: Install the bridge erecting machine track spanning bracket (100) on the transition pier cap beam on the side of the cantilever box girder that is not fully connected; S200: A pre-reaction support frame (200) is installed below the wing plate of the suspended box girder on the side where the suspended box girder has been completed, along the extension line of the bridge erecting machine track over-span support (100). The wing plate of the suspended box girder is reinforced by the pre-reaction support frame (200). The pre-reaction support frame (200) adjusts the magnitude of the pre-reaction force applied to the wing plate of the suspended box girder in real time according to the center of gravity position of the bridge erecting machine (400), so that the pre-reaction force at the bottom of the wing plate of the suspended box girder is equal to half of the upper load of the wing plate of the suspended box girder. S300: The first precast beam is erected using a bridge erecting machine (400); S400: Install the bridge erecting machine track (300) on the bridge erecting machine track over-width support (100) and extend the bridge erecting machine track (300) to the cantilever box girder on the already completed side; S500: The second precast beam is erected by the bridge erecting machine (400): The second precast beam consists of multiple precast T-beams arranged along the transverse direction of the bridge and extending along the longitudinal direction of the bridge. The bridge erecting machine (400) lifts the precast T-beams from the first precast beam in a preset order and moves them laterally along the bridge erecting machine track to the corresponding positions of the second precast beam for installation until the installation of all precast T-beams is completed. The bridge erecting machine (400) includes a bridge erecting machine body and a trolley (404). The bridge erecting machine body includes a first main beam (401), a second main beam (402), and a transverse guide beam (403). The first main beam (401) and the second main beam (402) both extend along the longitudinal direction of the bridge. The second main beam (402) is located on the side of the bridge erecting machine body near the side of the cantilever box girder that is not penetrated. The transverse guide beam (403) spans across the first main beam (401) and the second main beam (402) along the transverse direction of the bridge. The transverse guide beam (403) is used to move along the length direction of the first main beam (401) and the second main beam (402). The trolley (404) is installed on the transverse guide beam (403) and is used to move along the length direction of the transverse guide beam (403). In step S500: during the process of the bridge erecting machine body moving laterally across the width along the bridge erecting machine track (300), the precast T-beam on the overhead crane (404) is in the beam-dropping state, that is, the bridge erecting machine body is in the unloaded state; while during the process of the overhead crane (404) lifting the precast T-beam and moving it across the width along the transverse guide beam (403), the bridge erecting machine body remains fixed. Step S500 specifically includes: S501: The bridge erecting machine (400) uses the overhead crane (404) to lift the precast T-beam to the middle section of the transverse guide beam (403), and then uses the transverse guide beam (403) to move the precast T-beam along the longitudinal direction of the bridge to the position where the precast T-beam is aligned with the first precast beam slab. S502: The bridge erecting machine (400) lifts the precast T-beam as a whole and moves laterally along the bridge erecting machine track (300) to the position of the edge of the cantilever box girder wing plate near the side of the cantilever box girder that has been penetrated by the second main beam (402), ensuring that the moving wheels at the bottom of the second main beam (402) do not exceed the width; S503: The precast T-beam is lifted by the overhead crane (404) and moved along the transverse guide beam (403) to a position close to the second main beam (402), and then the precast T-beam is lowered onto the first precast beam slab; S504: The main body of the bridge erecting machine moves toward the side of the cantilever box girder that is not yet connected when it is unloaded, and the gantry crane (404) moves in the opposite direction on the transverse guide beam (403) so that the relative position of the gantry crane (404) and the precast T beam connected to it remains unchanged until the second main beam (402) moves to the side of the cantilever box girder that is not yet connected. At this time, the first main beam (401) is still on the side of the cantilever box girder that has been connected. S505: The main body of the bridge erecting machine is fixed, and the precast T-beam is lifted by the overhead crane (404). The precast T-beam is then moved across the span along the transverse guide beam (403). The precast T-beam is then lowered onto the transition pier cap beam on the side of the cantilever box girder that has not been penetrated. S506: The main body of the bridge erecting machine moves toward the side of the cantilever box girder that is not penetrated when it is unloaded, and the gantry crane (404) moves in the opposite direction on the transverse guide beam (403) so that the relative position of the gantry crane (404) and the precast T beam connected thereto remains unchanged until the first main beam (401) moves to the side of the cantilever box girder that is not penetrated. S507: After the precast T-beam is lifted by the overhead crane (404), the main body of the bridge erecting machine and / or the overhead crane (404) moves along the transverse direction of the bridge to the preset installation position of the precast T-beam for installation. After the installation is completed, the bridge erecting machine (400) moves laterally along the bridge erecting machine track (300) back to the side where the cantilever box girder has been completed. S508: Repeat steps S501 to S507 to complete the installation of the subsequent precast T-beams in the preset order.

2. The method for erecting full-width beams and slabs based on a single-span cantilever box girder according to claim 1, characterized in that, The second precast beam slab includes six precast T-beams, which are designated as beams 1 to 6 along the direction from the bridge centerline to the outside. The pre-installed sequence of the six precast T-beams is: beam 3 → beam 4 → beam 1 → beam 2 → beam 6 → beam 5.

