Opening rib combined bridge deck slab steel box girder

Abstract

The utility model provides an open rib combination bridge deck steel box girder which comprises an open rib combination bridge deck, a plurality of transverse partition plates are arranged below the open rib combination bridge deck at intervals in the bridge direction, steel box girder webs are installed below the open rib combination bridge deck in a bilateral symmetry mode, and the two steel box girder webs are jointly installed on a steel box girder bottom plate. The open rib combined bridge deck comprises a bridge deck body and a plurality of T-shaped ribs or L-shaped ribs which are arranged below the bridge deck body at intervals in the transverse bridge direction, the upper ends of the T-shaped ribs or the L-shaped ribs are pre-buried below the bridge deck body, and notches are formed in the positions, corresponding to the T-shaped ribs or the L-shaped ribs, of the upper end of the transverse partition plate. The steel box girder deck slab is reasonable in structural design, effectively avoids the fatigue problem caused by the orthotropic steel bridge deck slab and a traditional combined bridge deck slab, is beneficial to prolonging the service life of the steel box girder deck slab, and reduces the fatigue problem caused by the steel box girder deck slab.

Description

Technical Field

[0001] The utility model relates to an open rib composite bridge deck steel box girder. Background Art

[0002] With the rapid development of national infrastructure and the increasing prosperity of the economy, the construction of steel bridges has been vigorously developed. There are three common types of steel bridge decks: orthotropic steel bridge decks, concrete bridge decks and composite bridge decks. Orthotropic steel bridge decks have been widely used in countries around the world due to their excellent structural performance and material savings. Orthotropic steel bridge decks mostly use U-ribs, but serious fatigue cracks often appear at the welds between the U-ribs and the cover plates, the welds between the U-ribs and the cover plates, and the welds between the U-ribs and the diaphragms. After fatigue cracks appear, the repair cost is high and the fatigue cracks will reappear. If the orthotropic steel bridge deck uses T-ribs, the connection between the T-ribs and the diaphragms is mostly achieved by notching the diaphragms and welding them with steel plates later. This method will also cause many fatigue problems. The composite bridge deck is made by pouring ultra-high performance concrete on the steel plate, which is expensive and will also face the problem of fatigue cracks at the connection between the longitudinal ribs and the cover plates, and the repair cost is high. Therefore, when the bridge deck is not set as a steel plate, the fatigue problem will be greatly reduced. Only by solving the fatigue problem of the bridge deck can the service life of the bridge be extended. Summary of the Invention

[0003] In view of this, the purpose of the present invention is to overcome the shortcomings of the above-mentioned prior art and provide an open rib composite bridge deck steel box girder. This structure effectively avoids the fatigue problems caused by orthotropic steel bridge decks and traditional composite bridge decks, which is beneficial to extending the service life of steel box girder bridge decks and reducing the fatigue problems that may occur in steel box girder bridge decks.

[0004] The present invention is implemented by the following scheme: an open rib composite bridge deck steel box girder: comprising an open rib composite bridge deck, a plurality of transverse partitions are arranged at intervals along the bridge direction under the open rib composite bridge deck, steel box girder webs are symmetrically installed under the open rib composite bridge deck, two steel box girder webs are installed together on a steel box girder bottom plate, the open rib composite bridge deck comprises a bridge deck and a plurality of T-shaped ribs or L-shaped ribs arranged at intervals along the bridge direction under the bridge deck, the upper ends of the T-shaped ribs or L-shaped ribs are pre-buried under the bridge deck, and slots are opened on the upper ends of the transverse partitions corresponding to the T-shaped ribs or L-shaped ribs.

[0005] Furthermore, the bridge deck comprises a plurality of precast concrete bridge decks arranged in an array, and adjacent precast concrete bridge decks are connected via wet joints.

[0006] Furthermore, two groups of steel meshes are embedded in the concrete precast bridge deck along the thickness direction of the deck. The steel meshes are composed of a number of longitudinal steel bars and transverse steel bars that are staggered vertically and horizontally. The longitudinal steel bars and transverse steel bars of the upper and lower steel meshes correspond one to one, and both ends of the longitudinal steel bars and transverse steel bars pass through the ends of the concrete precast bridge deck.

