Tower pier beam connection node structure of special-shaped steel tower and manufacturing method

Abstract

The invention discloses a tower pier beam connection node structure of a special-shaped steel tower and a manufacturing method, and relates to the field of bridge construction. According to the tower pier beam connecting node structure of the special-shaped steel tower and the manufacturing method, the tower pier beam connecting node structure is divided into a tower beam node structure and a tower pier steel-concrete combined section, and the tower pier steel-concrete combined section is divided into a first middle multi-box-chamber structure small section and an outer side multi-box-chamber structure small section to be machined and manufactured; and the tower beam joint structure is split into a second middle multi-box-chamber structure small section, two outer wall plates, a plurality of outer middle vertical plates and four second side wall plates to be machined and manufactured, horizontal splicing matching manufacturing and vertical assembly manufacturing of the tower pier steel-concrete combined section and the tower beam joint structure are conducted, and finally vertical pre-assembling is conducted. According to the tower pier beam connecting node structure of the special-shaped steel tower and the manufacturing method, the manufacturing period can be shortened, the production efficiency can be improved, the length of an upward welding seam in a factory and the length of a welding seam in a bridge site can be reduced, the welding quality and the manufacturing precision can be improved, the site installation precision can be improved, and the installation period can be shortened.

Description

Technical Field

[0001] This application relates to the field of bridge construction, and more specifically, to a tower-pier-beam connection node structure and manufacturing method for an irregularly shaped steel tower. Background Technology

[0002] In the manufacturing of steel structure bridges, the structural construction of the tower-pier-beam connection node of steel towers is relatively complex and requires high manufacturing precision. The tower-pier-beam connection node structure consists of the lower steel-concrete composite section of the tower pier and the upper tower-beam node structure. Traditionally, the tower-pier-beam connection node structure of steel towers is manufactured using a horizontal assembly method. For tower-pier-beam connection node structures with large cross-sectional dimensions, the structure is typically divided into multiple small blocks for separate manufacturing. These small blocks are then positioned and welded together on-site at the bridge site. This manufacturing method has low production efficiency, low precision, and requires a large amount of on-site welding, which is detrimental to ensuring the quality of the steel tower. Summary of the Invention

[0003] The purpose of this application is to provide a tower pier beam connection node structure and manufacturing method for irregular steel towers, which can shorten the manufacturing cycle, improve production efficiency, reduce the length of overhead welds in the factory and the length of welds on the bridge site, improve welding quality and manufacturing precision, improve on-site installation precision and shorten the installation cycle.

[0004] This application is implemented as follows: This application provides a tower pier-beam connection node structure for an irregular steel tower, comprising a steel-concrete composite section of the tower pier and a tower-beam node structure connected to the top of the steel-concrete composite section of the tower pier. The steel-concrete composite section of the tower pier includes a first central multi-cell structure segment and outer multi-cell structure segments symmetrically connected to both sides of the first central multi-cell structure segment. The tower-beam node structure includes a second central multi-cell structure segment, two second outer wall panels, multiple second outer vertical plates, and four second side wall panels. Each end of the second central multi-cell structure segment is connected to a second side wall panel, and the two second outer wall panels are respectively connected to the two second side wall panels of the second central multi-cell structure segment. Each second outer vertical plate is respectively connected to the outer wall of the second central multi-cell structure segment and the second outer wall panel.

[0005] In some optional embodiments, the steel-concrete composite section of the tower pier includes a first shell composed of first outer wall panels on both sides and first end plates at both ends. The first end plate is composed of first side wall panels, an arc-shaped first bottom plate, and a first side wall panel connected in sequence. The first shell is provided with two first inner web plates, a first central longitudinal plate, multiple first inner central vertical plates, multiple first outer central vertical plates, and horizontally arranged bearing plates. The two first inner web plates are arranged along the bridge direction and are respectively connected at both ends to the corresponding first side wall panels and the first bottom plate. The first central longitudinal plate is located between the two first inner web plates and is connected at both ends. The first inner vertical plate is arranged perpendicular to the first inner web plate and located between the two first inner web plates. The first inner vertical plate passes through the first middle longitudinal plate and is connected to the two first inner web plates at both ends. Multiple first outer vertical plates are symmetrically arranged on both sides of the inside of the first shell. Each first outer vertical plate is connected to a first inner web plate and a corresponding first outer wall plate at both ends. The pressure plate is connected to each of the first inner web plates, the first middle longitudinal plate, the first inner vertical plate, the first outer wall plate, and the first outer vertical plate.

[0006] In some optional embodiments, the tower-beam node structure includes a second shell composed of second outer wall panels on both sides and second end plates at both ends. The second end plates are composed of second side wall panels, an arc-shaped second bottom plate, and second side wall panels connected in sequence. The interior of the second shell is provided with two second inner web plates, a second central longitudinal plate, multiple second inner vertical plates, multiple transverse diaphragms, multiple second outer vertical plates, and multiple vertical diaphragms. The two second inner web plates are arranged along the bridge direction and their ends are respectively connected to the connection points of the corresponding second side wall panels and the second bottom plates at both ends. The second central longitudinal plate is located between the two second inner web plates and its ends are respectively connected to the two second bottom plates. In the middle, the second inner vertical plate is perpendicular to the second inner web plate and is located between the two second inner web plates. The second inner vertical plate passes through the second middle longitudinal plate and is connected to the two second inner web plates at both ends. A plurality of second outer vertical plates are symmetrically arranged on both sides of the interior of the second shell. Each second outer vertical plate is connected to the outer wall of a second inner web plate and the inner wall of a corresponding second outer wall plate at both ends. A plurality of transverse partitions are arranged horizontally and symmetrically located at both ends of the interior of the second shell. Each transverse partition passes through one end of the second middle longitudinal plate and is connected to the outer wall of a corresponding second inner vertical plate and the inner wall of a second bottom plate.

[0007] This application provides a method for manufacturing the tower pier beam connection node structure of the above-mentioned irregular steel tower, including the following steps: The tower-pier-beam connection node structure is divided into an upper and lower connected tower-beam node structure and a steel-concrete composite section of the tower pier. The steel-concrete composite section of the tower pier is divided into the first middle multi-cell structure segment and the outer multi-cell structure segment for material processing and unit component manufacturing. The tower beam node structure is divided into the second middle multi-cell structure segment, two outer wall panels, multiple outer vertical panels and four second side wall panels for material processing and unit component manufacturing. The first and second middle multi-cell structure segments of the tower pier steel-concrete composite section and the tower beam node structure are horizontally assembled and matched, and the outer multi-cell structure segments of the tower pier steel-concrete composite section are horizontally assembled and manufactured. Manufacturing of the vertical assembly of the steel-concrete composite section of the tower pier and the vertical assembly of the tower-beam joint structure; Vertical pre-assembly of the steel-concrete composite section of the tower pier and the tower-beam joint structure was carried out.

