Full-width beam and slab erecting method based on single-width suspended pouring box girder

Abstract

The invention discloses a full-width beam and slab erecting method based on a single-width suspended pouring box girder. The method comprises the steps that S100, a bridge girder erection machine rail amplitude-crossing support is installed; s200, a pre-counter-force supporting frame is arranged below a suspended pouring box girder wing plate on the through side of the suspended pouring box girder; s300, erecting of a first precast beam plate is completed through a bridge girder erection machine; s400, mounting a bridge girder erection machine track on the bridge girder erection machine track amplitude support and enabling the bridge girder erection machine track to extend to the suspended pouring box girder on the through side; and S500, erecting of a second prefabricated beam plate is completed through the bridge girder erection machine, the second prefabricated beam plate comprises a plurality of prefabricated T beams, and the bridge girder erection machine lifts the single prefabricated T beams from the first prefabricated beam plate in sequence according to the preset sequence and transversely moves to the corresponding position of the second prefabricated beam plate along the bridge girder erection machine track for installation till the installation procedures of all the prefabricated T beams are completed. According to the full-width beam and slab erecting method based on the single-width suspended pouring box girder, span construction can be achieved, and the construction efficiency and safety are improved.

Description

Technical Field

[0001] The invention relates to the technical field of bridge engineering, and in particular to a method for erecting a full-width beam slab based on a single-width cantilevered box girder. Background Art

[0002] In the field of bridge engineering, due to differences in topography, the superstructure of a line bridge often has multiple forms, such as precast beams, variable-section continuous cantilever cast-in-place box beams (referred to as cast-in-place box beams), cast-in-place box beams, etc. and their combinations. Cast-in-place box beams are often used in large-span bridge structures such as crossing roads and rivers due to their high rigidity. However, the cast-in-place box beam process is complex and needs to be advanced section by section. Due to the time constraints of each process, the construction period is long. In the actual construction process, due to the limitation of resource input, the left and right spans of the cantilevered box girder often cannot be connected at the same time. When the cantilevered box girder is located on the key line of beam and slab erection, in order to meet the synchronous advancement of the erection of the left and right spans of the beam and slab and ensure that the erection of the beam and slab does not affect the construction of the bridge deck system, there is often a situation where the full-width precast beam and slab are erected based on the single-span cantilevered box girder. The erection of the first span precast beam and slab on the side where the cantilevered box girder is not connected has become a technical difficulty, especially when erecting precast T-beams with a length of more than 40m. The safety risk of using a double truck crane to lift the first span precast beam and slab has a high risk. The truck crane has high requirements for the foundation of the station, and the foundation often does not meet the requirements. It is an extremely dangerous project, and the construction plan needs to be separately prepared and demonstrated, with high construction costs. Therefore, there is an urgent need for a span construction method based on a single cantilevered box girder using a bridge erection machine to erect the full-width beam and slab. Summary of the invention

[0003] The invention provides a method for erecting a full-width beam slab based on a single-width cantilevered box girder, so as to solve the technical problem that it is difficult to erect a full-width prefabricated beam slab when only a single-width cantilevered box girder is passed through the existing bridge.

[0004] According to one aspect of the present invention, a method for erecting a full-width beam slab based on a single cantilevered box girder is provided, which is used to erect a full-width beam slab when the cantilevered box girder on one side of the bridge has been penetrated and the cantilevered box girder on the other side has not been penetrated, wherein the full-width beam slab comprises a first prefabricated beam slab located on the side where the cantilevered box girder has been penetrated and a second prefabricated beam slab located on the side where the cantilevered box girder has not been penetrated, and the method for erecting a full-width beam slab based on a single cantilevered box girder comprises the following steps:

[0005] S100: Install the bridge erection machine track width bracket on the transition pier cap beam on the unpenetrated side of the cantilevered box beam;

[0006] S200: a pre-reaction force support frame is arranged below the wing plate of the suspended cast box girder on the through side of the suspended cast box girder along the extension line direction of the bridge erection machine track width support, and the wing plate of the suspended cast box girder is strengthened and supported by the pre-reaction force support frame. The pre-reaction force support frame adjusts the magnitude of the pre-reaction force applied to the wing plate of the suspended cast box girder in real time according to the center of gravity position of the bridge erection machine, so that the pre-reaction force applied to the bottom of the suspended cast box girder wing plate is equal to half of the upper load of the suspended cast box girder wing plate;

[0007] S300: The first prefabricated beam slab is erected by the bridge erection machine;

[0008] S400: Install the bridge erection machine track on the bridge erection machine track width bracket and extend the bridge erection machine track to the cantilevered box girder on the penetrated side;

[0009] S500: The second precast beam slab is installed by the bridge-erecting machine: The second precast beam slab includes a plurality of precast T-beams arranged in the transverse direction of the bridge and extending in the longitudinal direction of the bridge. The bridge-erecting machine sequentially carries a single precast T-beam from the first precast beam slab and moves transversely along the bridge-erecting machine track to the corresponding position of the second precast beam slab for installation in a preset order until the installation process of all precast T-beams is completed.

[0010] Preferably, the bridge erection machine comprises a bridge erection machine body and an overhead travelling crane, the bridge erection machine body comprises a first main guide beam, a second main guide beam and a transverse guide beam, the first main guide beam and the second main guide beam are both extended along the longitudinal bridge direction, the second main guide beam is arranged on a side of the bridge erection machine body close to a side where the cantilever cast box beam is not penetrated, the transverse guide beam is spanned on the first main guide beam and the second main guide beam along the transverse bridge direction, the transverse guide beam is used to move along the length direction of the first main guide beam and the second main guide beam, the overhead travelling crane 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 horizontally along the bridge-erecting machine track, the prefabricated T-beam on the overhead travelling crane is in a dropped beam state, that is, the bridge-erecting machine body is in an unloaded state; and during the process of the overhead travelling crane lifting the prefabricated T-beam and moving it along the horizontal guide beam, the bridge-erecting machine body remains fixed.

