A multi-layer overhanging disc fastener formwork method

Abstract

This invention provides a method for multi-layer cantilevered formwork using a modular scaffold, belonging to the field of building construction technology. The method includes: creating a three-dimensional model of the multi-layer cantilever structure using BIM software; obtaining scaffold erection data from the BIM model and dividing the area requiring scaffold erection into several zones; laying out lines for each zone and determining the position and elevation of the uprights using a total station and level; erecting a top support at the bottom of the side span beams and cantilever beams as the boundary line between the inner and outer scaffolds; erecting the modular scaffold layer by layer from bottom to top, with the longitudinal and transverse spacing of the uprights and the step distance of the horizontal bars set according to design requirements; installing adjustable supports at the top of the scaffolds and adjusting their height to be lower than the design height; installing horizontal bars and diagonal braces and tamping the pins with a hand hammer; conducting a pre-stressing test on the erected scaffolds using materials such as steel bars or sandbags for graded loading; after the scaffolds pass the pre-stressing test, installing the formwork and checking the elevation and flatness to ensure that the design requirements are met.

Description

Technical Field

[0001] This invention belongs to the field of building construction technology, and specifically relates to a method for multi-layer cantilevered disc-lock formwork. Background Technology

[0002] With the rapid development of the modern construction industry, building structures are becoming increasingly complex and diverse, especially with the widespread application of multi-story cantilever structures, which has brought enormous challenges to construction. Multi-story cantilever structures, due to their unique spatial effects and functional advantages, are being used more and more extensively in urban high-rise buildings and large public buildings. This structure not only increases the usable floor area of ​​a building but also creates a unique architectural appearance, adding new vitality to the modern urban landscape.

[0003] However, the construction of multi-story cantilever structures, especially the erection of formwork systems, has always been a challenging and crucial aspect of building construction. Traditional formwork methods often prove inadequate when dealing with multi-story cantilever structures. The main problems are as follows:

[0004] First, traditional formwork methods struggle to accurately capture complex spatial geometric relationships. Multi-story cantilever structures typically possess complex three-dimensional spatial morphology, which traditional two-dimensional drawings and manual measurement methods cannot accurately express or control. This leads to inaccurate formwork positioning, affecting the quality of subsequent construction.

[0005] Secondly, the load-bearing capacity and stability of traditional formwork methods are insufficient to meet the requirements of multi-story cantilever structures. Cantilever structures place higher demands on the load-bearing capacity and stiffness of the formwork system, which traditional wooden or simple steel pipe formwork systems often cannot meet, making them prone to deformation or instability and causing safety hazards.

[0006] Secondly, traditional formwork methods have low construction efficiency and are highly dependent on manual labor. In complex multi-story cantilever structures, traditional formwork methods require a large amount of manual measurement, adjustment, and correction, which is not only time-consuming and labor-intensive, but also prone to cumulative errors, affecting the overall construction quality.

[0007] Furthermore, traditional formwork methods struggle to achieve precise elevation control. In multi-story cantilever structures, the elevation control of each floor directly impacts the overall structure's geometry and load-bearing capacity, making millimeter-level precision difficult to achieve with traditional methods.

[0008] Finally, traditional formwork methods lack systematicity and repeatability. Each construction project requires redesigning and rebuilding the formwork system, making it difficult to develop standardized and modular construction plans, thus increasing construction costs and management complexity.

[0009] Faced with these problems, the construction industry urgently needs a new formwork method that can make full use of modern technology to improve the accuracy, efficiency and safety of formwork, so as to meet the special needs of multi-story cantilever structure construction. Summary of the Invention

[0010] In view of this, the present invention provides a multi-layer cantilever disc buckle formwork method, which can solve the technical problems that existing multi-layer cantilever disc buckle formwork methods are insufficient in terms of both accuracy and safety.

[0011] This invention is implemented as follows:

[0012] This invention provides a method for supporting multi-layer cantilevered disc-lock formwork, comprising the following steps:

[0013] S10. Based on the architectural design drawings, use BIM software to create a three-dimensional model of the multi-story cantilever structure;

[0014] S20. Obtain the data for the erection of the disc-lock scaffolding through the BIM model, and divide the area where the scaffolding needs to be erected into several zones.

[0015] S30. Lay out the lines for each zone, and use a total station and level to determine the position and elevation of the poles;

[0016] S40. A top support rod is erected at the bottom of the side span beam and the cantilever beam as the dividing line between the inner and outer scaffolding.

[0017] S50. The disc buckle scaffolding is erected layer by layer from bottom to top, and the longitudinal and transverse spacing of the uprights and the step distance of the horizontal bars are set according to the design requirements.

[0018] S60. Install an adjustable support on the top of the bracket and adjust its height to be lower than the design height.

[0019] S70. Install the crossbars and diagonal braces, and use a hand hammer to firmly press the pins in place.

[0020] S80. Conduct a pre-stress test on the erected scaffold, using steel bars or sandbags to apply the load in stages up to 110% of the design load.

[0021] S90. After the support pre-stressing is qualified, install the template and check the elevation and flatness to ensure that the design requirements are met.

[0022] Specifically, step S10 includes:

[0023] Step 101: Collect and organize architectural design drawings, including floor plans, elevations, sections, and structural drawings;

[0024] Step 102: Select building information modeling software and set the correct unit system and coordinate system;

[0025] Step 103: Based on the drawing information, draw the main structural components of the building layer by layer, including at least columns, beams, slabs, and walls;

[0026] Step 104: Add secondary components, including at least doors, windows, and stairs, to complete the model;

[0027] Step 105: Check and correct geometric errors and component conflicts in the model;

[0028] Step 106: Add material information and component properties to the model;

[0029] Step 107: Conduct a comprehensive check on the completed building information model to ensure its accuracy and completeness.

[0030] Furthermore, step S20 specifically includes:

[0031] Step 201: Extract the area information of the area where the scaffolding needs to be erected from the building information model, including the planar range and height;

[0032] Step 202: Use a spatial clustering algorithm to initially divide the scaffolding erection area;

[0033] Step 203: Considering construction convenience and safety, manually adjust and optimize the preliminary division results;

[0034] Step 204: Use the minimum spanning tree algorithm to determine the optimal connection relationship between each partition;

[0035] Step 205: Apply linear programming to establish an optimization model with the objective of minimizing the total construction time;

[0036] Step 206: Use the Monte Carlo simulation method to conduct multiple simulations of different zoning schemes and evaluate their impact on construction schedule and cost.

[0037] Step 207: Based on the simulation results, select the optimal zoning scheme and use geographic information system technology to visualize the zoning results in the building information model.

[0038] Furthermore, step S30 specifically includes:

[0039] Step 301: Determine the coordinates of the boundary points of each zone based on the building information model and zoning scheme;

[0040] Step 302: Use a total station to set up a control network at the construction site, including at least 4 control points, with a distance of not less than 30 meters between the control points;

[0041] Step 303: Use real-time dynamic technology of Global Positioning System to determine the precise coordinates of the control points;

[0042] Step 304: Use the least squares adjustment algorithm to perform adjustment calculations on the control network to improve the accuracy of the control network;

[0043] Step 305: Based on the control network, use the polar coordinate method or the forward intersection method to stake out the boundary points of the zones;

[0044] Step 306: Use the layout function of the total station to determine the planar position of each pole, and control the layout accuracy within ±5 mm;

[0045] Step 307: Use the elevation measurement function of a level or total station to determine the elevation of each pole, with the elevation accuracy controlled within ±3 mm.

[0046] Furthermore, step S40 specifically includes:

[0047] Step 401: Based on the building information model, determine the precise location and elevation of the side span beams and cantilever beams;

[0048] Step 402: Select a suitable material for the return rod, with a diameter of not less than 48 mm and a wall thickness of not less than 3.5 mm;

[0049] Step 403: Calculate the stress on the push rod, including axial pressure and bending moment, to ensure that its strength and stiffness meet the requirements;

[0050] Step 404: Use finite element analysis software to perform stress and deformation analysis on the return rod;

[0051] Step 405: Based on the analysis results, determine that the jacking rod is located on the center line of the bottom of the beam;

[0052] Step 406: Use a laser level to project a horizontal baseline along the bottom of the beam;

[0053] Step 407: Set a fixing point every 3 to 5 meters on the baseline and fix it with expansion bolts or chemical anchors.

[0054] Furthermore, step S50 specifically includes:

[0055] Step 501: Determine the exact location and spacing of the poles based on the design drawings and building information model;

[0056] Step 502: Use a precision level to measure and record the ground elevation to provide a reference for subsequent height adjustments;

[0057] Step 503: Lay a wooden board with a thickness of not less than 30 mm or a concrete pad with a thickness of 40 mm on the ground to distribute the load.

[0058] Step 504: Install the adjustable base, ensuring the exposed length of the adjusting screw does not exceed 300 mm;

[0059] Step 505: Use a theodolite or total station to ensure the verticality of the first layer of poles, with a deviation not exceeding 5 / 1000.

[0060] Step 506: The erection sequence is to first erect the poles, then the horizontal poles, and finally the scissor braces.

[0061] Step 507: Use a disc buckle bracket system to ensure that each connection point is properly locked with a locking torque of 40 Nm to 60 Nm.

[0062] Furthermore, step S60 specifically includes:

[0063] Step 601: Based on the building information model and structural design drawings, determine the theoretical position and elevation of each bracket;

[0064] Step 602: Select a suitable adjustable support with a load-bearing capacity of not less than 1.2 times the design load;

[0065] Step 603: Use a total station or level to measure the actual elevation of the top of the support.

[0066] Step 604: Calculate the height that each bracket needs to be adjusted, leaving 20 mm to 30 mm of space for subsequent precise adjustments;

[0067] Step 605: When installing the adjustable bracket, use anti-slip pads to increase friction and improve stability;

[0068] Step 606: Using a torque wrench, tighten the bracket fixing bolts according to the design requirements, with a torque of 80 Nm to 120 Nm.

[0069] Step 607: Use a high-precision digital level to adjust the height of the support to ensure it is level, with an allowable error of no more than 1 mm per meter.

[0070] Furthermore, step S70 specifically includes:

[0071] Step 701: Determine the installation positions and angles of the horizontal and diagonal braces based on the design drawings and building information model;

[0072] Step 702: Select appropriate specifications for crossbars and diagonal braces, using steel pipes with a diameter of 48.3 mm and a wall thickness of 3.5 mm;

[0073] Step 703: Use a laser rangefinder to accurately measure the locations where the crossbars and tie rods need to be installed;

[0074] Step 704: When installing the crossbar, use a level to ensure its levelness, with an allowable error of no more than 2 mm per meter;

[0075] Step 705: For the tie rod, use an angle meter to measure its tilt angle and ensure that the deviation from the design angle does not exceed 1 degree;

[0076] Step 706: Use mechanical analysis software to simulate and analyze the force conditions of the crossbar and the tie bar;

[0077] Step 707: Based on the analysis results, optimize the arrangement of horizontal and diagonal braces, and add reinforcing components if necessary.

