A connection structure and construction method for the top plate of a prefabricated assembled corrugated steel web composite box girder

Abstract

The present invention relates to a connection structure of a prefabricated assembled corrugated steel web composite box girder top plate, comprising a top plate, a corrugated steel web and a shear connector connected between the top plate and the corrugated steel web, wherein the corrugated steel web comprises an upper flange steel plate, and is characterized in that at least two mortises are provided at intervals on the top plate, and at least two pre-buried through steel bars perpendicular to the corrugated steel web are also provided at the lower edge of each mortise and tenon, and the shear connector comprises a first steel plate connected to the upper flange steel plate, and the first steel plate is provided with at least two snap-in portions for corresponding pre-buried through steel bars to snap in along its length direction at intervals, and a construction method is also provided. Compared with the prior art, the advantage of the present invention is that the present invention directly hoists a prefabricated concrete top plate with a reserved discontinuous mortise and tenon to the flange steel plate on the corrugated steel web, and the assembly can be completed by only connecting the discontinuous shear connector.

Description

Technical Field

[0001] The invention relates to bridge engineering construction technology, and in particular to a connection structure and a construction method for a prefabricated assembled corrugated steel web composite box girder top plate. Background Art

[0002] A steel-concrete composite structure bridge is a type of bridge construction structure in which steel components and concrete components are connected into a whole through shear connectors, and they participate in the force together, which can give full play to the compressive properties of concrete and the tensile properties of steel. In recent years, a steel-concrete composite beam that is connected into a whole by a concrete top plate, a bottom plate and a corrugated steel web through a shear connector is more reasonable in structure, can give full play to the material properties, and is convenient and quick to construct, so it has been widely used. Shear connectors are the key points of the quality of steel-concrete composite structure bridges. They are related to the close combination of the web and the concrete of the top and bottom plates and the subsequent coordinated force work, which directly affects the structural safety and durability of the bridge. The shear connectors commonly used in engineering mainly include double-opening plate type, bolt type, combination type, angle steel type, and embedded type. For example, the double-opening plate type can refer to the figure disclosed in the specification of the Japanese patent application with application number JP2012273890 (publication number JP2014118723A) Figure 2 The conventional continuous double-opening plate type connector is prone to the connection fatigue problem caused by the disassembly and assembly of the prefabricated assembled top plate, and it also requires the integral cast-in-place of the top plate and the erection of the formwork during the cast-in-place; similarly, the combined shear connector can also refer to the composite structure of the outer deck for the structural layer (including the bridge layer, the road layer, the sidewalk, etc.) disclosed in the US patent application with application number US56846495 (publication number US5664378A), including a grid member and a top member. The grid member is preferably made of steel and includes a plurality of main support rods and a plurality of distribution rods perpendicular to the main support rods, and the top member is preferably made of reinforced concrete. The upper part of the main load-bearing steel bars or reinforcement is embedded in the reinforced concrete member, allowing horizontal shear force transmission and forming a composite bridge deck structure, maximizing the tensile strength of steel and the compressive strength of concrete. The top of the embedded steel bar has a clamping surface for mechanical locking between the grid member and the concrete member and increasing the horizontal shear transmission between them. However, the top plate still needs to be set up with formwork and poured with concrete, so that the formed concrete top plate is connected to the steel beam as a whole through the combined shear key. The above-mentioned steel web composite box girder bridge structure still cannot avoid the following problems: First, the top plate of the steel web box girder generally adopts the construction method of all on-site casting, which is difficult to construct on-site and requires supporting formwork. It is easy to produce cracks due to shrinkage creep, and the construction progress is slow; second, the concrete pouring maintenance and process are cumbersome, and the on-site pouring has a greater impact on the surrounding environment; further improvements are needed for this. Summary of the invention

[0003] The first technical problem to be solved by the present invention is to provide a connection structure which can increase the shear resistance of the corrugated steel web and the concrete top plate while better ensuring the integrity of the concrete top plate in view of the above-mentioned existing technical status.

