Pre-tensioning method prestress construction device for ballastless track plate on bridge

Abstract

The utility model discloses a pre-tensioning method pre-stress construction device for a ballastless track plate on a bridge. The pre-stress construction device comprises a tensioning end anchor plate, a fixed end anchor plate, a ballastless track plate pre-stress rib and a tensioning counter-force steel bar, according to the ballastless track slab sleeper, the pre-stressed tendons are arranged at the easily-cracked positions on the two sides of the ballastless track slab sleeper in the longitudinal direction, effective pre-compressive stress can be provided for the track slab, tensile stress generated by the effects of concrete shrinkage, temperature gradient loads and the like is balanced, the anti-cracking capacity and durability of the ballastless track slab are remarkably improved, and the maintenance cost of a ballastless track is reduced; when the prestressed tendons of the ballastless track on the bridge are tensioned, the main beam top plate and the prestressed construction device form a self-balancing stress system, the overall stress is reasonable, the tensioning end anchor plate and the fixed end anchor plate play a role of a pre-tensioning method prestressed pedestal, and a traditional large-size prestressed pedestal does not need to be additionally arranged.

Description

Technical Field

[0001] The utility model relates to the technical field of ballastless track construction on bridges, in particular to a prestressed construction device for a ballastless track slab on a bridge using a pre-tensioning method. Background Art

[0002] High-speed railways continue to develop both domestically and internationally. Twin-block ballastless track is widely used on high-speed railways due to its high stiffness, good stability, and low cost. However, twin-block ballastless track on bridges is susceptible to cracking in the track slab concrete due to concrete shrinkage, thermal gradient loads, and uneven settlement. These cracks primarily include "splayed" cracks at the corners of the sleepers, deep cracks in the slab, and transverse cracks in the slab. Once cracked, the track slab inevitably causes various internal damage, compromising structural integrity and durability, thereby impacting the long-term safe and stable operation of high-speed railways.

[0003] Therefore, it is necessary to develop a prestressed construction device for ballastless track slabs on bridges to solve the above problems. Utility Model Content

[0004] The purpose of the utility model is to design a prestressed construction device for ballastless track slabs on bridges in order to solve the above problems.

[0005] The utility model achieves the above-mentioned purpose through the following technical solutions:

[0006] A prestressed construction device for a ballastless track slab on a bridge, comprising at least one set of prestressed construction components, wherein the prestressed construction components include:

[0007] Tension end anchor plate;

[0008] The fixed end anchor plate; the tension end anchor plate and the fixed end anchor plate are respectively placed in the two box girder joints arranged along the longitudinal direction of the bridge;

[0009] Ballastless track slab prestressed tendons; ballastless track slab prestressed tendons connect the tensioning end anchor plate and the fixed end anchor plate from the top;

[0010] Tensioning reaction steel bars; the tensioning reaction steel bars connect the tensioning end anchor plate and the fixed end anchor plate from the bottom.

[0011] The beneficial effects of the present invention are:

[0012] The utility model arranges prestressed tendons longitudinally at the crack-prone areas on both sides of the sleepers of the ballastless track slab, which can provide effective pre-compressive stress for the track slab, balance the tensile stress generated by the shrinkage of concrete, temperature gradient load, etc., significantly improve the crack resistance and durability of the ballastless track slab, reduce the maintenance cost of the ballastless track, and have certain economic benefits.

[0013] When tensioning the prestressed tendons of the ballastless track on the bridge, the main beam top plate and the prestressed construction device form a self-balancing force system with reasonable overall force. The tensioning end anchor plate and the fixed end anchor plate play the role of prestressed pedestals for pre-tensioning method. There is no need to set up additional traditional large-volume prestressed pedestals, which solves the problem that the pre-tensioned prestressed pedestals for the ballastless track on the bridge are difficult to set up due to insufficient space. BRIEF DESCRIPTION OF THE DRAWINGS

[0014] Figure 1 This is a schematic diagram of the longitudinal direction of the bridge for the prestressed construction device of the ballastless track slab on the bridge;

[0015] Figure 2 This is a transverse schematic diagram of the prestressed construction device for the ballastless track slab on the bridge;

