A steel structure frame segmented positioning and installation method and system

Abstract

The present invention relates to a segmented positioning and installation method and system for a steel structure frame, and relates to the technical field of building structure construction. The method comprises: performing three-dimensional coordinate measurement on embedded bolts by a total station, obtaining a deviation value record table, establishing a control network and a marking system; performing ultrasonic flaw detection and pre-tensioning review on steel structure components, obtaining a single-section steel frame model through ground pre-assembly, and forming a numbering marking system and an assembly sequence diagram after optimization; dividing the steel structure into multiple independent installation units, and achieving preliminary positioning through temporary fixing technology; performing secondary measurement, using a pusher and a wire drawing device for fine-tuning, applying an overall balancing method to disperse the accumulated deviation, setting a pre-arch to obtain a stable frame system; performing final tightening of high-strength bolts, and performing welding construction; and installing the roof system in batches and in a centralized hoisting manner. The present invention solves the problem of difficult cumulative error control in traditional steel structure installation, and improves installation accuracy and efficiency.

Description

Technical Field

[0001] The present invention relates to the technical field of building structure construction, and in particular to a segmented positioning and installation method and system for a steel structure frame. Background Art

[0002] Steel structures are widely used in modern construction projects due to their excellent seismic resistance, good plasticity and toughness, high strength, and environmentally friendly and recyclable properties. Traditional steel structure installation methods mainly include integral hoisting and component installation. The integral hoisting method involves assembling the main steel structure on the ground and then hoisting it into place all at once using large lifting equipment; the component installation method involves hoisting each component one by one and connecting them at high altitude. In addition, with the development of technology, special installation methods such as sliding and jacking have emerged, suitable for different engineering conditions. During the installation process, precision control is usually achieved through a combination of empirical adjustments and traditional measurements, relying on the workers' technical level and experience to solve deformation and deviation problems encountered during the installation process.

[0003] However, traditional steel structure installation methods have numerous shortcomings. First, precision control relies primarily on manual experience and lacks systematic, digital precision control methods, resulting in large fluctuations in installation quality. Second, the cumulative errors between components are difficult to effectively control, especially for large-span, complex-shaped steel structures, where error accumulation is a more prominent problem. Third, existing technologies struggle to achieve efficient installation adjustments. When mismatches or connection difficulties are discovered between components, rework and modifications are often required, significantly reducing construction efficiency and increasing costs. Furthermore, there is a lack of effective means to predict and control deformations in steel structures during welding, impacting the overall stability and safety of the structure.

[0004] Therefore, there is an urgent need in this field for a more accurate, efficient and controllable steel structure installation method. Summary of the Invention

[0005] The present invention provides a segmented positioning and installation method and system for a steel structure frame, which are used to solve the defects of the prior art.

[0006] The present invention provides a segmented positioning and installation method for a steel structure frame, comprising:

[0007] S1: Use a total station to measure the three-dimensional coordinates of the embedded bolts of the column foundation to obtain basic measurement data, compare and analyze the basic measurement data to obtain a deviation value record table, and establish a site control network and a steel column axis projection point marking system based on the deviation value record table;

[0008] S2: Based on the deviation value record sheet, ultrasonic flaw detection and pre-tensioning review are carried out on the steel structure components to be installed. The steel structure components to be installed are pre-assembled on the ground to obtain a single-section steel frame model. After the connection hole extension shape is optimized, a component numbering system and assembly sequence diagram are formed;

[0009] S3: Based on the basic measurement data and the assembly sequence diagram, the steel structure is divided into multiple independent installation units according to the principle of symmetrical installation. The segmented frames are initially positioned using temporary steel cable fixing technology and a non-complete tightening method of high-strength bolts to obtain a basic frame structure with adjustment space.

[0010] S4: performing secondary three-dimensional coordinate measurement of the foundation frame structure using a total station, performing fine-tuning operations using a pusher and a wire-pulling device, dispersing accumulated deviations using an overall equilibrium method, and obtaining an adjusted stable frame system in combination with a pre-camber setting technology;

[0011] S5: Based on the stable frame system, high-strength bolts are finally tightened, and professional welding technology is used to weld the connection parts to obtain the main structure;

[0012] S6: Using the main structure, install the roof system by centralized lifting in batches to obtain the steel structure frame system.

[0013] According to a segmented positioning and installation method for a steel structure frame provided by the present invention, step S1 further comprises:

[0014] S11: Divide the position distribution of the embedded bolts into several measurement units according to the grid principle, and collect the spatial coordinate data of each embedded bolt by using the prism reflection method;

[0015] S12: Calculating the error vector between the theoretical position and the actual position of each embedded bolt using the least squares method based on the collected spatial coordinate data;

[0016] S13: generating a deviation value record table and a deviation gradient map based on the error vector, and classifying the deviation values ​​into a three-level marking system according to severity;

[0017] S14: Based on the three-level marking system, an orthogonal reference network is established on the foundation surface, and an on-site rectangular coordinate system is established with the minimum deviation point as the origin;

[0018] S15: Based on the on-site rectangular coordinate system, the laser projection technology is used to mark the steel column axis projection points on the foundation surface to form a steel column axis projection point marking system.

[0019] According to a segmented positioning and installation method for a steel structure frame provided by the present invention, the three-level marking system in step S13 specifically includes:

[0020] A first-level mark, wherein the deviation value of the first-level mark is greater than 5 mm;

[0021] Secondary mark, the deviation value of the secondary mark is less than or equal to 5 mm and greater than 2 mm;

[0022] The third-level mark has a deviation value less than or equal to 2 mm.

[0023] According to a segmented positioning and installation method for a steel structure frame provided by the present invention, step S2 further comprises:

[0024] S21: establishing a detection priority classification table based on the data features in the deviation value record table, and classifying and marking the steel structure components according to the stress level;

[0025] S22: Use dual crystal probe ultrasonic technology to scan along the centerline of the parent material within 2 times the thickness + 30mm to collect sound wave attenuation data;

[0026] S23: importing the acoustic wave attenuation data into a defect identification matrix, and identifying the type and location of internal defects in the material through waveform analysis;

[0027] S24: Apply standard torque to the high-strength bolt assembly, measure the axial elongation, and verify the actual pre-tension value through the elastic deformation curve;

[0028] S25: Select key node components in the ground leveling area, perform spatial positioning and assembly, and scan the topography characteristics of the connection surface;

[0029] S26: Based on the topographical features of the connection surface, the connection hole is extended and corrected using digital adjustment technology to generate a component numbering system and an assembly sequence diagram.

[0030] According to a segmented positioning and installation method for a steel structure frame provided by the present invention, step S3 further comprises:

[0031] S31: Based on the basic measurement data and assembly sequence diagram, calculate the structural center of gravity and divide the entire steel structure into the center area and two side areas;

[0032] S32: Through the structural stiffness analysis method, each area is divided into multiple independent installation units according to the node connection type and stress state;

[0033] S33: For each independent installation unit, formulate a timing installation strategy table and determine the critical path and constraints;

[0034] S34: Using the principle of dynamic balance, design a symmetrical lifting path and arrange the temporary steel cable fixing point on the neutral line of the component;

[0035] S35: The gradient relaxation method is used to initially tighten the high-strength bolts, control the ratio of the current torque value to the design value, and record the initial state parameters of each segmented frame through a real-time monitoring system to obtain a basic frame structure with reserved adjustment space.

[0036] According to a segmented positioning and installation method for a steel structure frame provided by the present invention, the dynamic balancing principle in step S34 specifically includes:

[0037] Center of gravity balance, which is maintained through mass distribution analysis;

[0038] Optimal lifting point location;

[0039] The force is evenly distributed and balanced. The evenly distributed force is balanced by calculating the tension value of the temporary steel cable and the layout of the fixed points through the force balance equation.

[0040] According to a segmented positioning and installation method for a steel structure frame provided by the present invention, step S4 further comprises:

[0041] S41: Setting reflective targets on the basic frame structure and collecting spatial position data of the frame nodes by a multi-station method;

[0042] S42: Using spatial position data, establish a structural deformation monitoring network and analyze the displacement vector and deformation trend of each node;

[0043] S43: Calculate the adjustment torque distribution diagram based on the displacement vector to determine the key nodes that need to be adjusted and the adjustment amount;

[0044] S44: For key nodes, a closed-loop force system is constructed using a pusher and a wire puller, and fine-tuning is performed according to the preset accuracy gradient.

[0045] S45: Input the accumulated deviation value of each node into the overall balancing algorithm, and generate the optimal adjustment plan through iterative calculation;

[0046] S46: Based on the optimal adjustment scheme and the pre-camber setting parameters, the relative positions of the components are adjusted to obtain an adjusted stable frame system.

[0047] According to a segmented positioning and installation method for a steel structure frame provided by the present invention, step S45 further includes:

[0048] S451: Establish a node displacement vector matrix and input the accumulated deviation value of each node into the matrix;

[0049] S452: Calculating a deviation dispersion coefficient based on the minimum energy principle, and evenly distributing the deviation among the components based on the deviation dispersion coefficient;

[0050] S453: Using an iterative approximation method, gradually adjust the position of each node until the global error minimization goal is achieved, and generate a node adjustment instruction sequence.

[0051] According to a segmented positioning and installation method for a steel structure frame provided by the present invention, step S5 further comprises:

[0052] S51: compiling a tightening sequence table for the high-strength bolts in the stable frame system, and grouping and numbering the bolts according to the force paths;

[0053] S52: Using a hydraulic synchronous torque wrench, tighten the bolts in the order of group numbers and record the tightening torque and rotation angle data;

[0054] S53: Measure the material thickness of the welding part through ultrasonic thickness measurement technology and develop targeted welding process parameter cards;

[0055] S54: Preheat the welding parts, control the difference between the preheating temperature and the ambient temperature within a specific range, and use the segmented welding method and anti-deformation presetting technology to obtain the main structure.

[0056] The present invention further provides a steel structure frame segmented positioning and installation system for executing a steel structure frame segmented positioning and installation method as described in any one of the above items, comprising:

[0057] The measurement module is used to measure the three-dimensional coordinates of the embedded bolts of the column foundation using a total station to obtain basic measurement data, compare and analyze the basic measurement data to obtain a deviation value record table, and establish a field control network and a steel column axis projection point marking system based on the deviation value record table;

[0058] The inspection module is used to perform ultrasonic flaw detection and pre-tension review on the steel structure components to be installed based on the deviation value record table, pre-assemble the steel structure components to be installed on the ground to obtain a single-section steel frame model, and form a component numbering system and assembly sequence diagram after optimizing the extension shape of the connection holes;

[0059] A positioning module is used to divide the steel structure into multiple independent installation units according to the basic measurement data and the assembly sequence diagram and the principle of symmetrical installation, and to achieve preliminary positioning of the segmented frame through temporary steel cable fixing technology and non-complete tightening of high-strength bolts to obtain a basic frame structure with adjustment space;

[0060] An operation module is used to perform secondary three-dimensional coordinate measurement of the basic frame structure using a total station, perform fine-tuning operations using a pusher and a wire pulling device, disperse accumulated deviations using an overall balance method, and obtain an adjusted stable frame system in combination with a pre-camber setting technology;

[0061] The construction module is used to perform final tightening of high-strength bolts based on a stable frame system and weld the connection parts using professional welding technology to obtain the main structure;

[0062] The installation module is used to utilize the main structure to install the roof system in batches and adopt a centralized lifting method to obtain a steel structure frame system.

[0063] The present invention provides a segmented positioning and installation method and system for a steel structure frame, which aims to solve the problem of how to provide a segmented positioning and installation method for a steel structure frame, which can effectively control the cumulative error in the steel structure installation process through precise three-dimensional coordinate measurement technology, systematic data processing flow and scientific installation strategy, improve installation accuracy, and at the same time achieve efficient construction, reduce rework, and ensure the stability and safety of the final structure.

