An ultra-high composite cable tower steel-concrete joint segment and a construction method thereof

Abstract

The application discloses a super-high combined cable tower steel-concrete joint segment and a construction method thereof, and the construction method comprises the following steps: S1, construction is performed to the penultimate concrete segment, a horizontal cross brace locking device is installed, a steel support frame is installed, and vertical anchor rods are initially positioned; S2, a first segment steel tower is hoisted, a position is accurately adjusted, and a truss connecting piece is installed; S3, all vertical anchor rods are lifted to pass through bearing plates and are accurately positioned, one end of the truss connecting piece is disconnected, and concrete is poured to form a last concrete segment; S4, a joint segment reinforcing bar is bound, concrete is poured, support grouting material is grouted, and the joint segment is formed; and S5, after the concrete of the joint segment reaches a design strength, the vertical anchor rods are tensioned, both ends of the truss connecting piece are connected, and the construction is completed. The steel support frame arranged at the top of the penultimate concrete tower provides sufficient space for the construction of the internal reinforcing bar and anchor rod of the steel-concrete joint segment and the alignment and adjustment of the first steel tower, and the construction is convenient and fast.

Description

Technical Field

[0001] This invention relates to bridge engineering, specifically to an ultra-high composite cable tower steel-concrete composite section and its construction method. Background Technology

[0002] With the rapid development of construction technology for a large number of cross-river and cross-sea bridges in my country and the research and application of large-scale hoisting equipment, bridge spans and tower heights are gradually increasing, and the advantages of steel cable towers are becoming more and more apparent, leading to their increasing application.

[0003] Conventional concrete cable towers are slow to construct, have long construction periods, and are risky; while pure steel towers are easy to install, they require extremely thick steel plates and numerous internal stiffening plates to meet the stress requirements of ultra-high cable towers, making welding difficult and costly; composite cable towers combine the advantages of concrete and steel towers, allowing for lightweight design while meeting the stress requirements of ultra-high cable towers, reducing construction difficulty and accelerating the construction period.

[0004] For composite cable-stayed towers consisting of a concrete tower, a steel-concrete composite section, and a steel tower structure, the construction quality of the steel-concrete composite section is particularly important. When constructing the steel-concrete composite section of an ultra-high composite cable-stayed tower using the method of first hoisting the first steel tower section to the top of the concrete tower and then pouring the concrete for the composite section, the following technical challenges generally arise:

[0005] (1) The top of the steel-concrete composite section is the first steel tower bearing plate. Vertical anchors need to be installed around the bearing plate. The lower end of the anchor is anchored in the last concrete tower section. The upper end of the anchor passes through the composite section, the first steel tower bearing plate and the upper anchor in sequence. If the conventional method of first pouring concrete tower and pre-embedding anchors and then installing the first steel tower at the composite section is adopted, the steel tower will not be able to be lowered smoothly through all the anchors. Moreover, the wind load at a height of hundreds of meters has a great impact. The anchor measurement and positioning adjustment capability is limited. The installation of the first steel tower in the steel-concrete composite section is difficult and the accuracy requirement is extremely high.

[0006] (2) The steel-concrete composite section is located at the top of a concrete tower that is over 200 meters high, and the first section of the steel tower is supported on the top of the concrete tower by steel piers. The support frame bears a large load, the positioning of the first section of the steel tower is difficult, and the high-altitude construction is quite difficult.

[0007] (3) The concrete pouring height of the steel-concrete joint section is high, and the concrete density at the top bearing plate of the joint section is difficult to guarantee, making the concrete construction difficult and demanding.

[0008] Chinese invention patent application number 202310470199.3 discloses a construction method for precise positioning and closure of steel tower segments in high-rise buildings. It uses three-way jacks to position the initial steel tower segment and installs double-layer cross bracing to improve the installation accuracy of the closure and ensure the overall alignment of the tower. However, this patent does not address the pouring of the connecting section, failing to solve the problem of lowering the first-floor steel tower through the anchor rods. Furthermore, if the connecting section is poured after STI and ST2 are connected and positioned using double-layer cross bracing, uneven deformation of the two tower limbs on both sides could cause internal cracks in the freshly poured concrete. This patent also fails to address the issue of concrete density under the large-area bearing plate, preventing air bubbles from escaping, resulting in insufficient concrete compaction, and causing extremely poor construction quality at the contact surface between the steel tower and the concrete tower, thus affecting the force transmission performance of the steel tower to concrete tower transition.

