Composite structural bridge deck plate

Abstract

This application discloses a composite structure bridge roadway slab. The extension direction of the base plate is consistent with the extension direction of the bridge. Multiple prefabricated installation plates are disposed on the base plate. Multiple truss units are fixedly disposed on one side of the corresponding prefabricated installation plates. Multiple stiffening units are disposed on the outside of the corresponding truss units and are staggeredly welded to the corresponding truss units. A first pouring layer is disposed at the connection between the multiple truss units and the corresponding prefabricated installation plates. A second pouring layer is disposed on one side of the first pouring layer and is connected to the first pouring layer to form an integral structure. This application improves the strength and durability of the weld joint at the connection between the truss units and the stiffening units through staggered welding. The first pouring layer, disposed at the connection between the truss units and the prefabricated installation plates, serves to fill and fix the structure. The second pouring layer is connected to the first pouring layer by a two-stage pouring method, simplifying the construction process of the roadway slab and avoiding errors that may occur during the single pouring of the roadway slab.

Description

Technical Field

[0001] This application relates to the field of roadway slab technology, and more particularly to a composite structure bridge roadway slab. Background Technology

[0002] Precast UHPC slabs and precast steel trusses serve as the basic assembly components for bridge deck construction. After all the precast assembly components are hoisted and installed, ordinary C50 reinforced concrete is poured on top of them. Combined with shear studs embedded in the top surface of the main beam and longitudinal and transverse steel bars, a composite roadway slab is finally formed and connected to the steel main beam to form an integrated whole, jointly participating in the overall load-bearing capacity of the bridge deck.

[0003] In existing technologies, the roadway slabs of traditional steel-concrete composite beam bridges are generally constructed using either cast-in-place or precast concrete slabs.

[0004] When a bottom formwork needs to be erected for a cast-in-place construction surface, the dismantling and assembly of the bottom slab becomes quite troublesome, especially when the bridge is high. In addition, due to the heavy weight of the precast concrete slab, bottom formwork also needs to be erected at the longitudinal and transverse wet joints, and the connection process of the longitudinal and transverse reinforcement is quite complex.

[0005] The prefabrication of steel trusses in the erection of precast concrete slabs involves a large amount of steel bar welding work, resulting in low mechanization and increased labor costs. Even though the steel trusses used in precast floor slabs for civil and industrial buildings have relatively mature mechanized processing systems, the strict limitations on steel bar and truss dimensions mean that direct use cannot meet the load-bearing requirements of bridge driveway slabs. Utility Model Content

[0006] This application provides a composite structure bridge roadway slab, which aims to meet the stress requirements of bridge roadway slabs while simplifying the construction process.

[0007] To achieve the above objectives, this application provides the following technical solutions:

[0008] A composite structure bridge roadway slab includes a base slab, multiple prefabricated installation slabs, multiple truss units, multiple stiffening units, a first pouring layer, and a second pouring layer.

[0009] The base plate is placed horizontally, and the extension direction of the base plate is consistent with the extension direction of the bridge;

[0010] Multiple prefabricated mounting plates are spaced apart on the base plate;

[0011] Multiple truss units are fixedly mounted on the side of the corresponding prefabricated mounting plate away from the base plate;

[0012] Multiple stiffening units are mounted on the outside of the corresponding truss unit and are welded to the circumferential surface of the corresponding truss unit in a staggered manner;

[0013] The first pouring layer is provided at the connection between the plurality of truss units and the corresponding prefabricated installation plate;

[0014] The second pouring layer is located on the side of the first pouring layer away from the base plate, and is connected to the concrete structure of the first pouring layer to form an integral structure.

[0015] Furthermore, multiple truss units include two lower chords, an upper chord, and multiple web member groups;

[0016] The two lower chord members are horizontally spaced on the two inner sides of the corresponding precast installation slab along the extension direction of the bridge, and the length direction of the two lower chord members is consistent with the length direction of the precast installation slab.