[0007] Furthermore, the vertical portion of the T-shaped rib or L-shaped rib is at the top and the horizontal portion is at the bottom, the upper end of the vertical portion of the T-shaped rib or L-shaped rib is embedded in the precast concrete bridge deck, and the vertical portion area of ​​the T-shaped rib or L-shaped rib embedded in the precast concrete bridge deck is provided with a through-hole for the longitudinal steel bars or transverse steel bars to pass through.

[0008] Furthermore, an L-shaped steel plate for connecting the transverse diaphragm and the T-shaped rib or L-shaped rib is provided on the notch of the transverse diaphragm, the vertical portion of the L-shaped steel plate is at the bottom and the horizontal portion is at the top, and the horizontal portion is in contact with the concrete precast bridge deck.

[0009] Furthermore, the upper and lower corresponding ends of the longitudinal steel bars on the same side and the upper and lower corresponding ends of the transverse steel bars on the same side are connected by arc-shaped steel bars to form longitudinal steel bar rings and transverse steel bar rings. The longitudinal steel bar rings and transverse steel bar rings extend out of the area of ​​the concrete precast bridge deck and are buried in the wet joints.

[0010] Furthermore, there is an overlapping area between the longitudinal steel bar rings and the protruding areas of the transverse steel bar rings at the edges of two adjacent precast concrete bridge decks. Several connecting steel bars are arranged in the overlapping area, and the connecting steel bars are welded to the areas where the longitudinal steel bar rings or the transverse steel bar rings protrude from the precast concrete bridge decks.

[0011] Furthermore, the upper non-notch area of ​​the diaphragm and the upper end of the steel box girder web are both provided with upper flange plates fixed under the bridge deck, the middle part of one side of the upper flange plate is fixed to the upper non-notch area of ​​the diaphragm or the upper end of the steel box girder web, and the other side of the plate is fixed under the bridge deck.

[0012] Furthermore, a plurality of bolts are arranged in an array on the upper surface of the upper flange plate in the non-notch area of ​​the upper end of the diaphragm, and a bolt embedded interface is provided on the upper flange plate corresponding to the non-notch area of ​​the upper end of the diaphragm on the precast concrete bridge deck. The bolts on the upper flange plate in the non-notch area of ​​the upper end of the diaphragm are located in the bolt embedded interface. The size of the bolt embedded interface is smaller than the size of the upper flange plate in the non-notch area of ​​the upper end of the diaphragm, and the area enclosed by the bolt embedded interface and the upper flange plate in the non-notch area of ​​the upper end of the diaphragm is filled with concrete.

[0013] Furthermore, the upper flange plate at the upper end of the steel box girder web is located under one of the wet joints on the same side, and a number of bolts are provided on the upper surface of the upper flange plate of the steel box girder web in the corresponding wet joint area, and the edges of the prefabricated concrete bridge deck panels on both sides of the wet joint are screwed to the side parts of the upper flange plate at the upper end of the steel box girder web.

[0014] Compared with the existing technology, the utility model has the following beneficial effects: the structural design is reasonable, which effectively avoids the fatigue problems caused by orthotropic steel bridge decks and traditional composite bridge decks, is conducive to extending the service life of steel box girder bridge decks, and reduces the fatigue problems that may occur in steel box girder bridge decks. BRIEF DESCRIPTION OF THE DRAWINGS

[0015] Figure 1 This is a schematic diagram of the front structure of the open-rib composite bridge deck according to an embodiment of the present utility model;

[0016] Figure 2 This is a schematic diagram of the top view of the open rib composite bridge deck according to an embodiment of the present utility model;

[0017] Figure 3 This is a schematic diagram of the front structure of the steel box girder according to an embodiment of the present utility model;

[0018] Figure 4 This is a schematic diagram of the top view of the steel box girder structure of an embodiment of the utility model;

[0019] Figure 5 It is a schematic diagram of the wet joint structure of an embodiment of the present utility model.

[0020] In the figure: 1-open-rib composite bridge deck; 101-precast concrete bridge deck; 102-longitudinal reinforcement; 103-transverse reinforcement; 104-T-rib; 2-L-shaped steel plate; 3-cross diaphragm; 301-stud; 4-steel box girder bottom plate; 5-steel box girder web; 501-upper flange plate on the steel box girder web; 7-wet joint; 701-formwork; 702-sealing strip. DETAILED DESCRIPTION

[0021] The present invention will be further described below with reference to the accompanying drawings and embodiments.

