Construction method of irregular steel structure main tower steel-concrete combined section of cable-stayed bridge

Abstract

The application provides a construction method of a special-shaped steel structure main tower steel-concrete combined section of a cable-stayed bridge, which comprises the following steps: prefabricating each steel structure part by using three-dimensional modeling software according to steel main tower drawings; accurately positioning the steel bars on the lower tower column by using a fixture, installing a temporary fixing support, and fixing and adjusting the angle of the steel beam by using a steel beam guide hole device; hoisting the steel-concrete combined section, so that the top end of the steel beam passes through the steel beam hole, and the steel-concrete combined section is fixed through the temporary support after positioning; installing a shear key on the partition plate in the steel-concrete combined section; pouring the concrete below the pressure plate and tensioning a part of the steel beam by using an equivalent cycle tensioning method; pouring the concrete between the pressure plate and the rear anchor steel plate, and tensioning another part of the steel beam; and after the hole channel where the steel beam is located is grouted, the anchor is sealed. The application can be visually simulated by means of building information modeling technology, and the hoisting process is simulated step by step, the lifting lugs are accurately positioned, on-site repeated adjustment is avoided, the hoisting time is greatly shortened, the efficiency is improved, and the project is ensured to be efficiently and orderly promoted.

Description

Technical Field

[0001] This invention relates to the field of bridge construction technology, and in particular to a construction method for the steel-concrete composite section of the main tower of a cable-stayed bridge with an irregular steel structure. Background Technology

[0002] With accelerated urbanization and continuously growing transportation demand, the construction of large bridges spanning wide bodies of water, valleys, or densely built-up areas is increasing. In such projects, the bridge tower, as the core load-bearing component, directly affects construction efficiency and service performance. Compared to traditional concrete bridge towers, steel structure bridge towers are gradually becoming the preferred solution for long-span bridges due to their advantages such as light weight, compact cross-section, high degree of prefabrication, short construction period, superior seismic performance, and good durability.

[0003] However, several prominent challenges remain in the existing construction technology for the main steel tower of variable cross-section non-concentric ring steel-concrete hybrid cable-stayed towers: First, the on-site hoisting of the steel-concrete composite section relies on repeated trial assembly and manual adjustment, which is cumbersome and time-consuming. Moreover, under space constraints or wind load interference, it is difficult to ensure the precise positioning of the towering steel tower segments. Second, concrete needs to be poured inside the steel-concrete composite section to enhance rigidity or fire resistance. However, the pre-embedded reinforcing bars and the stiffening ribs and partitions on the inner wall of the steel tower are prone to spatial conflicts, resulting in incomplete concrete pouring and rebar misalignment, which seriously affects the overall integrity and durability of the structure. Third, due to the accumulation of manufacturing errors, temperature deformation, and complex hoisting forces, the steel-concrete composite section is prone to uncontrollable geometric deformation and local stress concentration during installation, which in turn affects the control of the tower's alignment and the subsequent tensioning accuracy of the stay cables. Summary of the Invention

[0004] This invention aims to at least partially solve one of the technical problems in related technologies. Therefore, the purpose of this invention is to propose a construction method for the steel-concrete composite section of the main tower of a cable-stayed bridge with an irregular steel structure, enabling precise prefabrication of the steel main tower, accurate hoisting and positioning, and safe completion of the construction task within a confined space.

[0005] To achieve the above objectives, this invention proposes a construction method for the steel-concrete composite section of the main tower of a cable-stayed bridge with an irregular steel structure, comprising: Step S1: Based on the steel main tower drawings, use 3D modeling software to model and prefabricate each steel structural component. The steel structural components are manufactured in the prefabrication plant and trial assembly is carried out. Based on the actual hoisting process, use 3D modeling software to simulate the hoisting process of the steel structural components step by step. The steel structural components include a steel-concrete composite section. The steel-concrete composite section is equipped with multiple partitions, a rear anchor steel plate, and a pressure plate. The pressure plate is located below the rear anchor steel plate. Both the rear anchor steel plate and the pressure plate are equipped with multiple steel bundle holes arranged in a ring. Multiple partitions are installed below the pressure plate. Step S2: Simultaneously construct the lower tower column at the construction site, pre-install the prestressed steel strand anchor ends, steel strands and corrugated pipes, use clamps to accurately position the steel bars on the lower tower column and reserve gaps for the partition positions inside the steel-concrete composite section, install temporary fixing brackets, and use the steel strand guide hole device to fix and adjust the angle of the steel strands. Step S3: Hoist the steel-concrete composite section according to the angle of the completed bridge, so that the top of the steel strand passes through the steel strand hole. After the steel-concrete composite section is positioned, fix it with a temporary support. Step S4: Install shear keys on the partition plates within the steel-concrete composite section; Step S5: Pour concrete under the bearing plate and tension a portion of the steel strands using the equal cycle tensioning method, and anchor the steel strands to the anchorage on the bearing plate. Step S6: Pour concrete between the bearing plate and the rear anchor plate, tension another part of the steel strands, and anchor the steel strands to the anchor on the rear anchor plate. Step S7: After grouting the duct where the steel strand is located, seal the anchorage.

