Non-standard attached type lifting scaffold for complex facade and construction method

Abstract

The application relates to the technical field of building construction, and provides a non-standard attached lifting scaffold for a complex facade and a construction method, the core of the method being that a full-cycle dynamic construction blueprint is first generated, the blueprint pre-planning a scheme for disconnecting a frame body at a preset structure change layer, converting and reorganizing a protection system; and the blueprint being executed according to the blueprint during construction. The system comprises a modular wall-attached system, a cable-stayed unloading system and an intelligent synchronous control system, in particular, an ultra-long wall-attached support for spanning a structure retraction area, the support force mode being changed from cantilever beam bending to axial force balance through cooperation with the cable-stayed unloading system, so that the overhanging capacity of the support is greatly improved. The application realizes the transformation of a climbing scaffold from overall rigidity to segmented flexibility, and solves the adaptability and safety problems of the climbing scaffold in complex facade construction.

Description

Technical Field

[0001] This invention belongs to the field of building construction technology, specifically relating to a non-standard attached lifting scaffold for complex facades and its construction method. Background Technology

[0002] The complex facades of super high-rise buildings, such as S-shaped curves and large-scale structural indentations (up to 1900mm) on specific floors due to the building's shape, pose a severe challenge to the application of traditional attached lifting scaffolding (hereinafter referred to as climbing scaffolding). Traditional climbing scaffolding follows the core principle of overall rigid lifting, resulting in a fixed, one-time installation form that fundamentally contradicts the dynamically changing building facade. This contradiction is particularly pronounced when encountering structural indentations, specifically manifested in: First, the wall-attachment capacity is insufficient. The effective cantilever length of traditional wall-attachment supports is usually less than 1.2 meters. When a building experiences a large-scale structural inward retraction exceeding this limit on a certain floor, the climbing scaffolding position corresponding to the inward retraction area will completely lose its attachment point, causing that part of the scaffolding to be unable to continue to be safely attached and lifted.

[0003] Secondly, it has poor adaptability. Traditional climbing scaffolds are rigid structures that lack the ability to quickly disconnect, transform, and reassemble at pre-set nodes. When faced with significant inward reduction of a floor, it is impossible to change the affected scaffold from an overall lifting form to a fixed and protected form, leading to the construction site often resorting to inefficient and high-risk measures such as dismantling and rebuilding the entire scaffold or erecting large-scale ground-mounted cantilever scaffolds.

[0004] Existing technologies mostly focus on improvements at the component level. For example, patent CN202020862059.2 discloses an inclined cantilever attachment support for attached lifting scaffolding, which limits support displacement and distributes stress through end tie rods. However, its core function is to enhance the redundancy safety of conventional-sized supports, without changing the fundamental stress pattern of the cantilever bending, and thus cannot improve the cantilever capacity to a level sufficient to overcome a 1.9-meter inward contraction. Patent CN201610775413 discloses a multi-variable cross-section lifting device and construction method for ultra-high-rise all-steel climbing scaffolding, which achieves overall movement of the scaffold at the variable cross-section through guide rails, but the scaffold remains an integral structure and does not address the on-site disconnection of the scaffold affected by the inward contraction or the conversion of the protection system. None of these solutions fundamentally solve the attachment and morphological adaptation problems caused by the structural inward contraction of climbing scaffolding. Summary of the Invention

[0005] This invention aims to solve the above-mentioned problems in the prior art and provides a non-standard attached lifting scaffold for complex facades and a construction method. Through full-cycle planning combined with modular hardware system integration, the climbing scaffold can actively disconnect into a first frame segment and a second frame segment when it encounters a preset structural inward contraction. The second frame segment completes the protection system conversion on the spot, while the first frame segment continues to rise and eventually recombines with the second frame segment, realizing the transformation from overall rigidity to segmented flexibility.