[0009] Therefore, it is necessary to develop a convenient and quick steel-concrete composite section for ultra-high combined cable towers and its construction method to reduce the installation difficulty of the first steel tower section, reduce the construction difficulty of the steel-concrete composite section and the closure of the twin tower limbs, and ensure the compactness of the concrete on the top bearing surface of the composite section. Summary of the Invention

[0010] The purpose of this invention is to overcome the shortcomings of the above-mentioned background technology and provide a steel-concrete composite section for an ultra-high combined cable tower and its construction method, thereby reducing the installation difficulty of the first steel tower section, reducing the construction difficulty of the steel-concrete composite section and the closure of the double tower limbs, and ensuring the compactness of the concrete on the top bearing surface of the composite section.

[0011] The technical solution of this invention is: a construction method for a steel-concrete composite section of an ultra-high combined cable tower, characterized by comprising the following steps:

[0012] S1. After the construction of the two tower legs is completed, the second to last concrete tower column of the concrete tower is completed. A horizontal cross brace locking device is installed between the two tower legs. A steel support frame is installed on the top of the second to last concrete tower column of each tower leg. Vertical anchor rods are arranged at intervals around each steel support frame. The vertical anchor rods are initially positioned so that the upper end of the vertical anchor rod does not exceed the top of the steel support frame.

[0013] S2. The first section of the steel tower on the upstream and downstream sides is hoisted to the corresponding steel support frame in sequence. The bottom of the first section of the steel tower is pre-loaded with a pressure plate and a ring of steel template for connecting section is pre-loaded along the edge below the pressure plate. After accurately adjusting the position of each first section of the steel tower on the steel support frame, the top of the steel support frame is welded and fixed to the pressure plate. Truss connectors are installed between the first section of the steel tower of the two tower legs.

[0014] S3. Lift all vertical anchor rods through the bearing plate and accurately position the vertical anchor rods. Tie the last section of concrete tower column reinforcement between the penultimate section of concrete tower column and the steel formwork of the connecting section. Release the truss connector from one of the tower legs and pour concrete to form the last section of concrete tower column.

[0015] S4. Tie the reinforcing bars of the joint section within the space enclosed by the steel formwork and the bearing plate of the joint section, pour the concrete of the joint section to a height of 10-15cm from the bearing plate, and then use the support grouting material to grout to form the joint section.

[0016] S5. After the concrete in the bonding section reaches the design strength, tension the vertical anchor rods, restore the connection between the truss connector and the two tower legs, and the construction is completed.

[0017] Preferably, in step S1, the initial positioning of the vertical anchor rod specifically includes: supporting the bottom end of the vertical anchor rod on the top surface of the second-to-last concrete tower column, and initially positioning the vertical anchor rod by binding it with a pre-set limiting bracket on the steel support frame.

[0018] Preferably, in step S2, after precisely adjusting the position of the first section of the steel tower on the steel support frame, the top of the steel support frame is welded and fixed to the pressure plate. Specifically, this includes: using the three-way jacks pre-set on the top of the steel support frame in conjunction with the pressure plate to precisely adjust the position of the first section of the steel tower; after the adjustment is completed, the steel shims pre-set on the top of the steel support frame are welded and fixed to the pressure plate.

[0019] Furthermore, the steel support frame includes 6 parallel columns, and 3 three-way jacks and 3 steel shims are alternately located on top of the 6 columns.

[0020] Preferably, in step S3, the vertical anchor rod is precisely positioned, specifically including: the lower end of the steel support frame and / or the top of the second-to-last concrete tower column are pre-set with anchor beams, and during precise positioning, the lower end of the vertical anchor rod is fixedly connected to the anchor beam, and the upper end is fixedly connected to the upper anchor pre-set on the top of the bearing plate.

[0021] Furthermore, the vertical anchor bolts include long anchor bolts and short anchor bolts, and the anchor beams are in two layers, respectively pre-installed at the lower end of the steel support frame and the top of the penultimate concrete tower column.

[0022] When precisely positioned, the lower end of the long anchor rod is fixed to the anchor beam at the top of the second-to-last concrete tower column, and the lower end of the short anchor rod is fixed to the anchor beam on the steel support frame. The upper ends of the long and short anchor rods are flush with each other and fixed to the corresponding upper anchors.