[0017] The upper chord is spaced between the two lower chords and is located above the midpoint of the distance between the two lower chords;

[0018] Multiple web member groups are continuously arranged between the upper chord and the two lower chords along the length of the lower chord; wherein the web member group includes two first web members and two second web members;

[0019] The ends of the two first web members that are close to the precast mounting plate are separated from each other along the axial length of the lower chord and are fixedly connected to the side of the corresponding lower chord that is away from the precast mounting plate. The ends of the two first web members that are away from the precast mounting plate abut each other along the axial length of the upper chord and are fixedly connected to the side of the upper chord that is close to the precast mounting plate.

[0020] The ends of the two second web members near the precast mounting plate are separated from each other along the axial length of the lower chord and are fixedly connected to the side of the other corresponding lower chord that is away from the precast mounting plate. The ends of the two second web members away from the precast mounting plate abut each other along the axial length of the upper chord and are fixedly connected to the side of the upper chord that is near the precast mounting plate.

[0021] The ends of the two first web members away from the precast mounting plate are fixedly connected to the ends of the two second web members away from the precast mounting plate, forming a conical structure;

[0022] The peripheral surfaces of the multiple stiffening units are all welded to the peripheral surfaces of the corresponding lower chord, upper chord, first web member, and second web member in a staggered manner.

[0023] Furthermore, the stiffening unit includes an upper stiffening rod, two lower stiffening rods, a first stiffening rod, a second stiffening rod, and two third stiffening rods;

[0024] The upper stiffening rod is fixedly installed at the end of the upper chord rod away from the prefabricated mounting plate;

[0025] The two lower stiffening rods are fixedly installed at the end of the corresponding lower chord that is away from the prefabricated mounting plate;

[0026] The first stiffening rod, which has an overall inverted V-shaped structure, is continuously arranged along the length of one of the lower stiffening rods. Its peak is fixedly connected to the end of the upper stiffening rod near the upper chord, and its valley is fixedly connected to the end of the corresponding lower stiffening rod away from the lower chord, and is located on the periphery of the first web rod.

[0027] The second stiffening rod, which has the same structure as the first stiffening rod, is continuously arranged along the length of the other lower stiffening rod. Its peak is fixedly connected to the connection between the first stiffening rod and the upper stiffening rod, and its valley bottom is fixedly connected to the end of the corresponding lower stiffening rod away from the lower chord, and is located on the periphery of the second web rod.

[0028] Two third stiffening rods are disposed between the upper stiffening rod and the two lower stiffening rods. One end of one third stiffening rod is fixedly connected to the connection between the upper stiffening rod and the first stiffening rod, and the other end is fixedly connected to the lower stiffening rod on the side away from the first stiffening rod. One end of the other third stiffening rod is fixedly connected to the connection between the upper stiffening rod and the first stiffening rod, and the other end is fixedly connected to the lower stiffening rod on the side away from the second stiffening rod.

[0029] Furthermore, the diameter of the upper stiffening rod is larger than the diameter of the upper chord rod.

[0030] Furthermore, the height of the concrete structure inside the first pouring layer is greater than the thickness of the precast installation plate, but less than the height of the truss unit.

[0031] Furthermore, the second pouring layer contains multiple first reinforcing bars and multiple second reinforcing bars;

[0032] Multiple first steel bars are disposed at the end of the corresponding upper stiffening rod away from the upper chord, and the axial length direction of the first steel bars is consistent with the radial direction of the upper stiffening rod;

[0033] Multiple second reinforcing bars are disposed at the end of the corresponding first reinforcing bar away from the upper stiffening rod, and the axial length direction of the second reinforcing bars is perpendicular to or at an angle to the axial length direction of the first reinforcing bar.

