Overhanging formwork and climbing frame conversion steel platform at change position of main structure of super high-rise building

Abstract

The utility model belongs to the technical field of building construction, and discloses an overhanging formwork and climbing frame conversion steel platform at a change position of a main structure of a super high-rise building, which comprises an Nth floor slab and an (N-1) th floor slab, and further comprises a stress structure which is arranged between the Nth floor slab and the (N-1) th floor slab in an overhanging manner and is used for overhanging support, the anchoring structures are arranged on the Nth layer of floor and the (N-1) th layer of floor and used for pre-embedded stress and compression fixation, and the stress structure is fixed between the Nth layer of floor and the (N-1) th layer of floor through the anchoring structures; the stress structure comprises a plurality of triangular supports which are evenly distributed, and a plurality of pieces of I-shaped steel are evenly distributed among the triangular supports. According to the overhanging formwork and climbing frame conversion steel platform for the change position of the main structure of the super high-rise building, the advantages of the H-shaped steel, the inclined strut steel pipes and the I-shaped steel are organically combined, the H-shaped steel and the inclined strut steel pipes are high in combination stability and strength and have the functions of a structure overhanging formwork platform and a climbing frame conversion operation platform, and the I-shaped steel is flexible in arrangement and convenient to assemble and disassemble.

Description

Technical Field

[0001] This utility model belongs to the field of building construction technology, and in particular relates to a cantilevered formwork and climbing formwork conversion steel platform at the change of the main structure of a super high-rise building. Background Technology

[0002] Supertall buildings are characterized by complex construction environments, high technical difficulty, and limited working space. As the number of supertall buildings increases, people have higher demands for their designs, requiring more innovative shapes. With increasing height and more complex shapes, especially the variations in the main structure along the building's height, the technical requirements for supertall building construction become even more stringent.

[0003] When a super high-rise building reaches the N+1 floor, the main structure undergoes local changes, with the outward cantilever relative to the Nth floor increasing. At this point, when the climbing scaffold reaches the Nth floor, it cannot continue climbing as a whole and requires partial disassembly and reassembly. The N+1 floor slab also needs partial cantilever formwork support to facilitate pouring. Therefore, selecting a cantilever structure that can serve as both a cantilever formwork support platform and a climbing scaffold conversion platform, while also being safe and reliable, is of great practical significance. To address this, this utility model proposes a cantilever formwork support and climbing scaffold conversion steel platform at the change point in the main structure of a super high-rise building. Utility Model Content

[0004] The purpose of this utility model is to provide a cantilevered formwork and climbing scaffold conversion steel platform at the change point of the main structure of a super high-rise building, so as to solve the problems mentioned in the background art.

[0005] To achieve the above objectives, this utility model provides the following technical solution:

[0006] A cantilevered formwork and climbing scaffolding conversion steel platform at the structural transition point of a super high-rise building includes an Nth floor slab and an N-1th floor slab, a load-bearing structure for cantilever support suspended between the Nth floor slab and the N-1th floor slab, and a plurality of anchoring structures for pre-embedded load-bearing and compression fixing installed on the Nth floor slab and the N-1th floor slab. The load-bearing structure is fixed between the Nth floor slab and the N-1th floor slab through the anchoring structures. The load-bearing structure includes a plurality of evenly distributed triangular frames, with a plurality of I-beams evenly distributed between the triangular frames, and square timber and formwork fully laid on the I-beams. The anchoring structures include pre-embedded parts installed on the Nth floor slab and the N-1th floor slab, and a pre-embedded pressure ring installed on the Nth floor slab.

[0007] Furthermore: the tripod includes an H-beam, under which a diagonal bracing steel pipe is provided, and a stiffening plate is provided between the diagonal bracing steel pipe and the H-beam.

[0008] Furthermore: two stiffening plates are symmetrically arranged front and back, and the H-beam, the diagonal bracing steel pipe and the stiffening plate are welded together.