[0006] According to one embodiment of the present invention, the clamp includes a first angle steel and a plurality of steel plates, the steel plates being welded to the first angle steel along the length direction of the first angle steel, and the spacing between the steel plates being consistent with the spacing between the partitions in the steel-concrete composite section.

[0007] According to one embodiment of the present invention, the steel strand guide hole device includes a bracket, a pitch adjustment mechanism, a channel steel and a second angle steel; the channel steel and the second angle steel are fixedly connected along the extension direction of the channel steel; one end of the pitch adjustment mechanism is hinged to the bracket and the other end is hinged to the channel steel, for adjusting the pitch angle of the channel steel relative to the mounting surface of the lower tower column.

[0008] According to one embodiment of the present invention, step S4 includes: dividing the entire shear key into segments, passing each segment of the shear key through the through hole in the partition, and connecting adjacent segments of the shear key into a whole using a straight threaded sleeve.

[0009] According to one embodiment of the present invention, when pouring the concrete under the bearing plate in step S5, self-compacting micro-expansion concrete is used and manual hand-held immersion vibrators are arranged to ensure compaction.

[0010] According to one embodiment of the present invention, when pouring concrete between the bearing plate and the rear anchor plate in step S6, the concrete flow is promoted by tapping the wall panel of the steel-concrete composite section with a rubber hammer in the triangular closed area formed at the top of the steel-concrete composite section, and the concrete pouring density of each chamber in the steel-concrete composite section is verified by ultrasonic testing.

[0011] According to one embodiment of the present invention, in step S3, a 400t truck crane is used to install the steel-concrete composite section, and a three-dimensional adjusting jack is used to adjust the spatial position of the steel-concrete composite section for precise positioning.

[0012] According to one embodiment of the present invention, when installing each shear key segment, they are sequentially threaded and connected in the order from bottom to top and from the side to the middle.

[0013] According to one embodiment of the present invention, in steps S5 and S6, concrete is poured into the steel-concrete composite section through a pouring pipe, and the bottom end of the pouring pipe is provided with a U-shaped section.

[0014] Compared with the prior art, the beneficial effects of the present invention are as follows: 1. The construction method for the steel-concrete composite section of the main tower of the cable-stayed bridge with irregular steel structure according to the present invention utilizes 3D modeling software to conduct detailed design of the steel main tower drawings. Its precise modeling function ensures high consistency in the processing of each component. The processed components are rigorously pre-assembled in the factory, resolving potential problems in advance and paving the way for on-site hoisting. With the help of Building Information Modeling (BIM) technology for visual simulation, the actual hoisting process is simulated step-by-step, accurately locating the lifting lugs, avoiding repeated on-site adjustments, significantly shortening hoisting time, improving efficiency, and ensuring the efficient and orderly progress of the project.

[0015] 2. The method of this invention uses specialized clamps to precisely position the reinforcing bars, leaving gaps for the internal partitions of the steel-concrete composite section, thus avoiding interference between the reinforcing bars and the partitions within the steel-concrete composite section. Before hoisting the steel-concrete composite section, a steel strand guide hole device is used to fix the steel strands, and the steel-concrete composite section is hoisted at the bridge's final angle, which speeds up the hoisting process and saves labor and machinery costs. A 400t crane equipped with three-dimensional adjustable jacks is used for positioning, and temporary supports are used for fixation, ensuring that the hoisting accuracy of the steel-concrete composite section meets the specifications, laying a solid foundation for the subsequent construction of the steel main tower.

