A combined system steel bridge tower vertical rotation construction system and method

Abstract

The application discloses a combined system steel bridge tower vertical rotation construction system, which comprises a vertical rotation hinge, a pressure rod assembly and a power assembly; the vertical rotation hinge is provided with two groups, which are respectively arranged correspondingly to the embedded sections of two main tower limbs of the steel bridge tower; one end of the vertical rotation hinge is fixedly connected with the embedded section of the corresponding main tower limb, and the other end is fixedly connected with the rotating section at the root of the main tower limb; the pressure rod assembly is symmetrically arranged along the longitudinal center line of the bridge deck and is arranged in the region between the two steel-concrete combined sections; the lower end of the pressure rod assembly is fixed with the bridge deck; the power assembly comprises a through-hole jack, a traction cable and a cable; the through-hole jack is respectively fixed on anchor beam A and anchor beam D; anchor beam A is arranged at the front anchor point at the front end of the bridge deck, and anchor beam D is arranged at the rear anchor point at the middle part of the main tower; the application further discloses a combined system steel bridge tower vertical rotation construction method; and the application has the beneficial effects that the external vertical rotation hinge design is adopted, the damage to the reinforcing and anchoring structure in the embedded section at the tower bottom is avoided, the original structural integrity is ensured, and the construction quality is ensured.

Description

Technical Field

[0001] This invention relates to the field of bridge construction technology, specifically to a combined system steel bridge tower vertical rotation construction system and method. Background Technology

[0002] In the field of bridge engineering, the vertical rotation of steel bridge towers is a key construction technique for large cable-stayed bridges, single-tower bridges, and other structures. With the increase in bridge span and structural complexity, the size and rotation weight of steel bridge towers have increased significantly, placing higher demands on the safety, reliability, and economy of construction methods.

[0003] Currently, the structural forms of steel bridge towers for cable-stayed bridges are becoming increasingly radical, evolving from vertical single towers to inclined single towers, then to "A"-shaped inclined steel bridge towers, and finally to "A"-shaped inclined steel bridge towers with a main tower and auxiliary tower combination system. The construction, vertical rotation, installation, and erection of these towers are becoming increasingly difficult. The "A"-shaped combination system steel bridge tower is a three-dimensional irregular structure. Along the bridge direction, it adopts a "6"-shaped main and auxiliary tower combination system with a 70° inclination; across the bridge direction, it adopts an "A"-shaped structure with a 79° inclination. Due to the tower's bidirectional inclination characteristics, its vertical rotation construction is significantly more difficult than that of steel bridge towers requiring conventional vertical rotation construction.

[0004] The traditional method for constructing a bridge tower for vertical rotation is as follows: A vertical rotation hinge is installed inside the base of the steel bridge tower. A vertical rotation frame is designed on the flat-laid and assembled steel bridge tower. The base of the vertical rotation frame is located on the bottom side of the steel bridge tower and is hinged to the base of the main tower (the two are an integral structure). The top of the vertical rotation frame is connected to a front cable that provides power and a rear cable that pulls the steel bridge tower to rotate. The power mechanism pulls the front and rear cables to make the vertical rotation frame and the steel bridge tower rotate synchronously until the steel bridge tower is vertically rotated to the set angle. During the rotation, the vertical rotation frame is ensured to be free from lateral tension.

[0005] However, the base of existing composite steel bridge towers is a steel-concrete composite section with numerous internal reinforcements and anchoring structures. If the traditional method of placing the vertical pivot hinge inside the tower base is used, it will damage the reinforcements and anchoring structures of the steel-concrete composite section (i.e., the embedded section), compromising the integrity of the steel bridge tower and affecting construction quality. Furthermore, the bottom of the composite steel bridge tower structure has two separate main tower legs that extend towards the top and converge into one unit. If the traditional integrated design of the vertical pivot frame and steel bridge tower is used, forcibly placing the vertical pivot frame on this steel bridge tower will cause the front and rear cables to be out of sync, leading to twisting, deformation, or even damage to the vertical pivot frame, causing construction safety issues. In addition, the integrated design of the vertical pivot frame and the base of the steel bridge tower creates a unified load-bearing structure during vertical rotation without relative movement between structures, thus increasing construction risks. Summary of the Invention

[0006] The purpose of this invention is to address the shortcomings of existing technologies by providing a combined system for the vertical rotation construction of steel bridge towers, thereby resolving the problems affecting construction quality in existing technologies.

[0007] The technical solution adopted in this invention is: a combined system steel bridge tower vertical rotation construction system, including a vertical rotation hinge, a pressure rod assembly, and a power assembly; The vertical rotating hinge is provided in two sets, which are respectively arranged for the embedded sections of the two main tower legs of the steel bridge tower; one end of the vertical rotating hinge is fixedly connected to the embedded section of the corresponding main tower leg, and the other end is fixedly connected to the rotating section at the root of the main tower leg. The strut assembly is symmetrically arranged along the longitudinal centerline of the bridge deck and is located in the area between the two steel-concrete composite sections; the lower end of the strut assembly is fixed to the bridge deck. The power assembly includes a through-hole jack, a traction cable, and a tension cable. The through-hole jack is fixed to anchor beam A and anchor beam D, respectively. Anchor beam A is located at the front anchor point at the front end of the bridge, and anchor beam D is located at the rear anchor point in the middle of the main tower. Multiple sets of traction cables and tension cables are configured as needed. One end of the traction cable is connected to the upper end of the pressure bar assembly, and the other end of the traction cable passes through the inner hole of the through-hole jack in anchor beam A and is anchored to anchor beam A. One end of the tension cable passes through the inner hole of the through-hole jack in anchor beam D and is anchored to anchor beam D, and the other end is connected to the upper end of the pressure bar assembly.

[0008] According to the above scheme, the vertical rotating hinge includes an upper rotating hinge and a lower rotating hinge that are adapted to each other. The two are connected by a main rotating hinge pin to form a rotatable hinge structure. The upper rotating hinge is fixedly connected to the inner side of the rotating section at the root of the main tower. The lower rotating hinge is aligned and fixed to the inner side of the pre-embedded section corresponding to the main tower. The upper rotating hinge and the lower rotating hinge are both arranged on the inner side of the root of the main tower.

[0009] According to the above scheme, the lower hinge includes at least four hinge vertical plates and stiffening plates. The stiffening plates are formed by several horizontal and vertical stiffeners arranged and fixed perpendicularly. The hinge vertical plates are arranged in parallel at intervals, and the upper end of the hinge vertical plates extends upward to form a hinge area. The hinge area is provided with a pin hole adapted to the main hinge pin. Adjacent hinge vertical plates are connected and reinforced by the stiffening plates. The rear ends of the stiffening plates and hinge vertical plates are closed by hinge sealing plates. The lower hinge is also equipped with a transition section for connecting the pre-embedded section of the main tower. The transition section includes several vertically arranged transition connecting plates, transition base plates, and transition stiffening plates that are correspondingly connected to each stiffening plate. The rear end of the transition connecting plate is connected to each hinge vertical plate, and the front end is fixedly connected to the outer wall of the pre-embedded section through the transition base plate. The transition stiffening plates are correspondingly connected to the stiffening plates.

[0010] According to the above scheme, the pressure bar assembly includes a pressure bar and a pressure bar hinge seat; the pressure bar is an H-shaped structure, including a column and a cross brace; there are two columns, and the middle of the two columns are connected by a horizontal cross brace; anchor beams B and C are respectively provided on the front and rear sides of the upper end of the column, the anchor beam B is connected to the traction cable, and the anchor beam C is connected to the tension cable; the lower end of the column is connected to the pressure bar hinge seat through a lower pin, and the lower end of the pressure bar hinge seat is fixedly connected to the bridge deck.

[0011] According to the above scheme, the construction system is also equipped with a tie beam assembly, which includes tie beams and tie cables. There are two sets of tie beams, which are respectively arranged on the outer side of the lower part of the two main towers of the combined steel bridge tower. The ends of the two sets of tie beams correspond one-to-one, and the ends of each pair of corresponding tie beams are connected and fixed by two tie cables.

[0012] This invention also employs a method for vertically rotating a steel bridge tower based on the combined system of steel bridge towers described above. The method is as follows: Erect the main tower assembly support; prefabricate the vertical pivot hinge, the embedded section and the rotating section of the main tower in the factory, and connect the embedded section and the rotating section on site through the vertical pivot hinge; Assemble the remaining segments of the main tower and simultaneously set the rear anchor points at the preset positions on the main tower; The strut assembly was constructed at the predetermined position on the bridge deck, and the traction cables and tension cables were laid. The strut assembly was then rotated to a vertical position. The traction cables are tensioned in stages, causing the main tower of the steel bridge to rotate counterclockwise to its designed position and then be fixed. After installing the secondary tower, the traction cables, stay cables, anchor beams and pressure bar components were removed, and the remaining stay cables were symmetrically installed to complete the final procedures for the entire bridge cable system.

[0013] According to the above plan, the specific method for rotating the main tower of the steel bridge counterclockwise to the designed position is as follows: Start the through-hole jack and control it synchronously to tension the traction cable, so that the rotating section of the main tower is separated from the main tower assembly support; after all monitoring data meet the design requirements, start the formal vertical rotation process; drive the main tower to rotate counterclockwise vertically until it is in place at the design position; weld and fix the outer wall plate in contact with the pre-embedded section and the rotating section, and remove the main tower assembly support of the steel bridge tower.

[0014] According to the above plan, the specific method for assembling the compression member assembly and rotating it to a vertical position is as follows: The pressure bar hinge seat and pressure bar assembly bracket are hoisted and fixed at the pre-set position on the bridge deck; the truck crane hoists the pre-installed pressure bar segments on the bridge deck to the pressure bar assembly bracket to complete the connection of each segment of the pressure bar; anchor beams B and C are installed at the top of the pressure bar; the rear anchor point is manufactured in the factory and installed on site simultaneously with the main tower leg, and anchor beam D is installed at the rear anchor point, and traction cables and some tension cables are laid simultaneously; the through-hole jack is driven synchronously to rotate the pressure bar clockwise to a vertical state through the tension cables for temporary fixation, and then the remaining tension cables to be laid are inserted and tensioning and positioning are completed.

[0015] According to the above plan, the specific method for assembling the main tower is as follows: assemble the remaining segments of the main tower body, hoist and fix the cross bracing beams between each segment; hoist each segment of the assembled main tower body into place and temporarily connect it with the adjacent segments; use the main tower body segment used to connect with the rotating section as the matching segment, and complete the installation of the rotating section and the matching segment.

[0016] According to the above plan, during the assembly and construction of the pressure bar assembly, the columns on both sides of the pressure bar are hoisted in sections from bottom to top, and the columns are connected by bolts through flange connecting plates.

[0017] The beneficial effects of this invention are as follows: 1. This invention adopts an external vertical rotating hinge design. The vertical rotating hinge is located on the outside of the steel bridge tower. The upper and lower hinges are connected to the pre-embedded section and the rotating section of the steel bridge tower respectively to realize the vertical rotation of the main tower. This method avoids damage to the internal reinforcement and anchoring structure of the pre-embedded section at the bottom of the tower, adapts to the installation requirements of irregular tower bodies, ensures the integrity of the original structure, guarantees the construction quality, and solves the problems that affect the construction quality in the existing technology.

