Sectional type positioning installation method and system for steel structure frame

Abstract

The invention relates to a sectional type positioning installation method and system for a steel structure frame, and relates to the technical field of building structure construction. The method comprises the steps that three-dimensional coordinate measurement is conducted on the embedded bolt through a total station, a deviation value recording table is obtained, and a control network and a marking system are established; the method comprises the following steps: performing ultrasonic flaw detection and pre-tension reinspection on a steel structural member, performing ground pre-assembly to obtain a single-section steel frame model, and performing optimization treatment to form a number marking system and an assembly sequence diagram; a steel structure is divided into a plurality of independent installation units, and preliminary positioning is achieved through a temporary fixing technology; secondary measurement is carried out, fine adjustment is carried out through an ejector and a wire drawing device, accumulated deviation is dispersed through an overall balance method, and the pre-camber is set to obtain a stable frame system; the high-strength bolts are finally tightened, and welding construction is conducted; the roof system is installed in a batched concentrated hoisting mode. The problem that accumulated errors are difficult to control in traditional steel structure installation is solved, and the installation precision and efficiency are improved.

Description

Technical Field

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

[0002] Due to its advantages such as good seismic performance, good plasticity and toughness, high strength, environmental protection and recyclability, steel structures are widely used in modern building projects. Traditional steel structure installation methods mainly include the integral hoisting method and the piecemeal installation method. The integral hoisting method is to assemble the main body of the steel structure on the ground and then hoist it in place at one time by a large lifting device; the piecemeal installation method is to hoist each component one by one and connect them at high altitude. In addition, with the development of technology, special installation methods such as the sliding method and the jacking method have also emerged, which are suitable for different engineering conditions. During the installation process, accuracy control is usually carried out by combining empirical adjustment with traditional measurement, relying on the technical level and experience judgment of workers to solve the deformation and deviation problems encountered during the installation process.

[0003] However, there are many deficiencies in traditional steel structure installation methods. Firstly, accuracy control mainly relies on manual experience and lacks systematic and digital precise control means, resulting in large fluctuations in installation quality; secondly, the cumulative error between components is difficult to effectively control, especially for steel structures with large spans and complex shapes, and the problem of error accumulation is more prominent; thirdly, it is difficult to achieve efficient installation adjustment in the existing technology. When it is found that the components do not match or are difficult to connect, rework and modification are often required, greatly reducing the construction efficiency and increasing the cost; in addition, there are no effective prediction and control means for the deformation generated during the welding process of steel structures, which affects the overall stability and safety of the structure.

[0004] Therefore, there is an urgent need in this field for a more precise, 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 framework to solve the defects of the existing technology.

[0006] The present invention provides a segmented positioning and installation method for a steel structure framework, including: S1: Measuring the three-dimensional coordinates of the embedded bolts of the column foundation by a total station instrument to obtain basic measurement data, comparing and analyzing the basic measurement data to obtain a deviation value record form, and establishing a field control network and a steel column axis projection point marking system based on the deviation value record form; S2: According to the deviation value record form, performing ultrasonic flaw detection and pre-tension recheck on the steel structure components to be installed, pre-assembling the steel structure components to be installed on the ground to obtain a single-section steel frame model, and forming a component number marking system and an assembly sequence diagram after optimizing the extension of the connection holes. S3: According to the basic measurement data and the assembly sequence diagram, divide the steel structure into multiple independent installation units according to the symmetric installation principle, and realize the preliminary positioning of the segmented frame through the temporary steel cable fixing technology and the high-strength bolt non-complete tightening method to obtain a basic frame structure with adjustment space; S4: Conduct a secondary three-dimensional coordinate measurement of the basic frame structure by using a total station, perform fine-tuning operations through a jacking device and a wire-pulling device, disperse the cumulative deviation through the overall balance method, and combine with the pre-camber setting technology to obtain an adjusted stable frame system; S5: Based on the stable frame system, perform final tightening on the high-strength bolts, and carry out welding construction on the connection parts by combining with professional welding processes to obtain the main structure; S6: Utilize the main structure to install the roof system by using the batch centralized hoisting method to obtain a steel structure frame system.

[0007] For a segmented positioning and installation method of a steel structure frame provided by the present invention, step S1 further includes: S11: Divide the distribution of the embedded bolt positions into several measurement units according to the grid principle, and collect the spatial coordinate data of each embedded bolt through the prism reflection method; S12: According to the collected spatial coordinate data, calculate the error vector between the theoretical position and the actual position of each embedded bolt by using the least square method; S13: Generate a deviation value record table and a deviation gradient diagram based on the error vector, and divide the deviation values into a three-level marking system according to the severity; S14: According to the three-level marking system, establish an orthogonal reference network on the foundation surface, and establish a field rectangular coordinate system with the point of minimum deviation as the origin; S15: Based on the field rectangular coordinate system, use the laser projection technology to mark the steel column axis projection points on the foundation surface to form a steel column axis projection point marking system.

