Double-limb tower column cable saddle reinforcing structure of extradosed cable-stayed bridge

Abstract

The invention discloses a cable saddle reinforcing structure of a double-limb tower column of an extradosed cable-stayed bridge, and belongs to the technical field of bridge engineering. The problems of insufficient rigidity, poor durability and low construction efficiency in the prior art are solved. Two arc-shaped wire dividing pipes with downward openings are arranged between the two sets of vertical rods from top to bottom at intervals, the wire dividing pipes are fixedly connected with the two vertical rods of the corresponding set through anchoring end plates, pre-bent I-shaped steel is arranged on the front sides and the rear sides of the wire dividing pipes, a plurality of through holes are evenly formed in the upper ends and the lower ends of webs of the pre-bent I-shaped steel, bolt pin steel bars penetrate through the corresponding through holes, and the pre-bent I-shaped steel is fixedly connected with the bolt pin steel bars. The wire dividing pipe is clamped between the bolt pin reinforcing steel bars at the upper end and the lower end, first welding reinforcing steel bar meshes are arranged on an upper flange plate and a lower flange plate of the pre-bent I-shaped steel, second welding reinforcing steel bar meshes are arranged between the pre-bent I-shaped steel, and finish rolling deformed steel bar pull rods connected with the vertical rods are arranged below the pre-bent I-shaped steel. The extradosed cable-stayed bridge double-limb tower column cable saddle reinforcing structure is used for the double-limb tower column cable saddle, and the overall flexural rigidity and construction efficiency of the structure are improved.

Description

TECHNICAL FIELD

[0001] The present application belongs to the technical field of bridge engineering, and in particular relates to a double-leg tower column cable saddle reinforcing structure of a low-tower cable-stayed bridge. BACKGROUND

[0002] The cable saddle is a key stressed component in the suspension bridge and the cable-stayed bridge, and its design and installation quality is directly related to the safety and durability of the whole bridge. The traditional cable saddle structure generally has problems such as complex reinforcement, low construction positioning accuracy, insufficient stiffness, and low construction efficiency. Due to the limited stiffness of the traditional structure, deformation is prone to occur during transportation and hoisting, and the internal mortar of the saddle is not densely filled, which reduces the effective stressed section and the friction of the stay cable in the saddle, and affects the durability and anti-sliding stability of the structure. SUMMARY

[0003] The present application provides a double-leg tower column cable saddle reinforcing structure of a low-tower cable-stayed bridge, which improves the overall bending stiffness and anti-deformation ability of the structure, and ensures the stability and load-bearing reliability of the structure during long-term service.

[0004] To achieve the above-mentioned purpose, the technical scheme adopted by the present application is as follows: The double-leg tower column cable saddle reinforcing structure of a low-tower cable-stayed bridge disclosed by the present application comprises four vertical rods, the four vertical rods are evenly divided into two groups, the two groups of vertical rods are symmetrically arranged, two arc-shaped split wire pipes with downward opening are arranged between the two groups of vertical rods, the two split wire pipes are arranged in intervals from top to bottom, anchor end plates are arranged at both ends of the split wire pipe, the anchor end plates are fixedly connected with the two vertical rods of the corresponding group respectively, pre-bent I-beams are arranged on the front side and the rear side of the split wire pipe, the pre-bent I-beams on the front side and the rear side of the split wire pipe are oppositely arranged, a plurality of through holes are uniformly arranged on the upper end and the lower end of the web plate of the pre-bent I-beam, the through holes of the pre-bent I-beams on the front side and the rear side correspond one by one, a pin bolt steel bar is arranged in the corresponding through holes of the pre-bent I-beams on the front side and the rear side, the split wire pipe is clamped between the pin bolt steel bar at the upper end and the pin bolt steel bar at the lower end, first welded steel mesh sheets are arranged between the upper flange plates and the lower flange plates of the oppositely arranged pre-bent I-beams, a second welded steel mesh sheet is arranged between the pre-bent I-beam on the upper side and the pre-bent I-beam on the lower side, fine rolled threaded steel rods are arranged below the two outer sides of the pre-bent I-beam, and the two ends of the fine rolled threaded steel rod are fixedly connected between the two groups of symmetrically arranged vertical rods.