[0018] 2. In this invention, the hinge vertical plate is set in the direction of a plumb bob, and the hinge vertical plates of the upper and lower hinges are staggered and cover the width of the tower. Structurally, this ensures that the main hinge pin is horizontal and without jamming, solving the problem of jamming during the rotation of a three-dimensional inclined steel bridge tower. The horizontal and vertical reinforcements correspond to the arrangement of the pressure-bearing partitions in the pre-embedded section and the rotation section of the steel bridge tower, respectively, which effectively offsets the hinge torque and bending moment. The transition section structure realizes the stress without shear transmission, improving the stability of the rotation force.

[0019] 3. The compression member assembly and the steel bridge tower of this invention are independent structures, and the two are flexibly connected by cables and traction cables. During the vertical rotation process, the traction force, the self-weight of the tower, and other loads will be distributed and transmitted through the path of cable-compression member-hinge seat-bridge deck, rather than acting directly on the hinge point at the bottom of the tower. At the same time, the hinged connection between the compression member and the hinge seat can release the additional bending moment and torque generated during the vertical rotation process, avoid stress concentration in key parts such as the root of the tower and welds, significantly reduce the risk of structural cracking and buckling, and avoid construction safety problems.

[0020] 4. In this invention, the pressure rod and the pressure rod hinge seat are designed separately, and the two can be installed independently: the pressure rod hinge seat can be hoisted and positioned in advance at a preset position on the bridge deck, and the elevation and coordinate deviation of the bridge deck embedded steel plate can be accurately compensated by the adjustment pad under the straight leg; after the pressure rod is hoisted into place, it is hinged to the hinge seat, which solves the problem of alignment difficulties caused by dimensional deviations in traditional integral structures.

[0021] 5. In this invention, the factory prefabrication and on-site assembly of the compression member can be carried out simultaneously with the tower body assembly and embedded section construction of the steel bridge tower, without occupying the critical path of the tower body construction, effectively shortening the total construction period. Attached Figure Description

[0022] Figure 1 This is an elevation view of the combined system steel bridge tower in this embodiment.

[0023] Figure 2 This is a schematic diagram showing the connection between the main tower and the vertical rotating hinge in this embodiment.

[0024] Figure 3 Schematic diagram of the vertical hinge structure Figure 1 (This shows the internal pressure-bearing partition).

[0025] Figure 4 Schematic diagram of the vertical hinge structure Figure 2 .

[0026] Figure 5 This is a schematic diagram showing the disassembly of the vertical hinge.

[0027] Figure 6 This is a structural schematic diagram of the plumb bob lug component and the tower wall connecting component.

[0028] Figure 7 This is a schematic diagram showing the arrangement of the strut assembly on the bridge deck.

[0029] Figure 8 This is a top view of the strut assembly on the bridge deck.

[0030] Figure 9 This is an elevation view of the compression member assembly.

[0031] Figure 10 This is a structural diagram of the column.

[0032] Figure 11 This is a schematic diagram showing the connection between the pressure bar and the pressure bar hinge.

[0033] Figure 12 This is a schematic diagram of the upper hinge.

[0034] Figure 13 This is a schematic diagram showing the connection between the upper hinge and anchor beams B and C.

[0035] Figure 14This is a schematic diagram of the lower hinge.

[0036] Figure 15 This is a schematic diagram of the structure of the pressure rod hinge seat.

[0037] Figure 16 This is a schematic diagram showing the connection between the lower hinge and the pressure rod hinge seat.

[0038] Figure 17 This is a schematic diagram of the segmented assembly of the compression bar.

[0039] Figure 18 This is a top view of the segmented assembly of the compression member.

[0040] Figure 19 This is a schematic diagram of the structure of a pull-up assembly.

[0041] Figure 20 This is a schematic diagram showing the connection between the rear anchor plate and the anchor beam D on the steel tower.

[0042] Figure 21 This is a schematic diagram of the main tower assembly support in the embodiment.

[0043] Figure 22 This is a schematic diagram of the main tower assembly in the embodiment.

[0044] Figure 23 This is a schematic diagram of the compression bar assembly in the embodiment.

[0045] Figure 24 This is a schematic diagram of the pressure rod rotating vertically to a vertical state in the embodiment.

[0046] Figure 25 This is a schematic diagram of the main tower rotating vertically in the embodiment.

[0047] Figure 26 This is a schematic diagram of the construction of the secondary tower in the embodiment.

[0048] Figure 27 This is a schematic diagram showing the completion of the steel bridge tower construction in the embodiment.

[0049] Figure 28 Schematic diagram of vertical rotation of the compression rod Figure 1 .

[0050] Figure 29 Schematic diagram of vertical rotation of the compression rod Figure 2 .

[0051] Figure 30 This is a schematic diagram of the segmentation of the compression member.

[0052] Figure 31 This is a simplified schematic diagram of the main structure of a portable boring device.

[0053] Figure 32 A schematic diagram of the spindle rapid positioning device.

[0054] The components include: 1. Steel bridge tower; 101. Embedded section; 1011. Pressure-bearing diaphragm; 102. Rotation section; 103. Bottom structure; 104. Main tower; 105. Secondary tower; 1041. Main tower leg; 1042. Horizontal bracing beam; 106. Matching section; 2. Vertical pivot hinge; 201. Upper pivot hinge; 202. Lower pivot hinge; 203. Main pivot hinge pin; 204. Pivot hinge vertical plate; 205. Horizontal stiffener; 206. Longitudinal stiffener; 207. Transition section; 208. Transition connection plate; 209. Transition base plate; 210. Transition stiffener plate; 211. Pivot sealing plate; 212. Annular stiffening lug plate; 213. Lower hinge unit; 214. Upper hinge unit; 3. Compression member assembly; 301. Compression member; 30 2. Column; 3021. Main steel pipe; 3022. Secondary steel pipe; 3023. Connecting rod; 3024. Column segment; 303. Cross brace; 3031. Cross brace segment; 304. Upper hinge; 3041. Upper hinge lug; 3042. Lug reinforcing plate S2; 3043. Sealing plate S7; 3044. First internal reinforcement S6; 3045. Second internal reinforcement S9; 3046. External reinforcement S3; 3047. Axial reinforcement S8; 3048. Radial reinforcement S10; 305. Lower hinge; 3051. Lower hinge lug; 3052. Lug reinforcing plate D2; 3053. External reinforcement D3; 3054. Internal reinforcement D4; 306. Upper pin; 307. Lower pin; 3 08. Process shaft; 309. Compression rod hinge seat; 3091. Straight leg; 3092. Hinge seat ear plate; 3093. Fixing rod; 3094. Embedded reinforcement; 3095. Ear plate reinforcing plate B2; 3096. External reinforcing rib B3; 3097. Slanted leg interface; 3098. Sealing plate B5; 3099. Slanted leg; 4. Anchor beam A; 5. Anchor beam B; 501. Anchor beam body of anchor beam B; 502. Anchor beam ear plate of anchor beam B; 6. Anchor beam C; 601. Anchor beam body of anchor beam B; 602. Anchor beam ear plate of anchor beam B; 7. Anchor beam D; 8. Traction cable; 9. Cable; 10. Bridge deck; 11. Compression rod assembly bracket; 12. Main tower assembly bracket; 13. Cable stays; 14. Tie rod assembly; 1 401. Tie beam; 1402. Tie cable; 15. Front anchor plate; 16. Rear anchor plate; 17. Through-hole jack; 18. Truck crane; 19. Portable boring machine; 1901. Spindle; 1902. Support frame; 1903. Bearing seat; 1904. Control motor; 1905. Reducer; 1906. Feed screw; 1907. Feed box; 1908. First tool position; 1909. Second tool position; 1910. Third tool position; 1911. Fourth tool position; 20. Spindle quick positioning device; 2001. Positioning sleeve; 2002. Screw; 2003. Connecting rod; 2004. First hinge point; 2005. Second hinge point; 2006. Fixing nut. Detailed Implementation

[0055] To make the objectives, technical solutions, and advantages of this application clearer, the technical solutions 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, not all embodiments. Based on the embodiments of this application, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of this application.

[0056] In the description of the embodiments of this application, it should be noted that the terms "center," "longitudinal," "lateral," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," and "outer," etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are only for the convenience of describing the embodiments of 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. Therefore, they should not be construed as limitations on the embodiments of this application. In addition, the terms "first," "second," and "third" are used for descriptive purposes only and should not be construed as indicating or implying relative importance.

[0057] In the description of the embodiments of this application, it should be noted that, unless otherwise explicitly specified and limited, the terms "connected" and "linked" 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. Those skilled in the art can understand the specific meaning of the above terms in the embodiments of this application based on the specific circumstances.

[0058] In the embodiments of this application, unless otherwise expressly specified and limited, "above" or "below" the second feature can mean that the first feature is in direct contact with the second feature, or that the first feature is in indirect contact with the second feature through an intermediate medium. Furthermore, "above," "on top of," and "over" the second feature can mean that the first feature is directly above or diagonally above the second feature, or simply that the first feature is at a higher horizontal level than the second feature. "Below," "below," and "under" the second feature can mean that the first feature is directly below or diagonally below the second feature, or simply that the first feature is at a lower horizontal level than the second feature.

[0059] In the description of this specification, the references to terms such as "one embodiment," "some embodiments," "example," "specific example," or "some examples," etc., refer to specific features, structures, materials, or characteristics described in connection with that embodiment or example, which are included in at least one embodiment or example of the embodiments of this application. In this specification, the illustrative expressions of the above terms do not necessarily refer to the same embodiment or example. Furthermore, the specific features, structures, materials, or characteristics described may be combined in any suitable manner in one or more embodiments or examples. Moreover, those skilled in the art can combine and integrate the different embodiments or examples described in this specification, as well as the features of different embodiments or examples, without contradiction. Additionally, the term "a plurality of" indicates two or more.

[0060] like Figure 1 and Figure 2 As shown, the composite steel bridge tower 1 includes a main tower 104 and a secondary tower 105. The main tower 104 includes two main tower legs 1041 and cross bracing beams 1042. The two main tower legs 1041 are constructed in sections. The bottoms of the two main tower legs 1041 are separated, and their upper ends extend towards the top of the tower and converge into one unit. Along the height direction, the two main tower legs 1041 are connected by several cross bracing beams 1042. Each main tower leg 1041 is configured with a corresponding secondary tower leg, and the two secondary tower legs constitute the secondary tower 105. The root rotation section 102 of each main tower leg 1041 (containing a pressure-bearing diaphragm 1011, internal stiffening plates, and external wall panels) is connected to the corresponding steel-concrete composite section. (Also known as the pre-embedded section 101) is connected, and the steel-concrete composite section has a built-in dense reinforcement and anchor structure (with internal pressure-bearing diaphragm 1011, internal stiffening plate and external wall panel), and is cast integrally with the bridge deck 10 structure; the upper end of the secondary tower is rigidly connected to the corresponding main tower 1041; below the bridge deck 10 in the casting area, a bottom structure 103 is arranged to connect the main tower 1041 and the corresponding steel-concrete composite section of the secondary tower. The bottom structure 103, the main tower 1041, the secondary tower and the corresponding steel-concrete connecting section together form a 6-shaped outline, constituting the main and secondary tower combined force system along the bridge direction; the bottom structure 103, the bridge deck 10 and the steel-concrete composite section are cast integrally.