[0034] One or more technical solutions provided in the embodiments of this utility model have at least the following technical effects:

[0035] In this application, the horizontally placed base plate provides stable foundation support for the entire driveway slab. The truss units are fixedly installed on the side of the precast slab away from the base plate, enhancing the load-bearing capacity and stability of the entire structure. Staggered welding improves the strength and durability of the weld joints at the connection between the truss units and the stiffening units. The first pouring layer is located at the connection between the truss units and the precast slab, serving a filling and fixing function. The second pouring layer is connected to the first pouring layer using a two-stage pouring method, simplifying the construction process of the driveway slab and avoiding errors that may occur during a single pouring of the driveway slab. Attached Figure Description

[0036] To more clearly illustrate the technical solutions in the embodiments of this utility model or the prior art, the drawings used in the description of the embodiments of this utility model or the prior art will be briefly introduced below. Obviously, the drawings described below are some embodiments of this utility model. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0037] Figure 1 This is a structural schematic diagram of a single truss unit and its corresponding stiffening unit provided in an embodiment of this application;

[0038] Figure 2 A structural schematic diagram of a single truss unit and its corresponding stiffening unit in an assembly state provided in an embodiment of this application;

[0039] Figure 3 This is a structural schematic diagram of the first cast-in-place layer and multiple truss units and stiffening units in the assembled state provided in an embodiment of this application.

[0040] Figure 4 A structural schematic diagram of the first reinforcing bar, the second reinforcing bar, the first cast-in-place layer, and the truss unit provided in the embodiments of this application;

[0041] Figure 5 This is a structural diagram showing the assembly of the second casting layer with the first casting layer and the truss unit, as provided in the embodiments of this application.

[0042] Icons: 1-Base plate; 2-Precast installation plate; 10-Lower chord; 11-Upper chord; 12-First web member; 13-Second web member; 20-Upper stiffener; 21-Lower stiffener; 22-First stiffener; 23-Second stiffener; 24-Third stiffener; 30-First cast-in-place layer; 40-Second cast-in-place layer; 41-First reinforcing bar; 42-Second reinforcing bar. Detailed Implementation

[0043] The technical solutions of the present utility model will be clearly and completely described below with reference to the accompanying drawings of the embodiments. Obviously, the described embodiments are only some, not all, of the embodiments of the present utility model. Based on the embodiments of the present utility model, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present utility model.

[0044] In the description of the embodiments of this utility model, it should be noted that the terms "center," "upper," "lower," "left," "right," "vertical," "horizontal," "inner," and "outer," etc., indicating the orientation or positional relationship, are based on the orientation or positional relationship shown in the accompanying drawings and are only for the convenience of describing the embodiments of this utility model and simplifying the description. They do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation, and therefore should not be construed as a limitation of this utility model. The terms "first," "second," and "third" are used for descriptive purposes only and should not be construed as indicating or implying relative importance. In addition, the terms "installed," "connected," and "linked" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; they can refer to the internal connection of two components. For those skilled in the art, the specific meaning of the above terms in the embodiments of this utility model can be understood according to the specific circumstances.

[0045] like Figures 1-5 As shown, a composite structure bridge roadway slab includes a base plate 1, multiple precast installation plates 2, multiple truss units, multiple stiffening units, a first pouring layer 30, and a second pouring layer 40. The base plate 1 is placed horizontally, and the extension direction of the base plate 1 is consistent with the extension direction of the bridge. The multiple precast installation plates 2 are spaced apart on the base plate 1. The multiple truss units are fixedly installed on the side of the corresponding precast installation plate 2 away from the base plate 1. The multiple stiffening units cover the outside of the corresponding truss units and are welded to the periphery of the corresponding truss units in a staggered manner. The first pouring layer 30 is disposed at the connection between the multiple truss units and the corresponding precast installation plates 2. The second pouring layer 40 is disposed on the side of the first pouring layer 30 away from the base plate 1 and is connected to the concrete structure of the first pouring layer 30 to form an integral structure.