[0012] Preferably, step S500 specifically includes:

[0013] S501: The bridge erecting machine hoists the precast T-beam to the middle section of the transverse guide beam through the overhead crane, and then drives the precast T-beam to move along the longitudinal bridge direction through the transverse guide beam to a position where the precast T-beam is aligned front and rear with respect to the first precast beam plate;

[0014] S502: The bridge erection machine carries the precast T-beam as a whole and moves transversely along the bridge erection machine track to a position of the second main beam close to the edge of the cantilevered box beam wing plate on the through side of the cantilevered box beam, ensuring that the moving wheel at the bottom of the second main beam does not exceed the width;

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

[0016] S504: the main body of the bridge erecting machine moves in an unloaded state toward the unpenetrated side of the suspended cast box girder, and the overhead travelling crane moves in the opposite direction on the transverse guide beam, so that the relative positions of the overhead travelling crane and the precast T-beam connected thereto remain unchanged, until the second main guide beam moves to the unpenetrated side of the suspended cast box girder, and at this time, the first main guide beam is still on the penetrated side of the suspended cast box girder;

[0017] S505: The main body of the bridge erection machine is fixed, and the precast T-beam is lifted by the overhead crane and moved along the transverse guide beam, and then the precast T-beam is lowered to the transition pier cap beam on the unpenetrated side of the cantilevered box beam;

[0018] S506: the main body of the bridge erection machine moves in an unloaded state toward the unpenetrated side of the suspended cast box girder, and the overhead travelling crane moves on the transverse guide beam in the opposite direction, so that the relative positions of the overhead travelling crane and the precast T-beam connected thereto remain unchanged, until the first main guide beam moves to the unpenetrated side of the suspended cast box girder;

[0019] S507: After the prefabricated T-beam is hoisted by the overhead crane, the main body of the bridge erection machine and / or the overhead crane moves in the transverse direction of the bridge to the preset installation position of the prefabricated T-beam for installation. After the installation is completed, the bridge erection machine moves transversely along the bridge erection machine track back to the through-through side of the suspended cast-in-place box beam;

[0020] S508: Repeat steps S501 to S507 to complete the installation process of subsequent prefabricated T-beams in sequence according to a preset order.

[0021] Preferably, the second prefabricated beam slab includes six prefabricated T-beams, and the six prefabricated T-beams are respectively arranged as beams No. 1 to No. 6 along the direction from the center line of the bridge to the outside, and the preset installation order of the six prefabricated T-beams is: beam No. 3 → beam No. 4 → beam No. 1 → beam No. 2 → beam No. 6 → beam No. 5.

[0022] Preferably, n pre-reaction force support frames are arranged at intervals along the bridge-building machine track, and the pre-reaction force Fn applied by the nth pre-reaction force support frame is Fn=(F*L / 2n) / Ln, wherein F is the upper load of the cantilevered box girder wing plate, and Ln is the horizontal distance between the nth pre-reaction force support frame and the root of the cantilevered box girder wing plate.

[0023] Preferably, the pre-reaction force support frame includes a support column and a flat jack, the support column is installed on the lower cap beam corresponding to the bridge erection 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 wing plate of the suspended cast box beam.

[0024] Preferably, the bridge erection machine track width bracket comprises a plurality of support devices arranged at intervals along the bridge erection machine track, a transverse connecting device arranged between two adjacent support devices, and an anti-overturning device connected to the support device;

[0025] The supporting device comprises a fixed column, a lifting column and a lifting jack, wherein 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 relative to the fixed column and is used to support the bridge erection machine track, and the lifting jack is arranged between the fixed column and the lifting column and is used to drive the lifting column to move up and down;

[0026] The transverse connecting device is used to connect two adjacent supporting 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 erection machine track and is respectively fixed on the opposite sides of the transition pier cap beam.

[0028] Preferably, the supporting device also includes a limiting pin, and two layers of first limiting hole groups are provided on the side wall of the lifting column along its height direction, and the first limiting hole group includes a plurality of first limiting holes arranged at intervals along the circumference of the lifting column; multiple layers of second limiting hole groups are provided on the side wall of the fixed column along its height direction, and a single layer of second limiting hole group includes a plurality of second limiting holes arranged at intervals along the circumference of the fixed column, and the spacing between the two layers of first limiting hole groups is greater than the spacing between the two adjacent layers of second limiting hole groups; the limiting pin is used to be inserted into the corresponding second limiting hole and the first limiting hole in sequence to limit and fix the lifting column in the height direction.

[0029] Preferably, two hinged seats are provided on the side wall of the fixed column at intervals in the height direction, and the transverse connection device comprises two telescopic rod assemblies hingedly connected to the two hinged seats in a one-to-one correspondence;

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

[0031] Preferably, the anti-overturning device comprises two rectangular steel pipes and two tie mechanisms, wherein the rectangular steel pipes are used to extend to opposite sides of the transition pier cap beam along the width direction of the bridge erection machine track, and the two tie mechanisms are respectively arranged at opposite ends of the rectangular steel pipes;

[0032] Two rectangular steel pipes are arranged side by side at the bottom of the fixing column, and the tie mechanism includes an L-shaped tie hook, an tie seat, a tie threaded steel and a tie nut. The L-shaped tie hook is used to clamp the bottom of one side of the transition pier cap beam, and the tie seat is placed above the rectangular steel pipe. The first end of the tie threaded steel is connected to the L-shaped tie hook, and the second end of the tie threaded steel is used to pass through the gap between the two rectangular steel pipes and be arranged on the tie seat. The tie nut is threadedly connected to the segment on the tie threaded steel that passes through the tie seat and is used to tighten and fix the tie seat relative to the L-shaped tie hook.

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

[0034] In the full-width beam-slab erection method based on a single-span suspended box girder provided by the present invention, a bridge-erecting machine track over-width bracket is installed on the transition pier cap beam on the unpenetrated side of the suspended box girder to support the bridge-erecting machine track, and a pre-reaction force support frame is arranged under the suspended box girder wing plate on the penetrated side of the suspended box girder to strengthen the support of the suspended box girder wing plate, so that the bridge-erecting machine track can be stably straddled on the unpenetrated side and the penetrated side of the suspended box girder, thereby stably supporting the bridge-erecting machine, and because the pre-reaction force support frame can adjust the size of the pre-reaction force applied to the suspended box girder wing plate 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 of the bridge-erecting machine The safety and stability of the erection of precast beams and slabs are improved. Moreover, since the second precast beam and slab include multiple precast T-beams arranged along the transverse direction of the bridge, the weight of a single precast T-beam can be effectively reduced, so that the bridge-erecting machine can sequentially carry the single precast T-beam from the first precast beam and slab and move it horizontally along the bridge-erecting machine track to the corresponding position of the second precast beam and slab for installation, thereby realizing span construction. The full-width precast beam and slab erection operation can be carried out when only a single-width suspended box girder is through, effectively solving the problem of traditional use of two machines for lifting or only single-width beam erection, improving construction efficiency and safety, saving construction time, reducing construction costs, and having significant social and economic benefits.

