An integrated linear adjustment method for vertical suspension assembly construction of an elliptical steel tower

Abstract

The present application relates to the field of bridge construction, disclose a kind of comprehensive linear adjustment method of vertical suspension construction of elliptical steel tower, comprising the following steps: step 1: the first part of the counter-bracing structure is welded to the top segment of main tower in advance, the first part of the counter-tension structure is welded to the middle segment of main tower in advance;Step 2: after the installation of bottom segment is completed, install main tower beam, install jacking structure above main tower beam;Step 3: tower crane hoists main tower segment according to stress-free state matching and cantilever assembly until middle segment, while installing the second part of counter-bracing structure and the second part of counter-tension structure and completing splicing;Three adjustment means of vertical jacking, transverse counter-bracing and transverse counter-tension are organically combined, forming a complete three-dimensional linear control system, ensuring that the main tower closure linear is accurately adjusted to the design pre-camber, which greatly improves the construction precision and the accuracy of bridge linear.

Description

Technical Field

[0001] This invention relates to the field of bridge construction, and in particular to a comprehensive alignment adjustment method for the vertical cantilever construction of elliptical steel towers. Background Technology

[0002] During the vertical cantilever assembly of the elliptical steel tower, the tower's irregular cross-section and complex spatial curves, coupled with the long cantilever stress during construction, result in relatively low structural stiffness. This makes it susceptible to significant downward deflection and lateral expansion under the influence of its own weight, residual welding stress, and environmental factors. Furthermore, as the cantilever length increases, geometric nonlinear effects and cumulative errors gradually amplify, leading to linear problems such as axial misalignment, cross-sectional torsion, and end-face angle deviations in the tower column. These issues severely impact the precise connection of subsequent segments and the final closure accuracy.

[0003] Currently, methods for controlling the alignment of steel tower cantilever construction typically include temporary supports, jacking, or cable-stayed structures. However, these traditional techniques have significant limitations when applied to complex curved tower shapes such as elliptical towers: while temporary support systems can provide vertical support, they are difficult to actively and precisely adjust the three-dimensional alignment of the tower, and their removal can easily cause secondary deformation; relying solely on local jacking can only make minor displacement adjustments, lacking the ability to systematically control the overall alignment and making it difficult to coordinate the coupled deformation of vertical deflection and lateral displacement; and using cable-stayed structures faces problems such as complex cable force calculations, difficulty in tension control, long construction periods, and poor spatial adaptability to curved tower sections.

[0004] In summary, existing alignment control technologies generally suffer from drawbacks such as limited adjustment methods, insufficient control precision, and difficulty in coordinating multi-directional deformation. They cannot effectively address the comprehensive alignment deviations caused by the coupling effect of structural characteristics and construction conditions during the cantilever assembly of elliptical steel towers, including overall deflection, mid-section expansion, and excessive end-face rotation. Therefore, there is an urgent need to develop a comprehensive alignment adjustment method that integrates vertical jacking, lateral bracing, and tensioning to achieve high-precision, multi-dimensional, and collaborative alignment control throughout the entire cantilever assembly process of elliptical steel towers. This would ensure that the completed bridge alignment meets the design pre-camber requirements, thereby improving construction efficiency and project quality. Summary of the Invention

[0005] The purpose of this invention is to provide a comprehensive alignment adjustment method for the vertical cantilever construction of elliptical steel towers, addressing the shortcomings of existing alignment control technologies, such as limited adjustment methods, insufficient control precision, and difficulty in coordinating multi-directional deformation. These methods fail to effectively resolve the comprehensive alignment deviations caused by the coupling effect of structural characteristics and construction conditions during the cantilever assembly of elliptical steel towers, including overall deflection, central expansion, and excessive end-face rotation. The specific technical solution is as follows:

[0006] A comprehensive alignment adjustment method for the vertical cantilever construction of an elliptical steel tower includes the following steps:

[0007] Step 1: Weld the first part of the bracing structure to the top segment of the main tower in advance, and weld the first part of the tie structure to the middle segment of the main tower in advance.

