A construction method for erecting a formwork support for a cantilevered component of an upper part of a high-rise building

Abstract

The application provides a high-rise building upper part cantilever component formwork support erection construction method, relates to the construction technology field of building support system, and has the technical scheme points that: a I-shaped steel is installed at the lower layer of the cantilever component; a lower support upper pull structure is made and installed; a formwork support is erected and concrete is poured; and part dismantling treatment and reuse are carried out. The high-rise building upper part cantilever component formwork support erection construction method has the advantages of intelligent adaptive variable load and variable cross section, strengthened horizontal force transmission and lateral displacement resistance, safe load resistance of super high-rise large-span variable cross section cantilever component formwork support, efficient construction and low carbon reuse.

Description

Technical Field

[0001] This application relates to the field of building support system construction technology, and more specifically, to a method for erecting formwork supports for cantilevered components of high-rise buildings. Background Technology

[0002] As super high-rise buildings develop towards "taller, larger, and more unique" directions, the design and construction difficulty of the upper cantilever components continues to increase. The cantilever length has expanded from the traditional 1.5~2.5m to 5~10m, and the cross-sectional form has been upgraded from regular rectangle to gradually changing cross-section (such as 350×750mm to 400×950mm). In addition, they need to withstand the superposition of the concrete self-weight, construction live load and super high-rise horizontal wind load (≥2.5KN / ㎡).

[0003] Although existing cantilever supports have replaced some ground-supported structures, they still have multiple technical bottlenecks and cannot meet the needs of complex working conditions. For example, the dynamic adaptability of the under-support structure is lacking, making it unable to cope with variable loads and cross-sections; the horizontal force transmission is insufficient and the lateral displacement resistance is weak, resulting in poor adaptability to wind loads at ultra-high-rise buildings; and the green reuse rate is low and the construction efficiency is poor, which does not meet the requirements of low-carbon construction.

[0004] The above problems urgently need to be addressed. Summary of the Invention

[0005] The purpose of this application is to provide a construction method for erecting formwork supports for cantilevered components of high-rise buildings. This method has the advantages of intelligently adapting to variable loads and cross-sections, strengthening horizontal force transmission and resisting lateral displacement, achieving safe load resistance of formwork supports for super high-rise large-span variable cross-section cantilevered components, efficient construction and low-carbon reuse, so as to solve the above-mentioned problems.

[0006] This application provides a method for erecting formwork supports for cantilevered components in the upper part of a high-rise building, including the following steps: (3) Install I-beams on the floor below the cantilevered structure. Fabrication and installation of the bottom support and top pull-up structure; Erecting formwork supports and pouring concrete; Component dismantling, processing, and reuse.

[0007] Furthermore, in this application, the fabrication and installation of the lower support and upper pull structure includes: BIM parameter calibration: Import the load parameters of the cantilever component into the BIM load coupling terminal. The BIM load coupling terminal automatically generates the initial angle of the lower support, the top support force and the initial tension of the upper pull, and synchronizes them to the cloud platform. Deployment of the underbracing system (1): Install I-beams (3) on the top slab (5) one floor below the cantilever component according to BIM data; install hinge supports (9) in the pre-embedded holes of the two-story structural beams below the cantilever component, and connect multi-level hydraulic adjustable underbracing units; adjust the underbracing angle and top support force to the target value on the cloud platform, and lock the hinge supports (9); adjust the top support (13) to be fully in contact with the bottom of the beam; Lower support and upper pull coordinated calibration: Install anti-pull coordinated connector (19) on the top beam of the layer where the cantilever component is located. The lower end of the servo-controlled upper pull rod (17) is fixed to the I-beam (3) through the lug (18), and the upper end is connected to the anti-pull coordinated connector (19). The cloud platform synchronously fine-tunes the lower support pressure and upper pull force to stabilize the strain of the I-beam (3) at the target value. Real-time control of the lower support and upper pull: The cloud platform drives the lower support system (1) to compensate for pressure and the upper pull system (2) to simultaneously fine-tune the tension to maintain the load.

[0008] Furthermore, in this application, the lower support system (1) includes a multi-stage hydraulically adjustable lower support unit (10), a hinge support (9), and a top support (13); the multi-stage hydraulically adjustable lower support unit (10) has a built-in pressure sensor (12) and a servo module (11), the top support force adjustment range is 5 to 35KN, and the angle adaptive adjustment range is 25 to 65°; the hinge support (9) is made of Q355B steel, with a quick-release buckle, and is connected to the lower two structural beams by M18 expansion bolts (14), and a rubber anti-slip pad (15) is provided at the bottom; the lifting stroke of the top support (13) is 0 to 600mm, the working end is an arc structure, and a displacement sensor (16) is provided at the bottom with a range of 0 to 50mm and an accuracy of ±0.1mm.

[0009] Furthermore, in this application, the fabrication and installation of the lower support and upper pull structure includes the following sub-steps: The pull-up system (2) includes a servo-controlled pull rod (17), a lifting lug (18), and an anti-pull-out coordinating connector (19). The servo-controlled pull rod (17) has a servo motor (21), a tension sensor, and a gearbox (20). The tension adjustment range is 8-25KN, and the adjustment accuracy is ±0.2mm. The lifting lug (18) is connected to the I-beam (3) by a high-strength bolt (22), and a horizontal force transmission pin (23) is provided at the top. The anti-pull-out coordinating connector (19) has a rotatable polytetrafluoroethylene bearing (24) with an anti-pull-out bearing capacity ≥60KN. It is connected to the pre-embedded hole of the top beam of the layer where the cantilever component is located. The hole depth is ≥150mm, and the gap is filled with high-strength grout (25).

[0010] Furthermore, in this application, the installation of the I-beam (3) below the cantilever member includes: A U-shaped drainage channel (7) is provided at the bottom of the I-beam (3), and a waterproof membrane (8) is laid on the inner wall of the U-shaped drainage channel (7); the two ends of the U-shaped drainage channel (7) are connected to the floor drainage riser.

[0011] Furthermore, in this application, the erection of the formwork support and the pouring of concrete include: The erected support frame includes: Telescopic secondary keel (28) with built-in stainless steel guide rods to adapt to beams with variable cross-sections; The main keel (30) is made of steel pipe; The quick-connect horizontal scissor brace (31) has an elastic latch (32) at the end for automatic locking after being inserted into the upright (401) interface.

[0012] Furthermore, in this application, the component dismantling and reuse includes: The I-beam (3) is pre-installed with a mortise and tenon quick-release interface (301), and the inner wall of the interface is coated with a tungsten carbide wear-resistant coating (302); the dismantled I-beam (3) is reused after being sandblasted to remove rust and coated with epoxy zinc-rich paint.

[0013] Furthermore, in this application, the fabrication and installation of the lower support and upper pull structure also includes: The multi-stage hydraulically adjustable lower support unit (10) is equipped with a hydraulic locking module and a mechanical locking module; the hydraulic locking module includes two hydraulically controlled check valves (36) and a hydraulic locking valve (38); the mechanical locking module includes a wedge-shaped boss (39) located at the end of the piston rod and a slidingly disposed locking wedge (40).

[0014] Furthermore, in this application, the concrete pouring adopts segmented pouring, with each segment having a height of ≤400mm; when the pouring load increases and causes the top support force of the lower support to decrease by ≥10%, the cloud platform automatically drives the servo module (11) of the lower support system (1) to replenish the pressure.

[0015] Other features and advantages of this application will be set forth in the following description, and will be apparent in part from the description, or may be learned by practicing embodiments of this application. The objectives and other advantages of this application may be realized and obtained by means of the structures particularly pointed out in the written description and the accompanying drawings. Beneficial effects

[0016] 1. Strong intelligent adaptability and ability to handle complex working conditions: Through BIM parameter calibration and real-time control on the cloud platform, combined with the "bottom support and top pull" collaborative structure, it can automatically calculate the force matching relationship of different cantilever lengths (5~10m) and variable cross-section parameters (such as 350×750mm to 400×950mm), and dynamically adjust the pressure (top support force 5~35KN, tension force 8~25KN), solving the problem that traditional bottom support structures cannot adapt to variable loads and variable cross sections, and controlling the deflection of the I-beam ≤15mm; 2. High resistance to lateral displacement and safety, suitable for super high-rise buildings: By setting up bidirectional constraints of lower support and upper pull, shear reinforcement, wall ties and horizontal force transfer pins, it can transfer wind loads of ≥2.5KN / m² for super high-rise buildings; the tilt sensor monitors the tilt of the uprights in real time (automatic adjustment when the tilt exceeds 1°), forming a triple protection of "shear resistance - pull-out resistance - lateral displacement resistance", which solves the problem of weak lateral displacement resistance of traditional frames; 3. High green reuse rate, meeting low carbon requirements: By adopting I-beam tenon quick-release interfaces (tungsten carbide coating withstands ≥80 insertion and removal cycles), rust removal calibration and standardized storage, combined with component reuse process, the component reuse rate is ≥90%; no on-site welding is required, reducing steel waste and solving the problem of low reuse rate (≤50%) of traditional frame structures; 4. Improved construction efficiency and reduced labor costs: By adopting quick-connect scissor bracing (installation ≤30s / frame) and retractable secondary keel (no cutting required), combined with precise installation of I-beams (BIM layout deviation ≤3mm), the erection time of a single frame is shortened to within 2.5 hours, solving the problems of low efficiency of traditional bolt fixing and on-site cutting. Attached Figure Description

