Corrugated web steel box composite beam with composite lining and construction method of corrugated web steel box composite beam

Abstract

The corrugated web steel box composite beam comprises a steel bottom plate, a pair of combined linings are arranged on the upper side of the steel bottom plate along the two sides of the longitudinal face, a steel top plate and a steel bottom plate are welded to the upper end and the lower end of each combined lining respectively, a concrete bridge deck is arranged on the steel top plate in a pouring mode, and the concrete bridge deck is arranged on the steel bottom plate in a pouring mode. The combined lining comprises an outer side corrugated steel plate and an inner side corrugated steel plate, and the outer side corrugated steel plate and the inner side corrugated steel plate are constructed into corrugated plates with the same waveform, wave height and wave length. The sealing plates are welded to the ends of the outer side corrugated steel plate and the inner side corrugated steel plate of the combined lining and form a closed section with the outer side corrugated steel plate and the inner side corrugated steel plate, the closed section is filled with the inner cavity concrete, and the opposite sides of the outer side corrugated steel plate and the inner side corrugated steel plate in the combined lining are each provided with a shearing force connecting piece. The stability and the shear bearing capacity of the web are greatly improved, the self weight of the structure is reduced, and the construction process is simplified.

Description

Technical Field

[0001] This invention relates to the field of bridge engineering technology, specifically to a corrugated web steel box girder with a composite lining and its construction method. Background Technology

[0002] Corrugated steel web composite girder bridges have become a highly competitive bridge structure due to their full utilization of the material properties of concrete's compressive strength, steel's tensile strength, and the high shear buckling strength of corrugated steel webs. Furthermore, the "accordion effect" of the corrugated steel webs effectively improves prestressing efficiency. In recent years, to further reduce structural self-weight and simplify construction processes, corrugated web steel box girder bridges have been developed. This bridge type replaces the bottom slab with a steel bottom slab and a steel-concrete composite bottom slab, completely eliminating the need for formwork during concrete bottom slab pouring and achieving a greater degree of lightweight, prefabricated construction.

[0003] However, with the continuous increase in span, the support beam height of corrugated web steel box girder increases significantly. As a thin-walled structure, the corrugated steel web is extremely sensitive to changes in height. In the high shear zone, the tall corrugated steel web faces the risk of local buckling, overall buckling, and combined buckling instability, making its shear capacity a key factor controlling the design.

[0004] Currently, to improve the stability and shear resistance of corrugated steel webs in engineering projects, the following two technical methods are mainly adopted: First, a concrete lining is installed. This involves welding studs and binding reinforcing mesh to the areas requiring reinforcement on the inner side of the corrugated steel web, then erecting formwork and pouring the concrete lining. While this method effectively improves the stiffness and stability of the web, it has significant drawbacks: 1. The concrete lining has a large self-weight, negating the lightweight advantage of corrugated web steel box girder composite beams; 2. Reinforcing bar binding and formwork installation are carried out in a narrow, enclosed box girder cavity, resulting in limited working space, high construction difficulty, low efficiency, extremely high requirements for formwork support, fixing, and sealing, and difficulty in ensuring the quality of concrete pouring and vibration; 3. The construction period is long.

[0005] Second, steel plate stiffening ribs are installed. This involves attaching or welding flat or corrugated steel plates to the inside of the corrugated steel web along the longitudinal direction of the bridge. While this method reduces the self-weight, it introduces new problems: 1. Flat steel plate stiffening ribs severely restrict the longitudinal deformation of the corrugated steel web, weakening its "accordion effect" and leading to prestress loss in the concrete roof slab, which contradicts the original intention of using corrugated steel webs; 2. The stress coordination and shear force transfer mechanism between the steel plate stiffening ribs and the corrugated steel web are complex, the stress is unclear, and the reliability is questionable; 3. The welding stress and deformation generated during the welding of the steel plate stiffening ribs are difficult to control.

[0006] In summary, existing technologies all have significant shortcomings, making it difficult to achieve a good balance between ensuring structural performance, controlling structural self-weight, and simplifying construction. Therefore, there is an urgent need for a new type of lining structure and its supporting construction method to solve the problems of web stability and shear bearing capacity in long-span corrugated web steel box girder bridges. Summary of the Invention

[0007] This invention proposes a composite lining and its construction method suitable for corrugated web steel box girder composite beams, which successfully solves the technical bottleneck of web stability and bearing capacity of long-span bridges, while taking into account the comprehensive requirements of lightweight, convenient construction and reasonable stress distribution.