[0006] To achieve the above objectives, the present invention provides the following technical solution: Firstly, this invention proposes a construction method for non-standard attached lifting scaffolding for complex facades, used in buildings with pre-set structural change layers, where the pre-set structural change layers have structural recessed areas. During construction, attached lifting scaffolding is used for protection along the exterior facade of the building. The construction method includes the following steps: Step S1, Full-cycle Dynamic Planning: Based on the detailed design of the building structure drawings, a full-cycle dynamic construction blueprint is generated to guide the morphological changes of the attached lifting scaffold throughout the entire construction cycle. The full-cycle dynamic construction blueprint is defined as follows: at the preset structural change layer, the attachment lifting scaffold needs to be disconnected due to encountering the structural inward contraction zone, and the second scaffold segment that cannot be lifted with the main body due to structural inward contraction is fixed and supported by installing extra-long wall-mounted supports and matching inclined tension unloading system, thereby forming a cantilever protection zone by erecting it layer by layer on the spot. It also includes a scaffold reorganization scheme in which the first scaffold segment that can continue to be lifted is re-erected on subsequent floors to restore the protection provided by the attachment lifting scaffold. Step S2, Installation of Composite Load-Bearing Nodes: Corresponding to the machine position planned in the structural recessed area in the full-cycle dynamic construction blueprint, install the extra-long wall-mounted support and the inclined tension unloading system; by tensioning the basket brace in the inclined tension unloading system, tension is established before load bearing, so that the load-bearing mode of the extra-long wall-mounted support changes from cantilever beam bending to spatial axial tension-compression balance; thereby safely crossing the structural recessed area and providing support for the cantilever protection erected in the second frame segment on-site; Step S3, Dynamic Transformation of Frame Form: When construction reaches the floor where the pre-set structural change layer in the full-cycle dynamic construction blueprint is located, perform the following operations according to the full-cycle dynamic construction blueprint: Step S3.1, Active Disconnection: At the disconnection position of the scaffold marked on the full-cycle dynamic construction blueprint, the entire scaffold is separated into a first scaffold segment that can continue to be lifted and a second scaffold segment that cannot continue to be attached and lifted due to encountering the inward shrinkage zone of the structure through the preset quick disassembly and assembly connection nodes on the attached lifting scaffold. Step S3.2, System Conversion: The second frame segment is fixed and supported by the installed extra-long wall-mounted supports and the matching inclined tension unloading system. It is erected layer by layer as the main structure construction progresses, forming a cantilevered protection zone on site. The protection method is changed from the attached lifting scaffold to the cantilevered protection structure. The erection progress of the second frame segment is synchronized with the lifting progress of the first frame segment. That is, for every layer of the first frame segment is lifted, the erection of the second frame segment also increases by one layer. Step S3.3, Parallel Lifting and Reassembly: The first frame segment continues to be lifted. After the first frame segment is lifted as a whole and passes through the floor where the preset structural change layer is located, the extra-long wall-mounted support and the matching inclined tension unloading system on the second frame segment are removed. On the new floor working surface, the second frame segment and the first frame segment are re-connected through the quick disassembly and assembly connection node to restore the continuity of the attached lifting scaffold.

[0007] Furthermore, in step S1, the generation of the full-cycle dynamic construction blueprint includes: refining the architectural structural drawings, identifying all preset structural change layers with structural recess areas on the facade, compiling the frame disconnection location, the system conversion scheme, and the frame reorganization scheme for each preset structural change layer, and establishing a modular wall-attached node detail drawing library; and uniquely coding all machine positions according to the full-cycle dynamic construction blueprint, and establishing construction information cards corresponding to each machine position to clarify the parameters of each machine position at different construction stages.

[0008] Furthermore, in step S3.1, the quick-disassembly connection node is a bolted connection node, and the active disconnection is achieved by removing the bolts; and in step S3.3, the re-connection is achieved by installing and tightening the bolts.

[0009] Furthermore, step S3.2 also includes: hanging dense safety nets to fully enclose the cantilevered protection area formed by the second frame segment and the horizontally adjacent first frame segment.

[0010] Furthermore, it also includes the following lifting operation steps: the first frame segment is lifted using an intelligent synchronous control system; the intelligent synchronous control system monitors the load in real time through gravity sensors installed at each lifting position, and is set to trigger an alarm when the load deviation at any position exceeds a preset first threshold, and automatically stop when it exceeds a preset second threshold.

[0011] Furthermore, the first threshold is 15% of the average load of each machine position, and the second threshold is 30% of the average load of each machine position.

[0012] Secondly, this invention proposes a non-standard attached lifting scaffold for complex facades, used to implement the above-mentioned construction method, wherein the scaffold comprises: The frame structure consists of a vertical main frame, horizontal trusses, scaffold boards, and protective netting. In the arc-shaped facade area, the frame structure is constructed by splicing scaffold boards of various lengths together in a way that fits the arc with a broken line, and a sealing flap with an adaptively adjustable coverage area is provided at the inner splice seam. The modular wall-attachment system includes extra-long wall-attachment supports for crossing the structural recessed zone; these extra-long wall-attachment supports can be up to 6 meters long and provide a load-bearing foundation for the cantilever protection of the second frame structure when it is converted to a new system; during the construction of the subsequent standard floors, they serve as wall-attachment supports for the climbing frame itself. A diagonal bracing system is used in conjunction with the extra-long wall-mounted support. The diagonal bracing system includes a diagonal bracing support and two basket bracing rods. The diagonal bracing support is installed on the structural beams of the floors above and below the floor where the structural recess is located, and is situated on the side of the standard wall-mounted support on that floor away from the frame structure. The upper end of the first basket bracing rod is connected to the ear plate of the diagonal bracing support on the structural beam of the upper floor via a hinged joint with a pin, and the lower end is connected to the extra-long wall-mounted support via a hinged joint with a pin. The connecting lugs at the cantilever end of the wall-mounted support are connected; the upper end of the second basket tie rod is connected to the connecting lugs at the cantilever end of the extra-long wall-mounted support via a hinge with a pin, and the lower end is anchored to the lugs of the inclined tie rod on the structural beam of the next floor or the structural beam of the next floor or the floor slab on the structural beam; each basket tie rod is provided with an adjusting nut for tensioning in the middle, which is used to establish tension through pre-tensioning before bearing load, so that the stress mode of the extra-long wall-mounted support changes from the bending of the cantilever beam to the spatial axial tension and compression balance; The intelligent synchronous control system includes gravity sensors, controllers, and actuators installed at each hoisting position to achieve synchronous hoisting and automatic protection based on load sensing. The selection and arrangement of the modular wall-mounted system and the inclined tension unloading system, as well as the disassembly and reassembly positions of the frame structure, are all predetermined by the full-cycle dynamic construction blueprint.