[0035] In addition to the above-described purposes, features and advantages, the present invention has other purposes, features and advantages. The present invention will be further described in detail with reference to the accompanying drawings. BRIEF DESCRIPTION OF THE DRAWINGS

[0036] The drawings constituting a part of this application are used to provide a further understanding of the present invention. The exemplary embodiments of the present invention and their descriptions are used to explain the present invention and do not constitute an improper limitation of the present invention. In the drawings:

[0037] Figure 1 A schematic diagram of the structure of a beam-slab span construction system provided by an embodiment of the present invention;

[0038] Figure 2 for Figure 1A reference diagram of a use state of the beam-slab span construction system shown;

[0039] Figure 3 for Figure 2 The first change state diagram of the beam-slab span construction system shown;

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

[0041] Figure 5 for Figure 2 The third change state diagram of the beam-slab span construction system shown;

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

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

[0044] Figure 8 for Figure 7 A marked diagram of the pre-reaction support frame shown;

[0045] Fig. 9 for Figure 1 The structural schematic diagram of the bridge erection machine track span support in the beam-slab span construction system shown;

[0046] Fig.10 for Fig. 9 The structural schematic diagram of the support device in the bridge erection machine track width bracket shown;

[0047] Fig.11 for Fig. 9 The structural schematic diagram of the anti-overturning device in the bridge erection machine track width bracket is shown;

[0048] Fig.12 for Fig.11 The schematic diagram of the assembly structure of the anti-overturning device shown is from another angle.

[0049] Legend:

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

[0051] 200, pre-reaction support frame; 201, support column; 202, flat jack; 300, bridge erection machine track; 400, bridge erection machine; 401, first main guide beam; 402, second main guide beam; 403, transverse guide beam; 404, overhead crane; 500, front outrigger track. DETAILED DESCRIPTION

[0052] The embodiments of the present invention are 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 jointly shown, which is used to implement the full-width beam-slab erection method based on a single-span cantilever box girder provided in an embodiment of the present invention. The full-width beam-slab erection method based on a single-span cantilever box girder is used to erect the full-width beam-slab when the cantilever box girder on one side of the bridge has been penetrated and the cantilever box girder on the other side has not been penetrated. The full-width beam-slab includes a first precast beam-slab located on the side where the cantilever box girder has been penetrated and a second precast beam-slab located on the side where the cantilever box girder has not been penetrated.

[0054] Please combine Figures 1 to 6 The method for erecting a full-width beam and slab based on a single-width cantilevered box beam comprises the following steps:

[0055] S100: Install the bridge erection machine track width bracket 100 on the transition pier cap beam on the unpenetrated side of the cantilevered box beam.

[0056] S200: A pre-reaction force support frame 200 is arranged below the wing plate of the cantilevered box girder on the through side of the cantilevered box girder along the extension line direction of the bridge erection machine track width support frame 100 (at Figure 7 and Figure 8 ), the pre-reaction force support frame 200 is used to strengthen the support of the suspended cast box girder wing plate, and the pre-reaction force support frame 200 adjusts the size of the pre-reaction force applied to the suspended cast box girder wing plate in real time according to the center of gravity position of the bridge erection machine 400, so that the pre-reaction force applied to the bottom of the suspended cast box girder wing plate is equal to half of the upper load of the suspended cast box girder wing plate;

[0057] S300: The first prefabricated beam slab is erected by the bridge erecting machine 400;

[0058] S400: Install the bridge erection machine track 300 on the bridge erection machine track width bracket 100 and extend the bridge erection machine track 300 to the suspended cast box girder on the through side;

[0059] S500: Complete the erection of the second prefabricated beam slab through the bridge-erecting machine 400: The second prefabricated beam slab includes a plurality of prefabricated T-beams arranged along the transverse direction of the bridge and extending along the longitudinal direction of the bridge. The bridge-erecting machine 400 picks up a single prefabricated T-beam from the first prefabricated beam slab in sequence according to a preset sequence and moves horizontally along the bridge-erecting machine track 300 to the corresponding position of the second prefabricated beam slab for installation until the installation process of all prefabricated T-beams is completed.

[0060] In the full-width beam and slab erection method based on a single-width suspended box girder, the bridge-erecting machine track width bracket 100 is installed on the transition pier cap beam on the unpenetrated side of the suspended box girder to support the bridge-erecting machine track 300, and the pre-reaction force support frame 200 is arranged under the suspended box girder wing plate on the penetrated side of the suspended box girder to strengthen the support of the suspended box girder wing plate, so that the bridge-erecting machine track 300 can be stably straddled on the unpenetrated side and the penetrated side of the suspended box girder, thereby stably supporting the bridge-erecting machine 400, and because the pre-reaction force support frame 200 can adjust the size of the pre-reaction force applied to the suspended box girder wing plate 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 The safety and stability of the bridge-erecting machine 400 in erecting precast beams across a span are improved, and because the second precast beam comprises a plurality of precast T-beams arranged along the transverse direction of the bridge, the weight of a single precast T-beam can be effectively reduced, so that the bridge-erecting machine 400 can sequentially carry a single precast T-beam from the first precast beam and move it laterally along the bridge-erecting machine track 300 to the corresponding position of the second precast beam for installation, thereby achieving span construction. When only a single suspended cast-in-place box girder is passed through, erection of precast beams across the entire span can be carried out, effectively solving the problem of traditional use of two machines for lifting or only single-span beam erection, improving construction efficiency and safety, saving construction time, reducing construction costs, and having significant social and economic benefits.

[0061] like Figure 1As shown, the bridge erection machine 400 includes a bridge erection machine body and a crane 404. The bridge erection machine body includes a first main guide beam 401, a second main guide beam 402 and a transverse guide beam 403. The first main guide beam 401 and the second main guide beam 402 are both extended along the longitudinal direction of the bridge and arranged side by side along the transverse direction of the bridge. The first main guide beam 401 is arranged on a side of the bridge erection machine body close to a side where the suspended cast box beam has been penetrated, and the second main guide beam 402 is arranged on a side of the bridge erection machine body close to a side where the suspended cast box beam has not been penetrated. The transverse guide beam 403 is spanned on 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 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 along the transverse direction of the bridge, and the transverse guide beam 403 is used to drive the overhead crane 404 to move along the longitudinal direction of the bridge.

