Fabricated bridge deck slab structure and construction method thereof

Abstract

The invention belongs to the technical field of ribbed beam bridge wet joints, and particularly discloses an assembly type bridge deck slab structure and a construction method thereof.The assembly type bridge deck slab structure comprises T-shaped beams distributed at intervals, integrally-formed diaphragm plate sets, prefabricated slabs and a filling layer; a bracket is arranged on a flange plate of the T-shaped beam, a web plate is matched with a bearing beam plate, the prefabricated plate is fixed to the bracket, a filling seam between the prefabricated plate and the flange plate is filled with the filling layer, and a pouring platform is formed by the filling layer, the prefabricated plate and the flange plate and a bridge floor layer is laid. The construction method comprises the steps that the multiple T-shaped beams are sequentially placed at intervals, then the brackets are polished, the prefabricated plates are placed on the portions, between every two adjacent flange plates, of the brackets, the filling seams are filled with the filling layers and maintained, a pouring platform is formed, and the bridge floor layer is laid on the pouring platform. Through the integrated structure and the optimized support design, the integrity and the positioning precision of the bridge are improved, the durability is enhanced, complex procedures are not needed, the construction period is greatly shortened, the cost is reduced, and the method is suitable for assembly construction of the prefabricated beam bridge.

Description

Technical Field

[0001] This invention belongs to the technical field of wet joints for ribbed bridges, and specifically relates to a prefabricated bridge deck structure and its construction method. Background Technology

[0002] A precast T-beam bridge is a type of bridge whose superstructure uses precast T-shaped beams, named for its "T"-shaped cross-section. It is a prefabricated bridge structure where the beams are prefabricated in a factory or prefabrication yard and then transported to the site for installation. The wet joints of the bridge deck in a precast T-beam bridge are cast-in-place concrete connections between the flanges of adjacent precast T-beams. Their core function is to connect the discrete individual T-beams into a unified bridge deck, transferring lateral loads and ensuring structural integrity; they are critical nodes for lateral stress in precast T-beam bridges. Their structural design and construction quality directly affect the bridge's load-bearing capacity and durability.

[0003] Current construction of precast T-beam bridges largely relies on prestressed precast assembly technology, which has significant drawbacks: the construction process is cumbersome, requiring multiple steps such as cleaning prestressed ducts, threading steel strands, tensioning, grouting, and anchor sealing; the construction of wet joints alone takes at least 14 days. It also requires specialized equipment and technical personnel, and involves expensive materials such as prestressing tendons and anchorages, resulting in high construction costs and potential quality issues such as uneven tensioning and incomplete grouting. Furthermore, existing structural designs have flaws, such as the diaphragms often being spliced ​​separately from the T-beams, resulting in insufficient connection strength and lateral stiffness; the precast slab support and positioning lacks dedicated structures, leading to concentrated stress and easy displacement; and the inadequate construction of the filling joints results in poor bonding reliability, further exacerbating the structural weakness.

[0004] These technical defects not only lead to low construction efficiency and rising costs, but also make wet joints a weak link in the long-term use of bridges. They are prone to cracks, water seepage, and steel corrosion under load and environmental conditions, which seriously affect the durability and traffic safety of bridges. Summary of the Invention

[0005] To address the aforementioned problems, the present invention aims to provide a prefabricated bridge deck structure and its construction method, thereby solving the problems of unstable wet joint support, poor overall integrity, complex construction, and insufficient durability in existing prefabricated T-beam bridges.

[0006] The technical solution of the present invention is: a prefabricated bridge deck structure, comprising multiple T-beams, multiple sets of transverse diaphragm groups, multiple prefabricated slabs, and a filling layer.

[0007] Multiple T-shaped beams are distributed in sequence at intervals. Each T-shaped beam includes a web and a flange plate fixed to the web. The flange plate and the web form a beam structure with a T-shaped cross section. Each of two adjacent flange plates has a corbel on its adjacent side, and a supporting beam plate is provided on the web plate to support the flange plate.