[0004] The second technical problem to be solved by the present invention is to provide a construction method which uses the above-mentioned connection structure and can avoid the erection of the top plate formwork and shorten the construction period in response to the above-mentioned existing technical status.

[0005] To solve the first technical problem, the technical solution adopted by the present invention is: the connection structure of the top plate of the prefabricated assembled corrugated steel web composite box girder comprises a top plate, a corrugated steel web and a shear connector connected between the top plate and the corrugated steel web, the corrugated steel web comprises an upper flange steel plate, characterized in that: the top plate is provided with at least two mortise and tenon grooves at intervals, and at least two pre-embedded through steel bars perpendicular to the corrugated steel web are also arranged at the lower edge of each of the mortise and tenon grooves, and the shear connector comprises a first steel plate connected to the upper flange steel plate, the first steel plate is provided with at least two insertion portions for the corresponding pre-embedded through steel bars to be inserted into along its length direction, thereby achieving: when the top plate is connected to the upper surface of the upper flange steel plate of the corrugated steel web, each of the pre-embedded through steel bars can be inserted into the corresponding insertion portion.

[0006] In order to facilitate the insertion of the embedded through steel bars, preferably, each of the insertion portions is formed by an L-shaped notch partially opened in the vertical steel plate of the first steel plate, and each of the insertion portions is the same in reverse shape as the L-shaped notch.

[0007] In order to prevent the embedded through-steel bars from falling out of the insertion part of the first steel plate, preferably, each of the embedded parts includes a base with the first steel plate as the base, a transverse part parallel to the base, and a vertical part connecting the base and the transverse part, and the lower surface of the transverse part partially has a concave part that is concave upward from bottom to top to form a head, and the relative distance H1 between the head and the base is less than the relative distance H2 between the concave part and the base. The base, the transverse part and the head together form a storage space for accommodating the embedded through-steel bars, and because the relative distance H1 between the head of the transverse part and the base is less than the relative distance H2 between the concave part and the base, the embedded through-steel bars are not easy to fall out of the insertion part of the first steel plate.

[0008] In order to further prevent the embedded through steel bars from falling out of the snap-in portion of the first steel plate, preferably, the shear connector also includes a second steel plate, and the second steel plate is provided with at least two grooves spaced apart along its length direction, which are recessed upward from bottom to top and connected with the corresponding snap-in portions, and a shielding portion is formed between adjacent grooves to shield the vertical portion of the L-shaped notch.

[0009] Preferably, the groove is in an inverted C-shape or U-shape.

[0010] Furthermore, the mortise and tenon groove is an inverted trapezoidal mortise and tenon groove that is larger at the top and smaller at the bottom. The mortise and tenon groove has a structure that is larger at the top and smaller at the bottom, which can more stably fill the concrete in the inverted trapezoidal mortise and tenon groove.

[0011] To solve the second technical problem, the technical solution adopted by the present invention is: to provide a construction method using the connection structure of the prefabricated assembled corrugated steel web composite box beam top plate as described above, characterized in that it includes the following steps:

[0012] ① Prefabricate a concrete top plate with at least two tongues and grooves, and embed the pre-embedded through steel bars at the lower edges of the tongues and grooves of the top plate;

[0013] ② Pre-embed an outwardly extending steel bar perpendicular to the direction of the corrugated steel web at the upper edge of the notch of the mortise;

[0014] ③ Pre-embed a plurality of embedded steel bars perpendicular to the embedded through steel bars in the mortise and tenon grooves, wherein the plurality of embedded steel bars are located below the protruding steel bars and are evenly distributed along the groove wall of the mortise and tenon grooves;

[0015] ④ The first steel plate is arranged along the length direction of the corrugated steel web, and fixed to the upper surface of the upper flange steel plate at the upper end of the corrugated steel web by welding;

[0016] ⑤ Place the top plate on the upper surface of the upper flange steel plate of the corrugated steel web by hoisting, and insert each of the embedded through steel bars into the corresponding insertion portion of each of the first steel plates;