[0023] Preferably, in step S4, grouting is performed using bearing grouting material, specifically including: the bottom of the bearing plate is divided into multiple grouting zones by transverse and longitudinal partitions, and the bearing grouting material fills each grouting zone through the grouting holes reserved on the bearing plate.

[0024] Preferably, in step S1, the horizontal cross brace locking device is installed on the third-to-last concrete tower column below the second-to-last concrete tower column of the two tower legs.

[0025] The present invention also provides a steel-concrete composite section of an ultra-high combined cable tower, comprising: a third-to-last concrete tower column, a second-to-last concrete tower column, a steel support frame, and a first section of steel tower arranged sequentially from bottom to top on two tower legs; a horizontal cross bracing locking device is provided between the two third-to-last concrete tower columns; and a truss connector is provided between the two first section of steel tower.

[0026] The first section of the steel tower is equipped with a pressure plate at the bottom and a ring of steel template for the connecting section is provided along the edge below the pressure plate. Shear nails are provided on the inner wall of the steel template for the connecting section. The last section of the concrete tower column is formed by pouring concrete from the top surface of the second to last section of the concrete tower column to the lower end of the steel template for the connecting section. Concrete is first poured and then grout is injected in the space enclosed by the pressure plate and the steel template for the connecting section to form the connecting section.

[0027] Vertical anchor rods are spaced around the steel support frame. The lower end of each anchor rod is anchored inside the last section of the concrete tower column, and the upper end passes through the joint section and the pressure plate in sequence to be anchored to the upper anchor installed on the top of the pressure plate.

[0028] Preferably, the steel support frame includes 3 pairs of columns arranged longitudinally along the bridge, each pair of columns being formed opposite each other transversely along the bridge, all columns being connected as a whole by horizontal bars and reinforced diagonal bracing between adjacent columns, the top of the steel support frame being provided with 3 three-way jacks and 3 steel shims, the three-way jacks and steel shims being alternately located on the top of 6 columns.

[0029] Preferably, the vertical anchor rod includes a long anchor rod and a short anchor rod. Anchor beams are provided at the lower end of the steel support frame and the top of the second concrete tower column. The lower end of the long anchor rod is fixed to the anchor beam on the top of the second concrete tower column, and the lower end of the short anchor rod is fixed to the anchor beam on the steel support frame. The upper ends of the long anchor rod and the short anchor rod are flush and fixed to the corresponding upper anchor.

[0030] Preferably, the truss connector includes an upper horizontal brace, a lower horizontal brace, and a diagonal brace connecting the upper horizontal brace and the lower horizontal brace.

[0031] Two spaced upper horizontal cross braces are connected into a whole by upper horizontal longitudinal bars, and multiple upper horizontal longitudinal bars are spaced along the transverse direction of the bridge.

[0032] Two lower horizontal cross braces that are spaced apart are connected into a whole by lower horizontal longitudinal bars, and multiple lower horizontal longitudinal bars are spaced apart along the transverse direction of the bridge;

[0033] There are connecting diagonal braces between two adjacent lower horizontal longitudinal bars and between two adjacent upper horizontal longitudinal bars.

[0034] The beneficial effects of this invention are as follows:

[0035] (1) The joint section is constructed at the top of the concrete tower. By reserving space for the last section of the concrete tower to be poured later, a high-strength steel support frame is set at the top of the second to last section of the concrete tower. This provides sufficient space for the construction of the steel reinforcement and anchor rods inside the steel-concrete joint section and the positioning and adjustment of the first section of the steel tower. The construction is convenient and quick, greatly reducing the installation difficulty of the first section of the steel tower and ensuring the construction accuracy of the first section of the steel tower.

[0036] (2) The truss connectors and the first section of the steel tower of the two tower legs are matched and manufactured in the factory. After vertical matching, they are transported to the site for hoisting and installation, which further ensures the installation accuracy of the first section of the steel tower of the two tower legs. After the truss connectors are locked for the second time, the first section of the steel tower of the two tower legs is close to the accuracy when it is matched and manufactured by the manufacturer, which greatly reduces the construction difficulty of the steel-concrete joint section and the closure of the double tower legs.