[0009] Furthermore: the embedded part includes an embedded plate, and a number of embedded ribs are evenly distributed on the bottom of the embedded plate; the embedded pressure ring includes two threaded rods arranged symmetrically, and a pressing steel plate is provided between the threaded rods.

[0010] Compared with existing technologies, the beneficial effects are:

[0011] 1. The combined cantilever steel platform organically combines the advantages of H-beams, diagonal bracing steel pipes, and I-beams. The combination of H-beams and diagonal bracing steel pipes has high stability and strength, and serves as both a structural cantilever formwork support platform and a climbing scaffold conversion operation platform. The I-beams are flexible in setting, easy to assemble and disassemble, and recyclable.

[0012] 2. The cantilevered steel platform is safe and reliable, has a large operating space, and high structural construction efficiency;

[0013] 3. It can simultaneously carry out structural cantilever formwork construction and climbing formwork conversion and disassembly construction, which can accelerate the construction progress of super high-rise buildings. Attached Figure Description

[0014] Figure 1 This is a plan view of the cantilever formwork and climbing frame conversion steel platform at the change point of the main structure of a super high-rise building as described in this utility model;

[0015] Figure 2 This is an AA sectional view of the cantilever formwork and climbing frame conversion steel platform at the change point of the main structure of a super high-rise building as described in this utility model;

[0016] Figure 3 This is a BB sectional view of the cantilever formwork and climbing frame conversion steel platform at the change point of the main structure of a super high-rise building as described in this utility model;

[0017] Figure 4 This is a CC sectional view of the cantilevered formwork and climbing frame conversion steel platform at the change point of the main structure of a super high-rise building, as described in this utility model.

[0018] In the attached diagram, the following are the reference numerals: 1. Floor slab of the N-1th floor; 2. Floor slab of the Nth floor; 3. Floor slab of the N+1th floor; 4. H-beam; 5. Diagonal bracing steel pipe; 6. I-beam; 7. Stiffening plate; 8. Embedded part; 9. Embedded pressure ring; 10. Lower pressure steel plate; 11. Threaded bolt; 12. Disc-lock formwork support; 13. Ordinary steel pipe; 14. Climbing formwork. Detailed Implementation

[0019] The technical solutions of the present utility model will be clearly and completely described below with reference to the accompanying drawings of the embodiments. Obviously, the described embodiments are only some embodiments of the present utility model, and not all embodiments. Based on the embodiments of the present utility model, all other embodiments obtained by those of ordinary skill in the art without creative effort are within the protection scope of the present utility model.

[0020] Please see Figures 1-4 A cantilevered formwork and climbing frame conversion steel platform at the change point of the main structure of a super high-rise building includes an Nth floor slab 2 and an N-1th floor slab 1, a load-bearing structure for cantilever support that is externally suspended between the Nth floor slab 2 and the N-1th floor slab 1, and a number of anchoring structures for pre-embedded load-bearing and compression fixing installed on the Nth floor slab 2 and the N-1th floor slab 1. The load-bearing structure is fixed between the Nth floor slab 2 and the N-1th floor slab 1 through the anchoring structures.

[0021] In this embodiment: the load-bearing structure includes several evenly distributed triangular frames, and several I-beams 6 are evenly distributed between the triangular frames. Square timber and templates are fully laid on the I-beams 6; the triangular frames include H-beams 4, and diagonal bracing steel pipes 5 are set under the H-beams 4. Stiffening plates 7 are set between the diagonal bracing steel pipes 5 and the H-beams 4; two stiffening plates 7 are symmetrically arranged front and back, and the H-beams 4, diagonal bracing steel pipes 5 and stiffening plates 7 are welded together;

[0022] In this embodiment: the anchoring structure includes embedded parts 8 set on the Nth floor slab 2 and the N-1th floor slab 1, and embedded pressure ring 9 set on the Nth floor slab 2; the embedded part 8 includes an embedded plate, and a number of embedded bars are evenly distributed at the bottom of the embedded plate; the embedded pressure ring 9 includes two threaded rods 11 symmetrically arranged, and a pressing steel plate 10 is set between the threaded rods 11.