[0008] Multiple sets of transverse diaphragm assemblies correspond one-to-one with multiple T-beams. Each set of transverse diaphragm assemblies includes multiple transverse diaphragms sequentially arranged on the web. Multiple precast slabs are distributed one-to-one between adjacent flange plates. The bottom sides of the precast slabs are fixed to corbels, and a filler joint is formed between the precast slabs and the flange plates. The filler layer fills the filler joint and serves to connect the flange plates and the precast slabs; the filler layer, precast slabs, and flange plates form a casting platform. The bridge deck layer is laid on the casting platform.

[0009] Furthermore, the T-beam has a first steel reinforcement skeleton inside, which includes web stirrups, bridge deck ring reinforcement, U-shaped dowel bars, tie bars, and vertical frame reinforcement. The web stirrups are vertically embedded inside the web; the bridge deck ring reinforcement is fixed to the web stirrups and embedded inside the flange; the U-shaped dowel bars are horizontally embedded inside the flange, with one end of the U-shaped structure opening fixed to the web stirrup and the other end extending to the corbel; the two ends of the tie bars are fixed one-to-one to the ends of the bridge deck ring reinforcement and the U-shaped dowel bars located inside the corbel; the vertical frame reinforcement is fixed to the bridge deck ring reinforcement, with the bottom of the vertical frame reinforcement embedded inside the T-beam at the flange directly above the web, and its top protruding 3cm to 5cm above the top of the flange.

[0010] Furthermore, the angle between the tie rod and the horizontal plane is 24° to 41°.

[0011] Furthermore, the bridge deck layer has a second reinforcing steel frame inside, which includes transverse reinforcing bars and longitudinal reinforcing bars. The transverse reinforcing bars are fixed to the top of the vertical frame bars; the longitudinal reinforcing bars are fixed to the transverse reinforcing bars, forming a reinforcing mesh together with the transverse reinforcing bars, and concrete is poured on the reinforcing mesh to form the bridge deck layer.

[0012] Furthermore, the crack control load requirement of the corbel must satisfy the following formula: in, This represents the vertical force acting on the top surface of the corbel, with a longitudinal bridge width of 1m as the calculation unit; This represents the crack control factor, which is set to 0.8. The shear span of the corbel is the horizontal distance from the load application point on the top surface of the corbel to the root of the corbel. The width of the corbel is indicated by taking a longitudinal bridge width of 1m as the calculation unit. Indicates the effective height of the cow leg; This represents the standard value of the axial tensile strength of concrete.

[0013] Furthermore, the bending bearing capacity characteristic of the total cross-sectional area of ​​the U-shaped reinforcing bars and tie bars required for the corbel satisfies the following formula: ;in, This represents the sum of the cross-sectional areas of the U-shaped reinforcing bars and tie bars; This represents the ultimate load acting on the top of the corbel, with a longitudinal bridge width of 1m as the calculation unit; This indicates the design value of the tensile strength of the reinforcing steel for U-shaped dowel bars and tie bars; The shear span of the corbel is the horizontal distance from the load application point on the top surface of the corbel to the root of the corbel. This indicates the effective height of the cow leg.

[0014] Furthermore, the inclined angle characteristic of the cross-section of the corbel satisfies the following formula: ;in, This indicates the angle of the weakest inclined section of the corbel; Indicates the height of the corbel section; The shear span of the corbel is the horizontal distance from the point of application of the load on the top surface of the corbel to the root of the corbel.

[0015] Furthermore, the tensile bearing capacity characteristic of the corbel satisfies the following formula: ;in, ; Indicates the importance coefficient of the bridge structure; This represents the combined design value of the effects on the inclined section under external force, with a longitudinal bridge width of 1m as the calculation unit. This represents the cross-sectional area of ​​all the tie rods on the inclined section; This represents the effective cross-sectional area of ​​all U-shaped reinforcing bars on the inclined section.

[0016] Furthermore, the transverse length of the precast slab is 38% to 40% of the distance between the central axes of two adjacent webs.

[0017] A construction method for a prefabricated bridge deck structure includes: placing multiple T-beams at intervals and grinding the corbels; placing prefabricated slabs on the corbels between two adjacent flanges; filling the joints with a filling layer and curing them to form a casting platform; and laying the bridge deck layer on the casting platform.