[0022] It should be noted that the following detailed descriptions are exemplary and are intended to provide further explanation of the present application. Unless otherwise specified, all technical and scientific terms used herein have the same meaning as commonly understood by those skilled in the art to which the present application belongs.

[0023] It should be noted that the terms used herein are only for describing specific embodiments and are not intended to limit the exemplary embodiments according to the present application. As used herein, unless the context clearly indicates otherwise, the singular form is also intended to include the plural form. In addition, it should be understood that when the terms "comprise" and / or "include" are used in this specification, they indicate the presence of features, steps, operations, devices, components and / or combinations thereof.

[0024] like Figure 1-5 As shown, an open rib composite bridge deck steel box girder: it includes an open rib composite bridge deck, a plurality of transverse diaphragms are arranged at intervals along the bridge direction under the open rib composite bridge deck, steel box girder webs are symmetrically installed under the open rib composite bridge deck, two steel box girder webs are installed together on a steel box girder bottom plate, and the connection method between the steel box girder web, the steel box girder bottom plate and the transverse diaphragms is the existing technology, so it is not described in detail. The open rib composite bridge deck includes a bridge deck and a plurality of T-shaped ribs or L-shaped ribs arranged at intervals along the bridge direction under the bridge deck, the upper ends of the T-shaped ribs or L-shaped ribs are pre-embedded under the bridge deck, and the upper ends of the transverse diaphragms are provided with slots corresponding to the T-shaped ribs or L-shaped ribs, and the slots are rectangular openings. The T-shaped ribs or L-shaped ribs pass through each transverse diaphragm continuously through the slots. Since the T-shaped ribs or L-shaped ribs are directly pre-embedded in the bridge deck, the fatigue problems that will occur in orthogonal anisotropic steel bridge decks and traditional composite bridge decks are effectively avoided, which is beneficial to extending the service life of the steel box girder bridge deck and reducing the fatigue problems that will occur in the steel box girder bridge deck.

[0025] In this embodiment, in order to facilitate the overall construction, the bridge deck includes a number of precast concrete bridge decks arranged in an array. Adjacent precast concrete bridge decks are connected by wet joints to form a bridge deck. The precast concrete bridge decks are made of existing ultra-high performance concrete, and the wet joints are cast with ultra-high performance concrete.

[0026] In this embodiment, the specific structure of the precast concrete bridge deck is as follows: two sets of steel meshes are pre-embedded in the precast concrete bridge deck along the thickness direction of the slab. The precast concrete bridge deck is formed by pouring ultra-high performance concrete outside the two sets of steel meshes. The steel meshes are composed of a plurality of longitudinal steel bars and transverse steel bars that are vertically staggered, that is, the longitudinal steel bars are arranged at intervals between the longitudinal steel bars, and the transverse steel bars are arranged at intervals between the transverse steel bars. The longitudinal steel bars and the transverse steel bars are vertically clamped together. The longitudinal steel bars and the transverse steel bars of the upper and lower steel meshes correspond to each other, that is, the upper and lower steel meshes have the same structure. Both ends of the longitudinal steel bars and the transverse steel bars pass through the ends of the precast concrete bridge deck. At the same time, the ends of the corresponding upper and lower longitudinal steel bars extending on the same side and the ends of the corresponding upper and lower transverse steel bars extending on the same side are connected by arc-shaped steel bars, forming vertically arranged longitudinal steel rings and vertically arranged transverse steel rings. The longitudinal steel rings and the transverse steel rings extend out of the area of ​​the precast concrete bridge deck and are embedded in the wet joints. The arc-shaped steel bars are directly embedded in the wet joints, making the connection between adjacent precast concrete bridge decks more stable.

[0027] In this embodiment, there is a misalignment between the arc-shaped steel bars extending from adjacent precast concrete bridge decks, which facilitates the overlapping area between the longitudinal steel bar rings and the extending areas of the transverse steel bar rings at the edges of two adjacent precast concrete bridge decks. A number of connecting steel bars are arranged in the overlapping area, and the connecting steel bars are welded to the areas where the longitudinal steel bar rings or the transverse steel bar rings extend from the precast concrete bridge deck, thereby further improving the connection strength of the adjacent precast concrete bridge decks.