[0017] Figure 1 One of the construction diagrams provided in this application illustrates a method for erecting formwork supports for cantilevered components in the upper part of a high-rise building. Figure 2 For this application Figure 1 Enlarged view of section A in the image; Figure 3 For this application Figure 1 Enlarged view of section B in the image; Figure 4 For this application Figure 1 Enlarged view of section C in the image; Figure 5 For this application Figure 1 Enlarged view of section D in the image; Figure 6 One of the top view structural diagrams of the support frame and protective netting for a construction method of formwork support erection for cantilevered components of a high-rise building provided in this application; Figure 7 One of the structural schematic diagrams of a scissor bracing method for erecting formwork supports for cantilevered components of a high-rise building, provided in this application; Figure 8 One of the structural schematic diagrams of the I-beams used in the construction method of erecting formwork supports for cantilevered components of high-rise buildings provided in this application; Figure 9 A working principle diagram of the hydraulic locking module for a construction method of erecting formwork support for cantilevered components of a high-rise building provided in this application; Figure 10 A working principle diagram of a mechanical locking module for a construction method of erecting formwork support for cantilevered components of a high-rise building provided in this application; Figure 11 This application provides a schematic diagram of the anti-slip construction of I-beams for a method of erecting formwork supports for cantilevered components in the upper part of a high-rise building.

[0018] In the diagram: 1. Lower support system; 2. Upper pull system; 3. I-beam; 301. Tenon-and-mortise quick-release interface; 302. Tungsten carbide wear-resistant coating; 4. Support frame; 401. Vertical pole; 402. Horizontal pole; 403. Diagonal tie rod; 5. Top plate; 6. Epoxy mortar; 7. U-shaped drainage channel; 8. Waterproof membrane; 9. Hinge support; 10. Multi-stage hydraulically adjustable lower support unit; 11. Servo module; 12. Pressure sensor; 13. Top support; 14. M18 expansion bolt; 15. Rubber anti-slip pad; 16. Displacement sensor; 17. Servo-controlled upper pull rod; 18. Lifting lug; 19. Anti-pull-out mechanism 20. Connector; 21. Gearbox; 22. Servo motor; 23. High-strength bolt; 24. Horizontal force transmission pin; 25. PTFE bearing; 26. High-strength grout; 27. Strain sensor; 28. Tilt sensor; 29. ​​Telescopic secondary keel; 30. Threaded sleeve; 31. Main keel; 32. Scissor brace; 33. Elastic lock; 34. Protective net; 35. Wall; 36. Hydraulic cylinder; 37. Hydraulic check valve; 38. Reversing valve; 39. Hydraulic locking valve; 40. Wedge-shaped boss; 41. Locking wedge; 42. Hydraulic push rod; 43. Sleeve; 44. Shear reinforcement. Detailed Implementation

[0019] The technical solutions of this application will now be clearly and completely described with reference to the accompanying drawings. Obviously, the described embodiments are merely some embodiments of this application, and not all embodiments. The components of this application described and shown in the accompanying drawings can generally be arranged and designed in various different configurations. Therefore, the following detailed description of the embodiments of this application provided in the accompanying drawings is not intended to limit the scope of the claimed application, but merely to illustrate selected embodiments of this application. All other embodiments obtained by those skilled in the art based on the embodiments of this application without inventive effort are within the scope of protection of this application.

[0020] It should be noted that similar reference numerals and letters in the following figures indicate similar items; therefore, once an item is defined in one figure, it does not need to be further defined and explained in subsequent figures. Furthermore, in the description of this application, terms such as "first," "second," etc., are used only to distinguish descriptions and should not be construed as indicating or implying relative importance.

[0021] Please refer to Figures 1 to 11 As shown, this application provides a method for erecting formwork supports for cantilevered components in the upper part of a high-rise building, including the following steps: S1. Construction Preparation: In this step S1, preliminary preparations are completed in advance to lay the foundation for subsequent construction, reduce the risk of construction interruption, and solve the problem of temporary work stoppages such as material shortages and equipment failures caused by the traditional construction method of preparing and constructing at the same time.

[0022] S2, Install I-beam 3 on the lower layer of the cantilever component: In this step S2, the core load-bearing foundation structure I-beam 3 of the cantilever support is built to replace the traditional ground support, reduce the construction risk of high formwork, and solve the problems of traditional ground support that require expert demonstration for erection heights exceeding 8m, large material consumption, and complex foundation treatment.

[0023] S3. Fabrication and installation of the lower support and upper pull structure: In this step S3, the stability of the I-beam 3 is enhanced by the bidirectional constraint of "lower support and upper pull", the load at the cantilever end is balanced, the risk of deformation and slippage of the I-beam 3 caused by a single support is solved, and the resistance to lateral displacement and pull-out is improved.

[0024] S4. Erecting formwork supports and pouring concrete: In step S4, formwork supports are erected and concrete is poured to complete the formwork forming and concrete pouring, forming the cantilever component entity, connecting the support system and the component forming process, and solving the problems of poor compatibility between the formwork and the support system, and component size deviation or cracking caused by the instability of the frame during the pouring process.

[0025] S5. Component Dismantling, Processing and Reuse: In this step S5, the dismantling sequence is standardized, and core components (such as I-beam 3) are repaired and reused to reduce costs and waste, and to solve the low-carbon construction problems caused by component damage and low material recycling rate (reuse rate ≤50%) due to disordered traditional dismantling.

[0026] S6. After each step passes inspection, proceed to the next process: In this step S6, establish a "process acceptance" mechanism to promptly identify potential hazards, prevent the accumulation of hazards to subsequent stages, and solve the problems of hazard rectification and high safety risks caused by traditional post-construction acceptance.

[0027] Specifically, step S1 includes the following sub-steps: S101, Data Calculation and Drawing: In this step S101, key parameters such as load and I-beam spacing are calculated in advance, and construction drawings are drawn to guide on-site operations. This solves the problems of inaccurate load calculation and frame size deviation caused by traditional experience-based construction.

[0028] S102. Clean up the construction site: In this step S102, obstacles on the site are removed, the work area is divided, the operating space and safety of construction personnel are ensured, and the risk of safety accidents such as people tripping and machinery colliding caused by the mess of the construction site is resolved.

[0029] S103. Purchase materials as needed and conduct relevant tests: In this step S103, materials are purchased accurately according to parameters, and the strength of the materials is ensured to meet the standards through testing (such as the tensile test of the steel tie rod of the upper pull system 2), which solves the problem of insufficient frame strength (such as steel tie rod breakage) caused by the lack of rigor in traditional material procurement and lack of testing.

[0030] S104. Inspection and debugging of construction equipment: In this step S104, troubleshoot equipment (such as torque wrenches and hydraulic pumps) in advance to ensure normal operation during construction and solve problems such as construction interruption and low efficiency caused by equipment failure (such as insufficient bolt tightening due to inaccurate wrench torque).

[0031] Specifically, step S2 includes the following sub-steps: S201, Pre-embed the pressure ring of the I-beam 3 in the lower layer of the cantilever component and pour it: In this step S201, the root of the I-beam 3 is fixed by pre-embedded pressure ring, which enhances the anchoring force, prevents the I-beam 3 from slipping, and solves the problem of root loosening caused by the I-beam 3 being fixed by its own weight or simple welding.

[0032] More specifically, in step S201, before the two-story structural beams under the cantilever member are poured, the mounting holes of the hinge support 9 of the lower support system 1 are pre-embedded according to the BIM positioning drawing. Threaded sleeves 29 are pre-embedded in the mounting holes to solve the problems of "inaccurate positioning and insufficient anchoring force" in traditional structures. Pre-embedding according to the BIM positioning drawing can ensure that the installation position deviation of the hinge support 9 is ≤3mm, avoiding later adjustments. The threaded sleeves 29 pre-embedded in the holes can enhance the anchoring force between the hinge support 9 and the structural beam, prevent the hinge support 9 from loosening under the action of horizontal force, and provide a stable foundation for the lower support system 1.

[0033] S202. On-site reserved concrete test blocks, after the compressive strength reaches 15MPa, measurement and layout: In this step S202, the strength of the base layer is tested by the test blocks to ensure that the base layer can bear the load of the I-beam 3. The layout ensures the accuracy of the installation position and solves the problems of the I-beam 3 sinking due to insufficient base layer strength and the misalignment of the frame caused by the layout deviation.

[0034] S203. Install I-beams 3 according to the layout line: In this step S203, install I-beams 3 according to the layout line position, ensuring that the spacing and cantilever length of the I-beams 3 meet the design requirements (e.g., the cantilever length is 2200mm), and solve the problem of uneven stress caused by arbitrary installation of I-beams 3 (e.g., excessive spacing leading to excessive local load).