[0008] To achieve the above objectives, the technical solution of the present invention is as follows: a corrugated web steel box girder with a combined inner lining, comprising a steel bottom plate, a pair of combined inner linings parallel to the longitudinal plane arranged on both sides of the longitudinal plane along the upper side of the steel bottom plate, a steel top plate and a steel bottom plate welded to the upper and lower ends of each combined inner lining respectively, a plurality of top plate perforated plates arranged longitudinally along the upper side of the steel top plate, a plurality of bottom plate stiffening ribs arranged longitudinally on the steel bottom plate located between the pair of combined inner linings, a concrete bridge deck being cast on the steel top plate, the combined inner lining comprising an outer corrugated steel plate and an inner corrugated steel plate, the outer corrugated steel plate and the inner corrugated steel plate being constructed as corrugated plates with consistent waveform, wave height and wavelength; a sealing plate welded to the ends of the outer corrugated steel plate and the inner corrugated steel plate of the combined inner lining to form a closed segment with them, the inner cavity concrete filling the closed segment, and shear connectors provided on the opposite sides of the outer corrugated steel plate and the inner corrugated steel plate in the combined inner lining.

[0009] When multiple corrugated web steel box girder composite beams are connected longitudinally, adjacent outer corrugated steel plates are connected by fasteners, and adjacent inner corrugated steel plates are connected by welded interlocking corrugated steel plates.

[0010] The shear connector is one or more combinations of weld studs, perforated steel plates, steel keys, and bent bars.

[0011] Vibration holes are provided on the sealing plate and the top plate is provided on the steel top plate for pouring, vibrating and venting the concrete in the inner cavity.

[0012] In the combined lining, tie rods are also provided at a certain distance between the outer corrugated steel plate and the inner corrugated steel plate. The tie rods include a screw and a screw washer. The screw is welded to the outer corrugated steel plate, and the other side is fixed to the inner corrugated steel plate by a nut and a washer.

[0013] The inner cavity concrete is one or more of ordinary concrete, high-performance concrete, self-compacting concrete, lightweight aggregate concrete, and ultra-high-performance concrete.

[0014] A construction method for a corrugated web steel box girder with a composite lining includes the following steps: S1. Process the outer corrugated steel plate, inner corrugated steel plate and sealing plate according to the design dimensions, and weld shear connectors on the opposite side of the outer corrugated steel plate and inner corrugated steel plate. Reserve tie rods on the side of the outer corrugated steel plate where the shear connectors are welded. S2. At the construction site or assembly yard, a pair of outer corrugated steel plates parallel to the longitudinal plane are installed on both sides of the longitudinal plane on the upper side of the steel base plate. The steel top plate is welded to the upper end of the outer corrugated steel plates. Several top plate perforated plates are arranged longitudinally on the upper side of the steel top plate. Several bottom plate stiffening ribs are arranged longitudinally on the steel base plate located between the pair of outer corrugated steel plates. The inner corrugated steel plate is installed on the inner side of the pair of outer corrugated steel plates, and the weld between the inner corrugated steel plate and the steel top plate and the steel base plate is welded. The tie rods on the outer corrugated steel plates pass through the holes of the inner corrugated steel plates and are fastened to form the initial bridge segment. In the initial bridge segment, the front and rear ends of the inner corrugated steel plate in the longitudinal direction are shorter than the length of the outer corrugated steel plate by the width of the interlocking corrugated steel plate. After the initial bridge segments are joined longitudinally, the adjacent outer corrugated steel plates are fixed with fasteners. Then, the outer web fillet weld is welded between the adjacent outer corrugated steel plates. S3. Welding the interlocking section: The corrugated steel plate of the interlocking section is welded between the ends of the inner corrugated steel plates of two adjacent initial bridge segments in the longitudinal direction, that is, the fillet weld of the inner web is constructed to complete the continuity of the inner corrugated steel plate. S4. Pouring concrete: The concrete in the inner cavity is injected into the space between the outer corrugated steel plate and the inner corrugated steel plate through the vibration holes of the sealing plate and the vibration holes of the top plate, and then vibrated to ensure that the concrete is dense. After the concrete is poured, the vibration holes of the sealing plate and the vibration holes of the top plate are sealed. S5. After the inner cavity concrete reaches the design strength, the corresponding bridge deck concrete pouring, prestressing tensioning and bridge deck system construction shall be carried out.

