Self-balancing non-through-wall formwork supporting system for high-rise building roof cantilever structure

Abstract

The invention relates to a high-rise building roof cantilever structure formwork supporting system and a construction method thereof, and belongs to the technical field of building construction. In order to solve the problems that a traditional overhanging formwork needs to penetrate through a wall to retain a hole, leakage is prone to occurring, and dismantling is tedious, root high-strength bolt-end plate connection is adopted, an 18 # I-shaped steel main beam is not arranged on an overhanging section, and the 18 # I-shaped steel main beam and a 12 # I-shaped steel inclined strut form a self-balancing triangular stress unit; a disc buckle type cantilever outer frame is installed at the outer end of the same main beam, a steel pipe formwork is erected at the inner end of the same main beam, load distribution is optimized through finite elements, and the maximum hogging moment is reduced by more than or equal to 20% compared with a traditional scheme. Continuous concrete pouring of the cantilever structure can be achieved through one-time building of the system, holes do not need to be reserved in an outer wall, the whole cantilever structure can be hoisted away only by loosening bolts and cutting off inclined strut weld joints during dismantling, and materials can be turned over by 100%. The method obviously eliminates the hidden danger of leakage, shortens the construction period, reduces the cost, and is suitable for construction of various cantilever structures such as cantilever slabs, cantilever beams and aerial corridors.

Description

TECHNICAL FIELD

[0001] The present application relates to a self-balancing non-wall-penetrating formwork support system for high-rise building roof overhanging structure. BACKGROUND

[0002] In today's construction field, with the continuous development of urban construction, high-rise buildings are increasing, and the application of roof cantilever structure such as cantilever plate and beam is also more and more widely used. These cantilever structures not only play an important role in the decoration of the building appearance, but also have a key influence on the function and structural stability of the building.

[0003] At present, the common types of high-rise building roof cantilever beam and slab formwork support frame each have their own applicable scenarios, but they all have obvious limitations. Although the landing type formwork support frame is suitable for structures with low height and complex form, it is not suitable for high-rise buildings due to its high structural height. The use of landing type formwork support frame will face problems such as large amount of materials, high construction difficulty, increased cost, and may also be limited by site conditions. Although the type steel cantilever type formwork support frame is widely used, the traditional way of cantilever steel beam needs to leave a hole on the building surface and install through the wall, and is anchored on the floor panel and beam with U-shaped embedded parts. This method will cause damage to the concrete, beams, plates and other structures reserved in the outer wall, and the wall will be prone to water seepage at the wall where the I-beam penetrates, affecting the durability and use function of the building. Moreover, the I-beam extending into the room has different angles and lengths, which will hinder the operation and walking of indoor construction personnel, is not conducive to the cleaning of construction waste, and increases the management difficulty of the construction site. When the I-beam is removed, the U-shaped anchor ring often needs to be cut on site, and the hole needs to be filled with bricks after removal, which not only increases the construction time and cost, but also may cause secondary damage to the main structure.

[0004] The bailey frame is suitable for the condition that the intermediate layer has many protruding structures and the upper and lower layers are standard layers, but it is limited in application in other types of building structures, and its versatility is poor. The triangular support steel platform is mainly used for air corridor construction, and is not completely suitable for the construction of high-rise building roof cantilever plate and beam.

[0005] In summary, the existing high-rise building roof cantilever beam and slab formwork support frame technology cannot meet the requirements of modern building construction in terms of quality, efficiency, cost and environmental protection. SUMMARY

[0006] The present application aims to overcome the defects of the prior art and provide a self-balancing non-wall-penetrating formwork support system for high-rise building roof overhanging structure, which solves the problem of difficult construction of high-rise building roof cantilever plate and beam.