[0061] During the construction phase, the steel reinforcement binding of each steel-concrete composite section, the bottom structure 103, and the bridge deck 10 is completed first, and then the steel is poured in an integrated manner. Next, the main tower 104 of the steel bridge tower 1 is assembled as a whole on the main tower assembly bracket 12 set on the bridge deck 10. Then, the main tower 104 is rotated vertically so that the main tower 104 of the steel bridge tower 1 is rotated to precisely connect the rotating section 102 at the root of the main tower legs 1041 on both sides with the corresponding pre-embedded section 101. After the steel bridge tower 1 is adjusted to the designed tilt angle, the end connection is then carried out.

[0062] like Figures 2-5The vertical hinge 2 shown is specifically a vertical hinge 2 used for the vertical rotation construction of a steel bridge tower (specifically, a combined system steel bridge tower as described above). It includes an upper hinge 201 and a lower hinge 202. The upper hinge 201 is connected and fixed to the side of the rotating section 102 at the root of the main tower leg 1041 of the steel bridge tower 1. The lower hinge 202 is connected and fixed to the side of the pre-embedded section 101 (i.e., the steel-concrete composite section) corresponding to the main tower leg 1041 of the steel bridge tower 1. The upper hinge 201 and the lower hinge 202 are each provided with at least four parallel and spaced hinge vertical plates 204. The hinge vertical plates 204 of the upper hinge 201 and the lower hinge 202 are arranged in an alternating vertical arrangement and are connected by a main hinge pin 203 passing through each hinge vertical plate 204.

[0063] In this invention, the vertical rotating hinge 2 includes an upper hinge 201 and a lower hinge 202 that are adapted to each other. The two are connected by a main hinge pin 203 to form a rotatable hinge structure. The upper hinge 201 is fixedly connected (welded) to the side of the rotating section 102 at the root of the main tower limb 1041. The lower hinge 202 is aligned and fixed (welded) to the side of the pre-embedded section 101 corresponding to the main tower limb 1041. The upper hinge 201 and the lower hinge 202 are both arranged on the small mileage side outside the main tower 104, which can maximize the reduction of the required turning angle for the vertical rotation construction of the steel bridge tower 1, effectively reducing the loss of vertical rotation traction force and the difficulty of tower posture control.

[0064] In this invention, the vertical pivot 2 is the core load-bearing component of the rotating section 102 of the main tower 104. Its design must simultaneously meet the rigid conditions of self-stress during rotation construction, reinforcement of the internal structure of the steel bridge tower 1, matching and installation of the structure with the spatially irregular bridge tower, and ensuring that the pivot axis is horizontal. The design, manufacturing, and installation are all extremely difficult. Due to the constraints of the internal structure of the steel bridge tower 1, the vertical pivot 2 in this invention is designed as an external hinge structure. The lower pivot 202 connects to the steel-concrete composite section (i.e., the pre-embedded section 101) at the bottom of the steel bridge tower 1, and the upper pivot 201 connects to the upper part of the main tower 104 that needs to be rotated (specifically, it connects to the rotating section 102 at the root of the main tower 104). Both the upper pivot 201 and the lower pivot 202 are arranged on the inclined side of the steel bridge tower 1 at the large mileage.

[0065] Preferably, such as Figure 3 , 4 As shown in Figure 6, the lower hinge 202 includes four hinge vertical plates 204 and a stiffening plate. The stiffening plate is formed by several horizontal stiffeners 205 and longitudinal stiffeners 206 arranged and fixed perpendicularly and alternately. The hinge vertical plates 204 are arranged in parallel at intervals, and the upper end of the hinge vertical plates 204 extends upward to form a hinge area. The hinge area is provided with a pin hole adapted to the main hinge pin 203. Adjacent hinge vertical plates 204 are connected and reinforced by the stiffening plate. The rear ends of the stiffening plate and the hinge vertical plates 204 are closed by a hinge sealing plate 211.

[0066] In this invention, the outer sides of the two outermost hinge vertical plates 204 are also simultaneously provided with the above-mentioned stiffening plates; an annular stiffening lug plate 212 is provided at the hinge area to improve the strength of the hinge area; the lower hinge 202 is provided with four hinge vertical plates 204.

[0067] Preferably, such as Figure 4 As shown, the lower hinge 202 is also equipped with a transition section 207 for connecting the pre-embedded section 101 of the main tower 204. The transition section 207 includes several vertically arranged transition connecting plates 208, transition base plates 209, and transition stiffening plates 210 that are correspondingly connected to each stiffening plate. The rear end of the transition connecting plate 208 is connected to each hinge vertical plate 204 (which can be welded), and the front end is fixedly connected to the outer wall of the pre-embedded section 101 through the transition base plate 209 (which can be welded). The transition stiffening plates 210 are correspondingly connected to the stiffening plates.

[0068] In this invention, the transition rib plate 210 is made up of multiple transition transverse ribs and multiple transition vertical ribs arranged and fixed vertically.

[0069] In this invention, the lower hinge 202 adopts a modular unit structure. Two adjacent hinge vertical plates 204 (with stiffening lugs in the hinge area) together with corresponding stiffening plates form the vertical lug component of the lower hinge 202. The transition connecting plate 208, transition stiffening plate 210 and transition base plate 209, which are connected to the front end of a vertical lug component, form the tower wall connecting component. A vertical lug component and a tower wall connecting component form a lower hinge unit 213. The entire lower hinge 202 is spliced ​​from two lower hinge unit components 213 and a hinge sealing plate 211. This modular design can improve on-site assembly efficiency and construction convenience.

[0070] In this invention, the upper hinge 201 has the same structural configuration as the lower hinge 202, but differs in the following ways: First, their dimensions are different to accommodate the connection requirements of the rotating section 102 of the main tower 104; second, there are differences in structural details. The upper hinge 201 has four hinge vertical plates 204, the lower ends of which extend downwards to form a hinge area for opening pin holes. Furthermore, the front end of the transition connecting plate 208 of its transition section 207 is fixedly connected to the rotating section 102 via a transition base plate 209. Similarly, as... Figure 5As shown, the upper hinge 201 also adopts a modular unit structure. The two adjacent hinge vertical plates 204 of the upper hinge 201 (with stiffening lugs in the hinge area) together with the corresponding stiffening plates form the vertical lug components of the upper hinge 201. The transition connecting plate 208, transition stiffening plate 210 and transition base plate 209 connected to the front end of a vertical lug component form the tower wall connecting component of the upper hinge 201. The tower wall connecting component and the corresponding vertical lug component form an upper hinge unit 214. The entire upper hinge 201 is spliced ​​together from two lower hinge unit components 213 and hinge sealing plate 211. This modular design can improve on-site assembly efficiency and construction convenience.

[0071] During assembly, the hinge vertical plates 204 of the upper hinge 201 and the lower hinge 202 are arranged in an alternating pattern and are connected by the main hinge pins 203 passing through each hinge vertical plate 204. The connection relationship of each component of the upper hinge 201 and the lower hinge 202 is based on the principle of not interfering with their relative rotation, so as to ensure that the hinge body rotates flexibly and is under stable force during the vertical rotation of the main tower 104 of the steel bridge tower 1, and to ensure the smooth implementation of the vertical rotation construction.

[0072] In this embodiment, the main load-bearing structure of the vertical hinge 2 is the hinge vertical plate 204. To ensure that the pivot shaft is horizontal and does not jam during rotation, the hinge vertical plate 204 must be designed in the vertical direction. Through structural calculation, the upper hinge 201 and the lower hinge 202 each contain 4 vertical hinge vertical plates 204, and it is ensured that the hinge vertical plates 204 of the upper hinge 201 are inserted into the hinge vertical plates 204 of the lower hinge 202 in pairs. Pin holes are opened in the stiffening lugs of the hinge vertical plates 204. Finally, the structure of the vertical hinge 2 is that a main hinge pin 203 passes through the pin holes of 8 hinge vertical plates 204. The total width of the 8 hinge vertical plates 204 must cover the width range of the steel bridge tower 1, otherwise installation will not be possible. The transverse stiffeners 205 are designed with the 100mm ultra-thick pressure-bearing diaphragms inside the embedded section 101 and rotating section 102 of the main bridge tower 104 as references, making the transverse stiffeners 205 parallel to the internal pressure-bearing diaphragms of the steel bridge tower 1. Four transverse stiffeners 205 are respectively installed on the upper rotating hinge 201 and lower rotating hinge 202 to overcome the torque of the vertical rotating hinge 2. Four longitudinal stiffeners 206 are also installed to overcome the bending moment of the vertical rotating hinge 2. Simultaneously, to ensure the connection between the main structure of the vertical rotating hinge 2 and the spatial curved tower wall panel of the steel bridge tower 1, a transition section 207 is installed between the main structure of the vertical rotating hinge 2 and the wall panel of the steel bridge tower 1. The transition section 207 connects the internal stiffeners of the steel bridge tower 1 and the main structure of the vertical rotating hinge 2 one-to-one, ensuring that no shear force is generated when the rotating section 102 of the steel bridge tower 1 transmits the force to the embedded section 101 through the vertical rotating hinge 2.

[0073] In this embodiment, the thickness of the hinge vertical plate 204 is 50mm. A pin hole adapted to the main hinge pin 203 is provided in its hinge area. Here, the diameter of the main hinge pin 203 is φ300mm, and the pin hole is required to be φ302mm. The coaxiality requirement of the pin hole is 0.03mm. Therefore, the pin hole on the hinge vertical plate 204 is machined to φ282mm during material cutting, leaving a 20mm allowance. After installation on-site, multiple plates are integrally bored to ensure coaxial positioning accuracy. To reduce the compressive stress on the shaft at the pin hole, annular stiffening lugs 212 are attached to both sides of the hinge vertical plate 204 to achieve stress diffusion. To prevent the hinge vertical plate 204 from twisting and deforming, longitudinal stiffeners 206 and transverse stiffeners 205 are provided. To complete the welding operation of the stiffeners between the hinge vertical plates 204, an operator's manhole is provided on the hinge vertical plate 204.

[0074] During the manufacturing stage of each hinge unit, the components adopt a process of separate prefabrication and overall assembly: each vertical lug plate component and each tower wall connecting component can be prefabricated independently and then shipped to the project site for overall assembly. The vertical lug plate component is a planar load-bearing component. Its assembly uses the surface of the inner hinge vertical plate 204 as the bottom reference surface. After the surface is marked and positioned, the horizontal stiffeners 205, the longitudinal stiffeners 206, and the outer hinge vertical plate 204 are positioned and assembled in sequence. One side of the tower wall connecting component is connected to the vertical lug plate component, and the other side is used to dock with the wall panel of the embedded section 101 or the rotating section 102 of the main tower 104. Its assembly uses its own transition connecting plate 208 as the bottom reference surface to complete the positioning and assembly of the upper horizontal stiffeners 205 and the longitudinal stiffeners 206. After the vertical lug plate component and the tower wall connecting component are manufactured, the two components are assembled to form the corresponding upper hinge unit 214 and lower hinge unit 213. Then, each unit and the hinge sealing plate 211 are shipped to the project site for installation.