[0008] Step 2: After the bottom segment is installed, install the main tower crossbeam, and then install the jacking structure above the main tower crossbeam;

[0009] Step 3: The tower crane hoists the main tower segments and cantilever assembles them according to the stress-free state until the middle segment is reached. At the same time, the second part of the bracing structure and the second part of the tension structure are installed and spliced.

[0010] Step 4: The tower crane continues to lift the top segments above the intermediate stage until the top segments are assembled.

[0011] Step 5: Use the jacks on the lifting support to lift the tower, which is used to counteract the deflection of the main tower and eliminate the corner of the top segment end face. Use the jacks to tension the steel strands to limit the outward expansion of the middle of the main tower, adjust the main tower alignment to the pre-camber alignment and temporarily lock it.

[0012] Step 6: Perform the main tower closure.

[0013] As one of the improvements to the above technical solution, in step 1, the first part of the bracing structure includes the main tower reinforcement structure at the bracing point, and the first part of the tension structure includes the reinforcement section at the tension steel strand bracket.

[0014] As one of the improvements to the above technical solution, the lifting structure includes a support component and jacks. The jacks are mounted on the support component and are used to lift the top segment of the main tower for alignment adjustment.

[0015] As an improvement to the above technical solution, the second part of the bracing structure includes a bracing truss, a first operating platform, a bracket, a support plate, and a hydraulic jack. The bracket is welded to the middle section of the main tower by steel sections. The first operating platform is set above the bracket. The support plate is welded above the first operating platform and is used to support the hydraulic jack. The hydraulic jack is placed above the support plate between the middle section of the main tower and the bracing truss. The displacement of the main tower section inward is controlled by jacking. The main tower reinforcement structure at the bracing point is located inside the wall panel of the middle section of the main tower.

[0016] As one of the improvements to the above technical solution, in step 3, the tie structure includes a second operating platform, an operating platform bracket, a bracket at the tie steel strand, the tie steel strand, an anchor plate, a through-hole jack, and a reinforcement section at the tie steel strand bracket.

[0017] The operating platform bracket is welded to the middle section of the main tower to provide support for the second operating platform; the tie rod bracket is welded to the middle section of the main tower, and the tension of the tie rod is transferred to the middle section of the main tower through the tie rod bracket to control the outward displacement of the main tower section; the reinforcement section at the tie rod bracket is connected to the tie rod bracket.

[0018] The anchor plate is welded to the tie rod bracket, which evenly transfers the tie rod load to the tie rod bracket and provides a jacking position for the through jack.

[0019] As one of the improvements to the above technical solution, in step 5: the jacks of the lifting support and the through jacks on the bracing structure are used to offset the deflection of the main tower and eliminate the end face rotation of the top segment of the main tower. At the same time, the tie structure is used to limit the outward expansion of the middle stage of the main tower, comprehensively adjust the main tower alignment, and temporarily lock it.

[0020] The beneficial effects of this invention are as follows: It organically combines three adjustment methods—vertical jacking, lateral bracing, and lateral tensioning—to form a complete three-dimensional alignment control system. This breaks through the limitations of traditional methods (such as single temporary support or jacking) which can only perform local or unidirectional adjustments. It can systematically and collaboratively solve the complex alignment deviation problems such as overall deflection, central expansion, and excessive end face angle that occur during the cantilever assembly of elliptical steel towers. This ensures that the alignment is accurately adjusted to the designed pre-camber when the main tower is closed, greatly improving the construction accuracy and the accuracy of the completed bridge alignment.

[0021] This method is specifically designed for the T9 and T10 segments (closure segments) where deformation is greatest during cantilever construction. Active jacking using jacks on the lifting support effectively counteracts the cumulative deflection caused by the long cantilever and precisely eliminates the end face rotation at the closure joint. Simultaneously, tie rods are used to limit lateral displacement in the middle of the main tower. This comprehensive pre-adjustment before closure creates ideal conditions for subsequent precise closure, fundamentally solving the closure difficulties caused by accumulated errors, reducing construction difficulty, improving operational safety and efficiency, providing a reliable reaction and force transmission system, and ensuring the effectiveness of the adjustment.