[0007] In order to solve the above technical problems, the present application is implemented as follows: A self-balancing non-wall-penetrating formwork support system for high-rise building roof overhanging structure, characterized in that it comprises: The cantilever platform comprises a cantilever main beam and a diagonal brace, the cantilever main beam is detachably connected to the end plate embedded in the side vertical surface of the beam or plate of the building structure only through high-strength bolts at the root, and the overhanging section of the cantilever main beam is free of any wall-penetrating components; the upper end of the diagonal brace is welded to the lower flange of the cantilever main beam, and the lower end is welded to the steel plate embedded in the top surface of the beam or plate of the building structure to form a self-balanced triangular force unit with the cantilever main beam; The disc buckle type cantilever outer frame is directly connected to the outer end of the cantilever main beam through a disc buckle node to form a construction operation and protection platform. The steel pipe formwork support has the lower end of the vertical rod directly supported on the end of the cantilever main beam close to the building structure, and the top of the vertical rod is provided with an adjustable top support for supporting the cantilever structure formwork and transmitting the dead weight of concrete, the formwork and the reinforcement and the live load of construction to the cantilever main beam. The cantilever main beam simultaneously bears the load of the disc buckle type cantilever outer frame and the load of the steel pipe formwork support, and the maximum negative bending moment of the cantilever main beam is reduced by not less than 20% through a predetermined load distribution ratio, and the entire system does not need to reserve a hole in the building outer wall to realize one-time continuous pouring of the cantilever structure concrete.

[0008] The self-balanced non-wall-penetrating formwork support system for the cantilever structure of the roof of a high-rise building is characterized in that the cantilever main beam is a 18# hot-rolled I-beam, the ratio of the cantilever length L to the root anchoring length is 1:1.2-1:1.5, and the root is connected to the embedded end plate through not less than two M24 high-strength bolts, and the tensile bearing capacity of the bolt is ≥110 kN per root; the diagonal brace is a 12# hot-rolled I-beam, the angle α between the axis of the diagonal brace and the axis of the cantilever main beam satisfies 35°≤α≤50°, and the lower end of the diagonal brace is welded to the embedded steel plate through double-face fillet welds with a height ≥8mm and a length ≥120mm.

[0009] The self-balanced non-wall-penetrating formwork support system for the cantilever structure of the roof of a high-rise building is characterized in that the vertical rod of the disc buckle type cantilever outer frame has a horizontal distance of 0.9m, a vertical distance of 1.5m and a step distance of 2.0m, and the center line of the outermost vertical rod is 30cm away from the outer end surface of the cantilever main beam to form an operation space and meet the safety protection requirements.

[0010] The self-balanced non-wall-penetrating formwork support system for the cantilever structure of the roof of a high-rise building is characterized in that the vertical rod of the steel pipe formwork support has a vertical-horizontal distance of 1000mm×700mm, a step distance of 1800mm, a floor-sweeping rod height of 200mm, and a U-shaped adjustable top support at the top end of the vertical rod with an adjustment range ≥300mm and a double-steel pipe lock buckle connection with the main keel.

[0011] The self-balancing, non-through-wall formwork support system for cantilevered roof structures of high-rise buildings is characterized in that: anti-slip angle steel or welded limiting plates are provided between the upper flange of the cantilevered main beam and the disc buckle uprights and steel pipe uprights to prevent the uprights from sliding horizontally. The limiting plates are ≥6mm thick and ≥50mm high.

[0012] The self-balancing, non-penetrating-wall formwork support system for cantilevered roof structures of high-rise buildings is characterized in that: the surfaces of the cantilevered main beam, diagonal brace, embedded end plate, and embedded steel plate are all provided with hot-dip galvanized or epoxy zinc-rich coating with a coating thickness ≥80µm to improve corrosion resistance during reuse.

[0013] The self-balancing, non-through-wall formwork support system for cantilever roof structures of high-rise buildings is characterized in that: the load distribution ratio is determined by finite element analysis, so that the maximum deflection of the cantilever main beam under standard load combination is ≤L / 400, and the maximum negative bending moment is reduced by 20%-30% compared with traditional through-wall cantilever beams.

[0014] The self-balancing, wall-penetrating formwork support system for cantilevered roof structures of high-rise buildings is characterized in that: the disc-lock type cantilever scaffold and the steel pipe formwork support share the same cantilever main beam, and the disc-lock nodes and fastener nodes are quickly converted and connected to achieve synchronous erection, synchronous lifting and lowering and synchronous dismantling of the scaffold and the formwork support.

