Continuous beam bridge with narrow steel box combined with steel-concrete composite bridge deck slab

Abstract

The utility model discloses a continuous beam bridge with a narrow steel box combined with a steel-concrete combined bridge deck slab, which comprises a narrow steel box girder, a positive bending moment area steel-concrete combined bridge deck slab and a negative bending moment area steel-concrete combined bridge deck slab. The sagging moment area steel-concrete combined bridge deck slabs and the hogging moment area steel-concrete combined bridge deck slabs are sequentially arranged on the narrow steel box girder from left to right in a spaced mode, built-in wet joints are formed between the hogging moment area steel-concrete combined bridge deck slabs and the narrow steel box girder, built-in wet joint concrete is poured into the built-in wet joints, and the post-combined steel-concrete combined section girder is formed. The steel bottom plate in the hogging moment area serves as a pouring formwork of concrete in the hogging moment area of the bridge deck and is directly supported on the narrow steel box main beam, when longitudinal prestressed tendons in the bridge deck are tensioned, the narrow steel box main beam only serves as a support and does not participate in sharing prestress, the effective pre-compressive stress of the concrete in the hogging moment area is remarkably improved, and the service life of the narrow steel box main beam is prolonged. And concrete cracking in the hogging moment area can be effectively avoided.

Description

Technical Field

[0001] This utility model relates to the field of bridge engineering technology, and in particular to a narrow-span steel box girder bridge with a steel-concrete composite deck. Background Technology

[0002] Steel-concrete composite beams consist of steel beams and concrete slabs connected by shear connectors to form a whole that shares the load. They combine the tensile strength of steel and the compressive strength of concrete, resulting in advantages such as high structural stiffness, high load-bearing capacity, and strong spanning ability. They are currently widely used in municipal bridges, highway bridges, and other fields.

[0003] For simply supported beam bridges, steel-concrete composite beam bridges exhibit excellent load-bearing performance. However, for multi-span bridges, continuous beam bridges are generally constructed for improved driving comfort and more rational structural stress distribution. These continuous beams allow for a lower beam height and better overall performance. However, in the negative bending moment region of a continuous composite beam, the concrete bears tensile stress. Cracking of the concrete bridge deck reduces the stiffness of the composite beam, and corrosion of the reinforcing steel within the concrete slab, the studs at the joints, and the steel beams themselves increases the risk of damage, thus lowering the bridge's durability. Therefore, preventing concrete cracking in the negative bending moment region of steel-concrete composite continuous beams has become an urgent problem to solve. Summary of the Invention

[0004] To address the aforementioned technical problems, this utility model provides a narrow-span steel box girder bridge with a steel-concrete composite deck that is safe and convenient to construct and can achieve crack resistance in the negative bending moment zone.

[0005] The technical solution of this utility model to solve the above-mentioned technical problems is: a narrow-width steel box girder combined with a steel-concrete composite bridge deck, comprising a narrow-width steel box girder, a steel-concrete composite bridge deck in the positive bending moment zone, and a steel-concrete composite bridge deck in the negative bending moment zone. The narrow-width steel box girder is installed on the piers through supports. The steel-concrete composite bridge deck in the positive bending moment zone and the steel-concrete composite bridge deck in the negative bending moment zone are arranged alternately on the narrow-width steel box girder from left to right. An internal wet joint is formed between the steel-concrete composite bridge deck in the negative bending moment zone and the narrow-width steel box girder. The internal wet joint is filled with internal wet joint concrete to form a post-bonded steel-concrete composite section beam. The narrow-width steel box girder and the steel-concrete composite bridge deck in the negative bending moment zone share the load.

[0006] The aforementioned narrow-span steel box girder combined with steel-concrete composite bridge deck continuous beam bridge, wherein the narrow-span steel box girder main girder includes a top plate, a bottom plate, and a web; the top plate and bottom plate are horizontally arranged and parallel to each other, with partial cantilever at both ends; two parallel web steel box girder webs are vertically arranged between the top plate and bottom plate; the top plate, bottom plate, and two web steel box girder webs are welded together; several steel box girder studs are provided on the top plate; and sealing rubber strips are provided on both sides of the top plate.

[0007] The aforementioned narrow-span steel box girder combined with steel-concrete composite bridge deck continuous beam bridge has several steel box girder top plate stiffening ribs on the top plate, several steel box girder bottom plate stiffening ribs on the bottom plate, and steel box girder web plate stiffening ribs on the web.