[0023] Working principle: First, the H-beams 4, diagonal bracing pipes 5, and stiffening plates 7 are welded together to form a series of triangular frames. Embedded parts 8 and embedded pressure rings 9 are pre-embedded before the construction of the N-1th floor slab 1 and the Nth floor slab 2, and the pre-embedded positions are checked to ensure accuracy. Then, a tower crane is used to hoist the welded tripods. The H-beams 4 are welded and fixed to the embedded parts 8 on the Nth floor slab 2, and two sets of embedded pressure rings 9 are used to press the middle and end of the H-beams 4 respectively. The diagonal bracing pipes 5 are attached to the embedded parts 8 on the N-1th floor slab 1. Welding and fixing are performed by using a tower crane to hoist the I-beam 6 onto the H-beam 4 and fix it in place. Then, square timber and formwork are fully laid on the I-beam 6 to form a rigid, cantilevered steel platform. The climbing scaffold 14 is re-erected on the cantilevered steel platform on the Nth floor slab 2. After the climbing scaffold 14 from the Nth floor slab 2 to the N+1th floor slab 3 is erected, ordinary steel pipes 13 are used for temporary bracing to ensure the stability of the climbing scaffold 14. Finally, the disc-lock formwork scaffold 12 for the N+1th floor slab 3 is erected on the cantilevered steel platform on the Nth floor slab 2.

[0024] The construction process specifically includes the following steps:

[0025] (1) Fabricate 4 cantilevered H-beams and 5 diagonal bracing pipes.

[0026] In this embodiment, the H-beam 4 main beam uses H500×300×12×28 steel, the diagonal bracing pipe 5 uses φ219×10 steel pipe, and the stiffening plate 7 uses 250×250×10 steel plate. The specific steps are as follows: Positioning reinforcement bars are installed starting 100mm from the farthest point of the cantilever main beam. These positioning reinforcement bars are made of Grade III steel from the steel scrap pool, with a diameter not less than 25mm and a length not less than 100mm and not more than 200mm. The reinforcement bars are welded to the I-beam 6. The finished I-beam 6 should first be coated with a layer of anti-rust paint, then with a layer of yellow paint. Then, the layout is laid out on the ground, and the H-beam 4, diagonal bracing pipe 5, and stiffening plate 7 are welded into a cantilevered triangular frame according to the layout drawing.

[0027] (2) Embedded pressure ring 9 / Embedded part 8

[0028] The embedded pressure ring 9 consists of 20 threaded rods 11 and a 700×100×20 pressing steel plate 10. After being coated with a layer of anti-rust paint, the surface is then coated with a layer of yellow paint. The embedded part 8 consists of a 400×500×15 embedded plate and a φ25 embedded bar. The embedded pressure ring 9 / embedded part 8 should be pre-installed in the concrete beam slab before pouring the concrete at this location. The threaded part of the embedded pressure ring 9 is covered with a 25mm diameter PVC pipe, and the upper opening is sealed with tape to prevent damage to the threaded part during concrete pouring.

[0029] (3) Install the cantilevered H-beams 4 main beams

[0030] ① The installation of the four cantilevered H-beam main beams will be assisted by a tower crane. The selection of lifting points should ensure that the components do not deform or twist during lifting and remain stable. Soft materials such as rubber should be used as padding between the wire ropes and the steel beams. Before lifting, the lifting machinery and tools should be checked to ensure they are in good working order. If any problems are found, lifting should be stopped until the problems are resolved. Operating machinery and tools with defects is strictly prohibited. Work should be stopped when the wind force is greater than or equal to level four.

[0031] ② Before the formal hoisting, a trial hoisting should be conducted using a two-point hoisting method. The hoisting points should be 0.2L (L is the length of the steel beam) from the end. A 10mm diameter steel wire rope should be used for hoisting, ensuring the wire rope forms a 45° angle with the I-beam. During the trial hoisting, the hook should be raised slowly, and the slings should be straightened during the lifting process. Once the slings are taut, the lifting of the hook should be stopped, and the slings should be checked to ensure they are securely fastened. After the check is completed, the hook should be raised slowly, and the hoisting point positions and component stress should be checked and adjusted.