[0005] Further, the two second welded steel mesh sheets are arranged in intervals from top to bottom between the pre-bent I-beam on the upper side and the pre-bent I-beam on the lower side.

[0006] Further, the height dimension of the web plate of the pre-bent I-beam is greater than the outer diameter dimension of the split wire pipe by 5-10 cm.

[0007] Furthermore, the vertical rod is made of channel steel.

[0008] Furthermore, the anchoring end plate is fixedly connected to the side wall of the channel steel by welding or bolts.

[0009] Furthermore, the two ends of the pre-bent I-beam are welded to or fixed with bolts to the channel steel.

[0010] The beneficial effects of this invention are: This application discloses a cable saddle reinforcement structure for a double-tower cable-stayed bridge with a low tower. The structure comprises a wire-reinforced tube, a pre-bent I-beam, a first welded steel mesh, and a second welded steel mesh, which are then installed before concrete is poured. Upon solidification, the concrete cable saddle structure is formed. The modular prefabricated component design significantly reduces on-site welding work, lowers construction difficulty and labor intensity, and improves construction efficiency. Through the synergistic cooperation of the vertical members and the pre-bent I-beam, a composite load-bearing system is constructed, effectively dispersing stress distribution under external loads and significantly improving the overall bending stiffness and deformation resistance of the cable saddle reinforcement structure, ensuring its stability and load-bearing reliability during long-term service. The use of pin-reinforced steel bars enables precise and rapid positioning and installation of the wire-reinforced tube, effectively shortening the construction cycle and improving construction efficiency and quality stability. The first and second welded steel meshes are used to reinforce the concrete structure in the reinforced area, significantly improving the quality of the reinforcement work and enhancing the concrete structure's resistance to stress. This invention improves crack resistance, enhances construction efficiency, and offers significant overall economic benefits. The mesh structure of the first and second welded steel meshes evenly distributes stress, increasing the tensile strength of the concrete structure and enhancing its crack resistance and seismic resistance. The precision-rolled threaded steel tie rods and vertical members, after tensioning and locking, form a closed-loop spatial truss force system, efficiently transferring concentrated forces to the tower columns, reducing local stress in the concrete structure, and further improving the overall structural integrity and load transfer efficiency. The simplified reinforcement of the cable saddle structure effectively reduces the consumption of main materials such as steel bars while ensuring the mechanical properties of the cable saddle structure meet design requirements. Combined with the reduced construction costs due to ease of construction, it significantly lowers the overall project cost, improves the project's economic efficiency, and has good engineering application and promotion value. The cable saddle reinforcement structure for the low-tower cable-stayed bridge proposed in this application achieves lightweight, modular, and high-precision cable saddle structures, greatly improving construction efficiency and overall stiffness, and is particularly suitable for mountainous terrain and bridge projects with high structural performance requirements. Attached Figure Description

[0011] To more clearly illustrate the technical solutions in the embodiments of the present invention or the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0012] Figure 1 This is a structural schematic diagram of a double-limb tower column cable saddle reinforcement structure for a low-tower cable-stayed bridge provided in an embodiment of the present invention; Figure 2 This is a side view of the wire-splitting tube fixed inside a pre-bent I-beam according to an embodiment of the present invention; Figure 3 This is a cross-sectional view of a double-limb tower column-saddle reinforcement structure for a low-tower cable-stayed bridge provided in an embodiment of the present invention; Figure 4 This is a top view of a double-limb tower column-saddle reinforcement structure for a low-tower cable-stayed bridge provided in an embodiment of the present invention.

[0013] Figure label: 1. Vertical rod, 2. Wire-split tube, 3. Anchor end plate, 4. Pre-bent I-beam, 401. Upper flange plate, 402. Web plate, 403. Lower flange plate, 5. Dowel bar, 6. First welded steel mesh, 7. Second welded steel mesh, 8. Fine-rolled threaded steel tie rod. Detailed Implementation

[0014] To make the objectives, technical solutions, and advantages of this invention clearer, the technical solutions of this invention will be described in detail below. Obviously, the described embodiments are merely some embodiments of this invention, and not all embodiments. Based on the embodiments of this invention, all other implementation methods obtained by those skilled in the art without creative effort are within the scope of protection of this invention.