[0008] In some alternative implementations, the horizontal assembly and matching of the first and second middle multi-cell structure segments of the tower pier steel-concrete composite section and the tower-beam joint structure includes the following steps: Step 1: Position the formwork on the first and second inner webs of the steel-concrete composite section of the tower pier and the tower beam joint structure according to the ground line. Step 2: Assemble the transverse diaphragm, second vertical diaphragm, second inner vertical plate, second longitudinal plate, upper second inner web plate, and second bottom plate of the tower beam node structure in sequence; assemble the bearing plate, first inner vertical plate, first longitudinal plate, upper first inner web plate, and first bottom plate of the steel-concrete composite section of the tower pier in sequence. Step 3: Weld the welds inside the first middle multi-cell structure segment of the steel-concrete composite section of the tower pier, the welds inside the second middle multi-cell structure segment of the tower beam node structure, and postpone the angle welding of the first inner web plate and the second inner web plate to the first bottom plate and the second bottom plate on the upper side of the first middle multi-cell structure segment and the second middle multi-cell structure segment. Step 4: Turn the steel-concrete composite section of the tower pier and the tower-beam joint structure over, and then weld the unwelded seams in the first middle multi-cell structure segment of the steel-concrete composite section of the tower pier and the second middle multi-cell structure segment of the tower-beam joint structure.

[0009] In some alternative implementations, the steel-concrete composite section of the tower pier and the tower beam node structure are turned over laterally at a 90-degree angle to the installation position, and then the vertical fillet welds of the first inner web plate and the second inner web plate to the first bottom plate and the second bottom plate are welded on the upper side of the first and second middle multi-compartment structure segments.

[0010] In some alternative implementations, the horizontal assembly manufacturing of the outer multi-chamber structure segments of the steel-concrete composite section of the tower pier includes the following steps: assembling the pressure plate on the jig, assembling the first outer middle vertical plate and the first side wall plate in sequence, welding the welds inside the outer multi-chamber structure segments, and correcting and inspecting the welds after welding; and removing the jig.

[0011] In some alternative implementations, the manufacturing of the vertical assembly of the steel-concrete composite section of the tower pier includes the following steps: Step 1: Position the first middle section of the multi-chamber structure of the steel-concrete composite section of the tower pier onto the formwork and then rigidly connect it to the formwork. Step 2: Assemble the outer multi-compartment structure segments of the steel-concrete composite section of the tower pier onto the mounting frame. After turning the outer multi-compartment structure segments 90 degrees, align the mounting frame with the ground line and check that the end face plane deviation meets the requirements. Then, rigidly connect the outer multi-compartment structure segments to the mounting frame. Step 4: Weld the first middle multi-chamber structure segment and the middle multi-chamber structure segment of the steel-concrete composite section of the tower pier.

[0012] In some alternative implementations, the fabrication of the vertical assembly of the tower-beam joint structure includes the following steps: Step 1: After the upper frame of the second middle multi-cell structure of the tower beam node structure is positioned, it is rigidly connected to the frame. Step 2: Assemble the second side wall panel, the second outer middle vertical plate, and the second outer wall panel of the tower beam node structure onto the jig in sequence; Step 3: Weld the connecting welds between the second side wall panel and the second outer middle vertical plate and the middle multi-box structure segment of the tower beam node structure, and weld the connecting welds between the second side wall panel and the second outer middle vertical plate and the second outer wall panel.

[0013] In some alternative implementations, the vertical pre-assembly of the steel-concrete composite section of the tower pier and the tower-beam joint structure includes the following steps: Step 1: Install multiple adjustment tools at the upper end of the steel-concrete composite section of the tower pier to adjust the posture when aligning the tower beam node structure with the steel-concrete composite section of the tower pier. Step 2: Hoist the tower beam node structure onto the steel-concrete composite section of the tower pier and align it. Adjust the inter-section gap, misalignment, and total assembly height to meet the requirements. Step 3: Inspect the tower-beam joint structure and the steel-concrete composite section of the tower pier, checking the axial offset, misalignment of inter-section parts, and alignment deviation. Step 4: Based on the pre-assembly inspection results, correct the tower-beam joint structure and the steel-concrete composite section of the tower pier; Step 5: After pre-assembling the tower beam joint structure and the steel-concrete composite section of the tower pier, set the alignment line, and mark the lines and punch the pattern on the inside and outside of the first bottom plate, the second bottom plate, the first outer wall plate, and the second outer wall plate. Step 6: Install temporary matching parts at the joints of the tower-beam node structure and the steel-concrete composite section of the tower pier; Step 7: The tower beam node structure and the steel-concrete composite section of the tower pier are hoisted down in sequence and transferred to the subsequent processes.

[0014] The beneficial effects of this application are as follows: The tower pier-beam connection node structure and manufacturing method for irregular steel towers provided in this application divide the tower pier-beam connection node structure into an upper and lower connected tower beam node structure and a steel-concrete composite section of the tower pier. The steel-concrete composite section of the tower pier is further divided into a first central multi-cell structure segment and an outer multi-cell structure segment for material preparation and unit component manufacturing. The tower beam node structure is further divided into a second central multi-cell structure segment, two outer wall panels, multiple outer vertical plates, and four second side wall panels for material preparation and unit component manufacturing. Subsequently, the horizontal assembly and matching manufacturing of the steel-concrete composite section of the tower pier and the tower beam node structure are carried out, followed by vertical assembly manufacturing. Finally, vertical pre-assembly is performed. This tower pier-beam connection node structure and manufacturing method for irregular steel towers can significantly shorten the manufacturing cycle of the tower pier-beam connection node structure, improve production efficiency, and reduce the length of overhead welds in the factory and at the bridge site, better ensuring welding quality and improving manufacturing precision. This, in turn, ensures the accuracy of the on-site installation of the steel tower pier-beam connection node structure at the bridge site and shortens the installation cycle. Attached Figure Description

[0015] To more clearly illustrate the technical solutions of the embodiments of this application, the accompanying drawings used in the embodiments will be briefly introduced below. It should be understood that the following drawings only show some embodiments of this application and should not be regarded as a limitation of the scope. For those skilled in the art, other related drawings can be obtained based on these drawings without creative effort.