[0028] In this embodiment, the vertical portion of the T-shaped rib or L-shaped rib is at the top and the horizontal portion is at the bottom. The upper end of the vertical portion of the T-shaped rib or L-shaped rib is embedded in the precast concrete bridge deck. The vertical portion of the T-shaped rib or L-shaped rib embedded in the precast concrete bridge deck is provided with a through-hole for the longitudinal steel bars or transverse steel bars to pass through. Specifically, in this embodiment, longitudinal T-shaped ribs or L-shaped ribs are used, so the T-shaped ribs or L-shaped ribs are parallel to the longitudinal steel bars. Therefore, the through-holes on the T-shaped ribs or L-shaped ribs are used for the transverse steel bars to pass through. Through the connection of the transverse steel bars and the T-shaped ribs or L-shaped ribs, the connection between the longitudinal T-shaped ribs or L-shaped ribs and the precast concrete bridge deck is made stronger.

[0029] In this embodiment, an L-shaped steel plate is provided on the groove of the transverse diaphragm for connecting the transverse diaphragm and the T-shaped rib or L-shaped rib. The vertical portion of the L-shaped steel plate is at the bottom and the horizontal portion is at the top. The vertical portion of the L-shaped steel plate is welded and fixed to the transverse diaphragm and the T-shaped rib or L-shaped rib respectively, and the horizontal portion is in contact with the concrete precast bridge deck. At the same time, in this embodiment, the longitudinal T-shaped rib or L-shaped rib is longer than the ultra-high performance concrete precast bridge deck and extends into the wet joint and the lower part.

[0030] In this embodiment, in order to achieve the connection between the diaphragm and the bridge deck, and the steel box girder web and the bridge deck, the upper non-notched area of ​​the diaphragm and the upper end of the steel box girder web are both provided with upper flange plates fixed under the bridge deck. The middle portion of one side of the upper flange plate is fixed to the upper non-notched area of ​​the diaphragm or the upper end of the steel box girder web, and the other side of the plate is fixed under the bridge deck.

[0031] More specifically, the connection structure between the non-notched area at the upper end of the diaphragm and the bridge deck is as follows: a plurality of studs are arranged in an array on the upper surface of the upper flange plate in the non-notched area of ​​the upper end of the diaphragm, and a stud-embedded interface is provided on the upper flange plate corresponding to the non-notched area at the upper end of the diaphragm on the precast concrete bridge deck. The studs on the upper flange plate in the non-notched area at the upper end of the diaphragm are located in the stud-embedded interface, and the size of the stud-embedded interface is smaller than the size of the upper flange plate in the non-notched area at the upper end of the diaphragm, which is convenient for the later stud-embedded interface The pouring of ultra-high performance concrete, that is, the bolt embedded interface surrounds the bolt group on the upper flange plate in the non-notch area of ​​the upper end of the diaphragm, and the outermost circle of bolts on the upper flange plate in the non-notch area of ​​the upper end of the diaphragm is 30-50mm away from the edge of the bolt embedded interface. The area surrounded by the bolt embedded interface and the upper flange plate in the non-notch area of ​​the upper end of the diaphragm is filled with ultra-high performance concrete, so that the upper flange plate in the non-notch area of ​​the upper end of the diaphragm is connected to the concrete prefabricated bridge deck into a whole, and the bolts make the connection between the diaphragm and the bridge deck more firmly.

[0032] More specifically, the connection structure between the upper end of the steel box girder web and the bridge deck is as follows: the upper flange plate of the upper end of the steel box girder web is located under one of the wet joints on the same side of the steel box girder web, and a number of bolts are provided on the upper surface of the upper flange plate of the steel box girder web corresponding to the wet joint area. The edges of the prefabricated concrete bridge decks on both sides of the wet joint can be screwed to the side parts of the upper flange plate of the upper end of the steel box girder web, and the bolts make the connection between the upper end of the steel box girder web and the bridge deck more firmly.