[0035] S204. Set a U-shaped drainage channel 7 at the bottom of the I-beam 3: In this step S204, by setting a U-shaped drainage channel 7 at the bottom of the I-beam 3, rainwater is guided to flow to both sides, avoiding rainwater accumulation at the bottom of the I-beam 3, and solving the problems of rust and dampness of the base layer caused by water accumulation at the bottom of the I-beam 3.

[0036] S205. Laying waterproof membrane 8 on the inner wall of U-shaped drainage channel 7: In this step S205, by laying waterproof membrane 8 on the inner wall of U-shaped drainage channel 7, rainwater is further prevented from seeping into the contact surface between the I-beam 3 and the base layer, the waterproof effect is enhanced, and the problems of corrosion at the root of the I-beam 3 and dampness of the base concrete caused by water seepage on the inner wall of the drainage channel are solved.

[0037] Specifically, step S3 includes the following sub-steps: S301, The two layers below the cantilever member are equipped with a support system 1 to support the I-beam 3: In this step S301, an upward support force is provided from below (i.e., the two layers of structural beams below the cantilever member) to counteract the downward tendency of the cantilever end of the I-beam 3 and solve the problem of excessive deflection caused by the I-beam 3's own stiffness being unable to withstand the pouring load (such as the self-weight of concrete).

[0038] S302, The layer where the cantilever component is located is equipped with an upward pull system 2 to tie the I-beam 3: In this step S302, a downward pull force is provided from above (i.e., the top beam of the layer where the cantilever component is located) to balance the upward tilting trend of the I-beam 3, enhance the pull-out resistance, and solve the problem of insufficient pull-out resistance and detachment from the base layer caused by the upward load (such as construction live load) on the I-beam 3.

[0039] S303. Weld HPB300φ22mm round steel bars as shear reinforcement 43 on the inner side of the outer anchorage point of the cantilevered I-beam 3. The reinforcement bars and both sides of the I-beam 3 must be fully welded. In this step S303, by fully welding the shear reinforcement 43, the I-beam 3 is prevented from sliding outward, the horizontal shear resistance is enhanced, and the problem of the horizontal component force generated when the lower support steel pipe is under stress, which causes the I-beam 3 to slide outward.

[0040] S304. When the I-beam 3 passes through the wall column, weld anti-slip steel bar ends at the inner edge of the wall column: In this step S304, the risk of slippage of the I-beam 3 during installation through the wall column is higher. Therefore, for this special part of the wall column, additional anti-slip steel bar ends are set to precisely strengthen the constraint and solve the problem that the lack of targeted anti-slip measures for the I-beam 3 at the wall column leads to a higher risk of local slippage.

[0041] S305, BIM Parameter Calibration: The load parameters of the cantilever component are imported into the BIM load coupling terminal. The BIM load coupling terminal automatically generates the initial angle of the lower support, the top support force, and the initial tension of the upper pull, and synchronizes them to the cloud platform. In this step S305, the BIM load coupling terminal automatically calculates accurate parameters, such as a 35° lower support angle and a 15KN top support force for a 5m cantilever, avoiding human error. The parameters are synchronized to the cloud platform to achieve data synchronization, ensuring that subsequent "lower support-upper pull" adjustments are based on a unified benchmark, avoiding adjustment chaos caused by data disconnection, solving the problem of large errors in traditional manual parameter calculation, and avoiding force imbalance caused by asynchronous lower support and upper pull parameters.

[0042] S306, Deployment of the lower support system 1: Install the I-beam 3 on the top slab 5 one floor below the cantilever component according to the BIM data; install the hinge support 9 in the pre-embedded holes of the structural beams two floors below the cantilever component, and connect the multi-level hydraulic adjustable lower support unit; adjust the lower support angle and top support force to the target value on the cloud platform, and lock the hinge support 9; adjust the top support 13 to be fully in contact with the bottom of the beam: In this step S304, deploy the lower support system 1 according to the intelligent parameters to ensure that the angle and force value are accurate, and that the top support 13 is in contact with the bottom of the variable cross-section beam, so as to solve the problems of deformation of the I-beam 3 caused by the deviation of the lower support angle and insufficient top support force, or uneven force caused by poor contact between the top support 13 and the bottom of the beam.

[0043] S307, Lower Support and Upper Pull Coordination Calibration: Install the anti-pull coordination connector 19 on the top beam of the layer where the cantilever component is located. The lower end of the servo-controlled upper pull rod 17 is fixed to the I-beam 3 through the lifting lug 18, and the upper end is connected to the anti-pull coordination connector 19. The cloud platform synchronously fine-tunes the lower support pressure and upper pull force to stabilize the strain of the I-beam 3 at the target value. In this step S305, the cloud platform coordinates the adjustment of the lower support system 1 and the upper pull system 2 to control the strain of the I-beam 3 within a safe range, such as 180~200MPa, to avoid damage caused by excessive strain, and to solve the deformation problem caused by the strain of the I-beam 3 exceeding 235MPa (Q235 steel yield strength) due to independent adjustment of the lower support or upper pull.

[0044] S308. Real-time control of lower support and upper pull: The cloud platform drives the lower support system 1 to replenish pressure and the upper pull system 2 to adjust the tension synchronously to maintain the load in real time. In this step S306, the lower support system 1 and the upper pull system 2 dynamically respond to changes in the pouring load under the control of the cloud platform. For example, if the load increases and the top support force decreases by 10%, the cloud platform controls the lower support system 1 to replenish pressure and adjust in real time, and at the same time controls the upper pull system 2 to adjust the tension synchronously to ensure the stability of the force on the I-beam 3 and solve the problem of insufficient lower support force and increased deflection of the I-beam 3 caused by sudden load changes during the pouring process.

[0045] In the specific operation of the above steps, as one of the feasible preferred solutions: the lower support system 1 includes a multi-stage hydraulically adjustable lower support unit 10, a 360° detachable shear-resistant hinge support 9, and a variable cross-section adaptable top support 13; the multi-stage hydraulically adjustable lower support unit 10 is a steel pipe with a built-in pressure sensor 12 and servo module 11, the top support force adjustment range is 5~35KN, the angle adaptive adjustment range is 25~65°, and it supports real-time pressure compensation according to load changes; the 360° detachable shear-resistant hinge... Support 9 is made of Q355B steel and has a quick-release lock. It is connected to the lower two structural beams using M18 expansion bolts 14. The shear bearing capacity is ≥20KN. The bottom of the hinged support 9 is equipped with a rubber anti-slip pad 15. The variable cross-section adaptable top support 13 has a lifting stroke of 0~600mm. The working end of the top support 13 has an arc-shaped structure, and the arc matches the bottom curve of the variable cross-section beam. The bottom of the working end of the top support 13 is equipped with a displacement sensor 16 with a range of 0~50mm and an accuracy of ±0.1mm.

[0046] Among them, the multi-stage hydraulic adjustable lower support unit 10 is a steel pipe with a built-in pressure sensor 12 and servo module 11. The top support force adjustment range is 5~35KN, and the angle adaptive adjustment range is 25~65°. It supports real-time pressure supplementation according to load changes, solving the problem of "lack of dynamic adaptability of the lower support structure and inability to cope with variable loads" in the background. The top support force and angle can be adjusted in real time to adapt to the load increment when concrete is poured in sections (such as pouring in four sections in step S502), avoid local stress concentration (prevent stress from exceeding 250MPa), and adapt to the stress requirements of different cantilever lengths of 5~10m, ensuring the stability of the I-beam 3 under stress and reducing micro-deformation. The 360° detachable shear-resistant hinged support 9 is made of Q355B steel and features a quick-release lock. It is connected to the lower two structural beams using M18 expansion bolts 14, with a shear bearing capacity ≥20KN. The bottom of the hinged support 9 is equipped with a rubber anti-slip pad 15, solving the problems of traditional structures such as "difficult to remove welded fixings, easy damage to structural beams, and weak shear resistance". The quick-release lock eliminates the cutting process, improving dismantling efficiency without damaging the structural beams. The M18 expansion bolts 14 and the shear resistance ≥20KN design can transfer the shear force generated by horizontal wind loads. The rubber anti-slip pad 15 prevents the hinged support 9 from sliding under horizontal forces, preventing the sliding amount from exceeding 5mm and enhancing the resistance to lateral displacement. The variable cross-section adaptable top support 13 has a lifting stroke of 0~600mm. The working end of the top support 13 has an arc-shaped structure, and the curvature matches the bottom curve of the variable cross-section beam. A displacement sensor 16 is installed at the bottom of the working end of the top support 13, with a range of 0~50mm and an accuracy of ±0.1mm. This solves the problems of traditional structures that "require on-site cutting to adapt to the variable cross-section, low fit (≤85%), and inability to monitor settlement". The lifting stroke of 0~600mm and the arc-shaped end face can perfectly fit the bottom of the gradually changing cross-section beams of 350×750mm~400×950mm, with a fit of ≥98%. The displacement sensor 16 monitors the settlement of the beam bottom in real time with an accuracy of ±0.1mm. When the settlement exceeds 5mm, it can promptly apply pressure to avoid cracking of the formwork.