[0016] Figure 1 An elevation view of the irregular steel tower in the manufacturing method of the tower pier beam connection node structure of the irregular steel tower provided in the embodiments of this application; Figure 2 A structural schematic diagram of the tower pier beam connection node structure of the irregular steel tower provided in the embodiments of this application; Figure 3 A structural schematic diagram of the steel-concrete composite section of the pier in the pier-beam connection node structure of the irregular steel tower provided in the embodiments of this application; Figure 4 A schematic diagram of the tower beam node structure in the tower pier beam connection node structure of the irregular steel tower provided in the embodiments of this application; Figure 5 A schematic diagram of the structure of the tower pier beam connection node structure of the irregular steel tower provided in the embodiments of this application, in which the steel-concrete composite section of the tower pier is divided into a first middle 8-cell structure segment and an outer 4-cell structure segment; Figure 6 The manufacturing method of the tower pier beam connection node structure of the irregular steel tower provided in this application embodiment is a schematic diagram of the tower beam node structure being divided into a small segment of the second middle 8-cell structure, a second single outer wall panel, a second outer middle vertical plate and a second side wall panel. Figure 7A schematic diagram of the jig structure in the manufacturing method of the tower pier beam connection node structure of the irregular steel tower provided in the embodiments of this application; Figure 8 A schematic diagram of the splicing of the first inner web and the second inner web on the tower pier beam connection node structure of the irregular steel tower provided in the embodiments of this application. Figure 9 A schematic diagram of the assembly of the tower beam node structure and the steel-concrete composite section of the tower pier in the manufacturing method of the tower pier beam connection node structure of the irregular steel tower provided in the embodiments of this application. Figure 10 A schematic diagram of the positioning of the jig on the first outer wall plate in the manufacturing method of the tower pier beam connection node structure of the irregular steel tower provided in the embodiments of this application; Figure 11 A schematic diagram of the pressure plate assembly in the manufacturing method of the tower pier beam connection node structure of the irregular steel tower provided in the embodiments of this application; Figure 12 A schematic diagram of the assembly of the first outer vertical plate and the first side wall plate in the manufacturing method of the tower pier beam connection node structure of the irregular steel tower provided in the embodiments of this application; Figure 13 A schematic diagram of the assembly jig for the steel-concrete composite section of the tower pier in the manufacturing method of the tower pier beam connection node structure of the irregular steel tower provided in the embodiments of this application; Figure 14 A schematic diagram of the positioning of the upper frame on the first middle 8-cell structure segment of the steel-concrete composite section of the tower pier in the manufacturing method of the tower pier beam connection node structure of the irregular steel tower provided in the embodiments of this application; Figure 15 A schematic diagram of the assembly of the four outer box-cell structure segments on the upper frame of the steel-concrete composite section of the tower pier in the manufacturing method of the tower pier beam connection node structure of the irregular steel tower provided in the embodiments of this application. Figure 16 A schematic diagram of the assembly jig for the tower beam connection node structure in the manufacturing method of the tower pier beam connection node structure of the irregular steel tower provided in the embodiments of this application; Figure 17 A schematic diagram of the positioning of the upper frame on the second middle 8-cell structure segment of the tower beam node structure in the manufacturing method of the tower pier beam connection node structure of the irregular steel tower provided in the embodiments of this application; Figure 18 A schematic diagram of the assembly and positioning of the second side wall plate and the second outer middle vertical plate of the tower beam node structure in the manufacturing method of the tower pier beam connection node structure of the irregular steel tower provided in the embodiments of this application; Figure 19 A schematic diagram of the assembly and positioning of the jig on the second outer wall plate of the tower beam connection node structure in the manufacturing method of the tower pier beam connection node structure of the irregular steel tower provided in the embodiments of this application; Figure 20 Elevation layout diagram of the tooling used for pre-assembly and adjustment in the manufacturing method of the tower pier beam connection node structure of the irregular steel tower provided in the embodiments of this application; Figure 21 A plan view of the tooling layout for pre-assembly and adjustment in the manufacturing method of the tower pier beam connection node structure of the irregular steel tower provided in the embodiments of this application; Figure 22 A schematic diagram of the alignment between the tower beam node structure and the steel-concrete composite section of the tower pier in the manufacturing method of the tower pier beam connection node structure of the irregular steel tower provided in the embodiments of this application. Figure 23 In the manufacturing method of the tower pier beam connection node structure of the irregular steel tower provided in the embodiments of this application, temporary matching parts are installed at the joint of the tower beam node structure and the steel-concrete composite section of the tower pier. Figure 24 This is a schematic diagram of the structure of the tower pier beam connection node structure of the irregular steel tower provided in the embodiment of this application, in which a straightening jig is used to straighten and shape the structure on the second base plate.

[0017] In the diagram: 100, Tower-pier-beam connection node structure; 110, Tower pier; 120, Bridge body; 130, Inter-tower cables; 140, Side cables; 150, Steel box girder of bridge deck; 160, Concrete tower; 200, Steel-concrete composite section of tower-pier; 210, Tower-beam node structure; 220, First central 8-cell structure segment; 230, Outer 4-cell structure segment; 240, Second central 8-cell structure segment; 250, Adjustment tooling; 260, Temporary matching parts.

[0018] M1, First inner web plate; M2, First middle longitudinal plate; M3, First inner middle vertical plate; M4, Bearing plate; M5, First outer wall plate; M6, First outer middle vertical plate; M7, First bottom plate; M8, First side wall plate.

[0019] N1, Second inner web plate; N2, Second middle longitudinal plate; N3, Second inner middle vertical plate; N4, Transverse diaphragm; N5, Second outer wall plate; N6, Second outer middle vertical plate; N7, Second bottom plate; N8, Second side wall plate; N9, Second vertical diaphragm. Detailed Implementation

[0020] To make the objectives, technical solutions, and advantages of the embodiments of this application clearer, the technical solutions of the embodiments of this application will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of this application, and not all embodiments. The components of the embodiments of this application described and shown in the accompanying drawings can generally be arranged and designed in various different configurations.

[0021] Therefore, the following detailed description of the embodiments of this application provided in the accompanying drawings is not intended to limit the scope of the claimed application, but merely to illustrate selected embodiments of the application. All other embodiments obtained by those skilled in the art based on the embodiments of this application without inventive effort are within the scope of protection of this application.