[0015] The present invention will be further described below with reference to the accompanying drawings and embodiments.

[0016] like Figure 1 , Figure 2 , Figure 3 , Figure 4As shown, the present invention discloses a double-tower column-cable saddle reinforcement structure for a low-tower cable-stayed bridge, comprising four vertical members 1, which are divided into two groups of vertical members 1, symmetrically arranged. Two arc-shaped, downward-facing branch pipes 2 are arranged between the two groups of vertical members 1, spaced apart from top to bottom. Anchor plates 3 are provided at both ends of each branch pipe 2, and the anchor plates 3 are fixedly connected to the corresponding two vertical members 1. Pre-bent I-beams 4 are provided on the front and rear sides of each branch pipe 2, facing each other. Multiple through holes are evenly distributed at the upper and lower ends of the web 402 of the pre-bent I-beams 4. The through holes of the pre-bent I-beams 4 on the sides and rear sides correspond one-to-one. The corresponding through holes of the pre-bent I-beams 4 on the front and rear sides are used to insert pin reinforcing bars 5. The branch tube 2 is sandwiched between the upper and lower pin reinforcing bars 5. First welded steel mesh 6 is installed between the upper flange plates 401 and the lower flange plates 403 of the oppositely arranged pre-bent I-beams 4. Second welded steel mesh 7 is installed between the upper and lower pre-bent I-beams 4. Fine-rolled threaded steel tie rods 8 are installed on the lower outer sides of the pre-bent I-beams 4. The two ends of the fine-rolled threaded steel tie rods 8 are fixedly connected between two sets of symmetrically arranged vertical rods 1. The pin reinforcing bars 5 can be selected as steel bars or bolts with a radius of 10mm. When the pin reinforcing bars 5 are steel bars, they are welded after passing through the corresponding through holes. When the pin reinforcing bars 5 are bolts, they are tightened with nuts after passing through the corresponding through holes. The first welded steel mesh 6 and the second welded steel mesh 7 can be composed of steel bars with a radius of 6mm. The radius of curvature of the pre-bent I-beam 4 is the same as that of the wire-splitting tube 2.Four vertical rods 1 are fixed to the four corners of the double-limb tower column using pre-embedded parts of existing technologies and solutions. The first vertical rod 1 of the first group is arranged opposite to the first vertical rod 1 of the second group, and the second vertical rod 1 of the first group is arranged opposite to the second vertical rod 1 of the second group. The through holes of the two pre-bent I-beams 4 are aligned one by one. The corresponding pins 5 are inserted through the lower through holes of the web plate 402 of the pre-bent I-beams 4 to connect the two pre-bent I-beams 4. The wire-cutting tube 2 is placed on the pins 5 and is located between the two pre-bent I-beams. The corresponding pins 5 are inserted through the upper through holes of the web plate 402 of the pre-bent I-beams 4 and welded to the pre-bent I-beams 4. The wire-cutting tube 2 is fixed between the two pre-bent I-beams. The first welded steel mesh 6 is welded between the upper flange plates 401 of the two pre-bent I-beams 4, and the first welded steel mesh 6 is welded between the lower flange plates 403 of the two pre-bent I-beams 4. Connect the reinforcing mesh 6, weld the ends of the two pre-bent I-beams to the four corresponding vertical rods 1, pass the ends of the branch pipes 2 through the mounting holes of the anchor end plates 3, and weld the anchor end plates 3 to the corresponding vertical rods 1, install the threaded steel tie rods 8 on the lower outer sides of the pre-bent I-beams 4, the threaded steel tie rods 8 are set along the length of the branch pipes 2, and the threaded steel tie rods 8 are welded between the oppositely set vertical rods 1, install another branch pipe 2 at intervals from top to bottom according to the above steps, install the threaded steel tie rods 8 on the lower outer sides of the pre-bent I-beams 4 of the second branch pipe 2, and install the arc-shaped second welded reinforcing mesh 7 between the upper and lower pre-bent I-beams 4, the second welded reinforcing mesh 7 is set along the length of the branch pipes 2, and the second welded reinforcing mesh 7 is welded to the corresponding vertical rods 1, after installation, pour concrete, and after solidification, form the cable saddle of the concrete structure.