[0032] ③ The formal hoisting can only proceed after the trial hoisting is completed and all requirements are met. During the formal hoisting, a guy rope is attached to one end of the steel beam to adjust its direction and swing in the air. When hoisting, first lift the steel beam off the ground. If both ends of the steel beam remain stable, lift it slowly. When the steel beam is lifted above the Nth floor level, the crane should stop lifting and move the trolley to extend one end of the steel beam into the floor. Once the steel beam is in the correct position, installation can begin.

[0033] ④ Installation is carried out by hoisting one piece at a time, with two tightening steps. The first step is initial tightening, where the H-beam 4 is placed in the pre-embedded pressure ring 9, with the cantilever end extended to the specified length, and then the nuts are tightened to ensure that the H-beam 4 will not move. The second step is final tightening, where after the initial tightening of all H-beam 4 in the section is completed, the spacing, cantilever length, and direction of the I-beams 6 in the section are checked for correctness. If any are incorrect, they are adjusted immediately. If there are no problems, the gaps at the anchoring points of the H-beam 4 are filled with wooden blocks, and finally the double nuts on the pre-embedded pressure ring 9 are tightened.

[0034] ⑤ The anchoring rings at the tail of the H-beam 4 main beam are only for temporary fixation. After the spacing, cantilever length, and direction of the I-beam 6 are confirmed to be correct, the H-beam 4 main beam will be welded and fixed to the pre-embedded plates, and the diagonal bracing steel pipes 5 will be welded and fixed to the embedded plates in the N-1 layer structural beam. During the welding process, there should be no undercut, missing material, slag inclusions, or porosity.

[0035] (4) Install the cantilevered I-beams (6 beams)

[0036] After the cantilevered I-beam 6 main beam and the diagonal bracing steel pipe 5 are welded, scaffolding planks, each 5cm thick, are laid outwards from the wall side of the main beam. The planks are securely tied to both ends of the main beam with steel wire before construction workers can work on the plank platform. During the plank laying process, workers can weld the secondary beams to the upper flange of the main beam sequentially from the plank platform.

[0037] (5) Hard isolation at the bottom of the cantilever frame

[0038] After the cantilevered I-beam 6 is installed, square timber is laid on top of it, and templates are used to ensure neat joints without gaps to prevent steel pipes and other materials from falling and injuring people. Debris on the scaffolding must be cleaned up in a timely manner.

[0039] (6) Reinstallation of scaffold 14

[0040] The climbing scaffold 14 is raised to the Nth floor. After the Nth floor slab 2 is completed, the climbing scaffold 14 is dismantled, the cantilevered formwork support is installed, and the climbing scaffold 14 operating frame is re-erected. The cantilevered formwork support platform in this area also serves as the leveling frame for the climbing scaffold 14. After the climbing scaffold 14 is re-erected, the N+1th floor slab 3 is constructed. Subsequently, the climbing scaffold 14 is erected layer by layer along with the main structure.

[0041] (7) Erect poles and sweeping poles

[0042] From a safety perspective, the horizontal spacing of the uprights is 900mm, and the longitudinal spacing is determined based on the actual site conditions (generally 900mm). The horizontal bar spacing is 1500mm. The uprights are erected along the I-beams in direction 6, extending into the main structure and reliably connected to it. The height-to-width ratio of the formwork should preferably be controlled within 3. Formwork with a height-to-width ratio greater than 3 should be rigidly connected to the existing structure or have anti-overturning measures implemented.

[0043] Uprights should be connected via socket joints. The first layer of uprights should be staggered with uprights of varying lengths, with a vertical distance of at least 500mm between staggered uprights. Each upright should have a wooden base plate at least 20mm thick at its base. Scaffold uprights must be equipped with longitudinal and transverse ground bracing. The centerline of the lowest horizontal bracing should be no more than 550mm above the base plate of the adjustable scaffold.

