Steel structure cantilever high-altitude platform and construction method

Abstract

The application relates to the field of building structures and provides a steel structure overhanging high-altitude platform, an A tower, a B tower, an overhanging high-altitude platform and a diagonal bracing device, the overhanging high-altitude platform is arranged between the A tower and the B tower in two layers, the diagonal bracing device is arranged between the overhanging high-altitude platforms in the two layers, and the overhanging high-altitude platform comprises a main beam, a first secondary beam, a second secondary beam, a first node plate, a second node plate, a first truss and a second truss. The steel structure is assembled and reinforced through the main beam, the first secondary beam, the second secondary beam, the first node plate, the second node plate, the first truss and the second truss, is suitable for the case that the overhanging height is large, the span is large and the construction load is large, the overhanging high-altitude platform is pre-assembled on the jig arranged on the basement roof structure surface directly below the projection surface, the high-altitude platform pre-assembly on the jig is realized, the installation efficiency and safety of the overhanging platform are obviously improved, and the construction difficulty is reduced.

Description

Technical Field

[0001] This invention relates to the field of building structures, and in particular to a steel structure cantilevered high-altitude platform and its construction method. Background Technology

[0002] Cantilever structures are a common and unique design in the architectural field. They create a distinctive appearance and more flexible space utilization by cantilevering part of the structure outside the main building. For this type of structure, due to the lack of a construction platform, temporary construction platforms are generally erected using full-span scaffolding, cantilevered scaffolding, or triangular bracing. However, ensuring the safety of personnel working at height is crucial during scaffolding erection, making construction quite challenging. Therefore, this application is submitted. Summary of the Invention

[0003] One objective of this invention is to provide a steel-structure cantilevered high-altitude platform to solve the technical problems of existing technologies that generally use filter cotton or filter mesh to block hair. Filter mesh generally plays a role in blocking hair, but once hair gets caught in the filter mesh, it is easy to get stuck inside the hair dryer. Filter cotton requires later disassembly and cleaning, which is inconvenient and costly.

[0004] To achieve the above objectives, the technical solution adopted by the present invention is: a steel structure cantilevered high-altitude platform, comprising Tower A, Tower B, the cantilevered high-altitude platform, and a bracing device. The cantilevered high-altitude platform is divided into upper and lower layers and is set between Tower A and Tower B. The bracing device is set between the upper and lower layers of the cantilevered high-altitude platform. The cantilevered high-altitude platform includes: a main beam, a first beam, a second beam, a first node plate, a second node plate, a first truss, and a second truss. Two main beams are arranged in parallel. The first beam is arranged in parallel between the two main beams and on one side of the main beam. The first beam is arranged perpendicular to the main beam. The second beam is arranged in parallel between the first beams and parallel to the main beam. The first node plate and the second node plate are respectively arranged at the intersection of the first beam and the second beam and at the intersection of the main beam and the first beam. The second node plate is arranged on the main beam. The first truss is arranged between the first node plates diagonally opposite each other. The second truss is arranged between the first node plates diagonally opposite each other.

[0005] Furthermore, the diagonal bracing device includes a diagonal support rod and a first torsion-shear type high-strength bolt. The first torsion-shear type high-strength bolt is installed on the main beam of the upper and lower layers of the cantilevered high-altitude platform, and the diagonal support rod is installed between the first torsion-shear type high-strength bolts on the upper and lower sides.

[0006] Furthermore, a pre-embedded steel beam is provided inside Tower A, and the main beam of the cantilevered high-altitude platform near one end of Tower A is connected to the pre-embedded steel beam.

[0007] Furthermore, the web between the main beam and the embedded steel beam is connected by a second type of torsion-shear high-strength bolt, and the flange is welded by carbon dioxide gas shielded welding.

[0008] Furthermore, the first torque-shear type high-strength bolt is a 72-M24 torque-shear type high-strength bolt.

[0009] Furthermore, the second torque-shear type high-strength bolt is a 25-M30 torque-shear type high-strength bolt.