[0015] The construction method of the self-balancing, non-penetrating-wall formwork support system for cantilevered roof structures of high-rise buildings is characterized by the following steps: a) When constructing roof structural beams or slabs, pre-embed end plates on the side facade of the beams and pre-embed steel plates on the top surface of the slabs, and simultaneously pre-embed high-strength bolts that connect to the end plates. b) After the concrete of the lower structure reaches the design strength, the root of the cantilever main beam is detachably connected to the end plate with high-strength bolts, so that the cantilever main beam has no wall-penetrating components in the outward extension section. c) Weld the upper end of the diagonal brace to the lower flange of the cantilever main beam and the lower end to the embedded steel plate to form a self-balancing triangular force unit; d) Install disc-lock type cantilever scaffolding at the outer end of the cantilever main beam through disc-lock nodes, and erect steel pipe formwork at the end of the cantilever main beam closest to the building structure, so that the cantilever main beam can bear the load of the scaffolding and the load of the formwork simultaneously. e) Determine the arrangement of uprights and load distribution ratio of the disc-lock cantilever scaffold and the steel pipe formwork frame through finite element calculation, so that the maximum negative bending moment of the cantilever main beam is reduced by no less than 20% compared with the traditional through-wall cantilever beam; f) After adjusting the formwork elevation using the adjustable top support, pour the cantilever structure concrete continuously in one go; g) After the concrete reaches the demolding strength, loosen the high-strength bolts and cut the weld at the lower end of the diagonal brace. Lift the cantilever main beam and diagonal brace as a whole to complete the non-destructive dismantling and reuse.

[0016] The beneficial effects of this invention are as follows: As can be seen from the above technical solution, this application provides a self-balancing, wall-penetrating formwork support system for cantilevered roof structures of high-rise buildings. Traditional cantilever formwork requires openings in the exterior walls of each floor to penetrate steel beams. After the openings are sealed, water seepage channels are easily formed, resulting in high costs and difficulty in eradicating leaks later. This invention adopts an "external" cantilever main beam, transferring all stress points to the side of the beam or the top of the slab through high-strength bolts and pre-embedded end plates. The extended section has no wall-penetrating components, eliminating the need for pre-reserved holes at the source. The measured leakage rate is reduced to zero, while avoiding structural damage to concrete, beams, and slabs caused by opening cutting. Traditional methods require extending a 1.5-2m steel section indoors and installing three U-shaped anchor rings. This invention combines the main beam and diagonal braces into a self-balancing triangular truss. External loads (formwork, concrete, construction live load, and scaffold load) are directly transferred to the root nodes and diagonal braces via the main beam. No additional steel sections are needed indoors, saving over 30% of steel. Dismantling only requires loosening high-strength bolts and cutting the weld at the lower end of the diagonal braces for complete removal; no on-site cutting, patching, or brickwork is required, reducing labor and repair costs by over 40%. The disc-lock scaffold and steel pipe formwork share the same cantilevered main beam, allowing for rapid conversion between disc-lock and fastener nodes, achieving "one-time erection, one-time lifting, and one-time dismantling." Compared to the traditional "formwork first → scaffold later → secondary dismantling and modification" model, the single-floor operation time is reduced from 2.5 days to 1 day, shortening the overall construction period by approximately 35% and reducing the risk of high-altitude cross-operations.

[0017] This system utilizes rigid connections with high-strength bolts at the root and diagonal bracing, resulting in a maximum deflection of the cantilever main beam ≤ L / 400 and a maximum negative bending moment 20%–30% lower than traditional through-wall cantilever beams. On-site measured formwork settlement is <2 mm, meeting the requirements for high-precision concrete forming. All steel profiles, gusset plates, bolts, and disc-lock components are factory-processed and hot-dip galvanized or epoxy zinc-rich coated, with a turnover rate ≥30 times. There is no flame cutting or wet dust on-site, significantly reducing noise and carbon emissions, aligning with green construction and prefabricated development concepts. Attached Figure Description

[0018] The present invention will now be described in further detail with reference to the accompanying drawings and embodiments: Figure 1 This is a schematic diagram of the first step in Example 2.

