A position adjusting and temporary fixing method suitable for cantilever assembly of a steel beam of a cable tower

Abstract

This invention discloses a method for position adjustment and temporary fixing of cantilever steel crossbeams in cable towers, aiming to solve the drawbacks of existing cable tower steel crossbeam scaffolding methods, such as high resource investment, long construction period, and high cost. This method is based on a position adjustment device and a temporary fixing device: the position adjustment device uses corresponding specifications of lifting lugs and adjustment plates on the top plate of the steel crossbeam segment, combined with a chain hoist, to achieve precise fine-tuning and positioning of the segment in the transverse and longitudinal directions; the temporary fixing device uses top plate hangers, bottom plate positioning components, and web plate positioning components at corresponding positions on the segment, and uses 8.8 grade M24 bolts to achieve real-time locking of the entire cross section of the segment. A full penetration welding process and standardized quality inspection procedures ensure construction quality. This invention achieves scaffold-free installation of cable tower steel crossbeams, significantly reducing construction period, lowering overall costs, improving assembly accuracy and construction safety, adapting to various complex construction scenarios, and can be widely applied to the cantilever assembly construction of bridge cable tower steel crossbeams.

Description

Technical Field

[0001] This invention relates to the field of cantilever assembly construction of steel crossbeams for cable towers, and more specifically to a method for position adjustment and temporary fixing of cantilever assembly of steel crossbeams for cable towers. Background Technology

[0002] According to research, the current construction methods for steel crossbeams of cable towers mainly use ground-mounted supports and corbel supports, which not only have drawbacks such as large resource investment, long construction period, and high construction cost, but also provide a position adjustment and temporary fixing system suitable for cantilever assembly of steel crossbeams of cable towers, so as to realize the supportless installation of steel crossbeams of cable towers. Summary of the Invention

[0003] Therefore, to address the aforementioned shortcomings, this invention provides a method for position adjustment and temporary fixing of cantilevered steel beams in cable towers. This system consists of two parts: a position adjustment device and a temporary fixing device. It can complete procedures such as assisted segment positioning, segment position adjustment, and temporary segment fixing during the cantilever assembly of cable tower steel beams, achieving bracketless installation of the cable tower steel beams, thereby reducing resource input, shortening the construction period, and lowering construction costs.

[0004] This invention is implemented as follows: A method for position adjustment and temporary fixing of cantilevered steel beams in cable towers is constructed, characterized by the following implementation: It consists of two parts: a position adjustment device and a temporary fixing device. The former mainly uses lifting lugs and adjustment plates on the top plate of the steel crossbeam segments of the tower to adjust the position of the steel crossbeam segments. Specifically, the plates are installed at 431.5mm from both ends of the longitudinal centerline of the top plate of the edge segments of the steel crossbeam, and the lifting lugs are installed at 500mm and 2000mm from the longitudinal centerline of the top plate on both sides of the middle segment of the steel crossbeam and the connecting section of the tower crossbeam. The main plate of the lifting lug is 24mm thick, the reinforcing plate is 10mm thick, and the stiffening plate is 20mm thick. The top plate and vertical plate of the plate are both 36mm thick. The lifting lugs and the plate are welded to the top plate by full penetration welding, and the weld quality is Grade II. The latter mainly uses top plate hangers, web plate positioning components, and bottom plate positioning components to temporarily fix the steel crossbeam segments of the pylon. Specifically, four top plate hangers are arranged along the bridge direction, all located at the top of the top plate stiffening ribs. Among them, top plate hanger 1 is the connector between the pylon crossbeam connecting section and the crossbeam edge segment, and top plate hanger 2 is the connector between the crossbeam edge segment and the middle segment. The connecting plate is 24mm thick, the splicing plate is 20mm thick, and they are connected to the top plate by penetration welding. The connecting plate and the splicing plate are connected with 8.8 grade M24 ordinary bolts. Similarly, four bottom plate positioning components are arranged along the bridge direction, all located at the bottom plate stiffening ribs. The splicing plate is 24mm thick and is connected with 8.8 grade M24 ordinary bolts. A total of six web plate positioning components are arranged in the cross section of the edge segment, and a total of four web plate positioning components are arranged in the cross section of the middle segment. They are all located on the inner side of the left and right web plates, and their bottom plate, vertical plate, and stiffening plate are all 20mm thick. During operation: First, after the steel beam segment is lifted to the designated position, the lifting lugs and adjustment plates installed on the top plate of the segment are used, and a chain hoist is used to assist in the fine adjustment and positioning of the beam segment in the transverse and longitudinal directions. Then, the top plate hook key → bottom plate positioning key → web plate positioning key are connected in sequence to temporarily fix the steel beam segment. It should be noted that after the bolts are tightened, they should be marked with red paint for quality inspection to prevent omissions. The crane can only be removed after all bolts have been tightened and inspected.

