Transverse connection assembly of bridge tower of cable-stayed bridge

Abstract

The utility model discloses a cable-stayed bridge tower transverse connection assembly which comprises a CFRP inhaul cable and a steel corbel and is characterized in that a section of steel shell-concrete combined structure is designed between a middle tower column and a lower tower column corresponding to each tower column on the left side and the right side of a bridge tower respectively, and the two ends of the CFRP inhaul cable are connected with the steel shell-concrete combined structures of the tower columns on the left side and the right side respectively. And a steel corbel is welded on the steel shell-concrete composite structure on each side. The utility model has the beneficial effects that the tower columns on the left side and the right side of the bridge tower are connected by adopting the CFRP inhaul cables, and the main beam is supported by adopting the steel corbels, so that the stress of the bridge tower is improved, and the visual influence of a large-size lower cross beam on the shorter tower columns is avoided, therefore, the overall landscape property of the bridge tower can be improved, and meanwhile, the construction is also convenient.

Description

Technical Field

[0001] The utility model relates to the technical field of bridges, and particularly relates to a transverse connection assembly of a cable-stayed bridge tower. Background Art

[0002] For a bridge tower with an inwardly retracted lower tower column, a lower cross beam is mostly used to connect the tower columns on both sides of the main beam. The transverse two tower column foundations are integrated into a whole through a shared bearing platform or through a tie beam. The lower cross beam has two functions: 1. Bearings can be arranged on the lower cross beam to vertically support the main beam or longitudinally restrict the displacement of the main beam; 2. Form an integral framework with the tower columns on both sides to increase the structural stiffness, bear the transverse loads such as wind loads and earthquakes, and reduce the transverse reaction force on the tower column foundation.

[0003] The problems existing in this treatment method are as follows: 1. Since the lower cross beam is relatively long and needs to bear the vertical reaction force transmitted by the main beam, a relatively large cross-sectional size is required for the lower cross beam, and a large number of prestressed steel bars need to be arranged in the cross-section to resist tensile stress; 2. The structure at the intersection of the lower cross beam and the tower column is complex, the structural stress is complex, and cracks are likely to occur during construction and operation; 3. For the case where the lower tower column is relatively short, the overall landscape effect is poor. In addition, under the action of temperature, the frame structure composed of the lower cross beam, the lower tower column and the shared bearing platform (tie beam) generates large internal forces, resulting in cracks in the bearing platform (tie beam) very easily, reducing the structural durability.

[0004] There is currently no effective solution to the above problems. Summary of the Invention

[0005] The purpose of the utility model is to solve the problems existing in the connection of the tower columns on both sides of the main beam by the lower cross beam in the above background art, and provide a transverse connection assembly of a cable-stayed bridge tower. The lower cross beam is cancelled, and CFRP cables are used to connect the tower columns on the left and right sides of the bridge tower. In the range of a certain height (the height is one times the cross-sectional width of the tower column) above and below the intersection of the middle tower column and the lower tower column of each tower column, a steel shell-concrete composite structure is adopted. At the same time, a steel corbel is arranged at the intersection of the middle tower column and the lower tower column as a fulcrum for vertically supporting the main beam. The connection between the steel corbel and the steel shell-concrete composite structure is welded; the main beam is supported by the steel corbel, which improves the stress of the bridge tower, avoids the visual impact of the large-sized lower cross beam on the shorter tower column, and thus can improve the overall landscape of the bridge tower and is also convenient for construction.

[0006] The technical solution adopted by the utility model is as follows:

[0007] A transverse connection component of a cable-stayed bridge tower, including CFRP cables and steel corbels, is characterized in that: a section of steel shell-concrete composite structure is designed between the middle tower column and the lower tower column corresponding to each tower column on the left and right sides of the bridge tower. The two ends of the CFRP cables are respectively connected to the steel shell-concrete composite structures of the tower columns on the left and right sides, and a steel corbel is welded on each steel shell-concrete composite structure. The CFRP cables not only have high strength and light self-weight, but also have a linear expansion coefficient about 1 / 16.7 of that of a conventional concrete cross beam. Therefore, their deformation is not sensitive to temperature, thus significantly reducing the influence of temperature change on the transverse force of the tower column.