[0016] 3. The method of the present invention adopts the equal cyclic tensioning method, which is adapted to the narrow working space in the steel-concrete composite section and makes the force on each steel strand equal, reducing structural deformation and stress concentration, thereby achieving the balance and stability of the entire steel-concrete composite section and improving the durability and service life of the bridge.

[0017] Additional aspects and advantages of the invention will be set forth in part in the description which follows, and in part will be obvious from the description, or may be learned by practice of the invention. Attached Figure Description

[0018] Various other advantages and benefits will become apparent to those skilled in the art upon reading the following detailed description of preferred embodiments. The accompanying drawings are for illustrative purposes only and are not intended to limit the invention. Furthermore, the same reference numerals denote the same parts throughout the drawings. Wherein: Figure 1 This is a schematic diagram of the steel-concrete composite section and the lower tower column in one embodiment of the present invention.

[0019] Figure 2This is a cross-sectional schematic diagram of the steel-concrete composite section after construction is completed in one embodiment of the present invention.

[0020] Figure 3 It is along Figure 2 A cross-sectional view of the DD line.

[0021] Figure 4 It is along Figure 2 A cross-sectional view along the BB line.

[0022] Figure 5 This is a construction process diagram of a temporary support in one embodiment of the present invention.

[0023] Figure 6 This is a diagram illustrating the hoisting and construction process of the steel-concrete composite section in one embodiment of the present invention.

[0024] Figure 7 This is a schematic diagram of the steel strand guide hole device in one embodiment of the present invention.

[0025] Figure 8 This is a schematic diagram of the fixture structure in one embodiment of the present invention.

[0026] Figure 9 This is a schematic diagram of the shear key structure in one embodiment of the present invention.

[0027] Figure 10 This is a schematic diagram of a construction method using a casting pipe in one embodiment of the present invention.

[0028] Figure 11 This is a flowchart of the construction method for the steel-concrete composite section of the main tower of a cable-stayed bridge with irregular steel structure, according to one embodiment of the present invention.

[0029] Explanation of reference numerals in the attached figures: 1-Lower tower column, 2-Steel-concrete composite section, 3-Steel strand, 4-Rear anchor plate, 5-Pressure plate, 6-Shear stud, 7-Partition plate, 8-Through hole, 10-Side chamber, 11-Middle chamber, 12-Steel strand hole, 14-Corrugated pipe, 15-Shear key, 16-Cast pipe, 21-Wall panel, 131-Support, 132-Pitch adjustment mechanism, 133-Channel steel, 134-Second angle steel. Detailed Implementation

[0030] Embodiments of the present invention are described in detail below, examples of which are illustrated in the accompanying drawings, wherein the same or similar reference numerals denote the same or similar elements or elements having the same or similar functions throughout. The embodiments described below with reference to the accompanying drawings are exemplary and are only used to explain the invention, and should not be construed as limiting the invention. Rather, embodiments of the invention include all variations, modifications, and equivalents falling within the spirit and scope of the appended claims.

[0031] The following is for reference. Figures 1 to 11This paper describes a construction method for the steel-concrete composite section of the main tower of a cable-stayed bridge with an irregular steel structure, according to an embodiment of the present invention.

[0032] In this embodiment, the cable-stayed bridge adopts a variable cross-section, non-concentric annular steel-concrete hybrid pylon. The inner arc of the pylon column is formed by combining ellipses with unequal major and minor axes. The lower pylon column 1 is a concrete structure, and the upper pylon column is a steel structure. A steel-concrete composite section is provided at the junction of the upper pylon column and the lower pylon column 1.

[0033] The construction method for the steel-concrete composite section of the main tower of the cable-stayed bridge with irregular steel structure according to an embodiment of the present invention is as follows: Step S1: Based on the steel main tower drawings, use 3D modeling software to model and prefabricate each steel structural component. The steel structural components are manufactured in the prefabrication plant and trial assembly is carried out. Based on the actual hoisting process, use 3D modeling software to simulate the hoisting process of the steel structural components step by step. The steel structural components include a steel-concrete composite section 2. The steel-concrete composite section 2 is equipped with multiple partitions 7, a rear anchor steel plate 4, and a pressure plate 5. The pressure plate 5 is located below the rear anchor steel plate 4. Both the rear anchor steel plate 4 and the pressure plate 5 are provided with multiple steel bundle holes 12 arranged around it. Multiple partitions 7 are installed below the pressure plate 5.