[0015] In step S5, the concrete pouring sequence of the inner cavity is from bottom to top, and is carried out by pouring in sections or intermittently.

[0016] Beneficial Effects: 1. Superior Structural Performance: This invention creatively employs a core composite structure of "double-layer corrugated steel plates + internal concrete filling." The outer corrugated steel plate serves as the main load-bearing plate, while the inner corrugated steel plate acts as both a lining and a load-bearing plate. The concrete filling in the middle possesses extremely high compressive strength and toughness under dual constraints. The three components are tightly connected by shear connectors to form an integral composite web, whose shear bearing capacity, resistance to local buckling, and overall buckling stability are far superior to traditional concrete linings or single steel plate linings. The mechanical model is clear, and the stress distribution is well-defined.

[0017] 2. Significant Lightweighting: Replacing the pure concrete lining with a composite lining significantly reduces the amount of concrete used. It is estimated that, while providing the same stiffness and stability, the self-weight of the lining structure described in this invention can be reduced by approximately 40% compared to traditional concrete linings. This maximizes the preservation of the structural lightness advantages of large-span corrugated web steel box girder bridges, which is beneficial for reducing the cost of the substructure and seismic response.

[0018] 3. Perfectly Preserving the "Spring Effect": Both the inner and outer sides are corrugated steel plates with consistent waveforms and arranged in parallel. This design provides enormous out-of-plane stiffness while almost completely unconstraining the free expansion and contraction of the corrugated steel plates in the longitudinal direction of the bridge. This perfectly preserves the inherent "accordion effect" of the corrugated steel web, ensuring the effective application of prestress and avoiding the prestress loss problem caused by flat steel plate linings.

[0019] 4. Convenient construction and controllable quality: This invention successfully solves the technical bottleneck of web stability and bearing capacity in long-span bridges, while taking into account the comprehensive requirements of lightweight, convenient construction and reasonable stress distribution, and has significant technical advancement and broad engineering application prospects. Attached Figure Description

[0020] Figure 1 This is a three-dimensional schematic diagram of the corrugated steel plate-concrete composite lining structure described in this invention applied to a corrugated web steel box composite beam; Figure 2 This is a cross-sectional schematic diagram of the corrugated steel plate-concrete composite lining structure described in this invention applied to a corrugated web steel box composite beam. Figure 3 for Figure 2 Top sectional view in the mid-plane direction; Figure 4 This is a partial 3D schematic diagram of a corrugated steel plate-concrete composite lining structure, showing the construction details of the double-layer corrugated steel plate, concrete, shear studs, and sealing plate. Figure 5 for Figure 4 A three-dimensional schematic diagram is obtained after removing the inner corrugated steel plate, showing the arrangement of shear studs and tie rods; Figure 6 This is a detailed plan view of the connection between the corrugated steel plate-concrete composite lining structure and the corrugated steel web. Figure 7 This is a detailed plan view showing the main flow connection of the construction method of the present invention. Detailed Implementation

[0021] The present invention will now be described in further detail with reference to the accompanying drawings and specific embodiments.

[0022] As used herein, relative terms such as “below,” “down,” “above,” and “up” can be used to describe the relationship between one object and another. Similarly, relative terms such as “left” and “right” can be used to describe the left and right sides of the central axis of the corrugated web steel box relative to the vertical direction. The relative terms such as “front” and “rear” can be used to describe the front and rear ends of the central axis of the corrugated web steel box relative to the vertical direction. The relative term “longitudinal” can be used to describe the central axis of the corrugated web steel box. The relative term such as “longitudinal surface” can be used to describe the surface perpendicular to the steel base plate 11 on the central axis of the corrugated web steel box. The relative terms such as “inner side” can be used to describe the opposite side of the corrugated web steel plate 1 in the corrugated web steel box, and the relative terms such as “outer side” can be used to describe the opposite side of the corrugated web steel plate 1 in the corrugated web steel box.

[0023] The corrugated web steel box girder includes a steel bottom plate 11. A pair of corrugated steel webs 1 parallel to the longitudinal plane are arranged on both sides of the longitudinal plane on the upper side of the steel bottom plate 11. A steel top plate 10 and a steel bottom plate 11 are welded to the upper and lower ends of each corrugated steel web 1, respectively. Several top plate perforated plates 13 are arranged on the upper side of the steel top plate 10 along the longitudinal plane. Several bottom plate stiffening ribs 14 are arranged on the steel bottom plate 11 located between the pair of corrugated steel webs 1 along the longitudinal plane. A concrete bridge deck 12 is poured on the steel top plate 10.