[0047] In the specific operation of the above steps, as one of the feasible preferred solutions: the servo-linked pull-up system 2 includes a servo-controlled pull rod 17, a detachable lifting lug 18, and an anti-pull-out coordinating connector 19; the servo-controlled pull rod 17 has a servo motor 21, a tension sensor and a reduction gearbox 20, with a tension adjustment range of 8~25KN and an adjustment accuracy of ±0.2mm, and supports data linkage with the lower support system 1; the detachable lifting lug 18 is a steel plate, which is connected to the I-beam 3 by high-strength bolts 22, and a horizontal force transmission pin 23 is set at the top of the lifting lug 18 to transmit the horizontal force generated by the wind load; the anti-pull-out coordinating connector 19 has a rotatable polytetrafluoroethylene bearing 24 with an anti-pull-out bearing capacity ≥60KN, and is connected to the pre-embedded hole of the top beam of the layer where the cantilever component is located, with a hole depth ≥150mm, and the gap is filled with high-strength grout 25 with a compressive strength ≥45MPa.

[0048] The servo-controlled upper pull rod 17 includes a servo motor 21, a tension sensor, and a reduction gearbox 20. The servo motor 21 drives the upper pull rod through the reduction gearbox 20 to adjust the tension. The tension adjustment range is 8~25KN, with an adjustment accuracy of ±0.2mm. It supports data linkage with the lower support system 1 to solve the problems of "poor manual adjustment accuracy (deviation ±20%) and lack of coordination with other structures" in traditional structures. The ±0.2mm high-precision adjustment can accurately control the tension and prevent the deflection of the I-beam 3 from exceeding 15mm. At the same time, it is linked with the lower support system 1 to respond synchronously to load changes (when the support force at the bottom of the lower support decreases by 10%, the upper pull force is adjusted synchronously to prevent the frame from becoming unbalanced. The detachable lifting lug 18 is made of steel plate and is connected to the I-beam 3 by high-strength bolts 22. The top of the lifting lug 18 is equipped with a horizontal force transmission pin 23, which can transmit the horizontal force generated by wind load, solving the problem of "welded fixation and inability to transmit horizontal force" in traditional structures. The high-strength bolt 22 connection is easy to disassemble and reuse. The horizontal force transmission pin 23 can transmit the wind load of ≥2.5KN / ㎡ of ultra-high-rise buildings to the main structure, filling the shortcoming of traditional structures that only transmit vertical force and enhancing the resistance to lateral displacement. The pull-out coordinating connector 19 has a rotatable polytetrafluoroethylene bearing 24 with a pull-out bearing capacity ≥60KN. It is connected to the pre-embedded hole in the top beam of the layer where the cantilever component is located. The hole depth is ≥150mm. The gap is filled with high-strength grout 25 with a compressive strength ≥45MPa, which solves the problem of "insufficient pull-out force and inability to adapt to micro deformation of the frame" in traditional structures. The pull-out bearing capacity ≥60KN can meet the vertical pull-out requirements of large-span (10m) cantilever components. The friction coefficient of the polytetrafluoroethylene bearing 24 is ≤0.015, allowing for ±10° micro deformation, thus avoiding damage to the pull-out coordinating connector 19 due to frame deformation. The high-strength grout 25 (stress ≥45MPa) ensures firm anchoring and prevents the connector from loosening.

[0049] In the specific operation of the above steps, as one of the feasible preferred solutions: the collaborative control components for controlling the lower support system 1 and the upper tension system 2 include a BIM load coupling terminal, a cloud platform, and a magnetically attached distributed sensor network; the BIM load coupling terminal can import the BIM model of the cantilever component and automatically calculate the matching relationship between the lower support and upper tension values ​​corresponding to different cantilever lengths and variable cross-section parameters; the cloud platform receives the lower support pressure, upper tension, and strain data of the I-beam 3 in real time, and automatically triggers adjustment commands when the threshold is exceeded; the magnetically attached distributed sensor network includes strain sensors 26 pasted at the mid-span and anchorage end of the I-beam 3, and tilt sensors 27 set at the top of the upright 401.

[0050] The BIM load coupling terminal can import BIM models of cantilever components and automatically calculate the matching relationship between the lower support and upper tension forces corresponding to different cantilever lengths and variable cross-section parameters. This solves the problems of traditional construction, which relies on experience to calculate force values, resulting in low accuracy and poor adaptability. After importing the BIM model, it can automatically adapt to cantilever lengths of 5-10m and different variable cross-section parameters, eliminating the need for repeated manual calculations, reducing human error, and ensuring the matching of "lower support-upper tension" force values ​​(e.g., tension = 0.8 × top support force), providing accurate parameters for subsequent construction. The cloud platform receives lower support pressure, upper tension force, and I-beam strain data in real time. When thresholds are exceeded, adjustment commands are automatically triggered, solving the problems of "disconnect between monitoring and control, need for manual monitoring, and delayed response" in traditional solutions. It receives multi-dimensional data (e.g., pressure, tension, strain) in real time, and automatically triggers adjustment when thresholds are exceeded (e.g., strain ≥ 220MPa), with a response time ≤ 2s, avoiding safety risks caused by delayed manual operation (e.g., excessive deformation of I-beam). The magnetically attached distributed sensor network includes strain sensors 26 attached to the mid-span and anchorage ends of the I-beam 3, and tilt sensors 27 attached to the top of the pole 401, solving the problem of "single-point acquisition and many data blind spots" in traditional monitoring. The dual-point strain monitoring at the mid-span and anchorage ends of the I-beam 3 can comprehensively capture the stress state of the I-beam 3, avoiding the omission of anchorage stress when only measuring the mid-span. The tilt sensor 27 of the pole 401 has an accuracy of ±0.05°, which can monitor the tilt state of the pole 401 in real time. When the tilt angle exceeds 1°, it can be adjusted in time, filling the gap of the traditional solution that lacks the tilt monitoring function of the pole 401.

[0051] It should be noted that in step S301, a 360° detachable shear-resistant hinged support 9 is installed in the pre-embedded holes of the two-layer structural beams under the cantilever component, and connected to a multi-stage hydraulically adjustable support unit 10. The combination structure of the quickly detachable hinged support 9 and the adjustable multi-stage hydraulically adjustable support unit facilitates later disassembly and reuse, while also providing a basis for adjusting the support force. The cloud platform drives the servo module 11 to adjust the support angle and top support force. The displacement sensor 16 provides real-time feedback on the beam bottom settlement. When the settlement exceeds 5mm, automatic pressure is applied, achieving a "monitoring-control" closed loop and avoiding the lag of manual adjustment. Automatic pressure application can offset the beam bottom settlement, preventing cracks in the formwork due to settlement and ensuring the quality of concrete pouring. The hinged support 9 is locked until the deviation between the top support force and the BIM calculated value meets the preset deviation, ensuring the accuracy of the support force (deviation ≤5%) and preventing the I-beam 3 from becoming unbalanced due to force deviation, thus providing a stable foundation for the subsequent installation of the upper tensioning system 2. For the variable cross-section beam area, the height of the top support 13 adapted to the variable cross-section is adjusted so that the working end of the top support 13 is completely in contact with the bottom of the beam. The pressure sensor 12 monitors the distribution of the top support force to ensure that the bottom of the beam is under uniform stress, which solves the problem of "low contact between the top support 13 and the bottom of the beam and uneven stress" in traditional variable cross-section supports. The working end is completely in contact with the bottom of the beam (contact ≥98%), and the pressure sensor 12 monitors the force distribution (deviation of single top support 13 ≤10%), which avoids excessive local stress on the bottom of the beam, which may cause cracks after concrete pouring and ensures the construction quality of variable cross-section components.

[0052] In the specific operation of the above steps, as one of the preferred feasible solutions: the multi-stage hydraulically adjustable support unit 10 is equipped with a hydraulic locking module and a mechanical locking module; the two ends of the U-shaped drainage channel 7 are connected to the floor drainage riser.

[0053] In step S3, the multi-stage hydraulically adjustable support unit 10 is equipped with a hydraulic locking module and a mechanical locking module. The dual locking prevents a sudden drop in the support force caused by the failure of a single lock. In case of hydraulic leakage, the mechanical locking provides backup, further enhancing the safety of the support system 1. The U-shaped drainage channel 7 is connected to the floor drainage riser at both ends, which prevents water from accumulating and being unable to drain, completely solving the problem of water accumulation and corrosion of the I-beam 3, and extending the service life of the components.