[0037] (3) By setting horizontal cross bracing in the double-tower concrete tower and setting truss connectors between the first steel tower sections for double-layer locking, the construction accuracy of the steel-concrete composite section is ensured, and the construction difficulty of the high-altitude steel-concrete composite section is greatly reduced. Before pouring the last section of concrete tower column, the pin at one end of the truss connector is released, which can avoid the situation where the support frame is slightly deformed due to the inconsistent deformation of the tower legs on both sides, causing the newly poured concrete to be pulled and cracked.

[0038] (4) The composite tower is a concrete tower + steel-concrete composite section + steel tower structure. The lower steel wall panel of the first steel tower is the template of the composite section. Shear studs are installed at the wall panel. The first steel tower is hoisted by a 10,000-meter tower crane to reduce the risk of unnecessary high-altitude work of the template in the composite section and improve construction efficiency.

[0039] (5) The cross section of the joint is large. By pre-reserving 10-15cm for grouting in the top, the concrete on the top bearing surface of the joint section is made dense, and the force transmission effect of steel tower → steel-concrete joint section → concrete tower is better. Attached Figure Description

[0040] Figure 1 This is a schematic diagram of the overall structure of the cable tower of the present invention (bridge transverse direction).

[0041] Figure 2 This is a schematic diagram of the overall structure of the cable tower of the present invention (longitudinal direction of the bridge).

[0042] Figure 3 This is a schematic diagram of the installation of the horizontal cross brace locking device of the present invention.

[0043] Figure 4 Schematic diagram of initial positioning of vertical anchor bolts

[0044] Figure 5 Elevation diagram of the steel support frame

[0045] Figure 6 A schematic diagram of the steel support frame.

[0046] Figure 7 Schematic diagram of truss connector installation

[0047] Figure 8 Elevation diagram of truss connector

[0048] Figure 9 Schematic diagram of the lower layer of the truss connector

[0049] Figure 10 Schematic diagram for precise positioning of vertical anchor bolts

[0050] Figure 11 A 3D diagram showing the layout of long and short anchor bolts (steel formwork for the connecting section omitted).

[0051] Figure 12 Schematic diagram of the final concrete column pouring.

[0052] Figure 13 Schematic diagram of the joint section pouring

[0053] Figure 14 Schematic diagram of the bottom surface of the pressure plate

[0054] Among them: 1-Connecting section; 2-Concrete tower (38-Last concrete tower column; 37-Second to last concrete tower column; 36-Third to last concrete tower column); 3-Steel tower; 4-First section steel tower; 5-Limiting bracket; 6-Anchor beam; 7-Lower anchor; 8-Vertical anchor; 9-Truss connector (9.1-Upper horizontal brace; 9.2-Lower horizontal brace; 9.3-Diagonal brace; 9.4-Upper horizontal longitudinal bar; 9.5-Lower horizontal longitudinal bar; 9.6-Connecting diagonal bar); 10-Horizontal brace locking device; 11-Pin shaft; 12-Shear nail; 13-Steel support frame (13.1-Column; 13.2-Horizontal bar; 13.3-Reinforcing diagonal brace); 14-Connecting section steel formwork; 15-Bearing plate; 16-Connecting section concrete; 17-Upper anchor; 18-Three-way jack; 19-Steel pad; 20-Transverse partition; 21-Longitudinal partition. Detailed Implementation

[0055] The present invention will now be described in further detail with reference to the accompanying drawings, so that those skilled in the art can implement it based on the description.

[0056] In the description of this invention, the terms "lateral", "longitudinal", "up", "down", "front", "back", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", and "outer" indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are used only for the convenience of describing this invention 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 this invention.

[0057] like Figure 1-2As shown, the cable tower includes two tower legs, left and right. From bottom to top, the cable tower comprises a concrete tower 2, a connecting section 1, and a steel tower 3. The connecting section 1 is located at the top of the concrete tower 2. This application mainly focuses on the structure and construction of the connecting section 1.

[0058] like Figure 13 As shown, this embodiment provides a steel-concrete composite section of an ultra-high combined cable tower, including a third-to-last concrete tower column 36, a second-to-last concrete tower column 37, a steel support frame 13, and a first-section steel tower 4 arranged sequentially from bottom to top on two tower legs. A horizontal cross brace locking device 10 is provided between the two third-to-last concrete tower columns 36, and a truss connector 9 is provided between the two first-section steel tower 4.