[0013] Furthermore, the frame structure is provided with bolt connection nodes that can be quickly disassembled and installed at the frame disconnection positions defined in the full-cycle dynamic construction blueprint. The bolt connection nodes connect adjacent scaffold boards through high-strength bolts.

[0014] Furthermore, the extra-long wall-mounted support is fixed to the inner floor slab by U-bolts, and an adjustable height steel pad is provided below it.

[0015] Furthermore, the sealing flap is hinged to the side frame of the scaffold board via an adapter, and its free end overlaps the adjacent scaffold board frame, so that the coverage range can be adaptively adjusted according to the change of the splicing angle of the frame structure.

[0016] The beneficial effects of this invention are as follows: Traditional rigid climbing scaffolding faces a dilemma when encountering facade changes, such as structural inward reduction: either complete dismantling and reassembly or large-scale ground-based scaffolding erection. This invention, through a pre-planned, full-cycle dynamic construction blueprint, accurately anticipates all changes and pre-sets quick-disassembly and assembly connection nodes within the scaffolding. This allows the climbing scaffolding to proactively disconnect into two independent segments during construction, according to the blueprint instructions. Combined with the aforementioned composite stress nodes, the second segment, which cannot be lifted, can be transformed in situ into a stable cantilevered protective structure. This achieves proactive morphological adaptation of the climbing scaffolding to complex facade changes. Through the proactive disconnection and segmented reassembly of the scaffolding, while the second segment forms cantilevered protection in situ and is erected layer by layer, the first segment can continue to be independently lifted and constructed without being affected. Two different types of protective systems achieve spatially segmented and temporally parallel flow operations on the same facade. This model fundamentally avoids the delays and overlapping work risks caused by traditional complete dismantling and assembly, achieving precise and efficient construction organization. The composite load-bearing node increases the cantilever capacity of the support to 6 meters, not only solving the problem of safe attachment under large-scale inward contraction, but also providing a key load-bearing structure for the on-site conversion of the second frame section into cantilever protection. Dense mesh netting is installed at the junction of the first and second frame sections to significantly improve construction safety and efficiency. Attached Figure Description

[0017] Figure 1a This is a partial elevation view of the non-standard attached lifting scaffold of the present invention.

[0018] Figure 1b This is a side view of the non-standard attached lifting scaffold of the present invention.

[0019] Figure 1c This is a side view of the non-standard attached lifting scaffold of the present invention at the lifting point of the hoisting machine.

[0020] Figure 2a This is a structural diagram of a composite stress node for an ultra-long wall-mounted support and a diagonal tension unloading system.

[0021] Figure 2b This is a structural diagram showing the splicing positions of the scaffold boards and the disconnection positions of the scaffold structure of the present invention.

[0022] Figure 3 This is a schematic diagram of the intelligent synchronous control system of the present invention.

[0023] Figure 4This is a schematic diagram illustrating the process of dynamically adjusting machine positions based on the full-cycle dynamic construction blueprint in the construction method of this invention.

[0024] Figure 5 This is a schematic diagram of the dynamic transformation process of the frame structure, specifically showing the process in which the overall frame is actively broken into the first frame segment and the second frame segment at the preset structural change layer.

[0025] Figure 6 This is a sectional view of the wall-mounted support node.

[0026] Figure 7 A top-down view of the lifting station node.

[0027] Figure 8 This is an example diagram of the machine position coding database.

[0028] Figure 9 This is a top view diagram of the second frame segment.

[0029] Figure 10 This is a top-view diagram showing the reconnection of the first and second frame segments after they pass through the structural change layer, using quick disassembly and assembly connection nodes.