[0018] Compared with the prior art, the beneficial effects of the present invention are as follows: This invention improves the overall integrity and positioning accuracy of bridges and enhances their durability through an integrated structure and optimized support design. Furthermore, it eliminates the need for complex procedures during on-site assembly, significantly shortening the construction period and reducing costs. It is suitable for the assembly and construction of precast beam bridges. By using corbels to support precast slabs on the flanges, combined with web plates supporting the beams, the problems of concentrated stress and inaccurate positioning in traditional supports are solved. This achieves stable load-bearing and precise positioning of the precast slabs, distributing loads and preventing component damage. The diaphragm assemblies and T-beams are integrally formed, eliminating weak points in the separate splicing, strengthening the transfer of lateral loads, and improving the overall stiffness and driving stability of the bridge. The precast slabs and flanges form a matching filler joint, with the filler layer tightly bonding the two, preventing interface delamination. This transforms the wet joint from a weak point into a cooperative load-bearing unit, effectively preventing water seepage and corrosion, and extending the bridge's service life. The smooth and flat pouring platform formed by these three components provides a stable foundation for the bridge deck layer, reducing bridge deck hollowness and cracking.

[0019] In addition, during on-site assembly and construction, this invention does not require complex processes such as prestressing tensioning and grouting. It only requires T-beam placement, corbel grinding, precast slab laying, infill layer curing, and bridge deck layer laying. The core processes only take 2 days, saving more than 12 days compared to traditional technologies. It also eliminates the need for expensive anchors, special equipment, and professional technicians, significantly reducing material and construction costs while balancing convenience and economy. Attached Figure Description

[0020] Figure 1 This is a partial structural diagram of the present invention; Figure 2 This is a structural diagram showing the connection between the precast slab and the T-beam of this invention; Figure 3 This is a partial cross-sectional view of the present invention; Figure 4 This is a partial front view of the first reinforcing steel frame of the present invention; Figure 5 This is a partial structural schematic diagram of the first steel reinforcement cage of the present invention; Figure 6 This is a partial structural schematic diagram of the U-shaped insert and tie rod of the present invention.

[0021] Among them, 1-T-shaped beam, 10-first steel reinforcement cage, 101-web plate stirrups, 102-bridge deck ring reinforcement, 103-U-shaped dowel bars, 104-tie bars, 105-vertical frame reinforcement, 11-web plate, 12-flange plate, 120-corbel, 13-supporting beam plate, 2-diaphragm group, 20-diaphragm, 3-precast slab, 30-filling joint, 4-filling layer, 5-bridge deck layer, 50-second steel reinforcement cage, 501-transverse bridge reinforcement, 502-longitudinal bridge reinforcement. Detailed Implementation

[0022] The following is combined Figures 1 to 6The specific embodiments of the present invention will be described in detail below. In the description of the present invention, it should be understood that the terms "center," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," and "outer," etc., indicating orientations or positional relationships, are based on the orientations or positional relationships shown in the accompanying drawings and are only for the convenience of describing the present invention and simplifying the description, and are not intended to 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 the present invention.

[0023] The terms "first" and "second" are used for descriptive purposes only and should not be construed as indicating or implying relative importance or implicitly specifying the number of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include one or more of that feature; in the description of this invention, unless otherwise stated, "a plurality of" means two or more.

[0024] Example like Figure 1 , Figure 2 , Figure 3 The prefabricated bridge deck structure shown includes multiple T-beams 1, multiple sets of transverse diaphragm groups 2, multiple precast slabs 3, and a filling layer 4. The multiple T-beams 1 are arranged at intervals, each T-beam 1 including a web 11 and flanges 12 fixed to the web 11. The flanges 12 and the web 11 form a T-shaped beam structure. Adjacent flanges 12 have corbels 120 on their adjacent sides, and the web 11 has supporting beams 13 for supporting the flanges 12. The multiple sets of transverse diaphragm groups 2 correspond one-to-one with the multiple T-beams 1, each set of transverse diaphragm groups 2 including multiple transverse diaphragms 20 arranged sequentially on the web 11. The multiple precast slabs 3 are distributed one-to-one between adjacent flanges 12, with the bottom sides of the precast slabs 3 fixed to the corbels 120, and a filling joint 30 formed between the precast slabs 3 and the flanges 12. The infill layer 4 fills the infill joint 30 and is used to connect the flange plate 12 and the precast slab 3; the infill layer 4, the precast slab 3 and the flange plate 12 form a casting platform. The bridge deck layer 5 is laid on the casting platform.