[0034] In this embodiment, the precise modeling function of 3D modeling software ensures accurate processing dimensions for each component. The processed steel structural components undergo rigorous pre-assembly in the factory to identify and resolve potential problems in advance, laying a solid foundation for the smooth progress of on-site hoisting. Leveraging the visualization and simulation advantages of BIM (Building Information Modeling) technology, the lifting lug positions of the steel-concrete composite section 2 are accurately determined, avoiding repeated on-site adjustments, effectively reducing hoisting time, and significantly improving on-site hoisting efficiency.

[0035] Step S2: Simultaneously construct the lower tower column at the construction site. Install the prestressed steel strand anchor ends, steel strand 3 and corrugated pipe 14 in advance. Use clamps to accurately position the reinforcing bars on the lower tower column 1 and reserve gaps for the partition 7 inside the steel-concrete composite section 2. Install temporary fixing brackets and use the steel strand guide hole device to fix and adjust the angle of the steel strand 3.

[0036] In this embodiment, steps S2 and S1 are performed simultaneously. Before pouring the concrete for the upper tower column, the elevation is re-measured and confirmed to be correct. A total station is used to accurately control the elevation and mark the template. The concrete is poured in layers up to 100mm from the bottom of the steel-concrete composite section. There are multiple steel strand guide hole devices, the same number as the steel strand holes 12, used to straighten the drooping and bent corrugated pipe 14 and maintain a specific angle.

[0037] Step S3: Hoist the steel-concrete composite section 2 according to the bridge completion angle, so that the top of the steel strand 3 passes through the steel strand hole 12. After the steel-concrete composite section 2 is positioned, fix it with a temporary support.

[0038] like Figure 6As shown, in this embodiment, a 400t truck crane is used to lift the steel-concrete composite section 2, and a three-dimensional adjusting jack is used to precisely position the steel-concrete composite section 2. During the lifting process, the direction of the corrugated pipe 14 is adjusted in real time so that the top of the steel bundle 3 passes through the steel bundle hole 12. After the steel-concrete composite section 2 is precisely positioned, it is welded and fixed to the temporary support.

[0039] Step S4: Install shear keys 15 on the partition 7 inside the steel-concrete composite section 2.

[0040] In this embodiment, workers need to enter the steel-concrete composite section 2, located below the pressure plate 5. During construction, ventilation and air quality monitoring devices need to be installed, and dedicated personnel should be assigned to monitor and control continuous operation time. Specifically, the shear key 15 can be made of reinforcing steel. The entire shear key 15 is divided into segments, and each segment is passed through the through holes 8 on the partition plate 7. A straight threaded sleeve is used to connect adjacent segments of the shear key 15 into a whole, ensuring the length of the shear key 15 meets the design requirements, thereby reducing construction difficulty. Additionally, multiple shear studs 6 are arranged on the inner wall of the wall panel 21 of the steel-concrete composite section 2. The shear studs 6 and shear keys 15 can reinforce the stress on the steel-concrete composite section. In one example, such as... Figure 3 As shown, when installing the shear keys 15, they are installed and connected sequentially from bottom to top and from the sides to the middle. That is, the shear keys 15 in the side chambers 10 are installed first, and then the shear keys 15 in the middle chamber 11 are installed. These shear studs 6 and shear keys 15, together with the subsequently poured concrete, resist separation and enhance the structural stress and stability.

[0041] Step S5: Pour concrete under the bearing plate 5 and tension a portion of the steel strands 3 using the equal-cycle tensioning method, and anchor the steel strands 3 to the anchorage on the bearing plate 5.

[0042] In this embodiment, a symmetrical balanced pouring method is used for concrete pouring. To ensure the compactness of the concrete pouring inside the box girder, self-compacting micro-expansion concrete is used, and manual handheld immersion vibrators are employed to assist in ensuring compaction. After the concrete meets the tensioning requirements, due to the limited space inside the tower, conventional tensioning jacks cannot be installed. Therefore, an equal-cycle tensioning method is adopted to ensure uniform stress distribution on the steel strands 3, reducing structural deformation and stress concentration. The equal-cycle tensioning method allows for rapid construction, saving time and labor costs. By using equal-cycle tensioning, the stress on each steel strand is equal, thereby achieving the balance and stability of the entire structure.

[0043] Step S6: Pour concrete between the bearing plate 5 and the rear anchor plate 4, tension another part of the steel strand 3, and anchor the steel strand 3 to the anchor on the rear anchor plate 4.