[0064] The present invention provides a segmented positioning and installation method and system for a steel structure frame. The method uses a total station to perform three-dimensional coordinate measurement to establish basic measurement data, combines comparison analysis to generate a deviation value record table, and establishes an on-site control network and a steel column axis projection point marking system, providing an accurate spatial positioning basis for subsequent installation, effectively reducing the error source in the initial stage of installation; ultrasonic flaw detection and pre-tension review are used to ensure that the quality of steel structure components meets the standards, and a single-section steel frame model is pre-assembled on the ground and the connection hole extension shape is optimized. Not only can the mismatch problem between components be discovered in advance, but the component number marking system and the assembly sequence diagram can also make the high-altitude installation process more orderly and controllable; according to the symmetrical installation principle The steel structure is divided into multiple independent installation units, and the temporary steel cable fixing technology and the non-complete tightening method of high-strength bolts are used to achieve the initial positioning of the segmented frame, obtaining a basic frame structure with adjustment space, significantly reducing the risk of unilateral cumulative deformation and improving the stability of the overall structure; through the secondary three-dimensional coordinate measurement combined with the pusher and the wire pulling device for fine-tuning operations, the overall balance method is applied to disperse the accumulated deviations, especially in combination with the pre-camber setting technology, not only can the current structural position be accurately adjusted, but also the deformation caused by the later load can be predicted and compensated, so as to obtain a more stable frame system; the combined application of high-strength bolt final tightening treatment and professional welding technology ensures the firmness and reliability of the connection parts, forming a The main structure has high strength and stability; the roof system is installed in batches by centralized hoisting, which effectively solves the problem of mutual constraints between roof supports and roof supports, and improves the efficiency and quality of roof installation; the grid principle is used to divide the measurement unit and the prism reflection method is used to collect spatial coordinate data, combined with the least squares method to calculate the error vector, and a three-level marking system is made to visualize the abstract data, which is convenient for construction personnel to understand and implement; the application of advanced detection methods such as dual-crystal probe ultrasonic technology, waveform analysis method and elastic deformation curve verification has significantly improved the accuracy of component quality detection; the application of structural center of gravity calculation, structural stiffness analysis method, timing installation strategy table and dynamic balance principle makes the segmented installation process More scientific and controllable; the construction of a closed-loop force system and the application of the overall equilibrium method algorithm, especially the calculation of the deviation dispersion coefficient through the minimum energy principle, make the cumulative deviation evenly distributed, and avoid excessive deformation of local components; the use of hydraulic synchronous torque wrenches and the application of segmented welding methods and anti-deformation preset technology effectively control welding deformation and ensure the geometric accuracy of the structure; through the multi-station method and structural deformation monitoring network, the structural status is grasped in real time, and the construction strategy is adjusted in time to prevent problems from occurring; the establishment of the node displacement vector matrix and the application of the iterative approximation method make the precise adjustment process more quantitative and controllable; the formulation of welding process parameter cards and the application of preheating treatment improve welding quality and reduce welding defects;Furthermore, through the collaborative work of the proposed technical solutions, this invention enables digital management and precise control of the entire steel structure installation process, significantly improving installation accuracy and efficiency while reducing reliance on manual experience, making installation quality more stable and reliable. The entire system forms a complete technical solution that is not only applicable to conventional steel structure projects but also has significant application value for the installation of special steel structures with large spans and complex shapes, providing the industry with new technical paths and methods. BRIEF DESCRIPTION OF THE DRAWINGS

[0065] In order to more clearly illustrate the technical solutions in the present invention or the prior art, a brief introduction will be given below to the drawings required for use in the embodiments or the description of the prior art. Obviously, the drawings described below are some embodiments of the present invention. For ordinary technicians in this field, other drawings can be obtained based on these drawings without paying any creative work.

[0066] Figure 1 A schematic flow chart of a segmented positioning and installation method for a steel structure frame provided by an embodiment of the present invention;

[0067] Figure 2 A structural schematic diagram of a segmented positioning and installation system for a steel structure frame provided in an embodiment of the present invention. DETAILED DESCRIPTION

[0068] In order to make the purpose, technical solutions and advantages of the present invention clearer, the technical solutions of the present invention will be clearly and completely described below in conjunction with the drawings in the present invention. Obviously, the embodiments described are part of the embodiments of the present invention, not all of the embodiments, and they should not be understood as limitations on the present invention. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without making creative work are within the scope of protection of the present invention. In the description of the present invention, it should be understood that the terms used are only for descriptive purposes and cannot be understood as indicating or implying relative importance.

[0069] like Figure 1 As shown, the present invention provides a segmented positioning and installation method for a steel structure frame, comprising:

[0070] S1: Use a total station to measure the three-dimensional coordinates of the embedded bolts of the column foundation to obtain basic measurement data, compare and analyze the basic measurement data to obtain a deviation value record table, and establish a field control network and a steel column axis projection point marking system based on the deviation value record table.

[0071] S2: According to the deviation value record table, ultrasonic flaw detection and pre-tensioning review are carried out on the steel structure components to be installed. The steel structure components to be installed are pre-assembled on the ground to obtain a single-section steel frame model. After the connection hole extension shape is optimized, a component numbering system and an assembly sequence diagram are formed.

[0072] S3: Based on the basic measurement data and the assembly sequence diagram, the steel structure is divided into multiple independent installation units according to the principle of symmetrical installation. The preliminary positioning of the segmented frame is achieved through temporary steel cable fixing technology and non-complete tightening of high-strength bolts to obtain a basic frame structure with adjustment space.

[0073] S4: Perform secondary three-dimensional coordinate measurement of the foundation frame structure through a total station, perform fine-tuning operations through a pusher and a wire-pulling device, disperse the accumulated deviation through an overall balance method, and obtain an adjusted stable frame system in combination with a pre-camber setting technology.

[0074] S5: Based on the stable frame system, the high-strength bolts are finally tightened, and the connection parts are welded with professional welding technology to obtain the main structure.

[0075] S6: Using the main structure, install the roof system by centralized lifting in batches to obtain the steel structure frame system.

[0076] The implementation of the segmented positioning and installation method for the steel structure frame of the present invention relies on precise measurement technology, systematic construction process and scientific adjustment strategy, and realizes high-precision installation of the steel structure through multi-link collaborative operation.

[0077] Specifically, in step S1, the total station is the core device for achieving three-dimensional coordinate measurement. It uses laser ranging and angle measurement principles to accurately locate the embedded bolts in the column foundation. The total station first establishes a measuring station, then measures each embedded bolt using the prism reflection method, recording its spatial coordinate value (x, y, z). For example, when measuring 24 embedded bolts in a project, the collected spatial coordinate data forms a 24×3 matrix, where each row represents the three-dimensional coordinates of a bolt. This raw data is compared and analyzed with the theoretical position of the bolts in the design drawings to calculate the position deviation of each bolt.

[0078] The comparative analysis uses the least squares method to calculate the error vector. By solving the conversion parameters between the design coordinates and the measured coordinates, the difference between the theoretical position and the actual position of each point is calculated. Based on the calculated error vector, a deviation value record table is generated. The table contains the number, design coordinates, measured coordinates, deviation value and deviation direction of each embedded bolt. Based on the three-level marking system, an orthogonal reference network is established on the foundation surface. The point with the smallest deviation is selected as the coordinate origin to establish an on-site rectangular coordinate system. Subsequently, the design axis of the steel column is projected onto the foundation surface using laser projection technology to form a steel column axis projection point marking system. These marking points become the benchmark for subsequent installation and alignment.

[0079] Secondly, the deviation value record table provides guidance for the inspection of steel structural components. Based on the data characteristics in the record table, an inspection priority classification table is established, classifying components according to their load levels into primary, secondary, and auxiliary components, and identifying key inspection areas. For steel plate components, dual-element ultrasonic technology is used for quality inspection. The probe scans along the centerline of the parent material within a range of 2 times the thickness + 30 mm, collecting acoustic attenuation data. Dual-element ultrasonic technology uses two piezoelectric crystals as transmitting and receiving elements, respectively, improving the sensitivity of detecting near-surface defects. The acoustic attenuation data reflects the internal density and uniformity of the material. Through waveform analysis, the type and location of possible internal defects are identified. Pretensioning of high-strength bolt assemblies is reviewed. By applying a standard torque and measuring axial elongation, the actual pretension value is verified to meet design requirements based on the elastic deformation curve. The preload force of high-strength bolts is related to torque: T = K·d·P, where T is the torque value, d is the bolt diameter, P is the preload force, and K is the torque coefficient. Field verification ensures connection reliability. After passing quality inspection, the steel structure units are pre-assembled on a leveled surface. Key node components are assembled at a 1:1 ratio, and the matching of each connection is checked. During the pre-assembly process, the connection surface topography is scanned and analyzed. If any deviations in the position or shape of the connection holes are found, they are extended and corrected using digital adjustment technology. This correction method provides flexibility for on-site installation adjustments. After pre-assembly is completed, each component is numbered and marked, and an assembly sequence diagram is generated to clarify the position and installation sequence of each component, providing clear guidance for high-altitude installation.

[0080] Subsequently, based on basic measurement data and assembly sequence diagrams, the center of gravity of the overall structure was calculated. Following the symmetrical installation principle of "center first, then sides," the steel structure was divided into a central area and two side areas. Structural stiffness analysis was used to evaluate the stiffness characteristics and stress conditions of the node connections in each area. The overall structure was then divided into multiple independent installation units, each capable of forming a stable structural system in a short period of time. A sequential installation strategy table was developed for each independent installation unit, identifying critical paths and constraints, and clarifying the installation sequence and connection methods between units. The division of independent installation units took into account the structural stress paths and stability requirements, ensuring structural stability throughout the installation process. During component installation, the lifting path was designed using dynamic equilibrium principles, and the lifting point locations were precisely calculated to ensure that the components remained balanced during lifting and installation. Temporary cable anchorage points were placed on the component's neutral stress line to avoid deformation caused by additional stress during anchoring. Once the steel columns were in place, they were not fully secured immediately. Instead, a gradient relaxation method was used to initially tighten the high-strength bolts, maintaining the current torque at approximately 60% of the design value, leaving room for adjustment. The real-time monitoring system records the initial state parameters of each segmented frame, including axis deviation, elevation error and verticality, etc., to provide basic data for subsequent adjustments and form a basic frame structure with adjustment space.

[0081] Furthermore, the foundation frame structure is precisely adjusted to ensure that its geometric dimensions and spatial position meet design requirements. First, reflective targets are placed on the foundation frame structure, and the spatial position data of the frame nodes is collected using the multi-station method of a total station. The multi-station method involves setting up measuring stations at different locations for repeated observations to improve measurement accuracy and reliability. Based on the collected spatial position data, a structural deformation monitoring network is established to analyze the displacement vectors and deformation trends of each node. By comparing the initial state parameters with the current measurement data, an adjustment torque distribution diagram is calculated to identify the key nodes requiring adjustment and the amount of adjustment. For locations where deviations exceed the allowable range, a closed-loop force system is constructed using thrusters and wire tensioning devices, and fine-tuning is performed with a precision gradient of 0.1 mm. The thrusters generate thrust through hydraulic or mechanical principles, applying directional force to the components, while the wire tensioning devices provide tension. The two work together to form a closed-loop force system, enabling precise adjustment of the structure. Simultaneously, the accumulated deviation values ​​of each node are input into the overall balancing algorithm for processing. The overall equilibrium method is an optimization technique that evenly distributes cumulative deviations across components. By establishing a node displacement vector matrix, the deviation values ​​of each node are input into the matrix, and the minimum energy principle is applied to calculate the deviation dispersion coefficient, so that the deviations are evenly distributed across the components, preventing local components from experiencing excessive deformation. Through the iterative approximation method, the node position parameters are continuously adjusted until the global error minimization goal is achieved, generating the optimal adjustment plan. For roof structures, taking into account the deformation caused by self-weight and superstructure loads, the pre-camber setting technology is applied to set a certain initial reverse deformation for components such as roof beams to compensate for deformation under later loads. Based on the optimal adjustment plan and pre-camber setting parameters, the relative positions of the components are adjusted to obtain a precisely adjusted stable frame system.

[0082] In step S5, the adjusted stable frame system is fixedly connected to ensure the integrity and bearing capacity of the structure. First, a tightening sequence table is compiled for the high-strength bolts, and the bolts are grouped and numbered according to the force path to clarify the tightening order. The bolts are tightened one by one using the principle of "from the middle to both ends" to ensure that the connection is tightened and evenly stressed. A hydraulic synchronous torque wrench is used to tighten the bolts. The hydraulic synchronization technology can accurately control the tightening torque to ensure that multiple bolts are evenly stressed. During the tightening process, the tightening torque and angle data of each bolt are recorded to verify whether the prestressing meets the design requirements. For connection parts that require on-site welding, the material thickness of the welding part is first measured by ultrasonic thickness measurement technology, and a targeted welding process parameter card is formulated to clarify key parameters such as welding current, voltage, and speed. The joint is preheated before welding, and the difference between the preheating temperature and the ambient temperature is controlled within a specific range. The preheating temperature is usually controlled at 100-150°C to reduce thermal stress during welding. The welding process utilizes segmented welding and anti-deformation pre-setting technology. Segmented welding divides long welds into several sections and welds them in a specific sequence to avoid large deformations caused by concentrated heat input. Anti-deformation pre-setting applies pre-deformation to the component before welding, based on the deformation trend caused by welding, to ensure that the final shape after welding meets the design requirements. After welding, the welds undergo quality inspection, with 100% inspection of first-level welds and 20% spot checks of second-level welds to ensure that the weld quality meets the design requirements and forms a securely connected main structure.