[0030] In the diagram: 1-Frame structure; 2-Standard wall-mounted support; 3-Diagonal tension unloading system; 4-Lifting position; 5-Diagonal tension support; 6-Through-wall bolt; 9-Extra-long wall-mounted support; 10-U-bolt; 11-Tube pull rod; 12-Connecting nut; 13-Connecting ear plate; 18-Scaffold board (long specification); 19-Scaffold board (short specification); 20-Splicing gap; 21-Sealing flap; 22-Adapter; 23-Electric chain hoist; 32-Disconnection position; 33-Second frame section; 34-First frame section; 35-Quick disassembly and assembly connection node. Detailed Implementation

[0031] The present invention will be further described in detail below with reference to the accompanying drawings and specific embodiments.

[0032] This embodiment uses a super high-rise building project as an example. The building has a total height of approximately 200 meters and an S-shaped facade. The building design features significant inward reduction of the structural edges on several floors, with a large-scale structural inward reduction of approximately 1900mm around the 11th and 20th floors. The non-standard attached lifting scaffolding and construction method of this invention were used for construction.

[0033] like Figures 1a-2bAs shown, the non-standard attached lifting scaffolding used for complex facades in this embodiment consists of four main parts: the scaffold structure 1, the modular wall attachment system, the inclined tension unloading system 3, and the intelligent synchronous control system. A total of 208 lifting positions are arranged around the perimeter of the building. The selection and arrangement of the modular wall attachment system and the inclined tension unloading system, as well as the disconnection and reassembly positions of the scaffold structure, are all predetermined by the full-cycle dynamic construction blueprint.

[0034] The frame structure 1 consists of a vertical main frame, horizontal trusses, scaffold boards, and external protective netting arranged along the outer contour of the building. The connection of the vertical main frame, horizontal trusses, scaffold boards, and external protective netting can utilize existing technologies. For example... Figure 2b As shown, to adapt to the S-shaped curved facade, the scaffold structure 1 adopts a folding-instead-of-curve construction method. Specifically, various specifications of scaffold board modules are configured, including long scaffold boards 18 and short scaffold boards 19. For a curved facade section approximately 30 meters long, it is planned during construction layout to be fitted by 10 scaffold boards approximately 3 meters long. The fold angle between adjacent straight segments is precisely controlled within 5° according to the curvature of the arc at that location. After three-dimensional layout verification, the maximum planar deviation between the fitted segment and the ideal arc does not exceed 25 mm, meeting the specification requirements.

[0035] like Figure 8 As shown, to ensure the airtightness of the protective system in the fitted splicing state, sealing flaps 21 are installed at the inner splicing gaps 20 of all adjacent scaffold boards 18 and 19. These sealing flaps 21 are made of 2mm thick Q235 perforated steel plate, 150mm wide, and the same length as the splicing gap. One long side is hinged to the frame of a scaffold board 18 via a connector, while the other side is a free end that directly overlaps the frame of the adjacent scaffold board 19, with an overlap width designed to be 50mm. When the frame structure 1 produces different splicing angles due to curvature fitting, the sealing flap 21 can adaptively rotate around the hinge axis, with its free end always tightly fitted to the surface of the adjacent scaffold board, adaptively and completely covering the splicing gap 20 below. Together with the outer protective netting, this forms a continuous and closed protective surface, preventing tools or debris from falling through the board gaps.

[0036] like Figure 1c As shown, the sealing flap 21 is also installed on the inner side of the scaffold board 18 / 19. One end of the sealing flap 21 is hinged to the frame of a scaffold board 18 / 19 through the adapter 22, while the other end is a free end that directly overlaps the edge of the adjacent floor structure.

[0037] Modular wall-mounted systems are used to reliably transfer the load of the scaffolding to the main structure. For example... Figure 2a , Figure 6As shown, in the standard floor without structural inward contraction, a standard wall-mounted support 2 is directly fixed to the structural beam via through-wall bolts 6, which serves as the anchor point for the structural beam. The core of this embodiment lies in a dedicated module that addresses the 1900mm large-scale inward contraction problem in the 11th and 20th floors, a composite stress-bearing node composed of an ultra-long wall-mounted support 9 and a diagonal tension unloading system 3.

[0038] The extra-long wall-mounted support 9 is a box-section member made of two 20a hot-rolled channel steels welded back-to-back with continuous lacing plates. The cross-section dimensions are 200mm (height) × 150mm (width). The total length of the support is designed to be 6 meters, of which the cantilever section is about 4.5 meters long, used to completely span the 1.9-meter structural recess and support the frame; the anchoring section is about 1.5 meters long, which is firmly pressed into the structural floor slab by three pre-embedded U-bolts 10 with a diameter of 20mm and a spacing of about 0.5 meters. Adjustable steel pads of different thicknesses (5mm, 10mm, 20mm) can be added below the support as needed for the flatness of the floor slab to ensure that the cantilever section of the support remains horizontal and the base is in close contact with the floor surface.