[0044] In this embodiment, when pouring the concrete between the bearing plate 5 and the rear anchor plate 4, the concrete flow is promoted by tapping the wall panel 21 of the steel-concrete composite section 2 with a rubber hammer in the triangular closed area formed at the top of the steel-concrete composite section 2. The compactness of the concrete pouring in each chamber of the steel-concrete composite section 2 is verified by ultrasonic testing. After the concrete strength meets the tensioning requirements, the remaining steel strands 3 are tensioned by whole-bundle tensioning.

[0045] Step S7: After grouting the duct where the steel strand 3 is located, seal the anchorage.

[0046] With this, all construction tasks for the steel-concrete composite section are completed.

[0047] In some optional embodiments of the present invention, such as Figure 8 As shown, the clamp includes a first angle steel and multiple steel plates. The steel plates are welded to the first angle steel along its length. The spacing between the steel plates is consistent with the spacing between the partitions 7 inside the steel-concrete composite section 2. The number of steel plates is set according to actual needs and is not limited thereto.

[0048] like Figure 7 As shown, the steel strand guide hole device includes a bracket 131, a pitch adjustment mechanism 132, a channel steel 133, and a second angle steel 134. The channel steel 133 and the second angle steel 134 are fixedly connected along the extension direction of the channel steel 133. One end of the pitch adjustment mechanism 132 is hinged to the bracket 131, and the other end is hinged to the channel steel 133, used to adjust the pitch angle of the channel steel 133 relative to the mounting surface of the lower tower column 1. The pitch adjustment mechanism 132 can be a turnbuckle. The steel strand guide hole device is installed on the mounting surface of the lower tower column 1. The corrugated pipe 14 is supported on the channel steel 133 and the second angle steel 134. The pitch adjustment mechanism 132 is used to adjust the pitch angle of the channel steel 133 relative to the mounting surface of the lower tower column 1, so that the corrugated pipe 14 is straightened and aligned with the corresponding steel strand hole 12 on the steel-concrete composite section 2. After the steel-concrete composite section 2 is hoisted and positioned, the steel strand guide hole device is removed.

[0049] In some optional embodiments of the present invention, such as Figure 10 As shown, in steps S5 and S6, concrete is poured into the steel-concrete composite section 2 through the pouring pipe 16. The bottom end of the pouring pipe 16 has a U-shaped section. Since the steel-concrete composite section 2 forms multiple closed concrete pouring chambers, and its top and side walls do not have enough openings, it is impossible to achieve free pouring from top to bottom using conventional chutes or pumping methods. Therefore, the pouring pipe 16 is used. During pouring, the concrete is injected from the top of the pouring pipe 16, flows down the pipe wall to the U-shaped section, and then overflows upwards in the opposite direction to ensure that the pouring is dense.

[0050] It should be noted that in the description of this invention, the terms "first," "second," etc., are used for descriptive purposes only and should not be construed as indicating or implying relative importance. Furthermore, in the description of this invention, unless otherwise stated, "a plurality of" means two or more.

[0051] Any process or method description in the flowchart or otherwise herein can be understood as representing a module, segment, or portion of code comprising one or more executable instructions for implementing a particular logical function or process, and the scope of the preferred embodiments of the invention includes additional implementations in which functions may be performed not in the order shown or discussed, including substantially simultaneously or in reverse order depending on the functions involved, as will be understood by those skilled in the art to which embodiments of the invention pertain.

[0052] Although embodiments of the present invention have been shown and described above, it is understood that the above embodiments are exemplary and should not be construed as limiting the present invention. Those skilled in the art can make changes, modifications, substitutions and variations to the above embodiments within the scope of the present invention.