[0016] Figure 3 Schematic diagram of the structure of the tension end anchor plate located above the box girder top plate, where A is the transverse direction of the bridge and B is the longitudinal direction of the bridge;

[0017] Figure 4 Schematic diagram of the structure of the tension end anchor plate located above the box girder web, where A is the transverse direction of the bridge and B is the longitudinal direction of the bridge;

[0018] Figure 5 Schematic diagram of the structure of the fixed end anchor plate located above the box girder top plate, where A is the transverse direction of the bridge and B is the longitudinal direction of the bridge;

[0019] Figure 6 Schematic diagram of the structure of the fixed end anchor plate located above the box girder web, where A is the transverse direction of the bridge and B is the longitudinal direction of the bridge;

[0020] Figure 7 This is a schematic diagram of the longitudinal bridge structure of the tension support in the adjustable shrinkage box girder;

[0021] Figure 8 The figure is a schematic diagram of the transverse structure of the tension support in the adjustable shrinkage box girder;

[0022] Figure: 1 - ballastless track slab prestressed tendons, 2 - tensioning reaction reinforcement, 3 - tensioning end anchor plate, 31 - inclined support bracket, 32 - prestressed tendon inlet channel, 33 - first prestressed tendon turning roller, 34 - reaction reinforcement inlet hole, 4 - fixed end anchor plate, 41 - grouting hole, 42 - prestressed tendon outlet channel, 43 - second prestressed tendon turning roller, 44 - lower flange plate, 45 - reaction reinforcement outlet hole, 5 - L-shaped rubber pad , 6- inclined anchor plate support, 7- adjustable shrinkage box girder tensioning bracket, 71- extendable working plate, 72- main rod, 73- cross bar, 74- auxiliary rod, 75- adjustment buckle, 76- adjustment hole, 77- oblique reinforcement rod, 8- T-shaped pad, 91- box girder bottom plate, 92- base plate, 93- box girder top plate, 94- track plate, 95- box girder joint, 96- template, 97- sleeper, 98- box girder main beam, 99- box girder web. DETAILED DESCRIPTION

[0023] To make the objectives, technical solutions, and advantages of the embodiments of the present invention more apparent, the technical solutions in the embodiments of the present invention will be described clearly and completely below in conjunction with the accompanying drawings of the embodiments of the present invention. It should be understood that the described embodiments are only a portion of the embodiments of the present invention, not all of them. Generally, the components of the embodiments of the present invention described and illustrated in the drawings herein may be arranged and designed in a variety of different configurations.

[0024] Therefore, the following detailed description of the embodiments of the present invention provided in the accompanying drawings is not intended to limit the scope of the claimed invention, but rather merely represents selected embodiments of the present invention. All other embodiments derived by persons of ordinary skill in the art based on the embodiments of the present invention without creative effort are also within the scope of protection of the present invention.

[0025] It should be noted that similar reference numerals and letters denote similar items in the following drawings, and therefore, once an item is defined in one drawing, it does not need to be further defined or explained in subsequent drawings.

[0026] In the description of the present utility model, it should be understood that the terms "upper", "lower", "inside", "outside", "left", "right", etc. indicate directions or positional relationships based on the directions or positional relationships shown in the accompanying drawings, or are directions or positional relationships in which the utility model product is usually placed when in use, or are directions or positional relationships commonly understood by those skilled in the art. These directions or positional relationships are only for the convenience of describing the present utility model and simplifying the description, and do not indicate or imply that the device or component referred to must have a specific direction, be constructed and operated in a specific direction, and therefore should not be understood as a limitation on the present utility model.

[0027] Furthermore, the terms “first”, “second”, etc. are merely used for distinguishing descriptions and should not be understood as indicating or implying relative importance.

[0028] It should also be noted that, in the description of this utility model, unless otherwise expressly specified or limited, terms such as "disposed" and "connected" should be understood in a broad sense. For example, "connected" can mean a fixed connection, a detachable connection, or an integral connection; it can be a mechanical connection or an electrical connection; it can be a direct connection or an indirect connection through an intermediate medium, or it can be the internal communication between two components. For those skilled in the art, the specific meanings of the above terms in this utility model can be understood according to specific circumstances.