[0033] In this embodiment, the specific construction method is:

[0034] (1) Step 1: Fabrication and installation of steel box girder structure: Process stiffening ribs and flat steel plates to produce the bottom plate unit, web unit, and diaphragm unit of the steel box girder. A rectangular notch is provided on the upper portion of the diaphragm unit, and an upper flange plate is provided on the upper portion of the diaphragm between the notches. Then, the web unit and bottom plate unit are assembled, and the diaphragm unit is installed at a certain interval.

[0035] (2) Step 2: Processing of longitudinal T-shaped ribs or L-shaped ribs: Producing longitudinal T-shaped ribs or L-shaped ribs, and setting rectangular openings on the upper ends of the webs of the longitudinal T-shaped ribs or L-shaped ribs.

[0036] (3) Step 3: Fabrication of open-rib composite bridge deck: longitudinal T-shaped ribs or L-shaped ribs, transverse reinforcements, and longitudinal reinforcements are placed in the formwork. The transverse reinforcements pass through the rectangular openings of the longitudinal T-shaped ribs or L-shaped ribs to fix the positions of the reinforcements and longitudinal T-shaped ribs or L-shaped ribs. Ultra-high performance concrete is then poured in the formwork and cured to form an open-rib composite bridge deck. The bearing capacity verification of the open-rib composite bridge deck includes the following steps:

[0037] 1) Calculation of the flexural bearing capacity of open-rib composite bridge deck:

[0038]

[0039] γ0σ≤f

[0040]

[0041] Where: i is a variable representing different stress calculation stages; i = I represents the stress calculation stage before the open-rib composite bridge deck section is formed; i = II represents the stress calculation stage after the open-rib composite bridge deck section is formed;

[0042] M d,i —Design value of the bending moment acting on the cross-section of the open-rib composite bridge deck at different stress calculation stages (N·mm);

[0043] W eff,i ——Corresponding to different stress calculation stages, the bending modulus of the open rib composite bridge deck section (mm 3 );

[0044] y0——the distance from the neutral axis of the converted section to the edge of the section;

[0045] f—Design strength value of ultra-high performance concrete precast bridge deck, longitudinal T-shaped rib or L-shaped rib (MPa).

[0046] σ—Stress value of ultra-high performance concrete precast bridge deck, longitudinal T-shaped rib or L-shaped rib (MPa).

[0047] I0 - converted moment of inertia of the cross section of the open rib composite bridge deck.

[0048] I c , I s ——Moment of inertia of ultra-high performance concrete precast bridge deck and longitudinal T-shaped ribs or L-shaped ribs about their own cross-section centroid.

[0049] a c 、a s ——Conversion of the cross-section centroid of the open rib composite bridge deck to the ultra-high performance concrete precast bridge deck and longitudinal T

[0050] The distance between the two centroids of the shaped rib or L-shaped rib;

[0051] n0——the ratio of elastic modulus of steel and concrete;

[0052] A0——converted area of ​​open rib composite bridge deck;

[0053] n0=E s / E c ;

[0054] Where: E s — elastic modulus of steel;

[0055] E c — elastic modulus of concrete;

[0056] A c — cross-sectional area of ​​the concrete unit;

[0057] A s — cross-sectional area of ​​steel;

[0058] 2) Verification of shear bearing capacity of open rib composite bridge deck:

[0059] γ0V vd ≤V vu

[0060] V vu =f vd A w

[0061] Where: V vd —Design value of vertical shear force of open-rib composite bridge deck;

[0062] V vu —Vertical shear capacity of open-rib composite bridge deck;

[0063] A w — cross-sectional area of ​​the web of the longitudinal T-shaped rib or L-shaped rib;

[0064] f vd ——Design value of shear strength of longitudinal T-shaped rib or L-shaped rib web.

[0065] When the open-rib composite bridge deck is subjected to the combined effects of bending moment and shear force, the coupling effect of the two should be considered and the maximum reduced stress of the web should be calculated according to the following formula:

[0066]

[0067] Where: σ, τ are the normal stress and shear stress generated simultaneously at the same point on the web of the longitudinal T-shaped rib or L-shaped rib;

[0068] f d ——Design value of steel tensile strength.

[0069] (4) Step 4: Welding studs on the steel box girder: Weld studs on the upper flange plate of the transverse diaphragm and the upper flange plate of the steel box girder web according to the arrangement.