[0008] For a segmented positioning and installation method of a steel structure frame provided by the present invention, the three-level marking system in step S13 specifically includes: First-level marking, the deviation value of the first-level marking is greater than 5 mm; Second-level marking, the deviation value of the second-level marking is less than or equal to 5 mm and greater than 2 mm; Third-level marking, the deviation value of the third-level marking is less than or equal to 2 mm.

[0009] For a segmented positioning and installation method of a steel structure frame provided by the present invention, step S2 further includes: S21: According to the data characteristics in the deviation value record table, establish a detection priority classification table, and classify and mark the steel structure components according to the stress level; S22: Use the double-crystal probe ultrasonic technology to scan within the range of 2 times the thickness of the base material center line + 30 mm, and collect the acoustic wave attenuation data; S23: Import the acoustic wave attenuation data into the defect recognition matrix, and identify the type and location of internal defects of the material through waveform analysis; S24: Apply the standard torque to the high-strength bolt assembly, measure the axial elongation, and verify the actual pre-tension value through the elastic deformation curve; S25: Select key node components in the ground leveling area, perform spatial positioning and assembly, and scan the morphological characteristics of the connection surface; S26: Based on the morphological characteristics of the connection surface, use digital adjustment technology to perform elongation correction on the connection holes, and generate a component number marking system and an assembly sequence diagram.

[0010] According to a segmented positioning and installation method for a steel structure framework provided by the present invention, step S3 further includes: S31: Calculate the structural centroid point based on the basic measurement data and the assembly sequence diagram, and divide the overall steel structure into a central area and two side areas; S32: Through the structural stiffness analysis method, divide each area into multiple independent installation units according to the node connection type and the stress state; S33: For each independent installation unit, formulate a timing installation strategy table to determine the critical path and constraint conditions; S34: Using the principle of dynamic balance, design a symmetric hoisting path, and arrange the temporary steel cable fixing points on the neutral line of the component force; S35: Use the gradient relaxation method 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 framework through the real-time monitoring system to obtain a basic framework structure with reserved adjustment space.

[0011] According to a segmented positioning and installation method for a steel structure framework provided by the present invention, the principle of dynamic balance in step S34 specifically includes: Center of gravity position balance, which is maintained through mass distribution analysis; Optimal lifting point position; Uniform force distribution balance, which is maintained by calculating the tension value of the temporary steel cable and the fixing point layout through the force balance equation.

[0012] According to a segmented positioning and installation method for a steel structure framework provided by the present invention, step S4 further includes: S41: Set reflection targets on the basic framework structure, and collect the spatial position data of the framework nodes through the multi-station method; S42: Establish a structural deformation monitoring network using spatial position data, and analyze the displacement vectors and deformation trends of each node; S43: Calculate the adjusted moment distribution diagram based on the displacement vectors, and determine the key nodes to be adjusted and the adjustment amounts; S44: For the key nodes, apply a jacking device and a guy wire device to construct a closed-loop force system, and perform fine adjustment according to the preset accuracy gradient; S45: Input the cumulative deviation values of each node into the overall equilibrium method algorithm, and generate an optimal adjustment plan through iterative calculation; S46: Based on the optimal adjustment plan and the pre-camber setting parameters, adjust the relative positions of each component to obtain an adjusted stable frame system.

[0013] According to a segmented positioning and installation method for a steel structure frame provided by the present invention, step S45 further includes: S451: Establish a node displacement vector matrix, and input the cumulative deviation values of each node into the matrix; S452: Calculate the deviation dispersion coefficient through the principle of minimum energy, and make the deviation evenly distributed among the components based on the deviation dispersion coefficient; S453: Use the iterative approximation method to gradually adjust the positions of each node until the global error minimization target is achieved, and generate a node adjustment instruction sequence.

[0014] According to a segmented positioning and installation method for a steel structure frame provided by the present invention, step S5 further includes: S51: Compile a tightening sequence list for the high-strength bolts in the stable frame system, and group and number the bolts according to the force path; S52: Use a hydraulic synchronous torque wrench to tighten the bolts in the order of the 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 formulate a targeted welding process parameter card; S54: Perform preheating treatment on the welding part, control the difference between the preheating temperature and the ambient temperature within a specific range, and use the segmented welding method and the anti-deformation pre-setting technology to obtain the main structure.

[0015] The present invention also provides a segmented positioning and installation system for a steel structure frame, which is used to execute a segmented positioning and installation method for a steel structure frame as described in any one of the above, and includes: A measurement module, which is used to perform three-dimensional coordinate measurement on the embedded bolts of the column foundation through a total station, 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; A detection module, which is used to perform ultrasonic flaw detection and pre-tension recheck on the steel structure components to be installed according to the deviation value record table, conduct ground pre-assembly on the steel structure components to be installed to obtain a single-section steel frame model, and form a component number marking system and an assembly sequence diagram after the extension shape optimization treatment of the connection holes; A positioning module, which is used to divide the steel structure into multiple independent installation units according to the basic measurement data and the assembly sequence diagram according to the symmetric installation principle, and realize the preliminary positioning of the segmented frame through the temporary steel cable fixing technology and the non-fully tightened method of high-strength bolts to obtain a basic frame structure with an adjustment space; An operation module, which is used to perform secondary three-dimensional coordinate measurement on the basic frame structure through a total station, execute fine-tuning operations through a jacking device and a wire-pulling device, disperse the cumulative deviation through the overall balance method, and obtain an adjusted stable frame system in combination with the pre-camber setting technology; A construction module, which is used to perform final tightening on high-strength bolts based on the stable frame system, and perform welding construction on the connection parts in combination with professional welding processes to obtain the main structure; An installation module, which is used to utilize the main structure to install the roof system in a batch centralized hoisting manner to obtain a steel structure frame system.