[0008] The aforementioned narrow-span steel box girder combined with steel-concrete composite bridge deck continuous beam bridge has multiple narrow-span steel box girder main girders, all of which are arranged in parallel. Several steel crossbeams are provided between two adjacent narrow-span steel box girder main girders, and steel box girder diaphragms are provided at the connection positions between the narrow-span steel box girder main girders and the steel crossbeams.

[0009] The aforementioned narrow-span steel box girder combined with steel-concrete composite bridge deck continuous beam bridge has steel crossbeams that are I-beams, box girders, or trusses, and are welded or bolted to the narrow-span steel box girder.

[0010] The aforementioned narrow-span steel box girder combined with a steel-concrete composite bridge deck, wherein the steel-concrete composite bridge deck in the positive bending moment zone includes a steel base plate in the positive bending moment zone, steel base plate studs in the positive bending moment zone, perforated plate transverse ribs in the positive bending moment zone, longitudinal reinforcement in the positive bending moment zone, transverse reinforcement in the positive bending moment zone, and concrete in the positive bending moment zone. The steel base plate in the positive bending moment zone is fixed to the narrow-span steel box girder, and several steel base plate studs in the positive bending moment zone are welded to the steel base plate in the positive bending moment zone. Multiple perforated plate transverse ribs in the positive bending moment zone are fixed parallel to each other on the steel base plate in the positive bending moment zone. The perforated plate transverse ribs and the steel base plate in the positive bending moment zone form a load-bearing structure and a template for pouring concrete in the positive bending moment zone. Multiple longitudinal reinforcements in the positive bending moment zone are sequentially placed on the perforated plate transverse ribs in the positive bending moment zone, and multiple transverse reinforcements in the positive bending moment zone are sequentially placed on the longitudinal reinforcements in the positive bending moment zone. The steel-concrete composite section beam of the narrow-span steel box girder and the steel-concrete composite bridge deck in the positive bending moment zone is formed by pouring concrete in the positive bending moment zone.

[0011] The aforementioned narrow-span steel box girder combined with a steel-concrete composite bridge deck, wherein the negative bending moment zone steel-concrete composite bridge deck includes a negative bending moment zone steel base plate, negative bending moment zone steel base plate studs, negative bending moment zone perforated plate transverse ribs, negative bending moment zone longitudinal reinforcement, negative bending moment zone transverse reinforcement, negative bending moment zone concrete, and a longitudinal prestressing system. The negative bending moment zone steel base plate is fixed to the narrow-span steel box girder, and several negative bending moment zone steel base plate studs are welded to the negative bending moment zone steel base plate. Multiple negative bending moment zone perforated plate transverse ribs are fixed parallel to each other on the negative bending moment zone steel base plate. The negative bending moment zone perforated plate transverse ribs and the negative bending moment zone steel base plate form a load-bearing structure and a template for pouring negative bending moment zone concrete. Multiple negative bending moment zone longitudinal reinforcements and multiple longitudinal prestressing systems are set on the negative bending moment zone perforated plate transverse ribs, and multiple negative bending moment zone transverse reinforcements are sequentially set on the negative bending moment zone longitudinal reinforcements.

[0012] The aforementioned narrow-span steel box girder bridge with steel-concrete composite deck includes a longitudinal prestressing system comprising longitudinal prestressing ducts, longitudinal prestressing tendons, prestressing duct grout, prestressing tendon anchors, and prestressing duct grouting holes. The longitudinal prestressing ducts are evenly distributed within the steel-concrete composite bridge deck in the negative bending moment zone and pass through the transverse ribs of the perforated plate in the negative bending moment zone. Longitudinal prestressing tendons are installed within the longitudinal prestressing ducts and fixed within them by prestressing tendon anchors. Prestressing duct grout is injected between the longitudinal prestressing tendons and the longitudinal prestressing ducts. Prestressing duct grouting holes are provided on the prestressing tendon anchors.

[0013] The aforementioned narrow-span steel box girder bridge with steel-concrete composite deck features longitudinal prestressed ducts made of corrugated metal or plastic pipes, longitudinal prestressed tendons made of steel strands, prestressed tendon anchors made of wedge anchors, and grouting with micro-expansion cement mortar.