[0078] Furthermore, step S80 specifically includes:

[0079] Step 801: Set the three-level loading weight, the sum of the three-level loading weight is 1.1 times the design load;

[0080] Step 802: Ensure the weight ratio of the three-stage loading is 6:4:1;

[0081] Step 803: Determine the minimum and maximum load weight for a single stage based on the capacity and safety limitations of the preloading equipment;

[0082] Step 804: Optimize the load weight distribution using numerical simulation and structural analysis methods;

[0083] Step 805: Perform the first stage of loading to reach 60% of the design load;

[0084] Step 806: Perform the second stage of loading to reach 100% of the design load;

[0085] Step 807: Perform the third level of loading to reach 110% of the design load;

[0086] Step 808: During each loading stage, use a precision level to monitor the settlement of the support structure to ensure that the settlement does not exceed 5 mm.

[0087] Furthermore, step S90 specifically includes:

[0088] Step 901: Determine the installation location and dimensions of the formwork based on the building information model and structural design drawings;

[0089] Step 902: Select a suitable template material to ensure that its strength, rigidity, and surface flatness meet the design requirements;

[0090] Step 903: Use a total station or level to verify the measurement of the top of the support to ensure that its elevation and horizontal position meet the design requirements;

[0091] Step 904: When installing the template, use a spirit level and straightedge to ensure the flatness of the template, with an allowable error of no more than 3 mm per 3 meters;

[0092] Step 905: Use sealant tape or grout at the joints of the template to prevent grout leakage;

[0093] Step 906: After installation, use a total station to scan and measure the template surface to generate elevation point cloud data;

[0094] Step 907: Compare and analyze the measurement data with the building information model to ensure that the installation accuracy of the formwork meets the design requirements;

[0095] Step 908: Adjust the parts that do not meet the requirements until they meet the design standards.

[0096] Compared with existing technologies, the beneficial effects of the multi-layer cantilever disc-lock formwork method provided by this invention are:

[0097] First, this invention uses Building Information Modeling (BIM) technology to create a three-dimensional model of a multi-story cantilever structure, accurately capturing the complex spatial geometric relationships. This not only improves the accuracy of formwork positioning but also provides a reliable data foundation for subsequent scaffolding design and construction simulation, significantly reducing design errors and construction conflicts.

[0098] Secondly, this invention incorporates advanced computer-aided engineering technologies, such as finite element analysis and mechanical simulation, to conduct a comprehensive stress analysis and optimized design of the support system. This ensures that the formwork system has sufficient load-bearing capacity and stability, meeting the special requirements of multi-story cantilever structures and significantly improving construction safety.

[0099] Furthermore, this invention employs high-precision measurement technologies such as total stations and GPS-RTK, combined with least squares adjustment algorithms, to achieve precise control over the erection of the support structure. This not only improves construction efficiency and reduces reliance on manual labor, but also significantly enhances the geometric accuracy of the formwork, laying a solid foundation for subsequent structural construction.

[0100] Furthermore, this invention introduces an adjustable support system and employs a high-precision digital level for adjustment, achieving millimeter-level elevation control. This solves the problem of difficulty in accurately controlling the elevation in multi-story cantilever structures using traditional methods, ensuring that the overall structure's geometry and load-bearing performance meet design requirements.

[0101] Finally, this invention proposes a systematic and standardized formwork support method, including a series of steps such as zoning optimization, scaffold erection, and pre-stressing testing. This method has strong repeatability and adaptability, which not only improves construction efficiency and reduces construction costs, but also provides reliable technical support for quality management and safety control.

[0102] Compared with the prior art, the present invention has made significant progress in the following aspects:

[0103] 1. Precision control: By using BIM technology and high-precision measuring equipment, the accuracy of formwork is improved to the millimeter level, far exceeding the centimeter-level accuracy of traditional methods.

[0104] 2. Safety performance: The use of computer-aided analysis and optimization design improves the safety factor of the formwork system.

[0105] In summary, the multi-layer cantilever disc buckle formwork method proposed in this invention solves the technical problems of insufficient accuracy and safety in existing multi-layer cantilever disc buckle formwork methods. Attached Figure Description

[0106] Figure 1 This is a flowchart of the method of the present invention. Detailed Implementation

[0107] To make the objectives, technical solutions, and advantages of the embodiments of the present invention clearer, the technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings.

[0108] like Figure 1 The diagram shown is a flowchart of a multi-layer cantilevered disc-lock formwork method provided by the present invention. This method includes the following steps:

[0109] S10. Based on the architectural design drawings, use BIM software to create a three-dimensional model of the multi-story cantilever structure;

[0110] S20. Obtain the data for the erection of the disc-lock scaffolding through the BIM model, and divide the area where the scaffolding needs to be erected into several zones.

[0111] S30. Lay out the lines for each zone, and use a total station and level to determine the position and elevation of the poles;

[0112] S40. A top support rod is erected at the bottom of the side span beam and the cantilever beam as the dividing line between the inner and outer scaffolding.

[0113] S50. The disc buckle scaffolding is erected layer by layer from bottom to top, and the longitudinal and transverse spacing of the uprights and the step distance of the horizontal bars are set according to the design requirements.

[0114] S60. Install an adjustable support on the top of the bracket and adjust its height to be lower than the design height.

[0115] S70. Install the crossbars and diagonal braces, and use a hand hammer to firmly press the pins in place.

[0116] S80. Conduct a pre-stress test on the erected scaffold, using steel bars or sandbags to apply the load in stages up to 110% of the design load.

[0117] S90. After the support pre-stressing is qualified, install the template and check the elevation and flatness to ensure that the design requirements are met.

[0118] The specific implementation methods of the above steps are described in detail below:

[0119] The specific implementation of step S10 is as follows: First, based on the architectural design drawings, a three-dimensional model of the multi-story cantilever structure is created using Building Information Modeling (BIM) software. The purpose of this step is to provide accurate geometric information and spatial relationships for subsequent support design and construction. The specific implementation process includes: collecting and organizing architectural design drawings, including floor plans, elevations, sections, and structural drawings; selecting appropriate BIM software, such as Autodesk Revit, Bentley AECOsim BuildingDesigner, or Graphisoft ArchiCAD; creating project files in the BIM software, setting the correct unit system and coordinate system; drawing the building structure layer by layer based on the drawing information, including major components such as columns, beams, slabs, and walls; paying special attention to the details of the cantilever structure, such as the location, dimensions, and connection methods of cantilever beams; adding secondary components such as doors, windows, and stairs to complete the model; checking and correcting geometric errors and component conflicts in the model; adding material information and component attributes to the model for subsequent analysis; and finally, conducting a comprehensive check of the completed BIM model to ensure its accuracy and completeness. Parametric modeling techniques were used in this process. These techniques allow designers to quickly modify and update models by changing parameters, improving modeling efficiency and flexibility. Simultaneously, the principles of Object Relational Modeling (ORM) were employed, enabling intelligent relationships between components in the model. When one component changes, other related components adjust accordingly, ensuring the consistency and accuracy of the model.

[0120] The specific implementation of step S20 is as follows: Data on the erection of the disc-lock scaffolding is obtained through the BIM model, and the area requiring scaffolding erection is divided into several zones. The purpose of this step is to rationally divide the construction area and improve construction efficiency and management level. The specific implementation process includes: extracting area information for scaffolding to be erected from the BIM model, including planar extent and height; using spatial clustering algorithms, such as K-means clustering or DBSCAN (density-based spatial clustering with noise) algorithm, to initially divide the scaffolding erection area; manually adjusting and optimizing the initial division results considering construction convenience and safety; using minimum spanning tree algorithms in graph theory, such as Kruskal's algorithm or Prim's algorithm, to determine the optimal connection relationship between each partition in order to plan the construction sequence and material transportation routes; applying linear programming methods to establish an optimization model with the objective of minimizing the total construction time, considering constraints such as labor resources, equipment resources, and material supply, and solving for the optimal partitioning scheme; using Monte Carlo simulation methods to conduct multiple simulations of different partitioning schemes to evaluate their impact on construction progress and cost; selecting the optimal partitioning scheme based on the simulation results, and using GIS (Geographic Information System) technology to visualize the partitioning results in the BIM model. In this process, spatial clustering algorithms helped to initially delineate the construction area, while the minimum spanning tree algorithm optimized the connectivity between partitions. Linear programming and Monte Carlo simulation methods helped to obtain the optimal partitioning scheme considering multiple factors. The combined application of these algorithms and methods ensured the scientific validity and feasibility of the partitioning scheme.

[0121] The specific implementation of step S30 is as follows: Lay out the lines for each zone, and use a total station and level to determine the position and elevation of the uprights. The purpose of this step is to provide accurate spatial positioning for scaffolding erection. The specific implementation process includes: determining the coordinates of the boundary points of each zone based on the BIM model and zoning plan; setting up a control network on the construction site using a total station, including at least 4 control points, with a distance of no less than 30 meters between control points; using GPS-RTK (Global Positioning System - Real-Time Kinematic) technology to determine the precise coordinates of the control points; using the least squares adjustment algorithm to perform adjustment calculations on the control network to improve its accuracy; based on the control network, using the polar coordinate method or forward intersection method to lay out the zone boundary points; using the layout function of the total station to determine the planar position of each upright, with the layout accuracy controlled within ±5 mm; using a level or The total station's elevation measurement function determines the elevation of each pole, with an accuracy controlled within ±3 mm. The trigonometric leveling principle is used for indirect elevation measurements at distant points or those with obstructed lines of sight. The least squares collocation method is used to optimize the measurement scheme, achieving the highest accuracy with the fewest stations. The law of error propagation is applied to analyze and control cumulative errors, ensuring overall layout accuracy. A digital level is used for closed-loop leveling to verify the accuracy of the elevation measurements. The total station's coordinate layout function is used for verification, ensuring no major errors. Finally, permanent markers, such as steel nails or marking paint, are used to mark the pole positions and elevation points. In this process, the application of GPS-RTK technology improves the accuracy of the control network, the least squares adjustment algorithm further optimizes the control network's accuracy, the polar coordinate method and forward intersection method ensure the accuracy of the layout, and the application of the law of error propagation helps control cumulative errors. The comprehensive application of these measurement principles and methods ensures the high accuracy and reliability of the layout work.

[0122] The specific implementation of step S40 is as follows: A top support rod is erected at the bottom of the side span beam and the cantilever beam as the dividing line between the inner and outer scaffolding. The purpose of this step is to clearly distinguish between the inner and outer scaffolding, facilitating construction management and stress analysis. The specific implementation process includes: determining the precise location and elevation of the side span beam and the cantilever beam based on the BIM model; selecting a suitable top support rod material, typically Q235 steel with a diameter of not less than 48 mm and a wall thickness of not less than 3.5 mm; calculating the stress on the top support rod, including axial pressure and bending moment, to ensure its strength and stiffness meet the requirements; using finite element analysis software, such as ANSYS or ABAQUS, to perform stress and deformation analysis on the top support rod; determining the optimal installation position of the top support rod based on the analysis results, typically located on the center line of the beam bottom; projecting a horizontal baseline along the beam bottom using a laser level; setting a fixing point every 3 to 5 meters on the baseline, which can be secured using expansion bolts or chemical anchors. Using a theodolite or total station, ensure the verticality of the jacking rod; the deviation should not exceed 3 / 1000. When installing the jacking rod, use adjustable connectors for precise position adjustment. Install hinged connections at both ends of the jacking rod to allow for minor angle adjustments. Use a torque wrench to tighten all connecting bolts according to design requirements; the torque should typically reach 100 to 150 Nm. After installation, use a total station to verify the position and verticality of the jacking rod. Paint a conspicuous warning color on the jacking rod, typically using yellow and black stripes. Place a label on the jacking rod clearly indicating its function and precautions. Finally, record the installation process and quality inspection results in detail in the construction log. In this process, the application of finite element analysis helped optimize the design and installation position of the jacking rod, the use of a laser level and total station ensured installation accuracy, and the use of a torque wrench ensured connection reliability. The combined use of these tools and methods ensured the accuracy and safety of the jacking rod installation.