[0059] The bottom of the first section of the steel tower 4 is provided with a pressure plate 15, and a ring of connecting section steel formwork 14 is provided along the edge below the pressure plate 15. The inner wall of the connecting section steel formwork 14 is provided with shear nails 12 (such as...). Figure 11 As shown), the last concrete tower column 38 is formed by pouring concrete between the top surface of the penultimate concrete tower column 37 and the lower end of the steel formwork 14 of the connecting section. The space enclosed by the bearing plate 15 and the steel formwork 14 of the connecting section is first filled with concrete and then grouted to form the connecting section 1.

[0060] Vertical anchor rods 8 are installed at intervals around the steel support frame 13. The lower end of the vertical anchor rod 8 is anchored in the last section of the concrete tower column 38, and the upper end passes through the joint section 1 and the pressure plate 15 in sequence to be anchored to the upper anchor 17 installed at the top of the pressure plate 15.

[0061] Upstream steel support frame 13 Figure 5-6 As shown, the steel support frame 13 includes 3 pairs along the longitudinal direction of the bridge ( Figure 6 The columns 13.1 are arranged at intervals (vertical and horizontal), with each pair of columns 13.1 along the transverse direction of the bridge. Figure 5-6 The columns 13.1 are arranged in a horizontal (left-right) orientation, and all columns 13.1 are connected as a whole by horizontal bars 13.2. In this embodiment, the horizontal bars 13.2 have three layers: upper, middle, and lower. Each layer has six horizontal bars 13.2 connected to the six columns 13.1 to form a hexagonal frame. Adjacent columns 13.1 are provided with reinforcing diagonal braces 13.3 between adjacent layers of horizontal bars 13.2. The top of the steel support frame 13 is provided with three three-way jacks 18 and three steel shims 19, which are alternately located on the top of the six columns 13.1. In this embodiment, the steel support frame 13 is provided with limiting brackets 5 at intervals on the upper and middle layers of horizontal bars 13.2 for binding vertical anchor rods 8.

[0062] In this embodiment, the center of gravity of the first section of steel tower 4 and the centroid of the steel support frame 13 are on the same straight line. Of the six columns 13.1 of the steel support frame 13, three are used to set up three-way jacks 18 at the top for adjusting the position of the first section of steel tower 4, and the other three are used to set up steel shims 19 for support and fixation after adjustment.

[0063] like Figure 11 As shown, the vertical anchor bolt 8 includes a long anchor bolt 8.1 and a short anchor bolt 8.2. The length of the long anchor bolt 8.1 is greater than that of the short anchor bolt 8.2. Multiple long anchor bolts 8.1 and multiple short anchor bolts 8.2 are arranged crosswise around the steel support frame 13. Anchor beams 6 are provided at the lower end of the steel support frame 13 (lower horizontal bar 13.2) and at the top of the second-to-last concrete tower column 37. The two layers of anchor beams 6 are arranged opposite each other. Each anchor beam 6 is provided with a lower anchor 7 at its top. The lower end of the long anchor bolt 8.1 is anchored to the lower anchor 7 on the lower anchor beam 6, and the lower end of the short anchor bolt 8.2 is anchored to the lower anchor 7 on the upper anchor beam 6. The upper ends of the long anchor bolt 8.1 and the short anchor bolt 8.2 are flush and fixed to the corresponding upper anchor 17.

[0064] like Figure 8-9 As shown, the truss connector 9 between the two segmental steel towers 4 includes an upper horizontal cross brace 9.1, a lower horizontal cross brace 9.2, and a diagonal brace 9.3 connecting the upper horizontal cross brace 9.1 and the lower horizontal cross brace 9.2; two spaced upper horizontal cross braces 9.1 are connected as an upper layer whole by two upper horizontal longitudinal bars 9.4, which are spaced apart along the transverse direction of the bridge; two spaced lower horizontal cross braces 9.2 are connected as a lower layer whole by three lower horizontal longitudinal bars 9.5, which are spaced apart along the transverse direction of the bridge. A connecting diagonal bar 9.6 is provided between adjacent lower horizontal longitudinal bars 9.5 and between adjacent upper horizontal longitudinal bars 9.4. There are two connecting diagonal bars 9.6 between the three lower horizontal longitudinal bars 9.5, forming a V-shape. In this embodiment, the length direction of the upper horizontal cross brace 9.1 and the lower horizontal cross brace 9.2 is along the transverse direction of the bridge. Figure 8-9 (In the left and right directions), the upper horizontal longitudinal bar 9.4 and the lower horizontal longitudinal bar 9.5 are both along the longitudinal direction of the bridge (in the left and right directions). Figure 9 (From top to bottom).

