Shearing force connecting structure for corrugated steel web composite beam

Abstract

The utility model discloses a shearing force connecting structure for a corrugated steel web composite beam, which comprises a corrugated steel web beam, an upper flange plate is arranged at the top of the corrugated steel web beam, an L-shaped perforated plate extending along the longitudinal direction of a bridge is arranged on the upper flange plate, and the L-shaped perforated plate is a vertical steel plate perpendicular to the upper flange plate. A plurality of L-shaped clamping grooves arranged in the same direction are sequentially formed in the L-shaped perforated plate, each L-shaped clamping groove comprises a sliding-in section extending downwards from the upper edge of the L-shaped perforated plate and a clamping and fixing section extending in the side direction of the sliding-in section, and a transverse penetrating reinforcing steel bar of a concrete bridge deck slab reinforcing steel bar framework entering the L-shaped clamping grooves from the sliding-in section is arranged in the clamping and fixing section. The corrugated steel web plate connecting piece is convenient, safe and fast to construct, not only retains the reliable anti-shearing bearing capacity of a traditional perforated plate connecting piece, but also effectively avoids the tedious operation that transverse steel bars of the steel-concrete composite beam need to be inserted on site when the traditional perforated plate connecting piece is adopted, improves the preassembly degree of the corrugated steel web plate composite beam, and greatly accelerates the construction speed.

Description

Technical Field

[0001] The utility model relates to the technical field of bridge construction, in particular to a shear connection structure for a corrugated steel web composite beam. Background Art

[0002] Steel has high tensile strength and good ductility, while concrete materials have high compressive strength and large stiffness. In bridge engineering, steel-concrete composite structures are increasingly used, which can give full play to the material advantages of these two materials. Among them, the corrugated steel web composite beam has been widely used due to its prominent accordion effect. The above-mentioned corrugated steel web composite beam is mostly connected to the concrete bridge deck and the corrugated steel web beam through traditional perforated plate connectors, that is, perforated plate connectors are welded on the corrugated steel web beam, and the transverse steel bars of the concrete bridge deck are inserted into the through holes of the perforated plate connectors one by one, and then the steel cage of the concrete bridge deck is tied. It can be seen that the connection method using traditional perforated plate connectors is time-consuming and laborious during on-site operation, seriously affecting the project progress. Summary of the Invention

[0003] In order to solve the above problems, the utility model provides a shear connection structure for a corrugated steel web composite beam with convenient operation and stable structure, and the following specific technical solutions can be adopted:

[0004] The shear connection structure for a corrugated steel web composite beam described in the utility model includes a corrugated steel web beam, an upper flange plate is arranged on the top of the corrugated steel web beam, an L-shaped perforated plate extending along the longitudinal direction of the bridge is arranged on the upper flange plate, the L-shaped perforated plate is a vertical steel plate perpendicular to the upper flange plate, and a plurality of L-shaped card slots arranged in the same direction are sequentially opened on the L-shaped perforated plate. The L-shaped card slot includes a sliding-in section extending downward from the upper edge of the L-shaped perforated plate and a clamping section extending laterally from the sliding-in section. A transverse through-reinforcement of the steel bar cage of the concrete bridge deck entering the L-shaped card slot from the sliding-in section is arranged in the clamping section.

[0005] The spacing of the L-shaped card slots is adapted to the spacing of the corresponding transverse through-reinforcements, the width of the sliding-in section is 1.2 times the diameter of the transverse through-reinforcement, and the width of the clamping section is adapted to the outer diameter of the transverse through-reinforcement.

[0006] Two L-shaped perforated plates are symmetrically arranged along the longitudinal center line of the corrugated steel web beam.

[0007] The minimum thickness of the L-shaped perforated plate is 12 mm, and the minimum transverse spacing between the two L-shaped perforated plates is 3 times the height of a single L-shaped perforated plate.