[0046] In the above scheme, the base plate 1 is placed horizontally, and its extension direction is consistent with the extension direction of the bridge, providing a stable foundation support for the entire roadway slab. Precast installation plates 2 are spaced apart on the base plate 1, and can be set according to actual bridge construction needs, simplifying the construction process and ensuring the quality and consistency of components. Truss units are fixedly installed on the side of the precast installation plates 2 away from the base plate 1, enhancing the load-bearing capacity and stability of the entire structure. Staggered welding improves the strength and durability of the welded joints at the connection between the truss units and stiffening units. The first pouring layer 30 is set at the connection between the truss units and the precast installation plates 2, serving a filling and fixing function. The second pouring layer 40 is set on the side of the first pouring layer 30 away from the base plate 1 and connects with the concrete structure of the first pouring layer 30, forming an integrated structure, improving the integrity and rigidity of the entire roadway slab. Furthermore, the two-stage pouring method simplifies the construction process of the roadway slab and avoids errors that may occur during single-stage pouring.

[0047] Multiple truss units include two lower chords 10, an upper chord 11, and multiple web member groups. The two lower chords 10 are horizontally spaced on both inner sides of the corresponding precast mounting plate 2 along the bridge's extension direction, and the length direction of the two lower chords 10 is consistent with the length direction of the precast mounting plate 2. The upper chords 11 are spaced between the two lower chords 10 and located above the midpoint of the distance between the two lower chords 10. Multiple web member groups are continuously arranged between the upper chords 11 and the two lower chords 10 along the length direction of the lower chords 10. Each web member group includes two first web members 12 and two second web members 13. The ends of the two first web members 12 closest to the precast mounting plate 2 are spaced apart along the axial length direction of the lower chords 10 and fixedly connected to the side of the corresponding lower chord 10 away from the precast mounting plate 2. One end of each of the two stiffening units abuts against each other along the axial length of the upper chord 11 and is fixedly connected to the side of the upper chord 11 near the precast mounting plate 2; the ends of the two second web members 13 near the precast mounting plate 2 are separated from each other along the axial length of the lower chord 10 and are fixedly connected to the side of the other corresponding lower chord 10 away from the precast mounting plate 2; the ends of the two second web members 13 away from the precast mounting plate 2 abut against each other along the axial length of the upper chord 11 and are fixedly connected to the side of the upper chord 11 near the precast mounting plate 2; the ends of the two first web members 12 away from the precast mounting plate 2 are fixedly connected to the ends of the two second web members 13 away from the precast mounting plate 2, forming a conical structure; the circumferential surfaces of the multiple stiffening units are all welded to the circumferential surfaces of the corresponding lower chord 10, upper chord 11, first web members 12, and second web members 13 in a staggered manner.

[0048] In the above scheme, the truss unit consists of two lower chords 10, one upper chord 11, and multiple web member groups. The lower chords 10 are horizontally spaced on both inner sides of the precast mounting plate 2, sharing the load with the precast mounting plate 2. The upper chord 11 is located above the midpoint of the two lower chords 10 and is connected to the lower chords 10 via web member groups, forming a stable triangular support structure. The web member groups include two first web members 12 and two second web members 13, which are respectively connected between the corresponding lower chords 10 and upper chords 11. The first web members 12 and second web members 13 are spaced apart at their ends near the precast mounting plate 2, while abutting each other and connecting to the upper chord 11 at their ends away from the precast mounting plate 2. This not only enhances the stability of the truss unit but also helps to distribute the load. The ends of the two first web members 12 away from the precast mounting plate 2 are fixedly connected to the ends of the two second web members 13 away from the precast mounting plate 2, forming a conical structure. This not only improves the load-bearing capacity of the truss unit but also helps resist deformation caused by external loads, enhancing the overall stiffness of the structure. The stiffening unit is installed on the outside of the truss unit and is welded to the circumferential surfaces of the various components of the truss unit (lower chord 10, upper chord 11, first web member 12, and second web member 13) in a staggered manner. This not only improves the stability of the truss unit but also enhances the load-bearing capacity of the entire driveway slab.