[0044] (8) Erect horizontal and diagonal bars

[0045] The horizontal strut spacing is 1.5m, with a total of three horizontal struts (including the bottom sweeping strut). The entire cantilevered formwork system must be connected to the internal formwork system of the structure to form a whole. After the vertical and horizontal struts are erected, diagonal bracing should be installed. For formwork with a standard strut spacing of 1.5m, the vertical diagonal bracing should be arranged according to the formwork erection height, formwork model, and design value of the axial force of the vertical struts.

[0046] (9) Cantilever demolition

[0047] The method for dismantling the six secondary I-beams is as follows: Manual hoists are used to hold the secondary beams in place. Each hoist is fixed to the floor slab with two M20 mechanical bolts at its tail. The secondary beams are cut in sections, ideally at the mid-span (skipping sections to cut at the mid-span to prevent instability and collapse). Two manual hoists are then fixed at both ends to the secondary beams and simultaneously pulled inwards to the floor slab. The beams are then cut into sections approximately 2.5 meters long and placed on the unloading platform for transport by tower crane.

[0048] H-beam 4 main beam dismantling: First, use a manual hoist to pull the H-beam 4 main beam (with holes drilled at the tail of the H-beam 4 main beam). The tail of the hoist is fixed to the floor slab with two M20 mechanical bolts. Then, cut off the weld at the lower support rod and the weld between the main beam and the embedded parts. Next, loosen the pressure plates of the two sets of pressure rings. Use a pry bar to pry the main beam outward to the tower crane lifting point (pry outward 1.2m). After the tower crane lifts the lifting ring, remove the two sets of pressure rings in sequence from the outside in. Finally, remove the manual hoist used for safety. The tower crane then lifts the main beam away by a single point.

[0049] Although embodiments of the present invention have been shown and described, it will be understood by those skilled in the art that various changes, modifications, substitutions and alterations can be made to these embodiments without departing from the principles and spirit of the present invention, the scope of which is defined by the appended claims and their equivalents.

Claims

1. A cantilevered formwork and climbing frame conversion steel platform at a main structure change of an ultrahigh-rise building, comprising an Nth floor slab (2) and an (N-1)th floor slab (1), characterized in that: It also includes the force structure for overhanging support arranged between the Nth floor slab (2) and the N-1th floor slab (1), and a plurality of anchor structures for pre-buried force and compression fixation arranged on the Nth floor slab (2) and the N-1th floor slab (1), wherein the force structure is fixed between the Nth floor slab (2) and the N-1th floor slab (1) through the anchor structures; The force structure includes a plurality of triangular frames uniformly distributed, and a plurality of H-shaped steel (6) uniformly distributed between the triangular frames, and the H-shaped steel (6) is fully paved with square wood and a formwork; The anchor structure includes a pre-buried part (8) arranged on the Nth floor slab (2) and the N-1th floor slab (1), and a pre-buried compression ring (9) arranged on the Nth floor slab (2).

2. The cantilevered formwork and climbing frame conversion steel platform at the super high-rise building main structure change according to claim 1, characterized in that: The triangular frame includes an H-shaped steel (4), and an inclined bracing steel pipe (5) arranged below the H-shaped steel (4), and a stiffening plate (7) arranged between the inclined bracing steel pipe (5) and the H-shaped steel (4).

3. The cantilevered formwork and climbing frame conversion steel platform at the varying part of the main structure of an ultrahigh-rise building according to claim 2, characterized in that: The stiffening plate (7) is symmetrically arranged in front of and behind the H-shaped steel (4), the inclined bracing steel pipe (5) and the stiffening plate (7) are welded together.

4. The cantilevered formwork and climbing frame conversion steel platform at the super high-rise building main structure change according to claim 1, characterized in that: The pre-buried part (8) includes a buried plate, and a plurality of embedded steel bars are uniformly distributed at the bottom of the buried plate; the pre-buried compression ring (9) includes two sleeve wire screws (11) symmetrically arranged, and a lower compression steel plate (10) is arranged between the sleeve wire screws (11).

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