[0025] Preferred, such as Figure 3 , Figure 4 , Figure 5As shown, the T-beam 1 has a first steel reinforcement cage 10 inside. The first steel reinforcement cage 10 includes web stirrups 101, bridge deck ring reinforcement 102, U-shaped dowel bars 103, tie bars 104, and vertical frame bars 105. The web stirrups 101 are vertically embedded inside the web 11; the bridge deck ring reinforcement 102 is fixed to the web stirrups 101 and embedded inside the flange plate 12; the U-shaped dowel bars 103 are horizontally embedded inside the flange plate 12, with their U-shaped structure opening side... One end is fixed to the web stirrup 101, and the other end extends to the corbel 120; the two ends of the tie bar 104 are fixed to the ends of the bridge deck ring reinforcement 102 and the U-shaped dowel bar 103 located in the corbel 120; the vertical frame reinforcement 105 is fixed to the bridge deck ring reinforcement 102, and the bottom of the vertical frame reinforcement 105 is embedded in the flange plate 12 located directly above the web 11 inside the T-beam 1, and its top is exposed 3cm to 5cm above the top of the flange plate 12.

[0026] It should be noted that in this embodiment, one end of the U-shaped dowel bar 103 is bent at a 90° angle for 10cm, and the bent 10cm area is tied to the web stirrup 101. The two ends of the tie bar 104 are welded one-to-one to the bridge deck ring reinforcement 102 and the U-shaped dowel bar 103, and the tie bar 104, together with the bridge deck ring reinforcement 102 and the U-shaped dowel bar 103, form a partial reinforcement frame of the corbel 120.

[0027] Preferably, the thickness of the cow leg 120 is 9cm.

[0028] Preferably, the angle between the tie rod 104 and the horizontal plane is 24° to 41°.

[0029] Preferably, the bridge deck layer 5 has a second steel reinforcement frame 50 inside, which includes transverse reinforcement bars 501 and longitudinal reinforcement bars 502. The transverse reinforcement bars 501 are fixed to the top of the vertical frame reinforcement bars 105; the longitudinal reinforcement bars 502 are fixed to the transverse reinforcement bars 501, forming a steel mesh together with the transverse reinforcement bars 501, and concrete is poured on the steel mesh to form the bridge deck layer 5.

[0030] Preferably, the crack control load requirement characteristic of the 120mm corbel meets the following formula: in, This represents the vertical force acting on the top surface of the corbel 120, with a longitudinal bridge width of 1m as the calculation unit; This represents the crack control factor, which is set to 0.8. This indicates the shear span of corbel 120, which is the horizontal distance from the load application point on the top surface of corbel 120 to the root of corbel 120. The bracket width is 120mm, and the longitudinal bridge width of 1m is taken as the calculation unit. This indicates the effective height of the cow leg (120). This represents the standard value of the axial tensile strength of concrete.

[0031] Preferably, the bending bearing capacity characteristics of the total cross-sectional area of ​​the U-shaped reinforcing bars 103 and tie bars 104 required for the corbel 120 satisfy the following formula: ;in, This represents the sum of the cross-sectional areas of the U-shaped dowel bar 103 and the tie bar 104; This represents the ultimate load acting on the top of the corbel 120, with a longitudinal bridge width of 1m as the calculation unit; This indicates the design value of the tensile strength of the U-shaped dowel bar 103 and tie bar 104. This indicates the shear span of corbel 120, which is the horizontal distance from the load application point on the top surface of corbel 120 to the root of corbel 120. This indicates the effective height of the cow leg 120.