[0008] The distance between adjacent L-shaped card slots on the L-shaped perforated plate is 150-250 mm, and the product of the distance between adjacent L-shaped card slots and the thickness and shear strength design value of the L-shaped perforated plate is not less than the shear bearing capacity design value of the L-shaped perforated plate.

[0009] The thickness of the upper flange plate is calculated from the bearing capacity of the corrugated steel web composite beam.

[0010] The thickness of the upper flange plate is 14-40 mm, and the minimum width is 500 mm.

[0011] The shear connection structure for the corrugated steel web composite beam provided by the utility model realizes the rapid connection between the reinforced concrete bridge deck steel bar skeleton after overall binding and the corrugated steel web beam through the specially designed L-shaped perforated plate connector. Its construction is convenient, safe and fast. It not only retains the reliable shear bearing capacity of the traditional perforated plate connector, but also effectively avoids the cumbersome operation of the transverse steel bars of the steel-concrete composite beam that need to be inserted on site when using the traditional perforated plate connector, improves the prefabrication degree of the corrugated steel web composite beam, and greatly speeds up the construction speed. Brief Description of the Drawings

[0012] Figure 1 is a structural schematic diagram of the utility model.

[0013] Figure 2 is Figure 1 the front view of

[0014] Figure 3 is Figure 2 the left view of Detailed Embodiment

[0015] The following will describe in detail the embodiments of the utility model with reference to the drawings. These embodiments are implemented on the premise of the technical solution of the utility model, and the detailed implementation methods and specific construction processes are given. However, the protection scope of the utility model is not limited to the following embodiments.

[0016] As Figures 1-3 shown, the shear connection structure for the corrugated steel web composite beam of the utility model includes a corrugated steel web beam 1. A steel upper flange plate 2 is welded on the top of the corrugated steel web beam 1. The size of the upper flange plate 2 is determined by the bearing capacity and stability of the corrugated steel web composite beam. In this embodiment, the thickness of the upper flange plate 2 is 20 mm and the width is 800 mm.

[0017] Two L-shaped perforated plates 3 extending along the longitudinal direction of the bridge are welded on the upper flange plate 2. The thickness of each L-shaped perforated plate 3 is set according to the shear bearing capacity of the shear connector, and the minimum thickness is 12 mm. The two L-shaped perforated plates 3 are symmetrically arranged along the longitudinal center line of the corrugated steel web beam 1, with a height of 150 mm and a distance of 450 mm.

[0018] The two L-shaped perforated plates 3 are both vertical steel plates perpendicular to the upper flange plate 2, and each L-shaped perforated plate 3 is successively provided with a plurality of L-shaped card slots 4 arranged in the same direction. The L-shaped card slots 4 are used to connect the transverse through-going steel bars 51 of the concrete bridge deck steel bar framework 5. Therefore, the spacing of the L-shaped card slots 4 is adapted to the spacing of the corresponding transverse through-going steel bars 51. Usually, the spacing between adjacent L-shaped card slots 4 on the same L-shaped perforated plate 3 is 150 - 250 mm, and the product of the spacing between adjacent L-shaped card slots 4 and the thickness and shear strength design value of the L-shaped perforated plate 3 is not less than the shear bearing capacity design value of the L-shaped perforated plate 3.

[0019] Each of the above-mentioned L-shaped card slots 4 includes a sliding-in section 41 extending vertically downward from the upper edge of the L-shaped perforated plate 3 and a clamping section 42 extending horizontally to one side from the end of the sliding-in section 41. The width of the sliding-in section 41 is 1.2 times the diameter of the transverse through-going steel bar 51, and the width of the clamping section 42 is adapted to the outer diameter of the transverse through-going steel bar 51. When the transverse through-going steel bar 51 of the concrete bridge deck steel bar framework 5 enters the L-shaped card slot 4 from the sliding-in section 41, the concrete bridge deck steel bar framework 5 is pushed as a whole, so that the transverse through-going steel bar 51 enters the clamping section 42, forming a shear connection structure with reliable shear bearing capacity.