[0075] In this invention, the installation method of the vertical rotating hinge 2 is as follows: (1) Position the main tower 104 of the steel bridge tower 1 and complete the pre-embedded section 101. Mark the positioning and installation baseline of the vertical pivot 2 on the outside of the preset connection part of the pre-embedded section 101.

[0076] (2) Using the positioning installation baseline as the positioning reference, hoist and position the two lower hinge unit parts 213. During the installation process, strict calibration is required to ensure that the vertical hinge 2 is in a vertical state.

[0077] (3) Install the hinge sealing plate 211 of the lower hinge 202 and connect the two independent lower hinge unit parts 213 into a whole through the hinge sealing plate 211 to complete the assembly of the lower hinge 202.

[0078] (4) The pre-embedded section 101 of the main tower 104 and the rotating section 102 are temporarily positioned using a code plate. Then, the installation positioning baseline of the upper hinge 201 is drawn on the outside of the preset connection part of the rotating section 102.

[0079] (5) The installation and positioning baseline of the hinge 201 above is used as the positioning reference to install and position the two upper hinge unit parts 214.

[0080] (6) Install the hinge sealing plate 211 of the upper hinge 201 and connect the two upper hinge unit parts 214 into a whole to complete the assembly of the upper hinge 201.

[0081] (7) Machining the pin holes of the main hinge pin 203 on each hinge vertical plate 204 on site, then inserting the main hinge pin 203 into the machined pin holes and performing a test rotation to ensure that the hinge rotates smoothly without jamming.

[0082] In this invention, after all on-site boring operations are completed, the main pivot pin 203 is inserted into the pin holes of each pivot vertical plate 204, driving the combined structure of the main tower 104's rotating section 102, upper pivot 201, and lower pivot 202 to reciprocate (up to 3 times). After confirming that the vertical pivot 2 rotates flexibly without jamming or interference, the rotating section 102 and upper pivot 201 are adjusted and locked in their pre-vertical assembly posture, ready for docking with other sections of the upper main tower 104. At this point, the installation process of the vertical pivot 2 is complete.

[0083] In this invention, since the vertical hinge 2 is divided into four unit components, it is difficult to guarantee the 0.03mm coaxiality requirement of the pin holes of multiple main hinge pins 203 during assembly on a high-altitude inclined tower. Therefore, a process solution of leaving a machining allowance at the factory and boring and precision machining on site is adopted. That is, a machining allowance is reserved during the factory blanking stage, and the initial hole diameter is machined to φ282mm; after the vertical hinge 2 is installed and fixed as a whole, the pin holes of each hinge vertical plate 204 are boring and precision machined on site, and the hole diameter is finally precisely machined to the design size of φ302mm to ensure that the coaxiality of each pin hole meets the technical requirements.

[0084] In this invention, the method for machining the pin hole that matches the main pivot pin 203 is as follows: 1) A portable boring machine 20 is used to complete the on-site integrated boring operation of eight hinge vertical plates 204, including the upper hinge 201 and the lower hinge 202. The portable boring machine 20 is an existing mature product, which includes a spindle 1901, a support frame 1902, a bearing seat 1903, a control motor 1904, a reducer 1905, a feed screw 1906, a feed box 1907, and detachable cutting tools. The output end of the control motor 1904 is connected to the reducer 1905, which drives the spindle 1901 to rotate. The spindle 1901 is positioned and supported by the bearing seat 1903. The feed box 1907 is driven by the feed screw 1906. The feed screw 1906 drives the support frame 1902, which is equipped with detachable cutting tools, to feed along the direction of the spindle 1901. The cutting tool is divided into four tool positions and is fed in the forward and reverse directions by the feed screw 1906 to achieve the cutting operation. Specifically, the tools at the first tool position 1908 and the third tool position 1910 complete the cutting by feeding forward through the feed screw 1906, while the tools at the second tool position 1909 and the fourth tool position 1911 complete the cutting by feeding backward through the feed screw 1906. Each tool position only needs to complete the boring task of two hinge plates 204, which can effectively reduce the feed amount of the spindle 1901 and the tool, and ensure the coaxiality of the boring of all hinge plates 204 without disassembling the spindle 1901.

[0085] 2) First, use the spindle quick positioning device 2001 to position the spindle 1901. The spindle quick positioning device 2001 is generally a hexagonal linkage structure, including a positioning sleeve 2001 adapted to the spindle 1901, screws 2002, connecting rods 2003, and fixing nuts 2006; three screws 2002 are circumferentially connected to the outer side of the positioning sleeve 2001, and the screws 20025 are adapted to the fixing nuts 2006; the outer end of the screws 2002 is provided with a first hinge point 2004. A connecting rod assembly is provided between adjacent screws 2002. This connecting rod assembly consists of two connecting rods 2003 whose ends are hinged to form a second hinge point 2005. The ends of the connecting rods 2003 at both ends of the connecting rod assembly are respectively hinged to the first hinge point 2004 of the screws 2002. By rotating the three screws 2002, the spatial position of the positioning sleeve 2001 can be adjusted to achieve precise centering of the spindle 1901. The fixing nut 2006 has a magnetic attraction function and can be quickly attached to the surface of the steel structure workpiece. During the positioning operation, the diameter of the workpiece to be processed is first measured. Corresponding to the diameter of the spindle quick positioning device 20, the spindle quick positioning device 20 is first magnetically attached to the workpiece to roughly find the center position. Then, the spindle quick positioning device 20 is spot welded to the surface of the workpiece.

[0086] 3) Remove the positioning bushing 2001 and install it with the boring bar spindle 1901. Adjust the position of the positioning bushing 2001 on the spindle 1901 to achieve center positioning. Then install the support frame 1902 and bearing seat 1903 and weld them to the workpiece surface to form a whole, so that the spindle 1901 can be effectively positioned. Finally, remove the spindle quick positioning device 20.

[0087] 4) After removing the spindle quick positioning device 20, use a dial indicator to finally determine the longitudinal position and fix it with set screws.

[0088] 5) Install the control motor 1904, reducer 1905, feed box 1907 and feed screw 1906 on the spindle 1901 and lock them to the spindle 1901.

[0089] 6) Install the tool on the first tool position 1908 and perform boring of the first group of structures. The tool feed rate is controlled at 0.1mm / r. Subsequently, by adjusting the tool to the second tool position 1909, the third tool position 1910, and the fourth tool position 1911, the boring operation of all structures on one side is completed, effectively ensuring the coaxiality requirement of 0.03mm.

[0090] like Figure 7 As shown in Figure 9, a pressure member assembly is specifically a pressure member assembly 3 used for the vertical rotation construction of a steel bridge tower (specifically, a combined system steel bridge tower as described above). It includes a pressure member 301 and a pressure member hinge seat 309. The pressure member 301 has an overall H-shaped structure, including a column 302 and a cross brace 303. There are two columns 302, connected at their midpoints by a horizontal cross brace 303. Anchor beams B5 and C6 are respectively provided on the front and rear sides of the upper end of the column 302. Anchor beam B5 connects to one end of the traction cable 9, and anchor beam C6 connects to one end of the tension cable 8. The lower end of the column 302 is connected to the pressure member hinge seat 309 via a lower pin 307, and the lower end of the pressure member hinge seat 309 is fixedly connected to the bridge deck 10.

[0091] In this invention, one end of the cable 8 is anchored to the anchor beam C6 at the upper end of the pressure rod 301, and the other end is inserted through the inner hole of the through-hole jack 17 on the anchor beam D7 and anchored to the anchor beam D7. The anchor beam D7 is located at the rear anchor point in the middle of the main tower 104 to be vertically rotated. One end of the traction cable 9 is anchored to the anchor beam B5 at the upper end of the pressure rod 301, and the other end of the traction cable 9 is inserted through the inner hole of the through-hole jack 17 on the anchor beam A4 and anchored to the anchor beam A4. The anchor beam A4 is located at the front anchor point at the front end of the bridge deck 10. The through-hole jack 17 serves as a power device. The anchor beams B5 and C6 play the role of transmitting the tension of the traction cable 9 and the cable 8.

[0092] In this invention, the spacing between the two columns 302 is determined by the line connecting the steel cables (tension cable 8 and traction cable 9) from the front anchor point to the rear anchor point, ensuring that the front anchor point, the upper end of the pressure bar 301, and the rear anchor point are a straight line in the top view projection (that is, the projections of the traction cable 9 and the tension cable 8 on the horizontal ground are a straight line), thus avoiding the pressure bar 301 being subjected to lateral tensile force from the steel cables. The lateral bracing 303 between the columns 302 adopts a tubular truss structure to balance the lateral stability between the two sets of columns 302.

[0093] Preferably, such as Figure 10 As shown, the column 302 is a tubular truss structure with an isosceles triangular cross section, including two main steel pipes 3021 and one auxiliary steel pipe 3022 arranged vertically, as well as multiple connecting rods 3023 connecting the two adjacent steel pipes; the upper end of the main steel pipe 3021 is respectively hinged to anchor beam B5 and anchor beam C6 through upper hinge body 304, and anchor beam B5 and anchor beam C6 are located on the front and rear sides of the main steel pipe 3021 respectively; the lower end of the main steel pipe 3021 is provided with lower hinge body 305, and lower hinge body 305 is hinged to pressure rod hinge seat 309 through lower pin shaft 307.

[0094] In this invention, such as Figure 12 and 13 As shown, each upper hinge body 304 has two hinge holes, which are respectively hinged to the anchor beam B5 and the anchor beam C6 through the corresponding upper pin 306; each lower hinge body 305 has one hinge hole, which is connected to the bottom pressure rod hinge seat 309 through the corresponding lower pin 307 (i.e., pressure rod pin).

[0095] In this invention, the upper hinge body 304 adopts a double-ear plate structure, which includes two upper hinge ear plates 3041. The opening area of ​​the upper hinge ear plate 3041 (the area for connecting the upper pin 306) is provided with an ear plate reinforcing plate S3042 (in contact with the anchor beam B5 or anchor beam C6). Structural reinforcements are provided between and on the outside of the two upper hinge ear plates 3041. Specifically, the edges of the two upper hinge ear plates 3041 are provided with sealing plates S3043 connecting the two. The interior of the two upper hinge ear plates 3041 is provided with a first internal reinforcement S3044 and a second internal reinforcement S3045. The first internal reinforcement S3044 is fixed to the sealing plate S3043 and the upper hinge ear plate 3041 on the corresponding side. One end of the second internal reinforcement S3045 extends outward from between the two upper hinge ear plates 3041. The exterior of the two upper hinge ear plates 3041 is provided with an outer reinforcement S3046. The second internal reinforcement S3045 extends into the main steel pipe 3021 of the column 302, and the upper hinge plate 3041 and the outer reinforcement S3046 are inserted into the corresponding slots at the upper end of the main steel pipe 3021.