[0083] The final step in the installation of the roof system is the final step in the overall steel frame installation. Based on the securely connected main structure, the roof system is installed using a batch-by-batch centralized hoisting method. First, a span of roof is divided into three or four groups for centralized hoisting. Each group of components is centrally hoisted onto the roof beams and temporarily secured. The roof supports are then hoisted and secured using a crane boom. This batch-by-batch centralized hoisting method effectively resolves the constraints between roof supports, avoiding the dilemma of "roofing completed before hoisting" or "tiles installed first, making hoisting inconvenient." Before laying the color panels, the length and width of the panels are precisely measured to ensure good contact between the panel edges and the ceiling edge, and the height is kept below 120 mm to prevent water infiltration. When installing the roof panels, special attention is paid to the secureness of the buckles. Self-tapping screws and sealing strips are used to secure the connections to ensure air and water tightness. After installation, the entire steel frame system undergoes a comprehensive inspection and acceptance test, including the overall structural stability, the secureness of the joints, and the effectiveness of the waterproofing and anti-corrosion treatment, to ensure that it meets design and regulatory requirements.

[0084] For example, in an example of a large steel structure factory building project, the steel columns were constructed using H-shaped steel, and the roof had a herringbone structure. First, three-dimensional coordinate measurement of 24 pre-embedded bolts revealed that four had positional deviations exceeding 5mm, eight had deviations between 2 and 5mm, and 12 had deviations within 2mm. The least-squares method was used to calculate the error vector, creating a deviation record table and a three-level marking system. The four bolts with deviations greater than 5mm were marked red, the eight with deviations between 2 and 5mm were marked yellow, and the 12 bolts within 2mm were marked green. The bolt point with the smallest deviation was selected as the coordinate origin, and an on-site rectangular coordinate system and a marking system for the steel column axis projection points were established. Next, the deviation record table was used to identify inspection priorities. Ultrasonic flaw detection was performed on key components, such as the H-shaped steel columns and main beams. A minor interlayer defect was discovered in the web of one main beam. Pre-assembly and correction of the connection hole extensions resolved the installation and adaptation issue. Next, the overall structure was divided into five independent installation units, and a sequential installation strategy was developed, establishing a "center first, then sides" installation sequence. Temporary cable fixing and partially tightening high-strength bolts were used to achieve initial positioning of the segmented frame, with the initial tightening torque controlled to 60% of the design value. Subsequently, secondary three-dimensional coordinate measurement and overall equilibrium analysis revealed a cumulative error of 2.5mm in the main beam spacing. Fine-tuning with pushers and wire tensioning devices reduced the error to within 1mm. To compensate for deformation due to the roof's deadweight, a 40mm pre-camber was applied to the 30m span roof beams. Finally, the high-strength bolts were tightened according to the tightening sequence. The beam-column joints were welded using a segmented method, dividing the 8m-long weld into four sections. Anti-deformation presetting technology was applied to keep weld deformation within the allowable range. Finally, the roof system was divided into three groups for centralized hoisting, which solved the mutual constraint problem between the roof support and tile installation, and finally completed the installation of the entire steel structure frame system. The acceptance measurement showed that the installation accuracy of the overall structure met the design requirements, and the maximum deviation was controlled within 70% of the design allowable value.

[0085] The present invention's segmented positioning and installation method for steel structure frames effectively addresses issues inherent in traditional installation methods, such as reliance on manual experience for precision control, difficulty controlling cumulative errors, inefficient installation adjustments, and difficulty predicting and controlling welding deformation. This method achieves high-precision, high-efficiency, and high-quality steel structure installation, providing a scientific construction method for large, complex steel structure projects. This method is particularly suitable for large-scale steel structure projects with high installation precision requirements and complex structures, such as large stadiums, airport terminals, and high-rise buildings. Through precise measurement technology, systematic data processing processes, and scientific installation strategies, the stability and safety of the resulting structure are ensured.

[0086] Wherein, step S1 further includes:

[0087] S11: Divide the position distribution of the embedded bolts into several measurement units according to the grid principle, and collect the spatial coordinate data of each embedded bolt by using the prism reflection method;

[0088] S12: Calculating the error vector between the theoretical position and the actual position of each embedded bolt using the least squares method based on the collected spatial coordinate data;

[0089] S13: generating a deviation value record table and a deviation gradient map based on the error vector, and classifying the deviation values ​​into a three-level marking system according to severity;

[0090] S14: Based on the three-level marking system, an orthogonal reference network is established on the foundation surface, and an on-site rectangular coordinate system is established with the minimum deviation point as the origin;

[0091] S15: Based on the on-site rectangular coordinate system, the laser projection technology is used to mark the steel column axis projection points on the foundation surface to form a steel column axis projection point marking system.

[0092] Specifically, first, the gridding principle in step S11 refers to dividing the entire foundation plane into regular grid units based on the spatial distribution characteristics of the embedded bolts, so as to facilitate systematic measurement and data management. During operation, a grid coordinate system is established with the four corners of the foundation plane as boundary points. Usually, each column foundation is regarded as a measurement unit, and an association relationship is established between adjacent units. The prism reflection method is a high-precision measurement technology. The total station emits a laser signal, which is reflected back by a prism placed at the position of the embedded bolt. The total station calculates the spatial coordinates of the prism by measuring the round-trip time and angle of the laser. For each embedded bolt, the prism needs to be precisely placed at the center of the bolt, and the total station repeats the measurement of the same bolt from at least two different measuring stations to eliminate single-point measurement errors. The acquired spatial coordinate data includes the three-dimensional coordinate values ​​(x, y, z) of each bolt, forming an original measurement data set.

[0093] Secondly, in step S12, the least squares method is used to calculate the error vector between the theoretical position and the actual position of the embedded bolt. The least squares method is a mathematical optimization technique that finds the best function match for the data by minimizing the sum of the squares of the errors. In this method, a transformation relationship is first established between the design coordinate system and the measured coordinate system, including translation, rotation, and scaling parameters. The coordinates in the design coordinate system represent the theoretical position of the bolt, and the coordinates in the measured coordinate system represent the actual measured position. By solving the transformation parameters, the measured coordinates are transformed into the design coordinate system, and the difference between the theoretical position of each bolt and the actual position after transformation is calculated. The error vector includes three components (Δx, Δy, Δz), which represent the deviations in the x, y, and z directions, respectively, and the total deviation value is calculated at the same time. , and obtain the total spatial position error of each bolt.

[0094] Next, based on the error vector calculated in the previous step, a deviation value record table and deviation gradient map are generated. The deviation value record table is a structured data table containing information such as bolt number, theoretical coordinates, measured coordinates, error vector component values, and total deviation value, comprehensively recording the position error of each bolt. The deviation gradient map is a visual representation that displays the deviation distribution through color depth or contour lines, intuitively reflecting the overall accuracy of the foundation embedded parts.

[0095] Subsequently, it is necessary to establish an orthogonal reference network on the foundation surface according to the three-level marking system. The orthogonal reference network is a reference grid composed of orthogonal coordinate lines, which is used to guide subsequent installation and positioning. During specific implementation, the point with the smallest deviation (usually the point in the three-level mark) is selected as the coordinate origin to determine the x-axis and y-axis directions. Usually, the x-axis is along the long axis of the building, and the y-axis is perpendicular to the x-axis. Use a theodolite or total station to project the coordinate axis lines on the foundation surface, and mark the coordinate lines with chalk or paint to form a visible orthogonal grid. This orthogonal reference network replaces the original theoretical design coordinate system and becomes the coordinate system actually used on site. All subsequent measurements and positioning are based on this on-site rectangular coordinate system.

[0096] Finally, based on the established on-site rectangular coordinate system, the laser projection technology is used to mark the steel column axis projection points on the foundation surface. Laser projection technology usually uses a point laser or line laser projector to accurately project the design axis position of the steel column onto the foundation surface. Taking into account the error vector calculated in step S12, the design axis position is corrected to ensure that the installation position of the steel column can minimize the cumulative error. When marking, use durable markers (such as paint or metal markers) to mark the center position and axis direction of each steel column on the foundation surface, and mark the positional relationship of the bolt group. These marking points constitute the steel column axis projection point marking system, which directly guides the subsequent installation and positioning of the steel columns to ensure that the steel columns are accurately positioned.

[0097] In a specific embodiment, the large industrial plant to be built is 100 meters long and 60 meters wide, with a total of 80 steel column foundations. Specifically, the entire foundation area is first divided into a 10×8 grid, and each grid corresponds to a column foundation measurement unit. Using the Leica TS15 high-precision total station, 80 embedded bolt groups are measured using the prism reflection method. Each bolt group contains 4 bolts, and the spatial coordinate data of a total of 320 embedded bolts are collected. The total station measures from 5 different measuring stations, and each bolt has at least 2 independent measurement results. The average value is taken as the final coordinate value to ensure that the measurement accuracy reaches ±1mm.

[0098] Secondly, the theoretical coordinate values ​​of the embedded bolts are derived through the design software and compared with the measured coordinates. The least squares method is used to calculate the coordinate transformation parameters, including the origin translation vector (Tx, Ty, Tz), the rotation angle (α, β, γ) and the scale factor k. Through calculation, the optimal transformation parameters are determined to be Tx = 12mm, Ty = -8mm, Tz = 5mm, α = 0.02°, β =0.01°, γ = 0.03°, k = 0.9998. Use these parameters to transform the measured coordinates into the design coordinate system and calculate the error vector of each bolt. For example, the design coordinates of a bolt are (10000mm, 15000mm, 0mm), and the measured coordinates after conversion are (10004mm, 14997mm, 2mm). The error vector is (4mm, -3mm, 2mm), and the total deviation value is = 5.4mm.

[0099] Secondly, the error data of the 320 embedded bolts were organized into a deviation value record table, and a deviation gradient map of the entire foundation plane was generated. The deviation gradient map shows the distribution of deviation values ​​in various areas of the foundation. It was found that the deviations were generally larger in the northwest corner of the building, which may be related to the quality of the foundation construction there. According to the three-level marking system, it was found that 48 bolts (15%) had deviation values ​​greater than 5mm and were classified as first-level markings; 96 bolts (30%) had deviation values ​​between 2mm and 5mm and were classified as second-level markings; 176 bolts (55%) had deviation values ​​less than or equal to 2mm and were classified as third-level markings. The bolts with first-level markings are mainly concentrated in the northwest and southeast corners and need to be adjusted.

[0100] Subsequently, the bolt location with the smallest deviation was selected as the coordinate origin. This bolt was located slightly south of the center of the building, with a deviation of only 0.6 mm. With this point as the center, the x-axis was defined along the long axis of the building, and the y-axis was defined perpendicular to the long axis to establish an on-site rectangular coordinate system. Using a total station and a line laser projector, a 10-meter x 10-meter orthogonal grid was marked on the foundation surface, with a total of 99 grid intersections marked to form the on-site reference grid. Each grid point was marked with red paint and its coordinate value was annotated, providing a convenient reference system for construction.

[0101] Finally, based on the established on-site rectangular coordinate system, the ideal installation position of each steel column is calculated. Taking into account the previously measured bolt deviation, the steel column position is optimized and adjusted to minimize the cumulative error. For example, for the column position in the first-level marking area, compensation is made by fine-tuning the column position. Using a line laser projector, the adjusted steel column axis position is projected onto the foundation surface, marking the center point and axis direction of 80 steel columns, and the relative position relationship of the bolt group. The center point of each steel column position is marked with blue paint, and the direction of the column section is indicated by an arrow, forming a complete steel column axis projection point marking system.

[0102] When installing steel columns, workers directly reference the markings on the ground for positioning, significantly improving installation efficiency and accuracy. For example, when installing the first row of steel columns, workers first locate the blue center point markings on the ground. Then, they adjust the columns according to the arrows, aligning the center of the column baseplate with the ground markings and matching the bolt holes with the embedded bolt groups. Thanks to the precision of the initial measurement and data processing, the first-time success rate for steel column placement exceeds 95%, with minimal need for secondary adjustments. This significantly improves installation efficiency compared to traditional methods.

[0103] This series of refined measurement and data processing steps resolved the issue of embedded bolt deviation affecting overall installation accuracy in traditional steel structure installation. The three-level marking system enabled on-site construction personnel to make appropriate adjustments for embedded components of varying precision levels. The establishment of an on-site rectangular coordinate system provided a unified reference for all subsequent measurement and positioning work. The steel column axis projection point marking system directly guided the precise installation of the steel columns, controlling the accuracy of steel structure installation from the source and laying a solid foundation for the precise construction of the entire steel structure framework.

[0104] The three-level marking system in step S13 specifically includes:

[0105] A first-level mark, wherein the deviation value of the first-level mark is greater than 5 mm;

[0106] Secondary mark, the deviation value of the secondary mark is less than or equal to 5 mm and greater than 2 mm;

[0107] The third-level mark has a deviation value less than or equal to 2 mm.

[0108] Specifically, the three-level marking system mentioned in the present invention divides all embedded bolts into three-level marking systems according to the size of the total deviation value. The first-level marking corresponds to bolts with deviation values ​​greater than 5mm, which require special attention and adjustment; the second-level marking corresponds to bolts with deviation values ​​between 2mm and 5mm, which require appropriate adjustment; the third-level marking corresponds to bolts with deviation values ​​less than or equal to 2mm, which meet the accuracy requirements and can be used as reference points. The graded marking enables on-site construction personnel to clearly identify the severity of the problem and reasonably allocate adjustment resources.