[0010] A construction method comprising the following steps: Step 1: First, assemble the frame on the basement roof slab structure directly below the projection plane for the cantilevered high-altitude platform; Step 2: Place the main beam on the jig and level it, then install the first beam and the second beam in sequence; Step 3: Install the first node plate and the second node plate at the intersection of the main beam, the first beam and the second beam, and install the first truss and the second truss between the diagonally opposite first node plates and between the diagonally opposite first node plates and the second node plates for reinforcement; Step 4: After the cantilevered high-altitude platform is pre-assembled, four temporary support rods are used to strongly connect the two layers of the cantilevered high-altitude platform to make it a whole; Step 5: Using a hydraulic lifter, the cantilevered aerial platform assembled in Step 4 is hoisted between Tower A and Tower B, so that the cantilevered aerial platform is connected to the pre-embedded steel beam of Tower A. Step 6: Remove the temporary support rods between the upper and lower cantilevered aerial platforms; Step 7: Install the inclined support rod between the upper and lower cantilevered aerial platforms. The inclined support rod is connected to the main beam with 25-M30 torsion shear bolts, and the load is unloaded at the lifting point.

[0011] Furthermore, in step 4, 25020 stiffening plate fillet welds are provided on both sides of the joint between the temporary support rod and the main beam for double-sided welding.

[0012] Furthermore, in step 4, the temporary support rod is connected to the main beam by four temporary diagonal members made of Q355B material and with specification B20020010.

[0013] The above-described technical solutions in the embodiments of the present invention have at least the following technical effects or advantages: By adopting the above technical solutions, this application uses a steel structure, with reinforcement achieved through assembly between the main beam, first beam, second beam, first node plate, second node plate, first truss, and second truss. This is suitable for situations with large suspended heights, large spans, and heavy construction loads. This application also eliminates the need for pre-assembly of the cantilevered aerial platform on the basement roof slab structure directly below the projection plane, thus significantly improving the installation efficiency and safety of the cantilevered platform, reducing construction difficulty, and ensuring project quality and progress. Furthermore, this application features a simple structure and convenient construction, reducing the dangers of high-altitude operations, lowering construction difficulty and safety risks, and avoiding cross-operations with surrounding buildings, thereby improving construction efficiency. Attached Figure Description

[0014] To more clearly illustrate the technical solutions in the embodiments of the present invention, 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.

[0015] Figure 1 This is a schematic diagram of the structure provided for an embodiment of the present invention; Figure 2 A schematic diagram of a temporary support rod structure provided in an embodiment of the present invention; Figure 3 This is a top view cross-sectional structural diagram provided for an embodiment of the present invention; Figure 4 A schematic diagram of the first node plate, the first truss, and the second truss structure provided in an embodiment of the present invention; Figure 5 This is a schematic diagram of the inclined support rod structure provided in an embodiment of the present invention; The following are the labeling elements in the figure: 1. Tower A; 2. Tower B; 3. Cantilevered high-altitude platform; 4. Main beam; 5. First beam; 6. Second beam; 7. First gusset plate; 8. Second gusset plate; 9. First truss; 10. Second truss; 11. Diagonal support rod; 12. First torsion-shear type high-strength bolt; 13. Embedded steel beam; 14. Second torsion-shear type high-strength bolt; 15. Temporary support rod. Detailed Implementation

[0016] Embodiments of the present invention are described in detail below, examples of which are illustrated in the accompanying drawings, wherein the same or similar reference numerals denote the same or similar elements or elements having the same or similar functions throughout. The embodiments described below with reference to the accompanying drawings are exemplary and intended to explain the present invention, and should not be construed as limiting the present invention.

[0017] In the description of this invention, it should be understood that the terms "length", "width", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "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 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.

[0018] Furthermore, the terms "first" and "second" are used for descriptive purposes only and should not be construed as indicating or implying relative importance or implicitly specifying the number of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include one or more of that feature. In the description of this invention, "a plurality of" means two or more, unless otherwise explicitly specified.

[0019] In this invention, unless otherwise explicitly specified and limited, the terms "installation," "connection," "linking," and "fixing," etc., should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral part; 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; they can refer to the internal communication of two components or the interaction between two components. Those skilled in the art can understand the specific meaning of the above terms in this invention according to the specific circumstances.