[0029] The specific implementation of the present invention is described in detail below with reference to the accompanying drawings.

[0030] like Figure 1-2 As shown, a prestressed construction device for a ballastless track slab on a bridge comprises eight sets of prestressed construction components, the prestressed construction components comprising:

[0031] Tension end anchor plate 3;

[0032] The fixed end anchor plate 4; the tension end anchor plate 3 and the fixed end anchor plate 4 are respectively placed in the two box girder joints 95 arranged along the longitudinal bridge direction; wherein the tension end anchor plate 3 is inserted into the box girder joint 95 from top to bottom, and the fixed end anchor plate 4 is inserted into the box girder joint 95 from bottom to top;

[0033] Ballastless track slab prestressed tendons 1; the ballastless track slab prestressed tendons 1 are connected from the top to the tensioning end anchor plate 3 and the fixed end anchor plate 4;

[0034] Tensioning reaction steel bar 2; tensioning reaction steel bar 2 connects tensioning end anchor plate 3 and fixed end anchor plate 4 from the bottom.

[0035] Furthermore, the ballastless track plates of the two lines on the left and right sides within the same box girder joint 95 are arranged as follows: four tensioning end anchor plates 3 on the left side and four fixed end anchor plates 4 on the right side.

[0036] Two sets of prestressed construction components are set on both sides of each sleeper 97; the prestressed tendons of the ballastless track slab are arranged according to the relative position of the ballastless track sleepers. Each line ballastless track slab is arranged with 4 bundles of prestressed tendons, which are arranged on both sides of the double-block sleepers, with a horizontal spacing of 75 mm from the sleepers and a distance of 60 mm from the top surface of the track slab. The specifications are 1~3-φ j 15.2 mm steel strand, each strand has a tension of 200 kN. The tensioning reaction steel bar specification is φ j 15.2 mm steel strands 1 to 3 strands per bundle.

[0037] The beneficial effects of adopting the above technical solution are as follows: prestressed tendons are arranged longitudinally on both sides of the sleepers to provide effective prestress for the track slab, balance the tensile stress generated by the shrinkage of concrete, temperature gradient loads, etc., and significantly improve the track slab's ability to resist cracking. Traditional ballastless tracks lack the prestress generated by prestressed tendons, and the concrete is very easy to crack under tension. The provision of prestressed tendons can effectively utilize the strong compressive resistance of concrete, making the track slab more reasonably stressed. When tensioning the prestressed tendons of the ballastless track on the bridge, tensioning end anchor plates and fixed end anchor plates are provided at the joints of the simply supported beams. The box beam top plate 93 and the prestressed construction device form a self-balancing force system, and the overall force is reasonable. There is no need to set up a traditional prestressed pedestal for prestressing method, which solves the problem that the prestressed pedestal for prestressing method of ballastless track on the bridge is difficult to set up due to insufficient space, and significantly improves construction efficiency.

[0038] The tensioning end anchor plates and the fixed end anchor plates are arranged according to the relative positions of the prestressed tendons of the ballastless track slab, with a height of 1300-1500 mm, a width of 200-300 mm, and a thickness of 55 mm. The tensioning end anchor plates and the fixed end anchor plates located above the box girder web 99 are arranged obliquely outward and supported on the box girder by the oblique anchor plate supports 6.

[0039] The beneficial effects of this technical solution include: the tensioning and fixed-end anchor plates are smaller than traditional prestressed pedestals, making them easier to install and remove during construction. The 55 mm thick steel anchor plates can be more easily inserted into the box girder joints while meeting the load-bearing requirements, facilitating construction.