[0065] The upper horizontal cross brace 9.1 and the lower horizontal cross brace 9.2 of the truss connector 9 are equipped with pins 11 at both ends. The upper horizontal cross brace 9.1 is connected to the first section of the steel tower 4 of the two tower limbs through the pins 11 at both ends, and the lower horizontal cross brace 9.2 is connected to the steel template 14 of the connecting section of the two tower limbs through the pins 11 at both ends. In this embodiment, the truss connector 9, the first section of the steel tower 4 of the two tower limbs, the pressure plate 15, and the steel template 14 of the connecting section are matched and manufactured in the factory. After vertical matching, they are transported to the site for hoisting and installation, which further ensures the installation accuracy of the first section of the steel tower of the two tower limbs. After secondary locking by the truss connector 9, the first section of the steel tower 4 of the two tower limbs is close to the accuracy of the factory matching and manufacturing, which greatly reduces the construction difficulty of the connecting section 1 and the closure of the two tower limbs.

[0066] like Figure 14As shown, the bottom of the bearing plate 15 is provided with a transverse partition 20 and a longitudinal partition 21 to achieve ultra-large cross-section partitioning, dividing it into multiple grouting zones. The bearing plate 15 has grouting holes reserved for use when concrete is poured to a height of 10-15cm above the top for compartmentalized grouting with support grouting material.

[0067] like Figure 3-13 As shown in the figure, this embodiment provides a construction method for the steel-concrete composite section of the above-mentioned ultra-high combined cable tower, including the following steps:

[0068] S1, such as Figure 3 As shown, the construction of the two tower legs is completed up to the penultimate concrete tower column 37 of the concrete tower. A horizontal cross brace locking device 10 is installed between the penultimate concrete tower column 36 of the two tower legs. The horizontal cross brace locking device 10 has the functions of top alignment and locking, which can ensure the relative position of the two tower columns during the installation of the steel tower.

[0069] like Figure 4 As shown, the second-to-last concrete column 37 of each tower leg is equipped with... Figure 5-6 The steel support frame 13 shown has vertical anchor rods 8 arranged at intervals around each steel support frame 13. The vertical anchor rods 8 are initially positioned so that the upper end of the vertical anchor rods 8 does not exceed the top of the steel support frame 13. The specific operation of the initial positioning is as follows: the bottom end of the vertical anchor rod 8 is supported on the top surface of the second to last concrete tower column 37, and the middle and upper parts of the vertical anchor rod 8 are tied by the limiting brackets 5 on the steel support frame 13.

[0070] S2, such as Figure 7 As shown, the first section of steel tower 4 on the upstream and downstream sides is hoisted sequentially onto the corresponding steel support frame 13. The bottom of the first section of steel tower 4 is equipped with a pressure plate 15, and a ring of connecting section steel template 14 is provided along the edge below the pressure plate 15. The position of the first section of steel tower 4 is precisely adjusted using the three-way jack 18 at the top of the steel support frame 13 in conjunction with the pressure plate 15. After adjustment, the steel shims 19 at the top of the steel support frame 13 are welded and fixed to the pressure plate 15. Then, a [further details about the installation process are missing]. Figure 8-9 The truss connector 9 shown (i.e., the upper horizontal cross brace 9.1 of the truss connector 9 is connected to the first section of the steel tower 4 of the two tower legs through the pins 11 at both ends, and the lower horizontal cross brace 9.2 is connected to the steel formwork 14 of the connecting section of the two tower legs through the pins 11 at both ends).

[0071] S3, such as Figure 10-11As shown, all vertical anchor rods 8 are lifted through the bearing plate 15 and precisely positioned. The specific operation for precise positioning is as follows: Since the vertical anchor rods 8 are divided into long anchor rods 8.1 and short anchor rods 8.2 of different lengths, the lower end of the long anchor rod 8.1 is fixed to the anchor beam 6 at the top of the second to last concrete tower column 37 through the lower anchor 7, and the lower end of the short anchor rod 8.2 is fixed to the anchor beam 6 on the steel support frame 13 through the lower anchor 7. The upper ends of the long anchor rod 8.1 and the short anchor rod 8.2 are flush and are both fixedly connected to the upper anchor 17 at the top of the bearing plate 15.