[0049] The stiffening unit includes an upper stiffening rod 20, two lower stiffening rods 21, a first stiffening rod 22, a second stiffening rod 23, and two third stiffening rods 24. The upper stiffening rod 20 is fixedly disposed at the end of the upper chord rod 11 away from the prefabricated mounting plate 2. The two lower stiffening rods 21 are fixedly disposed at the ends of the corresponding lower chord rods 10 away from the prefabricated mounting plate 2. The first stiffening rod 22, which has an overall inverted V-shaped structure, is continuously disposed along the length of one of the lower stiffening rods 21. Its peak is fixedly connected to the end of the upper stiffening rod 20 near the upper chord rod 11, and its valley is fixedly connected to the end of the corresponding lower stiffening rod 21 away from the lower chord rod 10, and is located on the periphery of the first web rod 12. The second stiffening rod 23, which has the same structure as the first stiffening rod 22, is disposed along the other lower stiffening rod 24. The first stiffening rod 20 is continuously arranged along its length, with its peak fixedly connected to the connection point between the first stiffening rod 22 and the upper stiffening rod 20, and its trough fixedly connected to the end of the corresponding lower stiffening rod 21 away from the lower chord 10, and located on the periphery of the second web rod 13; two third stiffening rods 24 are arranged between the upper stiffening rod 20 and the two lower stiffening rods 21, with one end of the third stiffening rod 24 fixedly connected to the connection point between the upper stiffening rod 20 and the first stiffening rod 22, and its other end fixedly connected to the lower stiffening rod 21 on the side away from the first stiffening rod 22, and one end of the other third stiffening rod 24 fixedly connected to the connection point between the upper stiffening rod 20 and the first stiffening rod 22, and its other end fixedly connected to the lower stiffening rod 21 on the side away from the second stiffening rod 23.

[0050] In the above scheme, the upper stiffening rod 20 is fixedly installed at the end of the upper chord 11 away from the precast mounting plate 2, serving as the top support of the entire stiffening unit and effectively transferring the upper load to the entire structural system. Two lower stiffening rods 21 are respectively fixedly installed at the ends of the two lower chords 10 away from the precast mounting plate 2, corresponding to the upper stiffening rod 20, forming the bottom support of the structure. The first stiffening rod 22 and the second stiffening rod 23 both have an inverted V-shaped structure, with their peaks connected to the upper stiffening rod 20 and their valleys connected to the corresponding lower stiffening rods 21, forming an oblique support from top to bottom. This effectively converts the horizontal load into a vertical supporting force, which is then transferred to the precast mounting plate 2 and ultimately to the bridge body via the lower stiffening rods 21. Two third stiffening rods 24 are installed between the upper stiffening rod 20 and the two lower stiffening rods 21, forming additional lateral support. One end of each stiffener is connected to the connection point between the upper stiffener 20 and the first stiffener 22 (or the second stiffener 23), and the other end is connected to the lower stiffener 21 away from this connection point. Two third stiffeners 24 are arranged intersecting along the radial direction of the lower stiffener 21, forming a stable triangular support structure. This allows the stiffening unit to better distribute and resist external loads.

[0051] To ensure that the upper stiffening rod 20 can provide a larger cross-sectional area and load-bearing capacity, the diameter of the upper stiffening rod 20 is larger than the diameter of the upper chord rod 11. This arrangement not only meets the requirements for the first stiffening rod 22, the second stiffening rod 23, and the two third stiffening rods 24, but also ensures the connection strength between the upper stiffening rod 20 and the first stiffening rod 22, the second stiffening rod 23, and the two third stiffening rods 24.

[0052] The height of the concrete structure inside the first pouring layer 30 is greater than the thickness of the precast installation plate 2, but less than the height of the truss unit.

[0053] In the above scheme, the concrete structure inside the first pouring layer 30 fills the space between the precast installation slab 2 and the truss unit, which not only enhances the connection between the precast installation slab 2 and the truss unit, but also enhances the continuity and integrity of the structure. By designing the height of the first pouring layer 30 to be greater than the thickness of the precast installation slab 2, it can be ensured that the load can be transferred more effectively from the precast installation slab 2 to the concrete structure, and then distributed to the entire structural system through the truss unit, optimizing the load transfer path and improving the load-bearing capacity of the structure.