[0109] Wherein, step S2 further includes:

[0110] S21: establishing a detection priority classification table based on the data features in the deviation value record table, and classifying and marking the steel structure components according to the stress level;

[0111] S22: Use dual crystal probe ultrasonic technology to scan along the centerline of the parent material within 2 times the thickness + 30mm to collect sound wave attenuation data;

[0112] S23: importing the acoustic wave attenuation data into a defect identification matrix, and identifying the type and location of internal defects in the material through waveform analysis;

[0113] S24: Apply standard torque to the high-strength bolt assembly, measure the axial elongation, and verify the actual pre-tension value through the elastic deformation curve;

[0114] S25: Select key node components in the ground leveling area, perform spatial positioning and assembly, and scan the topography characteristics of the connection surface;

[0115] S26: Based on the topographical features of the connection surface, the connection hole is extended and corrected using digital adjustment technology to generate a component numbering system and an assembly sequence diagram.

[0116] Specifically, step S2 is the core link of component detection and pre-assembly in the segmented positioning and installation method of the steel structure frame, involving the whole process from quality detection to spatial assembly. First, the establishment of the detection priority classification table is directly based on the deviation value record table generated in step S1, and the priority and focus of component detection are determined by data feature analysis. The specific operation is to sort the data in the deviation value record table according to the position correlation and find out the steel structure components corresponding to the area with larger deviation. The detection priority classification table is a structured data table, which contains information such as component number, corresponding basic deviation value, force level, detection priority, etc. The force level is determined based on the structural force analysis and is usually divided into main load-bearing components (such as main beams and main columns), secondary load-bearing components (such as secondary beams and struts) and auxiliary components (such as connectors). The determination of the force level needs to take into account the position of the component in the overall structure, the load it bears, and the degree of impact on the overall structure after failure. The main load-bearing components corresponding to the area with larger basic deviation are given the highest detection priority to ensure that the quality of these key components meets the requirements.

[0117] The dual-crystal probe ultrasonic technology in step S22 is a high-precision non-destructive testing method with higher near-surface defect detection sensitivity than traditional single-crystal probes. The dual-crystal probe consists of two independent piezoelectric chips, one as a transmitter and the other as a receiver. There is acoustic isolation between the two, which can effectively avoid the interference of the transmitted echo on the received signal. During the detection process, the probe scans a specific range along the center line of the parent material (2 times the thickness + 30mm). The range setting is based on steel structure welding specifications and practical experience, covering the welding heat affected zone and stress concentration zone. The scanning process adopts a grid scanning method to divide the detection area into small grids of 10mm×10mm. The probe stops at each grid point and collects data to ensure the comprehensiveness of the detection. The sound wave attenuation data refers to the energy loss caused by factors such as scattering and absorption when the ultrasonic wave propagates in the material. It is usually expressed in decibels (dB). The sound wave attenuation value of each detection point is compared with the reference standard. The greater the deviation from the reference value, the more likely there is a defect.

[0118] Step S23 involves processing and analyzing the acoustic wave attenuation data. The defect identification matrix is ​​the core tool for processing this data. The defect identification matrix is ​​a mathematical model used to associate the acoustic wave attenuation data with the material defect type. Its basic form is:

[0119] ;

[0120] in, represents the defect characteristic value at position (i, j), Indicates the sound wave attenuation value at that location, represents the phase characteristics of the position, represents the kth feature extraction function, represents the weight of the feature, Represents the total number of features.

[0121] The defect identification matrix converts the original acoustic wave attenuation data into structured feature data to facilitate subsequent defect identification. The waveform analysis method is a specific algorithm for processing acoustic wave attenuation data, which includes two aspects: time domain analysis and frequency domain analysis. Time domain analysis focuses on the amplitude, width, arrival time and other characteristics of the waveform. Frequency domain analysis converts the time domain signal to the frequency domain through fast Fourier transform (FFT) to analyze its spectral characteristics. Different types of defects (such as cracks, inclusions, pores, etc.) show different characteristic patterns in ultrasonic images. By comparing with the characteristic patterns in the standard defect library, the type and location of the defect can be identified. The severity of the defect is graded according to industry standards and is usually divided into three levels: I, II, and III. Level I is the most serious and requires immediate repair or replacement of the component.

[0122] The pre-tension of the high-strength bolt assembly is subsequently verified to ensure connection reliability. The standard torque is the torque value determined according to the high-strength bolt specifications and design requirements. For example, the standard torque of an M20 10.9 grade high-strength bolt is usually 330-360 Nm. There is a relationship between torque and pre-tension:

[0123]

[0124] in, Indicates the torque value (Nm), Indicates the torque coefficient (related to the friction conditions of the bolt and nut), Indicates the bolt diameter, Indicates pretension. In practice, a torque wrench is used to apply a standard torque to the bolt, while a dedicated axial elongation measuring instrument is used to measure the bolt's axial elongation. There is a linear relationship between axial elongation and pretension, which conforms to Hooke's law.

[0125] The actual pretension value is calculated by reverse engineering the measured axial elongation and compared with the design requirements to verify the reliability of the bolt connection. The elastic deformation curve is a graph showing the force-deformation relationship of the bolt under load. A normal curve should exhibit linear characteristics, indicating that the bolt is in the elastic deformation stage. If the curve exhibits nonlinear characteristics, it may have entered the plastic deformation stage and requires replacement.

[0126] Then, spatial positioning and assembly of key node components on the ground is an effective means to discover potential installation problems. Key node components refer to the nodes in the steel structure that undertake the main load transfer function, such as the column and foundation connection node, the beam-column connection node, the main beam and secondary beam connection node, etc. The ground leveling area refers to a flat site selected on site that meets the space requirements for pre-assembly and is convenient for observation and adjustment. Spatial positioning assembly refers to assembling the components of the key nodes together according to the designed position and connection relationship, and checking the matching between the components. During the assembly process, a three-dimensional laser scanner is used to scan the connection surface to obtain the morphological characteristics of the connection surface. The morphological characteristics of the connection surface refer to the characteristic parameters of the connection surface such as the geometric shape, flatness, and hole position deviation. These parameters directly affect the quality of the connection. Three-dimensional laser scanning technology can quickly obtain three-dimensional point cloud data of the connection surface with an accuracy of up to 0.1mm, and generate an accurate three-dimensional model of the connection surface through point cloud processing software.

[0127] Finally, based on the connection surface topography data, digital adjustment technology is used to extend the connection hole. This hole extension modification involves modifying the original circular connection hole to an elliptical or oblong hole to increase installation and adjustment flexibility. The extension design must consider both connection strength and adjustment range. Typically, the extension is 1.5-2 times the original hole diameter, aligned with the intended adjustment direction. Digital adjustment technology, a computer-aided design optimization method, calculates the optimal connection hole shape and position by analyzing the connection surface topography and the intended adjustment requirements. The corrected connection hole data is input into CNC machining equipment for precise machining directly on the component. Simultaneously, based on the pre-assembly results and the hole corrections, each component is numbered and labeled to generate an assembly sequence diagram. The component numbering system uses a hierarchical coding system, such as "ABC-001," where A represents the area code, B represents the component type (column, beam, etc.), C represents the level or location, and 001 represents the sequence number. The assembly sequence diagram is a graphical representation that clearly shows the spatial position relationship and installation sequence of each component. It usually includes three parts: plan view, elevation view and node detail view. Each component is marked with number, direction and key dimension information.

[0128] In a specific embodiment, the project to be built includes 48 steel columns and 180 steel beams. First, according to the deviation value record table generated by the steps, it is found that the deviation of the 6 embedded bolt groups in the northwest corner of the foundation is large (more than 5mm), corresponding to 6 main steel columns. According to the structural force analysis, these 6 steel columns bear about 40% of the load in the entire northwest corner area, so they are classified as the highest inspection priority. The second highest priority includes the 12 main beams and 8 supports connected to these 6 columns, and the lowest priority is the remaining conventional components. The inspection priority classification table clearly lists the number of each component, the corresponding foundation deviation, the force level and the inspection priority to guide the subsequent inspection work.

[0129] Secondly, the six steel columns with the highest priority were ultrasonically inspected using a dual-crystal probe. The inspection used a dual-crystal probe with a frequency of 5MHz, and a grid scan was performed within a range of 15mm on both sides of the center line of the column (the column thickness is 14mm, and the inspection range is 2×14+30=58mm). The sound wave attenuation data collected at each inspection point includes three parameters: initial amplitude, reflected amplitude, and attenuation rate. For example, at a detection point on column No. 1, the initial amplitude was 80dB, the reflected amplitude was 62dB, and the attenuation rate was (80-62) / 80×100%=22.5%. At the same time, waveform characteristics such as the number of peaks and waveform width were recorded. During the entire inspection process, sound wave attenuation data of more than 2,000 inspection points were collected to form a complete inspection data set.

[0130] Subsequently, the collected acoustic wave attenuation data will be imported into the defect identification matrix for processing. For the inspection point data of column No. 1, time domain analysis is first performed to extract the waveform amplitude, width, arrival time and other features, and then frequency domain analysis is performed through FFT transformation to obtain spectral characteristics. These features are input into the defect identification matrix and compared with the characteristic patterns in the standard defect library. By calculating the similarity score, the defect possibility and type of each inspection point are determined. At inspection point No. 77 of column No. 1, it was found that the similarity score between the waveform characteristics and the crack-type defect pattern reached 0.85 (higher than the threshold of 0.7). Further analysis confirmed that there were microcracks about 5 mm long at this location, and the defect severity was level II, which required repair.

[0131] Secondly, the pre-tension of high-strength bolt assemblies in the highest priority areas was verified. Taking a set of M24 10.9 grade high-strength bolts as an example, the design required a pre-tension of 285kN and a standard torque of 600Nm. A torque wrench was used to apply the standard torque while measuring the axial elongation of the bolts. The bolt has an effective length of 120mm, a material elastic modulus of 206GPa, and an effective cross-sectional area of ​​353mm². According to Hooke's law, the theoretical elongation should be The measured elongation is 0.45 mm, and the calculated actual pretension is 273 kN, with a deviation of 4.2% from the design value, which is within the allowable range (±5%), verifying the reliability of the bolt connection.

[0132] Subsequently, six key nodes were selected for ground pre-assembly, including three column-beam connection nodes and three main and secondary beam connection nodes in the northwest corner area. During the pre-assembly process, a three-dimensional laser scanner with an accuracy of 0.1mm was used to scan the connection surface, and point cloud data of approximately 5,000 points were collected for each connection surface. The point cloud processing software was used to generate a three-dimensional model of the connection surface, and its flatness, verticality, and hole position deviation were analyzed. For example, at the connection surface between the main beam and the column at node No. 2, it was found that the flatness deviation of the connection surface was 2.3mm, which exceeded the allowable value of 2mm and required trimming. At the same time, there was a systematic deviation in the position of the connection hole, with an average offset value of 3.5mm and a direction of offset to the southeast, which was consistent with the trend of the foundation deviation measured in step S1.

[0133] Finally, based on the analysis results of the connection surface morphology characteristics, the connection holes were extended and corrected. For example, at the connection between the main beam and the column at node No. 2, the original connection hole diameter was 26 mm. Based on the systematic deviation of 3.5 mm, the connection hole was modified to an oblong hole with a length of 26 mm and a width of 35 mm, with the major axis direction consistent with the offset direction. The correction scheme was verified by computer simulation to ensure that sufficient installation adjustment space was provided without reducing the bearing capacity. The corrected connection hole data was input into the CNC drilling machine and accurately processed directly on the component. At the same time, a component number marking system was established, such as "WN-C-1-001" represents the No. 001 component of column No. 1 in the northwest corner area. Based on the pre-assembly and connection hole correction results, a detailed assembly sequence diagram was generated to clarify the installation position, direction and connection method of each component, providing precise guidance for high-altitude installation.

[0134] Through the above steps, the quality inspection and pre-assembly of the steel structure components were completed, ensuring that the components met the requirements, resolving potential installation and matching issues, and laying the foundation for the next step of positioning and installing the segmented frame. In particular, the correction of the connection hole extension effectively compensated for the deviation of the foundation embedded parts, improving the first-time success rate of high-altitude installation, reducing the risk of forced docking and deformation during installation, and ensuring the installation accuracy and overall quality of the steel structure frame.