[0019] Figure 2 This is a schematic diagram of the second step in Example 2.

[0020] Figure 3 This is a schematic diagram of the third step in Example 2. Detailed Implementation

[0021] The technical solutions of the embodiments of this application will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some, not all, of the embodiments of this application. Based on the embodiments of this application, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection claimed in this application. Example 1 like Figure 3 As shown: A self-balancing, non-penetrating-wall formwork support system for cantilevered roof structures of high-rise buildings, comprising: The cantilever platform 1 includes a cantilever main beam 11 and diagonal braces 13. The root of the cantilever main beam is detachably connected to the end plate pre-embedded in the side facade of the building structure beam or slab only by high-strength bolts. The extended section of the cantilever main beam has no wall-penetrating components. The upper end of the diagonal brace is welded to the lower flange of the cantilever main beam, and the lower end is welded to the steel plate pre-embedded in the top surface of the building structure beam or slab, so as to form a self-balancing triangular force unit with the cantilever main beam. The disc-lock type cantilever scaffold 2 has its lower ends of the scaffold uprights 23 directly connected to the outer ends of the cantilever main beams via disc-lock nodes, forming a construction operation and protection platform; horizontal bars 22 are evenly distributed between the scaffold uprights, and adjustable bases 21 are provided at the bottom of the scaffold uprights.

[0022] The steel pipe formwork support 3 has its uprights 32 directly supported at the lower end of the cantilever main beam near the building structure. The top of the uprights is equipped with an adjustable top support 33, which is used to support the cantilever structure formwork and transfer the self-weight of concrete, formwork, steel reinforcement and construction live load to the cantilever main beam. The cantilever main beam simultaneously bears the loads of the disc-lock cantilever scaffold and the steel pipe formwork. Through a predetermined load distribution ratio, the maximum negative bending moment of the cantilever main beam is reduced by no less than 20%. Moreover, the entire system can achieve continuous one-time pouring of cantilever structure concrete without reserving openings in the building's exterior walls.

[0023] Furthermore, the cantilever main beam is made of 18# hot-rolled I-beam, with a cantilever length L to root anchorage length ratio of 1:1.2-1:1.5, and the root is connected to the embedded end plate by no less than two M24 high-strength bolts 14, with a bolt tensile bearing capacity ≥110 kN / bolt; the diagonal brace is made of 12# hot-rolled I-beam, with its axis and the axis of the cantilever main beam forming an angle α satisfying 35°≤α≤50°, and the lower end of the diagonal brace and the embedded steel plate adopt a double-sided fillet weld, with a weld height ≥8mm and a weld length ≥120mm.

[0024] The horizontal spacing of the outer frame uprights 23 of the disc-lock type cantilever scaffold is 0.9 m, the vertical spacing is 1.5 m, and the step distance is 2.0 m. The center line of the outermost upright is 30 cm away from the outer end face of the cantilever main beam to form an operating space and meet the safety protection requirements.

[0025] The vertical and horizontal spacing of the uprights of the steel pipe formwork support is 1000mm×700mm, the step distance is 1800mm, the ground sweeping bar 31 is 200mm above the ground, the adjustment range of the U-shaped adjustable top support at the top of the upright is ≥300mm, and it is connected to the main keel 34 by double steel pipe locking. The secondary keel 35 is laid on the upper part of the main keel as a secondary load-bearing component, which transfers the uniformly distributed load of the formwork and concrete to the main keel in the form of line load.

[0026] Anti-slip angle steel or welded limiting plates are provided between the upper flange of the cantilever main beam and the disc buckle uprights and steel pipe uprights to prevent the uprights from sliding horizontally. The limiting plates are ≥6mm thick and ≥50mm high.

[0027] The cantilever main beam, diagonal brace, embedded end plate and embedded steel plate are all coated with hot-dip galvanized or epoxy zinc-rich coating with a coating thickness of ≥80 µm to improve corrosion resistance during repeated use.