[0039] The core load-bearing components of the inclined tension unloading system 3 are two basket tie rods 11 and inclined tension support 5.

[0040] The structural beams on the floor above and below the floor where the structural recessed area is located are equipped with both standard wall-mounted supports 2 and diagonal bracing supports 5. The standard wall-mounted supports 2 are closest to the climbing formwork / scaffolding, while the diagonal bracing supports 5 are located on the side of the standard wall-mounted supports 2 on that floor that is away from the climbing formwork.

[0041] The basket brace 11 is machined from Q345 round steel with a diameter of 24mm and a total length of approximately 7 meters. A pair of M30 threaded adjusting nuts are installed in the middle of the basket brace 11, allowing for stepless adjustment of the brace length and application of pretension. The maximum adjustment stroke is ±100mm. There are two basket braces 11. The upper end of the first basket brace 11 is hinged to the lug plate of the inclined support 5 pre-installed on the upper-level (e.g., the 12th floor) structural beam via a 25mm diameter pin. Its lower end is also hinged to the connecting lug plate 13 at the cantilever end of the extra-long wall-mounted support 9 via a 25mm diameter pin. The upper end of the second basket brace 11 is hinged to the connecting lug plate 13 at the cantilever end of the extra-long wall-mounted support 9 via a pin. Its lower end is hinged to the lug plate of the inclined support 5 pre-installed on the lower-level (e.g., the 10th floor) structural beam or directly anchored to the floor slab of the lower-level (e.g., the 10th floor) structural beam.

[0042] Through the synergy of these two flower basket tie rods 11, a spatial oblique tension balance system is formed between the cantilever end of the extra-long wall-mounted support 9 and the upper and lower structures.

[0043] like Figure 7As shown, the connecting lug 13 at the cantilever end of the extra-long wall-mounted support 9 is also connected to the scaffold boards 19 / 18 via connecting nuts 12. When the frame structure 1 needs to be disconnected, the connecting nuts 12 can be removed to separate the extra-long wall-mounted support 9 from the scaffold boards 19 / 18.

[0044] Installation of the intelligent synchronous control system: Gravity sensors are installed via dedicated interfaces at the base of the extra-long wall-mounted supports 9, the connection points of U-bolts 10 to the floor slab, and along the critical force paths of the standard wall-mounted supports 2, to accurately sense the actual load at each location. The signal lines from the gravity sensors converge along the frame to the central controller located in the central control room (or intelligent control box). Each lifting location 4 is equipped with an independent electric chain hoist 23 (also known as a ring electric hoist) as the execution unit for lifting and parking. Alternatively, the intelligent synchronous control system may be as follows: Figure 3 As shown, the gravity sensor of each hoisting position 4 uploads real-time load data to the intelligent sub-control box corresponding to that hoisting position 4. The intelligent sub-control box uploads the load data to the intelligent main control box, and also sends control commands to the electric chain hoist 23 of each hoisting position 4 to output lifting force.

[0045] The composite load-bearing node of this invention does not simply enhance the strength of traditional cantilever supports, but rather transforms the cantilever bending problem into a spatial axial tension-compression balance problem through a double-tension rod pretensioning mechanism. Its installation and load-bearing process are as follows: After installing the extra-long wall-mounted support 9 and the two basket braces 11, under zero-load conditions where the frame structure 1 is not yet bearing any construction load, use a calibrated torque wrench to symmetrically tighten the adjusting nuts (not shown in the figure) in the middle of the two basket braces 11 in sequence. When the torque value reaches the target value, it corresponds to establishing an initial pretension in each basket brace 11. At this time, the first basket brace generates an upward pulling force on the cantilever end, and the second basket brace generates a downward pulling force on the cantilever end. Both act together on the cantilever end and are balanced with the reaction forces of the upper and lower supports. The entire node is in a spatial self-balancing force system.

[0046] When the frame structure 1 is lifted into place, the construction load acts on the cantilever end of the support, causing a downward overturning tendency. At this time, the tension of the first turnbuckle will increase sharply, while the original pretension of the second turnbuckle will be partially released or the tension will be adjusted according to the deformation. The torque formed by the vertical component of the increased tension of the first turnbuckle and the increased pressure at the root of the support together resists the overturning moment generated by the external load. Throughout the entire stress process, the ultra-long wall-mounted support 9 mainly bears the large pressure along its axial direction, and the bending moment is significantly reduced. The bearing capacity of the ultra-long wall-mounted support 9 is no longer determined by its section bending modulus, but by the tensile strength of the turnbuckle 11 and the geometric relationship of the system, thereby increasing its safe cantilever capacity to 6 meters.