[0135] Wherein, step S3 further includes:

[0136] S31: Based on the basic measurement data and assembly sequence diagram, calculate the structural center of gravity and divide the entire steel structure into the center area and two side areas;

[0137] S32: Through the structural stiffness analysis method, each area is divided into multiple independent installation units according to the node connection type and stress state;

[0138] S33: For each independent installation unit, formulate a timing installation strategy table and determine the critical path and constraints;

[0139] S34: Using the principle of dynamic balance, design a symmetrical lifting path and arrange the temporary steel cable fixing point on the neutral line of the component;

[0140] S35: The gradient relaxation method is used to initially tighten the high-strength bolts, control the ratio of the current torque value to the design value, and record the initial state parameters of each segmented frame through a real-time monitoring system to obtain a basic frame structure with reserved adjustment space.

[0141] Specifically, first calculate the center of gravity of the steel structure based on the basic measurement data and assembly sequence diagram obtained in the first two steps. The center of gravity of the structure refers to the center of balance of the mass distribution of each part of the structure. For complex steel structure frames, the center of gravity is calculated using the mass moment method, and the formula is as follows:

[0142] ;

[0143] ;

[0144] ;

[0145] in, Represents the three-dimensional coordinates of the center of gravity of the structure, represents the mass of the i-th component, represents the coordinates of the centroid of the i-th component, Represents the total number of components. When calculating, first extract the position information of each component from the assembly sequence diagram, calculate the mass and center of mass position of each component in combination with the component specification data, and then apply the above formula to calculate the center of gravity of the overall structure. After the center of gravity position is determined, the overall steel structure is divided into a central area and two side areas with this point as the center, combined with the structural geometry and load distribution characteristics. The central area usually contains the core bearing structure around the center of gravity, and the two side areas are the extensions on both sides of the central area. The area division provides the basis for the subsequent segmented installation, following the principle of "center first, then two sides" to ensure that the structure always remains stable as a whole during the construction process.

[0146] Secondly, the installation unit division is further refined through the structural stiffness analysis method. The structural stiffness analysis method is an analysis method based on the node connection type and stress state, and determines the structural characteristics of each area by calculating the node stiffness coefficient.

[0147] Node connection types are generally divided into rigid connections, semi-rigid connections and hinged connections. The rigid connection has a large stiffness coefficient (theoretically infinite) and small deformation, such as welded connections; the semi-rigid connection has a medium stiffness coefficient, such as high-strength bolt connections; the hinged connection has a small stiffness coefficient and large deformation, such as pin connections. The stress state analysis considers the type and magnitude of loads that the node bears under normal working conditions, including axial force, shear force and bending moment. Through a comprehensive analysis of the node connection type and stress state, the central area and the two side areas are further divided into multiple independent installation units. An independent installation unit refers to the smallest unit that can be installed relatively independently and can form a stable structure. It is usually composed of several interconnected columns, beams and supports. Each independent installation unit has a relatively complete force path and sufficient stiffness, and can form a stable structural system in a short time.

[0148] Next, a sequential installation strategy table is developed for each individual installation unit, clearly defining the installation sequence and method. This is a structured construction guidance document that details the construction sequence, timeline, resource requirements, and quality control points for each installation unit. The critical path, consisting of a series of critical activities, is the longest sequence of activities in the project schedule network that affects the total construction duration. The critical path is determined using the Critical Path Method (CPM) within network planning technology. By calculating the earliest start time, earliest finish time, latest start time, and latest finish time for each activity, the sequence of activities is identified with a zero total time difference. Delays in activities along the critical path will directly lead to delays in the overall construction schedule, and therefore require focused control. Constraints are the various limiting factors that affect the installation process, including technical constraints (such as equipment capacity and space limitations), resource constraints (such as manpower, materials, and equipment), and time constraints (such as construction deadlines and seasonal factors). By comprehensively analyzing these constraints, the most appropriate installation sequence and method are determined, and a detailed sequential installation strategy table is developed.

[0149] Subsequently, the principle of dynamic balance was applied to design a symmetrical lifting path to ensure safety and accuracy during the lifting process. Dynamic balance refers to the principle of maintaining a constant balance of moment in all directions during the component lifting process, preventing swinging and impact caused by imbalance. The design of a symmetrical lifting path requires consideration of the component's center of gravity, shape characteristics, and the performance parameters of the lifting equipment.

[0150] By determining the position of each lifting point and the required lifting force, the component can be kept in a balanced state during the lifting process. Temporary steel cable fixing points refer to the steel cable connection points used to temporarily fix the component after the component is initially in place. These fixing points should be arranged on the force neutral line of the component, that is, the position line where the component maintains a constant length when bent and deformed. The position of the neutral line is related to the cross-sectional shape, material properties and stress conditions of the component. For common I-section steel beams, the neutral line is usually located in the middle of the web. Placing the temporary steel cable fixing points on the neutral line can avoid deformation of the component due to additional stress generated by the fixation and ensure installation accuracy.

[0151] The gradient relaxation method is then used for the initial tightening of high-strength bolts to control the stress state during installation. This method involves tightening bolts in a step-by-step, graded manner. By controlling the tightening torque at each step, the design preload is gradually achieved while minimizing stress concentration and component deformation during the tightening process. The specific operation is divided into three stages: the first stage is initial tightening, where the torque is controlled to approximately 30% of the design value to achieve initial contact between the bolt and the connector; the second stage is re-tightening, where the torque is increased to approximately 60% of the design value to achieve close contact between the connection surfaces; and the third stage is final tightening, where the design torque value is achieved. During the segmented frame installation process, only the first two stages are performed, leaving room for adjustment.

[0152] During the initial installation phase, the ratio of the torque value to the design value is controlled at around 60%, which can provide sufficient stability while retaining room for subsequent adjustments. The real-time monitoring system refers to equipment and technology that continuously monitors the key parameters of the segmented frame during the installation process. Monitoring parameters include axis deviation, elevation error, verticality and horizontality, etc. These parameters together constitute the initial state parameter set of the segmented frame. These parameters are collected through equipment such as total stations and inclination sensors to establish a complete data record, providing a basis for subsequent precise adjustments. Reserving adjustment space means reserving a certain amount of displacement and rotational freedom at the high-strength bolt connection to facilitate subsequent fine-tuning based on the monitoring results. Through the above steps, a basic frame structure with appropriate stability and sufficient adjustment space is formed, creating conditions for subsequent precise adjustments.

[0153] Specifically, in an example of the installation process for a typical steel structure factory building, the building is 100 meters long, 50 meters wide, and 18 meters high, primarily composed of 48 H-shaped steel columns and 180 steel beams. In step S31, the center of gravity of the structure is calculated using the mass moment method. First, the position information of each component is extracted from the assembly sequence diagram. For example, column 1 is located at coordinates (0, 0, 0) and weighs 25 kN; column 2 is located at coordinates (10, 0, 0) and weighs 27 kN, and so on. Applying the mass moment formula, the coordinates of the center of gravity of the structure are calculated to be (48.5, 25.2, 9.1) meters, located slightly northeast of the center of the building. With this point as the center, and taking into account the rectangular shape of the factory building, the overall structure is divided into a central area (approximately 3,000 square meters) and two side areas (approximately 2,000 square meters each on the east and west sides). The central area, containing 16 main steel columns and 60 main beams, is the core load-bearing portion of the structure.

[0154] Calculate the stiffness coefficient for the column-beam connection in the central area. For example, for a typical H-shaped steel column welded to an I-shaped steel beam, calculate the stiffness coefficient under bending moment. Assuming that the node generates a 0.002 radian angle under a bending moment of 5000 N·m, the stiffness coefficient K = 5000 / 0.002 = 2.5×10 6 Newton-meter / radian, which is a rigid connection. Similar analysis identified rigid and semi-rigid connection areas within the central area, dividing the central area into three independent installation units: the central core unit (containing four main columns and connected main beams), the central east unit, and the central west unit. The two side areas were similarly divided into four independent installation units based on node connection type and stress state, forming a segmented frame system with a total of seven independent installation units.

[0155] Using the critical path method to analyze the dependencies between the various units, the critical path was determined to be: Center Core Unit → Center East Unit → East North Unit → East South Unit. The installation time of these units directly impacts the overall construction period and requires focused control. Construction site constraints were also considered, such as the site size limiting the number of hoisting equipment operating simultaneously to two units and human resources limiting the number of simultaneous construction work surfaces to no more than three. Based on these constraints, a detailed sequential installation strategy was developed, clarifying the installation sequence, equipment used, staffing, and quality control points for each unit.

[0156] Subsequently, the principle of dynamic balance was applied to design a symmetrical lifting path. Taking a main beam of the central core unit as an example, the beam is 12 meters long, weighs 75kN, and its center of gravity is biased to one end (4.8 meters from the end). To design a two-point lifting solution, it is necessary to determine the positions of the two lifting points so that the beam maintains horizontal balance during the lifting process. Assuming that the first lifting point is x meters from the end of the beam, and the second lifting point is y meters from the same end, and the center of gravity of the beam is 4.8 meters from the same end, then according to the principle of dynamic balance: ,in and is the lifting force of the two lifting points. Considering that the distance between the lifting points should not be too small, set At the same time, in order to ensure the safety of lifting, it is required and The difference does not exceed 20% of the total lifting force. By solving this set of constraints, the optimal positions of the two lifting points are determined to be x = 3.5 meters and y = 6.5 meters. Following a similar method, a symmetrical lifting path is designed for each main component to ensure a smooth and safe lifting process. At the same time, the position of the temporary steel cable fixing point is determined. For H-shaped steel columns, the temporary fixing point is arranged on the center line of the web, 1 / 3 of the distance from the top and bottom of the column; for I-shaped steel beams, the temporary fixing point is arranged on the center line of the web, 1 / 4 of the distance from each end of the beam.

[0157] In step S35, the gradient relaxation method is used to perform initial tightening of the high-strength bolts. For the M24 high-strength bolts in the central core unit, the design requires a final tightening torque of 600 N·m. According to the gradient relaxation method, the initial tightening torque in the first stage is 600 × 30% = 180 N·m, and the final tightening torque in the second stage is 600 × 60% = 360 N·m. Tightening is performed using a torque wrench according to the prescribed sequence, maintaining a ratio of the actual torque to the design value at approximately 60%. Simultaneously, the state parameters of the segmented frame are monitored in real time using equipment such as a total station and inclination sensors. For example, the top position coordinates, verticality, and axis deviation of the four main columns of the central core unit are monitored. The monitoring results show that after installation, the maximum position deviation of the column top of the central core unit is 18 mm, and the maximum verticality deviation is H / 1000 (H is the column height), meeting the accuracy requirements of the initial installation stage. These initial state parameters are recorded in detail, providing basic data for subsequent precise adjustments. By controlling the bolt tightening torque and maintaining appropriate gaps at the connections, a basic frame structure with sufficient stability and necessary adjustment space is formed.

[0158] Through the systematic implementation of steps S31 to S35, the segmented positioning and installation of the steel structure frame is completed, and a basic frame structure with a preliminary form and reserved adjustment space is established. The segmented installation method fully takes into account the stress characteristics of the structure and the actual construction conditions, and realizes the efficient installation of large steel structures through scientific division, precise calculation and strict control. In particular, through technical means such as structural center of gravity calculation, structural stiffness analysis, application of dynamic balance principle and gradient relaxation method, the problems of precision control and stability in traditional installation methods are solved, laying a solid foundation for subsequent precise adjustment and fixed connection. The method is particularly suitable for large and complex steel structure projects, and can significantly improve installation efficiency and precision, reduce installation risks, and ensure the overall performance and safety of the structure.

[0159] The dynamic balance principle in step S34 specifically includes:

[0160] Center of gravity balance, which is maintained through mass distribution analysis;

[0161] Optimal lifting point location;

[0162] The force is evenly distributed and balanced. The evenly distributed force is balanced by calculating the tension value of the temporary steel cable and the layout of the fixed points through the force balance equation.

[0163] Specifically, the three specific aspects of the dynamic balance principle in the segmented positioning and installation method of the steel structure frame can be explained in detail as follows:

[0164] First of all, the balance of the center of gravity position refers to ensuring that the component maintains a stable horizontal posture during the component hoisting process to avoid tilting or swaying. The balance is achieved through mass distribution analysis, that is, calculating the mass of each part of the component and its distribution to determine the center of gravity position of the component. In actual operation, the mass of each part is first calculated based on the geometric dimensions and material density of the component, and then the center of gravity coordinates are calculated using the mass moment formula. For example, for a non-homogeneous steel beam, when the mass distribution of each section is different, the contribution of each part to the total center of gravity will be calculated in sections to obtain an accurate center of gravity position. In the present invention, the precise center of gravity calculation ensures the stability of the component during the hoisting process, reduces the risk of collision and deformation due to unstable posture, and lays the foundation for high-precision installation.

[0165] Secondly, the optimal lifting point position refers to the scientific determination of the best position of the sling connection point based on the center of gravity and shape characteristics of the component, so that the component remains balanced during lifting and movement. The determination of the optimal lifting point position needs to take into account factors such as the length of the component, the center of gravity offset, and the performance of the lifting equipment. In the present invention, a mathematical model is established to calculate the relationship between the lifting point position and the lifting force distribution, and to find the lifting point combination that makes the component posture most stable. The scientific calculation replaces the traditional practice of determining the lifting point based on experience, greatly improving the lifting accuracy and safety, especially for steel structure components with complex shapes and uneven weight distribution, which can effectively avoid deformation and damage during the lifting process.