[0022] Additional aspects and advantages of the invention will be set forth in part in the description which follows, and in part will be obvious from the description, or may be learned by practice of the invention. Of course, implementing any product or method of this application does not necessarily require achieving all of the advantages described above at the same time. Attached Figure Description

[0023] To more clearly illustrate the technical solutions in the embodiments of the present invention or the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0024] Figure 1 This is a schematic diagram of the structure of the present invention.

[0025] Figure 2 This is a schematic diagram of the supporting structure of the present invention.

[0026] Figure 3 This is a schematic diagram of the tension structure of the present invention.

[0027] Figure 4 yes Figure 3 Enlarged view of point A.

[0028] Figure 5 This is a structural schematic diagram of the bracing truss of the present invention.

[0029] Figure 6 This is a schematic diagram of the hydraulic jack of the present invention.

[0030] Figure 7 This is another structural schematic diagram of the hydraulic jack of the present invention.

[0031] Figure 8 This is a schematic diagram of the lifting structure of the present invention.

[0032] Figure 9 This is another schematic diagram of the lifting structure of the present invention.

[0033] In the diagram: 1. Lifting structure; 11. Steel pipe pile; 12. Connecting system; 13. Flange; 14. Diagonal brace; 15. First longitudinal beam; 16. First transverse beam; 17. Second transverse beam; 18. Second longitudinal beam; 19. First pad block; 110. Second pad block; 111. Jack; 112. First wedge block; 113. Second wedge block; 2. Bracing structure; 21. Bracing truss; 22. Corbel; 25. Pad block; 27. Hydraulic jack; 28. 29. Pile cap; 210. Support plate; 211. First operating platform; 212. Bracket; 213. Support truss steel pipe pile; 214. Flange for connecting support steel pipe pile; 215. Connecting system for transverse connection of support steel pipe pile; 3. Tie structure; 31. Tie steel strand; 32. Through-hole jack; 33. Anchor plate; 34. Tie steel strand bracket; 35. Reinforcement at the tie steel strand bracket; 36. Second operating platform; 37. Operating platform bracket. Detailed Implementation

[0034] The technical solutions in the embodiments of the present invention will be clearly and completely described below. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0035] Please see Figure 1-9 Figure 1 illustrates a comprehensive alignment adjustment method for vertical cantilever construction of an elliptical steel tower, comprising the following steps:

[0036] Step 1: Weld the first part of the bracing structure 2 to the top segment of the main tower in advance, and weld the first part of the tie structure 3 to the middle segment of the main tower in advance;

[0037] Step 2: After the bottom segments (T0-T2) are installed, install the main tower crossbeam, and then install the jacking structure above the main tower crossbeam;

[0038] Step 3: The tower crane lifts the main tower segment and cantilevers it according to the stress-free state until the middle segment (T5 segment) is installed. At the same time, the second part of the bracing structure 2 and the second part of the tie structure 3 are installed and spliced.

[0039] Step 4: The tower crane continues to lift the top segment above the intermediate stage until the top segment (T9 segment) is assembled;

[0040] Step 5: Use the jacks on the lifting support to lift the tower, which is used to counteract the deflection of the main tower and eliminate the corner of the top segment (T9 segment). Use the jacks to tension the steel strands to limit the outward expansion of the middle of the main tower, adjust the main tower alignment to the pre-camber alignment and temporarily lock it.

[0041] Step 6: Perform the main tower closure.

[0042] In step 1, the first part of the bracing structure 2 includes the main tower reinforcement structure at the bracing point, and the first part of the tension structure 3 includes the reinforcement section 35 at the tension steel strand bracket.

[0043] In some embodiments, the lifting structure 1 includes a steel pipe pile 11, a connecting system 12, a flange 13, a diagonal brace 14, a first longitudinal beam 15, a first transverse beam 16, a second transverse beam 17, a second longitudinal beam 18, a first pad block 19, a second pad block 110, a jack 111, a first wedge block 112, and a second wedge block 113.