[0040] like Figure 7-8As shown, the prestressed construction assembly also includes an adjustable and retractable box girder internal tensioning bracket 7. An adjustable and retractable box girder internal tensioning bracket 7 is provided under each box girder beam seam 95. The adjustable and retractable box girder internal tensioning bracket 7 is installed above the box girder bottom plate 91. The tensioning end anchor plate 3 and the fixed end anchor plate 4 are placed on the top of the adjustable and retractable box girder internal tensioning bracket 7. The adjustable and retractable box girder internal tensioning bracket 7 includes an extendable working plate 71, four main rods 72, two cross rods 73, two auxiliary rods 74, four adjustment buckles 75, and four oblique reinforcement rods 77; the four main rods 72 are arranged vertically and are in the shape of a rectangular block; the main rod 72 includes a sleeve and a connecting rod, and a row of at least six adjustment holes 76 are provided along the length direction of the sleeve. A limit hole is provided on the connecting rod, and the sleeve can be telescopically slidably mounted on the outside of the connecting rod. The adjustment buckle 75 passes through the adjustment hole on the sleeve and is snapped into the limit hole to lock the position of the sleeve and the connecting rod. The extendable work plate 71 is mounted atop four sleeves, with the bottom of the connecting rod positioned above the box girder bottom plate 91. A crossbar 73 runs the length of the adjustable and retractable box girder internal tensioning support 7, with both ends connected to the sleeves. Auxiliary rods 74 run the width of the adjustable and retractable box girder internal tensioning support 7, with both ends connected to the sleeves. The two auxiliary rods 74 and two crossbars 73 form a rectangle. The lower ends of the diagonal reinforcement rods 77 are connected to the sleeves, while the upper ends of the diagonal reinforcement rods 77 are connected to the extendable work plate 71. The structure and operating principle of the extendable work plate 71 are similar to those of the main rods 72. The extendable work plate has a width of 300-400 mm and an adjustable length range of 4-6 m. Fasteners connect the crossbars, auxiliary rods, and diagonal reinforcement rods to the sleeves, facilitating assembly and disassembly within the confined space of the box girder. It is also adaptable to various box girder cross sections and can be reused.

[0041] The prestressed construction components also include L-shaped rubber pads 5, which are placed between the box girder top plate 93 and the tensioning end anchor plates 3, and between the box girder top plate 93 and the fixed end anchor plates 4. The L-shaped rubber pads 5 have a web height of 600-700 mm, a toe width of 100 mm, a width along the transverse direction of the bridge of 300 mm, and a thickness of 5-10 mm.

[0042] When prestressed construction components are used for prestressing box girders with more than two spans, three T-shaped spacers 8 are installed in each box girder joint 95 between adjacent box girders. Three T-shaped spacers are arranged in each box girder joint along the transverse direction, one in the middle of the box girder main beam 98 and the other on the outside of the track slab. The web height is 300-500 mm, and the web width along the longitudinal direction is consistent with the beam joint width, 100-150 mm. The width along the transverse direction is 300-500 mm. The flange width of the T-shaped spacers is 200-300 mm, the height is 100 mm, and the thickness is 300-500 mm.

[0043] The beneficial effects of adopting the above technical solution are: the rubber pads arranged between the steel anchor plates and the main beam top plate act as a buffer, significantly reducing the concentrated compressive stress on the main beam top plate caused by tensioning the prestressed tendons and preventing localized crushing of the main beam top plate; the T-shaped pads effectively prevent the main beam from tipping inward due to the jacking force, achieving unified tensioning of multiple spans and significantly improving construction efficiency. With the assistance of the T-shaped pads, unified tensioning of multiple spans was achieved, significantly improving construction efficiency.

[0044] like Figure 3-6 As shown, an oblique support corbel 31, a prestressed tendon inlet channel 32, and a first prestressed tendon steering roller 33 are provided on the top of the tensioning end anchor plate 3. The oblique support corbel 31 is provided on the first side of the top of the tensioning end anchor plate 3. The first end opening of the prestressed tendon inlet channel 32 is provided on the top of the oblique support corbel 31. After passing through the tensioning end anchor plate 3, the second end opening of the prestressed tendon inlet channel 32 is provided on the second side of the tensioning end anchor plate 3. The first prestressed tendon steering roller 33 is installed above the steering position in the prestressed tendon inlet channel 32. A reaction steel bar inlet hole 34 is provided at the bottom of the tensioning end anchor plate 3.