[0096] In this invention, such as Figure 14 and Figure 16As shown, the lower hinge body 305 adopts a double-ear plate structure, which includes two parallel lower hinge ear plates 3051. The opening area of ​​the lower hinge ear plate 3051 (the area for connecting the lower pin 307) is provided with an ear plate reinforcing plate D3052. Structural reinforcements are provided between the two lower hinge ear plates 3051 and on the outside. Specifically, the interior of the two lower hinge ear plates 3051 is connected by an inner reinforcement D3054, and the exterior of the two lower hinge ear plates 3051 is provided with an outer reinforcement D3053. The inner reinforcement D3054 extends into the lower end of the main steel pipe 3021, and the lower hinge ear plate 3051 and the outer reinforcement D3053 are inserted into the corresponding slots at the lower end of the main steel pipe 3021.

[0097] In this invention, slots are formed at the upper and lower ends of the main steel pipe 3021 of the pressure rod 301. The upper hinge lugs 3041 of the upper hinge body 304 and the lower hinge body 305 are respectively embedded in the main steel pipe 3021 and welded into a whole. Due to structural limitations, the traction cable 9 and the tension cable 8 have an angle θ with the mileage centerline. Therefore, the installation direction of the upper hinge body 304 must be the same as the direction of the traction cable 9 and the tension cable 8, and the installation of the upper hinge body 304 must also have an angle θ with the mileage centerline of the pressure rod 301.

[0098] In this invention, the column 302 is the main pressure-bearing structure. The two main steel pipes 3021 connected to the upper hinge 304 and lower hinge 305 are φ1000mm in diameter. To further stabilize the column 302, a secondary steel pipe 3022 with a diameter of φ426 is added. The three steel pipes are connected by multiple connecting rods 3023 to form a stable triangular structure, ensuring the local stability of the column 302. Since the column 302 is over 50m long and difficult to transport, it is divided into sections, consisting of multiple column segments 3024 arranged sequentially and connected end-to-end. Each column segment 3024 has a flange connecting plate at its end and additional end reinforcement. The lower end of the bottom column segment 3024 is connected to the corresponding hinge seat via a pin. Anchor beams B5 and C6 are respectively located on the front and rear sides of the upper end of the top column segment 3024. The flange connection plate design ensures the straightness of the structure during on-site installation of the sections, preventing structural bending caused by node welding from leading to the failure of the compression member 301. The cross brace 303 is also a segmented design, comprising two cross brace segments 3031.

[0099] In this invention, such as Figure 30 As shown, the pressure rod 301 includes 6 column segments 3024, 2 cross brace segments 3031, 4 upper hinges 304 and 4 lower hinges 305.

[0100] The manufacturing method of the column 302 of the pressure bar 301 is as follows: (1) Cut, butt and slot the steel pipes used to make column 302 according to the segment length; install flange connection plates and end reinforcements at the joint ends of each steel pipe.

[0101] (2) Pre-assemble each column segment 3024 of the column 302 and install the corresponding cross bracing segment 3031.

[0102] (3) Once the pressure bar 301 is manufactured as a whole, it will form 6 column segments 3024 and 2 cross braces 303.

[0103] The manufacturing and installation method of the upper hinge body 304 of the pressure rod 301 is as follows: (1) Machining the upper hinge ear plate 3041 and the ear plate reinforcing plate S3042, and assembling and welding them. The blanking size is φ191mm, and the subsequent machining hole size is φ203mm. After blanking, the upper hinge ear plate 3041 and the ear plate reinforcing plate S3042 are assembled and welded.

[0104] (2) Complete the connection between the upper hinge plate 3041 and the second internal reinforcement S3045.

[0105] (3) Connect the two upper hinge plates 3041 with the first internal stiffener S3044 to form a whole, and install the outer stiffener S3046. At this time, it is important to ensure the outer contour distance of the upper hinge plates 3041.

[0106] (4) Install sealing plates S3043 on the edges of the two upper hinge lugs 3041, insert pins and then install and weld them; the upper hinge body 304 is completed.

[0107] (5) Machining of the upper hinge unit 214: 1) Milling: The ear plate reinforcing plate S3042 that contacts the anchor beam of the upper hinge body 304 is milled to ensure the flatness and smoothness of the mating surface.

[0108] 2) Boring and machining of upper hinge ear plate 3041 and ear plate reinforcing plate S3042: The pin hole of upper hinge ear plate 3041 is machined to φ191mm during the factory blanking stage, and then precision machined to the design size of φ203mm through boring process. The accuracy is strictly controlled during the machining process to ensure that the coaxiality error of the two upper hinge ear plate 3041 pin holes does not exceed 0.03mm.

[0109] (6) Matching and assembly of upper hinge body 304 and anchor beam: After the upper hinge body 304 is bored, the process shaft 308 (with the same specifications as the upper pin 306 mentioned above) is inserted to achieve precise alignment and matching between the anchor beam ear plate and the upper hinge body 304; under the premise that the process shaft 308 is kept in the inserted state and the relative position is fixed, the anchor beam body 501 of anchor beam B5 and the corresponding anchor beam ear plate 502, and the anchor beam body 601 of anchor beam C6 and the corresponding anchor beam ear plate 602 are spot welded together, and the main weld is not welded for the time being to reserve adjustment margin for subsequent processes.

[0110] (7) An axial stiffener S3047 and a radial stiffener S3048 are added at the upper end of the main steel pipe 3021, wherein the radial stiffener S3048 is installed at a radial angle of 1.4 degrees with the main steel pipe 3021.

[0111] (8) Insert the prefabricated upper hinge body 304 and the anchor beam into the upper groove of the main steel pipe 3021, and then weld the upper hinge lug plate 3041 and the reinforcing weld to the main steel pipe 3021. This process uses the installation of the upper hinge body 304 with the anchor beam in place, which can ensure that the on-site docking and installation of the upper pin shaft 306 can be carried out smoothly after the anchor beam is removed in the factory. At the same time, the coaxiality deviation between the pin holes of each upper hinge lug plate 3041 can be effectively controlled by the installation and positioning of the process shaft 308, ensuring the rotation accuracy of the hinge.

[0112] (9) After the welding of the upper hinge body 304 and the main steel pipe 3021 is completed, maintain the matching and positioning of each component, and weld the main weld between the anchor beam and the corresponding anchor beam ear plate; after the weld is formed, perform residual stress relief treatment on the component, then remove the anchor beam ear plate, and after finishing, wait for shipment.

[0113] This process, through integrated welding under matched conditions, can effectively avoid the welding deformation problem that is prone to occur when welding anchor beams separately, avoid on-site assembly accuracy deviations caused by component deformation, and ensure the smooth implementation of subsequent on-site installation operations.

[0114] In this invention, the manufacturing and installation method of the lower hinge 305 is as follows: (1) Machining the lower hinge lug plate 3051 and the lug plate reinforcing plate D3052, and assembling and welding them. The blanking size is φ191mm, and the subsequent machining hole size is φ203mm. After blanking, the lower hinge lug plate 3051 and the lug plate reinforcing plate D3052 are assembled and welded in the form of a 16mm fillet weld.

[0115] (2) Assemble the lower hinge lug 3051 and the inner stiffener D3054, and weld them with a 12mm fillet weld, strictly ensuring the relative distance between the two lugs.

[0116] (3) Install the outer reinforcement D3053 to form the lower hinge 305.

[0117] (4) Machining of the lower hinge body using 305 stainless steel: 1) Milling: The ear plate reinforcing plate D3052 that contacts the lower hinge body 305 and the pressure rod hinge seat 309 is milled.

[0118] 2) Boring of the lower hinge lug 3051 and the lug reinforcement plate D3052: The blanking size of the hole is φ191mm, and the hole is φ203mm after boring. Strictly ensure the coaxiality of the pin holes of the two lower hinge lugs 3051. (5) After the pressure rod hinge seat 309 is manufactured, the lower hinge unit and the pressure rod hinge seat 309 are pre-assembled and then inserted into the corresponding slot at the lower end of the main steel pipe 3021.

[0119] Preferably, such as Figure 11 , 15 As shown in Figure 16, the pressure rod hinge seat 309 is used to connect the pressure rod 301 and the bridge deck 10, and its whole is a tubular truss structure; each lower hinge body 305 is provided with a corresponding pressure rod hinge seat 309, and the two pressure rod hinge seats 309 under the same column 302 are connected by a fixing rod 3093; the pressure rod hinge seat 309 includes a lower support leg and a base hinge fixed on the support leg, and the base hinge is connected to the lower hinge ear plate 3051 of the corresponding lower hinge body 305 through a lower pin 307; there are three support legs, and the lower end of the support legs is connected to the pre-embedded steel plate in the bridge deck 10.

[0120] In this invention, the bottom hinge seat has a double-ear plate structure, including two hinge seat ear plates 3092. Of the three legs, one is a straight leg 3091 and two are inclined legs 3099, with the upper ends of the three legs connected as a single unit. Each leg is made of φ1000mm steel pipe, and each leg has slots at its upper and lower ends. The hinge seat ear plates 3092 are embedded in the upper slots of each leg and welded for fixation. The edges of the two hinge seat ear plates 3092 are provided with sealing plates B3098. Embedded reinforcing bars 3094 on the embedded steel plate are embedded in the lower slots of each leg and welded as a whole. The two pressure rod hinge seats 309 below the same column 302 are connected and fixed by a round tube (i.e., the aforementioned fixing rod 3093). All legs are made of steel pipe.

[0121] In this invention, reinforcement is provided between and on the outside of the two hinge ear plates 3092. Specifically, the hinge area of ​​the hinge ear plate 3092 (that is, the area where the pin hole configured with the lower pin 307 is opened) is provided with an ear plate reinforcing plate B3095, and the outside of the two hinge ear plates 3092 is provided with an external reinforcing rib B3096, which is embedded in the upper groove of the corresponding support leg.

[0122] In this invention, the pressure rod hinge seat 309 can be manufactured in several parts: a main structure, two inclined legs 3099, a pre-embedded reinforcing bar 3094, and a sealing plate B3098. The main structure includes two straight legs 3091 (round steel pipes) of the two bottom hinge seats, two hinge seat ear plates 3092 (with an ear plate reinforcing plate B3095 at the pin hole position), a fixing rod 3093 connecting the two straight legs 3091, and an inclined leg interface 3097 for connecting the four inclined legs 3099. The four inclined legs 3099 of the two bottom hinge seats are divided into two groups, both being round pipes. Due to the excessive width of the structure, the inclined legs 3099 need to be divided into two sections during factory manufacturing, with the main structure component including the inclined leg interface 3097. Since the pressure bar hinge seat 309 is placed directly on the bridge deck 10, there will be an error between the actual elevation of the bridge deck 10 and the design elevation. Therefore, when cutting the round tube used to make the inclined leg 3099, 200mm more than the theoretical length is reserved on the pre-embedded side. This is for on-site adjustment according to the actual height of the bridge deck 10 before cutting and positioning. The pre-embedded reinforcing bar 3094 will be installed on-site after the steel pipe of the inclined leg 3099 is adjusted.

[0123] In this invention, the manufacturing method of the pressure rod hinge seat 309 is as follows: (1) Machining and cutting the hinge seat ear plate 3092 and the ear plate reinforcing plate B3095 and assembling and welding them. Wherein, the cutting size is φ191mm and the subsequent machining hole size is φ203mm; after cutting, the hinge seat ear plate 3092 and the ear plate reinforcing plate B3095 are assembled and welded.

[0124] (2) Assemble and weld the hinge ear plate 3092 and the external reinforcing rib B3096 to form a unit component.