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

[0063] Specifically, when the bridge-building machine body moves from the side where the cast-in-place box girder has been penetrated toward the side where the cast-in-place box girder has not been penetrated, the precast T-beam on the overhead crane 404 is in a beam-dropping state, that is, the precast T-beam is placed on the first precast beam plate on the side where the cast-in-place box girder has been penetrated or on the transition pier cap beam on the side where the cast-in-place box girder has not been penetrated, so that the bridge-building machine body is in an unloaded state without any weight, ensuring that the bridge-building machine body can stably pass the width; and in the process where the overhead crane 404 lifts the precast T-beam and moves it from the side where the cast-in-place box girder has been penetrated toward the side where the cast-in-place box girder has not been penetrated, the bridge-building machine body remains fixed to ensure that the bridge-building machine body can stably support the overhead crane 404 and the precast T-beam.

[0064] like Figures 2 to 6 As shown, the direction shown in the attached figure is used as an example for explanation, wherein the left side is the side where the cantilevered box girder has been penetrated, and the right side is the side where the cantilevered box girder has not been penetrated. The bridge erection machine 400 needs to lift the prefabricated 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 hoists the precast T-beam to the middle section of the transverse guide beam 403 through the overhead crane 404, and then drives the precast T-beam to move along the longitudinal bridge direction to a position where the precast T-beam is aligned with the first precast beam plate through the transverse guide beam 403;

[0067] S502: The bridge erection machine 400 carries the prefabricated T-beam as a whole and moves transversely along the bridge erection machine track 300 to the position of the second main beam 402 close to the edge of the cantilevered box beam wing plate on the through side of the cantilevered box beam, ensuring that the moving wheel at the bottom of the second main beam 402 does not pass the width;

[0068] S503: The crane 404 lifts the precast T-beam and moves it along the transverse guide beam 403 to a position close to the second main guide beam 402, and then lowers the precast T-beam onto the first precast beam plate;

[0069] S504: the main body of the bridge erecting machine moves in an unloaded state toward the unpenetrated side of the suspended cast box girder, and the overhead travelling crane 404 moves on the transverse guide beam 403 in the opposite direction, so that the relative positions of the overhead travelling crane 404 and the prefabricated T-beam connected thereto remain unchanged, until the second main guide beam 402 moves to the unpenetrated side of the suspended cast box girder, and at this time, the first main guide beam 401 is still on the penetrated side of the suspended cast box girder;

[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 then moved along the transverse guide beam 403, and then the precast T-beam is lowered to the transition pier cap beam on the unpenetrated side of the cantilevered box beam;

[0071] S506: the main body of the bridge erecting machine moves in an unloaded state toward the unpenetrated side of the suspended cast box girder, and the overhead travelling crane 404 moves on the transverse guide beam 403 in the opposite direction, so that the relative positions of the overhead travelling crane 404 and the prefabricated T-beam connected thereto remain unchanged, until the first main guide beam 401 moves to the unpenetrated side of the suspended cast box girder;

[0072] S507: After the prefabricated T-beam is hoisted by the overhead crane 404, the bridge erection machine body and / or the overhead crane 404 moves in the transverse direction to the preset installation position of the prefabricated T-beam for installation. After the installation is completed, the bridge erection machine 400 moves transversely along the bridge erection machine track 300 back to the through side of the suspended cast box beam;

[0073] S508: Repeat steps S501 to S507 to complete the installation process of subsequent prefabricated T-beams in sequence according to a preset order.

[0074] During the construction process of the bridge-erecting machine 400 lifting the prefabricated T-beam over the span, the load of the bridge-erecting machine 400 is reduced by repeatedly dropping the prefabricated T-beam from below, so that the bridge-erecting machine 400 can cross the span without lifting the beam. On the one hand, it effectively avoids the overload situation of the wing plate of the suspended cast-in-place box girder during the process of the bridge-erecting machine 400 crossing the span with the beam, and on the other hand, it can also avoid the occurrence of uncertainty during the process of the bridge-erecting machine 400 crossing the span with the beam, thereby greatly improving the safety of the bridge-erecting machine 400 in erecting prefabricated beams and slabs across the span.

[0075] Preferably, the second prefabricated beam plate includes six prefabricated T-beams, and the six prefabricated T-beams are respectively set as beams No. 1 to No. 6 along the direction from the center line of the bridge to the outside, and the preset installation order of the six prefabricated T-beams is: beam No. 3 → beam No. 4 → beam No. 1 → beam No. 2 → beam No. 6 → beam No. 5. In step S500, first erect beams No. 3 and No. 4 in the middle position to ensure stability, and then first erect beams No. 1 and No. 2 near the inner side of the bridge for the secondary side beams and side beams, which can form a working platform connected to the first prefabricated beam plate, which is more conducive to the erection of beams No. 6 and No. 5 near the outside through the working platform, thereby improving the convenience of construction. Furthermore, after each prefabricated T-beam is erected, it needs to be welded and fixed to the adjacent prefabricated T-beams in time to ensure the stability of the erected beams.

[0076] Please combine Figure 7 and Figure 8 There are n pre-reaction support frames 200 spaced apart along the bridge erection machine track 300. The pre-reaction force Fn applied by the nth pre-reaction support frame 200 is (F*L / 2n) / Ln, wherein F is the upper load of the cantilevered box girder wing plate, and Ln is the horizontal distance between the nth pre-reaction support frame and the root of the cantilevered box girder wing plate. This formula can be used to quickly calculate the size of the pre-reaction force that each pre-reaction support frame 200 needs to apply to ensure the support effect.

[0077] Please combine Figure 1 Specifically, the bridge-building machine 400 also includes a front support leg, a middle support leg and a rear support leg. The front support leg is arranged at the front end of the bridge-building machine body, the middle support leg is arranged at the middle part of the bridge-building machine body, and the rear support leg is arranged at the rear end of the bridge-building machine body.

[0078] Step S300 also includes: erecting a front support leg track 500 at the front end of the preset installation position of the full-width beam slab, and the two ends of the front support leg track 500 are respectively arranged on the transition pier cap beam on the unpenetrated side of the cantilevered box beam and the transition pier cap beam on the penetrated side of the cantilevered box beam.