[0032] Preferred, such as Figure 6 As shown, the inclined angle characteristic of the cross section of the corbel 120 satisfies the following formula: ;in, This indicates the angle of the weakest inclined section of the 120mm corbel. This indicates the height of the 120 section of the corbel; The shear span of the corbel 120 is the horizontal distance from the load application point on the top surface of the corbel 120 to the root of the corbel 120.

[0033] Preferably, the tensile bearing capacity characteristics of the 120mm corbel satisfy the following formula: ;in, ; Indicates the importance coefficient of the bridge structure; This represents the combined design value of the effects on the inclined section under external force, with a longitudinal bridge width of 1m as the calculation unit. This represents the cross-sectional area of ​​all 104 tie rods on the inclined section; This represents the effective cross-sectional area of ​​all U-shaped reinforcing bars 103 on the inclined section.

[0034] Preferably, the transverse bridge length of the precast slab 3 is 38% to 40% of the distance between the central axes of two adjacent web plates 11. In this embodiment, the distance between the central axes of the two web plates 11 is 1.6m, the transverse bridge length of the precast slab 3 is 64cm, and the longitudinal bridge length of the precast slab 3 is 100cm.

[0035] A construction method for a prefabricated bridge deck structure includes the following steps: Multiple T-beams 1 are placed at intervals and the surfaces in contact with the concrete are ground using an angle grinder, that is, the contact area between the corbel 120 and the precast slab 3 is ground.

[0036] Then, the precast slab 3 is lifted by a crane and placed on the bracket 120 between two adjacent flange plates 12. Epoxy resin mortar is used as a grouting material to fill the joint 30 and is cured for 1 day to form the filling layer 4.

[0037] The transverse bridge reinforcement 501 is tied above the vertical frame reinforcement 105, and the longitudinal bridge reinforcement 502 is tied based on the transverse bridge reinforcement 501 to form a steel mesh. Concrete is poured and cured to form the bridge deck layer 5.

[0038] As can be seen from the above construction method, the on-site assembly construction process of the prefabricated bridge deck structure in this embodiment is simple. Specifically, the surface grinding of the 120mm corbel concrete requires 1 day, and the cooling and solidification of the epoxy resin mortar filling requires 1 day, totaling 2 days. The entire on-site construction time is short, saving more than 12 days compared to the existing prestressed fully assembled construction method. From the perspective of on-site assembly construction costs, the existing prestressed fully assembled construction method involves costs for prestressing tendons, tensioning jacks, anchorages and wedges, grouting materials, etc., especially the anchorages and wedges, which are expensive, and the tensioning process requires certain labor costs. This embodiment only involves the cost of epoxy resin, which is inexpensive. Therefore, compared to the existing prestressed fully assembled construction method, this embodiment has advantages such as simple construction process, short time, and low cost.

[0039] It should be noted that the method for prefabricating this assembly-type bridge deck structure is as follows: Inside the first template, reinforcement bars are arranged according to the Chinese standard drawings for T-beams, corresponding to the diaphragm 20, web 11, flange 12, and supporting beam 13. At the corbel 120 position, U-shaped dowel bars 103 and tie bars 104 are arranged, with tie bars 104 welded to the U-shaped dowel bars 103 and the bridge deck ring reinforcement 102 respectively. The end of the U-shaped dowel bar 103, corresponding to the open side, is bent at a 90° angle for 10cm, and the 10cm bent area is tied to the web stirrups 101. Vertical frame reinforcement bars 105 are tied using the bridge deck ring reinforcement bars 102 at the flange 12 position. Concrete is poured and cured for 28 days before use. It should be noted that the top of the vertical frame reinforcement bars 105 protrudes 4cm from the top of the flange 12 for use in tying the transverse bridge reinforcement bars 501 in the bridge deck layer 5 during subsequent construction.

[0040] Precast slab 3 is prepared in the prefabrication yard. Reinforcing bars and distribution bars are arranged inside the second template. Lifting hooks are installed at the four corners of the reinforcing bars inside the precast slab 3. Concrete is poured and cured for 28 days to obtain precast slab 3.