[0072] like Figure 12 As shown, the last section of concrete tower column reinforcement is tied between the penultimate concrete tower column 37 and the connecting section steel formwork 14, and the connection between the truss connector 9 and one of the tower legs is released (i.e., the pins 11 of the upper horizontal brace 9.1 and lower horizontal brace 9.2 at one end of the truss connector 9 are released, for example...). Figure 12 (Left end), pour concrete to form the last concrete tower column 38;

[0073] S4, such as Figure 13 As shown, in the space enclosed by the steel formwork 14 and the bearing plate 15, the reinforcing bars of the joint section are tied, the concrete 16 of the joint section is poured to a height of 10-15cm from the bearing plate 15, and then the support grouting material is used for grouting. Since the bottom of the bearing plate 15 is divided into multiple grouting areas by the transverse partition 20 and the longitudinal partition 21, the support grouting material fills each grouting area through the grouting holes reserved on the bearing plate 15 to form the joint section 1.

[0074] S5. After the concrete 16 of the bonding section reaches the design strength, tension the vertical anchor rod 8, restore the connection between the truss connector 9 and the two tower legs (restore the pin shaft 11 connection of the upper horizontal cross brace 9.1 and the lower horizontal cross brace 9.2 at both ends of the truss connector 9), and the construction is completed.

[0075] Although embodiments of the present invention have been disclosed above, they are not limited to the applications listed in the specification and embodiments. They can be applied to various fields suitable for the present invention. For those skilled in the art, other modifications can be easily made. Therefore, without departing from the general concept defined by the claims and their equivalents, the present invention is not limited to the specific details and embodiments shown and described herein.

Claims

1. A construction method for a steel-concrete composite section of an ultra-high composite cable tower, characterized in that, Includes the following steps: S1. After the construction of the two tower legs to the penultimate concrete tower column (37) of the concrete tower is completed, a horizontal cross brace locking device (10) is installed between the two tower legs. A steel support frame (13) is installed on the top of the penultimate concrete tower column (37) of each tower leg. Vertical anchor rods (8) are arranged at intervals around each steel support frame (13). The vertical anchor rods (8) are initially positioned so that the upper end of the vertical anchor rod (8) does not exceed the top of the steel support frame (13). S2. The first section steel tower (4) on the upstream and downstream sides is hoisted to the corresponding steel support frame (13) in sequence. The bottom of the first section steel tower (4) is pre-loaded with a pressure plate (15) and a ring of bonding layer steel template (14) is pre-loaded along the edge below the pressure plate (15). After accurately adjusting the position of each first section steel tower (4) on the steel support frame (13), the top of the steel support frame (13) is welded and fixed to the pressure plate (15). Truss connector (9) is installed between the first section steel tower (4) of the two tower legs. S3. Lift all vertical anchor rods (8) through the bearing plate (15) and accurately position the vertical anchor rods (8). Tie the last section of concrete tower column reinforcement between the penultimate section of concrete tower column (37) and the steel formwork of the bonding layer (14). Release the truss connector (9) from one of the tower legs and pour concrete to form the last section of concrete tower column (38). S4. Tie the reinforcing bars of the bonding layer in the space enclosed by the steel formwork (14) and the bearing plate (15), pour the concrete (16) of the bonding layer to a height of 10-15cm from the bearing plate (15), and then use the support grouting material to grout to form the bonding layer (1). S5. After the bonding layer concrete (16) reaches the design strength, tension the vertical anchor rods (8), restore the connection between the truss connector (9) and the two tower legs, and the construction is completed.

2. The construction method for the steel-concrete composite section of the ultra-high combined cable tower as described in claim 1, characterized in that, In step S1, the initial positioning of the vertical anchor rod (8) specifically includes: supporting the bottom end of the vertical anchor rod (8) on the top surface of the second to last concrete tower column (37), and binding the vertical anchor rod (8) with the pre-set limiting bracket (5) on the steel support frame (13) for initial positioning.