[0166] Finally, the evenly distributed force balance refers to ensuring that the external force applied to the component is evenly distributed during the temporary fixing stage of the component to avoid local stress concentration. The balance is achieved through the force balance equation, that is, constructing a set of mathematical equations containing all the forces and reaction forces to solve the tension value of the temporary steel cable and the optimal layout of the fixed points. In actual applications, by analyzing the stress state of the component at the installation position and combining the finite element method to calculate the optimal force of each fixed point, the layout scheme and tension control value of the temporary steel cable are determined. In the present invention, the accurately calculated fixing method ensures the overall stability of the segmented frame during the installation process, avoids component deformation and installation deviation due to local overload, and provides a stable working foundation for subsequent precise adjustment.

[0167] In general, these three aspects of the dynamic balance principle form a complete mechanical control system in the present invention, which replaces empirical judgment with scientific calculation and replaces rough estimation with precise control, thereby significantly improving the accuracy and efficiency of steel structure frame installation and providing reliable guarantees for the geometric accuracy and bearing performance of the entire structure.

[0168] Wherein, step S4 further includes:

[0169] S41: Setting reflective targets on the basic frame structure and collecting spatial position data of the frame nodes by a multi-station method;

[0170] S42: Using spatial position data, establish a structural deformation monitoring network and analyze the displacement vector and deformation trend of each node;

[0171] S43: Calculate the adjustment torque distribution diagram based on the displacement vector to determine the key nodes that need to be adjusted and the adjustment amount;

[0172] S44: For key nodes, a closed-loop force system is constructed using a pusher and a wire puller, and fine-tuning is performed according to the preset accuracy gradient.

[0173] S45: Input the accumulated deviation value of each node into the overall balancing algorithm, and generate the optimal adjustment plan through iterative calculation;

[0174] Wherein, step S45 further includes:

[0175] S451: Establish a node displacement vector matrix and input the accumulated deviation value of each node into the matrix;

[0176] S452: Calculating a deviation dispersion coefficient based on the minimum energy principle, and evenly distributing the deviation among the components based on the deviation dispersion coefficient;

[0177] S453: Using an iterative approximation method, gradually adjust the position of each node until the global error minimization goal is achieved, and generate a node adjustment instruction sequence;

[0178] S46: Based on the optimal adjustment scheme and the pre-camber setting parameters, the relative positions of the components are adjusted to obtain an adjusted stable frame system.

[0179] Specifically, reflective targets are first installed on the foundation frame structure to measure the spatial position of each node with high precision. Reflective targets are precision optical devices, typically circular or square in shape, coated with a highly reflective material. They reflect the laser signal emitted by the total station, allowing precise spatial coordinates of the points. Target placement follows the principle of "prioritizing key points and evenly distributing them," primarily at key locations such as column caps, beam-column joints, and support-to-main structure connections. Targets are numbered using a standardized coding system, such as "AB-NNN," where A represents the structural area, B represents the component type, and NNN represents the sequence number. The multi-station method involves multiple observations of the same set of targets from different stations, effectively eliminating systematic errors introduced by a single station. Specifically, three to five stations with a wide field of view are selected around the project. Each station observes all visible targets, forming a closed traverse network. At each station, the total station first performs backsight orientation, then aims at each target, recording its horizontal angle, vertical angle, and slope distance. These raw observation data are converted into the three-dimensional coordinates (X, Y, Z) of the target points using the total station's built-in coordinate calculation program. Multi-station observation data requires adjustment to eliminate observation errors and improve the accuracy of the final coordinates. The adjustment calculation employs the least-squares principle to adjust for small variations in observation values, minimizing errors in the measurement network. This method enables the acquisition of millimeter-accurate spatial position data for each target point.

[0180] The collected spatial position data is then used to establish a structural deformation monitoring network. The structural deformation monitoring network is a digital model used to represent the relative positional relationship and deformation state of each node of the frame structure in three-dimensional space. The first step in establishing the monitoring network is data preprocessing, including the removal of outliers, coordinate system unification, and data smoothing. Outlier detection uses the 3σ criterion, which marks data points that deviate from the mean by more than three standard deviations as outliers. Then, the cleaned data is used to establish a network topology structure according to the node position, and adjacent nodes are connected by virtual lines to form a complete network model.

[0181] The displacement vector consists of two elements: magnitude and direction. The magnitude indicates the distance of the displacement, and the direction indicates the spatial orientation of the displacement. Deformation trend analysis is to identify the main modes and key areas of overall structural deformation by statistically analyzing the direction and magnitude of the displacement vector. Common analysis methods include principal component analysis (PCA) and cluster analysis. PCA finds the most important deformation direction by calculating the eigenvectors of the displacement vector covariance matrix; cluster analysis groups nodes with similar displacement characteristics and identifies the spatial distribution pattern of deformation. Through these analyses, the deformation state of the frame structure can be fully understood, providing a scientific basis for subsequent adjustments.

[0182] Secondly, the adjustment torque distribution diagram is calculated based on the displacement vector to clarify the specific adjustment plan. The adjustment torque refers to the external torque required to restore the structural node to the designed position. Its calculation is based on the structural stiffness characteristics and displacement.

[0183] The basic method for calculating the adjustment torque is the multiplication of the stiffness matrix and the displacement vector. The stiffness matrix is ​​usually determined by structural finite element analysis, taking into account factors such as the node connection type, component cross-sectional characteristics, and material properties. The adjustment torque distribution diagram is a visual representation that intuitively displays the size and direction of the adjustment torque required for each node through color or arrow size. Based on the adjustment torque distribution diagram, the key nodes that need to be adjusted are determined. The selection criteria for key nodes include: nodes whose displacement exceeds the allowable deviation, nodes with large adjustment torque, and nodes located in key positions of the structure (such as major stress points). At the same time, the specific adjustment amount of each key node is calculated, including the translation amount and the rotation amount. The determination of the adjustment amount needs to take into account the mutual influence between nodes, and the principle of the minimum adjustment amount that is convenient for construction and has a controllable impact range is usually adopted.

[0184] Next, precise fine-tuning is performed at identified key nodes. A thruster is a hydraulic or mechanical device that generates precise thrust to adjust the horizontal position of a component. Common thrusters include hydraulic jacks, screw jacks, and electric actuators. The appropriate type should be selected based on the required thrust and precision. A wire rope system, consisting of a wire rope, ratchet tensioner, and fixed anchor points, is used to apply precise tension to adjust the position and orientation of a component. A closed-loop force system, achieved through the rational arrangement of the thruster and wire rope, forms a mutually restraining and balanced force system, ensuring overall structural stability during the adjustment process. The design of a closed-loop force system must consider the principle of force balance to ensure that forces and torques in all directions are balanced. The preset precision gradient refers to a phased adjustment process from coarse to fine, typically divided into three stages: coarse adjustment (accuracy ±10mm), medium adjustment (accuracy ±5mm), and fine adjustment (accuracy ±2mm). This progressive adjustment method avoids oscillation and instability caused by over-adjustment, improving adjustment efficiency and accuracy. During the fine-tuning process, it is necessary to continuously monitor changes in node positions and adjust operating strategies in a timely manner to ensure that the adjustment process is controllable and accurate.

[0185] The accumulated deviation values ​​for each node are then input into the global equilibrium algorithm to generate the optimal adjustment plan. The global equilibrium method is a structural adjustment algorithm that considers global optimization. Its core concept is to evenly distribute the accumulated deviations of each node throughout the structure to prevent excessive deformation at local nodes. The basic algorithm process includes: establishing a node displacement vector matrix, calculating the deviation dispersion coefficient, and performing iterative approximation calculations. The node displacement vector matrix is ​​an n×3 matrix, where n is the number of nodes and 3 represents the deviation values ​​in three spatial directions.

[0186] The iterative approximation method is a calculation method that continuously reduces the global error by adjusting the node position multiple times. Its core is to define the global error function. The specific global error function expression is:

[0187] ;

[0188] in, represents the global error, represents the weight coefficient, Indicates the current deviation value, Represents the target deviation value. By minimizing The optimal node adjustment solution is determined by calculating the value. The iterative process typically uses a gradient descent method, adjusting node positions in the direction of the error gradient with each iteration until the global error falls below a preset threshold or the maximum number of iterations is reached. After the iteration is complete, a node adjustment instruction sequence is generated, detailing the adjustment direction, sequence, and magnitude for each node, providing clear guidance for on-site implementation.

[0189] Finally, based on the optimal adjustment plan and pre-camber setting parameters, the frame is precisely adjusted. Pre-camber refers to a pre-set amount of deformation, in the opposite direction of the expected deformation, that is applied during installation to compensate for deformation caused by the structure's deadweight and load. The determination of pre-camber setting parameters requires consideration of factors such as the structure type, span, and loading conditions, and is typically calculated using structural analysis software. For typical steel roof beams, the pre-camber value is typically between 1 / 1000 and 1 / 500 of the span. During the adjustment process, the measured displacement vector and pre-camber setting requirements must be considered simultaneously to determine the final target position. The relative positions of various components are adjusted using a "center-guided, overall control" strategy, first adjusting the critical control points of the structure, then using these points as a reference to adjust surrounding components to ensure overall structural coordination and accuracy. After adjustment, the frame is again measured and verified using a total station to confirm that each node position meets design requirements, resulting in a stable frame system. A stable frame system refers to a steel frame that, after precise adjustment, achieves node position accuracy that meets design requirements and exhibits sufficient structural rigidity and stability. The stable frame system provides an accurate geometric basis for subsequent fixed connection and roof system installation.

[0190] In a specific embodiment of the installation of a steel structure gymnasium roof frame, the roof is a lattice shell structure with a span of 80 meters and a height of 20 meters, consisting of 24 main columns and approximately 400 steel beams. After completing step S3 to form the basic frame structure, the precise adjustment stage begins. First, 120 reflective targets are set on the frame, mainly distributed at the tops of the main columns, major nodes, and key positions of the lattice shell. A Leica TS30 total station is used to perform multi-station measurement from four survey stations. Each target is observed by at least two survey stations, and the observation data is calculated through least squares adjustment to obtain the precise spatial coordinates of each target. For example, the coordinates of the column-top target numbered AC-001 were measured at station 1 as (12503.215, 35621.783, 18755.621) mm, and at station 2 as (12503.227, 35621.795, 18755.638) mm. After adjustment, the final coordinates were calculated as (12503.221, 35621.789, 18755.630) mm, with an accuracy of ±2 mm. Subsequently, the spatial coordinates of all targets were imported into a computer to establish a structural deformation monitoring network. By comparing these coordinates with the designed coordinates, the displacement vector of each node was calculated. For example, the AC-001 target's design coordinates are (12500.000, 35620.000, 18760.000) mm, while its measured coordinates are (12503.221, 35621.789, 18755.630) mm. This results in a displacement vector of (3.221, 1.789, -4.370) mm, indicating that the point is 3.221 mm to the right in the X direction, 1.789 mm forward in the Y direction, and 4.370 mm downward in the Z direction. Principal component analysis of all displacement vectors revealed that the dominant deformation mode is overall subsidence in the Z direction, with an average value of approximately 5 mm. The second principal component is displacement in the east-west (X direction), with an average value of approximately 3 mm. Cluster analysis revealed that subsidence was particularly pronounced in the southwest region, with a maximum deviation of 8 mm.

[0191] Then, the adjustment torque distribution diagram is calculated based on the displacement vector. First, the stiffness matrix of each node is determined by finite element analysis, and then the required adjustment torque is calculated according to the formula. For example, for the AC-001 node, its stiffness coefficients in three directions are Kx=50kN / mm, Ky=45kN / mm, Kz=60kN / mm, respectively. Combined with the displacement vector (3.221, 1.789, -4.370) mm, it is calculated that the adjustment torque to be applied is Mx=161.05kN·mm, My=80.51kN·mm, Mz=-262.20kN·mm. Through similar calculations, the adjustment torque of all nodes is determined, and an adjustment torque distribution diagram is generated. According to the distribution diagram analysis, 15 key nodes that need to be adjusted are identified, mainly concentrated in the southwest and northeast regions.

[0192] After determining the key nodes, precise fine-tuning is implemented for these 15 key nodes. Taking the AC-001 node as an example, it is necessary to adjust 3.2 mm to the left in the X direction and 4.4 mm upward in the Z direction. Use a 30-ton hydraulic jack to apply horizontal thrust at the bottom of the column to adjust the X-direction position; at the same time, use a steel wire rope pulling device to pull upward from the roof structure to adjust the Z-direction position. Through the cooperation of the jack and the pulling device, a closed-loop force system is formed to ensure that the adjustment process is stable and controllable. The adjustment adopts a three-level precision gradient: first, coarse adjustment with an accuracy of ±5 mm, then medium adjustment with an accuracy of ±2 mm, and finally fine adjustment with an accuracy of ±1 mm. After each level of adjustment is completed, it is re-measured and verified by the total station to ensure that the adjustment effect meets the requirements.