[0047] Based on the same concept, such as Figure 4 , Figure 5 As shown, the construction method of the present invention specifically includes the following steps: Step S1: Full-cycle dynamic programming.

[0048] During the construction preparation phase, the technical team conducts digital detailed design based on complete building structural drawings, generating dynamic construction blueprints for the entire construction lifecycle. The process is as follows: Identifying the inward-shrinking change layers: Through comparative analysis of the outer edges of each layer, four pre-designed structural change layers—layers 11, 16, 20, and 28—were accurately identified. Among them, layers 11 and 20 have a 1900mm inward-shrinking structural zone, which is the key layer for implementing the frame form transformation.

[0049] Aircraft station coding and layout: All 208 aircraft stations are uniquely coded. For example, N-001 to N-104 are for the North Tower, and S-001 to S-104 are for the South Tower. A site plan of the aircraft stations is drawn for each construction stage. In the S-shaped arc segment, a scheme is developed that fits the arc curve to the straight-line aircraft station segments.

[0050] A form conversion plan was developed: Taking the 11th floor as an example, due to the structural recessed area on this floor, the climbing scaffold cannot be continuously attached, and a form conversion must be implemented. The blueprint precisely marks the scaffold disconnection point 32 for the 44-54# unit section of the South Tower and the 58-68# unit section of the North Tower. After disconnection, the scaffold in these two sections becomes the second scaffold segment, which will be fixed in place using the already installed extra-long wall-mounted supports and the inclined tension unloading system. It will be erected and raised layer by layer as the construction progresses from the 12th floor to the above floors, forming the cantilevered steel pipe scaffold protection area of ​​the second scaffold segment 33; the remaining sections that can be attached and lifted are the first scaffold segment 34.

[0051] The blueprint stipulates that the erection progress of the second frame segment 33 must be synchronized with the lifting progress of the first frame segment 34. That is, for each layer of the first frame segment 34 that is lifted, the cantilever protection of the second frame segment 33 is also erected. After the first frame segment 34 is lifted as a whole and passes the 11th layer, the extra-long supports and diagonal bracing system on the second frame segment 33 on the 11th layer are removed and re-attached to the first frame segment 34.

[0052] A library of drawings and construction information cards were established: A modular library of wall-attached node details, containing 18 types of node details, was created. A construction information card was generated for each turret site throughout its entire construction cycle. For example, the construction information card for turret site N-044 contains the following: Stages 4-10F: Install standard wall-attached supports (ZD-01); Stage 11F: Disconnect the scaffolding (LJ-01) to form a cantilevered protection section on-site as a second scaffolding segment; Stages 12F and above: Remove the extra-long supports and cable-stayed system, reassemble with the first scaffolding segment (LJ-01), and then install standard wall-attached supports.

[0053] Step S2: Install the composite load-bearing node. The installation of the extra-long wall-mounted support 9 and the inclined tension unloading system 3 is as described above, and the construction should be carried out strictly according to the blueprints.

[0054] Step S3: Dynamic transformation of the frame form. It should be noted that the frame or frame structure of this invention can also be called a climbing frame or climbing frame main body.

[0055] Once construction reaches the 11th floor, the concrete slab reaches the specified strength and the formwork is removed, the dynamic transformation of the frame structure is executed.

[0056] Step S3 specifically includes the following steps: S3.1 Active Disconnection: At the scaffold disconnection location 32 marked on the blueprint, locate the quick-release connection node 35 connecting adjacent scaffold boards 18 and 19. This node is connected by M16×40mm grade 8.8 high-strength bolts. Using an electric wrench, the operator removes all bolts / nuts in sequence, safely and neatly separating the scaffold structure 1 into the first scaffold segment 34 and the second scaffold segment 33.

[0057] S3.2 System Conversion: For the disconnected second scaffold segment 33, the already installed extra-long wall-mounted supports 9 and the inclined tension unloading system 3 are immediately used as the load-bearing structure, and it is firmly fixed to the 11th floor. As the main structure is constructed to the 12th and 13th floors, the second scaffold segment 33 is also erected and raised layer by layer, forming a continuous cantilevered steel pipe scaffold (also known as cantilevered steel pipe scaffold) protection zone (also known as cantilever protection zone or cantilever zone) in situ. Its erection progress is always strictly synchronized with the number of floors raised by the first scaffold segment 34. During the erection process, double-layer dense mesh safety nets are strictly hung at the ends of each scaffold segment at the two horizontally adjacent vertical interfaces between the second scaffold segment 33 and the first scaffold segment 34, and firmly secured with steel pipes to achieve complete closure of the interface and completely eliminate the risk of falling objects from height.