[0008] The height of the steel shell-concrete composite structure is equal to the cross-sectional width at the intersection of the lower tower column and the middle tower column.

[0009] The steel shell-concrete composite structure is composed of a steel outer shell, a steel inner shell, transverse stiffening plates, vertical stiffening plates, tie rods and concrete. A number of transverse stiffening plates and vertical stiffening plates are respectively welded on the steel outer shell and the steel inner shell. The transverse stiffening plates of the steel outer shell and the transverse stiffening plates of the steel inner shell are connected into one body by a number of tie rods, and concrete is filled between the steel outer shell and the steel inner shell. By restricting the concrete through the inner and outer steel shells, the deformation of the concrete is improved, enabling the joint to have good plasticity and toughness, thereby enhancing the structural durability. At the same time, the inner and outer steel shells can serve as formwork, avoiding processes such as formwork erection and removal for a pure concrete bridge tower, thus facilitating construction. Additionally, only using the steel shell-concrete composite structure at key positions has a certain economic efficiency.

[0010] A number of round holes are opened in both the transverse stiffening plates and the vertical stiffening plates for inserting steel bars.

[0011] The CFRP cables are anchored on the steel inner shell of the steel shell-concrete composite structure.

[0012] The steel corbel is welded by a web plate, a top plate, a bottom plate, side plates and stiffening plates.

[0013] The top plate, bottom plate and web plate of the steel corbel are respectively welded on the steel outer shell of the steel shell-concrete composite structure. Welding the steel corbel to the steel outer shell of the steel shell-concrete composite structure avoids the problems of complex stress and easy cracking of the concrete structure at the joint.

[0014] The beneficial effects of the present utility model are: using CFRP cables to connect the tower columns on the left and right sides of the bridge tower and using steel corbels to support the main beam improve the stress of the bridge tower, avoid the visual impact caused by a large-size lower cross beam on relatively short tower columns, thus enhancing the overall landscape of the bridge tower, and at the same time facilitating construction. Description of the Drawings

[0015] Figure 1 It is a schematic diagram of the first use example of the present utility model.

[0016] Figure 2 Schematic diagram of the second usage example of the present utility model.

[0017] Figure 3 Partial structural schematic diagram of the present utility model.

[0018] Figure 4 Schematic diagram of the steel shell-concrete composite structure of the present utility model.

[0019] Figure 5 Schematic diagram of the steel corbel structure of the present utility model.

[0020] In the figure: 1 - CFRP cable, 2 - lower tower column, 3 - middle tower column, 4 - steel shell-concrete composite structure, 4-1 - steel outer shell, 4-2 - steel inner shell, 4-3 - transverse stiffening plate, 4-4 - vertical stiffening plate, 4-5 - tie rod, 5 - steel corbel, 5-1 - web plate, 5-2 - top plate, 5-3 - bottom plate, 5-4 - side plate, 5-5 - stiffening plate. Detailed implementation manners

[0021] The following further elaborates on the present utility model in detail in conjunction with the accompanying drawings and specific embodiments, which is convenient for clearly understanding the present utility model, but they do not limit the present utility model.

[0022] As Figure 1 , Figure 2 shown, a transverse connection component of a cable-stayed bridge tower of the present utility model includes a CFRP cable 1 and a steel corbel 5, and is characterized in that: a section of steel shell-concrete composite structure 4 is respectively designed between the middle tower column 3 and the lower tower column 2 corresponding to each tower column on the left and right sides of the bridge tower. The two ends of the CFRP cable 1 are respectively connected to the steel shell-concrete composite structures 4 of the tower columns on the left and right sides, and a steel corbel 5 is welded on each steel shell-concrete composite structure 4. The CFRP cable 1 not only has high strength and light self-weight, but also has a linear expansion coefficient about 1 / 16.7 of that of a conventional concrete cross beam. Therefore, its deformation is not sensitive to temperature, thereby greatly reducing the influence of temperature change on the transverse force of the tower column.