[0024] Example 1 like Figure 1-5 As shown, in this embodiment, to improve the stability of the corrugated steel web 1 near the support point of the corrugated web steel box girder, the present invention provides a composite liner suitable for corrugated web steel box girder, used for assembling the corrugated steel web 1, including an outer corrugated steel plate 2, an inner corrugated steel plate 3, a sealing plate 4, inner cavity concrete 5, and a patch section corrugated steel plate 6.

[0025] The outer corrugated steel plate 2 and the inner corrugated steel plate 3 are constructed with waveforms including sine waves, trapezoidal waves, polygonal waves or angular waves. The outer corrugated steel plate 2 and the inner corrugated steel plate 3 are parallel to each other and the distance between them is 250mm. The waveform, wave height and wavelength are exactly the same as the original corrugated steel web plate 1.

[0026] The sealing plate 4 is a rectangular steel plate. The sealing plate 4 is welded to the front and rear ends of the outer corrugated steel plate 2 and the inner corrugated steel plate 3. The top steel plate 10 and the bottom steel plate 11 are welded to the upper and lower sides of the outer corrugated steel plate 2 and the inner corrugated steel plate 3 to form a closed segment. The sealing plate 4 has sealing plate vibration holes 8, and the top steel plate 10 has top plate vibration holes 9. In this embodiment, each sealing plate 3 has a sealing plate vibration hole 8 with a diameter of 80mm at a certain distance. At the same time, a top plate vibration hole 9 is also opened at a certain interval along the longitudinal direction of the bottom steel plate. This facilitates vibration and air venting when pouring the inner cavity concrete 5 in the closed segment. After the inner cavity concrete 5 of the closed segment is poured and cured, the sealing plate vibration holes 8 and the top plate vibration holes 9 are sealed.

[0027] The inner cavity concrete 5 is made of ordinary concrete, high-performance concrete, self-compacting concrete, lightweight aggregate concrete, or ultra-high performance concrete (UHPC). In this embodiment, the inner cavity concrete 5 is made of C50 micro-expansion high-performance concrete.

[0028] The corrugated steel plate 6 is a short segment of rectangular steel plate, which is welded between the ends of the longitudinally adjacent inner corrugated steel plates 3, so that they are connected as a whole in the longitudinal direction and transmit shear force.

[0029] Furthermore, shear connectors 7 are arranged in a matrix at certain intervals on opposite sides of the outer corrugated steel plate 2 and the inner corrugated steel plate 3. The shear connectors 7 are selected from weld studs (studs), perforated steel plates (PBL keys), steel profile keys, or bent ribs. In this embodiment, the shear connectors are Φ19⨉100mm weld studs.

[0030] Furthermore, in addition to being connected by end sealing plates 4, tie rods 15 are provided at certain intervals within the closed segment between the outer corrugated steel plate 2 and the inner corrugated steel plate 3 to provide structural rigidity when pouring concrete into the cavity. The tie rods 15 are welded to the side of the outer corrugated steel plate 2 where the shear connector 7 is provided, and the inner corrugated steel plate 3 has holes for aligning the tie rods 15. The tie rods 15 include a screw 16 and a screw washer 17. The screw 16 is welded to the outer corrugated steel web 2, and the other side is fixed to the inner corrugated steel web by a nut and the washer 17. In this embodiment, the tie rods 15 are made of M20 high-strength bolts.