[0044] The steel pipe pile 11 is divided into 6 sections, which are connected in the height direction by flanges 13. The connecting system 12 is used to connect the transverse steel pipe piles 11. The first longitudinal beam 15 is welded to the diagonal brace 14. The first transverse beam 16 and the second transverse beam 17 are welded in the vertical direction of the first longitudinal beam 15. The second longitudinal beam 18 is set above the second transverse beam 17 and in the same direction as the first longitudinal beam 15. The first pad 19 is set above the first transverse beam 16, and the second pad 110 is set above the second longitudinal beam 18. The first pad 19 and the second pad 110 are placed above the first transverse beam 16 and the second longitudinal beam 18 to provide sufficient height for the jack 111 to lift the T9 and T10 sections of the main tower for alignment adjustment. At the same time, the lifting reaction force of the jack 111 is evenly transferred to the structure of the first transverse beam 16 and the second longitudinal beam 18. The first wedge 112 and the second wedge 113 are used to provide sufficient lifting area for the jack 111 to lift the main tower segment T9 segment 5, so that the lifting force of the jack 111 can be evenly transferred to the main tower segment T9 segment 5 and T10 segment 6.

[0045] The second part of the bracing structure 2 includes a bracing truss 21, a first operating platform 210, a bracket 211, a support plate 29, and a hydraulic jack 27. The bracket 211 is welded to the middle segment (T5 segment 4) of the main tower via a steel assembly. The first operating platform 210 is positioned above the bracket 211. The support plate 29 is welded above the first operating platform 210 and supports the hydraulic jack 27. The hydraulic jack 27 is placed above the support plate 29 between the middle segment of the main tower and the bracing truss 21. It controls the inward displacement of the main tower segment by jacking. The main tower reinforcement structure at the bracing point is located inside the wall panel of the middle segment of the main tower. Specifically, the bracing truss 21 has four sections, which are connected in different length directions by a flange 213 for connecting bracing steel pipe piles. The bracing truss steel pipe piles 212 are laterally connected into one unit by a connecting system 214 for lateral connection of the bracing steel pipe piles. The bracket 211 is welded to the T5 segment 4 of the main tower via a steel assembly. The first operating platform 210 is located above the bracket 211 for the convenience of construction personnel. The support plate 29 is welded above the first operating platform 210 to support the hydraulic jack 27.

[0046] The pad block 25 is welded to the outer wall panel of the main tower segment to facilitate the hydraulic jack 27 to provide jacking force to the main tower segment. The pile cap 28 is located on top of the steel pipe pile 212 of the bracing truss to facilitate the bracing truss 21 to provide a jacking position for the hydraulic jack 27. The hydraulic jack 27 is placed above the support plate 29 between the main tower T5 segment 4 and the bracing truss 21, and the jacking control is used to control the inward displacement of the main tower segment.

[0047] The main tower reinforcement structure at the support point is located inside the wall panel of segment 4 of the main tower T5 to prevent the hydraulic jack 27 from damaging the outer wall panel of segment 4 of the main tower T5 when it provides jacking force to the main tower segment.

[0048] In step 3, the tie structure 3 includes a second operating platform 36, an operating platform bracket 37, a tie steel strand bracket 34, tie steel strands 31, an anchor plate 33, a through-hole jack 32, and a reinforcement section 35 at the tie steel strand bracket. The operating platform bracket 37 is welded to the middle section of the main tower to provide support for the second operating platform 36. The tie steel strand bracket 34 is welded to the middle section of the main tower, and the tension of the tie steel strands 31 is transferred to the middle section of the main tower through the tie steel strand bracket 34 to control the outward tilt displacement of the main tower section. The reinforcement section 35 at the tie steel strand bracket is connected to the tie steel strand bracket 34. The anchor plate 33 is welded to the tie steel strand bracket 34 to evenly transfer the load of the tie steel strands 31 to the tie steel strand bracket 34, and at the same time provide a jacking position for the through-hole jack 32.

[0049] Specifically, the tie-beam structure 3 includes a second operating platform 36, an operating platform bracket 37, a bracket 34 for the tie-beams, tie-beams 31, an anchor plate 33, a through-hole jack 32, and a reinforcement section 35 for the tie-beams. The operating platform bracket 37 is welded to the T5 segment 4 of the main tower, providing support for the second operating platform 36. The second operating platform 36 provides a space for construction personnel to perform operations such as tensioning the tie-beams 31 using the through-hole jack 32. The tie-beams bracket 34 is welded to the T5 segment 4 of the main tower, transferring the tension force of the tie-beams 31 to the T5 segment 4 and controlling the outward tilt displacement of the main tower segment. The anchor plate 33 is welded to the tie-beams bracket 34, evenly transferring the load of the tie-beams 31 to the tie-beams bracket 34, while also providing a jacking position for the through-hole jack 32.