[0054] The second pouring layer 40 is provided with multiple first reinforcing bars 41 and multiple second reinforcing bars 42; the multiple first reinforcing bars 41 are provided at the end of the corresponding upper stiffening bar 20 away from the upper chord bar 11, and the axial length direction of the first reinforcing bars 41 is consistent with the radial direction of the upper stiffening bar 20; the multiple second reinforcing bars 42 are provided at the end of the corresponding first reinforcing bar 41 away from the upper stiffening bar 20, and the axial length direction of the second reinforcing bars 42 is perpendicular to or at an angle to the axial length direction of the first reinforcing bars 41.

[0055] In the above scheme, the first reinforcing bar 41 is located at the end of the upper stiffener 20 away from the upper chord 11 and is aligned with the axial length of the upper stiffener 20. This helps to more effectively transfer the upper load to the truss structure. Simultaneously, the placement of the second reinforcing bar 42 further enhances the load-bearing capacity of the first reinforcing bar 41 and the upper stiffener 20. Since the second reinforcing bar 42 is angled to the first reinforcing bar 41, it forms a diagonal support, which helps resist shear force and torque. The formation of the reinforcing bar network helps to disperse and resist tensile stress in the concrete, thereby improving the structure's crack resistance. The arrangement of the reinforcing bars facilitates binding and pouring operations for construction personnel. The alignment of the first reinforcing bar 41 with the axial length of the upper stiffener 20 makes binding work simpler and faster. The reinforcing bar network connects the entire truss structure into a whole, enhancing the structure's integrity and stability. This helps the structure work together better under external forces, jointly resisting deformation and failure.

[0056] The various embodiments in this specification are described in a progressive manner. For the same or similar parts between the various embodiments, please refer to each other. Each embodiment focuses on describing the differences from other embodiments.

[0057] The above embodiments are only used to illustrate the technical solutions of this application, and are not intended to limit this application. Although this application has been described in detail with reference to the foregoing embodiments, those skilled in the art should understand that modifications can still be made to the technical solutions described in the foregoing embodiments, or equivalent substitutions can be made to some or all of the technical features therein. Such modifications or substitutions do not cause the essence of the corresponding technical solutions to deviate from the scope of the technical solutions of this application.

Claims

1. A composite structure bridge roadway slab, characterized in that, It includes a base plate (1), multiple prefabricated installation plates (2), multiple truss units, multiple stiffening units, a first pouring layer (30), and a second pouring layer (40); The base plate (1) is placed horizontally, and the extension direction of the base plate (1) is consistent with the extension direction of the bridge; Multiple prefabricated mounting plates (2) are spaced apart on the base plate (1); Multiple truss units are fixedly mounted on the side of the corresponding prefabricated mounting plate (2) away from the base plate (1); Multiple stiffening units are mounted on the outside of the corresponding truss unit and are welded to the circumferential surface of the corresponding truss unit in a staggered manner; The first pouring layer (30) is provided at the connection between the plurality of truss units and the corresponding prefabricated installation plate (2); The second pouring layer (40) is located on the side of the first pouring layer (30) away from the base plate (1) and is connected to the concrete structure of the first pouring layer (30) to form an integral structure.