[0054] Specifically, as one feasible application example, the hydraulic locking module can employ two hydraulically controlled check valves 36 and a zero-leakage sealing structure. The core component is a bidirectional hydraulic lock composed of two hydraulically controlled check valves 36, coupled with a cartridge-type, long-life, zero-leakage hydraulic locking valve 38. The control oil circuits of the hydraulically controlled check valves 36 are cross-connected, forming an interlocking mechanism. The hydraulically controlled check valves 36 require external high-pressure oil to open. The cross-connection means that the control port of the first check valve is connected via an oil pipe to the main oil circuit between the second check valve and the rod chamber of the hydraulic cylinder 35, i.e., the main oil circuit pressure of the rod chamber of the hydraulic cylinder 35 serves as the control oil source for the first check valve; similarly, the control port of the second check valve is connected via an oil pipe to the main oil circuit between the first check valve and the rodless chamber of the hydraulic cylinder 35, i.e., the main oil circuit pressure of the rodless chamber of the hydraulic cylinder 35 serves as the control oil source for the second check valve. This creates a "you control me, I control you" cross-linking. Working Logic: When the hydraulic cylinder 35 is adjusted to the target position or the supporting force reaches the target value, the directional valve 37 switches to the neutral position, and the hydraulic pump stops supplying oil. At this time, there is no high-pressure oil input at either of the two outlets of the directional valve 37, and the main oil circuits of the first and second check valves lose pressure. Since the cross-connected control oil circuit also has no high-pressure oil (the control oil comes from the main oil circuit), the valve cores of the two hydraulically controlled check valves 36 reset under the action of their own springs, tightly closing the main oil circuit interface. Finally, the rodless chamber and rod chamber of the hydraulic cylinder 35 are sealed by the first and second check valves respectively, and the oil cannot leak through the check valves. The piston rod is locked in both directions to prevent the supporting force from decreasing or shifting due to internal leakage. This is the locked state. When it is necessary to adjust the hydraulic cylinder 35 (such as to compensate for pressure or change the supporting angle), the directional valve 37 switches to the working position, and the hydraulic pump outputs high-pressure oil. This is the unlocked state. For example, when the piston rod needs to extend (increased support force), the directional valve 37 supplies oil to the rodless chamber. High-pressure oil enters the rodless chamber, pushing the piston rod to extend. Simultaneously, this high-pressure oil flows through a cross-connected oil pipe to the control port of the second check valve, opening the valve core of the second check valve. After the second check valve opens, the oil in the rod chamber can flow back to the oil tank through the second check valve and the directional valve 37, allowing the piston rod to extend smoothly. As another example, when the piston rod needs to retract (decreased support force), the directional valve 37 supplies oil to the rod chamber. High-pressure oil enters the rod chamber, pushing the piston rod to retract. Simultaneously, this high-pressure oil flows through a cross-connected oil pipe to the control port of the first check valve, opening the valve core of the first check valve. After the first check valve opens, the oil in the rodless chamber can flow back to the oil tank through the first check valve and the directional valve 37, allowing the piston rod to retract smoothly.The hydraulic locking valve 38, as a core sealing and pressure-holding component, is specifically installed at the connection node between the two chambers (rodless chamber and rod chamber) of the hydraulic cylinder 35 and the main oil circuit. It works in conjunction with the bidirectional hydraulic lock to achieve the functions of "zero leakage locking" and "high pressure holding". It is equivalent to adding a "double safety valve" between the bidirectional hydraulic lock and the hydraulic cylinder 35. That is, the bidirectional hydraulic lock achieves basic interlocking, while the hydraulic locking valve 38 strengthens the "zero leakage sealing", especially for long-term high-pressure conditions, to avoid the risk of internal leakage of a single locking structure.

[0055] Specifically, as one feasible application example, the mechanical locking module can adopt a wedge-type rigid locking structure. The design of the wedge-type rigid locking mechanism is as follows: an integrated wedge-shaped boss 39 is machined at the end of the piston rod of the hydraulic cylinder 35 (the end connected to the top support 13). The angle of the boss's inclined surface is 3~5° (less than the friction angle to ensure self-locking). The material is 45 steel (quenched and tempered, hardness HRC30~35). A wedge-shaped groove is machined at the corresponding position (near the end) of the sleeve 42 outside the hydraulic cylinder 35. A locking wedge 40 matching the boss is slidably arranged in the wedge-shaped groove. A hydraulic push rod 41 is arranged outside the wedge-shaped groove. The end of the hydraulic push rod 41 is connected to the locking wedge 40. The material of the locking wedge 40 is alloy tool steel (Cr12MoV, quenched hardness HRC58~62). Working Principle: Locking Process: The piston rod of hydraulic cylinder 35 extends to the target position (the supporting force meets the standard). Servo module 11 synchronously sends a signal to the driving oil circuit of locking wedge 40. Hydraulic push rod 41 pushes locking wedge 40 to insert along the wedge groove. The inclined surface of the wedge is tightly fitted with the inclined surface of the wedge boss 39 of the piston rod. As the wedge goes deeper, the inclined surface generates a lateral force, firmly pressing the piston rod against the inner wall of sleeve 42 outside hydraulic cylinder 35. Since the angle of the inclined surface is less than the friction angle (3~5°, the friction angle between steel is about 8°), even if the piston rod is subjected to a retraction force (such as the reverse of the 35KN supporting force), locking wedge 40 will not withdraw on its own, forming a "mechanical self-locking" to achieve zero leakage and zero displacement locking, meeting the zero leakage sealing requirements of the solution. Unlocking Process: Servo module 11 drives hydraulic push rod 41 to supply oil in the reverse direction. Hydraulic push rod 41 pulls locking wedge 40 out of the wedge groove. The rigid constraint between the piston rod and outer sleeve 42 is released, and hydraulic cylinder 35 can extend and retract normally.

[0056] Furthermore, the dual-locking collaborative control logic includes: Sequential locking: First, the piston rod is adjusted to the target position via the hydraulic system, and the hydraulic locking module immediately takes effect, fixing the initial position of the piston rod; subsequently, the mechanical locking module is automatically triggered, and the wedge is inserted into the wedge groove, forming a rigid mechanical connection. Pressure linkage: The triggering of the mechanical lock depends on hydraulic pressure. For example, when the pressure inside the hydraulic cylinder 35 reaches the set value, the limit block on the piston rod pushes the mechanical locking slider, causing the wedge to move. This linkage mechanism ensures that the mechanical lock only takes effect after the hydraulic system has stabilized. Redundancy safety: Even if internal leakage occurs in the hydraulic system, causing a pressure drop, the mechanical locking module can still independently withstand axial loads, avoiding structural failure.

[0057] In the specific operation of the above steps, as one of the preferred feasible solutions: a 2mm thick silicone pad is pasted on the working end surface of the variable cross-section adaptable top support 13 to avoid the metal end face of the top support 13 directly contacting the bottom beam formwork, preventing the formwork from being indented or damaged, and ensuring the formwork reuse rate; the data of the displacement sensor 16 is transmitted through the LoRa wireless module, with a transmission distance ≥100m and a delay ≤0.3s, which is more flexible than traditional wired transmission, while avoiding messy wiring, and ensuring that the displacement data is transmitted to the cloud in real time.

[0058] It should be noted that in step S302, mounting holes for the anti-pull-out coordinating connector 19 are pre-embedded in the top beam of the layer where the cantilever component is located. The anti-pull-out coordinating connector 19 is installed and tightened with a torque wrench, solving the problem of "insufficient installation tightening and loose anchoring" of traditional connectors. Tightening with a torque wrench (torque 55~65 N·m) can ensure that the tightening of the connector is consistent, avoiding the decrease in pull-out force due to loosening, and providing a stable anchoring effect for the upward pulling system 2 to transmit horizontal and vertical forces. The lower end of the servo-controlled upper pull rod 17 is fixed to the I-beam 3 through a detachable lifting lug 18, and the upper end is connected to the anti-pull-out coordinating connector 19. The detachable lifting lug 18 is easy to remove and reuse. The anti-pull-out coordinating connector 19 ensures a reliable connection between the upward pulling system 2 and the main structure, providing a path for the transmission of tension. The cloud platform drives servo control to adjust the tension of the upper pull rod 17, while simultaneously reading the pressure data of the lower support system 1. This ensures that the tension of the upper pull and the top support force of the lower support meet the BIM coupling relationship, achieving coordinated force values ​​between the lower support and the upper pull. This avoids the force imbalance caused by traditional independent adjustments (e.g., when the top support force is 15KN, the upper pull force is simultaneously adjusted to 12KN), ensuring the stability of the H-beam 3 under stress. When the strain exceeds 200MPa, the cloud platform simultaneously fine-tunes the pressure supplementation of the lower support and the force increase of the upper pull until the strain stabilizes at 180~200MPa, controlling the strain of the H-beam 3 within a safe range (≤200MPa, lower than the yield strength of Q235 steel 235MPa), preventing excessive deformation or damage to the H-beam 3 and ensuring structural safety.

[0059] Specifically, as one feasible application example, the reduction ratio of the gearbox 20 of the servo-controlled upper pull rod 17 is 1:70, and the adjustment speed is ≤0.8mm / s. Slow speed adjustment can avoid sudden changes in tension, protect the connection node between the upper pull rod and the lifting lug 18, and prevent stress concentration. The PTFE bearing 24 of the pull-out resistant cooperating connector 19 has a friction coefficient of ≤0.015, allowing ±10° rotation to accommodate micro-deformation of the frame. The low friction coefficient reduces the resistance during micro-deformation of the frame, and the ±10° rotation can accommodate slight swaying of the frame under ultra-high-rise wind loads, preventing damage to the connector due to deformation.