[0017] ⑥ The second steel plate is passed through the tongue and groove from top to bottom and fixed to the upper surface of the upper flange steel plate of the corrugated steel web by on-site welding, and is arranged on the outer side of the vertical steel plate of the first steel plate. The first steel plate and the second steel plate are connected by bolts to form a reinforced perforated steel plate to fix the position of the embedded through steel bar;

[0018] ⑦ inserting at least two semi-enclosed stirrups with their openings facing downwards arranged at intervals along the length direction of the corrugated steel web into the mortise and tenon grooves in sequence, and hooping the multiple embedded steel bars in step ③ and tying them to form a steel cage;

[0019] ⑧ Laying overlapping steel bars between adjacent protruding steel bars, and tying the overlapping steel bars to the steel cage securely after welding;

[0020] ⑨Finally, pour self-compacting concrete to connect the corrugated steel web and the precast concrete top plate as a whole. The embedded through-steel bars penetrate the reinforced perforated steel plate composed of the first steel plate and the second steel plate, and work together with the cast-in-place concrete in the mortise and tenon to form a shear key.

[0021] The pre-embedded through steel bars embedded in the lower edges of the mortise and tenon grooves of the top plate protrude from the mortise and tenon grooves, have a large deviation stiffness, and realize the coupling between the concrete and the component. The reinforced perforated steel plate composed of the first steel plate and the second steel plate, and the shear key formed by the pre-embedded through steel bars and concrete, can effectively improve the shear resistance. The setting of the steel cage can better restrain the concrete, so that the shear key and the concrete structure are more effectively coupled together, further preventing external forces from causing cracking and deformation of the concrete structure, and ensuring the safety of the concrete structure.

[0022] Furthermore, the semi-closed stirrups are roughly trapezoidal in shape, wider at the top and narrower at the bottom, and include two oppositely arranged first and second hoop feet at the bottom, and the gap between the first and second hoop feet constitutes the open opening, and the open opening can allow each of the embedded steel bars embedded in the mortise and tenon to enter.

[0023] Furthermore, each embedded steel bar in step ⑤ is arranged perpendicular to the embedded through steel bar, including a first embedded steel bar and a second embedded steel bar located below the embedded through steel bar, and the first hoop foot of the semi-enclosed stirrup clamps the first embedded steel bar, and the second hoop foot of the semi-enclosed stirrup clamps the second embedded steel bar. Since the first hoop foot of the semi-enclosed stirrup clamps the first embedded steel bar, and the second hoop foot of the semi-enclosed stirrup clamps the second embedded steel bar, the steel cage can form the same force-bearing whole with the post-cast concrete, which can ensure force coordination, is conducive to the balanced distribution of shear force, and has strong longitudinal shear resistance and good pull-out resistance.

[0024] Compared with the prior art, the advantage of the present invention is that the present invention directly hoists the precast concrete top plate with a reserved discontinuous mortise and tenon to the upper flange steel plate of the corrugated steel web, and only needs to connect the discontinuous shear connector to complete the assembly. The connection between the pre-embedded through steel bar and the discontinuous opening first steel plate and the post-cast concrete of the mortise and tenon with a large upper opening and a small lower opening effectively strengthens the connection between the precast concrete top plate and the corrugated steel web; the use of the precast concrete top plate with a reserved discontinuous mortise and tenon with a large upper opening and a small lower opening reduces the splitting of components, ensures the integrity of the components, and realizes the assembly construction of the top plate of the composite box girder with a corrugated steel web. The present invention also provides a construction method, which can reduce the process, shorten the construction period, and avoid the erection of formwork. BRIEF DESCRIPTION OF THE DRAWINGS

[0025] Figure 1 It is a schematic diagram of the three-dimensional structure after the discontinuous connection structure of the prefabricated assembled corrugated steel web composite box girder of the present invention is assembled with the prefabricated concrete top plate;

[0026] Figure 2 It is a front view of the structure after the discontinuous connection structure of the prefabricated assembled corrugated steel web composite box girder of the present invention is assembled with the prefabricated concrete top plate;