[0022] It should be noted that similar labels and letters in the following figures indicate similar items. Therefore, once an item is defined in one figure, it does not need to be further defined and explained in subsequent figures.

[0023] In the description of this application, it should be noted that the terms "center," "upper," "lower," "left," "right," "vertical," "horizontal," "inner," and "outer," etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings, or the orientation or positional relationship commonly used when the product of this application is in use. They are only for the convenience of describing this application and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation, and therefore should not be construed as a limitation on this application. In addition, the terms "first," "second," and "third," etc., are only used to distinguish descriptions and should not be construed as indicating or implying relative importance.

[0024] Furthermore, terms such as "horizontal," "vertical," and "sag" do not imply that components must be absolutely horizontal or suspended, but rather that they can be slightly tilted. For example, "horizontal" simply means that its direction is more horizontal relative to "vertical," and does not mean that the structure must be completely horizontal, but can be slightly tilted.

[0025] In the description of this application, it should also be noted that, unless otherwise expressly specified and limited, the terms "set up," "install," "connect," and "link" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; and they can refer to the internal connection of two components. Those skilled in the art can understand the specific meaning of the above terms in this application based on the specific circumstances.

[0026] In this application, unless otherwise expressly specified and limited, "above" or "below" the second feature can include direct contact between the first and second features, or contact between the first and second features through another feature between them. Furthermore, "above," "over," and "on top" of the second feature includes the first feature being directly above or diagonally above the second feature, or simply indicates that the first feature is at a higher horizontal level than the second feature. "Below," "below," and "under" the second feature includes the first feature being directly below or diagonally below the second feature, or simply indicates that the first feature is at a lower horizontal level than the second feature.

[0027] The following describes in further detail the features and performance of the manufacturing method for the tower pier beam connection node structure of the irregular steel tower of this application, with reference to the embodiments.

[0028] This application provides a method for manufacturing a tower-pier-beam connection node structure for an irregularly shaped steel tower. The irregularly shaped steel tower includes two tower piers 110, two bridge bodies 120 whose bottoms are respectively connected to the two tower piers 110, inter-tower cables 130 and side cables 140 arranged at intervals. The two ends of the inter-tower cables 130 are respectively connected to the two bridge bodies 120, and the two ends of the side cables 140 are respectively connected to the bridge body 120 and the steel box girder 150 of the bridge deck system. The top plate and bottom plate of the two bridge bodies 120 are both curved surfaces and are two non-parallel spline curves along the direction of the bridge body 120. The two bridge bodies 120 are connected to each other at the main beam position of the tower piers 110 and connected to the concrete tower 160 through the tower-pier-beam connection node structure 100.

[0029] The pier-beam connection structure 100 of the irregular steel tower consists of a lower pier steel-concrete composite section 200 and an upper tower-beam connection structure 210. The area from the bearing plate M4 of the pier steel-concrete composite section 200 to the steel-concrete interface is connected to the bottom concrete tower 160 via concrete pouring, forming a single unit. The main reinforcement of the concrete tower 160 extends into the pier steel-concrete composite section 200. The tower-beam connection structure 210 of the irregular steel tower is connected to the bridge deck steel box girder 150 via welding, forming a single unit. The elevation view of the irregular steel tower is shown below. Figure 1 As shown, the structural schematic diagram of the tower pier beam connection node structure 100 is as follows: Figure 2 As shown.

[0030] The steel-concrete composite section 200 of the tower pier beam connection node structure 100 is a 16-cell structure. The steel-concrete composite section 200 is 2.959m high, 10m wide transversely, and 8.726m–9.597m long longitudinally. A single, 60mm thick, horizontally arranged steel bearing plate M4 is installed within the steel-concrete composite section 200. The structure of the steel-concrete composite section is as follows: Figure 3As shown, the outer shell of the steel-concrete composite section 200 of the tower pier is composed of first outer wall panels M5 on both sides and first side wall panels M8, first bottom plate M7 and first side wall panels M8 connected sequentially at both ends. The inner shell of the steel-concrete composite section 200 of the tower pier is provided with two first inner web plates M1, a first central longitudinal plate M2, three first inner vertical plates M3, six first outer vertical plates M6 and a horizontally arranged bearing plate M4. The two first inner web plates M1 are arranged along the bridge direction and are respectively connected at the connection points of the corresponding first side wall panels M8 and first bottom plates M7 at both ends. The first central longitudinal plate M2 is located between the two first inner web plates M1 and is respectively connected at both ends to the two first bottom plates M8. In the middle section 7, three first inner vertical plates M3 are arranged perpendicular to the first inner web plate M1 and located between the two first inner web plates M1. The first inner vertical plates M3 pass through the two ends of the first middle longitudinal plate M2 and are connected to the two first inner web plates M1 respectively. Six first outer vertical plates M6 are arranged in two groups symmetrically on both sides of the inner shell of the steel-concrete composite section of the tower pier. The two ends of each group of three first outer vertical plates M6 are connected to a first inner web plate M1 and a corresponding first outer wall plate M5 respectively. The bearing plate M4 is arranged horizontally and is connected to each first inner web plate M1, the first middle longitudinal plate M2, the three first inner vertical plates M3, the first outer wall plate M5, and the first outer vertical plates M6 respectively.

[0031] The tower-girder node structure 210 has a 16-cell lower section and an 8-cell upper section, with transverse widths of 4m and 10m respectively, and longitudinal lengths of 8.63m to 9.14m. The tower-girder node structure 210 includes two 30mm thick transverse diaphragms N4 and two 30mm thick vertical diaphragms N9. The tower-girder node structure 210 is as follows: Figure 4 As shown, it includes a second inner web plate N1, a second middle longitudinal plate N2, a second inner middle vertical plate N3, a transverse diaphragm N4, a second outer wall plate N5, a second outer middle vertical plate N6, a second bottom plate N7, a second side wall plate N8, and a second vertical diaphragm N9. The shell of the tower beam node structure is composed of the second outer wall plates N5 on both sides and the second side wall plates N8, the second bottom plate N7, and the second side wall plates N8 connected sequentially at both ends.