3. The construction method for the steel-concrete composite section of the ultra-high combined cable tower as described in claim 1, characterized in that, In step S2, after precisely adjusting the position of the first section of steel tower (4) on the steel support frame (13), the top of the steel support frame (13) is welded and fixed to the pressure plate (15). Specifically, the position of the first section of steel tower (4) is precisely adjusted by using the three-way jack (18) pre-set on the top of the steel support frame (13) in conjunction with the pressure plate (15). After the adjustment is completed, the steel shim (19) pre-set on the top of the steel support frame (13) is welded and fixed to the pressure plate (15).

4. The construction method for the steel-concrete composite section of the ultra-high combined cable tower as described in claim 3, characterized in that, The steel support frame (13) includes 6 parallel columns (13.1), and 3 three-way jacks (18) and 3 steel shims (19) are alternately located on top of the 6 columns (13.1).

5. The construction method for the steel-concrete composite section of the ultra-high combined cable tower as described in claim 1, characterized in that, In step S3, the vertical anchor rod (8) is precisely positioned, specifically including: the lower end of the steel support frame (13) and / or the top of the second to last concrete tower column (37) are pre-set with anchor beams (6). When precisely positioned, the lower end of the vertical anchor rod (8) is fixedly connected to the anchor beam (6), and the upper end is fixedly connected to the upper anchor (17) pre-set on the top of the bearing plate (15).

6. The construction method for the steel-concrete composite section of the ultra-high combined cable tower as described in claim 5, characterized in that, The vertical anchor rod (8) includes a long anchor rod (8.1) and a short anchor rod (8.2). The anchor beam (6) consists of two layers, which are respectively pre-installed at the lower end of the steel support frame (13) and the top of the penultimate concrete tower column (37). When precisely positioned, the lower end of the long anchor rod (8.1) is fixed to the anchor beam (6) at the top of the second-to-last concrete tower column (37), and the lower end of the short anchor rod (8.2) is fixed to the anchor beam (6) on the steel support frame (13). The upper ends of the long anchor rod (8.1) and the short anchor rod (8.2) are flush and fixed to the corresponding upper anchor (17).

7. The construction method for the steel-concrete composite section of the ultra-high combined cable tower as described in claim 1, characterized in that, In step S4, grouting is carried out using support grouting material, specifically including: the bottom of the bearing plate (15) is divided into multiple grouting zones by transverse partitions (20) and longitudinal partitions (21), and the support grouting material fills each grouting zone through the grouting holes reserved on the bearing plate (15).

8. The construction method for the steel-concrete composite section of the ultra-high combined cable tower as described in claim 1, characterized in that, In step S1, the horizontal cross brace locking device (10) is installed on the third-to-last concrete tower column (36) below the second-to-last concrete tower column (37) of the two tower legs.

9. A steel-concrete composite section for an ultra-high composite cable tower, characterized in that, include: The two towers are arranged from bottom to top as follows: the third-to-last concrete tower column (36), the second-to-last concrete tower column (37), the steel support frame (13), and the first section of steel tower (4). A horizontal cross bracing locking device (10) is provided between the two third-to-last concrete tower columns (36), and a truss connector (9) is provided between the two first section of steel tower (4). The first section of the steel tower (4) is provided with a bearing plate (15) at the bottom and a ring of bonding layer steel template (14) is provided along the edge below the bearing plate (15). Shear nails (12) are provided on the inner wall of the bonding layer steel template (14). The last section of the concrete tower column (38) is formed by pouring concrete between the top surface of the second to last section of the concrete tower column (37) and the lower end of the bonding layer steel template (14). The bonding layer (1) is formed by first pouring concrete and then grouting in the space enclosed by the bearing plate (15) and the bonding layer steel template (14). Vertical anchor rods (8) are spaced around the steel support frame (13). The lower end of the vertical anchor rod (8) is anchored in the last section of the concrete tower column (38), and the upper end passes through the bonding layer (1) and the pressure plate (15) in sequence to be anchored to the upper anchor (17) set at the top of the pressure plate (15).

10. The steel-concrete composite section of the ultra-high combined cable tower as described in claim 9, characterized in that, The steel support frame (13) includes three pairs of columns (13.1) arranged longitudinally along the bridge. Each pair of columns (13.1) is formed opposite each other transversely along the bridge. All columns (13.1) are connected as a whole by horizontal bars (13.2) and there are also reinforcing diagonal braces (13.3) between adjacent columns (13.1). The top of the steel support frame (13) is provided with three three-way jacks (18) and three steel shims (19). The three-way jacks (18) and steel shims (19) are alternately located on the top of the six columns (13.1).

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