[0070] (5) Step 5: Installation of open rib composite bridge deck: Install the open rib composite bridge deck symmetrically, align the notches on the open rib composite bridge deck with the flange plates on the diaphragms, and pass the longitudinal T-shaped ribs through the rectangular notches on the upper ends of the diaphragms.

[0071] (6) Step 6: Construction of embedded bolt interfaces and wet joints: Pour ultra-high performance concrete into the embedded bolt interfaces of the ultra-high performance concrete precast bridge decks and cure them to form a whole; arrange longitudinal reinforcement in the vertical joints between the precast open-rib composite bridge decks and transverse reinforcement in the transverse joints; install the wet joint formwork, pour ultra-high performance concrete for wet joint connection, cure and form the whole, and remove the formwork.

[0072] In step six, the wet joint connection between precast open-rib composite bridge decks can be formed by two methods;

[0073] The first method: When the joint is not on the upper flange of the diaphragm, the wet joint construction is to place the formwork below the joint concrete area. It is necessary to reserve holes in the precast UHPC bridge deck to implement the formwork lifting. Then, the longitudinal reinforcement is arranged, the UHPC is poured, and the concrete is cured to form a whole.

[0074] The second method is to place the transverse joints of the two prefabricated open-rib composite bridge decks to be connected on the transverse diaphragm, then arrange the transverse reinforcement, pour the ultra-high performance concrete, and perform curing to form a whole.

[0075] Unless otherwise stated, any numerical range disclosed for any technical solution disclosed in the present invention is a preferred numerical range. Those skilled in the art should understand that a preferred numerical range is merely a numerical range that provides a more significant or representative technical effect among a wide range of practicable values. Due to the large number of numerical values, it is impossible to enumerate them exhaustively. Therefore, only some numerical values ​​are disclosed in the present invention to illustrate the technical solution of the present invention. Furthermore, the numerical values ​​listed above should not be construed as limiting the scope of protection of the present invention.

[0076] If words such as "first" and "second" are used in this document to limit components, those skilled in the art should know that the use of "first" and "second" is only for the convenience of description to distinguish between components. Unless otherwise stated, the above words have no special meaning.

[0077] If the present invention discloses or involves components or structural parts that are fixedly connected to each other, then, unless otherwise stated, the fixed connection can be understood as: a detachable fixed connection (for example, connection using bolts or screws), and can also be understood as: a non-detachable fixed connection (for example, riveting, welding). Of course, the mutual fixed connection can also be replaced by an integrated structure (for example, manufactured by integral molding using a casting process) (except where it is obviously impossible to use an integrated molding process).

[0078] In addition, the orientations or positional relationships indicated by terms such as "longitudinal", "transverse", "up", "down", "front", "back", "left", "right", "vertical", "horizontal", "top", "bottom", "inside", and "outside" used in any of the technical solutions disclosed in the above-mentioned utility model are based on the orientations or positional relationships shown in the accompanying drawings, and are only for the convenience of describing this patent, and do not indicate or imply that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation. Therefore, they cannot be understood as limitations on this patent. Unless otherwise stated, the terms used to indicate shapes used in any of the technical solutions disclosed in the above-mentioned utility model include shapes that are approximate, similar, or close to them.

[0079] Any component provided by the present invention can be assembled from multiple separate components, or can be a separate component manufactured by an integral forming process.

[0080] Finally, it should be noted that the above embodiments are only used to illustrate the technical solution of the utility model and not to limit it; although the utility model has been described in detail with reference to the preferred embodiments, ordinary technicians in the field should understand that the specific implementation methods of the utility model can still be modified or some technical features can be replaced by equivalents; without departing from the spirit of the technical solution of the utility model, they should all be included in the scope of the technical solution for which protection is requested in the utility model.

Claims

1. An open rib composite bridge deck steel box girder, characterized by: It includes an open rib composite bridge deck, a plurality of transverse diaphragms are arranged at intervals along the bridge direction under the open rib composite bridge deck, steel box girder webs are installed symmetrically on the left and right under the open rib composite bridge deck, and two steel box girder webs are installed together on a steel box girder bottom plate. The open rib composite bridge deck includes a bridge deck and a plurality of T-shaped ribs or L-shaped ribs arranged at intervals in the transverse direction of the bridge under the bridge deck, the upper ends of the T-shaped ribs or L-shaped ribs are pre-buried under the bridge deck, and the upper ends of the transverse diaphragms are provided with slots corresponding to the T-shaped ribs or L-shaped ribs.