[0060] Specifically, step S4 includes the following sub-steps: S401, Laying scaffold boards: In this step S401, scaffold boards are laid to provide a safe working platform, which facilitates the subsequent erection of the scaffold and installation of the formwork, and solves the risk of personnel falling due to the lack of a platform for high-altitude operations.

[0061] S402. Erecting the scaffold and supporting the structural frame: In this step S402, the scaffold provides protection, and the supporting structural frame supports the formwork, forming a dual protection structure of protection and support. This solves the safety hazards caused by only setting up support without protection, or the problem of formwork collapse caused by only setting up protection without support.

[0062] Specifically, step S402 includes the following sub-steps: S4021. Erecting the outermost row of longitudinal ground-level bracing: In this step S4021, by erecting the outermost row of longitudinal ground-level bracing, the longitudinal position of the bottom of the upright 401 is fixed, the overall integrity of the bottom of the frame is enhanced, the longitudinal displacement of the upright 401 is prevented, and the problem of longitudinal loosening of the frame caused by the lack of longitudinal restraint at the bottom of the upright 401 is solved.

[0063] S4022, Install uprights 401: In this step S4022, by installing uprights 401, a vertical load-bearing frame is built to transfer the formwork and concrete load to the I-beams 3, thus solving the problem that the frame cannot bear the pouring load due to the lack of vertical support.

[0064] S4023. Install horizontal sweeping bars: In this step S4023, by installing horizontal sweeping bars, a cross-shaped bottom constraint structure is formed with the longitudinal sweeping bars, which further fixes the bottom of the upright 401, enhances the lateral rigidity, and solves the problem of lateral loosening of the upright 401 and instability of the bottom of the frame caused by only setting longitudinal sweeping bars.

[0065] S4024. Install horizontal bars 402: In this step S4024, horizontal bars 402 are installed to connect adjacent uprights 401, transfer lateral loads such as wind loads, avoid uprights 401 being stressed alone, and solve the problem of concentrated vertical loads and local overload of uprights 401 caused by the lack of longitudinal connection between uprights 401.

[0066] S4025. Install longitudinal horizontal bars 402: In this step S4025, by installing longitudinal horizontal bars 402, the vertical bars 401 along the cantilever direction are connected to form a horizontal layered structure, which disperses the vertical load and solves the problem of concentrated vertical load and local overload of vertical bars 401 caused by the lack of longitudinal connection between the vertical bars 401.

[0067] S4026, Install scissor bracing 31: In this step S4026, scissor bracing 31 is installed to form an oblique support structure, which enhances the overall lateral resistance of the frame, adapts to the wind load of ultra-high-rise buildings, and solves the problem that the frame has weak lateral resistance and cannot withstand wind loads of ≥2.5KN / m2 when it relies solely on horizontal bars 402 and vertical bars 401.

[0068] S4027. Install wall ties: In this step S4027, the frame is connected to the main structure (such as wall columns) by installing wall ties, which transfers the horizontal load to the main structure, avoids the frame being subjected to independent force, and solves the problem that the horizontal load cannot be transferred and is prone to tilting because the frame cannot be connected to the main structure.

[0069] S4028, Binding the protective net 33: In this step S4028, the protective net 33 is bound to close the outside of the frame to prevent construction workers from falling and materials from falling, ensuring the safety of high-altitude operations and solving the safety hazards of personnel falling and materials injuring people below due to the lack of protection during high-altitude operations.

[0070] In the specific operation of the above steps, as one of the feasible preferred solutions: In step S402, the uprights 401 are placed on the I-beams 3, and the erection sequence is: uprights 401, horizontal ground bracing, vertical ground bracing, telescopic secondary joists 28, main joists 30, quick-connect horizontal scissor braces 31, and wall ties. This is used to standardize the erection sequence, avoid insufficient rigidity of the frame caused by traditional chaotic erection, and ensure the overall stability of the frame. Both the horizontal and vertical ground bracing are horizontal bars 402. The telescopic secondary joists 28 are adjusted in length according to the beam width. The main joists 30 are made of steel pipes and are connected to the telescopic secondary joists 28 by snap-fit. The telescopic secondary joists 28 do not need to be cut to fit the beam width, and the snap-fit ​​connection (installation time ≤ 1 min / location) improves the erection efficiency. The main joists 30 are firmly connected to the secondary joists, preventing joist displacement during pouring. The scissor bracing 31 enhances the horizontal stiffness of the frame (angle 45°~60°), and the wall ties connect the frame to the main structure, further improving its resistance to lateral displacement and adapting to wind loads at ultra-high-rise buildings. The main structure refers to the load-bearing part of the wall structure 34. The concrete pouring stage is divided into four sections, each ≤400mm in height, reducing the load increment per pour (traditional two-section pouring results in a large load increment), avoiding stress concentration in the lower support system 1 due to sudden load changes, and protecting the frame's structural stability. When the pouring load increases, causing a decrease in the top support force of the lower support by ≥10%, the servo module 11 of the lower support system 1 automatically compensates for the pressure, thus responding to real-time changes in the pouring load and preventing insufficient lower support force from increasing the deflection of the I-beam 3, ensuring the stability of the formwork position. When the horizontal wind load exceeds 2.5 KN / m2, the horizontal force transmission pin 23 of the anti-pull-out coordinating connector 19 transmits the horizontal force to the main structure. The upward pull system 2 simultaneously fine-tunes the tension, solving the problem of "insufficient horizontal force transmission" in traditional solutions. This transfers the wind load of the super high-rise building to the main structure, and the fine-tuning of the upward pull can offset the additional force generated by the wind load, preventing the frame from tilting. The tilt sensor 27 monitors the deviation of the upright 401. When it exceeds 1°, it triggers the lateral support adjustment, which is used to correct the deviation of the upright 401 in a timely manner, prevent the deviation from expanding, and ensure the overall verticality of the frame (deviation ≤ 1 / 500).

[0071] Specifically, as one of the feasible application examples, the quick-connect horizontal scissor brace 31 uses steel pipes with elastic locking buckles 32 at the ends. After being inserted into the upright 401 interface, it automatically locks. The installation time is ≤30s / section, which is 20 times more efficient than traditional bolt fixing (10min / section), significantly shortening the scaffolding erection time. The tensile bearing capacity is ≥12KN, the scissor brace 31 angle is 45~60°, the overlap length is ≥1000mm, and three swivel couplers are set at equal intervals. It meets the strength and stability requirements of the scissor brace 31 in the specifications, which can effectively enhance the horizontal stiffness of the scaffolding and resist horizontal wind loads.

[0072] S403, Top Slab 5 Elevation Measurement: In this step S403, the design elevation is transferred to the formwork to control the final elevation of the component, such as a slab thickness of 130mm, to solve the problem of component thickness deviation (such as a slab thickness of less than 130mm) caused by uncontrolled formwork elevation.

[0073] S404. Install beam bottom formwork: In this step S404, the beam bottom formwork is installed to fix the shape of the beam bottom, providing a reference surface for beam reinforcement binding and concrete pouring, and solving the problem of poor beam bottom flatness caused by the absence of beam bottom formwork or irregular formwork.

[0074] S405, Binding Beam Reinforcement: In this step S405, the beam reinforcement is bound to serve as the load-bearing structure of the beam, ensuring the structural strength of the beam, such as the reinforcement requirements for a cantilever beam with a cross-section of 350×950, thereby solving the problem of insufficient beam bearing capacity caused by missing reinforcement or excessive spacing.

[0075] S406. Install beam side formwork and slab formwork: In this step S406, by installing beam side formwork and slab formwork, the beam side and slab bottom are sealed to form a complete concrete pouring space, control the appearance dimensions of the component, and solve the problem of component appearance defects (such as honeycomb surface) caused by beam side leakage and uneven slab bottom.

[0076] S407, Binding Slab Reinforcement: In this step S407, the slab reinforcement is bound to serve as the load-bearing structure of the slab, ensuring the structural strength of the slab, such as the reinforcement requirements for a slab thickness of 130mm, and solving the problems of slab cracking and insufficient load-bearing capacity caused by insufficient reinforcement.

[0077] S408. Pouring Concrete: In this step S408, concrete is poured into the formwork to form the cantilevered component, completing the transformation of the support system into a structural component and solving the problem of component cracks caused by improper pouring sequence (such as pouring in sections).

[0078] Specifically, step S5 includes the following sub-steps: S501. After the concrete has reached the design strength, dismantle each component in stages: In this step S501, once the concrete strength reaches the standard, dismantle the components in the order of "non-load-bearing first, then load-bearing" to reduce the risk of sudden load changes and solve the problems of component deformation and cracking caused by dismantling before the concrete has reached the required strength, or the collapse of the frame caused by a disordered dismantling sequence.