[0045] A prestressed tendon outlet channel 42 and a second prestressed tendon steering roller 43 are provided at the top of the fixed end anchor plate 4, a lower flange plate 44 is provided at the bottom of the fixed end anchor plate 4, and a through reaction steel bar outlet hole 45 is provided in the lower flange plate 44. The prestressed tendon outlet channel 42 is opened from top to bottom, and the prestressed tendon outlet channel 42 is turned inside the fixed end anchor plate 4, and the second prestressed tendon steering roller 43 is installed below the turning position in the prestressed tendon outlet channel 42; a grouting hole 41 is also provided at the top of the fixed end anchor plate 4, and grouting is performed through the grouting hole 41 later.

[0046] The ballastless track slab prestressed tendon 1 enters the first end of the prestressed tendon inlet channel 32 from the top of the oblique support corbel 31, and is anchored at the top of the oblique support corbel 31 by a low-retraction anchor. Then, it passes through the first prestressed tendon turning roller 33 and exits from the second end opening of the prestressed tendon inlet channel 32 on the second side of the tensioning end anchor plate 3. Then, it passes above the track slab 94 along the longitudinal bridge direction, and then enters from the first end of the prestressed tendon outlet channel 42 on the first side of the fixed end anchor plate 4. Then, it passes through the second prestressed tendon turning roller 43 and exits from the second end of the prestressed tendon outlet channel 42 on the bottom of the lower flange plate 44, and is anchored by an extrusion anchor.

[0047] The tensioning reaction steel bar 2 passes through the reaction steel bar inlet hole 34 and then passes under the box girder top plate 93 along the longitudinal bridge direction, and then passes out from the reaction steel bar outlet hole 45, and is anchored by a low-retraction anchor on the first side of the tensioning end anchor plate 3, and is anchored by an extrusion anchor at the reaction steel bar outlet hole 45 of the lower flange plate 44.

[0048] The angle between the inclined support bracket and the horizontal direction is 45°, the width is 100 mm, and the length is 2~300 mm; the diameter of the prestressed tendon inlet channel is 20~30 mm, and the steering angle at the steering position is 30°-60°; the prestressed tendon steering rollers are welded horizontally from high to low below the steering position of the prestressed tendon inlet channel; the diameter of the reaction steel bar inlet hole is 20~30 mm.

[0049] The prestressed tendon outlet channel runs through the top to the bottom of the fixed end anchor plate, the channel diameter is 20~30 mm, and the turning position is inclined at 90°; multiple prestressed tendon turning rollers are welded and arranged horizontally from high to low below the turning point of the prestressed tendon outlet channel; the flange width of the lower flange plate is 200~300 mm, and reaction steel bar outlet holes and prestressed tendon outlet channels are distributed longitudinally and vertically inside, with a diameter of 20~30 mm.

[0050] The beneficial effects of adopting the above technical solution are as follows: the inclined support bracket provides sufficient space for the tensioning and anchoring of prestressed tendons, so that the anchor plate at the tensioning end is evenly stressed, solving the problem of insufficient space for prestressing and difficulty in placing jacks in the pre-tensioning method of ballastless track slabs on bridges. Through the reasonable design of the turning position of the prestressed tendon channel, the tensioning direction of the steel strand can be slowly changed in conjunction with the prestressed tendon steering roller, achieving stable and effective steering and tensioning of prestressed tendons in narrow spaces. When tensioning the prestressed tendons of the ballastless track slab, the fixed-end prestressed tendons are fixed below the main beam top plate along the prestressed tendon outlet channel, rationally utilizing the internal space of the box beam to anchor the prestressed tendons, and making the prestressed tendons better cooperate with the reaction steel bars, steel anchor plates and main beam top plate to form a self-balancing force system. The prestressed tendon steering roller is welded below the turning position of the prestressed tendon outlet channel to facilitate the steering construction of prestressed tendons in narrow spaces. The lower flange plate can significantly increase the stress-bearing area at the bottom of the fixed-end anchor plate, increase the distance between the prestressed tendons and the reaction reinforcement anchorage area, and avoid stress concentration at the bottom of the fixed-end anchor plate.

[0051] In addition, the specific structure of the box girder is also shown in this application. In addition to the above-mentioned components, the box girder also includes a base plate 92 and a template 96.