[0032] The outer shell of the tower-beam node structure 210 contains two second inner web plates N1, a second central longitudinal plate N2, three second inner vertical plates N3, two transverse diaphragms N4, six second outer vertical plates N6, and two vertical diaphragms N9. The two second inner web plates N1 are arranged longitudinally along the bridge direction, connecting at both ends to the corresponding second side wall plates N8 and the second bottom plate N7. The second central longitudinal plate N2 is located between the two second inner web plates N1 and connects at both ends to the middle of the two second bottom plates N7. The three second inner vertical plates N3 are perpendicular to the second inner web plates N1 and are located between the two second inner web plates N1. The second inner vertical plate N3 passes through the two ends of the second longitudinal plate N2 and connects to the two second inner web plates N1 respectively. The six second outer vertical plates N6 are arranged in two groups symmetrically on both sides of the shell inside the tower-beam joint structure. The two ends of each group of three second outer vertical plates N6 are connected to the outer wall of a second inner web plate N1 and the inner wall of a corresponding second outer wall plate N5 respectively. The two transverse diaphragms N4 are arranged horizontally and symmetrically at both ends of the shell inside the tower-beam joint structure. Each transverse diaphragm N4 passes through one end of the second longitudinal plate N2 and connects to the outer wall of a corresponding second inner vertical plate N3 and the inner wall of a second bottom plate N7. The manufacturing difficulties of the tower pier beam connection node structure of the irregular steel tower provided in this application embodiment are as follows: Firstly, the steel-concrete composite section of the tower pier and the tower-beam joint structure have large cross-sectional dimensions and heights. Due to the limitations of the lifting height of the factory's crane equipment, the traditional horizontal assembly method cannot be used for manufacturing. If the vertical assembly method is used, the assembly difficulty is high, the safety risk is high, and the production efficiency is low. If the steel-concrete composite section of the tower pier and the tower-beam joint structure are divided into multiple small blocks for separate manufacturing and then connected on-site at the bridge site, the manufacturing method will have low precision, the on-site installation will be difficult, and the amount of on-site welding will be extremely large, which will not be conducive to ensuring the quality of the steel tower.

[0033] Second: The tower-pier-beam connection structure of the steel tower requires high manufacturing precision. The steel-concrete interface of the steel-concrete joint section of the tower pier has the same cross-sectional dimensions as the top of the concrete tower. Strict control over the manufacturing precision of the steel-concrete joint section of the tower pier is necessary to ensure a smooth connection between the steel-concrete joint section and the concrete tower. The upper 8-cell structure of the tower-beam connection structure extends into the interior of the bridge deck steel box girder. The top surface of the lower 16-cell structure of the steel tower's tower-beam connection structure must be in close contact with the bottom plate of the bridge deck steel box girder. Strict control over the manufacturing precision of the tower-beam connection structure of the steel tower is also required to ensure a smooth connection between the tower-beam connection structure of the steel tower and the bridge deck steel box girder.

[0034] Third, the elevation curves and cross-sectional curves of the first base plate M7 and the second base plate N7 form a hyperbola shape, which requires high manufacturing precision and is difficult to process.

[0035] The manufacturing method of the tower pier beam connection node structure of the irregular steel tower provided in this application includes the following steps: Step S1: The tower pier steel-concrete composite section 200 and tower beam node structure 210 of the tower pier beam connection node structure 100 are disassembled into small segments or unit components. By controlling the manufacturing precision of the small segments or unit components, the dimensional accuracy of the segment assembly is guaranteed.

[0036] 1.1 When dismantling the steel-concrete composite section 200 of the tower pier, the steel-concrete composite section 200 of the tower pier is divided into the first central 8-cell structure segment 220 and the outer 4-cell structure segment 230, as follows: Figure 5 As shown.

[0037] 1.2 When disassembling the tower-beam node structure 210, the tower-beam node structure 210 is divided into the second middle section 8-cell structure segment 240, two second outer wall panels N5, six second outer middle vertical panels N6, and four second side wall panels N8, as follows. Figure 6 As shown.

[0038] Step S2: Manufacture the steel-concrete composite section 200 of the tower pier and the tower-beam joint structure 210; 2.1 During the manufacturing of the tower pier steel-concrete composite section 200 and the tower-beam node structure 210, the parts are first cut and processed and the unit components are manufactured. Then, the first middle 8-box structure segment 220 of the tower pier steel-concrete composite section 200 is horizontally assembled and matched, the second middle 8-box structure segment 240 of the tower-beam node structure 210 is horizontally assembled and matched, and the outer 4-box structure segment 230 of the tower pier steel-concrete composite section 200 is horizontally assembled and matched. Next, the vertical assembly of the tower pier steel-concrete composite section 200 and the vertical assembly of the tower-beam node structure 210 are manufactured. Finally, the vertical pre-assembly of the tower pier steel-concrete composite section 200 and the tower-beam node structure 210 is carried out.

[0039] During the processing of the first base plate M7 and the second base plate N7, the vertical lines of the first base plate M7 and the second base plate N7, as well as the splicing sections of the base plate parts, are simulated by folding instead of bending. For base plates with a chord height not exceeding 7mm, folding is used instead of bending. After the first base plate M7 and the second base plate N7 are formed, they are inspected using special templates and then corrected and shaped on a special linear jig to ensure curve accuracy. The special linear jig used for correcting the first base plate M7 and the second base plate N7 is as follows: Figure 24 As shown.

[0040] 2.2 The horizontal assembly and matching manufacturing of the first middle 8-cell structural segment 220 of the tower pier steel-concrete composite section 200 and the second middle 8-cell structural segment 240 of the tower beam node structure 210 is carried out by laying the first inner web plate M1 and the second inner web plate N1 on one side flat on the jig and assembling the various components of the segment in sequence. The specific steps include: Step 1: Erect the formwork frame. See the formwork frame diagram. Figure 7 .

[0041] Step 2: Position the formwork on the first inner web M1 and the second inner web N1 of the tower pier steel-concrete composite section 200 and the tower beam node structure 210 according to the ground line. See Figure 8 .

[0042] Step 3: Sequentially assemble the transverse diaphragm N4, second vertical diaphragm N9, second inner vertical plate N3, second longitudinal plate N2, upper second inner web plate N1, and second bottom plate N7 of the tower-beam node structure 210; sequentially assemble the bearing plate M4, first inner vertical plate M3, first longitudinal plate M2, upper first inner web plate M1, and first bottom plate M7 of the tower pier steel-concrete composite section 200, see... Figure 9 .

[0043] Step 4: Welding the welds inside the first middle section of the steel-concrete composite section 200 of the tower pier, the welds inside the second middle section of the 8-box structure segment 240 of the tower-beam node structure 210, and the angle welds of the first inner web plate M1, the second inner web plate N1 and the first bottom plate M7, the second bottom plate N7 on the upper side are temporarily suspended.