[0031] like Figure 6-7 As shown, a construction method for composite lining of corrugated web steel box girder is carried out according to the following steps: S1: Factory prefabrication: In the factory, the outer corrugated steel plate 2, the inner corrugated steel plate 3 and the sealing plate 4 are processed according to the design dimensions, and shear connectors 7 are welded on the opposite side of the outer corrugated steel plate 2 and the inner corrugated steel plate 3. The tie rods 15 are reserved on the side of the outer corrugated steel plate where the shear connectors 7 are welded. S2: Beam Segment Assembly: At the construction site or assembly yard, a pair of outer corrugated steel plates 2 parallel to the longitudinal plane are installed on both sides of the longitudinal plane on the upper side of the steel base plate 11. The steel top plate 10 is welded to the upper end of the outer corrugated steel plates 2. Several top plate perforated plates 13 are arranged longitudinally on the upper side of the steel top plate 10. Several bottom plate stiffening ribs 14 are arranged longitudinally on the steel base plate 11 located between the pair of outer corrugated steel plates 2. The inner corrugated steel plate 3 is installed inside the pair of outer corrugated steel plates 2, and the inner corrugated steel plate 3 and the steel top plate 1 are welded together. 0. The weld between the steel base plates 11 allows the tie rods 15 on the outer corrugated steel plate 2 to pass through the holes in the inner corrugated steel plate 3 and be fastened, forming the initial bridge segment. In the initial bridge segment, the front and rear ends of the inner corrugated steel plate 3 along the longitudinal direction are shorter than the length of the outer corrugated steel plate 2 by the width of the interlocking corrugated steel plate 6. After the initial bridge segment is joined longitudinally, the adjacent outer corrugated steel plates 2 are fixed with fasteners and temporary bolts 18 are tightened. Then, the outer web fillet weld 19 is welded between the adjacent outer corrugated steel plates 2. S3: Welding the patch section: The patch section corrugated steel plate 6 is welded between the ends of the inner corrugated steel plate 3 of two longitudinally adjacent initial bridge segments, that is, the inner web plate fillet weld 20 is constructed to complete the continuity of the inner corrugated steel plate 3. During welding, a temporary positioning fixture is used to ensure the corrugation of the inner corrugated steel plate 3 and the quality of the weld. S4. Pouring concrete: The C50 inner cavity concrete is pressure-poured into the space between the outer corrugated steel plate 2 and the inner corrugated steel plate 3 through the vibration holes 8 of the sealing plate and the vibration holes 9 of the top plate. A miniature high-frequency immersion vibrator or an attached plate vibrator is used to vibrate through the vibration holes to ensure that the concrete is dense. After the concrete is poured, the vibration holes 8 of the sealing plate and the vibration holes 9 of the top plate are sealed, and the inner cavity concrete 5 is cured. S5: Subsequent construction: After the inner cavity concrete 5 reaches the design strength, the corresponding initial bridge segment concrete bridge deck 12 is poured, prestressed and tensioned and the bridge deck system is constructed.

[0032] Example 2 This embodiment is basically the same as Embodiment 1, except that: The inner cavity concrete 5 is made of LC50 lightweight aggregate concrete, which further reduces the self-weight of the inner lining.

[0033] The shear connector 7 uses a combination of perforated steel plate (PBL key) and weld studs to provide greater shear stiffness and pull-out resistance.

[0034] In construction step S4, a segmented pouring method is adopted, that is, the odd-numbered segments are poured first, and after their shrinkage is basically completed, the even-numbered segments are poured. The construction cycle of the inner lining concrete is accelerated by synchronous construction and the influence of concrete shrinkage and creep is reduced. This method requires extending the top plate vibration hole to the bridge deck, so that the timing of the inner lining concrete pouring is not controlled by the timing of the bridge deck construction.

[0035] While the specific embodiments of this disclosure have been described above in conjunction with the accompanying drawings, this is not intended to limit the scope of protection of this disclosure. Those skilled in the art should understand that various modifications or variations that can be made by those skilled in the art without creative effort based on the technical solutions of this disclosure are still within the scope of protection of this disclosure.

Claims

1. A corrugated web steel box girder with a composite lining, comprising a steel bottom plate (11), a pair of composite linings parallel to the longitudinal plane arranged on both sides of the longitudinal plane along the upper side of the steel bottom plate (11), a steel top plate (10) and a steel bottom plate (11) respectively welded to the upper and lower ends of each composite lining, a plurality of top plate perforated plates (13) arranged longitudinally on the upper side of the steel top plate (10), a plurality of bottom plate stiffening ribs (14) arranged longitudinally on the steel bottom plate (11) located between the pair of composite linings, and a concrete bridge deck (12) cast on the steel top plate (10), characterized in that, The composite liner includes an outer corrugated steel plate (2) and an inner corrugated steel plate (3), wherein the outer corrugated steel plate (2) and the inner corrugated steel plate (3) are constructed as corrugated plates with the same waveform, wave height and wavelength; a sealing plate (4) is welded to the ends of the outer corrugated steel plate (2) and the inner corrugated steel plate (3) of the composite liner to form a closed segment with the two, and the inner cavity concrete (5) is filled in the closed segment. Shear connectors (7) are provided on opposite sides of the outer corrugated steel plate (2) and the inner corrugated steel plate (3) in the composite liner.