[0050] In step 5: jacks are used to lift the lifting support 1 and the counter-bracing structure 2 to counteract the downward deflection of the main tower and eliminate the corner of the end face of segment 5 of T9. At the same time, the tie structure 3 is used to limit the outward expansion of the middle part of the main tower, comprehensively adjust the main tower alignment, and temporarily lock it.

[0051] It will be apparent to those skilled in the art that the present invention is not limited to the details of the exemplary embodiments described above, and that the invention can be implemented in other specific forms without departing from the spirit or essential characteristics of the invention. Therefore, the embodiments should be considered in all respects as exemplary and non-limiting, and the scope of the invention is defined by the appended claims rather than the foregoing description. Thus, it is intended that all variations falling within the meaning and scope of equivalents of the claims be included within the present invention.

Claims

1. A comprehensive alignment adjustment method for the vertical cantilever construction of an elliptical steel tower, characterized in that, Includes the following steps: Step 1: Weld the first part of the bracing structure to the top segment of the main tower in advance, and weld the first part of the tie structure to the middle segment of the main tower in advance. Step 2: After the bottom segment is installed, install the main tower crossbeam, and then install the jacking structure above the main tower crossbeam; Step 3: The tower crane hoists the main tower segments and cantilever assembles them according to the stress-free state until the middle segment is reached. At the same time, the second part of the bracing structure and the second part of the tension structure are installed and spliced. Step 4: The tower crane continues to lift the top segments above the intermediate stage until the top segments are assembled. Step 5: Use the jacks on the lifting support to lift the tower, which is used to counteract the deflection of the main tower and eliminate the corner of the top segment end face. Use the jacks to tension the steel strands to limit the outward expansion of the middle of the main tower, adjust the main tower alignment to the pre-camber alignment and temporarily lock it. Step 6: Perform the main tower closure; In step 1, the first part of the bracing structure includes the main tower reinforcement structure at the bracing point, and the first part of the tie structure includes the reinforcement section at the tie steel strand bracket. The second part of the bracing structure includes a bracing truss, a first operating platform, a bracket, a support plate, and a hydraulic jack. The bracket is welded to the middle section of the main tower by steel sections. The first operating platform is set above the bracket. The support plate is welded above the first operating platform and is used to support the hydraulic jack. The hydraulic jack is placed above the support plate between the middle section of the main tower and the bracing truss. The displacement of the main tower section inward is controlled by jacking. The main tower reinforcement structure at the bracing point is located inside the wall panel of the middle section of the main tower. In step 3, the second part of the tie structure includes a second operating platform, an operating platform bracket, a bracket at the tie steel strand, the tie steel strand, an anchor plate, and a through-hole jack; The operating platform bracket is welded to the middle section of the main tower to provide support for the second operating platform; the tie rod bracket is welded to the middle section of the main tower, and the tension of the tie rod is transferred to the middle section of the main tower through the tie rod bracket to control the outward displacement of the main tower section; the reinforcement section at the tie rod bracket is connected to the tie rod bracket. The anchor plate is welded to the tie rod bracket, which evenly transfers the tie rod load to the tie rod bracket and provides a jacking position for the through jack.

2. The comprehensive alignment adjustment method for vertical cantilever construction of an elliptical steel tower according to claim 1, characterized in that: The lifting structure includes a support assembly and jacks. The jacks are mounted on the support assembly and are used to lift the top segment of the main tower for alignment adjustments.

3. The comprehensive alignment adjustment method for vertical cantilever construction of an elliptical steel tower according to claim 1, characterized in that: In step 5: the jacks on the lifting support and the through jacks on the bracing structure are used to counteract the deflection of the main tower and eliminate the end face rotation of the top segment of the main tower. At the same time, the tie structure is used to limit the outward expansion of the middle stage of the main tower, comprehensively adjust the main tower alignment, and temporarily lock it.

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