[0052] A construction method for a prestressed construction device for a ballastless track slab on a bridge comprises the following steps:

[0053] S1, the tensioning end anchor plate, the fixed end anchor plate, the L-shaped rubber pad, and the T-shaped pad are all precisely prefabricated according to the drawings. At the same time, the first prestressed tendon steering roller 33 and the second prestressed tendon steering roller 43 are embedded in the corresponding slot positions of the tensioning end anchor plate 3 and the fixed end anchor plate 4 after thermal expansion;

[0054] S2. Arrange the delivery of construction equipment and materials, conduct acceptance and re-inspection of all components of the prestressed construction device for the ballastless track slab on the bridge, and install the tensioning bracket 7, tensioning end anchor plate 3, fixed end anchor plate 4, L-shaped rubber pad 5, and T-shaped pad 8 in place for the adjustable shrinkage box girder;

[0055] S3. The ballastless track slab prestressed tendon 1 is positioned with the aid of the sleeper 97, and its ends are respectively inserted into the prestressed tendon inlet duct 32 of the tensioning end anchor plate 3 and the prestressed tendon outlet duct 42 of the fixed end anchor plate 4. The tensioning end of the fixed end ballastless track slab prestressed tendon 1 is anchored to the top of the tensioning end anchor plate 3 using a low-retraction anchor, and the fixed end is anchored to the bottom of the fixed end anchor plate 4 using an extrusion anchor. The ends of the tensioning reaction steel bar 2 are respectively anchored to the bottom of the tensioning end anchor plate 3 and the fixed end anchor plate 4.

[0056] S4. Tension the ballastless track slab prestressed tendons 1 each, pour the track slab 94 concrete, and after pouring, use film covering to keep it warm and perform watering and curing. After the concrete strength reaches the design strength, cut off the excess prestressed tendons, remove the excess equipment, and complete the construction.

[0057] The above is only a preferred embodiment of the present invention. It should be pointed out that for ordinary technicians in this technical field, several improvements and modifications can be made without departing from the technical principles of the present invention. These improvements and modifications should also be regarded as within the scope of protection of the present invention.

Claims

1. A prestressed construction device for ballastless track slabs on bridges, characterized in that: The invention comprises at least one set of prestressed construction components, wherein the prestressed construction components include: Tension end anchor plate (3); The fixed end anchor plate (4); the tension end anchor plate (3) and the fixed end anchor plate (4) are respectively placed in two box girder joints (95) arranged along the longitudinal direction of the bridge; Ballastless track slab prestressed tendons (1); the ballastless track slab prestressed tendons (1) are connected from the top to the tensioning end anchor plate (3) and the fixed end anchor plate (4); Tensioning reaction steel bars (2); the tensioning reaction steel bars (2) are connected from the bottom to the tensioning end anchor plate (3) and the fixed end anchor plate (4).

2. The prestressed construction device for ballastless track slab on a bridge according to claim 1, characterized in that: The prestressed construction assembly further comprises an adjustable shrinkage box girder inner tensioning bracket (7), wherein an adjustable shrinkage box girder inner tensioning bracket (7) is provided below each box girder beam seam (95), the adjustable shrinkage box girder inner tensioning bracket (7) is installed above the box girder bottom plate (91), and the bottoms of the tensioning end anchor plate (3) and the fixed end anchor plate (4) are placed on the top of the adjustable shrinkage box girder inner tensioning bracket (7).

3. The prestressed construction device for ballastless track slab on a bridge according to claim 1, characterized in that: The prestressed construction assembly further comprises an L-shaped rubber pad (5), which is placed between the box beam top plate (93) and the tensioning end anchor plate (3), and between the box beam top plate (93) and the fixed end anchor plate (4).

4. The prestressed construction device for ballastless track slab on a bridge according to claim 1, characterized in that: When the prestressed construction assembly is used for prestressed construction of box girders with more than two spans, three T-shaped pads (8) are provided in each box girder joint (95) between adjacent box girders.

5. The prestressed construction device for ballastless track slab on a bridge according to claim 1, characterized in that: Two sets of prestressed construction components are provided on both sides of each sleeper (97).