[0125] (3) The unit parts in (2) are processed as follows: 1) Milling: Mill the ear plate reinforcing plate B3095 of the pressure rod hinge seat 309; 2) Boring the hinge seat ear plate 3092 and ear plate reinforcing plate B3095: The blanking size of the hole is φ191mm, and the hole is φ203mm after boring. Strictly ensure the coaxiality of the pin holes of the two hinge seat ear plates 3092.

[0126] (4) Grooving is performed on the straight leg 3091 (i.e., the round steel pipe). (5) The grooved straight leg 3091 is welded to the hinge ear plate 3092.

[0127] (6) Weld the external reinforcing rib B3096 to the hinge ear plate 3092 and the straight leg 3091.

[0128] (7) Use sealing plate B3098 to connect two hinge ear plates 3092; sealing plate B3098 is divided into 3 pieces, the middle piece is reserved to be sealed after the shaft is installed on site; the other two pieces are connected to the two hinge ear plates 3092 respectively to form a hinge unit.

[0129] (8) Pre-assemble the hinge unit with the prefabricated pressure rod 301 lower hinge body 305, and install the process shaft 308 to ensure coaxiality (consistent with the specifications of the lower pin 307 mentioned above); at this time, the two sets of lower hinge bodies 305 and hinge unit are assembled together through the process shaft 308, and the distance between the two sets can be adjusted appropriately.

[0130] (9) After the lower hinge body 305 of the pressure rod 301 is assembled with the hinge seat unit, the lower hinge body 305 of the pressure rod 301 is inserted into the groove at the lower end of the main steel pipe 3021. After the overall size is adjusted, the fixing rod 3093Z4 is installed, and the lower hinge body 305 and the pressure rod 301 are welded together. Finally, the process shaft 308 is removed, and the pressure rod 301 and the hinge seat are shipped separately. This matching manufacturing method can effectively solve the problem of aligning and drilling the two lower hinge bodies 305 of the pressure rod 301 with the two pressure rod hinge seats 309 during on-site installation.

[0131] Unlike typical steel bridge tower 1 vertical rotation systems where the bottom hinge of the pressure bar 301 is located at the base of the main tower 104 without a separate pressure bar hinge seat 309, this invention uses the pressure bar 301 and a pressure bar hinge seat 309, independent of the steel bridge tower 1, as auxiliary lifting structures for the vertical rotation of the main tower 104. Installation is considered complete when the pressure bar 301 rotates from the pressure bar assembly bracket 11 to a vertical position before the steel bridge tower 1 is vertically rotated. Therefore, the installation of the pressure bar 301 and the hinge seat involves on-site assembly, anchor beam installation, cable 8 arrangement, and the vertical rotation of the pressure bar 301.

[0132] The present invention also provides a method for installing the pressure bar assembly 3, the method comprising the following steps: Step 1: Install the pressure bar hinge seat 309 on the bridge deck.

[0133] In this invention, the installation of the pressure rod hinge 309 includes the following steps: (1) The pressure rod hinge 309 is installed by hoisting and positioning, with the pin hole as the reference coordinate point, and its spatial position in the global coordinate system is controlled; at the same time, adjustment pads are arranged under the straight leg 3091 of the hinge, and the elevation of the pressure rod hinge 309 is accurately positioned and adjusted by adding or removing the pads.

[0134] (2) After the hinge seat is positioned, first measure the global coordinates of the theoretical center of the embedded steel plate, and then measure the global coordinates of the theoretical center of the slanted leg interface 3097 port. Calculate the actual required length of the slanted leg 3099 according to the two sets of coordinate parameters, cut and process it according to the calculation results, and then reliably weld it to the embedded steel plate and the slanted leg interface 3097 port.

[0135] (3) Groove the lower end of the inclined leg 3099, embed the pre-embedded reinforcing bar 3094 into the groove of the lower end of the inclined leg 3099, and complete the welding and fixing.

[0136] Step 2: Install pressure bar 301.

[0137] In this invention, the installation method of the pressure rod 301 is as follows: (1) Set up 6 sets of pressure bar assembly brackets 11 (using a four-column lattice structure), adjust the elevation of the pressure bar assembly brackets 11 so that the pressure bar 301 forms a 72° angle with the vertical direction in the assembly state, so as to meet the working conditions of the subsequent vertical rotation and lifting of the pressure bar 301.

[0138] (2) After the positioning and installation of the pressure rod hinge seat 309 is completed, first install the bottom column segment 3024 (i.e., column segment 30241), such as Figure 17 and 18 As shown; since the lower hinge body 305 and the pressure rod hinge seat 309 have been matched, manufactured and positioned in the factory, they can be directly and accurately connected and installed on site, effectively reducing the difficulty of on-site assembly.

[0139] (3) The columns 302 on both sides of the pressure rod 301 are constructed by a segmented hoisting method from bottom to top, and the assembly operation from column segment 30241 to column segment 30243 is completed in sequence. The column segments 3024 of the column 302 are fastened together by high-strength bolts through flange connecting plates.

[0140] (4) After the column 302 is assembled as a whole, the cross brace segment 3031 is hoisted and installed; the installation deviation caused by the assembly of the two columns 302 is compensated and corrected by finely adjusting the length of the cross brace 303 joint. At this point, the overall assembly of the pressure bar 301 is completed.

[0141] Step 3: Activate the 17 tensioning cables 8 of the through-hole jack to rotate the pressure bar 301 clockwise to a vertical position. The vertical rotation construction of steel bridge tower 1 is equipped with traction cables 9 and tension cables 8. Anchor beam A4 (located at the front anchor point of the bridge deck 10) and anchor beam B5 connect to traction cables 9, while anchor beam C6 and anchor beam D7 (located at the rear anchor point of steel bridge tower 1) connect to tension cables 8.

[0142] Eight 350t through-hole jacks 17 are installed on anchor beam A4, corresponding to eight bundles of steel strands, as traction cables 9 connected to anchor beam B5. The length of the traction cables 9 will shorten as the vertical rotation angle of the steel bridge tower 1 changes, and the traction cables 9 pull the steel bridge tower 1 to rotate counterclockwise. Eight bundles of steel strands are installed between anchor beams C6 and D7 as tension cables 8. The length of tension cables 8 is fixed, and they fix the relative positional relationship between the pressure bar 301 and the steel bridge tower 1 when the steel bridge tower 1 rotates.

[0143] The vertical rotation installation of the pressure rod 301 also requires the through-hole jack 17 as a power device, but its vertical rotation direction during installation is clockwise, which is opposite to the vertical rotation direction of the steel tower. Therefore, the eight 350t through-hole jacks 17 on the anchor beam A4 are not suitable. Therefore, it is considered to arrange four 350t through-hole jacks 17 on the anchor beam D7 to drive the cable 8 for the clockwise vertical rotation of the pressure rod 301.

[0144] In this invention, the vertical rotation of the compression rod 301 includes the following steps: (1) On the bridge deck 10, the traction cable 9 between anchor beam A4 and anchor beam B5 is threaded. The threading length is L1. Four steel strands (i.e. traction cable 9) are threaded between a single anchor beam. A 350t through-hole jack 17 is installed on anchor beam A4 to fix the length of traction cable 9.

[0145] (2) On the bridge deck 10, the cable 8 between anchor beam C6 and anchor beam D7 is threaded. First, four steel strands (as cables 8) are threaded between individual anchor beams, and four 350t core jacks 17 are installed on anchor beam D7. The threading length is L2'. The other four cables 8, which are not connected to the 350t core jacks 17, are pre-threaded into anchor beam C6. The length is designed to be L2. Since the length L2 < L2', they are not threaded into anchor beam D7 first and are used as free cables.

[0146] (3) After the pressure bar 301 is assembled, the anchor beam A4 is installed in the front anchor point position on the bridge deck 10, the anchor beam B5 and the anchor beam C6 are installed in the upper hinge 304 of the pressure bar 301, and the anchor beam D7 is installed in the rear anchor point position of the steel bridge tower 1. At this time, the traction cable 9 is in a free hanging state and is not under traction force. The four cables 8 installed first have a length of L2' and are under pre-tension and are in a taut state.

[0147] (4) Start the four 350t through-hole jacks 17 installed on the anchor beam D7. The length of the four cables 8 installed first gradually changes from L2' to L2. At the same time, the upper end of the pressure rod 301 rotates clockwise around the pressure rod hinge seat 309 and finally turns to a vertical position. At this time, the traction cable 9 is under pre-tension and is in a taut state. The positioning of the pressure rod 301 is completed by simultaneously tensioning the traction cable 9 and the cable 8.

[0148] (5) After the pressure rod 301 is vertically rotated into place, four free cables with a length of L2 are inserted into the anchor beam D7. First, four cables 8 are installed on four 350t through-hole jacks 17. Then, the length of L2 is kept constant to complete the vertical rotation installation of the pressure rod 301.

[0149] A vertical rotation construction system for a steel bridge tower (specifically a composite steel bridge tower) includes a vertical rotation hinge 2 as described above, a pressure bar assembly 3 as described above, and a power assembly. The vertical rotating hinge 2 is provided in two sets, which are respectively arranged in the embedded section 101 (i.e. steel-concrete composite section) of the two main tower legs 1041 of the steel bridge tower 1; one end of the vertical rotating hinge 2 is fixedly connected to the embedded section 101 of the corresponding main tower leg 1041, and the other end is fixedly connected to the rotating section 102 at the root of the main tower leg 1041. The pressure bar assembly 3 is symmetrically arranged along the longitudinal centerline of the bridge deck 10 and is located in the area between the two pre-embedded sections 101; the lower end of the pressure bar assembly 3 is fixed to the bridge deck 10. The power assembly includes a through-hole jack 17, a traction cable 9, and a tension cable 8. The through-hole jack 17 is fixed to anchor beam A4 and anchor beam D7 respectively. Anchor beam A4 is located at the front anchor point at the front end of the bridge deck 10, and anchor beam D7 is located at the rear anchor point in the middle of the main tower 104. Multiple sets of traction cables 9 and tension cables 8 are configured as needed. One end of the traction cable 9 is connected to the upper end of the pressure bar assembly 3, and the other end of the traction cable 9 is inserted into the inner hole of the through-hole jack 17 of the anchor beam A4 and anchored to the anchor beam A4. One end of the tension cable 8 is inserted into the inner hole of the through-hole jack 17 of the anchor beam D7 and anchored to the anchor beam D7, and the other end is connected to the upper end of the pressure bar assembly 3.

[0150] In this invention, the through-hole jack 17 is rigidly connected to the corresponding anchor beam. Relying on the anchor beam to bear the load, it completes the tensioning, locking and traction force transmission of the traction cable, drives the pressure rod assembly 3 to rotate, and then pulls the steel bridge tower 1 to complete the vertical rotation action.

[0151] In this invention, a front anchor plate 15 for connecting anchor beam A4 is provided at the front anchor point of the bridge deck 10, and a rear anchor plate 16 for connecting anchor beam D7 is provided at the rear anchor point of the combined steel bridge tower 1, as shown below. Figure 20 As shown.