[0020] Please see Figure 1-5 This application provides a steel structure cantilevered high-altitude platform, consisting of Tower A1, Tower B2, cantilevered high-altitude platform 3, and diagonal bracing device. The cantilevered high-altitude platform 3 is divided into upper and lower layers and is set between Tower A1 and Tower B2. The diagonal bracing device is set between the upper and lower layers of the cantilevered high-altitude platform 3. The cantilevered high-altitude platform 3 includes: main beam 4, first beam 5, second beam 6, first node plate 7, second node plate 8, first truss 9, and second truss 10. Two main beams 4 are set in parallel. The first beam 5 is set in parallel between the two main beams 4 and on one side of the main beam 4. The first beam 5 is set perpendicular to the main beam 4. The second beam 6 is set in parallel between the first beams 5 and parallel to the main beam 4. The first node plate 7 and the second node plate 8 are respectively set at the intersection of the first beam 5 and the second beam 6 and at the intersection of the main beam 4 and the first beam 5. The second node plate 8 is set on the main beam 4. The first truss 9 is set between the first node plates 7 at opposite corners. The second truss 10 is set between the first node plates 7 and the second node plate 8 at opposite corners.

[0021] Specifically, each cantilevered high-altitude platform 3 consists of two main beams 4, along with a first beam 5, a second beam 6, a first node plate 7, a second node plate 8, a first truss 9, and a second truss 10. The cross-sections of the two main beams 4 are H1400~1000*600*40*45 and H1400~1000*500*30*40, respectively. In some embodiments, the diagonal bracing device includes a diagonal support rod 11 and a first torsion-shear type high-strength bolt 12. The first torsion-shear type high-strength bolt 12 is disposed on the main beam 4 of the upper and lower cantilevered high-altitude platform 3, and the diagonal support rod 11 is disposed between the first torsion-shear type high-strength bolts 12 on the upper and lower sides. The first torsion-shear type high-strength bolt 12 is a 72-M24 torsion-shear type high-strength bolt.

[0022] In some embodiments, a pre-embedded steel beam 13 is provided inside Tower A1, and the main beam 4 of the cantilevered high-altitude platform 3 near one end of Tower A1 is connected to the pre-embedded steel beam 13.

[0023] Specifically, when the cantilevered high-altitude platform 3 is raised to a position close to the pre-embedded steel beam 13 of Tower A, it is about 1.5m to 2.0m away from the design elevation, so that the height of the cantilevered high-altitude platform 3 meets the alignment accuracy requirement of 2mm with the pre-embedded steel beam 13 on the concrete column.

[0024] In some embodiments, the web between the main beam 4 and the embedded steel beam 13 is connected by a second torsion shear type high-strength bolt 14, which is a 25-M30 torsion shear type high-strength bolt, and the flange is welded by carbon dioxide gas shielded welding.

[0025] Specifically, the connecting plate of the web plate position is finely adjusted so that the corbel at the wing plate is aligned with the section of the cantilevered high-altitude platform 3. The second torsion shear type high-strength bolt 14 is initially tightened to achieve preliminary fixation, and then welding is performed. After the welding is completed, the final tightening is performed to achieve final fixation. Then, quality inspection is carried out. After the inspection is qualified, the temporary reinforcing rods at the root of the cantilever are first removed, that is, the 15 temporary support rods. Finally, the diagonal bracing between the two platforms is installed, and then the temporary reinforcing rods at the cantilever end of the cantilevered high-altitude platform 3 are removed, and the lifting points are unloaded.