3. The method for erecting full-width beams and slabs based on a single-span cantilever box girder according to claim 1, characterized in that, The pre-reaction support frame (200) is provided at intervals of n along the bridge erecting machine track (300). The pre-reaction force Fn applied by the nth pre-reaction support frame (200) is (F*L / 2n) / Ln, where F is the upper load of the cantilever box girder wing plate, L represents the distance from the center line of the transmission wheel of the middle support leg of the bridge erecting machine (400) on the cantilever box girder wing plate to the root of the cantilever box girder wing plate, and Ln is the horizontal distance of the nth pre-reaction support frame (200) relative to the root of the cantilever box girder wing plate.

4. The method for erecting full-width beams and slabs based on a single-span cantilever box girder according to claim 1, characterized in that, The pre-reaction support frame (200) includes a support column (201) and a flat jack (202). The support column (201) is installed on the lower cover beam corresponding to the bridge erecting machine track (300). The flat jack (202) is installed on the top of the support column (201) and is used to apply pre-reaction force upward to the cantilever box girder flange.

5. The method for erecting full-width beams and slabs based on a single-span cantilever box girder according to claim 1, characterized in that, The bridge erecting machine track over-width support (100) includes multiple support devices (1) arranged at intervals along the bridge erecting machine track (300), a transverse connecting device (2) provided between two adjacent support devices (1), and an anti-overturning device (3) connected to the support device (1). The support device (1) includes a fixed column (11), a lifting column (12), and a lifting jack (13). The fixed column (11) is used to be installed on the transition pier cap beam. The lifting column (12) is coaxially embedded in the inner cavity of the fixed column (11) relative to the fixed column (11) and is used to support the bridge erecting machine track (300). The lifting jack (13) is located between the fixed column (11) and the lifting column (12) and is used to drive the lifting column (12) to move up and down. The transverse connecting device (2) is used to connect two adjacent support devices (1) into a whole along the length direction of the bridge erecting machine track (300); The anti-overturning device (3) is used to extend along the width direction of the bridge erecting machine track (300) and is fixed on the opposite sides of the transition pier cap beam.

6. The method for erecting full-width beams and slabs based on a single-span cantilever box girder according to claim 5, characterized in that, The support device also includes a limiting pin (14). The side wall of the lifting column (12) is provided with two layers of first limiting hole groups at intervals along its height direction. The first limiting hole group includes a plurality of first limiting holes (121) arranged at intervals along the circumference of the lifting column (12). The side wall of the fixed column (11) is provided with multiple layers of second limiting hole groups at intervals along its height direction. Each layer of second limiting hole group includes a plurality of second limiting holes (111) arranged at intervals along the circumference of the fixed column (11). The distance between two layers of first limiting hole groups is greater than the distance between two adjacent layers of second limiting hole groups. The limiting pin (14) is used to be inserted into the corresponding second limiting hole (111) and first limiting hole (121) in sequence to limit and fix the lifting column (12) in the height direction.

7. The method for erecting full-width beams and slabs based on a single-span cantilever box girder according to claim 5, characterized in that, The side wall of the fixed column (11) is provided with two hinge seats (18) spaced apart along the height direction. The transverse connecting device (2) includes two telescopic rod assemblies (21) that are hinged one-to-one with the two hinge seats (18). In two adjacent support devices (1), the first end of the telescopic rod assembly (21) is hinged to the upper hinge seat (18) in one of the support devices (1), and the second end of the telescopic rod assembly (21) is hinged to the lower hinge seat (18) in the other support device (1), so that the telescopic rod assembly (21) forms a diagonal bracing structure between the two adjacent support devices (1) and the two telescopic rod assemblies (21) are arranged to cross each other.

8. The method for erecting full-width beams and slabs based on a single-span cantilever box girder according to claim 5, characterized in that, The anti-overturning device (3) includes two rectangular steel pipes (31) and two tie mechanisms (32). The rectangular steel pipes (31) are used to extend along the width direction of the bridge erecting machine track (300) to the opposite sides of the transition pier cap beam. The two tie mechanisms (32) are respectively located at the opposite ends of the rectangular steel pipes (31). Two rectangular steel pipes (31) are inserted side by side through the bottom of the fixed column (11). The tie mechanism (32) includes an L-shaped hook (321), a tie seat (322), a tie threaded bar (323), and a tie nut (324). The L-shaped hook (321) is used to snap onto the bottom of one side of the transition pier cap beam. The tie seat (322) is placed above the rectangular steel pipe (31). The first end of the tie threaded bar (323) is connected to the L-shaped hook (321). The second end of the tie threaded bar (323) is used to pass through the gap between the two rectangular steel pipes (31) and onto the tie seat (322). The tie nut (324) is connected to the segment threaded section of the tie threaded bar (323) that passes through the tie seat (322) and is used to tighten and fix the tie seat (322) relative to the L-shaped hook (321).

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