[0152] In this invention, anchor beams A4, B5, C6, and D7 are all steel anchor beams, serving as both the connecting hinge structure and the traction vertical cable through-hole jack 17. The entire structure is a rotatable structure with pin connections. The steel anchor beams have four structural forms, each with a clearly defined function: anchor beam A4 is hinged to the front anchor plate 15 at the front anchor point; anchor beams B5 and C6 are both hinged to the upper hinge body 304 of the pressure rod 301; and anchor beam D7 is hinged to the rear anchor plate 16 at the rear anchor point. Each anchor beam includes an anchor beam body and anchor beam ear plates. Anchor beam B5 has an anchor beam body 501 as its body and an anchor beam ear plate 502 as its ear plate. Anchor beam C6 has an anchor beam body 601 as its body and an anchor beam ear plate 602 as its ear plate. Each anchor beam body 601 adopts a continuous rectangular beam structure. The anchor beam has a web, and the web is slotted and embedded with four anchor beam ear plates 602. This structure enhances the overall bending resistance of the steel anchor beam. The only difference between the four types of anchor beams is the extension length of the anchor beam ear plates 602, which can be adjusted according to installation requirements.

[0153] In this invention, such as Figure 19 As shown, the construction system is also equipped with a tie rod assembly 14, which includes tie beams 1401 and tie cables 1402. There are two sets of tie beams 1401, which are respectively arranged on the lower outer side of the two main tower legs 1041 of the combined steel bridge tower 1. The ends of the two sets of tie beams 1401 correspond one-to-one, and the ends of each pair of corresponding tie beams 1401 are connected and fixed by two tie cables 1402.

[0154] In this embodiment, the steel bridge tower 1 is an A-shaped inclined composite structure. During the vertical rotation construction, the base of the main tower 104 will generate a horizontal component force due to the self-weight of the tower body, which will cause the two main tower legs 1041 to tend to expand outward. Therefore, a tie rod assembly 14 is set to convert the outward horizontal force at the base of the two main tower legs 1041 into internal forces of the system to cancel each other out. The specific working method is as follows: the tie rods 1402 are used to tension the two sets of tie beams 1401 relative to each other, and the tie rods are used to press against the wall of the steel bridge tower 1, thereby canceling the outward horizontal component force at the base of the main tower 104 and ensuring that the vertical rotation construction of the steel bridge tower 1 is carried out safely and orderly.

[0155] Example In this embodiment, the structural diagram of the A-shaped composite system steel bridge tower 1 is shown in the figure. The A-shaped composite system steel bridge tower 1 is a three-dimensional spatial irregular structure, with an A-shaped structure in the transverse direction and an inclination of 79° inward. The composite system steel bridge tower 1 includes a main tower 104 and a secondary tower 105. The main tower 104 includes two main tower legs 1041 and cross bracing beams 1042. The two main tower legs 1041 are constructed in segments. The bottoms of the two main tower legs 1041 are separated, and their upper ends extend towards the top of the tower and converge into one. Along the height direction, the two main tower legs 1041 are connected by several cross bracing beams 1042. Each main tower leg 1041 is correspondingly configured with one secondary tower leg, and the two secondary tower legs constitute the secondary tower 105. The root of each main tower leg 1041 (i.e., the rotating segment 102T1-2) is connected to the corresponding reinforced concrete... The steel-concrete composite section (also known as the pre-embedded section 101) is connected to the bridge deck 10. The steel-concrete composite section has built-in dense reinforcement and anchoring structure and is cast integrally with the bridge deck 10 structure. The upper end of the secondary tower is rigidly connected to the corresponding main tower 1041. Under the bridge deck 10 in the casting area, a bottom structure 103 is arranged to connect the main tower 1041 and the corresponding steel-concrete composite section of the secondary tower. The bottom structure 103, the main tower 1041, the secondary tower and the corresponding steel-concrete connecting section together form a 6-shaped outline, which constitutes the main and secondary tower combined force system along the bridge direction. The bottom structure 103, the bridge deck 10 and the steel-concrete composite section are cast integrally.

[0156] During the construction phase, the steel reinforcement binding work of each steel-concrete composite section, the bottom structure 103 and the bridge deck 10 is completed first and then the steel bridge tower 1 is poured as a whole on the assembly bracket set on the bridge deck 10. Then, the vertical rotation construction is carried out so that the main tower 104 of the steel bridge tower 1 is rotated to the rotating section 102 at the root of the main tower legs 1041 on both sides and accurately connected with the corresponding pre-embedded section 101 (i.e., the steel-concrete composite section). After the steel bridge tower 1 is adjusted to the designed tilt angle, the end connection is carried out.

[0157] A method for vertically rotating a steel bridge tower (specifically a composite system steel bridge tower), specifically a method for vertically rotating the main tower of a steel bridge tower, comprising the following steps: Step S1: Erect the main tower assembly support 12; prefabricate the vertical pivot hinge 2, the embedded section 101 of the main tower 104 of the steel bridge tower 1, and the rotating section 102 in the factory; connect the embedded section 101 and the rotating section 102 of the combined steel bridge tower 1 on site through the vertical pivot hinge 2, as follows. Figure 21 As shown. The specific process is as follows: S11. A front anchor point is set at the front end of the bridge deck 10, and an anchor beam A4 is installed at the front anchor point. In this invention, a front anchor plate 15 is set at the front anchor point, and the front anchor plate 15 is hinged to the anchor beam A4.

[0158] S12. Erect the main tower assembly support 12 of the main tower of the combined system steel bridge tower 1 at the preset position on the bridge deck 10, as the supporting and load-bearing structure for the horizontal assembly stage of the steel bridge tower 1. S13. The pre-embedded section 101 and the rotating section 102 of the main tower are prefabricated in the factory, as well as the upper rotating hinge 201 and the lower rotating hinge 202 of the vertical rotating hinge 2.

[0159] S14. Install the embedded section 101 of the main tower limb 1041 and the lower hinge 202 of the vertical hinge 2, and tension the 12 strands of steel wire according to the design tension stress (the steel wires inside the bridge tower and the embedded section 101). In this invention, the steel wire is designed to have 12 strands, and the tension stress of the steel wire is 0.75fpk, which is 1395MPa.

[0160] S15. On the pre-embedded section 101, the rotating section 102 and the upper pivot 201 of the main tower leg 1041 are assembled in sections, and then the main pivot pin 203 connecting the upper pivot 201 and the lower pivot 202 is installed.

[0161] In this step of the embodiment, the rotating section 102 is fixedly connected to the upper hinge 201, and the pre-embedded section 101 and the rotating section 102 are not rigidly connected for the time being.

[0162] S16. Using a crane, lift one end of the rotating section 102 and perform multiple trial rotations around the main pivot pin 203 to verify the rotational flexibility, stress stability, and connection reliability of the main pivot pin 203 with the upper pivot 201 and lower pivot 202. Simultaneously, check whether the smoothness of the closure joint between the embedded section 101 and the rotating section 102 meets the design requirements. If it does not meet the requirements, take targeted measures such as grinding and adjusting the shims to address the closure joint. S17. Adjust the rotating section 102 to the designed horizontal inclination angle, and then fix it to the main tower assembly bracket 12.

[0163] Step S2: Assemble the remaining segments of the main tower 104, set the rear anchor point at the preset position of the main tower 104; and install the tie rod assembly 14 at the root position of the two main tower legs 1041 of the main tower 104.

[0164] In this invention, the specific process of step S2 is as follows: S21, Assemble the remaining segments of the main tower body 1041, such as Figure 22 As shown; S22. Hoist and fix the cross bracing beams 1042 between each segment to enhance the integrity and stability of the segment connection; S23. Based on the on-site measurement data, adjust the height of the shims of the main tower assembly bracket 12 to the design height; after the hoisting conditions are met, hoist each segment of the assembled main tower leg 1041 into place, and use a temporary connecting plate to the adjacent segments to ensure the alignment accuracy of each segment.

[0165] S24. The main tower segment used to connect with the rotating section 102 is used as the matching segment 106. The segments are cut and processed according to the actual measured dimensions of the adjacent segments, and then the rotating section 102 and the matching segment 106 are precisely installed. S25. Tie rod assemblies 14 are installed on adjacent segments above the matching segments at the roots of the two main tower members 1041.

[0166] Step S3, as follows Figure 23 As shown, the strut assembly 3 is assembled at a predetermined position on the bridge deck 10, and the traction cable 9 and tension cable 8 are installed. The strut assembly 3 is then rotated to a vertical position, as shown. Figure 24 As shown.

[0167] In this invention, the specific process of step S3 is as follows: S31. A 50t truck crane 18 is used to hoist and fix the pressure bar hinge seat 309 and the pressure bar assembly bracket 11 at the preset position on the bridge deck 10, providing a stable support foundation for the subsequent assembly of the pressure bar 301.

[0168] S32. A 130t truck crane 18 is positioned at the designated station on the bridge deck 10 to hoist the pre-installed pressure bar 301 into sections onto the pressure bar assembly bracket 11, completing the precise connection and assembly of each section of the pressure bar 301.

[0169] S33. Install anchor beams B5 and C6 at the top of the pressure rod 301; the rear anchor point is manufactured in the factory and installed on site simultaneously with the main tower leg 1041. Install anchor beam D7 at the rear anchor point and set up 350t continuous through-hole jacks 17 (two on each of the upstream and downstream sides); simultaneously set up traction cables 9 and some tension cables 8. After completing the above operations, the pressure rod 301 will be ready for vertical rotation.

[0170] S34. Four 350t continuous through-hole jacks 17 are used for synchronous drive. The pressure rod 301 is precisely rotated 72° clockwise through the cable 8 to adjust it to a vertical state. If the pressure rod 301 over-rotates during the rotation, the attitude can be corrected by adjusting the tension of the traction cable 9.

[0171] S35. Temporarily fix the vertical pressure bar 301, then insert the remaining cables 8 to be laid and complete the tensioning and positioning.

[0172] S36. Install four 350t continuous through-hole jacks 17 at the preset position at the rear end of anchor beam A4, and thread the traction cables 9 one by one into the working end of the through-hole jacks 17; at this point, a total of eight 350t continuous through-hole jacks 17 have been put into operation on the upstream and downstream sides of the entire bridge, and the main tower 104 is officially ready for vertical rotation operation.

[0173] Step S4: Using the through-hole jack 17 to synchronously tension the traction cable 9, the main tower 104 of the steel bridge tower 1 is rotated counterclockwise to the designed position and fixed. Figure 25 As shown.

[0174] In this invention, the specific implementation process of step S4 is as follows: S41. Pay attention to weather forecasts in advance and complete all preparations before the vertical rotation; select a suitable weather window with no wind or wind speed less than level 4 to carry out the trial vertical rotation operation of the main tower 104.

[0175] S42. Start the continuous through-hole jack 17 and control it synchronously to ensure that the difference in pretension of each through-hole jack 17 does not exceed 10t, and tension the traction cable 9 synchronously and smoothly to ensure that the main tower 104 is subjected to balanced force.

[0176] S43. Continue to pull the traction cable 9 so that the rotating section 102 of the main tower leg 1041 is separated from the main tower assembly support 12 by about 200mm. In this state, observe statically for no less than 24 hours, and monitor key indicators such as tower posture, component stress, and connection node deformation in real time. After all monitoring data meet the design requirements, start the formal vertical rotation process.