[0017] Based on the above structure, a cable saddle reinforcement structure for a low-tower cable-stayed bridge with double-leg towers is constructed. After the installation of the duct 2, pre-bent I-beams 4, first welded steel mesh 6, and second welded steel mesh 7, concrete is poured, forming the cable saddle structure after solidification. The modular prefabricated component design significantly reduces on-site welding work, lowers construction difficulty and labor intensity, and improves construction efficiency. Through the coordinated operation of the vertical member 1 and the pre-bent I-beams 4, a composite force-bearing system is formed, effectively dispersing stress distribution under external loads and significantly improving the overall bending stiffness and deformation resistance of the cable saddle reinforcement structure, ensuring its stability and load-bearing reliability during long-term service. The use of pin reinforcement 5 enables precise and rapid positioning and installation of the duct 2, effectively shortening the construction cycle and improving construction efficiency and quality stability. The first welded steel mesh 6 and second welded steel mesh 7 are used to reinforce the concrete structure in the reinforced area, significantly improving the quality of the reinforcement work, enhancing the crack resistance of the concrete structure, and increasing construction efficiency, resulting in good overall economic benefits. The mesh structure of the first welded steel mesh 6 and the second welded steel mesh 7 can evenly distribute stress, improve the tensile strength of the concrete structure, and enhance its crack resistance and seismic resistance. After tensioning and locking, the precision-rolled threaded steel tie rod 8 and the vertical rod 1 form a closed-loop spatial truss force system, efficiently transferring concentrated forces to the tower column, reducing local stress in the concrete structure, and further improving the overall integrity and load transfer efficiency of the cable saddle reinforcement structure. Concrete can smoothly enter the gap between the wire-splitting tube 2 and the pre-bent I-beam 4, and the mortar filling is dense, improving the strength of the cable saddle reinforcement structure. Simplifying the reinforcement of the cable saddle reinforcement structure, while ensuring that the mechanical properties of the cable saddle reinforcement structure meet design requirements, can effectively reduce the consumption of main materials such as steel bars. Combined with the reduced construction costs due to ease of construction, it can significantly reduce the overall project cost, improve the project's economic efficiency, and has good engineering application and promotion value. The cable saddle reinforcement structure of the double-limb tower column of the low-tower cable-stayed bridge proposed in this application achieves lightweight, modular, and high-precision cable saddle structure, greatly improving construction efficiency and overall stiffness, and is especially suitable for mountainous terrain and bridge projects with high structural performance requirements.

[0018] As one implementation method, such as Figure 1 , Figure 3 As shown, two pieces of the second welded steel mesh 7 are arranged at intervals from top to bottom between the upper pre-bent I-beam 4 and the lower pre-bent I-beam 4.

[0019] The installation of two second welded steel mesh panels 7 further strengthens the concrete structure, enhances local crack resistance and durability, and thus improves the strength of the cable saddle reinforced structure. The two welded steel mesh panels 7 are evenly spaced between the upper and lower pre-bent I-beams 4. The radius of curvature of the second welded steel mesh panels 7 is consistent with that of the wire-split tube 2, improving the uniformity of stress distribution and further enhancing the strength of the cable saddle reinforced structure.

[0020] As one implementation method, such as Figure 2 As shown, the height of the web 402 of the pre-bent I-beam 4 is 5cm-10cm greater than the outer diameter of the wire-splitting tube 2.

[0021] The height of the web plate 402 of the pre-bent I-beam 4 is greater than the outer diameter of the wire-splitting tube 2, such as 5cm, 6cm, 7cm, 8cm, 9cm, or 10cm. The height is selected according to the outer diameter of the wire-splitting tube 2, which makes it easier to fix the wire-splitting tube 2 between the upper flange plate 401 and the lower flange plate 403 of the pre-bent I-beam 4.

[0022] As one implementation method, such as Figure 1 , Figure 4 As shown, the vertical rod 1 is a channel steel.