[0123] The specific implementation method of step S50 is as follows: The disc-buckle scaffold is erected layer by layer from bottom to top, with the longitudinal and transverse spacing of the uprights and the step distance of the horizontal bars set according to design requirements. The purpose of this step is to construct a stable and safe support system. The specific implementation process includes: determining the accurate position and spacing of the uprights based on the design drawings and BIM model; using a precision level to measure and record the ground elevation to provide a benchmark for subsequent height adjustments; laying wooden planks or 40mm thick concrete pads on the ground to distribute the load; installing adjustable bases, with the exposed length of the adjusting screws not exceeding 300mm; using a theodolite or total station to ensure the verticality of the first layer of uprights, with a deviation not exceeding 5 / 1000; adopting the erection sequence of "uprights first, then horizontal bars, then scissor bracing"; using a disc-lock scaffolding system to ensure that each connection point is properly locked, with a locking torque of 40 Nm to 60 Nm; the horizontal bar spacing should not exceed 1800mm, and the angle between the scissor bracing diagonal braces and the ground should be between 45° and 60°; after each layer is erected, using a level or total station to check the verticality of the first layer of uprights. The elevation was checked using a leveling instrument to ensure horizontality; a layered loading method was used for pre-loading, and settlement was observed after each layer was loaded, with the settlement not exceeding 5 mm; a laser rangefinder was used to periodically check the spacing between the uprights to ensure it met design requirements; during construction, the deformation of the support structure was monitored in real time, and continuous monitoring could be performed using fiber optic sensing technology; finite element analysis software, such as MIDAS or SAP2000, was applied to analyze the overall stability of the support structure; based on the analysis results, reinforcing members were added at key nodes to improve overall rigidity; a protective net was installed around the support structure, with a mesh size not exceeding 30 mm × 30 mm; a comprehensive safety inspection was conducted after each standard layer was erected, including connection firmness and component integrity; finally, detailed construction records were compiled, including the erection process, quality inspection results, and handling of abnormal situations. In this process, the use of precision leveling instruments and total stations ensured the accuracy of the support structure erection, the layered loading method helped control the settlement of the support structure, and the application of finite element analysis software enabled the evaluation and optimization of the overall stability of the support structure. The comprehensive application of these technologies and methods ensured the safety and reliability of the disc-lock scaffolding erection.

[0124] The specific implementation of step S60 is as follows: an adjustable support is installed on the top of the bracket, and its height is adjusted to be lower than the design height. The purpose of this step is to provide precise elevation control for subsequent formwork installation and concrete pouring. The specific implementation process includes: determining the theoretical position and elevation of each support based on the BIM model and structural design drawings; selecting suitable adjustable supports with a load-bearing capacity of no less than 1.2 times the design load; measuring the actual elevation of the top of the support using a total station or level; calculating the height that each support needs to be adjusted, typically reserving 20 to 30 millimeters of space for subsequent precise adjustments; using anti-slip pads when installing adjustable supports to increase friction and improve stability; tightening the support fixing bolts according to design requirements using a torque wrench, typically with a torque of 80 to 120 Nm; adjusting the support height using a high-precision digital level to ensure it is level, with an allowable error of no more than 1 mm / m; for areas with large spans, considering structural deformation, appropriate pre-cambering is applied, typically with a pre-camber height of 1 / 1000 to 1 / 800 of the span; and using a laser level to check the flatness of large-area supports, ensuring that the height difference between adjacent supports does not exceed [a certain value]. The installation process involved measuring 2 mm of the support structure. A three-dimensional coordinate measuring system, such as a total station or a 3D laser scanner, was used to acquire the precise spatial position of the support. Computer-aided analysis software, such as MATLAB or Python, was used to perform statistical analysis and error assessment on the measurement data. Based on the analysis results, anomalies were identified and targeted adjustments were made. During the adjustment process, hydraulic jacks were used to ensure smooth and precise height control. For critical parts or large-span structures, displacement sensors were installed to monitor the settlement of the support in real time. Thermal imaging cameras were used to check for stress concentration at the connection between the support and the bracket. After the support installation was completed, a total station was used for verification measurements to ensure that the height and planar position of all supports met the design requirements. Detailed support installation records were compiled, including the number, location coordinates, elevation, and adjustment amount of each support. Finally, the support installation process, quality inspection results, and handling of anomalies were recorded in the construction log. In this process, the use of a total station and level ensured high precision in support installation, the three-dimensional coordinate measuring system provided more comprehensive spatial information, and the application of computer-aided analysis software helped to better understand and control errors. The combined use of these advanced tools and methods ensures the accuracy and reliability of adjustable bracket installation.

[0125] The specific implementation of step S70 is as follows: Install the horizontal bars and diagonal braces, and use a hand hammer to firmly tamp the pins. The purpose of this step is to enhance the overall rigidity and stability of the support. The specific implementation process includes: determining the installation positions and angles of the horizontal bars and diagonal braces according to the design drawings and BIM model; selecting horizontal bars and diagonal braces of appropriate specifications, typically using φ48.3×3.5 mm steel pipes; using a laser rangefinder to accurately measure the positions where the horizontal bars and diagonal braces need to be installed; before installation, checking the integrity of all components to ensure there are no defects such as deformation or cracks; when installing the horizontal bars, using a level to ensure their levelness, with an allowable error not exceeding 2 mm / m; for the diagonal braces, using an angle meter to measure their inclination angle to ensure they are aligned with the design angle. The deviation in degree should not exceed 1°; use mechanical analysis software, such as ANSYS or ABAQUS, to simulate and analyze the stress on the crossbars and tie rods; based on the analysis results, optimize the arrangement of the crossbars and tie rods, and add reinforcing components if necessary; use high-strength bolts at the connection points, with a bolt strength grade not lower than 8.8; use a torque wrench to tighten the bolts, with a torque value typically between 100 Nm and 150 Nm; for pin connections, select a hand hammer of appropriate size, with a hammer head weight typically between 1 kg and 1.5 kg; when hammering the pin, use a "three-point" method. The "point method" involves hammering the pin once at the top center and once on each side to ensure even force distribution. A force gauge is used to check the pin's tightening force, which should typically reach 5 to 8 kN. After installation, an endoscope is used to inspect the internal condition of the connections to ensure there are no hidden problems. Acoustic testing techniques, such as ultrasonic flaw detection, are used to check the welding quality of critical connection points. Strain gauges are used to install strain monitoring systems on critical components to monitor the stress state in real time. For large-span or complex structures, dampers or tuned mass dampers are considered to improve the structure's vibration resistance. During construction, infrared thermal imagers are used regularly to inspect connections and promptly detect abnormal stress concentrations. After installation, a comprehensive load test is conducted, loading the load to 1.1 times the design load, and the structural deformation is observed. A high-precision 3D laser scanner is used to acquire precise geometric information of the support system and compare it with the BIM model. Based on the analysis results, potential weak points are identified and targeted reinforcement is carried out. Finally, detailed construction records are compiled, including the tightening status of each connection point, test results, and abnormal handling measures. In this process, the application of mechanical analysis software helped optimize the arrangement of crossbars and tie rods, while acoustic wave detection and strain monitoring technologies provided more in-depth quality assurance, and 3D laser scanning technology enabled a comprehensive assessment of the geometric accuracy of the support system. The combined use of these advanced technologies and methods ensured the accuracy, reliability, and safety of the crossbar and tie rod installation.

[0126] The implementation of the above steps involves several key thresholds and reference values, the selection of which is crucial for ensuring construction quality and safety. Below are some important reference values ​​for these parameters:

[0127] 1. Control network setup: The distance between control points should not be less than 30 meters to ensure measurement accuracy and the stability of the control network.

[0128] 2. Layout accuracy: The layout accuracy of the plane position should be controlled within ±5 mm, and the elevation accuracy should be controlled within ±3 mm. These accuracy requirements ensure the accuracy of the foundation for the scaffolding erection.

[0129] 3. Backing rod specifications: Typically made of Q235 steel, with a diameter of not less than 48 mm and a wall thickness of not less than 3.5 mm. These parameters ensure the strength and rigidity of the backing rod.

[0130] 4. Verticality of the jacking rod: The deviation should not exceed 3 / 1000, which ensures the stability and uniform force distribution of the jacking rod.

[0131] 5. Connecting bolt torque: It should typically reach 100 Nm to 150 Nm to ensure a secure connection.

[0132] 6. Verticality of the uprights: The verticality deviation of the first layer of uprights should not exceed 5 / 1000, which is the basis for ensuring the stability of the overall support.

[0133] 7. Spacing between horizontal bars: should not exceed 1800 mm, in order to ensure the overall rigidity of the support.

[0134] 8. Scissor brace angle: The angle of inclination with the ground should be between 45° and 60°. This angle range provides the best lateral stability.

[0135] 9. Pre-stress settlement: should not exceed 5 mm. This threshold ensures the stability of the support under actual load.

[0136] 10. Safety net specifications: The mesh size should not exceed 30 mm × 30 mm, which can effectively prevent small objects from falling.

[0137] 11. Adjustable bracket load-bearing capacity: should be no less than 1.2 times the design load. This safety factor ensures the reliability of the bracket under extreme conditions.

[0138] 12. Support adjustment accuracy: The allowable error shall not exceed 1 mm / m. This accuracy requirement ensures the flatness of subsequent formwork installation and concrete pouring.

[0139] 13. Structural pre-camber: For areas with large spans, the pre-camber height is usually 1 / 1000 to 1 / 800 of the span, which can effectively compensate for the deformation of the structure under load.

[0140] 14. Bracket flatness: The height difference between adjacent brackets should not exceed 2 mm. This requirement ensures the flatness of the overall structure.

[0141] 15. Specifications for crossbars and tie rods: φ48.3×3.5 mm steel pipes are typically used, as this specification provides sufficient strength and rigidity.

[0142] 16. Angle accuracy of the diagonal tie rod: The deviation from the design angle should not exceed 1°, which ensures that the diagonal tie rod can effectively play its supporting role.

[0143] 17. Connecting bolt grade: should not be lower than grade 8.8, this strength grade can ensure the reliability of the connection.

[0144] 18. Pin tightening force: It should typically reach 5 kN to 8 kN. This force range ensures the stability of the pin connection.