2. The composite structure bridge roadway slab according to claim 1, characterized in that, Multiple truss units include two lower chords (10), an upper chord (11), and multiple web members; The two lower chord members (10) are horizontally spaced on the two inner sides of the corresponding prefabricated mounting plate (2) along the extension direction of the bridge, and the length direction of the two lower chord members (10) is consistent with the length direction of the prefabricated mounting plate (2). The upper chord (11) is spaced between the two lower chords (10) and is located above the midpoint of the distance between the two lower chords (10); Multiple web member groups are continuously arranged between the upper chord (11) and the two lower chords (10) along the length direction of the lower chord (10); wherein the web member group includes two first web members (12) and two second web members (13). The two first web members (12) are located at one end near the prefabricated mounting plate (2) and are separated from each other along the axial length of the lower chord (10), and are fixedly connected to the side of the corresponding lower chord (10) away from the prefabricated mounting plate (2). The two first web members (12) are located at one end away from the prefabricated mounting plate and are abutted against each other along the axial length of the upper chord (11), and are fixedly connected to the side of the upper chord (11) near the prefabricated mounting plate (2). The two second web members (13) are located at one end near the prefabricated mounting plate (2) along the axial length of the lower chord (10) and are fixedly connected to the other corresponding lower chord (10) on the side away from the prefabricated mounting plate (2). The two second web members (13) are located at one end away from the prefabricated mounting plate (2) along the axial length of the upper chord (11) and are fixedly connected to the upper chord (11) on the side near the prefabricated mounting plate (2). The ends of the two first web members (12) away from the prefabricated mounting plate (2) are fixedly connected to the ends of the two second web members (13) away from the prefabricated mounting plate (2), forming a conical structure; The peripheral surfaces of the multiple stiffening units are all welded to the peripheral surfaces of the corresponding lower chord (10), upper chord (11), first web member (12), and second web member (13) in a staggered manner.

3. The composite structure bridge roadway slab according to claim 2, characterized in that, The stiffening unit includes an upper stiffening rod (20), two lower stiffening rods (21), a first stiffening rod (22), a second stiffening rod (23), and two third stiffening rods (24). The upper stiffening rod (20) is fixedly installed at the end of the upper chord rod (11) away from the prefabricated mounting plate (2); The two lower stiffening rods (21) are fixedly installed at the end of the corresponding lower chord rod (10) away from the prefabricated mounting plate (2); The first stiffening rod (22), which has an overall inverted V-shaped structure, is continuously arranged along the length direction of one of the lower stiffening rods (21). Its peak is fixedly connected to the end of the upper stiffening rod (20) near the upper chord rod (11), and its valley bottom is fixedly connected to the end of the corresponding lower stiffening rod (21) away from the lower chord rod (10), and is located on the periphery of the first web rod (12). The second stiffening rod (23), which has the same structure as the first stiffening rod (22), is continuously arranged along the length direction of the other lower stiffening rod (21). Its peak is fixedly connected to the connection between the first stiffening rod (22) and the upper stiffening rod (20), and its valley bottom is fixedly connected to the end of the corresponding lower stiffening rod (21) away from the lower chord rod (10), and is located on the periphery of the second web rod (13). Two third stiffening rods (24) are disposed between the upper stiffening rod (20) and the two lower stiffening rods (21). One end of one third stiffening rod (24) is fixedly connected to the connection between the upper stiffening rod (20) and the first stiffening rod (22), and the other end is fixedly connected to the lower stiffening rod (21) on the side away from the first stiffening rod (22). One end of the other third stiffening rod (24) is fixedly connected to the connection between the upper stiffening rod (20) and the first stiffening rod (22), and the other end is fixedly connected to the lower stiffening rod (21) on the side away from the second stiffening rod (23).

4. The composite structure bridge roadway slab according to claim 3, characterized in that, The diameter of the upper stiffening rod (20) is larger than the diameter of the upper chord rod (11).

5. The composite structure bridge carriageway slab according to claim 1, characterized in that, The height of the concrete structure inside the first pouring layer (30) is greater than the thickness of the precast installation plate (2) and less than the height of the truss unit.

6. The composite structure bridge roadway slab according to claim 4, characterized in that, The second pouring layer (40) is provided with multiple first steel bars (41) and multiple second steel bars (42). Multiple first steel bars (41) are disposed at the end of the corresponding upper stiffening rod (20) away from the upper chord rod (11), and the axial length direction of the first steel bar (41) is consistent with the radial direction of the upper stiffening rod (20); Multiple second reinforcing bars (42) are disposed at the end of the corresponding first reinforcing bar (41) away from the upper stiffening bar (20), and the axial length direction of the second reinforcing bars (42) is perpendicular to or at an angle to the axial length direction of the first reinforcing bar (41).

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