[0079] S502, Rust Removal, Calibration and Retention for Reuse of I-beam 3: In this step S502, the I-beam 3 is repaired and treated with rust removal and straightness calibration, and then retained for future use. This improves the material reuse rate and solves the problems of material waste (low reuse rate) and high cost caused by the indiscriminate disposal of I-beam 3 after traditional dismantling.

[0080] As one of the feasible preferred solutions, the green reusable components that can be used in step S5 include, but are not limited to: I-beam 3, socket-type disc buckle support frame 4, plywood veneer, and telescopic secondary keel 28; the I-beam 3 is pre-installed with a mortise and tenon quick-release interface 301, and the inner wall of the interface is coated with a tungsten carbide wear-resistant coating 302; the socket-type disc buckle support frame 4 includes a vertical pole 401, a horizontal pole 402, and a diagonal tie rod 403 with a quick-release lock; the telescopic secondary keel 28 has a built-in stainless steel guide rod.

[0081] More specifically, in step S2, the I-beam 3 is installed according to the BIM positioning diagram and fixed to the pre-embedded buckle of the top plate 5 through the mortise and tenon quick-release interface 301. The gap is filled with epoxy mortar 6. The BIM positioning diagram is used to ensure that the installation deviation of the I-beam 3 is ≤3mm. The mortise and tenon quick-release interface is convenient for later removal and reuse. The epoxy mortar 6 (curing time ≤24h) fills the gap, which can enhance the connection rigidity between the I-beam 3 and the top plate 5 and prevent the I-beam 3 from shaking. In step S4, the plywood cladding is laid on top of the telescopic secondary joists 28. Specifically, the main joists 30 are installed on the upper layer of the socket-type disc-lock support frame 4, the telescopic secondary joists 28 are installed on the upper layer of the main joists 30, and the plywood cladding is installed on the upper layer of the telescopic secondary joists 28. The plywood cladding is in direct contact with the concrete. This layered design can distribute the concrete pouring load to the telescopic secondary joists 28 through the plywood cladding, and then transfer it to the main joists 30 and the support frame 4. Finally, it is borne by the I-beams 3, the lower support system 1, and the upper tension system 2, avoiding localized stress damage to the plywood cladding. The plywood cladding, as the final forming layer of the support system, is placed on the outermost side of the cantilevered component's pouring surface. On one side, it directly contacts the concrete to ensure the appearance and dimensional accuracy of the component. On the other side, it is connected to the socket-type disc-lock support frame 4 through the telescopic secondary keel 28 and the main keel 30, realizing the dual functions of load transfer and shape fixation. It is fully adaptable to the casting requirements of variable cross-section. The I-beam 3 is pre-set with a tenon-and-mortise quick-release interface 301. The inner wall of the interface is coated with a tungsten carbide wear-resistant coating 302, which solves the problem of "difficult to remove welded connections and inability to reuse after damage (reusability rate ≤50%)" in traditional structures. The tenon-and-mortise quick-release interface 301 does not require welding and is undamaged during removal. The tungsten carbide wear-resistant coating 302 is 60μm thick and can withstand ≥80 insertion and removal cycles, increasing the reuse rate to over 90%, which meets the requirements of low-carbon construction. The plug-in type disc-lock support frame 4 includes uprights 401, horizontal bars 402, and diagonal braces 403 with quick-release locks, solving the problem of traditional structures where "bolts are fixed point by point, resulting in low erection efficiency (over 4 hours per frame)." The quick-release locks enable "one-plug-and-secure" connection and fixation. The installation time of the diagonal braces 403 is ≤30s / braces, reducing the erection time of a single frame to within 2.5 hours, significantly improving construction efficiency. The telescopic secondary joists 28 have built-in stainless steel guide rods, solving the problem of traditional secondary joists requiring on-site cutting to fit beam width and prone to lateral bending. The telescopic design (0~400mm) adapts to different beam widths without cutting. The built-in stainless steel guide rods (14mm in diameter) control the joist's lateral bending amount to ≤L / 600, ensuring the joist's straightness (deviation ≤2mm / m) and preventing unevenness on the concrete surface after pouring.

[0082] More specifically, in step S501, after the concrete has cured to the design strength, the cloud platform drives the upper pull system 2 to release the tension in stages, and then adjusts the lower support system 1 to release pressure. The segmented pressure release operation can solve the problem of "sudden changes in tension or top support force causing the frame to shake" in traditional demolition. By releasing the tension in stages (5% each time, with an interval of 30 seconds) and releasing pressure in the order of first pulling and then supporting, the load can be unloaded slowly, avoiding the impact of sudden load changes on the concrete components and the frame, and ensuring demolition safety.

[0083] More specifically, in step S502, the upper tie rod, detachable lifting lug 18, multi-stage hydraulically adjustable lower support unit, and hinge support 9 are removed in sequence. The tenon and mortise clips of the I-beam 3 are knocked out, and residual mortar at the interface is cleaned. This process involves dismantling each component. Since the tenon and mortise structure is unwelded, there is no damage during dismantling. Cleaning the mortar prevents interface blockage and prepares the structure for future reuse. The surface of the I-beam 3 is sandblasted to remove rust and then coated with epoxy zinc-rich paint. This thoroughly removes rust and provides corrosion protection, extending the service life of the I-beam 3 and preventing cross-sectional weakening due to corrosion. Subsequently, the sensor module is calibrated. All components are stored in a standardized rack with temperature and humidity control, and the number of reuses is marked. Sensor calibration (error ≤2%) ensures accuracy for future monitoring; temperature and humidity control prevents component corrosion; and marking the number of reuses (maximum 60 times) facilitates management and avoids safety risks caused by exceeding the permitted number of uses. Ultimately, the component reuse rate is ≥90%, meeting the requirements for low-carbon construction.

[0084] More specifically, as one of the preferred embodiments of the above scheme, the tungsten carbide wear-resistant coating 302 of the tenon-and-mortise quick-release interface 301 of the I-beam 3 has a thickness of 60μm. While not interfering with the interface connection performance, the wear resistance is greatly improved, and it can withstand ≥80 insertion and removal cycles, further extending the service life of the interface. The standardized material rack is equipped with component classification grids, which are labeled with component names, specifications, reuse times and next calibration time, to facilitate component classification and management and avoid wasting time searching for components during the next construction. The calibration time can remind the sensor to be calibrated in time to ensure monitoring accuracy.

[0085] More specifically, as one of the preferred embodiments of the above scheme, the connecting bolts of the detachable lifting lug 18 and the I-beam 3 are high-strength bolts 22 with a mechanical performance grade of 8.8 and a specification of M16. After tightening, the torque is checked to ensure that the deviation is ≤5%. The tensile strength of the high-strength bolts 22 with a mechanical performance grade of 8.8 and a specification of M16 is ≥800MPa. The torque check can eliminate the initial tightening deviation, ensure that the connection between the lifting lug 18 and the I-beam 3 is firm, and prevent the bolts from loosening. The diameter of the horizontal force transmission pin 23 of the lifting lug 18 is set to 20mm. This diameter dimension can ensure that the shear bearing capacity of the transmission pin is ≥18KN, meet the requirement of transmitting wind load ≥2.5KN / ㎡, and prevent the transmission pin from being sheared.

[0086] More specifically, as one of the preferred embodiments of the above scheme, the stainless steel guide rod of the telescopic secondary keel 28 has a diameter of 14mm and a length of ≥400mm. While not affecting the dimensional connection, it has higher rigidity. On this basis, the longer stainless steel guide rod can better restrain the keel's lateral bending and avoid the keel's lateral bending in the middle due to excessive length. During adjustment, the stainless steel guide rod controls the keel's straightness deviation to ≤2mm / m, ensuring the keel is flat, avoiding height differences after the formwork is laid, and ensuring that the flatness of the concrete pouring surface meets the specification requirements (≤5mm / 2m).

[0087] More specifically, as one of the preferred embodiments of the above scheme, a sealing test is performed on the multi-stage hydraulically adjustable lower support unit 10 before reuse. If the pressure is maintained at 30KN, the pressure drop within 60 minutes is ≤0.3KN, ensuring that the multi-stage hydraulically adjustable lower support unit 10 has no leakage, avoiding insufficient support force after reuse, and ensuring the reliability of the lower support system 1. A no-load operation test is performed on the servo-controlled upper pull rod 17. If there is no abnormal noise or jamming after 15 minutes of operation, the servo drive components and gearbox 20 are checked for faults (such as jamming or abnormal noise) to avoid adjustment failure after reuse and to ensure the adjustment accuracy of the upper pull system 2.

[0088] More specifically, as one of the preferred embodiments of the above scheme, the protective net 33 is made of nylon. The nylon protective net 33 has the characteristics of wear resistance and tear resistance, and the mesh size is ≤100×100mm, which can prevent personnel or materials from falling. The protective net 33 is connected to the I-beam 3 by a buckle, and the protection height is ≥1.2m. The 1.2m protection height meets the safety specifications. The buckle connection is convenient for installation and dismantling, taking into account both safety and efficiency, and solving the problem of "no protection or poor protection at the cantilever end, which is prone to falling accidents" in traditional construction.