[0044] Step 5: Post-weld correction and inspection. After welding, clean and correct the welding deformation; inspect the alignment, external dimensions, main component positioning dimensions and port dimensions of the first middle 8-box structure segment 220 of the steel-concrete composite section 200 of the tower pier and the second middle 8-box structure segment 240 of the tower-beam node structure 210, and at the same time, perform non-destructive testing on the relevant welds as required.

[0045] Step Six: Turn the tower over and then weld the unwelded seams in the first middle 8-cell structural segment 220 of the steel-concrete composite section 200 of the tower pier and the second middle 8-cell structural segment 240 of the tower-beam node structure 210. Turn the steel-concrete composite section 200 of the tower pier 200 and the second middle 8-cell structural segment 240 of the tower-beam node structure 210 of the steel tower laterally 90° to the installation position, i.e., with the tower top facing upwards, and then weld the vertical fillet welds of the first inner web plate M1, the second inner web plate N1 and the first bottom plate M7, the second bottom plate N7 on the upper side.

[0046] 2.3 Fabrication of the 230mm outer side 4-cell structure segment of the steel-concrete composite section of the tower pier; To avoid the angled welds between the pressure plate M4 and its surrounding components, the four box-type structural segments 230 on the outer side of the steel tower pier steel-concrete composite section 200 are assembled using a horizontal assembly method. The first outer wall panel M5 on one side is laid flat on the jig and the components of the segment are assembled in sequence.

[0047] Step 1: Erect the jig. Position the jig on the M5 outer wall panel according to the ground line. (See...) Figure 10 .

[0048] Step 2: Assemble the M4 pressure plate, see Figure 11 .

[0049] Step 3: Assemble the first outer central vertical plate M6 and the first side wall plate M8 in sequence, see... Figure 12 .

[0050] Step 4: Weld the internal welds of the outer 4-cell structure segment 230.

[0051] Step 5: Post-weld correction and inspection; remove the mold, clean and correct welding deformation after welding, inspect the line shape, external dimensions, and port dimensions of the outer 4-chamber structure segment 230, and at the same time, perform non-destructive testing on the relevant welds as required.

[0052] 2.4 Manufacturing of the 200 vertical assembly of the steel-concrete composite section of the tower pier; On the vertical assembly jig, the first middle 8-chamber structural segment 220 of the tower pier steel-concrete composite section 200 and the outer 4-chamber structural segment 230 are welded together into a whole segment.

[0053] Step 1: Erect the 200mm steel-concrete composite section assembly frame for the tower pier. See the frame drawing. Figure 13 .

[0054] Step 2: Positioning of the first middle section (8 box-cell structure segments) 220 of the steel-concrete composite section 200 of the tower pier using the upper positioning device. (See...) Figure 14 The first central section 8-chamber structural segment 220 is mounted on a jig, aligned with the ground line, and the end face plane deviation is checked. After meeting the requirements, the first central section 8-chamber structural segment 220 is rigidly connected to the jig.

[0055] Step 3: Assemble the outer four-cell structure segment 230 of the steel-concrete composite section 200 of the tower pier onto the upper frame. (See...) Figure 15 After the outer 4-cell structure segment 230 is turned 90° and placed on the jig, the end face plane deviation is checked against the ground line. After it meets the requirements, the outer 4-cell structure segment 230 of the tower pier steel-concrete composite section 200 is rigidly connected to the jig.

[0056] Step 4: Weld the connecting weld between the first middle 8-chamber structural segment 220 and the outer 4-chamber structural segment 230.

[0057] Step 5: Post-weld correction and inspection; post-weld cleaning and correction of welding deformation. Inspect the alignment, dimensions, and port dimensions of the 200mm steel-concrete composite section of the tower pier, and perform non-destructive testing on the relevant welds as required.

[0058] 2.5 Manufacturing of the 210 vertical assembly of the tower-beam joint structure; On the vertical assembly jig, the second middle 8-cell structure segment 240 of the tower beam node structure 210 of the steel tower is welded together with the second outer wall plate N5, the second outer middle vertical plate N6, and the second side wall plate N8 into a whole segment.

[0059] Step 1: Erect the assembly frame for the tower-beam joint structure 210. See the frame drawing. Figure 16 .

[0060] Step 2: Positioning of the second middle section 8-cell structure segment 240 of the tower-beam node structure 210 on the upper part of the frame, see [link / reference]. Figure 17 The second central section, 8 compartments, is mounted on a 240-meter frame. The end face plane deviation is checked against the ground line. Once the deviation meets the requirements, the segment is rigidly connected to the frame.

[0061] Step 3: The second side wall panel N8 and the second outer middle vertical plate N6 of the tower beam node structure 210 are assembled sequentially on the mounting plate, see... Figure 18 .

[0062] Step 4: Assemble the second outer wall panel N5 of the tower-beam node structure 210, see... Figure 19 .

[0063] Step 5: Weld the connecting welds between the second side wall panel N8 and the second outer middle vertical plate N6 and the second middle 8 box structure segment 240 of the tower beam node structure 210, and the connecting welds between the second side wall panel N8 and the second outer middle vertical plate N6 and the second outer wall panel N5.

[0064] Step Six: Post-weld correction and inspection; post-weld cleaning and correction of welding deformation. Inspect the alignment, dimensions, and port dimensions of the tower beam node structure 210 of the steel tower, and perform non-destructive testing on the relevant welds as required.

[0065] 2.6 Pre-assembly of the steel-concrete composite section 200 of the tower pier and the node structure 210 of the tower beam; The steel-concrete composite section 200 of the tower pier and the tower-beam joint structure 210 are pre-assembled vertically on the assembly jig of the steel-concrete composite section 200 of the tower pier.

[0066] Step 1: Install 8 adjustment fixtures 250 on the upper end of the steel-concrete composite section 200 of the tower pier, which are used to adjust the posture when the tower beam node structure 210 is aligned with the steel-concrete composite section 200 of the tower pier.

[0067] The elevation layout drawing of the tooling for vertical pre-assembly and adjustment is shown below. Figure 20 The layout plan of the tooling for vertical pre-assembly and adjustment is shown in [reference]. Figure 21 .

[0068] Step 2: Align the tower-beam joint structure 210 with the steel-concrete composite section 200 of the tower pier, see... Figure 22 The tower beam node structure 210 was hoisted onto the steel-concrete composite section 200 of the tower pier and aligned. The inter-section gaps, misalignment, and total assembly height were adjusted to meet the requirements.