[0145] 19. Overall load test: Load to 1.1 times the design load. This overload factor can verify the reliability of the support system under extreme conditions.

[0146] The selection of these reference values ​​and thresholds is based on years of engineering practice experience and relevant specifications. During actual construction, these reference values ​​should be appropriately adjusted and optimized according to the specific characteristics and requirements of the project. Simultaneously, the influence of environmental factors, material properties, construction techniques, and other aspects should be considered to comprehensively determine the final control parameters. Furthermore, a comprehensive quality monitoring system should be established during construction to regularly check and verify these key parameters, ensuring the safety and reliability of the entire formwork system.

[0147] Throughout the implementation of the multi-layer cantilevered disc-lock formwork method, a variety of advanced technologies and methods were employed. These technologies and methods not only improved construction efficiency but, more importantly, significantly enhanced construction quality and safety. For example, BIM technology was used throughout the entire process, from initial 3D modeling to subsequent scaffold design and construction simulation. BIM technology provided accurate geometric information and spatial relationships, greatly reducing design errors and construction conflicts. The use of GPS-RTK technology and total stations ensured high accuracy in surveying and layout, which is the foundation for accurate scaffold erection.

[0148] In terms of support structure design and optimization, computer-aided engineering technologies such as finite element analysis and mechanical simulation were employed. These technologies helped to accurately predict the stress state and deformation characteristics of the support structure, thereby optimizing its structure and improving its safety and economy. During construction, various advanced monitoring technologies were used, such as fiber optic sensing, strain monitoring, and acoustic wave detection. These technologies enabled real-time monitoring of the stress state and deformation of the support structure, allowing for timely detection and handling of potential risks.

[0149] In addition, innovative construction methods were introduced, such as layered loading and three-point hammering, which effectively improved construction quality and efficiency. For quality control, advanced detection methods such as 3D laser scanning and infrared thermography were used, enabling a comprehensive and accurate assessment of the geometric accuracy and stress condition of the support system.

[0150] The following provides a second specific embodiment of the present invention, which differs from the first specific embodiment in that steps S20, S50, S60, S80, and S90 all use mathematical calculations to limit specific data, as described in detail below:

[0151] The specific implementation of step S20 is as follows: Data on the erection of the scaffolding is obtained through the BIM model, and the area requiring scaffolding erection is divided into several zones. The purpose of this step is to rationally divide the construction area and improve construction efficiency and management level. The specific implementation process includes:

[0152] Step 201. Extract the area information of the area where the scaffolding needs to be erected from the BIM model, including the planar range and height.

[0153] Step 202. Set variables x1, x2, ..., x n This indicates the area of ​​each zone.

[0154] Step 203. Establish the system of constraint equations:

[0155]

[0156] x i ≥x min i = 1, 2, ..., n

[0157] x i ≤x max i = 1, 2, ..., n

[0158] Step 204. Establish the objective function:

[0159]

[0160]

[0161] Step 205. Solve the constraint equations and objective function to obtain the optimal partitioning scheme.

[0162] In the formula, S is the total area; n is the number of zones; x min x is the minimum allowable partition area; max This represents the maximum allowable partition area. α represents the average area of ​​the partition; α, β, γ, and δ are weighting coefficients.

[0163] The parameter acquisition method is as follows:

[0164] S is obtained through measurement, including step 1: using a laser rangefinder to measure the length and width of the construction area; step 2: calculating S = length × width.

[0165] x min and x max Based on construction experience, it is usually determined that x min Not less than 50 square meters, x max No more than 200 square meters.

[0166] α, β, γ, and δ were obtained through optimization in multiple construction practices. The initial values ​​can be set as α = 0.4, β = 0.3, γ = 0.2, and δ = 0.1.

[0167] Step 206. Use spatial clustering algorithms, such as K-means clustering or DBSCAN (density-based spatial clustering with noise) algorithm, to initially divide the scaffolding erection area.

[0168] Step 207. Considering construction convenience and safety, manually adjust and optimize the preliminary division results.

[0169] Step 208. Use a minimum spanning tree algorithm in graph theory, such as Kruskal's algorithm or Prim's algorithm, to determine the optimal connectivity between the partitions in order to plan the construction sequence and material transportation routes.

[0170] Step 209. Apply linear programming to establish an optimization model with the goal of minimizing the total construction time, taking into account constraints such as labor resources, equipment resources, and material supply, and solve for the optimal zoning scheme.

[0171] Step 210. Use the Monte Carlo simulation method to perform multiple simulations of different zoning schemes and evaluate their impact on construction schedule and cost.

[0172] Step 211. Based on the simulation results, select the optimal zoning scheme and use GIS (Geographic Information System) technology to visualize the zoning results in the BIM model.

[0173] In this process, spatial clustering algorithms helped to initially delineate the construction area, while the minimum spanning tree algorithm optimized the connectivity between partitions. Linear programming and Monte Carlo simulation methods helped to obtain the optimal partitioning scheme considering multiple factors. The combined application of these algorithms and methods ensured the scientific validity and feasibility of the partitioning scheme.

[0174] The specific implementation method of step S50 is as follows: The disc-buckle scaffolding is erected layer by layer from bottom to top, with the longitudinal and transverse spacing of the uprights and the step distance of the horizontal bars set according to design requirements. The purpose of this step is to construct a stable and safe support system. The specific implementation process includes:

[0175] Step 501. Determine the exact location and spacing of the uprights based on the design drawings and BIM model.

[0176] Step 502. Set variable d x and d y These represent the longitudinal and transverse spacing of the uprights, respectively.

[0177] Step 503. Establish the system of constraint equations:

[0178] n x d x ≤L x

[0179] n y d y ≤L y

[0180] d x ≤d max

[0181] d y ≤d max

[0182]

[0183] Step 504. Establish the objective function:

[0184]

[0185] Step 505. Solve the constraint equations and objective function to obtain the optimal pole spacing.

[0186] In the formula, L x and L y These represent the total length in the longitudinal and transverse directions, respectively; n x and n y d is an integer representing the number of vertical and horizontal uprights; max d is the maximum allowable spacing. min λ1 represents the minimum allowable spacing; λ2, λ3, and λ4 are weighting coefficients.

[0187] The parameter acquisition method is as follows:

[0188] L x and L y The longitudinal and transverse lengths of the construction area were obtained through measurement using a total station.

[0189] dmax and d min Determined according to structural design specifications, typically d max No more than 2 meters, d min Not less than 0.6 meters.

[0190] λ1, λ2, λ3, and λ4 were obtained through numerical simulation and structural analysis optimization. The initial value can be set as λ1 = 0.4.

[0191] λ2=0.3, λ3=0.2, λ4=0.1.

[0192] Step 506. Use a precision level to measure and record the ground elevation to provide a reference for subsequent height adjustments.

[0193] Step 507. Lay a wooden board or a concrete pad with a thickness of not less than 30 mm on the ground to distribute the load.

[0194] Step 508. Install the adjustable base. The exposed length of the adjusting screw should not exceed 300 mm.

[0195] Step 509. Use a theodolite or total station to ensure the verticality of the first layer of poles; the deviation should not exceed 5 / 1000.

[0196] Step 510. Adopt the erection sequence of "first erecting poles, then horizontal poles, and finally scissor bracing".

[0197] Step 511. Using a disc buckle bracket system, ensure that each connection point is properly locked, with a locking torque of 40 Nm to 60 Nm.

[0198] Step 512. The spacing between horizontal bars should not exceed 1800 mm, and the angle between the diagonal brace and the ground should be between 45° and 60°.

[0199] Step 513. After each layer is erected, use a level or total station to check the elevation to ensure it is level.

[0200] Step 514. Use the layered loading method for preloading. Observe the settlement after each layer is loaded. The settlement should not exceed 5 mm.

[0201] Step 515. Use a laser rangefinder to periodically check the spacing between the poles to ensure it meets the design requirements.

[0202] Step 516. During construction, monitor the deformation of the support in real time. Fiber optic sensing technology can be used for continuous monitoring.

[0203] Step 517. Use finite element analysis software, such as MIDAS or SAP2000, to perform stability analysis on the entire support structure.

[0204] Step 518. Based on the analysis results, add reinforcing members at key nodes to improve overall stiffness.

[0205] Step 519. Install a protective net around the support frame. The mesh size should not exceed 30 mm × 30 mm.

[0206] Step 520. After each standard layer is erected, conduct a comprehensive safety inspection, including the firmness of the connections and the integrity of the components.

[0207] In this process, the use of precision levels and total stations ensured the accuracy of the scaffold erection, the layered loading method helped control the settlement of the scaffold, and the application of finite element analysis software enabled the assessment and optimization of the overall stability of the scaffold. The comprehensive application of these technologies and methods ensured the safety and reliability of the disc-lock scaffold erection.

[0208] The specific implementation of step S60 is as follows: Install an adjustable support on the top of the bracket and adjust its height to be lower than the design height. The purpose of this step is to provide precise elevation control for subsequent formwork installation and concrete pouring. The specific implementation process includes:

[0209] Step 601. Based on the BIM model and structural design drawings, determine the theoretical position and elevation of each bracket.

[0210] Step 602. Set variables h1, h2, ..., h n Indicates the height of each support.

[0211] Step 603. Establish the system of constraint equations:

[0212] h i +δ i =H+∈ i i = 1, 2, ..., n

[0213] |h i -h j |≤Δh max ,

[0214] h min ≤h i ≤h max i = 1, 2, ..., n

[0215] Step 604. Establish the objective function:

[0216]

[0217] Step 605. Solve the constraint equations and objective function to obtain the optimal support height distribution.

[0218] In the formula, H is the design height; δi To reserve space; ∈ i To allow for error; h avg The average height; Δh max h represents the maximum height difference between adjacent supports. min and h max These are the minimum and maximum heights of the support, respectively. μ is the partial derivative of the support height with respect to the horizontal position; μ1, μ2, μ3, and μ4 are weighting coefficients.

[0219] The parameter acquisition method is as follows:

[0220] H and δ i Determined based on structural design drawings.

[0221] ∈ i This is obtained through measurement error analysis, and is typically no more than 5 millimeters.

[0222] Δh max h min and h max Determined according to construction specifications.

[0223] Calculated using the numerical difference method: Where x i Let be the horizontal position of the i-th support.

[0224] μ1, μ2, μ3, and μ4 were obtained through optimization in multiple construction practices. The initial values ​​can be set as μ1 = 0.4, μ2 = 0.3, μ3 = 0.2, and μ4 = 0.1.

[0225] Step 606. Select a suitable adjustable support, whose load-bearing capacity should be no less than 1.2 times the design load.

[0226] Step 607. Use a total station or level to measure the actual elevation of the top of the support.

[0227] Step 608. Calculate the height that each bracket needs to be adjusted, usually leaving 20 mm to 30 mm of space for subsequent precise adjustments.

[0228] Step 609. When installing the adjustable bracket, use anti-slip pads to increase friction and improve stability.

[0229] Step 610. Using a torque wrench, tighten the bracket fixing bolts according to the design requirements. The torque should typically be between 80 Nm and 120 Nm.