[0027] Figure 3 It is a three-dimensional structural schematic diagram of the discontinuous connection structure of the prefabricated assembled corrugated steel web composite box girder of the present invention;

[0028] Figure 4 It is a left side view of the discontinuous connection structure of the prefabricated assembled corrugated steel web composite box girder of the present invention;

[0029] Figure 5 It is a schematic diagram of the structure of the steel cage in the present invention;

[0030] Figure 6 is a schematic structural diagram of the second steel plate in the present invention;

[0031] Figure 7 is a schematic structural diagram of the first steel plate in the present invention;

[0032] Figure 8 It is a structural schematic diagram of the second steel plate and the first steel plate forming a reinforced perforated steel plate and being welded to the upper surface of the upper flange steel plate in the present invention;

[0033] Fig. 9 It is a schematic diagram of the structure of the top plate in the present invention. DETAILED DESCRIPTION

[0034] The present invention is further described in detail below with reference to the accompanying drawings.

[0035] like Figures 1 to 9 The figure shows the best embodiment of the present invention. The connection structure of the top plate of the prefabricated assembled corrugated steel web composite box girder in this embodiment comprises a top plate 1, a corrugated steel web 2 and a shear connector connected between the top plate 1 and the corrugated steel web 2, the corrugated steel web 2 comprises an upper flange steel plate 3, the top plate 1 is provided with at least two tongues and tongues 11 at intervals, and at least two pre-embedded through steel bars 4 perpendicular to the corrugated steel web 2 are also provided at the lower edge of each tongue and tongue 11, and the shear connector comprises a first steel plate 8 connected to the upper flange steel plate 3, the first steel plate 8 is provided with at least two insertion portions 81 for the corresponding pre-embedded through steel bars 4 to be inserted into at intervals along its length direction, thereby achieving: when the top plate 1 is connected to the upper surface of the upper flange steel plate 3 of the corrugated steel web 2, each pre-embedded through steel bar 4 can be inserted into the corresponding insertion portion 81.

[0036] To facilitate the insertion of the embedded through steel bar 4, each insertion portion 81 is formed by an L-shaped notch 82 partially opened in the vertical steel plate of the first steel plate 8, and each insertion portion 81 is the same in reverse shape as the L-shaped notch 82. To prevent the embedded through steel bar 4 from falling out of the insertion portion 81 of the first steel plate 8, each insertion portion 81 includes a base 811 with the horizontal steel plate of the first steel plate 8 as a base, a horizontal portion 812 parallel to the base 811, and a vertical portion 813 connecting the base 811 and the horizontal portion 812. The lower surface of the horizontal portion 812 partially has a recessed portion 8121 that is recessed upward from bottom to top to form a head 8122. The relative distance H1 between the head 8122 and the base 811 is smaller than the relative distance H2 between the recessed portion 8121 and the base. The base 811, the transverse portion 812 and the head 8122 together form a storage space for accommodating the embedded through-steel 4, and since the relative distance H1 between the head 8122 of the transverse portion 812 and the base 811 is smaller than the relative distance H2 between the recess 8121 and the base, the embedded through-steel 4 is not easy to fall out of the snap-in portion 81 of the first steel plate 8. In order to further prevent the embedded through-steel 4 from falling out of the snap-in portion 81 of the first steel plate 8, the shear connector also includes a second steel plate 9, and the second steel plate 9 is provided with at least two recesses 91 that are recessed upward from bottom to top and intersecting with the corresponding snap-in portions 81 at intervals along its length direction, and a shielding portion 92 that can shield the vertical portion 821 of the L-shaped notch 82 is formed between adjacent recesses 91. Preferably, the recess 91 is in an inverted C-shape or U-shape. The mortise and tenon groove 11 is an inverted trapezoidal mortise and tenon groove 11 that is larger at the top and smaller at the bottom. The mortise and tenon groove 11 is a structure that is larger at the top and smaller at the bottom, which can more stably fill the concrete in the inverted trapezoidal mortise and tenon groove 11.