[0069] Step 3: Pre-assembly Inspection. The erection and assembly of the tower-beam joint structure 210 and the steel-concrete composite section of the tower pier 200 are inspected, mainly checking for axial offset, misalignment of inter-section parts, and alignment deviation.

[0070] Step 4: Correction. Based on the pre-assembly test results, the tower beam node structure 210 and the steel-concrete composite section 200 of the tower pier of the steel tower are corrected.

[0071] Step 5: Mark the alignment. After the pre-assembly of the tower-beam joint structure 210 and the steel-concrete composite section 200 of the tower pier, set the alignment lines. Mark the lines and punch the pattern holes on the inside and outside of the first base plate M7, the second base plate N7, the first outer wall plate M5, and the second outer wall plate N5.

[0072] Step Six: Install Temporary Matching Components 260. Install temporary matching components at the joint between the tower-beam node structure 210 and the steel-concrete composite section 200 of the tower pier. See the plan layout diagram of the temporary matching components. Figure 23 .

[0073] Step 7: Disassembly; successively lift down the tower beam node structure 210 and the steel-concrete composite section of the tower pier for subsequent processes.

[0074] The manufacturing method of the tower pier beam connection node structure 100 of the irregular steel tower provided in this application embodiment, according to the structural characteristics, disassembles the tower pier steel-concrete composite section 200 of the tower pier beam connection node structure 100 into a first central 8-cell structure segment 220 and an outer 4-cell structure segment 230 for manufacturing. The tower beam node structure 210 is disassembled into a second central 8-cell structure segment 240 and outer unit components for manufacturing. By controlling the manufacturing precision of the segments or unit components, dimensional accuracy is guaranteed during segment assembly, greatly shortening the manufacturing cycle of the tower pier beam connection node structure 100 and ensuring pre-assembly. The positioning accuracy is ensured; at the same time, the hyperbolic base plate is straightened and shaped using a special linear jig to ensure the accuracy of the base plate curve. The first middle 8-box structure segment 220 of the steel tower pier steel-concrete composite section 200 and the second middle 8-box structure segment 240 of the steel tower tower beam node structure 210 are matched and manufactured on the same jig. After the steel tower pier steel-concrete composite section 200 and the steel tower tower beam node structure 210 are manufactured, they are pre-assembled vertically. The size and alignment deviation of the large segments are controlled by the jig ground line (point), and the alignment and port connection accuracy of the on-site installation are ensured by the inter-segment matching parts.

[0075] The manufacturing method for segmented tower-pier-beam connection node structure 100 of the irregular steel tower provided in this application embodiment greatly reduces the length of overhead welds in the factory and on-site welds, thus better ensuring welding quality. The horizontal assembly method is used to manufacture the outer four-cell structure small segments 230 of the tower pier steel-concrete composite section 200, avoiding the overhead welds between the thick bearing plate N4 and its surrounding components. In the factory, both the tower pier steel-concrete composite section 200 and the tower-beam connection node structure 210 of the steel tower are made into large segments, significantly reducing the length of welds on-site at the bridge site.

[0076] In other alternative embodiments, the number of compartments may also be 4, 5, 6, 7, 8 or more.

[0077] The detailed description of the embodiments in this application is not intended to limit the scope of the claimed application, but merely to illustrate selected embodiments of the application. All other embodiments obtained by those skilled in the art based on the embodiments in this application without inventive effort are within the scope of protection of this application.

Claims

1. A tower pier beam connection joint structure of a special-shaped steel tower, characterized in that, It includes a steel-concrete composite section for the tower pier and a tower-beam joint structure connected to the top of the steel-concrete composite section for the tower pier. The steel-concrete composite section for the tower pier includes a first central multi-cell structure segment and outer multi-cell structure segments symmetrically connected to both sides of the first central multi-cell structure segment. The tower-beam joint structure includes a second central multi-cell structure segment, two second outer wall panels, multiple second outer vertical plates, and four second side wall panels. Each end of the second central multi-cell structure segment is connected to a second side wall panel. The two second outer wall panels are respectively connected to the two second side wall panels of the second central multi-cell structure segment. Each second outer vertical plate is respectively connected to the outer wall of the second central multi-cell structure segment and the second outer wall panel.

2. The tower pier beam connection joint structure of the special-shaped steel tower according to claim 1, characterized in that, The steel-concrete composite section of the tower pier includes a first shell composed of first outer wall panels on both sides and first end plates at both ends. The first end plates are composed of first side wall panels, an arc-shaped first bottom plate, and first side wall panels connected in sequence. The first shell contains two first inner web plates, a first longitudinal plate, multiple first inner vertical plates, multiple first outer vertical plates, and a horizontally arranged pressure plate. The two first inner web plates are arranged along the bridge direction and are connected at both ends to the corresponding first side wall panels and the first bottom plate. The first longitudinal plate is located between the two first inner web plates and is connected at both ends to the middle of the two first bottom plates. The first inner vertical plate is arranged perpendicular to the first inner web plates and is located between the two first inner web plates. The first inner vertical plate passes through the first longitudinal plate and is connected at both ends to the two first inner web plates. Multiple first outer vertical plates are symmetrically arranged on both sides of the interior of the first shell. Each first outer vertical plate is connected at both ends to a first inner web plate and a corresponding first outer wall plate. The pressure plate is connected to each of the first inner web plates, the first longitudinal plate, the first inner vertical plate, the first outer wall plate, and the first outer vertical plate.

3. The tower pier beam connection node structure of the irregular steel tower according to claim 1, characterized in that, The tower-beam node structure includes a second shell composed of second outer wall panels on both sides and second end plates at both ends. The second end plates are composed of second side wall panels, an arc-shaped second bottom plate, and second side wall panels connected sequentially. The second shell contains two second inner web plates, a second central longitudinal plate, multiple second inner vertical plates, multiple transverse diaphragms, multiple second outer vertical plates, and multiple vertical diaphragms. The two second inner web plates are arranged longitudinally along the bridge direction, with their ends respectively connecting to the corresponding second side wall panels and the second bottom plate at both ends. The second central longitudinal plate is located between the two second inner web plates and its ends are respectively connected to the middle of the two second bottom plates. Two inner vertical plates are perpendicular to the second inner web plate and are disposed between the two second inner web plates. The second inner vertical plates pass through the second longitudinal plate and are respectively connected to the two second inner web plates at both ends. A plurality of second outer vertical plates are symmetrically disposed on both sides of the interior of the second shell. Each second outer vertical plate is respectively connected to the outer wall of a second inner web plate and the inner wall of a corresponding second outer wall plate at both ends. A plurality of transverse diaphragms are horizontally arranged and symmetrically disposed at both ends of the interior of the second shell. Each transverse diaphragm passes through one end of the second longitudinal plate and is connected to the outer wall of a corresponding second inner vertical plate and the inner wall of a second bottom plate.