2. The open rib composite bridge deck steel box girder according to claim 1, characterized in that: The bridge deck comprises a plurality of precast concrete bridge decks arranged in an array, and adjacent precast concrete bridge decks are connected via wet joints.

3. The open rib composite bridge deck steel box girder according to claim 2, characterized in that: Two sets of steel meshes are embedded in the concrete precast bridge deck along the thickness direction. The steel meshes are composed of a number of longitudinal steel bars and transverse steel bars that are staggered vertically and horizontally. The longitudinal steel bars and transverse steel bars of the upper and lower steel meshes correspond one to one, and both ends of the longitudinal steel bars and transverse steel bars pass through the ends of the concrete precast bridge deck.

4. The open rib composite bridge deck steel box girder according to claim 3, characterized in that: The vertical portion of the T-shaped rib or L-shaped rib is at the top and the horizontal portion is at the bottom. The upper end of the vertical portion of the T-shaped rib or L-shaped rib is embedded in the precast concrete bridge deck. The vertical portion of the T-shaped rib or L-shaped rib embedded in the precast concrete bridge deck is provided with a through-hole for the longitudinal steel bars or transverse steel bars to pass through.

5. The open-rib composite bridge deck steel box girder according to claim 4, characterized in that: An L-shaped steel plate for connecting the transverse diaphragm and the T-shaped rib or L-shaped rib is provided on the notch of the transverse diaphragm. The vertical part of the L-shaped steel plate is at the bottom and the horizontal part is at the top, and the horizontal part is in contact with the concrete prefabricated bridge deck.

6. The open rib composite bridge deck steel box girder according to claim 3, characterized in that: The ends of the upper and lower corresponding longitudinal steel bars on the same side and the ends of the upper and lower corresponding transverse steel bars on the same side are connected by arc-shaped steel bars to form longitudinal steel bar rings and transverse steel bar rings. The longitudinal steel bar rings and transverse steel bar rings extend out of the area of ​​the concrete precast bridge deck and are buried in the wet joints.

7. The open rib composite bridge deck steel box girder according to claim 3, characterized in that: There is an overlapping area between the longitudinal steel bar rings and the protruding areas of the transverse steel bar rings at the edges of two adjacent precast concrete bridge decks. Several connecting steel bars are arranged in the overlapping area, and the connecting steel bars are welded to the areas where the longitudinal steel bar rings or the transverse steel bar rings protrude from the precast concrete bridge decks.

8. The open-rib composite bridge deck steel box girder according to claim 2, characterized in that: The upper non-notch area of ​​the diaphragm and the upper end of the steel box girder web are both provided with upper flange plates fixed under the bridge deck. The middle part of one side of the upper flange plate is fixed to the upper non-notch area of ​​the diaphragm or the upper end of the steel box girder web, and the other side of the plate is fixed under the bridge deck.

9. The open-rib composite bridge deck steel box girder according to claim 8, characterized in that: A plurality of bolts are arranged in an array on the upper surface of the upper flange plate in the non-notch area of ​​the upper end of the diaphragm, and a bolt embedded interface is provided on the upper flange plate corresponding to the non-notch area of ​​the upper end of the diaphragm on the precast concrete bridge deck. The bolts on the upper flange plate in the non-notch area of ​​the upper end of the diaphragm are located in the bolt embedded interface. The size of the bolt embedded interface is smaller than the size of the upper flange plate in the non-notch area of ​​the upper end of the diaphragm, and the area enclosed by the bolt embedded interface and the upper flange plate in the non-notch area of ​​the upper end of the diaphragm is filled with concrete.

10. The open rib composite bridge deck steel box girder according to claim 2, characterized in that: The upper flange plate at the upper end of the steel box girder web is located under one of the wet joints on the same side. A number of bolts are provided on the upper surface of the upper flange plate of the steel box girder web corresponding to the wet joint area. The edges of the prefabricated concrete bridge decks on both sides of the wet joint are screwed to the side of the upper flange plate at the upper end of the steel box girder web.

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