[0023] Channel steel has good torsional resistance and stability. Channel steel is suitable for vertical bars 1, wire-split pipes 2, pre-bent I-beams 4, first welded steel mesh 6, second welded steel mesh 7, and concrete structure load-bearing.

[0024] As one implementation method, such as Figure 1 , Figure 4 As shown, the anchoring end plate 3 is fixedly connected to the side wall of the channel steel by welding or bolts.

[0025] For example, the anchoring end plate 3 is fixedly connected to the corresponding channel steel by welding, which improves the installation efficiency and the connection rigidity and integrity of the anchoring end plate 3 and the channel steel.

[0026] As one implementation method, such as Figure 1 , Figure 3 As shown, the two ends of the pre-bent I-beam 4 are welded to or fixed with bolts to the channel steel.

[0027] For example, the two ends of the pre-bent I-beam 4 are fixedly connected to the corresponding channel steel by welding, which improves the installation efficiency and the connection rigidity and integrity of the pre-bent I-beam 4 and the channel steel.

[0028] The above description is merely a specific embodiment of the present invention, but the scope of protection of the present invention is not limited thereto. Any changes or substitutions that can be easily conceived by those skilled in the art within the scope of the technology disclosed in the present invention should be included within the scope of protection of the present invention.

Claims

1. A structural design for a double-tower column-cable saddle reinforcement structure for a low-tower cable-stayed bridge, characterized in that: Includes four vertical rods (1), which are divided into two groups. The two groups of vertical rods (1) are symmetrically arranged. Two arc-shaped, downward-facing branch pipes (2) are arranged between the two groups of vertical rods (1). The two branch pipes (2) are spaced apart from top to bottom. Anchor end plates (3) are provided at both ends of the branch pipes (2). The anchor end plates (3) are fixedly connected to the two vertical rods (1) of the corresponding group. Pre-bent I-beams (4) are provided on the front and rear sides of the branch pipes (2). The pre-bent I-beams (4) on the front and rear sides of the branch pipes (2) are arranged opposite to each other. Multiple through holes are evenly opened at the upper and lower ends of the web (402) of the pre-bent I-beams (4). The through holes of the pre-bent I-beams (4) are one-to-one. The through holes of the pre-bent I-beams (4) on the front and rear sides are fitted with pin reinforcing bars (5). The split tube (2) is sandwiched between the upper pin reinforcing bars (5) and the lower pin reinforcing bars (5). The upper flange plate (401) and the lower flange plate (403) of the pre-bent I-beams (4) are respectively provided with first welded steel mesh (6). The upper pre-bent I-beam (4) and the lower pre-bent I-beam (4) are respectively provided with second welded steel mesh (7). The two outer sides of the pre-bent I-beams (4) are provided with fine-rolled threaded steel tie rods (8). The two ends of the fine-rolled threaded steel tie rods (8) are fixedly connected between two sets of symmetrically arranged vertical rods (1).

2. The structure for reinforcing the double-limb tower column cable saddle of a low-tower cable-stayed bridge according to claim 1, characterized in that, Two pieces of the second welded steel mesh (7) are arranged at intervals from top to bottom between the upper pre-bent I-beam (4) and the lower pre-bent I-beam (4).

3. The structure for reinforcing the double-limb tower column cable saddle of a low-tower cable-stayed bridge according to claim 1, characterized in that, The height of the web plate (402) of the pre-bent I-beam (4) is 5cm-10cm greater than the outer diameter of the wire-splitting tube (2).

4. The structure for reinforcing the double-limb tower column cable saddle of a low-tower cable-stayed bridge according to claim 1, characterized in that, The vertical rod (1) is a channel steel.

5. The structure for reinforcing the double-limb tower column cable saddle of a low-tower cable-stayed bridge according to claim 4, characterized in that, The anchoring end plate (3) is fixedly connected to the side wall of the channel steel by welding or bolts.

6. The structure for reinforcing the double-limb tower column cable saddle of a low-tower cable-stayed bridge according to claim 4, characterized in that, The two ends of the pre-bent I-beam (4) are welded to or fixed with the channel steel.

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