4. The manufacturing method of the tower pier beam connection node structure of the irregular steel tower according to any one of claims 1 to 3, characterized in that, Includes the following steps: The tower-pier-beam connection node structure is divided into an upper and lower connected tower-beam node structure and a steel-concrete composite section of the tower pier. The steel-concrete composite section of the tower pier is divided into the first middle multi-cell structure segment and the outer multi-cell structure segment for material processing and unit component manufacturing. The tower beam node structure is divided into the second middle multi-cell structure segment, two outer wall panels, multiple outer vertical panels and four second side wall panels for material processing and unit component manufacturing. The first and second middle multi-cell structure segments of the tower pier steel-concrete composite section and the tower beam node structure are horizontally assembled and matched, and the outer multi-cell structure segments of the tower pier steel-concrete composite section are horizontally assembled and manufactured. Manufacturing of the vertical assembly of the steel-concrete composite section of the tower pier and the vertical assembly of the tower-beam joint structure; Vertical pre-assembly of the steel-concrete composite section of the tower pier and the tower-beam joint structure was carried out.

5. The manufacturing method of the tower pier beam connection node structure of the irregular steel tower according to claim 4, characterized in that, The horizontal assembly and matching manufacturing of the first and second middle multi-cell structure segments of the tower pier steel-concrete composite section and the tower-beam joint structure includes the following steps: Step 1: Position the formwork on the first and second inner webs of the steel-concrete composite section of the tower pier and the tower beam joint structure according to the ground line. Step 2: Assemble the transverse diaphragm, second vertical diaphragm, second inner vertical plate, second longitudinal plate, upper second inner web plate, and second bottom plate of the tower beam node structure in sequence; assemble the bearing plate, first inner vertical plate, first longitudinal plate, upper first inner web plate, and first bottom plate of the steel-concrete composite section of the tower pier in sequence. Step 3: Weld the welds inside the first middle multi-cell structure segment of the steel-concrete composite section of the tower pier, the welds inside the second middle multi-cell structure segment of the tower beam node structure, and postpone the angle welding of the first inner web plate and the second inner web plate to the first bottom plate and the second bottom plate on the upper side of the first middle multi-cell structure segment and the second middle multi-cell structure segment. Step 4: Turn the steel-concrete composite section of the tower pier and the tower-beam joint structure over, and then weld the unwelded seams in the first middle multi-cell structure segment of the steel-concrete composite section of the tower pier and the second middle multi-cell structure segment of the tower-beam joint structure.

6. The manufacturing method of the tower pier beam connection node structure of the irregular steel tower according to claim 5, characterized in that, The steel-concrete composite section of the tower pier and the tower beam node structure are flipped over laterally at a 90-degree angle to the installation position. Then, the vertical fillet welds of the first inner web plate and the second inner web plate to the first bottom plate and the second bottom plate are welded on the upper side of the first and second middle multi-compartment structure segments.

7. The manufacturing method of the tower pier beam connection node structure of the irregular steel tower according to claim 4, characterized in that, The horizontal assembly manufacturing of the outer multi-compartment structure segments of the steel-concrete composite section of the tower pier includes the following steps: assembling the pressure plate on the jig, assembling the first outer middle vertical plate and the first side wall plate in sequence, welding the welds inside the outer multi-compartment structure segments, and correcting and inspecting the welds after welding; and removing the jig.

8. The manufacturing method of the tower pier beam connection node structure of the irregular steel tower according to claim 4, characterized in that, The manufacturing of the vertical assembly for the steel-concrete composite section of the tower pier includes the following steps: Step 1: Position the first middle section of the multi-chamber structure of the steel-concrete composite section of the tower pier onto the formwork and then rigidly connect it to the formwork. Step 2: Assemble the outer multi-compartment structure segments of the steel-concrete composite section of the tower pier onto the mounting frame. After turning the outer multi-compartment structure segments 90 degrees, align the mounting frame with the ground line and check that the end face plane deviation meets the requirements. Then, rigidly connect the outer multi-compartment structure segments to the mounting frame. Step 4: Weld the first middle multi-chamber structure segment and the middle multi-chamber structure segment of the steel-concrete composite section of the tower pier.

9. The manufacturing method of the tower pier beam connection node structure of the irregular steel tower according to claim 4, characterized in that, The manufacturing of the vertical assembly of the tower-beam joint structure includes the following steps: Step 1: After the upper frame of the second middle multi-cell structure of the tower beam node structure is positioned, it is rigidly connected to the frame. Step 2: Assemble the second side wall panel, the second outer middle vertical plate, and the second outer wall panel of the tower beam node structure onto the jig in sequence; Step 3: Weld the connecting welds between the second side wall panel and the second outer middle vertical plate and the middle multi-box structure segment of the tower beam node structure, and weld the connecting welds between the second side wall panel and the second outer middle vertical plate and the second outer wall panel.

10. The manufacturing method of the tower pier beam connection node structure of the irregular steel tower according to claim 4, characterized in that, The vertical pre-assembly of the steel-concrete composite section of the tower pier and the tower-beam joint structure includes the following steps: Step 1: Install multiple adjustment tools at the upper end of the steel-concrete composite section of the tower pier to adjust the posture when aligning the tower beam node structure with the steel-concrete composite section of the tower pier. Step 2: Hoist the tower beam node structure onto the steel-concrete composite section of the tower pier and align it. Adjust the inter-section gap, misalignment, and total assembly height to meet the requirements. Step 3: Inspect the tower-beam joint structure and the steel-concrete composite section of the tower pier, checking the axial offset, misalignment of inter-section parts, and alignment deviation. Step 4: Based on the pre-assembly inspection results, correct the tower-beam joint structure and the steel-concrete composite section of the tower pier; Step 5: After pre-assembling the tower beam joint structure and the steel-concrete composite section of the tower pier, set the alignment line, and mark the lines and punch the pattern on the inside and outside of the first bottom plate, the second bottom plate, the first outer wall plate, and the second outer wall plate. Step 6: Install temporary matching parts at the joints of the tower-beam node structure and the steel-concrete composite section of the tower pier; Step 7: The tower beam node structure and the steel-concrete composite section of the tower pier are hoisted down in sequence and transferred to the subsequent processes.

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