[0230] Step 611. Use a high-precision digital level to adjust the height of the support to ensure it is level, with an allowable error of no more than 1 mm / m.

[0231] Step 612. For areas with large spans, consider structural deformation and apply appropriate pre-arching. The pre-arching height is usually 1 / 1000 to 1 / 800 of the span.

[0232] Step 613. Use a laser level to check the flatness of the large area brackets and ensure that the height difference between adjacent brackets does not exceed 2 mm.

[0233] Step 614. Use a three-dimensional coordinate measurement system, such as a total station or a three-dimensional laser scanner, to obtain the precise spatial position of the support.

[0234] Step 615. Use computer-aided analysis software, such as MATLAB or Python, to perform statistical analysis and error assessment on the measurement data.

[0235] Step 616. Based on the analysis results, identify anomalies and make targeted adjustments.

[0236] Step 617. During the adjustment process, use a hydraulic jack to ensure smooth and precise height control.

[0237] Step 618. For critical parts or large-span structures, install displacement sensors to monitor the settlement of the supports in real time.

[0238] Step 619. Use a thermal imaging camera to check for stress concentration at the connection between the bracket and the support.

[0239] Step 620. After the brackets are installed, use a total station to perform a verification measurement to ensure that the height and planar position of all brackets meet the design requirements.

[0240] In this process, the use of total stations and levels ensured high precision in the installation of the adjustable bracket, while the three-dimensional coordinate measurement system provided more comprehensive spatial information, and the application of computer-aided analysis software helped to better understand and control errors. The combined use of these advanced tools and methods ensured the accuracy and reliability of the adjustable bracket installation.

[0241] The specific implementation of step S80 is as follows: A pre-stressing test is conducted on the erected scaffold, using materials such as reinforcing bars or sandbags to apply loads in stages up to 110% of the design load. The purpose of this step is to verify the load-bearing capacity and stability of the scaffold, ensuring that it can safely withstand the loads during construction. The specific implementation process includes:

[0242] Step 801. Set variables w1, w2, and w3 to represent the three-level loading weight.

[0243] Step 802. Establish the system of constraint equations:

[0244] w1 + w2 + w3 = 1.1W

[0245] w1:w2:w3 = 6:4:1

[0246] w i ≥w min i = 1, 2, 3

[0247] w i ≤w max i = 1, 2, 3

[0248] Step 803. Establish the objective function:

[0249]

[0250] Step 804. Solve the constraint equations and objective function to obtain the optimal loading weight distribution.

[0251] In the formula, W is the design load; w min and w max These are the minimum and maximum load weights for a single level, respectively. This represents the average loaded weight. ν1, ν2, ν3, and ν4 are weighting coefficients.

[0252] The parameter acquisition method is as follows:

[0253] W is determined based on structural design calculations.

[0254] w min and w max Determined based on the capacity and safety limitations of the preloading equipment.

[0255] ν1, ν2, ν3, and ν4 were obtained through numerical simulation and structural analysis optimization. The initial value can be set as ν1 = 0.3.

[0256] ν2=0.3, ν3=0.2, ν4=0.2.

[0257] Step 805. Based on the calculation results, prepare pre-stressing materials, such as steel bars, sandbags, or water tanks.

[0258] Step 806. Evenly lay a waterproof cloth on the top of the support to prevent the pre-compression material from damaging the support.

[0259] Step 807. Use a precision level to measure and record the initial elevation of each key point on the support.

[0260] Step 808. Perform the first level of loading, with a loading weight of 60% (w1) of the design load.

[0261] Step 809. Use a precision level to monitor the settlement of the support structure and record the settlement value at each measuring point.

[0262] Step 810. Maintain the first level of load for 24 hours and observe the deformation of the support.

[0263] Step 811. Perform the second stage of loading, with the total loaded weight reaching 100% of the design load (w1+w2).

[0264] Step 812. Measure and record the support settlement value again, and observe for 24 hours.

[0265] Step 813. Perform the third level of loading, with the total loaded weight reaching 110% of the design load (w1+w2+w3).

[0266] Step 814. Measure and record the final settlement value, and maintain the load for 24 hours.

[0267] Step 815. During each loading stage, use a precision level to monitor the settlement of the support structure and ensure that the settlement does not exceed 5 mm.

[0268] Step 816. Use strain gauges or fiber optic sensors to monitor the strain of key parts of the support in real time.

[0269] Step 817. Use a total station or 3D laser scanner to obtain spatial deformation data of the support at different loading stages.

[0270] Step 818. Use a data acquisition system to continuously record the load-deformation curves during the loading process.

[0271] Step 819. Use finite element analysis software, such as ANSYS or ABAQUS, to perform regression analysis on the measured data and evaluate the actual load-bearing capacity of the support.

[0272] Step 820. Throughout the pre-compression process, assign dedicated personnel to monitor the site 24 hours a day to promptly identify and address any abnormalities.

[0273] Step 821. After the pre-compression test is completed, unload slowly, observe for 1 hour after each unloading stage, and record the rebound value.

[0274] Step 822. After complete unloading, measure the permanent deformation value of the bracket to ensure it is within the allowable range.

[0275] In this process, the use of precision levels ensured accurate monitoring of the support's settlement, while strain monitoring and 3D scanning technologies provided more comprehensive deformation data, and the application of finite element analysis software helped to gain a deeper understanding of the support's stress state. The combined use of these advanced technologies and methods ensured the scientific rigor and reliability of the pre-stressing test, providing crucial support for subsequent construction.

[0276] The specific implementation of step S90 is as follows: After the support pre-stressing is qualified, the formwork is installed and the elevation and flatness are checked to ensure that the design requirements are met. The purpose of this step is to provide precise forming conditions for concrete pouring. The specific implementation process includes:

[0277] Step 901. Determine the installation location and dimensions of the formwork based on the building information model and structural design drawings.

[0278] Step 902. Select a suitable template material to ensure that its strength, rigidity and surface flatness meet the design requirements.

[0279] Step 903. Use a total station or level to verify the measurement of the top of the support to ensure that its elevation and horizontal position meet the design requirements.

[0280] Step 904. When installing the template, use a spirit level and straightedge to ensure the flatness of the template, with an allowable error of no more than 3 mm per 3 meters.

[0281] Step 905. Use sealant tape or grout at the joints of the template to prevent grout leakage.

[0282] Step 906. After installation, use a total station to scan and measure the template surface to generate elevation point cloud data.

[0283] Step 907. Compare and analyze the measurement data with the building information model to ensure that the installation accuracy of the formwork meets the design requirements.

[0284] Step 908. Adjust any parts that do not meet the requirements until the design standards are met.

[0285] Step 909. Use a laser level to check the flatness of the large-area template and ensure that the height difference between adjacent templates does not exceed 2 mm.

[0286] Step 910. Install displacement sensors at key locations (such as beam-column joints and cantilever sections) to monitor the deformation of the formwork in real time.

[0287] Step 911. Use an infrared thermal imager to check the temperature distribution on the template surface to ensure there is no significant temperature difference and to prevent deformation caused by temperature stress.

[0288] Step 912. Apply release agent to the formwork surface, ensuring even coverage for subsequent concrete demolding.

[0289] Step 913. Inspect the formwork support system to ensure that all support components are securely installed and free from looseness or deformation.

[0290] Step 914. Conduct a pre-compression test on the template, loading it to 1.2 times the design load, and observe the deformation.

[0291] Step 915. Use a 3D laser scanner to obtain the precise geometric information after the template is installed, and compare it with the BIM model.

[0292] Step 916. Use computer-aided analysis software, such as AutoCAD or Revit, to analyze the scanned data and generate contour maps and deviation distribution maps.

[0293] Step 917. Based on the analysis results, identify potential problem areas and make targeted adjustments.

[0294] Step 918. Set elevation control points on the template surface for real-time monitoring during the concrete pouring process.

[0295] In this process, the use of total stations and 3D laser scanners ensured high precision in formwork installation, while displacement sensors and thermal imagers provided real-time monitoring data. The application of computer-aided analysis software helped to comprehensively assess the geometric accuracy of the formwork. This integrated use of advanced technologies and methods ensured the precision and reliability of the formwork installation, laying a solid foundation for subsequent concrete pouring.

[0296] Specifically, the principle of this invention is:

[0297] 1. Information Integration Principle: This invention utilizes Building Information Modeling (BIM) technology to achieve comprehensive integration of design, construction, and management information. The BIM model includes not only the building's geometric information but also non-geometric information such as material properties, construction procedures, and costs. This comprehensive information integration enables construction personnel to anticipate and resolve potential problems in a virtual environment, significantly reducing errors and rework during actual construction.

[0298] 2. Precise Measurement Principle: This invention introduces high-precision measurement technologies such as total station and GPS-RTK, combined with the least squares adjustment algorithm, to achieve precise control over the erection of the support structure. The core idea of ​​the least squares adjustment algorithm is to obtain the best estimate by minimizing the sum of squares of measurement errors. This method not only improves the accuracy of single-point measurements but also optimizes the accuracy of the entire measurement network, thus providing a high-precision spatial positioning foundation for the formwork system.

[0299] 3. Structural Mechanics Principles: This invention employs finite element analysis and mechanical simulation techniques to conduct comprehensive stress analysis and optimization design of the support system. Finite element analysis discretizes the complex continuum into a finite number of elements, simulating the stress state of the structure by solving a large-scale system of equations. This method can accurately predict the stress distribution and deformation of the support system under various load conditions, providing a reliable theoretical basis for support design.

[0300] 4. Optimization Theory: This invention incorporates optimization algorithms in the zoning design and support structure layout stages. For example, linear programming and Monte Carlo simulation methods are used in the zoning design. Linear programming can find the optimal zoning scheme while satisfying various constraints; while Monte Carlo simulation evaluates the feasibility and advantages / disadvantages of different schemes through a large number of randomized experiments. The application of these optimization methods ensures that the support structure achieves the best balance between efficiency and safety.

[0301] To better understand and implement this invention, a specific embodiment 1 is provided below: Formwork construction of a multi-story cantilever structure in a high-rise office building: This embodiment 1 uses the formwork construction of a multi-story cantilever structure in a high-rise office building as background to explain the specific implementation process of this invention in detail. The office building is located in the central business district of a first-tier city, with a total height of 180 meters and 45 floors. Floors 15 to 20 feature a unique cantilever structure design, with each floor cantilevering outwards by 1.5 meters, creating a distinctive architectural appearance.

[0302] 1. Building Information Modeling (BIM) Creation

[0303] First, based on the architectural design drawings, a 3D BIM model of the high-rise office building was created using Autodesk Revit software. The focus was on the cantilever structure from the 15th to the 20th floors, accurately modeling the cantilever beams, floor slabs, and related structural components for each floor. The model includes detailed geometric information, material properties, and component relationships. For example, the cantilever beams are made of C50 concrete with a cross-sectional dimension of 500mm × 800mm, and the floor slab thickness is 200mm.

[0304] 2. Zoning of scaffolding erection area

[0305] BIM model analysis determined that the total area requiring scaffolding was 1200 square meters. K-means clustering was used to initially divide the area. Considering construction convenience and safety, the area was ultimately divided into 6 zones, each approximately 200 square meters in size.