[0079] The front legs of the bridge erecting machine 400 are arranged on the front legs track 500 and are used for guiding and moving along the front legs track 500. The middle legs of the bridge erecting machine 400 are arranged on the bridge erecting machine track 300 and are used for moving along the bridge erecting machine track 300. The rear legs of the bridge erecting machine 400 are in a suspended state 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 legs, and the remaining 30% of the weight is borne by the front legs. Secondly, the prefabricated T-beam is located between the front legs and the middle legs of the bridge erecting machine 400. Therefore, 50% of the weight of the prefabricated T-beam is borne by the middle legs, and the remaining 50% of the weight is borne by the front legs. At this time, the force borne by the cantilever box girder wing plate can be calculated by the formula: F=1 / 2(0.7G1+0.5G2), where F represents the upper load borne by the cantilever box girder wing plate, G1 represents the overall weight of the bridge-building machine 400, and G2 represents the weight of the prefabricated T-beam.

[0080] Specifically, the pre-reaction force of the pre-reaction support frame 200 is applied according to the equal bending moment method, and half of the bending moment generated by the force borne by the cantilever box girder wing plate on the root of the cantilever box girder wing plate is equal to the bending moment generated by each pre-reaction support frame 200 on the root of the cantilever box girder, that is, F*L / 2=F1*L1+F2*L2+...+Fn*Ln, wherein L represents the distance from the center line of the middle support leg driving wheel of the bridge erecting machine 400 of the cantilever box girder wing plate to the root of the cantilever box girder wing plate, F1, F2, and Fn respectively represent the pre-reaction forces applied by each pre-reaction support frame 200, and L1, L2, and Ln respectively represent the horizontal distances from each pre-reaction support frame 200 to the root of the cantilever box girder wing plate. During the construction process, on the one hand, it is ensured that the cantilever box girder wing plate meets the positive bending requirements, and at the same time, it is effectively ensured that the lower steel bars of the cantilever box girder wing plate meet the tensile requirements under the action of the pre-reaction force support frame 200. Each pre-reaction force support frame 200 evenly distributes the bending moment generated at the root of the cantilever box girder wing plate, that is, F1*L1=F2*L2=...=Fn*Ln=F*L / 2n, then the pre-reaction force Fn=(F*L / 2n) / Ln that the nth pre-reaction force support frame 200 needs to apply can be accurately calculated through this formula. The pre-reaction force that each pre-reaction force support frame 200 needs to apply can be accurately calculated, and the pre-reaction force is applied according to the upper load situation of the cantilever box girder wing plate. Compared with traditional supporting steel pipes, it can effectively avoid the situation where the upper support is not dense, and avoid the cracking and damage of the cantilever box girder wing plate due to excessive upper load or support that does not meet the requirements.

[0081] Please combine Figure 7 and Figure 8In this embodiment, three pre-reaction force support frames 200 are arranged at intervals. According to the above derivation 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 force support frame 200 are F1=(F*L / 6) / L1, F2=(F*L / 6) / L2, F3=(F*L / 6) / L3 respectively. During the beam erection process of the bridge erection machine 400, the size of the pre-reaction force applied is adjusted according to the centerline position of the middle support leg driving wheel of the bridge erection machine 400.

[0082] Furthermore, the pre-reaction force 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-building 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 suspended box girder wing plate. The size of the pre-reaction force can be flexibly adjusted by the flat jack 202, so that the size of the pre-reaction force applied to the suspended box girder wing plate can be adjusted in real time according to the center of gravity position of the bridge-building machine 400, so that the pre-reaction force on the bottom of the suspended box girder wing plate can adapt to the upper load of the suspended box girder wing plate.

[0083] like Fig. 9 As shown, preferably, the bridge erection machine track width bracket 100 includes a plurality of support devices 1 arranged at intervals along the bridge erection 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 adopts 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 erection machine track 300, and the anti-overturning device 3 is used to extend along the width direction of the bridge erection machine track 300 and is respectively fixed on opposite sides of the transition pier cap beam.

[0084] Since the multiple support devices 1 in the bridge-building machine track width transition bracket 100 are arranged in sequence along a straight line, the two adjacent support devices 1 are connected into a whole through the transverse connecting device 2, and are connected and fixed to the opposite sides of the transition pier cap beam through the anti-overturning device 3, so that the support device 1 is limited from the length direction and width direction of the bridge-building machine track 300 respectively, and the overall stability of the bridge-building machine track width transition bracket 100 is effectively improved. The structure is simple and efficient, and the disassembly and assembly and adjustment are convenient and quick. In addition, since the multiple support devices 1 are arranged in a straight line, there is no need to occupy too much width space, and it can better adapt to transition pier cap beams of different specifications. It has strong applicability and can be used in different places.

[0085] like Fig.10As shown, the supporting 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-building machine track 300. The lifting jack 13 is arranged 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 configured as 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 of the fixed column 11, the bottom of the lifting column 12 is provided with a thickened bottom plate, the lifting jack 13 is installed at the bottom of the inner cavity of the fixed column 11 and is used to abut the thickened bottom plate of the lifting column 12, and the lifting column 12 is driven to move up and down by the lifting jack 13, so that the supporting height of the lifting column 12 to the bridge crane track 300 can be adjusted to meet different supporting height requirements, and the lifting column 12 can be guided and limited by the side wall of the fixed column 11 during the lifting process, thereby effectively improving the supporting stability and lifting adjustment accuracy of the lifting column 12.

[0087] Preferably, the support device 1 further comprises a limit pin 14, a first limit hole group is provided on the side wall of the lifting column 12, the first limit hole group comprises a plurality of first limit holes 121 arranged at intervals along the circumference of the lifting column 12; a plurality of second limit hole groups are arranged at intervals along the height direction of the fixed column 11 on the side wall, a single-layer second limit hole group comprises a plurality of second limit holes 111 arranged at intervals along the circumference of the fixed column 11; the limit pin 14 is used to be inserted into the corresponding second limit hole 111 and the first limit hole 121 in sequence and to limit and fix the lifting column 12 in the height direction when the lifting column 12 is lifted and moved to the point where the first limit hole group is facing any layer of the second limit hole group. When the lifting column 12 is lifted and adjusted, the lifting column 12 is limited and fixed by the limit pin 14, so that the lifting column 12 can be stably supported at a fixed height position, further improving the supporting effect.