[0193] Secondly, the cumulative deviation values ​​of all 120 nodes are input into the overall balancing algorithm. First, a 120×3 node displacement vector matrix is ​​established to record the deviation values ​​of each node in three directions. Then the deviation dispersion coefficients in the three directions are calculated, and the results are λx=0.68, λy=0.72, and λz=0.63, indicating that the deviation distribution in the z direction is the most uneven. A global error function is set to give a higher weight coefficient to the nodes in the southwest region to reflect the importance of their adjustment. The gradient descent method is used for iterative calculation, with the initial step size set to 0.5 mm and the maximum number of iterations being 50. After 38 iterations, the global error is less than the preset threshold of 0.01, the algorithm converges, and the final node adjustment instruction sequence is generated.

[0194] Finally, the final adjustment is made based on the optimal adjustment scheme and pre-camber setting parameters generated by the algorithm. According to the structural analysis, the maximum deflection of the lattice shell structure under its own weight is 40 mm, which occurs at the mid-span position. Therefore, a pre-camber of 1 / 2000 of the span is set during installation, that is, it is raised by 40 mm at the mid-span position. Combining the displacement vector and pre-camber requirements, the final target position of each node is determined. First, adjust the key control points in the central area of ​​the structure, and then gradually adjust the surrounding nodes based on these points to ensure the coordination of the overall structure. After the adjustment is completed, a comprehensive measurement is carried out again. The results show that the position deviation of all nodes is controlled within ±3 mm, meeting the design requirement of ±5 mm accuracy, forming a stable frame system.

[0195] Through the systematic implementation of step S4, the foundation frame structure, originally subject to certain deformations and deviations, is precisely adjusted to a stable frame system that meets design requirements. This precise adjustment method, based on high-precision measurement and scientific data processing, addresses the complex deformation issues that are difficult to handle with empirical judgment in traditional steel structure installation, significantly improving installation accuracy and structural quality. In particular, the application of the overall equilibrium algorithm ensures that accumulated deviations are evenly distributed throughout the structure, avoiding stress concentration and installation difficulties caused by localized excessive deformation, and providing reliable guarantees for subsequent fixed connections and safe use.

[0196] Wherein, step S5 further includes:

[0197] S51: compiling a tightening sequence table for the high-strength bolts in the stable frame system, and grouping and numbering the bolts according to the force paths;

[0198] S52: Using a hydraulic synchronous torque wrench, tighten the bolts in the order of group numbers and record the tightening torque and rotation angle data;

[0199] S53: Measure the material thickness of the welding part through ultrasonic thickness measurement technology and develop targeted welding process parameter cards;

[0200] S54: Preheat the welding parts, control the difference between the preheating temperature and the ambient temperature within a specific range, and use the segmented welding method and anti-deformation presetting technology to obtain the main structure.

[0201] Specifically, high-strength bolts in stable frame systems must be systematically managed. Compiling a tightening sequence table is the scientific foundation for high-strength bolt connections. A tightening sequence table is a structured work document that details the location, specifications, tightening sequence, and tightening parameters of each bolt. Force path grouping is a bolt classification method based on the principles of structural mechanics. Bolts in a structure are divided into functional groups based on load transfer paths and node stress characteristics. Common groupings include primary load groups, secondary load groups, and coordinated connection groups. The primary load group refers to bolts located along the primary load transfer path, whose performance directly impacts the overall safety of the structure; the secondary load group refers to bolts that bear secondary loads; and the coordinated connection group primarily serves to locate components and coordinate overall structure. The numbering system typically uses the format "area-node-group-sequence number," such as "A-J01-M-01" for bolt No. 1 of the primary load group at node No. 1 in area A. Grouping not only facilitates construction management but, more importantly, ensures a scientific tightening process, avoiding structural deformation and connection quality issues caused by improper tightening sequences.

[0202] In step S52, a hydraulic synchronous torque wrench is used to tighten the bolts in the order of their group numbers. A hydraulic synchronous torque wrench is a high-precision tightening tool that generates precise torque through a hydraulic transmission system. It can simultaneously control the tightening of multiple bolts, ensuring uniform force distribution. Compared to traditional single-point torque wrenches, the hydraulic synchronous system enables multi-point simultaneous tightening, reducing local stress concentration. The tightening sequence follows the basic principles of "from the center to the ends," "from the rigid area to the flexible area," and "symmetrical tightening" to ensure uniform and controllable structural deformation. For each node, tightening is typically divided into three stages: initial tightening (torque value 30% of the design value), re-tightening (torque value 60% of the design value), and final tightening (reaching the design torque value). During the tightening process, two key data types must be recorded: tightening torque data and rotation angle data. Tightening torque data reflects the bolt preload and records the actual torque value of each bolt at each stage. Rotation angle data reflects the bolt rotation and records the change in rotation angle from initial contact to final tightening. Recording and analyzing these two types of data are crucial for assessing connection quality.

[0203] For a given bolt specification, controlling the torque value indirectly controls the preload force, ensuring connection reliability. Furthermore, torque data can be used to verify tightening quality, typically represented by a torque-angle curve. A normal curve should contain both linear and nonlinear segments, reflecting the bolt's progression from a free state to full preload.

[0204] Step S53 uses ultrasonic thickness measurement to measure the material thickness at the weld site, laying the foundation for developing a scientific welding process. Ultrasonic thickness measurement is a nondestructive testing method that accurately measures material thickness. It relies on the constant propagation speed of ultrasonic waves in a material. The thickness is calculated by measuring the time it takes for the ultrasonic wave to be transmitted and received. An ultrasonic thickness gauge uses a piezoelectric crystal to generate an ultrasonic pulse. The pulse propagates through the material, is reflected by the back surface of the material, and is received by the same or another piezoelectric crystal.

[0205] The propagation speed of ultrasound in steel is approximately 5.9 mm / µs. Ultrasonic thickness measurement not only measures typical thickness but also detects abnormalities such as localized corrosion and wear, providing accurate data for welding process planning. A welding process parameter card is a technical document detailing welding process parameters, including welding method, wire specifications, current and voltage parameters, welding speed, and interpass temperature. The development of a parameter card requires careful consideration of factors such as material type, thickness, joint configuration, and welding position. For different steel thicknesses, welding current, voltage, and speed must be adjusted accordingly. Generally speaking, the thicker the material, the higher the welding current and the slower the welding speed. For example, for 8 mm thick mild steel plate, the recommended current for MAG welding is 180-220 A, voltage 22-25 V, and welding speed 300-350 mm / min. For 16 mm thick plate of the same type, the recommended current may need to be increased to 260-300 A, voltage 26-29 V, and welding speed reduced to 250-300 mm / min.

[0206] Step S54 ensures weld quality and structural stability through preheating and specialized welding techniques. Preheating involves heating the weld area to a specific temperature before welding. This process slows the cooling rate of the weld, reduces weld stress and hardening tendency, and minimizes cracking and deformation. The difference between the preheating temperature and the ambient temperature is controlled within a specific range, typically 100-150°C, to ensure a stable and consistent preheating effect. A preheating temperature that is too low will not achieve the desired effect, while a temperature that is too high may cause changes in material properties or increase energy consumption. The preheating temperature is monitored using a contact thermometer or infrared thermometer to ensure uniform temperature compliance. Segmented welding is a technique for controlling weld distortion. Long welds are divided into several sections and welded in a specific sequence to avoid localized heat concentration and reduce deformation and stress. The welding sequence is determined based on the principle of thermal balance, ensuring that the welding heat is evenly distributed throughout the structure. Common welding sequences include jump welding, symmetrical welding, and reverse welding. The reverse deformation presetting technique refers to applying a deformation opposite to the deformation trend that will occur during welding before welding, so that the final shape after welding meets the design requirements. The calculation of the presetting deformation is based on the welding deformation prediction model, which takes into account factors such as material properties, joint type, welding parameters, and constraints. The mathematical expression of the deformation prediction model is:

[0207]

[0208] in, Indicates welding deformation (mm), Indicates the deformation coefficient (related to material and joint type), represents the net heat input per unit length (J / mm), represents the specific heat capacity of the material, represents the material density, Indicates material thickness (mm), Indicates the length of the weld , component width and constraint angle The expected deformation is calculated by the above formula, and then the corresponding reverse pre-deformation is applied to the component to ensure that the component size meets the requirements after welding.

[0209] For example, in a portal frame connection node in a large steel structure factory building, a 400×400×13×21 H-beam column and a 600×200×11×17 HN I-beam are connected by high-strength bolts and butt welds. First, the 20 M24 high-strength bolts at the node are grouped and numbered. Structural analysis reveals that the primary load path is the moment transfer from the beam upper flange through the end plate to the column flange. Therefore, the eight bolts at the beam upper flange connection are grouped as the primary load-bearing group (M group), numbered M01-M08; the four bolts at the beam lower flange connection are grouped as the secondary load-bearing group (S group), numbered S01-S04; and the eight bolts at the beam web connection are grouped as the coordination connection group (C group), numbered C01-C08. The tightening sequence table clearly specifies the tightening order: first complete the initial tightening, re-tightening and final tightening of group M, then perform the same operations on group S, and finally process group C bolts.

[0210] The bolts were subsequently tightened using a hydraulic synchronous torque wrench. The design torque for M24, grade 10.9, high-strength bolts is 600 N·m. According to the three-stage tightening method, the initial tightening torque is 600 × 30% = 180 N·m, the re-tightening torque is 600 × 60% = 360 N·m, and the final tightening torque is 600 N·m. For the M group of bolts, a four-point synchronous tightening method is used: bolts M01, M03, M06, and M08 are tightened simultaneously, followed by bolts M02, M04, M05, and M07. The torque and rotation angle data for each bolt are recorded during the tightening process. For example, the data for the M01 bolt is: initial tightening torque 180 N·m, rotation angle 120°; re-tightening torque 360 ​​N·m, rotation angle 75°; final tightening torque 600 N·m, rotation angle 45°. By analyzing this data, the quality of the bolt connection can be judged. For example, if the angle of rotation in the final tightening stage is too large (over 60°) or too small (less than 30°), it may indicate that the bolt preload is abnormal and needs to be checked and adjusted.

[0211] Secondly, an ultrasonic thickness gauge is used to measure the thickness of the welded parts. For beam-column butt welds, multiple measuring points are selected on the flange and web for measurement. For example, 5 measuring points are selected on the upper flange of the beam, and the measured thicknesses are 17.2mm, 17.0mm, 17.1mm, 16.9mm, and 17.0mm, respectively, with an average value of 17.04mm, which meets the design thickness requirement of 17mm; 5 measuring points are selected on the column flange, and the measured thicknesses are 21.1mm, 20.9mm, 21.0mm, 21.2mm, and 21.0mm, respectively, with an average value of 21.04mm, which meets the design thickness requirement of 21mm. Based on these measurement data, combined with the material type (Q355B) and welding position (flat welding), a welding process parameter card is developed. For the butt welding of the upper flange of the beam (17mm thick) and the flange of the column (21mm thick), submerged arc automatic welding is adopted, and H08MnA welding wire with a diameter of 4mm and SJ101 flux are selected. The welding current is 500-550A, the arc voltage is 30-32V, the welding speed is 28-32cm / min, the groove form is V-shaped, the groove angle is 60°, and the blunt edge is 2mm; for the fillet weld of the beam web (11mm thick) and the column flange (21mm thick), CO2 semi-automatic welding is adopted, and ER50-6 welding wire with a diameter of 1.2mm is selected. The welding current is 220-240A, the arc voltage is 24-26V, the welding speed is 25-30cm / min, and the weld leg size is 8mm.

[0212] Secondly, the welding parts are preheated. Taking into account the performance characteristics and thickness factors of material Q355B, the preheating temperature is set to 120℃. The ambient temperature on that day is 15℃, so the difference between the preheating temperature and the ambient temperature is 105℃, which is within the specified range of 100-150℃. A resistive preheating blanket is used to evenly heat the welding area, and the temperature is monitored by a K-type thermocouple to ensure uniform temperature throughout the welding area. For the butt weld between the upper flange of the beam and the flange of the column (about 400mm in length), a segmented welding method is used to divide the weld into 4 sections, each about 100mm long, and weld in the order of 1-3-4-2 to avoid heat concentration. According to the deformation prediction model, the butt weld will produce a vertical deformation of about 3mm after welding. Therefore, a reverse pre-deformation of 3mm is applied before welding so that the final position after welding meets the design requirements. After welding is completed, the cooling rate is controlled according to the cooling curve to avoid hardening and embrittlement of the structure caused by rapid cooling. Through this series of scientific welding process measures, the quality of the welds and the dimensional accuracy of the structure are ensured, forming a main structure with high strength and stability.