[0058] S3.3 Parallel Lifting and Reassembly: During this period, the construction and lifting operations of the first scaffold segment 34 on each standard floor are unaffected, achieving parallel spatial and synchronous assembly line operations with the erection of the second scaffold segment 33. Once the first scaffold segment 34 has successfully lifted through the 11th-floor structural recess and reached the 12th floor, reassembly work begins. Operators first dismantle the temporary, extra-long wall-mounted supports 9 and the inclined tension unloading system 3 on the second scaffold segment 33, and transport the dismantled components to the designated location. This also includes removing the connecting nuts 12 of the connecting scaffold boards 19 / 18 and the connecting lugs 13 at the cantilevered ends of the extra-long wall-mounted supports 9. Then, the second scaffold segment 33 and the first scaffold segment 34 are precisely aligned on the new working surface (the 12th floor), and the previously dismantled M16×40mm high-strength bolts are re-inserted and symmetrically tightened. The reassembly connection of the scaffold is completed at the quick-disassembly connection node 35. At this point, the scaffolding has regained its overall continuity.

[0059] Throughout the entire construction period, all lifting operations were monitored by an intelligent synchronous control system.

[0060] For example, during a lifting operation, a piece of concrete accidentally became stuck between the scaffolding and the wall at hoist position S-052 in the South Tower area. This caused the load value of the gravity sensor at that position to abnormally rise to 128% of the average load of all hoist positions (a deviation of approximately 28%). The central controller immediately activated the audible and visual alarm the moment the deviation exceeded the preset threshold. Following the emergency plan, the operations team suspended the lifting operation, quickly located and removed the obstruction, and the load at that position returned to normal. The entire incident was contained within the warning stage, without triggering the 30% automatic shutdown threshold, ensuring safety while maintaining construction continuity to the greatest extent possible.

[0061] Through the successful implementation of this embodiment, the present invention effectively solves the systemic problem of climbing scaffolding construction with complex facades and large-scale inward scaling, realizing the transformation of the scaffolding from overall rigidity to segmented flexibility, and achieving the expected results of safety, efficiency and order.

[0062] The above are merely preferred embodiments of the present invention. The scope of protection of the present invention is not limited to the above embodiments. All technical solutions falling within the scope of the present invention's concept are within the scope of protection of the present invention. It should be noted that for those skilled in the art, any improvements and modifications made without departing from the principle of the present invention should also be considered within the scope of protection of the present invention.

Claims

1. A construction method for non-standard attached lifting scaffolding for complex facades, used in buildings with pre-set structural change layers, wherein the pre-set structural change layers have structural recessed areas, and attached lifting scaffolding is used for protection along the exterior facade of the building during construction, characterized in that... The construction method includes the following steps: Step S1, Full-cycle Dynamic Planning: Based on the detailed design of the building structure drawings, a full-cycle dynamic construction blueprint is generated to guide the morphological changes of the attached lifting scaffold throughout the entire construction cycle. The full-cycle dynamic construction blueprint is defined as follows: at the preset structural change layer, the attachment lifting scaffold needs to be disconnected due to encountering the structural inward contraction zone, and the second scaffold segment that cannot be lifted with the main body due to structural inward contraction is fixed and supported by installing extra-long wall-mounted supports and matching inclined tension unloading system, thereby forming a cantilever protection zone by erecting it layer by layer on the spot. It also includes a scaffold reorganization scheme in which the first scaffold segment that can continue to be lifted is re-erected on subsequent floors to restore the protection provided by the attachment lifting scaffold. Step S2, Installation of composite load-bearing nodes: Install the extra-long wall-mounted support and the inclined tension unloading system corresponding to the machine position planned in the inner zone of the structure in the full-cycle dynamic construction blueprint; Step S3, Dynamic Transformation of Frame Form: When construction reaches the floor where the pre-set structural change layer in the full-cycle dynamic construction blueprint is located, perform the following operations according to the full-cycle dynamic construction blueprint: Step S3.1, Active Disconnection: At the disconnection position of the scaffold marked on the full-cycle dynamic construction blueprint, the entire scaffold is separated into a first scaffold segment that can continue to be lifted and a second scaffold segment that cannot continue to be attached and lifted due to encountering the inward shrinkage zone of the structure through the preset quick disassembly and assembly connection nodes on the attached lifting scaffold. Step S3.2, System Conversion: The second frame segment is fixed and supported by the installed extra-long wall-mounted supports and the matching inclined tension unloading system. It is erected layer by layer as the main structure construction progresses, forming a cantilevered protection zone on site. The protection method is changed from the attached lifting scaffold to the cantilevered protection structure. The erection progress of the second frame segment is synchronized with the lifting progress of the first frame segment. Step S3.3, Parallel Lifting and Reassembly: The first frame segment continues to be lifted. After the first frame segment is lifted as a whole and passes through the floor where the preset structural change layer is located, the extra-long wall-mounted support and the matching inclined tension unloading system on the second frame segment are removed. On the new floor working surface, the second frame segment and the first frame segment are re-connected through the quick disassembly and assembly connection node to restore the continuity of the attached lifting scaffold.