[0306] A linear programming approach was used to establish an optimization model aimed at minimizing the total construction time. Considering available labor resources (30 workers), equipment resources (2 tower cranes), and material supply, the optimal zoning scheme and construction sequence were obtained by solving the optimization model.

[0307] 3. Laying out and positioning lines

[0308] A control network was established at the construction site using a Leica TS16 total station, with a total of 6 control points set up. The minimum distance between control points was 35 meters. The precise coordinates of the control points were determined using the Huace GPS-RTK system, achieving an accuracy of ±5mm.

[0309] The least squares adjustment algorithm was used to adjust the control network, improving its overall accuracy. After adjustment, the relative accuracy of the control network reached 1:50000.

[0310] Based on the control network, the boundary points and pole positions of the zones were laid out using the polar coordinate method with a total station. The layout accuracy was controlled within ±3mm. The elevation of each pole was determined using a Leica DNA03 digital level, with the elevation accuracy controlled within ±2mm.

[0311] 4. Installation of the push rod

[0312] A jacking rod was installed at the bottom of the cantilever beams from the 15th to the 20th floors. A round steel pipe of Q345 steel, 60mm in diameter and 4mm in wall thickness, was selected as the jacking rod. Finite element analysis of the jacking rod was performed using ANSYS software. Under the most unfavorable conditions (considering wind load and construction load), the maximum stress was 210MPa and the maximum deformation was 12mm, both within safe limits.

[0313] A Leica LAR200 automatic leveling laser was used to project a horizontal baseline along the bottom of the beam. A fixed point was set every 4 meters along the baseline and secured with M16 expansion bolts. During installation, a Leica FTA360-S adapter was used with the total station to ensure the verticality of the jacking rod, with the deviation controlled within 2 / 1000.

[0314] 5. Erection of the disc-lock scaffold

[0315] φ48.3×3.5mm steel pipes were used as uprights, with a longitudinal and transverse spacing of 1200mm. φ48.3×3.2mm steel pipes were used for horizontal poles, with a step distance of 1800mm. A Leica 3D Disto laser rangefinder was used to ensure the verticality of each upright, with deviations controlled within 3 / 1000.

[0316] After the first layer of support was erected, settlement was monitored using a TRIMBLE DiNi digital level. The initial settlement was 3 mm, which was within the allowable range. The support was then erected layer by layer, with overall settlement monitored every three layers.

[0317] At critical points, such as corners of cantilever structures and large-span areas, additional diagonal bracing is installed for reinforcement. The angle between the diagonal bracing and the ground is maintained at 55° to provide optimal lateral stability.

[0318] 6. Adjustable bracket installation

[0319] Install adjustable supports on top of the bracket; select heavy-duty adjustable supports with a load-bearing capacity of 50kN. Use a Leica Rugby 880 laser level to check the flatness of the large-area supports, and control the height difference between adjacent supports within 1.5mm.

[0320] Tighten the bracket fixing bolts using a torque wrench, setting the torque value to 100 Nm. Use a Leica Disto S910 handheld laser rangefinder to adjust the bracket height so that it is 25 mm lower than the design height, leaving room for subsequent adjustments.

[0321] 7. Installation of horizontal and diagonal braces

[0322] Based on the finite element analysis results, horizontal and diagonal braces were added to key load-bearing areas. The horizontal braces were made of φ48.3×3.5mm steel pipe, and the diagonal braces were made of φ42×3.5mm steel pipe. A Leica DISTO X4 laser rangefinder was used to ensure the horizontality of the horizontal braces, with an allowable error not exceeding 2mm / m.

[0323] For the tie rods, use a digital protractor to measure their tilt angle, ensuring the deviation from the design angle does not exceed 0.5°. Use 10.9 grade high-strength bolts at the connection points and tighten them using a digital torque wrench with the torque value set to 130 Nm.

[0324] 8. Pre-compression test

[0325] A three-stage preloading test was conducted at 110% of the design load. The design load was 4 kN / m. 2 The total preload is 4.4 kN / m. 2 Reinforced concrete precast blocks are used as the loading material, each weighing 25kg and measuring 500mm×500mm×100mm.

[0326] The three loading weights are as follows:

[0327] - Level 1: 2.64 kN / m 2 (60% of the total load)

[0328] - Level 2: 1.76 kN / m 2 (40% of total load)

[0329] - Level 3: 0.44 kN / m 2 (10% of total load)

[0330] The settlement of the support structure was monitored using a Leica LS15 digital level during each loading stage. After the first loading stage, the maximum settlement was 4.2 mm; after the second loading stage, the maximum cumulative settlement was 6.8 mm; and after the third loading stage, the maximum cumulative settlement was 7.5 mm, all within the allowable range (less than 10 mm).

[0331] 9. Template Installation and Adjustment

[0332] Use 18mm thick film-coated plywood as the formwork material. When installing the formwork, use a Leica Rugby CLA laser level to ensure its flatness, with an allowable error of no more than 3mm / 3m. Apply sealant tape to the formwork joints to prevent grout leakage.

[0333] After installation, the template surface was scanned and measured using a Leica RTC360 3D laser scanner to generate elevation point cloud data. The measurement data was imported into Autodesk Navisworks software and compared with the BIM model. The analysis results showed that 98.5% of the area errors were within ±5mm, with the maximum error of 7.2mm located at the cantilever edge.

[0334] Adjustments were made to areas that did not meet the requirements, primarily by adjusting the height of the support and adding shims to specific areas. After adjustment, a second scanning measurement was performed. The error in 99.2% of the areas was within ±5mm, and the maximum error was reduced to 6.3mm.

[0335] 10. Construction process monitoring

[0336] Throughout the entire formwork process, a variety of advanced monitoring technologies are employed for comprehensive monitoring:

[0337] - Using Monnit wireless tilt sensors, 20 measuring points are installed at key locations to monitor the tilt of the support structure in real time. An alarm threshold of 0.5° is set; an alarm is triggered immediately if this threshold is exceeded.

[0338] - Fiber optic strain sensors are used, with 30 measuring points arranged on the main stress-bearing components to monitor the stress state of the components.

[0339] - Using a Leica AP20 automated total station, four monitoring points were set up to monitor the overall deformation of the support structure 24 hours a day.

[0340] All monitoring data is transmitted in real time to the data center at the construction site via IoT technology and integrated with the BIM model to form a digital twin system. Through big data analysis and machine learning algorithms, the health status of the support system is assessed and early warnings are issued in real time.

[0341] 11. Construction effect evaluation

[0342] The formwork construction for the entire multi-story cantilever structure took 15 days, saving approximately 40% of the time compared to traditional methods. No safety incidents occurred during construction. After the final concrete pouring was completed, a comprehensive quality inspection of the cantilever structure was conducted.

[0343] - The cantilever structure was 3D scanned using a Leica BLK360 imaging laser scanner. Compared with the design model, the geometric dimensional errors were all within ±10mm, which is better than the standard requirement of ±15mm.

[0344] - The ZBL-R800 multi-functional concrete reinforcement detector was used to test the thickness of the concrete cover of the cantilever beam. The average thickness was 52mm and the standard deviation was 3.2mm, which meets the design requirements.

[0345] - Using a ZBL-C310 concrete strength tester, sampling tests were conducted on the cantilever structure. The average compressive strength after 28 days reached 54.6 MPa, which is higher than the design requirement of 50 MPa.

[0346] Through comparative analysis with similar projects, this project has achieved significant results in the following aspects:

[0347] 1. Construction accuracy: The construction error of key parts is controlled within 5mm, which is 60% higher than that of traditional methods.

[0348] 2. Construction efficiency: The total construction period was shortened by 40%, which greatly accelerated the project progress.

[0349] 3. Material utilization rate: Through optimized design, the amount of formwork material used was reduced by 25%, thus reducing costs.

[0350] 4. Safety performance: No safety accidents occurred during the entire construction process, and the safety performance was better than the industry average.

[0351] 5. Structural quality: All indicators of the final cantilever structure exceeded the design requirements and industry standards.

[0352] This Example 1 fully demonstrates the application effect of the multi-layer cantilever disc-lock formwork method proposed in this invention in a real project. By integrating advanced measurement technology, computer-aided design and analysis, and intelligent monitoring systems, high-precision, high-efficiency, and high-safety formwork construction is achieved, providing a referable technical solution for the construction of similar complex structures.

[0353] To further enhance understanding of the present invention, another specific embodiment 2 is provided below: This embodiment 2 relates to a large-scale commercial complex project with a total construction area of ​​approximately 250,000 square meters, comprising a 5-story podium and three towers of 30, 40, and 50 stories respectively. The podium section features multiple cantilever structures, with the maximum cantilever length reaching 6 meters, posing significant challenges to construction. The multi-layered cantilevered disc-lock formwork method of the present invention was successfully applied in the construction of the cantilevered structures of this project.

[0354] Step S10: Based on the architectural design drawings, create a 3D model of the multi-story cantilever structure using Autodesk Revit 2023. The project construction team first collected and organized the architectural design drawings, including floor plans, elevations, sections, and structural drawings. Then, they created a project file in Revit, setting the correct unit system (millimeters) and coordinate system.

[0355] The project construction team drew up the building structure layer by layer, paying particular attention to the details of the cantilever structure. On the third floor of the podium, there is a 6-meter-long cantilever platform, 12 meters wide, and 600 millimeters thick. The cantilever beam uses a variable cross-section design, with a root height of 1200 millimeters and an end height of 600 millimeters. To improve the accuracy of the model, the construction team also added secondary components such as doors, windows, and stairs.

[0356] During the model creation process, the construction team used parametric modeling techniques. For example, for the cantilever beam, an adjustable family was created whose height automatically changes based on the distance from the cantilever end. This way, when the cantilever length needs to be adjusted, the beam's cross-section is automatically updated.

[0357] Finally, the construction team conducted a comprehensive inspection of the completed BIM model to ensure its accuracy and completeness. During the inspection, several component collision issues were identified and corrected, particularly at the connection between the cantilever structure and the facade curtain wall system.

[0358] Step S20: Obtain scaffolding erection data from the BIM model and divide the area requiring scaffolding erection into several zones. First, the construction personnel extracted the area information requiring scaffolding erection from the BIM model. For the 6-meter cantilever platform on the third floor, the total area of ​​the scaffolding erection zone is 72 square meters (6 meters × 12 meters).

[0359] Considering both construction convenience and safety, the construction team decided to divide the area into six zones, each with an area of ​​approximately 12 square meters. To optimize the zoning plan, the team used MATLAB R2023a software for calculations.

[0360] Let variables x1, x2, x3, x4, x5, and x6 represent the area of ​​each partition. The constraint equations and objective function are established as follows:

[0361] Constraint equations:

[0362]

[0363] x i ≥10, i=1,2,...,6

[0364] x i ≤15, i=1,2,...,6

[0365] Objective function:

[0366]

[0367] The solution results are as follows:

[0368] x1 = 12.2m 2

[0369] x2 = 11.8m 2

[0370] x3 = 12.1m 2

[0371] x4 = 11.9m 2

[0372] x5 = 12.0m 2

[0373] x6 = 12.0m 2

[0374] This result shows a relatively uniform zoning scheme, with the difference between the largest and smallest zoning areas being only 0.4 square meters.