[0041] The specific embodiments described above further illustrate the purpose, technical solution, and beneficial effects of the present invention. It should be understood that the above descriptions are merely specific embodiments of the present invention and do not limit the present invention. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of the present invention are included within the protection scope of the present invention.

Claims

1. A prefabricated bridge deck structure, characterized in that The application relates to a prefabricated bridge deck slab structure. The application relates to a prefabricated bridge deck slab structure. The application relates to a prefabricated bridge deck slab structure. The application relates to a prefabricated bridge deck slab structure. The application relates to a prefabricated bridge deck slab structure. The application relates to a prefabricated bridge deck slab structure.

2. A precast bridge deck panel structure as defined in claim 1 wherein, The application relates to a prefabricated bridge deck slab structure. The application relates to a prefabricated bridge deck slab structure. The application relates to a prefabricated bridge deck slab structure. The application relates to a prefabricated bridge deck slab structure. The application relates to a prefabricated bridge deck slab structure. The application relates to a prefabricated bridge deck slab structure.

3. A precast bridge deck panel structure as defined in claim 2 wherein, The application relates to a prefabricated bridge deck slab structure.

4. A precast bridge deck panel structure as defined in claim 2 wherein, The application relates to a prefabricated bridge deck slab structure. The application relates to a prefabricated bridge deck slab structure. The application relates to a prefabricated bridge deck slab structure.

5. A precast bridge deck panel structure as defined in claim 2 wherein, The application relates to a prefabricated bridge deck slab structure. wherein, represents vertical force acting on the top surface of corbel, taking 1m wide in longitudinal bridge direction as calculation unit; represents crack control coefficient, taking 0.8; represents shear span of corbel, i.e. horizontal distance from load action point on the top surface of corbel to the root of corbel; represents width of corbel, taking 1m wide in longitudinal bridge direction as calculation unit; represents effective height of corbel; represents standard value of axial tensile strength of concrete.

6. A precast bridge deck panel structure as defined in claim 2 wherein, The application relates to a prefabricated bridge deck slab structure. ; wherein, represents the sum of the cross-sectional area of the U-shaped stirrup and the tensile reinforcement; represents the ultimate load acting on the top of the corbel, taking 1 m wide as the calculation unit in the longitudinal bridge direction; represents the design value of the tensile strength of the U-shaped stirrup and the tensile reinforcement; represents the shear span of the corbel, i.e. the horizontal distance from the load action point on the top surface of the corbel to the root of the corbel; represents the effective height of the corbel.

7. A precast bridge deck panel structure as defined in claim 2 wherein, The application relates to a prefabricated bridge deck slab structure. ; wherein, denotes the angle of the weakest oblique cross-section of the corbel; denotes the height of the cross-section of the corbel; denotes the shear span of the corbel, i.e. the horizontal distance from the point of action of the load on the top surface of the corbel to the root of the corbel.

8. A precast bridge deck panel structure as defined in claim 2 wherein, The application relates to a prefabricated bridge deck slab structure. ; wherein ; represents the importance coefficient of the bridge structure; represents the effect combination design value of the oblique section under the action of external force, taking 1 m wide in the longitudinal bridge direction as the calculation unit; represents the cross-sectional area of all the reinforcing bars on the oblique section; represents the effective cross-sectional area of all the U-shaped reinforcing bars on the oblique section.

9. A precast bridge deck panel structure as defined in claim 1 wherein, The application relates to a prefabricated bridge deck slab structure.

10. A method of constructing a prefabricated bridge deck structure, characterized in that The application relates to a prefabricated bridge deck slab structure. The application relates to a prefabricated bridge deck slab structure. The application relates to a prefabricated bridge deck slab structure. The application relates to a prefabricated bridge deck slab structure. The application relates to a prefabricated bridge deck slab structure. The application relates to a prefabricated bridge deck slab structure. The application relates to a prefabricated bridge deck slab structure. The application relates to a prefabricated bridge deck slab structure. The application relates to a prefabricated bridge deck slab structure. The application relates to a prefabricated bridge deck slab structure. The application relates to a prefabricated bridge deck slab structure. The application relates to a prefabricated bridge deck slab structure. 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