[0028] The load distribution ratio is determined by finite element analysis, so that the maximum deflection of the cantilever main beam under the standard load combination is ≤L / 400, and the maximum negative bending moment is reduced by 20%-30% compared with the traditional through-wall cantilever beam.

[0029] The disc-lock cantilever scaffold and the steel pipe formwork support share the same cantilever main beam and use disc-lock nodes and fastener nodes for quick conversion connection, so as to realize the synchronous erection, synchronous lifting and lowering and synchronous dismantling of the scaffold and the formwork support.

[0030] A construction method for a self-balancing, non-through-wall formwork support system for cantilevered roof structures of high-rise buildings includes the following steps: a) When constructing roof structural beams or slabs, pre-embed end plates on the side facade of the beams and pre-embed steel plates on the top surface of the slabs, and simultaneously pre-embed high-strength bolts that connect to the end plates. b) After the concrete of the lower structure reaches the design strength, the root of the cantilever main beam is detachably connected to the end plate with high-strength bolts, so that the cantilever main beam has no wall-penetrating components in the outward extension section. c) Weld the upper end of the diagonal brace to the lower flange of the cantilever main beam and the lower end to the embedded steel plate to form a self-balancing triangular force unit; d) Install disc-lock type cantilever scaffolding at the outer end of the cantilever main beam through disc-lock nodes, and erect steel pipe formwork at the end of the cantilever main beam closest to the building structure, so that the cantilever main beam can bear the load of the scaffolding and the load of the formwork simultaneously. e) Determine the arrangement of uprights and load distribution ratio of the disc-lock cantilever scaffold and the steel pipe formwork frame through finite element calculation, so that the maximum negative bending moment of the cantilever main beam is reduced by no less than 20% compared with the traditional through-wall cantilever beam; f) After adjusting the formwork elevation using the adjustable top support, pour the cantilever structure concrete continuously in one go; g) After the concrete reaches the demolding strength, loosen the high-strength bolts and cut the weld at the lower end of the diagonal brace. Lift the cantilever main beam and diagonal brace as a whole to complete the non-destructive dismantling and reuse.

[0031] Example 2 1.1 Main Construction of Cantilever Structure Formwork Support The cantilever structure formwork support frame is divided into three parts: cantilever platform 1, steel pipe formwork support 3, and cantilever external scaffold 2. The cantilever platform consists of a cantilevered I-beam and its lower diagonal bracing 13, which creates a platform for the upper formwork support frame. The steel pipe formwork support frame is the formwork support. The cantilever external scaffold is the protective frame.

[0032] The equipment components used in this construction method consist of 18# I-beams as cantilever main beams 11 and 12# I-beams as lower supports 12. The external scaffolding is erected using disc-lock scaffolding, and the formwork is erected using steel pipe couplers.

[0033] 2.1 Construction Process of Cantilevered I-beam Platform Construction material preparation → Installation of embedded sleeves → Concrete pouring and curing of this floor → Installation and fixing of cantilever steel beams → Installation and welding of diagonal braces → Uprights → Longitudinal and transverse horizontal bars → External diagonal braces / scissor braces → Wall ties → Laying scaffold boards → Guardrails → Installing safety nets → Scaffold acceptance and use.

[0034] 2.2 Formwork Construction Process Erect scaffolding → Check level → Lay main beam → Adjust floor slab formwork elevation and camber → Lay formwork → Clean and paint → Check formwork elevation, flatness, and support stability 2.3 Beam Formwork Construction Process Check and verify the beam axis → Erect the formwork support frame → Adjust the supporting beams → Position the main beam → Place and fix the bottom formwork of the beam → Arch the bottom of the beam → Tie the beam reinforcement → Install the side formwork → Support the side formwork with string lines (add tie bolts to the beam height) → Check the beam formwork dimensions, elevation, and position → Connect and secure it to adjacent formwork 2.4 Concrete Pouring Construction Process Formwork wetting with water → Concrete arrival inspection → Concrete pouring → Concrete vibration → Curing 3.1 The construction method is as follows: like Figure 1 As shown: Step 1: Raise the entire scaffolding to a height of at least 1.2m above the cantilevered platform. like Figure 2 As shown: Step 2: Concrete pouring and curing of the cantilever platform layer, removal of the original scaffolding at the location of the cantilever platform, and installation of the cantilever formwork platform.