[0014] The aforementioned narrow-span steel box girder combined with steel-concrete composite bridge deck continuous beam bridge, wherein the negative bending moment zone steel bottom plate includes a negative bending moment zone edge steel bottom plate, a negative bending moment zone middle steel bottom plate, a channel plate, and channel plate bottom studs; two negative bending moment zone edge steel bottom plates are symmetrically arranged on both sides of the negative bending moment zone middle steel bottom plate, and the two ends of the negative bending moment zone middle steel bottom plate are connected to the two negative bending moment zone edge steel bottom plates on both sides by a channel plate; the negative bending moment zone edge steel bottom plate, the negative bending moment zone middle steel bottom plate, and the channel plate are integrally formed from a single steel plate, or welded from five steel blocks; an internal wet joint is formed between the channel plate and the top plate of the steel box girder; and several channel plate bottom studs are arranged on the bottom surface of the channel plate.

[0015] The beneficial effects of this utility model are as follows:

[0016] 1. The steel base plate of the negative bending moment zone of this utility model serves as a pouring template for the concrete in the negative bending moment zone of the bridge deck. It is directly supported on the narrow steel box girder. When tensioning the longitudinal prestressing tendons in the bridge deck, the narrow steel box girder only acts as a support and does not participate in sharing the prestress. This significantly improves the effective prestress of the concrete in the negative bending moment zone and can effectively prevent cracking of the concrete in the negative bending moment zone.

[0017] 2. This utility model significantly improves the bonding stiffness between the narrow steel box girder and the steel-concrete composite bridge deck in the negative bending moment zone. An internal wet joint is formed by the steel bottom plate in the negative bending moment zone. After the longitudinal prestressing tendons of the bridge deck are tensioned, the concrete of the internal wet joint is poured. The entire steel-concrete composite bridge deck in the negative bending moment zone has no grouting holes or venting holes, and there is no problem of corrosion of the steel bars, studs and narrow steel box girder in the concrete due to bridge deck cracking. The concrete of the internal wet joint is connected to the steel bottom plate and the top plate of the steel box girder in the negative bending moment zone through the upper and lower studs, and the connection is firm. Attached Figure Description

[0018] Figure 1 This is a schematic diagram of the overall structure of an embodiment of the present utility model.

[0019] Figure 2 This is a schematic diagram of the cross-section of a narrow steel box girder.

[0020] Figure 3 This is a three-dimensional schematic diagram of a narrow steel box girder.

[0021] Figure 4 This is a structural schematic diagram of a steel-concrete composite bridge deck in the positive bending moment zone.

[0022] Figure 5 This is a structural schematic diagram of a steel-concrete composite bridge deck in the negative bending moment zone.

[0023] Figure 6 This is a structural schematic diagram of the steel base plate in the negative bending moment zone.

[0024] Figure 7 This is an enlarged view of the channel plate area of ​​the steel base plate in the negative bending moment zone.

[0025] Figure 8 This is a schematic diagram showing the connection between the steel-concrete composite bridge deck and the narrow steel box girder in the negative bending moment zone.

[0026] Figure 9 This is an enlarged view of the longitudinal prestressed system. Detailed Implementation

[0027] The present invention will be further described below with reference to the accompanying drawings and embodiments.

[0028] like Figure 1 As shown, a narrow-span steel box girder bridge with a rear-jointed steel-concrete composite deck includes a narrow-span steel box girder 1, a steel-concrete composite deck 3 for the positive bending moment zone, and a steel-concrete composite deck 4 for the negative bending moment zone. The narrow-span steel box girder 1 is installed on piers 6 via supports 5. The steel-concrete composite deck 3 for the positive bending moment zone and the steel-concrete composite deck 4 for the negative bending moment zone are arranged alternately from left to right on the narrow-span steel box girder 1, forming an internal wet joint 48 between the steel-concrete composite deck 4 for the negative bending moment zone and the narrow-span steel box girder 1. Internal wet joint concrete 482 is poured into the internal wet joint 48 to form a rear-jointed steel-concrete composite section beam, and the narrow-span steel box girder 1 and the steel-concrete composite deck 4 for the negative bending moment zone share the load.