6. The prestressed construction device for ballastless track slab on a bridge according to claim 1, characterized in that: The top of the tensioning end anchor plate (3) is provided with an inclined support bracket (31), a prestressed tendon inlet channel (32), and a first prestressed tendon steering roller (33); the inclined support bracket (31) is provided on the first side of the top of the tensioning end anchor plate (3); the first end opening of the prestressed tendon inlet channel (32) is provided on the top of the inclined support bracket (31); after passing through the tensioning end anchor plate (3), the second end opening of the prestressed tendon inlet channel (32) is provided on the second side of the tensioning end anchor plate (3); the first prestressed tendon steering roller (33) is installed above the steering position in the prestressed tendon inlet channel (32); and the bottom of the tensioning end anchor plate (3) is provided with a reaction steel bar inlet hole (34); The top of the fixed end anchor plate (4) is provided with a prestressed tendon outlet channel (42) and a second prestressed tendon steering roller (43); the bottom of the fixed end anchor plate (4) is provided with a lower flange plate (44); a reaction reinforcement outlet hole (45) is provided in the lower flange plate (44); the prestressed tendon outlet channel (42) is opened from the top to the bottom, and the prestressed tendon outlet channel (42) is arranged to be turned inside the fixed end anchor plate (4); the second prestressed tendon steering roller (43) is installed below the turning position in the prestressed tendon outlet channel (42); The ballastless track slab prestressed tendon (1) enters the first end of the prestressed tendon inlet channel (32) from the top of the inclined support bracket (31), and is anchored at the top of the inclined support bracket (31) by a low retraction anchor, then passes through the first prestressed tendon turning roller (33) and then passes out from the second end opening of the prestressed tendon inlet channel (32) on the second side of the tensioning end anchor plate (3), then passes above the track slab (94) along the longitudinal bridge direction, and then enters from the first end of the prestressed tendon outlet channel (42) on the first side of the fixed end anchor plate (4), then passes through the second prestressed tendon turning roller (43) and then passes out from the second end of the prestressed tendon outlet channel (42) at the bottom of the lower flange plate (44), and is anchored by an extrusion anchor; The tensioning reaction steel bar (2) passes through the reaction steel bar inlet hole (34) and then passes under the box girder top plate (93) along the longitudinal bridge direction, and then passes out from the reaction steel bar outlet hole (45) and is anchored by a low retraction anchor on the first side of the tensioning end anchor plate (3) and anchored by an extrusion anchor at the reaction steel bar outlet hole (45) of the lower flange plate (44).

7. The prestressed construction device for ballastless track slab on a bridge according to claim 6, characterized in that: The angle between the oblique support bracket (31) and the horizontal direction is 45°.

8. The prestressed construction device for ballastless track slab on a bridge according to claim 6, characterized in that: The turning angle of the turning position in the prestressed tendon inlet duct (32) is 30°-60°; the turning angle of the turning position in the prestressed tendon outlet duct (42) is 90°.

9. The prestressed construction device for ballastless track slab on a bridge according to claim 1, characterized in that: The adjustable retractable box girder inner tensioning bracket (7) includes an extendable working plate (71), four main rods (72), two cross rods (73), two auxiliary rods (74), four adjustment buckles (75), and four oblique reinforcing rods (77); the four main rods (72) are arranged vertically and are surrounded by a rectangular shape; the main rod (72) includes a sleeve and a connecting rod, and a row of multiple adjustment holes (76) are provided along the length direction of the sleeve. A limit hole is provided on the connecting rod, and the sleeve can be telescopically slidably sleeved on the outside of the connecting rod. The adjustment buckle (75) passes through the adjustment hole on the sleeve and is clamped into the limit hole for locking the position of the sleeve and the connecting rod. The extended working plate (71) is installed on the top of the four sleeves, and the bottom of the connecting rod is placed above the box beam bottom plate (91); the cross bar (73) is arranged along the length direction of the tensioning bracket (7) in the adjustable shrinkage box beam, and both ends of the cross bar (73) are connected to the sleeves; the auxiliary rod (74) is arranged along the width direction of the tensioning bracket (7) in the adjustable shrinkage box beam, and both ends of the auxiliary rod (74) are connected to the sleeves; the two auxiliary rods (74) and the two cross bars (73) form a rectangle; the lower end of the oblique reinforcement rod (77) is connected to the sleeve, and the upper end of the oblique reinforcement rod (77) is connected to the extended working plate (71).

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