[0035] like Figure 3 As shown: Step 3: Check the installation quality of the I-beams of the cantilever platform, erect protective scaffolding, and erect the cantilever structure formwork after acceptance.

[0036] Currently, the traditional cantilever formwork support system requires openings in the building surface for the cantilevered steel beams, extending from the exterior wall to the interior, laid on the floor slab of the main structure, and then anchored to the floor slab panel and beam using three U-shaped embedded parts. Its disadvantages are as follows: 1. Pre-reserved holes in the exterior wall can easily damage the concrete, beams, slabs and other structures; I-beams penetrating the wall can easily cause water seepage and leakage. 2. The different angles and lengths of the I-beams extending into the room are not conducive to indoor construction and walking, nor to the cleaning of construction waste; 3. Before removing the I-beams, it may be necessary to cut U-shaped anchor rings on-site. After removal, it is also necessary to fill the holes and repair the bricks, which increases the construction time and cost.

[0037] The new type of cantilever beam, installed only on the outside of the structural beam, has the following advantages: 1. No holes are left, no wall installation is required, and the concrete walls, beams, slabs and other structures will not be damaged. This effectively eliminates water seepage and leakage in the exterior walls and ensures the construction quality of the main structure. 2. Compared with traditional I-beams, it not only saves on structural steel and U-shaped embedded parts, but also saves on the cost and time of cutting, masonry and repair after removing traditional structural steel and embedded parts; 3. The irregular steel beams inside the building hinder construction workers' operations, movement, and the removal of construction waste, allowing various work processes to overlap. The construction site is simple and aesthetically pleasing.

[0038] The above are merely embodiments provided in this application and are not intended to limit this application. Although this application has been described in detail with reference to the embodiments, those skilled in the art can still modify the technical solutions described in the foregoing embodiments or make equivalent substitutions for some of the technical features. However, any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of this application should be included within the protection scope of this application.

Claims

1. A self-balancing, non-through-wall formwork support system for cantilevered roof structures of high-rise buildings, characterized in that... include: The cantilever platform consists of a cantilever main beam and diagonal bracing. The root of the cantilever main beam is detachably connected to the end plate pre-embedded in the side facade of the building structure beam or slab only by high-strength bolts. The extended section of the cantilever main beam has no wall-penetrating components. The upper end of the diagonal bracing is welded to the lower flange of the cantilever main beam, and the lower end is welded to the steel plate pre-embedded in the top surface of the building structure beam or slab to form a self-balancing triangular force unit with the cantilever main beam. The disc-lock type cantilever scaffold has its lower ends of the uprights directly connected to the outer ends of the cantilever main beams through disc-lock nodes, which is used to form a construction operation and protection platform; The steel pipe formwork support has its lower end directly supported on the end of the cantilever main beam closest to the building structure. The top of the upright is equipped with an adjustable top support to support the cantilever formwork and transfer the self-weight of the concrete, the self-weight of the formwork, the self-weight of the reinforcing steel and the construction live load to the cantilever main beam. The cantilever main beam simultaneously bears the loads of the disc-lock cantilever scaffold and the steel pipe formwork. Through a predetermined load distribution ratio, the maximum negative bending moment of the cantilever main beam is reduced by no less than 20%. Moreover, the entire system can achieve continuous one-time pouring of cantilever structure concrete without reserving openings in the building's exterior walls.

2. The self-balancing, non-penetrating-wall formwork support system for cantilevered roof structures of high-rise buildings according to claim 1, characterized in that: The cantilevered main beam is made of 18# hot-rolled I-beam, with a cantilever length L to root anchorage length ratio of 1:1.2-1:1.

5. The root is connected to the embedded end plate by no less than two M24 high-strength bolts, with a bolt tensile bearing capacity ≥110kN / bolt. The diagonal brace is made of 12# hot-rolled I-beam, with its axis and the axis of the cantilevered main beam forming an angle α of 35°≤α≤50°. The lower end of the diagonal brace is connected to the embedded steel plate by a double-sided fillet weld, with a weld height ≥8mm and a weld length ≥120mm.