2. A corrugated web steel box girder with a composite lining according to claim 1, characterized in that, When multiple corrugated web steel box girder composite beams are connected longitudinally, adjacent outer corrugated steel plates (2) are connected by fasteners, and adjacent inner corrugated steel plates (3) are connected by welded interlocking corrugated steel plates (6).

3. A corrugated web steel box girder with a composite lining according to claim 1, characterized in that, The shear connector (7) is one or more combinations of weld studs, perforated steel plates, steel keys, and bent bars.

4. A corrugated web steel box girder with a composite inner lining according to claim 1, characterized in that, The sealing plate (4) has a sealing plate vibration hole (8), and the steel top plate (10) has a top plate vibration hole (9) for pouring, vibrating and venting the inner cavity concrete (5).

5. A corrugated web steel box girder with a composite inner lining according to claim 1, characterized in that, A tie rod (15) is provided between the outer corrugated steel plate (2) and the inner corrugated steel plate (3) in the combined lining at a certain distance. The tie rod (15) includes a screw (16) and a screw washer (17). The screw (16) is welded to the outer corrugated steel plate (2), and the other side is fixed to the inner corrugated steel plate by a nut and a washer (17).

6. A corrugated web steel box girder with a composite inner lining according to claim 1, characterized in that, The inner cavity concrete (5) is one or more of ordinary concrete, high-performance concrete, self-compacting concrete, lightweight aggregate concrete, and ultra-high performance concrete.

7. A construction method for a corrugated web steel box girder with a composite lining as described in any one of claims 2-6, characterized in that, Includes the following steps: S1. Process the outer corrugated steel plate (2), inner corrugated steel plate (3) and sealing plate (4) according to the design dimensions, and weld shear connectors (7) on the opposite side of the outer corrugated steel plate (2) and inner corrugated steel plate (3), and reserve tie rods (15) on the side of the outer corrugated steel plate where the shear connectors (7) are welded. S2. At the construction site or assembly yard, a pair of outer corrugated steel plates (2) parallel to the longitudinal plane are installed on both sides of the longitudinal plane on the upper side of the steel base plate (11). The steel top plate (10) is welded to the upper end of the outer corrugated steel plates (2). Several top plate perforated plates (13) are arranged longitudinally on the upper side of the steel top plate (10). Several bottom plate stiffening ribs (14) are arranged longitudinally on the steel base plate (11) located between the pair of outer corrugated steel plates (2). The inner corrugated steel plate (3) is installed inside the pair of outer corrugated steel plates (2), and the inner corrugated steel plate (3) and The weld between the steel top plate (10) and the steel bottom plate (11) allows the tie rod (15) on the outer corrugated steel plate (2) to pass through the hole in the inner corrugated steel plate (3) and be fastened, forming an initial bridge segment. In the initial bridge segment, the front and rear ends of the inner corrugated steel plate (3) along the longitudinal direction are shorter than the length of the outer corrugated steel plate (2) by the width of a patch corrugated steel plate (6). After the initial bridge segment is joined along the longitudinal direction, the adjacent outer corrugated steel plates (2) are fixed by fasteners, and then the outer web fillet weld (19) is welded between the adjacent outer corrugated steel plates (2). S3. Welding the interlocking section: Weld the interlocking section corrugated steel plate (6) between the ends of the inner corrugated steel plate (3) of two adjacent initial bridge segments in the longitudinal direction, that is, construct the inner web fillet weld (20) to complete the continuity of the inner corrugated steel plate (3); S4. Pouring concrete: The inner cavity concrete (5) is pressure-injected between the outer corrugated steel plate (2) and the inner corrugated steel plate (3) through the vibration holes (8) of the sealing plate and the vibration holes (9) of the top plate, and vibration is performed to ensure that the concrete is dense. After the concrete is poured, the vibration holes (8) of the sealing plate and the vibration holes (9) of the top plate are sealed. S5. After the inner cavity concrete (5) reaches the design strength, the corresponding segment of bridge deck concrete is poured, prestressed tensioning and bridge deck system construction are carried out.

8. The construction method according to claim 7, characterized in that, In step S5, the pouring sequence of the inner cavity concrete (5) is from bottom to top, using either segment-by-segment pouring or intermittent pouring.

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