[0023] As Figure 3 shown, the height H of the steel shell-concrete composite structure 4 is equal to the cross-sectional width B at the intersection of the lower tower column 2 and the middle tower column 3. As Figure 4As shown in the figure, the steel shell-concrete composite structure 4 is composed of a steel outer shell 4-1, a steel inner shell 4-2, transverse stiffening plates 4-3, vertical stiffening plates 4-4, tie rods 4-5 and concrete. A number of transverse stiffening plates 4-3 and vertical stiffening plates 4-4 are respectively welded on the steel outer shell 4-1 and the steel inner shell 4-2. A number of tie rods 4-5 are connected between the transverse stiffening plates 4-3 of the steel outer shell 4-1 and the transverse stiffening plates 4-3 of the steel inner shell 4-2 to form an integral body. Concrete is filled between the steel outer shell 4-1 and the steel inner shell 4-2. A number of round holes are opened in both the transverse stiffening plates 4-3 and the vertical stiffening plates 4-4 for inserting steel bars. By restricting the concrete through the inner and outer steel shells, the deformation of the concrete is improved, enabling the joints to have good plasticity and toughness, thereby enhancing the structural durability. At the same time, the inner and outer steel shells can serve as formworks, avoiding the processes of formwork erection and removal for a pure concrete bridge tower, thus facilitating construction. Additionally, using the steel shell-concrete composite structure only at key positions has a certain economic efficiency.

[0024] As Figure 3 shown in the figure, the CFRP cable 1 is anchored on the steel inner shell 4-2 of the steel shell-concrete composite structure 4.

[0025] As Figure 5 shown in the figure, the steel bracket 5 is welded by a web 5-1, a top plate 5-2, a bottom plate 5-3, side plates 5-4 and stiffening plates 5-5.

[0026] As Figure 3 shown in the figure, the top plate 5-2, the bottom plate 5-3 and the web 5-1 of the steel bracket 5 are respectively welded on the steel outer shell 4-1 of the steel shell-concrete composite structure 4. The steel bracket 5 is welded and fixed on the steel outer shell 4-1 of the steel shell-concrete composite structure 4, avoiding the problems of complex stress and easy cracking of the concrete structure at the joints.

[0027] The beneficial effects of the present utility model are as follows: The CFRP cables are used to connect the tower columns on the left and right sides of the bridge tower, and the steel brackets are used to support the main beam, avoiding the visual impact caused by a large-sized lower cross beam on relatively short tower columns, thus improving the overall landscape of the bridge tower.

Claims

1. A lateral connection assembly of a cable-stayed bridge tower, comprising a CFRP cable and a steel bracket, characterized in that: A section of steel shell-concrete composite structure is designed between the middle tower column and the lower tower column corresponding to each tower column on the left and right sides of the bridge tower. The two ends of the CFRP cable are respectively connected to the steel shell-concrete composite structure of the tower columns on the left and right sides, and a steel bracket is welded to the steel shell-concrete composite structure on each side.

2. A cable-stayed bridge tower transverse connection assembly according to claim 1, characterized in that: The height of the steel shell-concrete composite structure is equal to the cross-sectional width at the intersection of the lower tower column and the middle tower column.

3. The cable-stayed bridge tower transverse connection assembly according to claim 1, characterized in that: The steel shell-concrete composite structure consists of a steel outer shell, a steel inner shell, a transverse stiffening plate, a vertical stiffening plate, tie rods and concrete. A plurality of transverse stiffening plates and a plurality of vertical stiffening plates are welded to the steel outer shell and the steel inner shell respectively. The transverse stiffening plates of the steel outer shell and the transverse stiffening plates of the steel inner shell are connected as a whole by a plurality of tie rods. Concrete is filled between the steel outer shell and the steel inner shell.

4. A cable-stayed bridge tower transverse connection assembly according to claim 3, characterized in that: The transverse stiffening plate and the vertical stiffening plate are both provided with a plurality of circular holes.

5. The cable-stayed bridge tower transverse connection assembly according to claim 3, characterized in that: The CFRP cables are anchored on the steel inner shell of the steel shell-concrete composite structure.

6. A cable-stayed bridge tower transverse connection assembly according to claim 3, characterized in that: The steel corbel is welded from a web plate, a top plate, a bottom plate, a side plate and a stiffening plate.

7. A cable-stayed bridge tower transverse connection assembly according to claim 6, characterized in that: The top plate, bottom plate and web plate of the steel corbel are respectively welded to the steel shell of the steel shell-concrete composite structure.

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