[0037] This embodiment also provides a construction method using the connection structure of the prefabricated assembled corrugated steel web composite box beam top plate, comprising the following steps:

[0038] ① Prefabricate a concrete top plate 1 having at least two tongues and grooves 11, and embed the pre-embedded through steel bars 4 in the lower edges of the tongues and grooves 11 of the top plate 1;

[0039] ② Pre-embed the overhanging steel bar 7 perpendicular to the direction of the corrugated steel web 2 at the upper edge of the notch of the mortise 11;

[0040] ③ A plurality of embedded steel bars 50 are embedded in the mortise and tenon groove 11, which are perpendicular to the embedded through steel bars 4. The plurality of embedded steel bars 50 are located under the protruding steel bars 7 and are evenly distributed along the groove wall of the mortise and tenon groove 11;

[0041] ④ The first steel plate 8 is arranged along the length direction of the corrugated steel web 2, and is fixed to the upper surface of the upper flange steel plate 3 at the upper end of the corrugated steel web 2 by welding;

[0042] ⑤ Place the top plate 1 on the upper surface of the upper flange steel plate 3 of the corrugated steel web 2 by hoisting, and insert each pre-buried through steel bar 4 into the corresponding insertion portion 81 of each first steel plate 8;

[0043] ⑥ The second steel plate 9 is passed through the mortise and tenon groove 11 from top to bottom and fixed to the upper surface of the upper flange steel plate 3 of the corrugated steel web 2 by on-site welding, and is arranged on the outer side of the vertical steel plate of the first steel plate 8. The first steel plate 8 and the second steel plate 9 are connected by bolts to form a reinforced perforated steel plate to fix the position of the pre-embedded through steel bar 4;

[0044] ⑦ Insert the semi-closed stirrups with at least two open openings 510 facing downwards arranged at intervals along the length direction of the corrugated steel web 2 into the mortise 11 in sequence, and clamp the multiple embedded steel bars 50 in step ③ and then tie them to form a steel cage 5; the semi-closed stirrups 51 in step ⑦ are roughly trapezoidal, which is wider at the top and narrower at the bottom, including two oppositely arranged first hoop feet 511 and second hoop feet 512 located at the lower part, and the gap between the first hoop feet 511 and the second hoop feet 512 constitutes an open opening 510, and the open opening 510 can be used for each embedded steel bar 50 embedded in the mortise 11 to enter, wherein each embedded steel bar 50 in step ⑤ is arranged perpendicular to the embedded through steel bar 4, including the first embedded steel bar 501 and the second embedded steel bar 502 located under the embedded through steel bar 4, the first hoop foot 511 of the semi-closed stirrup 51 clamps the first embedded steel bar 501, and the second hoop foot 512 of the semi-closed stirrup 51 clamps the second embedded steel bar 502. Since the first hoop foot 511 of the semi-enclosed stirrup 51 clamps the first embedded steel bar 501, and the second hoop foot 512 of the semi-enclosed stirrup 51 clamps the second embedded steel bar 502, the steel cage 5 and the post-cast concrete can form a single force-bearing entity, which can ensure force coordination, is conducive to balanced distribution of shear force, and has strong longitudinal shear resistance and good pull-out resistance. Figure 5 As shown, each embedded steel bar 50, in addition to the first hoop foot 511 and the second hoop foot 512 located under the embedded through steel bar 4, also has other embedded steel bars 50 located above the embedded through steel bar 4 and under the protruding steel bar 7 and evenly distributed along the groove wall of the mortise and tenon 11. Of course, the number of each embedded steel bar 50 can be adaptively changed according to construction requirements, and each embedded steel bar 50 protrudes from the mortise and tenon 11, has a large deviation stiffness, and realizes the coupling between concrete and components.