[0177] S44. Drive the main tower 104 to rotate counterclockwise by 65° vertically until it is precisely positioned in the design position; then use vertical mounting plates to weld and fix the outer wall plate of the rotating section 102 to the pre-embedded section 101, thereby achieving temporary anchoring of the main tower 104; S45. Use a 50t truck crane 18 to dismantle the main tower assembly support 12 of the steel bridge tower 1.

[0178] Step S5: Install the secondary tower 105, as follows Figure 26 As shown. In this invention, the specific implementation of step S5 is as follows: Each segment of the secondary tower is pulled to the preset positioning area using auxiliary traction. A 500t truck crane 18 is used at a designated position under the bridge to hoist and install the secondary tower 105 in sections. During the hoisting process of each segment of the secondary tower 105, a winch is used for precise traction control, pulling it to the designed position before welding. Following the principle of symmetry, a pair (four in total) of stay cables 13 are installed.

[0179] Step S6: Remove the temporary facilities for the rotation construction, such as the traction cable 9, the stay cable 8, each anchor beam, and the pressure rod assembly 3, and symmetrically hang the remaining stay cables 13 to complete the finishing process of the entire bridge cable system.

[0180] In this embodiment, the specific implementation process of step S6 is as follows: S61. Release the tension of the traction cable 9 in stages, and simultaneously release the anchoring constraint of cable 8; use a 50t truck crane 18 for precise lifting and dismantling of anchor beam B5 and anchor beam C6.

[0181] S62. Use a truck crane to dismantle the pressure rod 301 and its base, as well as the pressure rod assembly bracket 11, in 18 sections. S63. Gradually dismantle the remaining front and rear anchor points and other structures. S64. Symmetrically install the remaining stay cables 13, such as Figure 27 As shown.

[0182] In this invention, the combined steel bridge tower 1 is a three-dimensional inclined spatial irregular structure. The steel-concrete composite section (embedded section 101) at the bottom of the tower cannot accommodate an internal pivot. This invention employs an external vertical pivot 2 design, which avoids damage to the reinforced anchor structure at the tower bottom and adapts to the installation requirements of the irregular tower body, ensuring the integrity of the original structure. The pivot vertical plate 204 is vertically oriented, and the pivot vertical plates 204 of the upper pivot 201 and lower pivot 202 are staggered and cover the tower width, structurally ensuring that the main pivot pin 203 is horizontal and unobstructed, solving the problem of rotational obstruction in the three-dimensional inclined steel bridge tower 1. The transverse reinforcement 205 and longitudinal reinforcement 206 correspond to the bearing baffles arranged in the embedded section 101 and rotating section 102 of the steel bridge tower 1, respectively, effectively offsetting the torque and bending moment of the vertical pivot 2. The transition section 207 structure achieves shear-free force transmission, improving the stability of the rotational force.

[0183] In this invention, the entire vertical rotating hinge 2 is disassembled into 4 unit components for separate production. The plumb ear plate component and the tower wall connecting component are assembled separately and then integrated, which reduces the production difficulty of irregularly shaped components and facilitates transportation. During installation, the baseline is positioned first and then the unit components are assembled, achieving the coaxiality requirement of 0.03mm in the hinge area of ​​the 8 vertical hinge plates 204, avoiding the accuracy deviation of high-altitude assembly. The trial rotation process further ensures the safety of vertical rotation construction. The overall solution takes into account both construction reliability and economy.

[0184] In the pressure bar assembly 3 designed in this invention, the pressure bar 301 and the pressure bar hinge 309 are independent structures. The front anchor point, the upper hinge body of the pressure bar, and the rear anchor point are designed to be collinear to ensure that the steel cables are coplanar, avoid pressure bar twisting, and improve construction safety. To avoid relative movement caused by the separate design of the pressure bar 301 and the pressure bar hinge 309, this invention uses factory matching manufacturing of the pressure bar 301 and the pressure bar hinge 309 (process axis control coaxial), and the double cables (traction cable + tension cable) are tensioned together when the pressure bar 301 rotates vertically, to accurately control the relative displacement, avoid construction jamming, and enhance stability.

[0185] The contents not described in detail in this specification are existing technologies known to those skilled in the art.

[0186] Finally, it should be noted that the above are merely preferred embodiments of this application and are not intended to limit this application. Although this application has been described in detail with reference to the embodiments, those skilled in the art can still modify the technical solutions described in the foregoing embodiments or make equivalent substitutions for some of the technical features. However, any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of this application should be included within the protection scope of this application.

Claims

1. A combined system for vertically rotating steel bridge towers, characterized in that, This includes a vertical pivot hinge, a pressure bar assembly, and a power assembly; The vertical rotating hinge is provided in two sets, which are respectively arranged for the embedded sections of the two main tower legs of the steel bridge tower; one end of the vertical rotating hinge is fixedly connected to the embedded section of the corresponding main tower leg, and the other end is fixedly connected to the rotating section at the root of the main tower leg. The strut assembly is symmetrically arranged along the longitudinal centerline of the bridge deck and is located in the area between the two steel-concrete composite sections; the lower end of the strut assembly is fixed to the bridge deck. The power assembly includes a through-hole jack, a traction cable, and a tension cable. The through-hole jack is fixed to anchor beam A and anchor beam D, respectively. Anchor beam A is located at the front anchor point at the front end of the bridge, and anchor beam D is located at the rear anchor point in the middle of the main tower. Multiple sets of traction cables and tension cables are configured as needed. One end of the traction cable is connected to the upper end of the pressure bar assembly, and the other end of the traction cable passes through the inner hole of the through-hole jack in anchor beam A and is anchored to anchor beam A. One end of the tension cable passes through the inner hole of the through-hole jack in anchor beam D and is anchored to anchor beam D, and the other end is connected to the upper end of the pressure bar assembly.

2. The combined system steel bridge tower vertical rotation construction system as described in claim 1, characterized in that, The vertical rotating hinge includes an upper rotating hinge and a lower rotating hinge that are adapted to each other. The two are connected by a main rotating hinge pin to form a rotatable hinge structure. The upper rotating hinge is fixedly connected to the inner side of the rotating section at the root of the main tower. The lower rotating hinge is aligned and fixed to the inner side of the corresponding embedded section of the main tower. The upper and lower rotating hinges are both arranged on the inner side of the root of the main tower.

3. The combined system steel bridge tower vertical rotation construction system as described in claim 2, characterized in that, The lower hinge includes at least four hinge vertical plates and stiffening plates. The stiffening plates are formed by several horizontal and vertical stiffeners arranged and fixed perpendicularly. The hinge vertical plates are arranged in parallel at intervals, and the upper ends of the hinge vertical plates extend upward to form a hinge area. The hinge area is provided with a pin hole adapted to the main hinge pin. Adjacent hinge vertical plates are connected and reinforced by the stiffening plates. The rear ends of the stiffening plates and hinge vertical plates are closed by hinge sealing plates. The lower hinge is also equipped with a transition section for connecting the pre-embedded section of the main tower. The transition section includes several vertically arranged transition connecting plates, transition base plates, and transition stiffening plates that are correspondingly connected to each stiffening plate. The rear end of the transition connecting plate is connected to each hinge vertical plate, and the front end is fixedly connected to the outer wall of the pre-embedded section through the transition base plate. The transition stiffening plates are correspondingly connected to the stiffening plates.

4. The combined system steel bridge tower vertical rotation construction system as described in claim 3, characterized in that, The strut assembly includes a strut and a strut hinge seat; the strut is an H-shaped structure, including a column and a cross brace; there are two columns, and the middle of the two columns are connected by a horizontal cross brace; anchor beams B and C are respectively provided on the front and rear sides of the upper end of the column, the anchor beam B is connected to the traction cable, and the anchor beam C is connected to the tension cable; the lower end of the column is connected to the strut hinge seat through a lower pin, and the lower end of the strut hinge seat is fixedly connected to the bridge deck.

5. The combined system steel bridge tower vertical rotation construction system as described in claim 4, characterized in that, The construction system is also equipped with a tie beam assembly, which includes tie beams and tie cables. There are two sets of tie beams, which are respectively arranged on the outer side of the lower part of the two main towers of the composite system steel bridge tower. The ends of the two sets of tie beams correspond one-to-one, and the ends of each pair of corresponding tie beams are connected and fixed by two tie cables.

6. A method for vertically rotating a steel bridge tower based on the combined system steel bridge tower vertical rotation construction system as described in claim 5, characterized in that, The method is as follows: Erect the main tower assembly support; prefabricate the vertical pivot hinge, the embedded section and the rotating section of the main tower in the factory, and connect the embedded section and the rotating section on site through the vertical pivot hinge; Assemble the remaining segments of the main tower and simultaneously set the rear anchor points at the preset positions on the main tower; The strut assembly was constructed at the predetermined position on the bridge deck, and the traction cables and tension cables were laid. The strut assembly was then rotated to a vertical position. The traction cables are tensioned in stages, causing the main tower of the steel bridge to rotate counterclockwise to its designed position and then be fixed. After installing the secondary tower, the traction cables, stay cables, anchor beams and pressure bar components were removed, and the remaining stay cables were symmetrically installed to complete the final procedures for the entire bridge cable system.

7. The method for vertically rotating a steel bridge tower as described in claim 6, characterized in that, The specific method for rotating the main tower of the steel bridge counterclockwise to the designed position is as follows: Start the through-hole jack and control it synchronously to tension the traction cable, so that the rotating section of the main tower is separated from the main tower assembly support; after all monitoring data meet the design requirements, start the formal vertical rotation process; drive the main tower to rotate counterclockwise vertically until it is in place at the design position; weld and fix the outer wall plate in contact with the pre-embedded section and the rotating section, and remove the main tower assembly support of the steel bridge tower.

8. The method for vertically rotating a steel bridge tower as described in claim 6, characterized in that, The specific method for assembling and rotating the compression member assembly to a vertical position is as follows: The pressure bar hinge seat and pressure bar assembly bracket are hoisted and fixed at the pre-set position on the bridge deck; the truck crane hoists the pre-installed pressure bar segments on the bridge deck to the pressure bar assembly bracket, completing the connection of each segment of the pressure bar; anchor beams B and C are installed at the top of the pressure bar; the rear anchor point is manufactured in the factory and installed on site simultaneously with the main tower leg, and anchor beam D is installed at the rear anchor point, and traction cables and some tension cables are laid simultaneously; the through-hole jack is driven synchronously, and the pressure bar is rotated clockwise to a vertical state through the tension cables for temporary fixation, and then the remaining tension cables to be laid are inserted and tensioning and positioning are completed.

9. The method for vertically rotating a steel bridge tower as described in claim 8, characterized in that, The specific method for assembling the main tower is as follows: assemble the remaining segments of the main tower body, hoist and fix the cross bracing beams between each segment; hoist each segment of the assembled main tower body into place and temporarily connect it with the adjacent segments; use the main tower body segment used to connect with the rotating section as the matching segment, and complete the installation of the rotating section and the matching segment.

10. The method for vertically rotating a steel bridge tower as described in claim 8, characterized in that, During the assembly of the compression member components, the columns on both sides of the compression member are hoisted in sections from bottom to top, and the columns are connected by bolts through flange connecting plates.

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