[0020] During construction, it mainly includes the following steps:

[0021] Step 1: Obtain the corrugated steel web beam 1 through integral rolling or factory welding. The top of the corrugated steel web beam 1 is the upper flange plate 2;

[0022] Step 2: Process the L-shaped perforated plate 3 and cut the L-shaped card slots 4;

[0023] Step 3: Weld the L-shaped perforated plate 3 to the upper flange plate 2 of the corrugated steel web beam 1;

[0024] Step 4: Bind the concrete bridge deck steel bar framework 5, including the transverse through-going steel bars 51;

[0025] Step 5: Align the transverse through-going steel bar 51 with the entrance of the sliding-in section 41 of the L-shaped card slot 4, and push the concrete bridge deck steel bar framework 5 as a whole. First, push it downward along the sliding-in section 41, and then push it laterally along the clamping section 42 until it reaches the end of the clamping section 42, forming a shear connection structure with reliable shear bearing capacity.

[0026] The above construction method can realize the integral binding of the steel bar framework, save the process of inserting transverse steel bars during the construction of the steel-concrete composite beam using traditional perforated plate connectors, and speed up the construction period; at the same time, compared with traditional perforated plate connectors, the utility model still retains reliable shear bearing capacity.

[0027] It should be noted that in the description of the present utility model, terms indicating orientation or positional relationships such as "front", "rear", "left", "right", "vertical", "horizontal", "inner", "outer", etc. are based on the orientation or positional relationships shown in the drawings. They are only for the convenience of describing the present utility model and simplifying the description, rather than indicating or implying that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation. Therefore, it should not be construed as a limitation to the present utility model.

Claims

1. A shear connection structure for a composite beam with corrugated steel webs, characterized in that: It includes a corrugated steel web beam. An upper flange plate is provided at the top of the corrugated steel web beam. An L-shaped perforated plate extending longitudinally along the bridge is provided on the upper flange plate. The L-shaped perforated plate is a vertical steel plate perpendicular to the upper flange plate, and a plurality of L-shaped card slots arranged in the same direction are successively opened on the L-shaped perforated plate. The L-shaped card slot includes a sliding-in section extending downward from the upper edge of the L-shaped perforated plate and a clamping section extending laterally from the sliding-in section. A transverse penetrating steel bar of the concrete bridge deck reinforcement cage entering the L-shaped card slot from the sliding-in section is arranged in the clamping section.

2. The shear connection structure for the composite beam with corrugated steel webs according to claim 1, characterized in that: The spacing of the L-shaped card slots is adapted to the spacing of the corresponding transverse penetrating steel bars. The width of the sliding-in section is 1.2 times the diameter of the transverse penetrating steel bar, and the width of the clamping section is adapted to the outer diameter of the transverse penetrating steel bar.

3. The shear connection structure for the composite beam with corrugated steel webs according to claim 2, characterized in that: Two L-shaped perforated plates are symmetrically arranged along the longitudinal center line of the corrugated steel web beam.

4. The shear connection structure for the composite beam with corrugated steel webs according to claim 3, characterized in that: The minimum thickness of the L-shaped perforated plate is 12 mm, and the minimum transverse spacing between the two L-shaped perforated plates is 3 times the height of a single L-shaped perforated plate.

5. The shear connection structure for the composite beam with corrugated steel webs according to claim 4, characterized in that: The spacing between adjacent L-shaped card slots on the L-shaped perforated plate is 150 - 250 mm, and the product of the spacing between adjacent L-shaped card slots and the thickness and shear strength design value of the L-shaped perforated plate is not less than the shear bearing capacity design value of the L-shaped perforated plate.

6. The shear connection structure for the composite beam with corrugated steel webs according to claim 1, wherein: The thickness of the upper flange plate is calculated from the load-bearing capacity of the corrugated steel web composite beam.

7. The shear connection structure for the composite beam with corrugated steel webs according to claim 1 or 6, characterized in that: The thickness of the upper flange plate is 14 - 40 mm, and the minimum width is 500 mm.

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