[0045] ⑧ Laying overlapping steel bars 6 between adjacent protruding steel bars 7, and tying the overlapping steel bars 6 to the steel cage 5 after welding;

[0046] ⑨ Finally, pour the self-compacting concrete to connect the corrugated steel web 2 and the precast concrete top plate 1 as a whole. The embedded through steel bar 4 penetrates the reinforced perforated steel plate composed of the first steel plate 8 and the second steel plate 9, and works together with the cast-in-place concrete in the mortise 11 to form a shear key. Among them, each embedded through steel bar 4 embedded in the lower edge of each mortise 11 of the top plate 1 protrudes from the mortise 11, has a large deviation stiffness, realizes the coupling between the concrete and the component, and can stably transmit the shear force acting between the concrete and the shear connector. In addition, the reinforced perforated steel plate composed of the first steel plate 8 and the second steel plate 9, the shear key formed by the embedded through steel bar 4 and the concrete, can effectively improve the shear resistance, and the setting of the steel cage 5 can better constrain the concrete, so that the shear key and the concrete structure are more effectively coupled together, further preventing the cracking and deformation of the concrete structure caused by external forces, and ensuring the safety of the concrete structure. In this embodiment, the precast concrete top plate 1 with a discontinuous upper large and lower small tenon groove 11 is directly hoisted to the upper flange steel plate 3 of the corrugated steel web 2. The assembly can be completed by connecting the discontinuous shear connector. The connection between the pre-embedded through steel bar 4 and the discontinuous perforated steel plate and the post-cast concrete of the tenon groove 11 with a large upper mouth and a small lower mouth effectively strengthens the connection between the precast concrete top plate 1 and the corrugated steel web 2. The precast concrete top plate 1 with a discontinuous upper large and lower small tenon groove 11 is used to reduce the splitting of components, ensure the integrity of the components, and realize the assembly construction of the top plate 1 of the combined box girder with the corrugated steel web 2. In addition, the construction method of this embodiment can reduce the working procedures, shorten the construction period, and avoid the erection of formwork.

Claims

1. A connection structure of a top plate of a prefabricated assembled corrugated steel web composite box girder, comprising a top plate (1), a corrugated steel web (2) and a shear connector connected between the top plate (1) and the corrugated steel web (2), wherein the corrugated steel web (2) comprises an upper flange steel plate (3), characterized in that: The top plate (1) is provided with at least two tongues and grooves (11) at intervals, and at least two pre-embedded through steel bars (4) perpendicular to the corrugated steel web (2) are provided at the lower edge of each tongue and groove (11), and the shear connector comprises a first steel plate (8) connected to the upper flange steel plate (3), and the first steel plate (8) is provided with at least two insertion portions (81) for the corresponding pre-embedded through steel bars (4) to be inserted into the first steel plate (8) at intervals along its length direction, so that: when the top plate (1) is connected to the upper surface of the upper flange steel plate (3) of the corrugated steel web (2), each pre-embedded through steel bar (4) can be inserted into the corresponding insertion portion (81).

2. The connection structure of the top plate of the prefabricated assembled corrugated steel web composite box beam according to claim 1 is characterized in that: Each of the snap-in portions (81) is formed by an L-shaped notch (82) partially opened in the first steel plate (8), and each of the snap-in portions (81) has the same reverse shape as the L-shaped notch (82).

3. The connection structure of the top plate of the prefabricated assembled corrugated steel web composite box beam according to claim 2 is characterized in that: Each of the snap-in portions (81) includes a base (811) with the first steel plate (8), a transverse portion (812) parallel to the base (811), and a vertical portion (813) connecting the base (811) and the transverse portion (812), the lower surface of the transverse portion (812) partially having a recess (8121) that is recessed upward from bottom to top to form a head (8122), and the relative distance H1 between the head (8122) and the base (811) is smaller than the relative distance H2 between the recess (8121) and the base.

4. The connection structure of the top plate of the prefabricated assembled corrugated steel web composite box beam according to claim 3 is characterized by: The shear connector also includes a second steel plate (9), the second steel plate (9) having at least two grooves (91) spaced apart along its length, which are concave from bottom to top and intersecting with the corresponding snap-in portions (81), and a shielding portion (92) capable of shielding a vertical portion (821) of the L-shaped notch (82) is formed between adjacent grooves (91).