[0026] A construction method comprising the following steps: Step 1: First, assemble the frame on the basement roof structure directly below the projection plane of the cantilevered high-altitude platform 3; Step 2: Place the main beam 4 on the jig and level it, then install the first beam 5 and the second beam 6 in sequence; Step 3: Install the first node plate 7 and the second node plate 8 at the intersection of the main beam 4, the first beam 5 and the second beam 6. Install the first truss 9 and the second truss 10 between the diagonally opposite first node plates 7 and between the diagonally opposite first node plates 7 and the second node plates 8 for reinforcement. Step 4: After the pre-assembly of the cantilevered high-altitude platform 3 is completed, four temporary support rods 15 are used to strongly connect the two layers of cantilevered high-altitude platforms 3 to make them a whole; Step 5: Using the hydraulic lifter, the cantilevered aerial platform 3 assembled in Step 4 is hoisted between Tower A 1 and Tower B 2, so that the cantilevered aerial platform 3 is connected to the pre-embedded steel beam of Tower A 1. Step 6: Remove the temporary support rod 15 between the upper and lower cantilevered aerial platforms 3; Step 7: Install the inclined support rod 11 between the upper and lower cantilevered aerial platforms 3. The inclined support rod 11 is connected to the main beam 4 by 25-M30 torsion shear bolts, and the load is unloaded at the lifting point.

[0027] Specifically, in step 1, a 15m long frame is constructed using four HN200100 steel sections, which are placed parallel to the basement roof beam. The frame is supported by leveling supports welded to the main beam 4 at the contact point between the main beam 4 and the frame. The supports are made of HN200*100 steel sections and L100*100*10 angle steel, welded together. There are four leveling supports on each of the two main beams 4. The platform is leveled and reinforced using the eight leveling supports on the frame.

[0028] In step 4, the main steel beam between the upper and lower cantilevered high-altitude platforms 3 consists of four steel beams made of Q355B material with specifications B35035014. These beams are connected to temporary support rods 15 by strong welding. The temporary support rods 15 have a cross-section of B350x350x14 and a weld grade of level II. 250*20 stiffening plates with double-sided fillet welds are installed on both sides of the joint between the temporary support rods 15 and the main beams 4. The weld grade is level II. The steel beams of the cantilevered section are connected by four temporary diagonal members made of Q355B material with specifications B20020010, with a weld grade of level II.

[0029] In step 5, after the upper and lower cantilevered aerial platforms 3 are raised into place, the main beam 4 is connected to the pre-embedded steel beam 13 of Tower A 1 using 72-M24 torque-shear type high-strength bolts. The wing plates are welded using carbon dioxide gas shielded welding. The main beam 4 is the cantilevered part near Tower B 2. After docking with the pre-embedded steel beam 13, the temporary support rods 15 are removed, and the diagonal support rods 11 between the upper and lower cantilevered aerial platforms 3 are installed. These diagonal support rods 11 are connected to the main beam 4 using 25-M30 torque-shear type high-strength bolts, and the load is unloaded at the lifting points.

[0030] Specifically, the members of the cantilevered high-altitude platform 3 are assembled using a truck crane, and the assembly sequence is as follows: assemble the first section of the first-floor main beam 4 → position the first beam 5 and the second beam 6 → hoist another main beam 4 → tighten the first beam 5 and the second beam 6 → install the temporary support rod 15 → assemble the first section of the second-floor main beam 4 → position the first beam 5 and the second beam 6 → hoist another main beam 4 on the second floor → tighten the first beam 5 and the second beam 6 → hoist the first-floor horizontal inclined cable → hoist the second-floor horizontal inclined cable → hoist the cantilevered steel beam.

[0031] Specifically, to ensure the overall stability of the cantilevered high-altitude platform 3 during lifting, 15 temporary support rods need to be welded for reinforcement. The installation of the 15 temporary support rods is carried out by using a truck crane to lift the components to the position requiring reinforcement and weld them to the steel connecting corridor components or the already connected reinforcement rods. The welds are fillet welds.

[0032] The above are merely preferred embodiments of the present invention and are not intended to limit the present invention. Any modifications, equivalent substitutions, and improvements made within the spirit and principles of the present invention should be included within the protection scope of the present invention.