[0213] Through the systematic implementation of step S5 and the corresponding S51 to S54, the precisely adjusted stable frame system is transformed into a firmly connected main structure. The connection method based on scientific theory and precise control effectively solves the problems of uneven tightening of high-strength bolts and difficult-to-control welding deformation in traditional steel structure installation, ensuring the bearing capacity of the connection and the geometric accuracy of the overall structure. In particular, through the compilation of a tightening sequence table, the application of hydraulic synchronous torque wrenches, the use of ultrasonic thickness measurement technology, and the implementation of segmented welding methods and anti-deformation presetting technology, precise control and quality assurance of the connection process are achieved, providing a solid foundation for the safe use of steel structure frames. The method described is particularly suitable for large and complex steel structure projects, and can significantly improve installation quality and structural performance, reduce quality risks, and extend service life.

[0214] like Figure 2 As shown, the present invention also provides a steel structure frame segmented positioning and installation system, comprising:

[0215] The measurement module is used to measure the three-dimensional coordinates of the embedded bolts of the column foundation using a total station to obtain basic measurement data, compare and analyze the basic measurement data to obtain a deviation value record table, and establish a field control network and a steel column axis projection point marking system based on the deviation value record table;

[0216] The inspection module is used to perform ultrasonic flaw detection and pre-tension review on the steel structure components to be installed based on the deviation value record table, pre-assemble the steel structure components to be installed on the ground to obtain a single-section steel frame model, and form a component numbering system and assembly sequence diagram after optimizing the extension shape of the connection holes;

[0217] A positioning module is used to divide the steel structure into multiple independent installation units according to the basic measurement data and the assembly sequence diagram and the principle of symmetrical installation, and to achieve preliminary positioning of the segmented frame through temporary steel cable fixing technology and non-complete tightening of high-strength bolts to obtain a basic frame structure with adjustment space;

[0218] An operation module is used to perform secondary three-dimensional coordinate measurement of the basic frame structure using a total station, perform fine-tuning operations using a pusher and a wire pulling device, disperse accumulated deviations using an overall balance method, and obtain an adjusted stable frame system in combination with a pre-camber setting technology;

[0219] The construction module is used to perform final tightening of high-strength bolts based on a stable frame system and weld the connection parts using professional welding technology to obtain the main structure;

[0220] The installation module is used to utilize the main structure to install the roof system in batches and adopt a centralized lifting method to obtain a steel structure frame system.

[0221] The device embodiments described above are merely illustrative. The units described as separate components may or may not be physically separate, and the components shown as units may or may not be physical units, i.e., they may be located in one location or distributed across multiple network units. Some or all of the modules may be selected based on actual needs to achieve the objectives of the present embodiment. Persons of ordinary skill in the art will be able to understand and implement the present invention without inventive effort.

[0222] Through the above description of the embodiments, those skilled in the art will clearly understand that each embodiment can be implemented using software plus a necessary general-purpose hardware platform, or of course, hardware. Based on this understanding, the essence of the above technical solution, or the portion that contributes to the prior art, can be embodied in the form of a software product. This computer software product can be stored in a computer-readable storage medium, such as ROM / RAM, a magnetic disk, or an optical disk, and includes a number of instructions for causing a computer device (such as a personal computer, server, or network device) to execute the methods described in each embodiment or certain portions of the embodiments.

[0223] Through the deep integration of software algorithms and hardware implementation, this invention effectively solves the technical difficulties in traditional steel structure installation, such as reliance on manual experience, difficulty in precision control, and large cumulative errors. It is particularly suitable for steel structure projects with large spans and high precision requirements, such as large industrial plants, stadiums, and exhibition centers, and has significant technical innovation and practical value.

[0224] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention, rather than to limit it. Although the present invention has been described in detail with reference to the aforementioned embodiments, those skilled in the art should understand that they can still modify the technical solutions described in the aforementioned embodiments, or make equivalent replacements for some of the technical features therein. However, these modifications or replacements do not deviate the essence of the corresponding technical solutions from the spirit and scope of the technical solutions of the various embodiments of the present invention.

Claims

1. A segmented positioning and installation method for a steel structure frame, characterized in that: include: S1: Use a total station to measure the three-dimensional coordinates of the embedded bolts of the column foundation to obtain basic measurement data, compare and analyze the basic measurement data to obtain a deviation value record table, and establish a site control network and a steel column axis projection point marking system based on the deviation value record table; S2: According to the deviation value record table, ultrasonic flaw detection and pre-tension review are carried out on the steel structure components to be installed, and the steel structure components to be installed are pre-assembled on the ground to obtain a single-section steel frame model, and a component numbering marking system and an assembly sequence diagram are formed after the connection hole extension shape is optimized, including: establishing a detection priority classification table according to the data characteristics in the deviation value record table, and classifying and marking the steel structure components according to the force level; using dual crystal probe ultrasonic technology to scan along the range of 2 times the thickness + 30mm along the center line of the parent material to collect sound wave attenuation data; importing the sound wave attenuation data into the defect recognition matrix, and identifying the type and location of internal defects in the material through waveform analysis; applying standard torque to the high-strength bolt assembly, measuring the axial elongation, and verifying the actual pre-tension value through the elastic deformation curve; selecting key node components in the flat ground area, performing spatial positioning assembly, and scanning the connection surface morphology characteristics; based on the connection surface morphology characteristics, using digital adjustment technology to correct the extension shape of the connection hole, and generating a component numbering marking system and an assembly sequence diagram; S3: Based on the basic measurement data and the assembly sequence diagram, the steel structure is divided into multiple independent installation units according to the principle of symmetrical installation. The segmented frames are initially positioned using temporary steel cable fixing technology and a non-complete tightening method of high-strength bolts to obtain a basic frame structure with adjustment space. S4: performing secondary three-dimensional coordinate measurement of the foundation frame structure using a total station, performing fine-tuning operations using a pusher and a wire-pulling device, dispersing accumulated deviations using an overall equilibrium method, and obtaining an adjusted stable frame system in combination with a pre-camber setting technology; S5: Based on the stable frame system, high-strength bolts are finally tightened, and professional welding technology is used to weld the connection parts to obtain the main structure; S6: Using the main structure, install the roof system by centralized lifting in batches to obtain the steel structure frame system.

2. A segmented positioning and installation method for a steel structure frame according to claim 1, characterized in that: Step S1 further comprises: S11: Divide the position distribution of the embedded bolts into several measurement units according to the grid principle, and collect the spatial coordinate data of each embedded bolt by using the prism reflection method; S12: Calculating the error vector between the theoretical position and the actual position of each embedded bolt using the least squares method based on the collected spatial coordinate data; S13: generating a deviation value record table and a deviation gradient map based on the error vector, and classifying the deviation values ​​into a three-level marking system according to severity; S14: Based on the three-level marking system, an orthogonal reference network is established on the foundation surface, and an on-site rectangular coordinate system is established with the minimum deviation point as the origin; S15: Based on the on-site rectangular coordinate system, the laser projection technology is used to mark the steel column axis projection points on the foundation surface to form a steel column axis projection point marking system.

3. A segmented positioning and installation method for a steel structure frame according to claim 2, characterized in that: The three-level marking system in step S13 specifically includes: A first-level mark, wherein the deviation value of the first-level mark is greater than 5 mm; Secondary mark, the deviation value of the secondary mark is less than or equal to 5 mm and greater than 2 mm; The third-level mark has a deviation value less than or equal to 2 mm.

4. A segmented positioning and installation method for a steel structure frame according to claim 1, characterized in that: Step S3 further comprises: S31: Based on the basic measurement data and assembly sequence diagram, calculate the structural center of gravity and divide the entire steel structure into the center area and two side areas; S32: Through the structural stiffness analysis method, each area is divided into multiple independent installation units according to the node connection type and stress state; S33: For each independent installation unit, formulate a timing installation strategy table and determine the critical path and constraints; S34: Using the principle of dynamic balance, design a symmetrical lifting path and arrange the temporary steel cable fixing point on the neutral line of the component; S35: The gradient relaxation method is used to initially tighten the high-strength bolts, control the ratio of the current torque value to the design value, and record the initial state parameters of each segmented frame through a real-time monitoring system to obtain a basic frame structure with reserved adjustment space.

5. A segmented positioning and installation method for a steel structure frame according to claim 4, characterized in that: The dynamic balance principle in step S34 specifically includes: Center of gravity position balance, said center of gravity position balance is maintained through mass distribution analysis; Optimal lifting point location; The force is evenly distributed and balanced. The evenly distributed force is balanced by calculating the tension value of the temporary steel cable and the layout of the fixed points through the force balance equation.

6. The method for segmented positioning and installation of a steel structure frame according to claim 1, characterized in that: Step S4 further comprises: S41: Setting reflective targets on the basic frame structure and collecting spatial position data of the frame nodes by a multi-station method; S42: Using spatial position data, establish a structural deformation monitoring network and analyze the displacement vector and deformation trend of each node; S43: Calculate the adjustment torque distribution diagram based on the displacement vector to determine the key nodes that need to be adjusted and the adjustment amount; S44: For key nodes, a closed-loop force system is constructed using a pusher and a wire puller, and fine-tuning is performed according to the preset accuracy gradient. S45: Input the accumulated deviation value of each node into the overall balancing algorithm, and generate the optimal adjustment plan through iterative calculation; S46: Based on the optimal adjustment scheme and the pre-camber setting parameters, the relative positions of the components are adjusted to obtain an adjusted stable frame system.

7. A segmented positioning and installation method for a steel structure frame according to claim 6, characterized in that: Step S45 further includes: S451: Establish a node displacement vector matrix and input the accumulated deviation value of each node into the matrix; S452: Calculating a deviation dispersion coefficient based on the minimum energy principle, and evenly distributing the deviation among the components based on the deviation dispersion coefficient; S453: Using an iterative approximation method, gradually adjust the position of each node until the global error minimization goal is achieved, and generate a node adjustment instruction sequence.

8. The segmented positioning and installation method for a steel structure frame according to claim 1, characterized in that: Step S5 further comprises: S51: compiling a tightening sequence table for the high-strength bolts in the stable frame system, and grouping and numbering the bolts according to the force paths; S52: Using a hydraulic synchronous torque wrench, tighten the bolts in the order of group numbers and record the tightening torque and rotation angle data; S53: Measure the material thickness of the welding part through ultrasonic thickness measurement technology and develop targeted welding process parameter cards; S54: Preheat the welding parts, control the difference between the preheating temperature and the ambient temperature within a specific range, and use the segmented welding method and anti-deformation presetting technology to obtain the main structure.

9. A steel structure frame segmented positioning and installation system, used to perform a steel structure frame segmented positioning and installation method according to any one of claims 1 to 8, characterized in that: include: The measurement module is used to measure the three-dimensional coordinates of the embedded bolts of the column foundation using a total station to obtain basic measurement data, compare and analyze the basic measurement data to obtain a deviation value record table, and establish a field control network and a steel column axis projection point marking system based on the deviation value record table; The detection module is used to perform ultrasonic flaw detection and pre-tension review on the steel structure components to be installed according to the deviation value record table, and to pre-assemble the steel structure components to be installed on the ground to obtain a single-section steel frame model, and to form a component numbering marking system and an assembly sequence diagram after the connection hole extension shape optimization processing, including: establishing a detection priority classification table according to the data characteristics in the deviation value record table, and classifying and marking the steel structure components according to the force level; using dual crystal probe ultrasonic technology to scan along the range of 2 times the thickness + 30mm along the center line of the parent material to collect sound wave attenuation data; importing the sound wave attenuation data into the defect recognition matrix, and identifying the type and location of internal defects in the material through waveform analysis; applying standard torque to the high-strength bolt assembly, measuring the axial elongation, and verifying the actual pre-tension value through the elastic deformation curve; selecting key node components in the ground leveling area, performing spatial positioning assembly, and scanning the connection surface morphology characteristics; based on the connection surface morphology characteristics, using digital adjustment technology to correct the extension shape of the connection hole, and generating a component numbering marking system and an assembly sequence diagram; A positioning module is used to divide the steel structure into multiple independent installation units according to the basic measurement data and the assembly sequence diagram and the principle of symmetrical installation, and to achieve preliminary positioning of the segmented frame through temporary steel cable fixing technology and non-complete tightening of high-strength bolts to obtain a basic frame structure with adjustment space; An operation module is used to perform secondary three-dimensional coordinate measurement of the basic frame structure using a total station, perform fine-tuning operations using a pusher and a wire pulling device, disperse accumulated deviations using an overall balance method, and obtain an adjusted stable frame system in combination with a pre-camber setting technology; The construction module is used to perform final tightening of high-strength bolts based on a stable frame system and weld the connection parts using professional welding technology to obtain the main structure; The installation module is used to utilize the main structure to install the roof system in batches and adopt a centralized lifting method to obtain a steel structure frame system.

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