5. The connection structure of the top plate of the prefabricated assembled corrugated steel web composite box beam according to claim 4 is characterized in that: The groove (91) is in an inverted C-shape or U-shape.

6. The connection structure of the top plate of the prefabricated assembled corrugated steel web composite box girder according to any one of claims 1 to 5, characterized in that: The mortise and tenon groove (11) is an inverted trapezoidal mortise and tenon groove (11) that is larger at the top and smaller at the bottom.

7. A construction method using a connection structure of a prefabricated assembled corrugated steel web composite box girder top plate as claimed in any one of claims 1 to 6, characterized in that: The steps include: ① Prefabricate a concrete top plate (1) having at least two tongues and grooves (11), and embed the pre-embedded through steel bars (4) at the lower edges of the tongues and grooves (11) of the top plate (1); ② pre-embed an extended steel bar (7) perpendicular to the direction of the corrugated steel web (2) at the upper edge of the notch of the mortise and tenon (11); ③ A plurality of embedded steel bars (50) perpendicular to the embedded through steel bars (4) are embedded in the mortise and tenon groove (11), wherein the plurality of embedded steel bars (50) are located below the protruding steel bars (7) and are evenly distributed along the groove wall of the mortise and tenon groove (11); ④ The first steel plate (8) is arranged along the length direction of the corrugated steel web (2), and is fixed to the upper surface of the upper flange steel plate (3) at the upper end of the corrugated steel web (2) by welding; ⑤ The top plate (1) is placed on the upper surface of the upper flange steel plate (3) of the corrugated steel web (2) by hoisting, and each of the embedded through steel bars (4) is inserted into the corresponding insertion portion (81) of each of the first steel plates (8); ⑥ The second steel plate (9) is passed through the tongue and groove (11) from top to bottom and fixed to the upper surface of the upper flange steel plate (3) of the corrugated steel web (2) by on-site welding, and is arranged on the outer side of the vertical steel plate of the first steel plate (8). The first steel plate (8) and the second steel plate (9) are connected by bolts to form a reinforced perforated steel plate to fix the position of the embedded through steel bar (4); ⑦ inserting at least two open openings (510) of the semi-enclosed stirrups arranged at intervals along the length direction of the corrugated steel web (2) and facing downward into the mortise and tenon grooves (11) in sequence, and hooping the plurality of embedded steel bars (50) in step ③ and tying them to form a steel cage (5); ⑧ Laying overlapping steel bars (6) between adjacent protruding steel bars (7), and securely tying the overlapping steel bars (6) to the steel cage (5) after welding; ⑨ Finally, self-compacting concrete is poured to connect the corrugated steel web (2) and the precast concrete top plate (1) into a whole, and the embedded through-steel bars (4) penetrate the reinforced perforated steel plate composed of the first steel plate (8) and the second steel plate (9), and work together with the cast-in-place concrete in the mortise and tenon (11) to form a shear key.

8. The construction method according to claim 7, characterized in that: The semi-enclosed stirrup (51) in step ⑦ is roughly in the shape of a trapezoid that is wider at the top and narrower at the bottom, and includes two first stirrup feet (511) and a second stirrup foot (512) that are oppositely arranged at the bottom, and the gap between the first stirrup foot (511) and the second stirrup foot (512) constitutes the open mouth (510), and the open mouth (510) can allow each of the embedded steel bars (50) embedded in the mortise and tenon groove (11) to enter.

9. The construction method according to claim 8, characterized in that: The embedded steel bars (50) in step ③ include a first embedded steel bar (501) and a second embedded steel bar (502) located below the embedded through steel bar (4); the first hoop leg (511) of the semi-enclosed stirrup (51) hoop the first embedded steel bar (501), and the second hoop leg (512) of the semi-enclosed stirrup (51) hoop the second embedded steel bar (502).

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