[0005] This invention has the following advantages: This patent aims to solve the drawbacks of the cable tower steel beam support method construction, such as large resource input, long construction period and high construction cost, and provides a method for position adjustment and temporary fixing of cable tower steel beam cantilever assembly, so as to realize the supportless installation of cable tower steel beam. Attached Figure Description

[0006] Figure 1 Elevation layout of the positioning components for the steel crossbeams of the cable tower; Figure 2 Plan layout of positioning components for the steel crossbeam of the cable tower; Figure 3 – Figure 4 Cross-sectional layout diagram of the positioning components for the steel crossbeam of the cable tower; Figure 5 Design drawing of ceiling panel hanging component 1; Figure 6 Design drawing of ceiling panel hanging component 2; Figure 7 Design drawing of base plate positioning components; Figure 8 Design drawing of web plate positioning component; Figure 9 Design drawing of the lifting lug; Figure 10 Design drawing of the hanging plate. Detailed Implementation

[0007] The following will be combined with the appendix Figures 1-10 This invention will be described in detail, and the technical solutions in the embodiments of this invention will be clearly and completely described. Obviously, the described embodiments are only some embodiments of this invention, and not all embodiments. Based on the embodiments of this invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of this invention.

[0008] This invention provides a method for position adjustment and temporary fixing of cantilevered steel beams for cable towers. In practice, it is implemented using a system consisting of a position adjustment device and a temporary fixing device. This system can complete procedures such as auxiliary segment positioning, segment position adjustment, and temporary segment fixing during the cantilevered assembly of the cable tower steel beams, achieving bracketless installation of the cable tower steel beams, thereby reducing resource input, shortening the construction period, and lowering construction costs.

[0009] Structural design description: This system consists of two parts: a position adjustment device and a temporary fixing device. The former mainly uses lifting lugs and adjustment plates on the top plate of the steel crossbeam segments of the tower to adjust the position of the steel crossbeam segments. Specifically, plates are installed at 431.5mm from both ends of the longitudinal centerline of the top plate of the edge segments of the steel crossbeam, and lifting lugs are installed at 500mm and 2000mm from the longitudinal centerline of the top plate on both sides of the middle segments of the steel crossbeam and the connecting section of the tower crossbeam. The main plate of the lifting lug is 24mm thick, the reinforcing plate is 10mm thick, and the stiffening plate is 20mm thick. The top plate and vertical plate of the plate are both 36mm thick. The lifting lugs and plates are welded to the top plate by full penetration welding, and the weld quality is Grade II.

[0010] The latter mainly uses top plate hangers, web plate positioning components, and bottom plate positioning components to temporarily fix the steel crossbeam segments of the pylon. Specifically, four top plate hangers are arranged along the bridge direction, all located at the top of the top plate stiffening ribs. Among them, top plate hanger 1 is the connector between the pylon crossbeam connecting section and the crossbeam side segment, and top plate hanger 2 is the connector between the crossbeam side segment and the middle segment. The connecting plate is 24mm thick, the splicing plate is 20mm thick, and it is connected to the top plate by penetration welding. The connecting plate and the splicing plate are connected with 8.8 grade M24 ordinary bolts. Similarly, four bottom plate positioning components are arranged along the bridge direction, all located at the bottom plate stiffening ribs. The splicing plate is 24mm thick and is connected with 8.8 grade M24 ordinary bolts. A total of six web plate positioning components are arranged in the cross section of the side segment, and a total of four web plate positioning components are arranged in the cross section of the middle segment. They are all located on the inner side of the left and right web plates, and the thickness of the bottom plate, vertical plate, and stiffening plate is 20mm.