2. The construction method for non-standard attached lifting scaffolding for complex facades according to claim 1, characterized in that, In step S1, the generation of the full-cycle dynamic construction blueprint includes: refining the architectural structural drawings, identifying all preset structural change layers with structural recess areas on the facade, compiling the frame disconnection location, the system conversion scheme, and the frame reorganization scheme for each preset structural change layer, and establishing a set of modular wall-attached node detail drawings; and uniquely coding all machine positions according to the full-cycle dynamic construction blueprint, and establishing construction information cards corresponding to each machine position to clarify the parameters of each machine position at different construction stages.

3. A construction method for non-standard attached lifting scaffolding for complex facades according to claim 1 or 2, characterized in that, In step S3.1, the quick-disassembly connection node is a bolted connection node, and the active disconnection is achieved by removing the bolts; and in step S3.3, the re-lapping is achieved by installing and tightening the bolts.

4. The construction method for non-standard attached lifting scaffolding for complex facades according to claim 1, characterized in that, Step S3.2 further includes: hanging dense safety nets to fully enclose the cantilevered protection area formed by the second frame segment and the horizontally adjacent first frame segment.

5. A construction method for non-standard attached lifting scaffolding for complex facades according to claim 1, characterized in that, It also includes the following lifting operation steps: the first frame segment is lifted using an intelligent synchronous control system; the intelligent synchronous control system monitors the load in real time through gravity sensors installed at each lifting position, and is set to trigger an alarm when the load deviation at any position exceeds a preset first threshold, and automatically stop when it exceeds a preset second threshold.

6. A construction method for non-standard attached lifting scaffolding for complex facades according to claim 5, characterized in that, The first threshold is 15% of the average load of each machine position, and the second threshold is 30% of the average load of each machine position.

7. A non-standard attached lifting scaffold for complex facades, used to implement the construction method as described in any one of claims 1-6, characterized in that, The scaffolding includes: The frame structure consists of a vertical main frame, horizontal trusses, scaffold boards, and protective netting. In the arc-shaped facade area, the frame structure is constructed by splicing scaffold boards of various lengths together in a way that fits the arc with a broken line, and a sealing flap with an adaptively adjustable coverage area is provided at the inner splice seam. Modular wall-attachment systems, including extra-long wall-attachment supports for crossing structural recesses; A diagonal bracing system is used in conjunction with the extra-long wall-mounted support. The diagonal bracing system includes a diagonal bracing support and two basket bracing rods. The diagonal bracing support is installed on the structural beams of the floors above and below the floor where the structural recess is located, and is located on the side of the standard wall-mounted support on that floor away from the frame structure. The upper end of the first basket bracing rod is connected to the diagonal bracing support on the structural beam of the upper floor, and the lower end is connected to the cantilever end of the extra-long wall-mounted support. The upper end of the second basket bracing rod is connected to the cantilever end of the extra-long wall-mounted support, and the lower end is anchored to the diagonal bracing support on the structural beam of the lower floor or the structural beam of the lower floor. Each basket bracing rod has an adjusting nut in the middle for tensioning, which is used to establish tension through pre-tensioning before bearing load, so that the stress mode of the extra-long wall-mounted support changes from the bending of a cantilever beam to spatial axial tension-compression balance. The intelligent synchronous control system includes gravity sensors, controllers, and actuators installed at each hoisting position to achieve synchronous hoisting and automatic protection based on load sensing. The selection and arrangement of the modular wall-mounted system and the inclined tension unloading system, as well as the disassembly and reassembly positions of the frame structure, are all predetermined by the full-cycle dynamic construction blueprint.

8. A non-standard attached lifting scaffold for complex facades according to claim 7, characterized in that, The frame structure is equipped with bolted connection nodes that can be quickly disassembled and installed at the frame disconnection positions defined in the full-cycle dynamic construction blueprint. The bolted connection nodes connect adjacent scaffold boards using high-strength bolts.

9. A non-standard attached lifting scaffold for complex facades according to claim 7, characterized in that, The extra-long wall-mounted support is fixed to the inner floor slab with U-bolts, and an adjustable height steel pad is installed below it.

10. A non-standard attached lifting scaffold for complex facades according to claim 7, characterized in that, The sealing flap is hinged to the side frame of the scaffold board via an adapter, and its free end overlaps the adjacent scaffold board frame, so that the coverage range can be adaptively adjusted according to the change of the splicing angle of the frame structure.

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