[0089] It should be noted that in step S6, after each step is completed, the next process can only proceed after the BIM model comparison, the support and tension data and the on-site inspection are combined and the acceptance is qualified. This solves the problem of traditional acceptance relying solely on on-site inspection, incomplete data and omission of hidden dangers. Through three-dimensional acceptance of BIM comparison (dimensional deviation ≤3mm), stress data (force value and strain meet the standards) and on-site inspection (verticality of pole 401, joint firmness), hidden dangers in each step (such as inaccurate positioning of I-beam 3, excessive deviation of support force) can be comprehensively checked to avoid the accumulation of hidden dangers in subsequent processes and ensure the overall construction quality and safety.

[0090] Through the above technical solutions, the construction method for erecting formwork supports for cantilevered components of high-rise buildings provided in this application has the following advantages: It is highly intelligent and adaptable, and can handle complex working conditions. Through BIM parameter calibration and real-time control via a cloud platform, combined with a "bottom support and top pull" collaborative structure, it can automatically calculate the force matching relationship for different cantilever lengths (5~10m) and variable cross-sectional parameters (e.g., 350×750mm to 400×950mm), and dynamically adjust the pressure (top support force 5~35KN, tension force 8~25KN), solving the problem that traditional bottom support structures cannot adapt to variable loads and cross-sections, and controlling... The I-beams have a deflection of ≤15mm; high resistance to lateral displacement and safety, suitable for super high-rise buildings: by setting up bidirectional constraints of lower support and upper pull, shear reinforcement 43, wall ties and horizontal force transmission pins 23, it can transmit wind loads of ≥2.5KN / m² for super high-rise buildings; the tilt sensor 27 monitors the tilt of the upright 401 in real time (automatic adjustment for deviations exceeding 1°), forming a triple protection of "shear resistance - pull-out resistance - lateral displacement resistance", solving the problem of weak lateral displacement resistance of traditional scaffolding; high green reuse rate, meeting low carbon requirements: by adopting the I-beam 3 tenon quick-release interface (tungsten carbide coating resistant to insertion and extraction ≥80 times), rust removal and straightening Standardized and precise storage, coupled with component reuse processes, results in a component reuse rate of ≥90%; no on-site welding is required, reducing steel waste and solving the problem of low reuse rate (≤50%) in traditional scaffolding; improved construction efficiency and reduced labor costs: by adopting quick-connect scissor braces 31 (installation ≤30s / unit) and retractable secondary keels 28 (no cutting required), combined with precise installation of I-beams 3 (BIM layout deviation ≤3mm), the erection time for a single scaffolding unit is shortened to within 2.5 hours, solving the problems of low efficiency caused by traditional bolt fixing and on-site cutting; strong quality control and reduced safety risks. Potential risks: By adopting a "step-by-step acceptance" mechanism, combined with BIM model comparison and sensor data (strain 180~200MPa, settlement ≤5mm), a "monitoring-control-acceptance" closed loop is formed to comprehensively investigate potential risks (such as inaccurate positioning of I-beam 3, force deviation), reducing safety risks by more than 80% and solving the drawbacks of traditional post-acceptance. Under the specific operation of the above steps, it intelligently adapts to variable loads and cross sections, strengthens horizontal force transmission and anti-lateral displacement capabilities, and achieves safe load resistance, efficient construction and low-carbon reuse of formwork supports for super high-rise large-span variable cross section cantilever components.

[0091] The above description is merely an embodiment of this application and is not intended to limit the scope of protection of this application. Various modifications and variations can be made to this application by those skilled in the art. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of this application should be included within the scope of protection of this application.

Claims

1. A method for erecting formwork supports for cantilevered components in the upper part of a high-rise building, characterized in that, Includes the following steps: (3) Install I-beams on the floor below the cantilevered structure. Fabrication and installation of the bottom support and top pull-up structure; Erecting formwork supports and pouring concrete; Component dismantling, processing, and reuse.

2. The method for erecting formwork supports for cantilevered components of a high-rise building according to claim 1, characterized in that, The fabrication and installation of the lower support and upper pull-up structure includes: BIM parameter calibration: Import the load parameters of the cantilever component into the BIM load coupling terminal. The BIM load coupling terminal automatically generates the initial angle of the lower support, the top support force and the initial tension of the upper pull, and synchronizes them to the cloud platform. Deployment of the underbracing system (1): Install I-beams (3) on the top slab (5) one floor below the cantilever component according to BIM data; install hinge supports (9) in the pre-embedded holes of the two-story structural beams below the cantilever component, and connect multi-level hydraulic adjustable underbracing units; adjust the underbracing angle and top support force to the target value on the cloud platform, and lock the hinge supports (9); adjust the top support (13) to be fully in contact with the bottom of the beam; Lower support and upper pull coordinated calibration: Install anti-pull coordinated connector (19) on the top beam of the layer where the cantilever component is located. The lower end of the servo-controlled upper pull rod (17) is fixed to the I-beam (3) through the lug (18), and the upper end is connected to the anti-pull coordinated connector (19). The cloud platform synchronously fine-tunes the lower support pressure and upper pull force to stabilize the strain of the I-beam (3) at the target value. Real-time control of the lower support and upper pull: The cloud platform drives the lower support system (1) to compensate for pressure and the upper pull system (2) to simultaneously fine-tune the tension to maintain the load.

3. A method for erecting formwork supports for cantilevered components of a high-rise building according to claim 2, characterized in that, The lower support system (1) includes a multi-stage hydraulically adjustable lower support unit (10), a hinge support (9), and a top support (13). The multi-stage hydraulically adjustable lower support unit (10) has a built-in pressure sensor (12) and a servo module (11). The top support force adjustment range is 5 to 35 KN, and the angle adaptive adjustment range is 25 to 65°. The hinge support (9) is made of Q355B steel, with a quick-release buckle. It is connected to the lower two structural beams using M18 expansion bolts (14), and a rubber anti-slip pad (15) is provided at the bottom. The lifting stroke of the top support (13) is 0 to 600 mm. The working end is an arc structure, and a displacement sensor (16) is provided at the bottom with a range of 0 to 50 mm and an accuracy of ±0.1 mm.

4. The method for erecting formwork supports for cantilevered components of a high-rise building according to claim 3, characterized in that, The pull-up system (2) includes a servo-controlled pull rod (17), a lifting lug (18), and an anti-pull-out coordinating connector (19). The servo-controlled pull rod (17) has a servo motor (21), a tension sensor, and a gearbox (20). The tension adjustment range is 8-25KN, and the adjustment accuracy is ±0.2mm. The lifting lug (18) is connected to the I-beam (3) by a high-strength bolt (22), and a horizontal force transmission pin (23) is provided at the top. The anti-pull-out coordinating connector (19) has a rotatable polytetrafluoroethylene bearing (24) with an anti-pull-out bearing capacity ≥60KN. It is connected to the pre-embedded hole of the top beam of the layer where the cantilever component is located. The hole depth is ≥150mm, and the gap is filled with high-strength grout (25).

5. A method for erecting formwork supports for cantilevered components of a high-rise building according to claim 4, characterized in that, The lower layer of the cantilevered member is equipped with an I-beam (3), which includes: A U-shaped drainage channel (7) is provided at the bottom of the I-beam (3), and a waterproof membrane (8) is laid on the inner wall of the U-shaped drainage channel (7); the two ends of the U-shaped drainage channel (7) are connected to the floor drainage riser.

6. A method for erecting formwork supports for cantilevered components of a high-rise building according to claim 5, characterized in that, The erection of formwork supports and pouring of concrete include: The erected support frame includes: Telescopic secondary keel (28) with built-in stainless steel guide rods to adapt to beams with variable cross-sections; The main keel (30) is made of steel pipe; The quick-connect horizontal scissor brace (31) has an elastic latch (32) at the end for automatic locking after being inserted into the upright (401) interface.

7. A method for erecting formwork supports for cantilevered components of a high-rise building according to claim 6, characterized in that, The component dismantling and reuse includes: The I-beam (3) is pre-installed with a mortise and tenon quick-release interface (301), and the inner wall of the interface is coated with a tungsten carbide wear-resistant coating (302); the dismantled I-beam (3) is reused after being sandblasted to remove rust and coated with epoxy zinc-rich paint.

8. A method for erecting formwork supports for cantilevered components of a high-rise building according to claim 7, characterized in that, The fabrication and installation of the lower support and upper pull structure also includes: The multi-stage hydraulically adjustable lower support unit (10) is equipped with a hydraulic locking module and a mechanical locking module; the hydraulic locking module includes two hydraulically controlled check valves (36) and a hydraulic locking valve (38); the mechanical locking module includes a wedge-shaped boss (39) located at the end of the piston rod and a slidingly disposed locking wedge (40).

9. A method for erecting formwork supports for cantilevered components of a high-rise building according to claim 8, characterized in that, The concrete pouring adopts segmented pouring, with each segment having a height of ≤400mm; when the pouring load increases and the top support force of the lower support decreases by ≥10%, the cloud platform automatically drives the servo module (11) of the lower support system (1) to compensate for the pressure.

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