[0375] Next, the construction team used the K-means clustering algorithm to initially divide the scaffolding erection area. Considering the convenience of actual construction, the initial division results were fine-tuned. For example, a main beam that originally spanned two zones was moved to the same zone.

[0376] The optimal connectivity between the partitions was determined using Kruskal's algorithm. Based on the algorithm results, the construction sequence was determined as: Partition 1 → Partition 2 → Partition 4 → Partition 3 → Partition 5 → Partition 6. This sequence minimizes material transport distance and improves construction efficiency.

[0377] Finally, the construction team used the Monte Carlo simulation method to conduct 1000 simulations of the zoning plan. The simulation results showed that in 95% of cases, the zoning plan could keep the total construction time within the expected range (±5%).

[0378] Step S30: Lay out the lines for each zone, using a total station and level to determine the position and elevation of the poles. First, the project construction personnel used a Trimble R12i GNSS receiver to set up a control network on the construction site, including 4 control points, with the shortest distance between the control points being 35 meters.

[0379] The control network was adjusted using the least squares adjustment algorithm, achieving a horizontal accuracy of ±3 mm and an elevation accuracy of ±2 mm. Based on this high-precision control network, construction personnel used a Leica TS60 high-precision total station to stake out the boundary points of the zones.

[0380] For determining the location of the poles, the construction team used the polar coordinate method. The accuracy of the planar position layout for each pole was controlled within ±3 mm. The elevation of each pole was determined using a Leica LS15 digital level, with the elevation accuracy controlled within ±2 mm.

[0381] During the layout process, the construction workers paid special attention to controlling the cumulative error. Using the law of error propagation for analysis, and by optimizing the layout of the measuring stations, the overall layout accuracy was controlled within ±5 mm.

[0382] Finally, the construction workers used steel nails and fluorescent paint to mark the positions and elevation points of the poles, and then checked the layout to ensure there were no major errors.

[0383] Step S40: Erect a top support rod at the bottom of the side span beam and cantilever beam as the dividing line between the inner and outer scaffolding. The precise location of the top support rod was determined based on the BIM model. A round pipe made of Q345 steel with a diameter of 60 mm and a wall thickness of 4 mm was selected as the top support rod.

[0384] Finite element analysis was performed on the jacking rod using ANSYS 2023 R1 software. The analysis results show that under the most unfavorable load condition, the maximum stress of the jacking rod is 210 MPa and the maximum deflection is 12 mm, both within the allowable range.

[0385] Using a Bosch GLL 3-80CG laser level, project a horizontal baseline along the bottom of the beam. Set up a fixed point every 3.5 meters on the baseline and secure it with M16 expansion bolts.

[0386] When installing the push rod, use the adjustable connector for precise positioning. Use a Hilti ST 1800-A22 rechargeable torque wrench to tighten the connecting bolts to 120 Nm as per design requirements.

[0387] After installation, a Leica TS60 total station was used for verification measurements. The measurement results showed that the maximum verticality deviation of the jacking rod was 2.5 / 1000, which meets the requirement of 3 / 1000.

[0388] Step S50: Erect the disc-buckle scaffolding layer by layer from bottom to top, with the longitudinal and transverse spacing of the uprights and the step distance of the horizontal bars set according to the design requirements. First, the construction personnel determined the accurate position and spacing of the uprights based on the design drawings and BIM model.

[0389] To optimize the pole spacing, the construction team used MATLAB R2023a software for calculations. Variables dx and dy were set to represent the longitudinal and transverse spacing of the poles, respectively. The constraint equations and objective function were established as follows:

[0390] Constraint equations:

[0391] n x d x ≤6000

[0392] n y d y ≤12000

[0393] d x ≤1800

[0394] d y ≤1800

[0395]

[0396] Objective function:

[0397]

[0398] The solution results are as follows:

[0399] dx = 1500mm

[0400] dy = 1500mm

[0401] nx = 4

[0402] ny=8

[0403] This result indicates that setting 4 and 8 uprights in the longitudinal and transverse directions, respectively, with a spacing of 1500 mm, can achieve the optimal support effect.

[0404] The ground elevation was measured and recorded using a Leica LS15 digital level to provide a reference for subsequent height adjustments. A 40 mm thick concrete base was laid on the ground to distribute the load.

[0405] When installing the adjustable base, use vernier calipers to ensure that the exposed length of the screw does not exceed 250 mm. Use a Leica TS60 total station to ensure the verticality of the first layer of uprights. The measurement results show that the maximum deviation is 4.2 / 1000, which meets the requirement of 5 / 1000.

[0406] The erection sequence was "first erect the poles, then the horizontal poles, and finally the scissor bracing". A disc-lock scaffolding system was used, and each connection point was tightened to 50 Nm using a HiltiST 1800-A22 cordless torque wrench.

[0407] The horizontal bar spacing is set at 1500 mm, and the angle between the diagonal bracing and the ground is 55°. After each layer is erected, the elevation is checked using a Leica LS15 digital level to ensure it is level.

[0408] Preloading was carried out using a layered loading method, with each layer carrying 2 tons of load, for a total of 3 layers. Settlement was observed using a precision level, and the maximum settlement was 3.8 mm, which meets the requirement of not exceeding 5 mm.

[0409] Using a Hilti PD-E laser rangefinder, the spacing between the uprights was checked every 4 hours to ensure it met design requirements. Throughout the construction process, fiber optic sensing technology was used to monitor the deformation of the support structure in real time.

[0410] The stability of the entire support structure was analyzed using MIDAS GEN 2023 software. The analysis results showed that under the most unfavorable load conditions, the maximum stress of the support structure was 205 MPa, and the maximum displacement was 18 mm, both within the allowable range. Based on the analysis results, four reinforcing members were added near the cantilever end to further improve the overall stiffness.

[0411] A protective net with a mesh size of 20 mm × 20 mm was installed around the perimeter of the support structure. A comprehensive safety inspection was conducted after each standard layer was erected, including checks on the strength of connections and the integrity of components.

[0412] Step S60: Install adjustable brackets on top of the support frame, adjusting their height to be lower than the design height. First, the construction personnel determined the theoretical position and elevation of each bracket based on the BIM model and structural design drawings.

[0413] To optimize the bracket height distribution, construction personnel used MATLAB R2023a software for calculations. Variables h1, h2, ..., h32 were set to represent the height of each bracket (a total of 32 brackets), and the constraint equations and objective function were established as follows:

[0414] Constraint equations:

[0415] h i +25=3600+∈ i i = 1, 2, ..., 32

[0416] |h i -h j |≤5,

[0417] 3570≤h i ≤3580, i=1,2,...,32

[0418] Objective function:

[0419]

[0420] The results show that the height of the 32 supports is between 3573 mm and 3577 mm, with a maximum height difference of 4 mm, which meets the design requirements.

[0421] An adjustable support with a load-bearing capacity of 50kN was selected, exceeding the design load of 40kN by 1.25 times. The actual elevation of the top of the support was measured using a Leica TS60 total station, with a measurement accuracy of ±1 mm.

[0422] Calculate the required adjustment height for each bracket, leaving a 25mm allowance for precise adjustments later. When installing the adjustable brackets, rubber pads with a non-slip coefficient of not less than 0.6 are used to increase friction.

[0423] Using a Hilti ST 1800-A22 rechargeable torque wrench, tighten the bracket fixing bolts to 100 Nm. Use a digital level with an accuracy of 0.02 mm / m to adjust the bracket height to ensure it is level.

[0424] For the 6-meter span cantilevered area, considering structural deformation, a 6mm pre-arch (1 / 1000 span) was set. A Leica BLK360 laser scanner was used to perform a 3D scan of the top of the support structure, generating a point cloud model. The point cloud data shows that the maximum deviation of the flatness of the top of the support structure is 4.7mm, meeting the 5mm requirement.

[0425] To monitor the deformation of the support structure during construction, the construction team installed eight fiber optic strain sensors and four tilt sensors at key locations. These sensors are connected to the on-site monitoring center via a wireless network, transmitting data in real time.

[0426] Step S70: Install the horizontal and diagonal braces, and tamp the pins firmly with a hand hammer. First, the specific arrangement of the horizontal and diagonal braces was determined based on the BIM model. The horizontal braces are made of φ48×3.5 mm steel pipes, spaced 1500 mm apart; the diagonal braces are made of φ40×3.0 mm steel pipes, forming a 45° angle with the horizontal plane.

[0427] During installation, first connect the buckles at both ends of the crossbar to the upright, and then install the diagonal tie rods. Use a Hilti TE 6-A36 cordless hammer drill to drill holes in the concrete structure, install M16 expansion bolts, and secure the ends of the diagonal tie rods.

[0428] To ensure a secure connection, the project team used a specially made alloy hammer, weighing 1.5 kg. Each connection point was hammered 30-40 times until the pin was fully engaged. A torque wrench was used to randomly check the tightening torque at the connection points, and the average value was measured to be 65 N·m, exceeding the design requirement of 60 N·m.

[0429] During installation, the construction team paid special attention to the construction sequence and stress balance. Adopting the principle of "symmetry and balance," installation proceeded simultaneously from the center outwards to both sides to ensure structural stability. After each horizontal plane was installed, a FAROFocus S 350 laser scanner was used to scan and check the overall geometry of the structure.

[0430] Step S80: Conduct a pre-stress test on the erected scaffolding, using materials such as steel bars or sandbags to apply load in stages up to 110% of the design load. First, the construction personnel determined the design load W to be 360 ​​kN based on the structural design calculations. Considering the 110% loading requirement, the total loaded weight should be 396 kN.

[0431] To optimize the loading scheme, the construction team used MATLAB software to perform calculations and obtained the following three-level loading weights:

[0432] w1 = 218.9 kN

[0433] w2 = 145.9 kN

[0434] w3 = 31.2 kN

[0435] The loading materials used were standard 25 kg sandbags and 25 mm diameter steel bars. The first stage of loading used sandbags, requiring a total of 8,756 bags; the second stage of loading used steel bars, with a total length of approximately 1,860 meters; and the third stage of loading used a mixture of materials, including 1,048 sandbags and 100 meters of steel bars.

[0436] During the loading process, the deformation of the support structure was monitored in real time using a Leica TS60 total station and a precision level. Twelve displacement measuring points were set at key locations, and measurements were taken after each loading stage. Table 1 below shows the observation data:

[0437] Table 1 Observation Data

[0438] Load Level Maximum vertical displacement (mm) Maximum horizontal displacement (mm) Level 1 5.8 3.2 Level 2 9.7 5.5 Level 3 12.3 7.1

[0439] Data shows that the maximum vertical displacement of the support was 12.3 mm and the maximum horizontal displacement was 7.1 mm, both of which did not exceed the design allowable values ​​(15 mm vertically and 10 mm horizontally).

[0440] During the loading process, the construction workers also used a FLIR E95 infrared thermal imager to perform thermal imaging scans on the support structure to check for any areas of stress concentration. The scan results showed that the temperature distribution of the support structure was uniform, with the highest temperature being 28.5℃ and the lowest temperature being 26.8℃, and the temperature difference was within the normal range.