[0088] More preferably, the first limiting hole group is provided with two layers at intervals along the height direction of the lifting column 12, and the spacing between the two layers of the first limiting hole group is greater than the spacing between the two adjacent layers of the second limiting hole group. Since the spacing between the two layers of the first limiting hole group is relatively small, not only can the first limiting hole group of the first layer cooperate with the second limiting hole group to limit, but also the first limiting hole group of the second layer cooperate with the second limiting hole group to limit, so that the first limiting hole group and the second limiting hole group have more combination and matching methods, with more height adjustment levels, and can more finely adjust the specific support height of the lifting column 12, reducing the use of pads.

[0089] In this embodiment, each layer of the second limiting hole group includes four second limiting holes 111 arranged equidistantly along the circumference of the fixing column 11, that is, the four second limiting holes 111 are respectively arranged in the front, back, left and right directions of the fixing column 11; and each layer of the first limiting hole group includes two first limiting holes 121 respectively arranged on the opposite sides of the lifting column 12, and the opening directions of the two layers of the first limiting hole groups are staggered by 90 degrees. When one layer of the first limiting hole group and the second limiting hole group are matched, the two limiting pins 14 are respectively inserted into the two second limiting holes 111 in the front and back directions of the fixing column 11, and through When the first limiting hole group of another layer cooperates with the second limiting hole group, the two limiting pins 14 are respectively inserted into the two second limiting holes 111 in the left and right directions of the fixing column 11, and the two limiting pins 14 are used to limit and fix the opposite sides of the lifting column 12, so that the lifting column 12 is evenly stressed, has better stability, and higher supporting strength, ensuring that the force of the lifting column 12 is effectively transferred to the fixing column 11. When switching to the first limiting hole group of another layer for limiting during a small range of height adjustment, it is also possible to more conveniently reposition through the 90-degree offset hole structure without interference.

[0090] Preferably, an oil filling hole 112 is further provided on the side wall of the fixed column 11. The oil filling hole 112 is located at the upper part of the fixed column 11 and is arranged in plurality along the circumference of the fixed column 11. The oil filling hole 112 is used to inject lubricating oil into the gap between the fixed column 11 and the lifting column 12 to make the lifting and sliding of the lifting column 12 smoother and avoid jamming.

[0091] Preferably, the support device 1 further comprises a first support seat 15 provided on the bottom of the fixed column 11 and a second support seat 16 provided on the top of the lifting column 12, the first support seat 15 having a width greater than that of the fixed column 11 and being used for installation on the transition pier cap beam, and the second support seat 16 having a width greater than that of the lifting column 12 and being used for supporting the bridge erection machine track 300. The first support seat 15 and the second support seat 16 increase the support force bearing area of ​​the support device 1 and improve the support stability.

[0092] Furthermore, limit blocks 17 are provided on the opposite sides of the second support seat 16. The two limit blocks 17 are used to enclose a limit slot on the upper surface of the second support seat 16 that is compatible with the bridge-building machine track 300. The bridge-building machine track 300 is fixed by clamping the limit slot, which can prevent the bridge-building machine track 300 from shifting during the movement of the bridge-building machine.

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

[0094] Please combine Fig. 9 and Fig.10 Two hinge seats 18 are provided on the side wall of the fixed column 11 at intervals along the height direction. The transverse connecting device 2 includes two telescopic rod assemblies 21 hinged to the two hinge seats 18 in a one-to-one correspondence. 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 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 crosswise with each other. The two adjacent support devices 1 are connected as a whole by two crosswise telescopic rod assemblies 21 to form a triangular support structure with strong stability, ensuring that the support device 1 is not easy to shake, and because the length of the telescopic rod assembly 21 can be adjusted telescopically, it can be applied to two support devices 1 with different spacings, has strong adaptability, and can be disassembled and reused.

[0096] Furthermore, the telescopic rod assembly 21 includes a coaxially arranged first threaded tube 211 and two second threaded tubes 212, the first threaded tube 211 is arranged 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 matching 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 two ends of the first threaded tube 211 are respectively threadedly connected with the two second threaded tubes 212. 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 for a driving tool to drive the first threaded tube 211 to rotate, thereby driving the two second threaded tubes 212 to move closer to each other or farther away from each other through threaded matching. Since the threads on the two ends of the first threaded tube 211 are in opposite directions, the two second threaded tubes 212 can be driven to move axially at the same time by rotating the first threaded tube 211 through threaded matching, and the movement directions of the two second threaded tubes 212 are opposite, so that the two second threaded tubes 212 can move closer to each other to shorten the length of the telescopic rod assembly 21, or move away from each other to extend the length of the telescopic rod assembly 21, and the adjustment is convenient and quick.

[0098] Please combine Fig.11 and Fig.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 erection machine track 300 to the opposite sides of the transition pier cap beam, and the two tie mechanisms 32 are respectively arranged at the opposite ends of the rectangular steel pipes 31.

[0099] Furthermore, two rectangular steel tubes 31 are arranged side by side in the through hole preset at the bottom of the fixing column 11, and the tie mechanism 32 includes an L-shaped hook 321, a tie seat 322, a tie thread steel 323 and a tie nut 324. The L-shaped hook 321 is used to clamp the bottom of one side of the transition pier cap beam, and the tie seat 322 is arranged above the two rectangular steel tubes 31 and supported by the two rectangular steel tubes 31. The first end of the tie thread steel 323 is connected to the L-shaped hook 321, and the second end of the tie thread steel 323 is used to be connected along the gap between the two rectangular steel tubes 31. The gap passes through and is arranged on the tie seat 322, and the tie nut 324 is threadedly connected to the segment on the tie threaded steel bar 323 that passes through the top of the tie seat 322. The tie nut 324 is used to tighten on the tie seat 322 and tighten and fix the tie seat 322 relative to the L-shaped hook 321, so that the support device 1 is clamped and fixed relative to the transition pier cap beam through two rectangular steel pipes 31, thereby realizing the anti-overturning effect of the support device 1 along the width direction of the bridge erection machine track 300. The anti-overturning structure is simple and efficient, the assembly is convenient and quick, and the fastening effect is good.

[0100] Furthermore, the anti-overturning device 3 is provided in plurality, and the plurality of anti-overturning devices 3 are connected to the plurality of supporting devices 1 in a one-to-one correspondence, so that each supporting device 1 is reinforced and fixed by a separate anti-overturning device 3, and has better stability.