[0029] like Figure 2As shown, the narrow-width steel box girder 1 includes a top plate 11, a bottom plate 12, and a web 13. The top plate 11 and the bottom plate 12 are horizontally arranged and parallel to each other. The top plate 11 and the bottom plate 12 are partially cantilevered at both ends. Two parallel web steel box girder webs 13 are vertically arranged between the top plate 11 and the bottom plate 12. The top plate 11, the bottom plate 12, and the two web steel box girder webs 13 are welded together. Four rows of steel box girder studs 18 are arranged on the top plate 11. A sealing rubber strip 19 is arranged on each side of the top plate 11. The top plate 11 of the steel box girder is provided with one steel box girder top plate stiffening rib 14, the bottom plate 12 of the steel box girder is provided with one steel box girder bottom plate stiffening rib 15, and the web plate 13 of the steel box girder is provided with two steel box girder web plate stiffening ribs 16.

[0030] like Figure 3 As shown, there are two narrow steel box girder main beams 1, which are arranged in parallel. A steel crossbeam 2 is provided every 5 meters between the two narrow steel box girder main beams 1. A steel box girder diaphragm is provided at the connection position between the narrow steel box girder main beam 1 and the steel crossbeam 2. The steel crossbeam 2 is an I-beam and is welded to the narrow steel box girder main beam 1.

[0031] like Figure 4 As shown, the steel-concrete composite bridge deck 3 in the positive bending moment zone includes a steel base plate 31 in the positive bending moment zone, steel base plate studs 32 in the positive bending moment zone, perforated plate transverse ribs 33 in the positive bending moment zone, longitudinal reinforcement 34 in the positive bending moment zone, transverse reinforcement 35 in the positive bending moment zone, and concrete 36 in the positive bending moment zone. The steel base plate 31 in the positive bending moment zone is fixed to the narrow steel box girder 1. Several steel base plate studs 32 in the positive bending moment zone are welded to the steel base plate 31 in the positive bending moment zone. Multiple perforated plate transverse ribs 33 in the positive bending moment zone are fixed parallel to each other in the positive bending moment zone. On the steel base plate 31 of the rectangular zone, the transverse ribs 33 of the perforated plate of the positive bending moment zone and the steel base plate 31 of the positive bending moment zone form a load-bearing structure and a template for pouring concrete 36 of the positive bending moment zone. Multiple longitudinal steel bars 34 of the positive bending moment zone are sequentially placed on the transverse ribs 33 of the perforated plate of the positive bending moment zone, and multiple transverse steel bars 35 of the positive bending moment zone are sequentially placed on the longitudinal steel bars 34 of the positive bending moment zone. By pouring concrete 36 of the positive bending moment zone, a steel-concrete composite section beam of narrow steel box girder 1 and steel-concrete composite bridge deck 3 of the positive bending moment zone is formed.

[0032] like Figure 5As shown, the negative bending moment zone steel-concrete composite bridge deck 4 includes a negative bending moment zone steel base plate 41, negative bending moment zone steel base plate studs 42, negative bending moment zone perforated plate transverse ribs 43, negative bending moment zone longitudinal reinforcement 44, negative bending moment zone transverse reinforcement 45, negative bending moment zone concrete 46, and longitudinal prestressing system 47. The negative bending moment zone steel base plate 41 is fixed on the narrow steel box girder 1. Several negative bending moment zone steel base plate studs 42 are welded to the negative bending moment zone steel base plate 41. Multiple negative bending moment zone perforated plate transverse ribs 43 are fixed parallel to each other on the negative bending moment zone steel base plate 41. The negative bending moment zone perforated plate transverse ribs 43 and the negative bending moment zone steel base plate 41 form a load-bearing structure and a template for pouring the negative bending moment zone concrete 46. Multiple negative bending moment zone longitudinal reinforcement 44 and multiple longitudinal prestressing systems 47 are set on the negative bending moment zone perforated plate transverse ribs 43. Multiple negative bending moment zone transverse reinforcement 45 are sequentially set on the negative bending moment zone longitudinal reinforcement 44.