[0441] After 24 hours of loading, the support was unloaded and its rebound was observed. Two hours after unloading, the residual deformation of the support was 1.8 mm, and the recovery rate reached 85.4%, meeting the design requirements (≥80%).

[0442] Step S90: After the support frame is pre-stressed and passes inspection, install the formwork and check its elevation and flatness to ensure it meets design requirements. The formwork is made of 18 mm thick plywood with a release agent applied to the surface. Before installation, a Bosch GSL 2 professional laser level is used to project a horizontal baseline on the top of the support frame as an installation reference.

[0443] The formwork was installed using a "large panel assembly" method, with each panel covering approximately 4 square meters. A HILTI SF10W-A22 cordless drill and self-tapping screws were used to secure the formwork to the secondary joists, with screw spacing controlled at 200 mm. Weather-resistant sealant tape was used to seal the formwork joints to prevent grout leakage.

[0444] After installation, the elevation of the template surface was measured using a Leica DNA03 electronic level. A total of 72 measuring points were set up within the 6m × 12m cantilever area, forming a 1m × 1m grid. The measurement results are shown in Table 2.

[0445] Table 2 Measurement Results

[0446] Statistical items Numerical value (mm) highest point +2.8 Lowest point -3.1 Average elevation -0.3 Standard deviation 1.2

[0447] Data shows that the maximum height difference on the template surface is 5.9 mm, which meets the design specification requirements (≤8 mm).

[0448] The flatness of the template surface was checked using a 1-meter straightedge and feeler gauge, with one point checked per square meter, for a total of 72 points. The inspection results are shown in Table 3:

[0449] Table 3 Inspection Results

[0450] Flatness range (mm) Points percentage 0-1 43 59.7％ 1-2 21 29.2％ 2-3 8 11.1％ >3 0 0％

[0451] The flatness of all inspection points is within 3 mm, which meets the design requirements (≤3 mm).

[0452] In this embodiment 2, the multi-layer cantilever disc-lock formwork method of the present invention was used to successfully complete the construction of a complex cantilever structure. Compared with traditional construction methods, this method improves construction accuracy, reduces material waste, shortens the construction period, and significantly enhances construction safety. The structural inspection report after project completion shows that all technical indicators of the cantilever structure met or exceeded the design requirements.

[0453] The above description is merely a specific embodiment of the present invention, but the scope of protection of the present invention is not limited thereto. Any changes or substitutions that can be easily conceived by those skilled in the art within the scope of the technology disclosed in the present invention should be included within the scope of protection of the present invention.

Claims

1. A method for supporting multi-layer cantilevered disc-lock formwork, characterized in that, Includes the following steps: S10. Based on the architectural design drawings, use BIM software to create a 3D model of the multi-story cantilever structure; S20. Obtain the data for the erection of the disc-lock scaffolding through the BIM model, and divide the area where the scaffolding needs to be erected into several zones; S30. Lay out the lines for each zone, and use a total station and level to determine the position and elevation of the poles; S40. A top support rod is erected at the bottom of the side span beam and the cantilever beam as the dividing line between the inner and outer scaffolding; S50. Construct disc-lock scaffolding layer by layer from bottom to top, with the longitudinal and transverse spacing of the uprights and the step distance of the horizontal bars set according to the design requirements; S60. Install an adjustable support on the top of the bracket and adjust its height to be lower than the design height; S70. Install the crossbars and diagonal braces, and use a hand hammer to firmly tamp the pins in place; S80. Conduct a pre-stressing test on the erected scaffolding, using steel bars or sandbags to apply load in stages up to 110% of the design load; S90. After the support pre-stressing is qualified, install the template and check the elevation and flatness to ensure that the design requirements are met. Step S20 specifically includes: Step 201: Extract the area information of the area where the scaffolding needs to be erected from the building information model, including the planar range and height; Step 202: Use a spatial clustering algorithm to initially divide the scaffolding erection area; Step 203: Considering construction convenience and safety, manually adjust and optimize the preliminary division results; Step 204: Use the minimum spanning tree algorithm to determine the optimal connection relationship between each partition; Step 205: Apply linear programming to establish an optimization model with the objective of minimizing the total construction time; Step 206: Use the Monte Carlo simulation method to conduct multiple simulations of different zoning schemes and evaluate their impact on construction schedule and cost. Step 207: Based on the simulation results, select the optimal zoning scheme and use geographic information system technology to visualize the zoning results in the building information model; Step S30 specifically includes: Step 301: Determine the coordinates of the boundary points of each zone based on the building information model and zoning scheme; Step 302: Use a total station to set up a control network at the construction site, including at least 4 control points, with a distance of not less than 30 meters between the control points; Step 303: Use real-time dynamic technology of Global Positioning System to determine the precise coordinates of the control points; Step 304: Use the least squares adjustment algorithm to perform adjustment calculations on the control network to improve the accuracy of the control network; Step 305: Based on the control network, use the polar coordinate method or the forward intersection method to stake out the boundary points of the zones; Step 306: Use the layout function of the total station to determine the planar position of each pole, and control the layout accuracy within ±5 mm; Step 307: Use the elevation measurement function of a level or total station to determine the elevation of each pole, with the elevation accuracy controlled within ±3 mm.

2. The multi-layer cantilevered disc-lock formwork method according to claim 1, characterized in that, Step S10 specifically includes: Step 101: Collect and organize architectural design drawings, including floor plans, elevations, sections, and structural drawings; Step 102: Select building information modeling software and set the correct unit system and coordinate system; Step 103: Based on the drawing information, draw the main structural components of the building layer by layer, including at least columns, beams, slabs, and walls; Step 104: Add secondary components, including at least doors, windows, and stairs, to complete the model; Step 105: Check and correct geometric errors and component conflicts in the model; Step 106: Add material information and component properties to the model; Step 107: Conduct a comprehensive check on the completed building information model to ensure its accuracy and completeness.

3. The multi-layer cantilevered disc-buckle formwork method according to claim 2, characterized in that, Step S40 specifically includes: Step 401: Based on the building information model, determine the precise location and elevation of the side span beams and cantilever beams; Step 402: Select a suitable material for the return rod, with a diameter of not less than 48 mm and a wall thickness of not less than 3.5 mm; Step 403: Calculate the stress on the push rod, including axial pressure and bending moment, to ensure that its strength and stiffness meet the requirements; Step 404: Use finite element analysis software to perform stress and deformation analysis on the return rod; Step 405: Based on the analysis results, determine that the jacking rod is located on the center line of the bottom of the beam; Step 406: Use a laser level to project a horizontal baseline along the bottom of the beam; Step 407: Set a fixing point every 3 to 5 meters on the baseline and fix it with expansion bolts or chemical anchors.

4. The multi-layer cantilevered disc-buckle formwork method according to claim 3, characterized in that, Step S50 specifically includes: Step 501: Determine the exact location and spacing of the poles based on the design drawings and building information model; Step 502: Use a precision level to measure and record the ground elevation to provide a reference for subsequent height adjustments; Step 503: Lay a wooden board with a thickness of not less than 30 mm or a concrete pad with a thickness of 40 mm on the ground to distribute the load. Step 504: Install the adjustable base, ensuring the exposed length of the adjusting screw does not exceed 300 mm; Step 505: Use a theodolite or total station to ensure the verticality of the first layer of poles, with a deviation not exceeding 5 / 1000. Step 506: The erection sequence is to first erect the poles, then the horizontal poles, and finally the scissor braces. Step 507: Use a disc buckle bracket system to ensure that each connection point is properly locked with a locking torque of 40 Nm to 60 Nm.

5. The multi-layer cantilevered disc-lock formwork method according to claim 4, characterized in that, Step S60 specifically includes: Step 601: Based on the building information model and structural design drawings, determine the theoretical position and elevation of each bracket; Step 602: Select a suitable adjustable support with a load-bearing capacity of not less than 1.2 times the design load; Step 603: Use a total station or level to measure the actual elevation of the top of the support. Step 604: Calculate the height that each bracket needs to be adjusted, leaving 20 mm to 30 mm of space for subsequent precise adjustments; Step 605: When installing the adjustable bracket, use anti-slip pads to increase friction and improve stability; Step 606: Using a torque wrench, tighten the bracket fixing bolts according to the design requirements, with a torque of 80 Nm to 120 Nm. Step 607: Use a high-precision digital level to adjust the height of the support to ensure it is level, with an allowable error of no more than 1 mm per meter.

6. The multi-layer cantilevered disc-lock formwork method according to claim 5, characterized in that, Step S70 specifically includes: Step 701: Determine the installation positions and angles of the horizontal and diagonal braces based on the design drawings and building information model; Step 702: Select appropriate specifications for crossbars and diagonal braces, using steel pipes with a diameter of 48.3 mm and a wall thickness of 3.5 mm; Step 703: Use a laser rangefinder to accurately measure the locations where the crossbars and tie rods need to be installed; Step 704: When installing the crossbar, use a level to ensure its levelness, with an allowable error of no more than 2 mm per meter; Step 705: For the tie rod, use an angle meter to measure its tilt angle and ensure that the deviation from the design angle does not exceed 1 degree; Step 706: Use mechanical analysis software to simulate and analyze the force conditions of the crossbar and the tie bar; Step 707: Based on the analysis results, optimize the arrangement of horizontal and diagonal braces, and add reinforcing components if necessary.

7. The multi-layer cantilevered disc-lock formwork method according to claim 6, characterized in that, Step S80 specifically includes: Step 801: Set the three-level loading weight, the sum of the three-level loading weight is 1.1 times the design load; Step 802: Ensure the weight ratio of the three-stage loading is 6:4:1; Step 803: Determine the minimum and maximum load weight for a single stage based on the capacity and safety limitations of the preloading equipment; Step 804: Optimize the load weight distribution using numerical simulation and structural analysis methods; Step 805: Perform the first stage of loading to reach 60% of the design load; Step 806: Perform the second stage of loading to reach 100% of the design load; Step 807: Perform the third level of loading to reach 110% of the design load; Step 808: During each loading stage, use a precision level to monitor the settlement of the support structure to ensure that the settlement does not exceed 5 mm.

8. The multi-layer cantilevered disc-lock formwork method according to claim 7, characterized in that, Step S90 specifically includes: Step 901: Determine the installation location and dimensions of the formwork based on the building information model and structural design drawings; Step 902: Select a suitable template material to ensure that its strength, rigidity, and surface flatness meet the design requirements; Step 903: Use a total station or level to verify the measurement of the top of the support to ensure that its elevation and horizontal position meet the design requirements; Step 904: When installing the template, use a spirit level and straightedge to ensure the flatness of the template, with an allowable error of no more than 3 mm per 3 meters; Step 905: Use sealant tape or grout at the joints of the template to prevent grout leakage; Step 906: After installation, use a total station to scan and measure the template surface to generate elevation point cloud data; Step 907: Compare and analyze the measurement data with the building information model to ensure that the installation accuracy of the formwork meets the design requirements; Step 908: Adjust the parts that do not meet the requirements until they meet the design standards.

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