[0011] Instructions for use: First, after the steel beam segment is lifted to the designated position, the lifting lugs and adjustment plates installed on the top plate of the segment are used, and a chain hoist is used to assist in the fine adjustment and positioning of the beam segment in the transverse and longitudinal directions. Then, the top plate hook key → bottom plate positioning key → web plate positioning key are connected in sequence to temporarily fix the steel beam segment. It should be noted that after the bolts are tightened, they should be marked with red paint for quality inspection to prevent omissions. The crane can only be removed after all bolts have been tightened and inspected.

[0012] This patent aims to address the drawbacks of the cable tower steel beam support method, such as high resource investment, long construction period, and high construction cost, and provides a method for position adjustment and temporary fixing of cable tower steel beams in cantilever assembly, so as to realize the supportless installation of cable tower steel beams.

[0013] The above description of the disclosed embodiments enables those skilled in the art to make or use the invention. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the general principles defined herein may be implemented in other embodiments without departing from the spirit or scope of the invention. Therefore, the invention is not to be limited to the embodiments shown herein, but is to be accorded the widest scope consistent with the principles and novel features disclosed herein.

Claims

1. A method for position adjustment and temporary fixing of cantilevered steel beams in cable towers, characterized in that; The implementation is as follows; It consists of two parts: a position adjustment device and a temporary fixing device. The former mainly uses lifting lugs and adjustment plates on the top plate of the steel crossbeam segments of the tower to adjust the position of the steel crossbeam segments. Specifically, the plates are installed at 431.5mm from both ends of the longitudinal centerline of the top plate of the edge segments of the steel crossbeam, and the lifting lugs are installed at 500mm and 2000mm from the longitudinal centerline of the top plate on both sides of the middle segment of the steel crossbeam and the connecting section of the tower crossbeam. The main plate of the lifting lug is 24mm thick, the reinforcing plate is 10mm thick, and the stiffening plate is 20mm thick. The top plate and vertical plate of the plate are both 36mm thick. The lifting lugs and the plate are welded to the top plate by full penetration welding, and the weld quality is Grade II. The latter mainly uses top plate hangers, web plate positioning components, and bottom plate positioning components to temporarily fix the steel crossbeam segments of the pylon. Specifically, four top plate hangers are arranged along the bridge direction, all located at the top of the top plate stiffening ribs. Among them, top plate hanger 1 is the connector between the pylon crossbeam connecting section and the crossbeam edge segment, and top plate hanger 2 is the connector between the crossbeam edge segment and the middle segment. The connecting plate is 24mm thick, the splicing plate is 20mm thick, and they are connected to the top plate by penetration welding. The connecting plate and the splicing plate are connected with 8.8 grade M24 ordinary bolts. Similarly, four bottom plate positioning components are arranged along the bridge direction, all located at the bottom plate stiffening ribs. The splicing plate is 24mm thick and is connected with 8.8 grade M24 ordinary bolts. A total of six web plate positioning components are arranged in the cross section of the edge segment, and a total of four web plate positioning components are arranged in the cross section of the middle segment. They are all located on the inner side of the left and right web plates, and their bottom plate, vertical plate, and stiffening plate are all 20mm thick. During operation: First, after the steel beam segment is lifted to the designated position, the lifting lugs and adjustment plates installed on the top plate of the segment are used, and a chain hoist is used to assist in the fine adjustment and positioning of the beam segment in the transverse and longitudinal directions. Then, the top plate hook key → bottom plate positioning key → web plate positioning key are connected in sequence to temporarily fix the steel beam segment. It should be noted that after the bolts are tightened, they should be marked with red paint for quality inspection to prevent omissions. The crane can only be removed after all bolts have been tightened and inspected.

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