[0033] like Figure 9 As shown, the longitudinal prestressing system 47 includes longitudinal prestressing ducts 471, longitudinal prestressing tendons 472, prestressing duct grout 473, prestressing tendon anchors 474, and prestressing duct grouting holes 475. The longitudinal prestressing ducts 471 are evenly arranged in the steel-concrete composite bridge deck 4 in the negative bending moment zone and pass through the transverse ribs 43 of the perforated plate in the negative bending moment zone. The size of the openings of the transverse ribs 43 of the perforated plate in the negative bending moment zone needs to meet the arrangement requirements of the longitudinal prestressing ducts 471. The longitudinal prestressing tendons 472 are installed in the longitudinal prestressing ducts 471. The longitudinal prestressing tendons 472 are fixed in the longitudinal prestressing ducts 471 by the prestressing tendon anchors 474. The prestressing duct grout 473 is poured between the longitudinal prestressing tendons 472 and the longitudinal prestressing ducts 471. The prestressing duct grouting holes 475 are provided on the prestressing tendon anchors 474. The longitudinal prestressed duct 471 is made of corrugated metal pipe, the longitudinal prestressed tendon 472 is made of steel strand, the prestressed tendon anchor 474 is made of wedge anchor, and micro-expansion cement mortar is used for grouting.

[0034] like Figures 6-8 As shown, the negative bending moment zone steel base plate 41 includes a negative bending moment zone side steel base plate 411, a negative bending moment zone middle steel base plate 412, a channel plate 413, and channel plate bottom studs 414. Two negative bending moment zone side steel base plates 411 are symmetrically arranged on both sides of the negative bending moment zone middle steel base plate 412. The two ends of the negative bending moment zone middle steel base plate 412 are connected to the two negative bending moment zone side steel base plates 411 on both sides by a channel plate 413. The negative bending moment zone side steel base plate 411, the negative bending moment zone middle steel base plate 412, and the channel plate 413 are integrally formed from a single steel plate or welded from five steel blocks. An internal wet joint 48 is formed between the channel plate 413 and the top plate 11 of the steel box girder. Several channel plate bottom studs 414 are arranged on the bottom surface of the channel plate 413. The internal space 481 of the internal wet joint 48 is filled with internal wet joint concrete 482.

Claims

1. A narrow-span steel box girder combined with a steel-concrete composite bridge deck, comprising a narrow-span steel box girder, a steel-concrete composite bridge deck in the positive bending moment zone, and a steel-concrete composite bridge deck in the negative bending moment zone, characterized in that: The narrow-width steel box main beam is installed on the pier through a support, the positive bending moment area steel concrete combined bridge deck and the negative bending moment area steel concrete combined bridge deck are arranged on the narrow-width steel box main beam in sequence from left to right, the negative bending moment area steel concrete combined bridge deck and the narrow-width steel box main beam form an embedded wet joint, the embedded wet joint is filled with embedded wet joint concrete, a rear combined steel concrete combined section beam is formed, and the narrow-width steel box main beam and the negative bending moment area steel concrete combined bridge deck bear force together.

2. The narrow steel box composite bridge deck panel continuous girder bridge of claim 1, wherein: The narrow-width steel box main beam comprises a steel box beam top plate, a steel box beam bottom plate and a steel box beam web plate; the steel box beam top plate and the steel box beam bottom plate are horizontally arranged and parallel to each other, the steel box beam top plate and the steel box beam bottom plate are provided with a part of overhang at two ends, two web plates parallel to each other are vertically arranged between the steel box beam top plate and the steel box beam bottom plate, the steel box beam top plate, the steel box beam bottom plate and the two web plates are welded and formed, a plurality of steel box beam nails are arranged on the steel box beam top plate, and a sealing rubber strip is arranged on each side of the steel box beam top plate.

3. The narrow steel box composite bridge deck panel continuous girder bridge of claim 2, wherein: The steel box beam top plate is provided with a plurality of steel box beam top plate stiffening ribs, the steel box beam bottom plate is provided with a plurality of steel box beam bottom plate stiffening ribs, and the steel box beam web plate is provided with a steel box beam web plate stiffening rib.

4. The narrow steel box composite bridge deck panel continuous girder bridge of claim 2, wherein: The plurality of narrow-width steel box main beams are arranged in parallel, a plurality of steel cross beams are arranged between the adjacent two narrow-width steel box main beams, and a steel box beam cross plate is arranged at the position where the narrow-width steel box main beam is connected with the steel cross beam.

5. The narrow steel box composite bridge deck panel continuous girder bridge of claim 4, wherein: The steel cross beam is a I-shaped beam, a box-shaped beam or a truss, and the steel cross beam is welded or bolted with the narrow-width steel box main beam.