Claims

1. A construction method for a steel-concrete composite section of the main tower of a cable-stayed bridge with an irregular steel structure, characterized in that, include: Step S1: Based on the steel main tower drawings, use 3D modeling software to model and prefabricate multiple steel structural components. The steel structural components are manufactured in the prefabrication plant and trial assembly is carried out. Based on the actual hoisting process, use 3D modeling software to simulate the hoisting process of the steel structural components step by step. The steel structural components include a steel-concrete composite section (2). The steel-concrete composite section (2) is equipped with multiple partitions (7), a rear anchor steel plate (4), and a pressure plate (5). The pressure plate (5) is located below the rear anchor steel plate (4). Both the rear anchor steel plate (4) and the pressure plate (5) are equipped with multiple steel bundle holes (12) arranged around it. Multiple partitions (7) are installed below the pressure plate (5). Step S2: Simultaneously carry out the construction of the lower tower column at the construction site, install the prestressed steel strand anchor end, steel strand (3) and corrugated pipe (14) in advance, use clamps to accurately position the steel bars on the lower tower column (1) and reserve gaps for the partition (7) inside the steel-concrete composite section (2), install temporary fixed brackets, and use the steel strand guide hole device to fix and adjust the angle of the steel strand (3). Step S3: Hoist the steel-concrete composite section (2) at the bridge completion angle, so that the top of the steel strand (3) passes through the steel strand hole (12), and fix it with a temporary support after the steel-concrete composite section (2) is positioned. Step S4: Install shear keys (15) on the partition (7) inside the steel-concrete composite section (2). Step S5: Pour concrete under the bearing plate (5) and tension a portion of the steel strands (3) using the equal-value cyclic tensioning method, and anchor the steel strands (3) to the anchorage on the bearing plate (5); Step S6: Pour concrete between the bearing plate (5) and the rear anchor plate (4), tension another part of the steel strand (3), and anchor the steel strand (3) to the anchor on the rear anchor plate (4); Step S7: After grouting the duct where the steel strand (3) is located, seal the anchor.

2. The construction method for the steel-concrete composite section of the main tower of a cable-stayed bridge with an irregular steel structure according to claim 1, characterized in that, The fixture includes a first angle steel and multiple steel plates. The steel plates are welded to the first angle steel along its length. The spacing between the steel plates is consistent with the spacing between the partitions (7) in the steel-concrete composite section (2).

3. The construction method for the steel-concrete composite section of the main tower of a cable-stayed bridge with an irregular steel structure according to claim 1, characterized in that, The steel strand guide hole device includes a bracket (131), a pitch adjustment mechanism (132), a channel steel (133), and a second angle steel (134); the channel steel (133) and the second angle steel (134) are fixedly connected along the extension direction of the channel steel (133); one end of the pitch adjustment mechanism (132) is hinged to the bracket (131), and the other end is hinged to the channel steel (133), which is used to adjust the pitch angle of the channel steel (133) relative to the mounting surface of the lower tower column (1).

4. The construction method for the steel-concrete composite section of the main tower of a cable-stayed bridge with an irregular steel structure according to claim 1, characterized in that, Step S4 includes: dividing the entire shear key (15) into segments, passing each segment of shear key (15) through the through hole (8) on the partition plate (7), and then connecting the adjacent segments of shear key (15) into a whole using a straight threaded sleeve.

5. The construction method for the steel-concrete composite section of the main tower of a cable-stayed bridge with an irregular steel structure according to claim 1, characterized in that, When pouring the concrete under the bearing plate (5) in step S5, self-compacting micro-expansion concrete is used and manual hand-held immersion vibrators are arranged to ensure compaction.

6. The construction method for the steel-concrete composite section of the main tower of a cable-stayed bridge with an irregular steel structure according to claim 1, characterized in that, In step S6, when pouring concrete between the bearing plate (5) and the rear anchor plate (4), the concrete flow is promoted by tapping the wall panel (21) of the steel-concrete composite section (2) with a rubber hammer in the triangular closed area formed at the top of the steel-concrete composite section (2), and the concrete pouring density of each chamber in the steel-concrete composite section (2) is verified by ultrasonic testing.

7. The construction method for the steel-concrete composite section of the main tower of a cable-stayed bridge with an irregular steel structure according to claim 1, characterized in that, In step S3, a 400t truck crane is used to lift the steel-concrete composite section (2), and a three-dimensional adjusting jack is used to adjust the spatial position of the steel-concrete composite section (2) for precise positioning.

8. The construction method for the steel-concrete composite section of the main tower of a cable-stayed bridge with an irregular steel structure according to claim 4, characterized in that, When installing each section of shear key (15), they should be installed and connected in sequence from bottom to top and from the side to the middle.

9. The construction method for the steel-concrete composite section of the main tower of a cable-stayed bridge with an irregular steel structure according to claim 1, characterized in that, In steps S5 and S6, concrete is poured into the steel-concrete composite section (2) through the pouring pipe (16), and the bottom end of the pouring pipe (16) is provided with a U-shaped section.

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