[0101] Furthermore, the L-shaped hook 321 includes a side plate and a bottom plate arranged in an L shape, 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, and the side plate and / or the bottom plate are provided with raised anti-slip grooves to enhance the friction between the L-shaped hook 321 and the transition pier cap beam through the raised anti-slip grooves, 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 323, and a local reinforcement structure is provided at the connection between the L-shaped hook 321 and the tie threaded steel 323. The local reinforcement structure can specifically adopt oblique tie bars or reinforcement plates respectively connected to the L-shaped hook 321 and the tie threaded steel 323. The connection strength between the L-shaped hook 321 and the tie threaded steel 323 is improved by the local reinforcement structure to avoid loosening.

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

[0104] like Fig.11 As shown, the anti-overturning device 3 also includes an adjustment slot 33 provided above the rectangular steel tube 31 and extending along the length direction of the rectangular steel tube 31, and the tie seat 322 is embedded in the adjustment slot 33 and is used to slide and adjust the position along the adjustment slot 33, so that the spacing between the two tie mechanisms 32 can adapt to transition pier cap beams of different widths. By clamping the tie seat 322 with the adjustment slot 33, not only can the stability of the tie seat 322 be further improved, but also the tie seat 322 can slide and adjust the position along a preset direction, so that the spacing between the two tie mechanisms 32 can accurately adapt to the actual width of the transition pier cap beam, and can be stably fixed on the transition pier cap beam, with strong applicability and good stability.

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

[0106] (i) Construction preparation: Determine the support height, quantity and distribution position of the support device 1 in the bridge erection machine track width transition bracket 100 according to the cross-sectional height of the cantilever box girder, the size of the transition pier cap beam, etc.; Determine the number and distribution of the pre-reaction force support frames 200 under the cantilever box girder wing according to the weight of the bridge erection machine 400 and the prefabricated T-beam, the unfavorable position of the bridge erection machine 400 lifting beam on the cantilever box girder wing, the cantilever length of the cantilever box girder wing, etc., and calculate the size of the pre-reaction force that needs to be applied by each pre-reaction force support frame 200; When designing the bridge erection machine track width transition bracket 100 and the pre-reaction force support frame 200, it is necessary to consider the use in multiple places and adopt a larger adjustment stroke.

[0107] (ii) Bracket production: The bridge erection machine track width bracket 100 and the pre-reaction force support frame 200 are produced according to the design parameters in the construction preparation stage to ensure that the bridge erection machine track width bracket 100 and the pre-reaction force support frame 200 meet the use requirements.

[0108] Furthermore, step S300 specifically includes:

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

[0110] Furthermore, after step S500, the method further includes:

[0111] The pre-reaction force support frame 200 and the bridge erection machine track width transition support 100 are removed.

[0112] The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. For those skilled in the art, the present invention may have various modifications and variations. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present invention shall be included in the protection scope of the present invention.

Claims

1. A method for erecting a full-width beam slab based on a single-width cantilevered box girder, which is used to erect a full-width beam slab when the cantilevered box girder on one side of the bridge has been penetrated and the cantilevered box girder on the other side has not been penetrated, wherein the full-width beam slab comprises a first precast beam slab located on the side where the cantilevered box girder has been penetrated and a second precast beam slab located on the side where the cantilevered box girder has not been penetrated, and is characterized in that: The method for erecting a full-width beam and slab based on a single-width suspended box beam comprises the following steps: S100: Installing a bridge erection machine track width bracket (100) on the transition pier cap beam on the unpenetrated side of the cantilevered box beam; S200: a pre-reaction force support frame (200) is arranged below the wing plate of the suspended cast box girder on the through side of the suspended cast box girder along the extension line direction of the bridge erection machine track width support (100), and the wing plate of the suspended cast box girder is strengthened and supported by the pre-reaction force support frame (200). The pre-reaction force support frame (200) adjusts the magnitude of the pre-reaction force applied to the wing plate of the suspended cast box girder in real time according to the center of gravity position of the bridge erection machine (400), so that the pre-reaction force applied to the bottom of the wing plate of the suspended cast box girder is equal to half of the upper load of the wing plate of the suspended cast box girder; S300: completing the erection of the first prefabricated beam slab by means of a bridge erection machine (400); S400: installing a bridge erection machine track (300) on a bridge erection machine track width bracket (100) and extending the bridge erection machine track (300) to the cantilevered box girder on the through side; S500: The second prefabricated beam slab is erected by the bridge erecting machine (400): the second prefabricated beam slab includes a plurality of prefabricated T-beams arranged along the transverse direction of the bridge and extending along the longitudinal direction of the bridge. The bridge erecting machine (400) sequentially lifts a single prefabricated T-beam from the first prefabricated beam slab and moves transversely along the bridge erecting machine track to the corresponding position of the second prefabricated beam slab for installation in a preset order until the installation process of all prefabricated T-beams is completed.

2. The method for erecting a full-width beam and slab based on a single-width suspended box beam according to claim 1 is characterized in that: The bridge erection machine (400) comprises a bridge erection machine body and an overhead travelling crane (404), wherein the bridge erection machine body comprises a first main guide beam (401), a second main guide beam (402) and a transverse guide beam (403), wherein the first main guide beam (401) and the second main guide beam (402) are both extended along the longitudinal direction of the bridge, the second main guide beam (402) is arranged on a side of the bridge erection machine body close to a side where the cantilever cast box beam is not penetrated, the transverse guide beam (403) is arranged on the first main guide beam (401) and the second main guide 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 guide beam (401) and the second main guide beam (402), and the overhead travelling 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); In step S500: during the process of the bridge erection machine body moving horizontally along the bridge erection machine track (300), the prefabricated T-beam on the overhead travelling crane (404) is in a beam-dropping state, that is, the bridge erection machine body is in an unloaded state; and during the process of the overhead travelling crane (404) lifting the prefabricated T-beam and moving it along the transverse guide beam (403), the bridge erection machine body remains stationary.