6. The narrow steel box composite bridge deck panel continuous girder bridge of claim 2, wherein: The positive bending moment area steel concrete combined bridge deck comprises a positive bending moment area steel bottom plate, a positive bending moment area steel bottom plate nail, a positive bending moment area perforated plate cross rib, a positive bending moment area longitudinal steel bar, a positive bending moment area transverse steel bar and positive bending moment area concrete; the positive bending moment area steel bottom plate is fixed on the narrow-width steel box main beam, a plurality of positive bending moment area steel bottom plate nails are welded on the positive bending moment area steel bottom plate, a plurality of positive bending moment area perforated plate cross ribs are fixed on the positive bending moment area steel bottom plate in parallel, the positive bending moment area perforated plate cross rib and the positive bending moment area steel bottom plate form a bearing structure and a formwork for pouring the positive bending moment area concrete, a plurality of positive bending moment area longitudinal steel bars are arranged in sequence on the positive bending moment area perforated plate cross rib, a plurality of positive bending moment area transverse steel bars are arranged in sequence on the positive bending moment area longitudinal steel bar, and the narrow-width steel box main beam and the positive bending moment area steel concrete combined bridge deck form a steel concrete combined section beam through pouring of the positive bending moment area concrete.

7. The narrow steel box composite bridge deck panel continuous girder bridge of claim 2, wherein: The negative bending moment area steel concrete combined bridge deck comprises a negative bending moment area steel bottom plate, a negative bending moment area steel bottom plate nail, a negative bending moment area perforated plate cross rib, a negative bending moment area longitudinal steel bar, a negative bending moment area transverse steel bar, negative bending moment area concrete and a longitudinal pre-stressing system; the negative bending moment area steel bottom plate is fixed on the narrow-width steel box main beam, a plurality of negative bending moment area steel bottom plate nails are welded on the negative bending moment area steel bottom plate, a plurality of negative bending moment area perforated plate cross ribs are fixed on the negative bending moment area steel bottom plate in parallel, the negative bending moment area perforated plate cross rib and the negative bending moment area steel bottom plate form a bearing structure and a formwork for pouring the negative bending moment area concrete, a plurality of negative bending moment area longitudinal steel bars and a plurality of longitudinal pre-stressing systems are arranged on the negative bending moment area perforated plate cross rib, and a plurality of negative bending moment area transverse steel bars are arranged in sequence on the negative bending moment area longitudinal steel bar.

8. The narrow steel box composite bridge deck panel continuous girder bridge of claim 7, wherein: The longitudinal prestress system comprises longitudinal prestress ducts, longitudinal prestress tendons, prestress duct grout, prestress tendon anchorage, prestress duct grouting holes; the longitudinal prestress ducts are uniformly arranged in the steel-concrete composite bridge deck slab in the negative bending moment area and pass through the negative bending moment area opening plate transverse ribs, the longitudinal prestress tendons are arranged in the longitudinal prestress ducts, the longitudinal prestress tendons are fixed in the longitudinal prestress ducts through the prestress tendon anchorage, the prestress duct grout is poured between the longitudinal prestress tendons and the longitudinal prestress ducts, and the prestress duct grouting holes are arranged on the prestress tendon anchorage.

9. The narrow steel box composite bridge deck panel continuous girder bridge of claim 8, wherein: The longitudinal prestress ducts adopt metal bellows or plastic bellows, the longitudinal prestress tendons adopt steel strands, the prestress tendon anchorage adopts a clamping piece anchor, and micro-expansion cement mortar grouting is adopted.

10. The narrow steel box composite bridge deck panel continuous girder bridge of claim 7, wherein: The negative bending moment area steel bottom plate comprises negative bending moment area side steel bottom plates, a negative bending moment area middle steel bottom plate, a channel-shaped plate and channel-shaped plate bottom dowel nails; two negative bending moment area side steel bottom plates are symmetrically arranged on both sides of the negative bending moment area middle steel bottom plate, and the negative bending moment area middle steel bottom plate is connected with the two negative bending moment area side steel bottom plates on both sides and at both ends through a channel-shaped plate; the negative bending moment area side steel bottom plates, the negative bending moment area middle steel bottom plate and the channel-shaped plate are integrally formed by one steel plate or are formed by welding five steel blocks; an internal wet joint is formed between the channel-shaped plate and the steel box girder top plate, and a plurality of channel-shaped plate bottom dowel nails are arranged on the bottom surface of the channel-shaped plate.

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