3. The self-balancing, non-penetrating-wall formwork support system for cantilevered roof structures of high-rise buildings according to claim 1, characterized in that: The horizontal spacing of the uprights of the disc-lock type cantilever scaffold is 0.9m, the vertical spacing is 1.5m, and the step distance is 2.0m. The center line of the outermost upright is 30cm away from the outer end face of the cantilever main beam to form an operating space and meet the safety protection requirements.

4. The self-balancing, non-penetrating-wall formwork support system for cantilevered roof structures of high-rise buildings according to claim 1, characterized in that: The vertical and horizontal spacing of the uprights of the steel pipe formwork support is 1000mm×700mm, the step distance is 1800mm, the ground sweeping rod is 200mm above the ground, the adjustment range of the U-shaped adjustable top support at the top of the upright is ≥300mm, and it is connected to the main keel double steel pipe locking buckle.

5. The self-balancing, non-penetrating-wall formwork support system for cantilevered roof structures of high-rise buildings according to claim 1, characterized in that: Anti-slip angle steel or welded limiting plates are provided between the upper flange of the cantilever main beam and the disc buckle uprights and steel pipe uprights to prevent the uprights from sliding horizontally. The limiting plates are ≥6mm thick and ≥50mm high.

6. The self-balancing, non-penetrating-wall formwork support system for cantilevered roof structures of high-rise buildings according to claim 1, characterized in that: The cantilever main beam, diagonal brace, embedded end plate and embedded steel plate are all coated with hot-dip galvanized or epoxy zinc-rich coating with a coating thickness of ≥80µm to improve corrosion resistance during reuse.

7. A self-balancing, non-penetrating-wall formwork support system for cantilevered roof structures of high-rise buildings according to claim 1, characterized in that: The load distribution ratio is determined by finite element analysis, so that the maximum deflection of the cantilever main beam under the standard load combination is ≤L / 400, and the maximum negative bending moment is reduced by 20%-30% compared with the traditional through-wall cantilever beam.

8. A self-balancing, non-penetrating-wall formwork support system for cantilevered roof structures of high-rise buildings according to claim 1, characterized in that: The disc-lock cantilever scaffold and the steel pipe formwork support share the same cantilever main beam and use disc-lock nodes and fastener nodes for quick conversion connection, so as to realize the synchronous erection, synchronous lifting and lowering and synchronous dismantling of the scaffold and the formwork support.

9. A construction method for a self-balancing, non-penetrating-wall formwork support system for cantilevered roof structures of high-rise buildings according to claim 1, characterized in that... Includes the following steps: a) When constructing roof structural beams or slabs, pre-embed end plates on the side facade of the beams and pre-embed steel plates on the top surface of the slabs, and simultaneously pre-embed high-strength bolts that connect to the end plates. b) After the concrete of the lower structure reaches the design strength, the root of the cantilever main beam is detachably connected to the end plate with high-strength bolts, so that the cantilever main beam has no wall-penetrating components in the outward extension section. c) Weld the upper end of the diagonal brace to the lower flange of the cantilever main beam and the lower end to the embedded steel plate to form a self-balancing triangular force unit; d) Install disc-lock type cantilever scaffolding at the outer end of the cantilever main beam through disc-lock nodes, and erect steel pipe formwork at the end of the cantilever main beam closest to the building structure, so that the cantilever main beam can bear the load of the scaffolding and the load of the formwork simultaneously. e) Determine the arrangement of uprights and load distribution ratio of the disc-lock cantilever scaffold and the steel pipe formwork frame through finite element calculation, so that the maximum negative bending moment of the cantilever main beam is reduced by no less than 20% compared with the traditional through-wall cantilever beam; f) After adjusting the formwork elevation using the adjustable top support, pour the cantilever structure concrete continuously in one go; g) After the concrete reaches the demolding strength, loosen the high-strength bolts and cut the weld at the lower end of the diagonal brace. Lift the cantilever main beam and diagonal brace as a whole to complete the non-destructive dismantling and reuse.

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