3. The method for erecting a full-width beam and slab based on a single-width cantilevered box beam according to claim 2 is characterized in that: Step S500 specifically includes: S501: The bridge erecting machine (400) hoists the precast T-beam to the middle section of the transverse guide beam (403) through the overhead crane (404), and then drives the precast T-beam to move along the longitudinal bridge direction to a position where the precast T-beam is aligned with the first precast beam plate through the transverse guide beam (403); S502: The bridge erection machine (400) carries the prefabricated T-beam as a whole and moves transversely along the bridge erection machine track (300) to the position of the second main beam (402) close to the edge of the cantilevered box beam wing plate on the through side of the cantilevered box beam, ensuring that the moving wheel at the bottom of the second main beam (402) does not pass the width; S503: using the overhead crane (404) to lift the precast T-beam and move it along the transverse guide beam (403) to a position close to the second main guide beam (402), and then lowering the precast T-beam onto the first precast beam plate; S504: the main body of the bridge erection machine moves in an unloaded state toward the unpenetrated side of the suspended cast box girder, and the overhead travelling carriage (404) moves on the transverse guide beam (403) in the opposite direction, so that the relative positions of the overhead travelling carriage (404) and the prefabricated T-beam connected thereto remain unchanged, until the second main guide beam (402) moves to the unpenetrated side of the suspended cast box girder, at which time the first main guide beam (401) is still on the penetrated side of the suspended cast box girder; S505: The main body of the bridge erection machine is fixed, and the precast T-beam is lifted by the overhead crane (404), and then the precast T-beam is moved along the transverse guide beam (403) to pass the width, and then the precast T-beam is lowered to the transition pier cap beam on the unpenetrated side of the cantilevered box beam; S506: the main body of the bridge erection machine moves in an unloaded state toward the unpenetrated side of the suspended cast box girder, and the overhead travelling carriage (404) moves on the transverse guide beam (403) in the opposite direction, so that the relative positions of the overhead travelling carriage (404) and the prefabricated T-beam connected thereto remain unchanged, until the first main guide beam (401) moves to the unpenetrated side of the suspended cast box girder; S507: After the prefabricated T-beam is hoisted by the overhead crane (404), the main body of the bridge erection machine and / or the overhead crane (404) moves in the transverse direction of the bridge to the preset installation position of the prefabricated T-beam for installation. After the installation is completed, the bridge erection machine (400) moves transversely along the bridge erection machine track (300) back to the side where the suspended cast box beam has been penetrated; S508: Repeat steps S501 to S507 to complete the installation process of subsequent prefabricated T-beams in sequence according to a preset order.

4. The method for erecting a full-width beam and slab based on a single-width suspended box beam according to any one of claims 1 to 3, characterized in that: The second precast beam slab includes six precast T-beams, and the six precast T-beams are respectively set as beams No. 1 to No. 6 along the direction from the center line of the bridge to the outside, and the preset installation order of the six precast T-beams is: beam No. 3 → beam No. 4 → beam No. 1 → beam No. 2 → beam No. 6 → beam No.

5.

5. The method for erecting full-width beam and slab based on a single-width suspended box beam according to claim 1, characterized in that: The pre-reaction force support frames (200) are arranged at intervals along the bridge erection machine track (300), and the pre-reaction force Fn applied by the nth pre-reaction force support frame (200) is equal to (F*L / 2n) / Ln, wherein F is the upper load of the cantilevered box girder wing plate, and Ln is the horizontal distance between the nth pre-reaction force support frame (200) and the root of the cantilevered box girder wing plate.

6. The method for erecting full-width beam and slab based on a single-width suspended box beam according to claim 1, characterized in that: The pre-reaction force support frame (200) comprises a support column (201) and a flat jack (202), wherein the support column (201) is installed on a lower cap beam corresponding to a bridge erection machine track (300), and 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 wing plate of the suspended cast box beam.

7. The method for erecting full-width beam and slab based on a single-width suspended box beam according to claim 1, characterized in that: The bridge erection machine track width bracket (100) comprises a plurality of support devices (1) arranged at intervals along the bridge erection machine track (300), a transverse connecting device (2) arranged between two adjacent support devices (1), and an anti-overturning device (3) connected to the support device (1); The support device (1) comprises 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 erection machine track (300); the lifting jack (13) is arranged 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 supporting devices (1) into a whole along the length direction of the bridge erection machine track (300); The anti-overturning device (3) is used to extend along the width direction of the bridge erection machine track (300) and is respectively fixed on the opposite sides of the transition pier cap beam.

8. The method for erecting full-width beam and slab based on a single-width suspended box beam according to claim 7, characterized in that: The supporting device further comprises a limiting pin (14); two layers of first limiting hole groups are arranged at intervals on the side wall of the lifting column (12) along its height direction; the first limiting hole group comprises a plurality of first limiting holes (121) arranged at intervals along the circumference of the lifting column (12); multiple layers of second limiting hole groups are arranged at intervals on the side wall of the fixing column (11) along its height direction; a single layer of second limiting hole group comprises a plurality of second limiting holes (111) arranged at intervals along the circumference of the fixing column (11); the spacing between the two layers of first limiting hole groups is greater than the spacing between the 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 the first limiting hole (121) in sequence and to limit and fix the lifting column (12) in the height direction.

9. The method for erecting a full-width beam and slab based on a single-width suspended box beam according to claim 7, characterized in that: Two hinged seats (18) are arranged on the side wall of the fixed column (11) at intervals in the height direction, and the transverse connection device (2) comprises two telescopic rod assemblies (21) hingedly connected to the two hinged seats (18) in a one-to-one correspondence; In two adjacent support devices (1), the first end of the telescopic rod assembly (21) is hinged to an upper hinge seat (18) in one of the support devices (1), and the second end of the telescopic rod assembly (21) is hinged to a 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 crosswise with each other.

10. The method for erecting full-width beam and slab based on a single-width suspended box beam according to claim 7, characterized in that: The anti-overturning device (3) comprises two rectangular steel pipes (31) and two tie mechanisms (32), wherein the rectangular steel pipes (31) are used to extend along the width direction of the bridge erection machine track (300) to the opposite sides of the transition pier cap beam, and the two tie mechanisms (32) are respectively arranged at the opposite ends of the rectangular steel pipe (31); Two rectangular steel pipes (31) are arranged side by side through the bottom of the fixing column (11), and the tie mechanism (32) includes an L-shaped hook (321), a tie seat (322), a tie thread steel (323) and a tie nut (324). The L-shaped hook (321) is used to clamp the bottom of one side of the transition pier cap beam, and the tie seat (322) is placed above the rectangular steel pipe (31). The first end of the tie thread steel (323) is connected to the L-shaped hook (321), and the second end of the tie thread steel (323) is used to pass through the gap between the two rectangular steel pipes (31) and be arranged on the tie seat (322). The tie nut (324) is threadedly connected to the segment on the tie thread steel (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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