Claims

1. A cantilevered aerial platform based on a steel structure, comprising a tower A (1), a tower B (2), a cantilevered aerial platform (3), and a bracing device, wherein the cantilevered aerial platform (3) is arranged in two layers between the tower A (1) and the tower B (2), and the bracing device is arranged between the two layers of the cantilevered aerial platform (3), characterized in that, The cantilevered high-altitude platform (3) includes: main beam (4), first beam (5), second beam (6), first node plate (7), second node plate (8), first truss (9), and second truss (10); Two main beams (4) are arranged in parallel. The first beam (5) is arranged in parallel between the two main beams (4) and on one side of the main beam (4). The first beam (5) is arranged perpendicular to the main beam (4). The second beam (6) is arranged in parallel between the first beams (5) and parallel to the main beam (4). The first node plate (7) and the second node plate (8) are respectively arranged at the intersection of the first beam (5) and the second beam (6) and at the intersection of the main beam (4) and the first beam (5). The second node plate (8) is arranged on the main beam (4). The first truss (9) is arranged between the first node plates (7) at opposite corners. The second truss (10) is arranged between the first node plates (7) at opposite corners.

2. The cantilevered high-altitude platform based on a steel structure according to claim 1, characterized in that, The diagonal bracing device includes a diagonal support rod (11) and a first torsion shear type high-strength bolt (12). The first torsion shear type high-strength bolt (12) is installed on the main beam (4) of the upper and lower layers of the cantilevered high-altitude platform (3). The diagonal support rod (11) is installed between the first torsion shear type high-strength bolts (12) on the upper and lower sides.

3. The cantilevered high-altitude platform based on a steel structure according to claim 1, characterized in that, The A tower (1) is equipped with a pre-embedded steel beam (13), and the main beam (4) of the cantilevered high-altitude platform (3) near the A tower (1) is connected to the pre-embedded steel beam (13).

4. The cantilevered high-altitude platform based on a steel structure according to claim 3, characterized in that, The web between the main beam (4) and the embedded steel beam (13) is connected by a second torsion shear type high-strength bolt (14), and the flange is welded by carbon dioxide gas shielded welding.

5. A cantilevered high-altitude platform based on a steel structure according to claim 2, characterized in that, The first torsion shear type high-strength bolt (12) is a 72-M24 torsion shear type high-strength bolt.

6. A steel structure cantilevered high-altitude platform according to claim 4, characterized in that, The second torque shear type high-strength bolt (14) is a 25-M30 torque shear type high-strength bolt.

7. A construction method based on a steel structure cantilevered high-altitude platform as described in claim 1, characterized in that, Includes the following steps: Step 1: Cantilevered high-altitude platform (3) First, arrange the assembly frame on the basement roof structure directly below the projection plane; Step 2: Place the main beam (4) on the jig and level it, then install the first beam (5) and the second beam (6) in sequence. Step 3: Install the first node plate (7) and the second node plate (8) at the intersection of the main beam (4), the first beam (5) and the second beam (6), and install the first truss (9) and the second truss (10) between the diagonally opposite first node plates (7) and between the diagonally opposite first node plates (7) and the second node plate (8) for reinforcement; Step 4: After the cantilevered high-altitude platform (3) is pre-assembled, four temporary support rods (15) are used to strongly connect the two layers of the cantilevered high-altitude platform (3) to make it a whole; Step 5: Using a hydraulic lifter, the cantilevered high-altitude platform (3) assembled in step 4 is hoisted between tower A (1) and tower B (2) using a hydraulic lifter, so that the cantilevered high-altitude platform (3) is connected to the pre-embedded steel beam of tower A (1); Step 6: Remove the temporary support rod (15) between the upper and lower cantilevered aerial platforms (3); Step 7: Install the inclined support rod (11) between the upper and lower cantilevered high-altitude platforms (3). The inclined support rod (11) is connected to the main beam (4) by 25-M30 torsion shear bolts, and the load is unloaded at the lifting point.

8. The construction method according to claim 7, characterized in that, In step 4, stiffening plate fillet welds are provided on both sides of the joint of the temporary support rod (15) and the main beam (4) for double-sided welding.

9. The construction method according to claim 7, characterized in that, In step 4, the temporary support rod (15) is connected to the main beam (4) by four temporary diagonal members made of Q355B material.

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