[0016] A method and system for segmented positioning and installation of a steel structure frame provided by the present invention aims to solve the problem of how to provide a method for segmented positioning and installation of a steel structure frame, which can effectively control the cumulative error in the steel structure installation process, improve the installation accuracy, realize efficient construction, reduce rework, and ensure the stability and safety of the final structure through precise three-dimensional coordinate measurement technology, systematic data processing processes, and scientific installation strategies.

[0017] A method and system for segmented positioning and installation of a steel structure framework provided by the present invention establish basic measurement data through three-dimensional coordinate measurement by a total station, generate a deviation value record form through comparative analysis, and establish a field control network and a steel column axis projection point marking system, providing an accurate spatial positioning basis for subsequent installation and effectively reducing error sources in the initial installation stage; ensure the quality of steel structure components meets the standards through ultrasonic flaw detection and pre-tension recheck, form a single-section steel framework model through ground pre-assembly and perform optimization processing on the elongated connection holes, not only discovering problems of non-matching between components in advance, but also making the high-altitude installation process more orderly and controllable through the component number marking system and the assembly sequence diagram; divide the steel structure into multiple independent installation units according to the symmetric installation principle, and adopt temporary steel cable fixing technology and the method of non-fully tightening high-strength bolts to achieve the preliminary positioning of the segmented framework, obtaining a basic framework structure with adjustment space, significantly reducing the risk of unilateral cumulative deformation and improving the stability of the overall structure; perform fine-tuning operations through secondary three-dimensional coordinate measurement combined with a jacking device and a wire-pulling device, apply the overall balance method to disperse cumulative deviations, especially in combination with the pre-arch setting technology, which can not only accurately adjust the current structure position, but also predict and compensate for deformations caused by later loads, obtaining a more stable framework system; the combined application of high-strength bolt final tightening treatment and professional welding technology ensures the firmness and reliability of the connection part, forming a main structure with high strength and stability; install the roof system by batch centralized hoisting, effectively solving the problem of mutual restriction between roof brackets and improving the efficiency and quality of roof installation; divide the measurement unit according to the grid principle and collect spatial coordinate data by the prism reflection method, calculate the error vector by combining the least squares method, make a three-level marking system, and visualize the abstract data for easy understanding and execution by construction personnel; the application of advanced detection means such as dual-crystal probe ultrasonic technology, waveform analysis method, and elastic deformation curve verification significantly improves the accuracy of component quality detection; the application of structure center of gravity point calculation, structure stiffness analysis method, time-sequence 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 balance method algorithm, especially by calculating the deviation dispersion coefficient through the principle of minimum energy, make the cumulative deviations evenly distributed and avoid excessive deformation of local components; the use of a hydraulic synchronous torque wrench and the application of segmented welding method and anti-deformation pre-setting technology effectively control welding deformation and ensure the geometric accuracy of the structure; master the structure state in real time through the multi-station method and the structure deformation monitoring network, adjust the construction strategy in time, and prevent problems from occurring; the establishment of a 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;In addition, through the collaborative work of the provided technical solutions, the present invention realizes the digital management and precise control of the entire process of steel structure installation, greatly improving the installation accuracy and efficiency. At the same time, it reduces the dependence on manual experience, making the installation quality more stable and reliable. The entire system forms a complete set of technical solutions, which 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 a new technical path and method for the industry. BRIEF DESCRIPTION OF THE DRAWINGS

[0018] In order to more clearly illustrate the technical solutions in the present invention or the prior art, the following will briefly introduce the drawings required for use in the description of the embodiments or the prior art. Obviously, the drawings in the following description are some embodiments of the present invention. For those of ordinary skill in the art, without creative efforts, other drawings can also be obtained based on these drawings.

[0019] Figure 1 It is a schematic flow chart of a method for segmental positioning and installation of a steel structure frame provided by an embodiment of the present invention; Figure 2 It is a schematic structural diagram of a system for segmental positioning and installation of a steel structure frame provided by an embodiment of the present invention. DETAILED DESCRIPTION OF THE EMBODIMENTS

[0020] To make the objectives, technical solutions, and advantages of the present invention clearer, the following will clearly and completely describe the technical solutions in the present invention with reference to the accompanying drawings in the present invention. Obviously, the described embodiments are some, but not all, of the embodiments of the present invention. They should not be construed as limitations on the present invention. Based on the embodiments of the present invention, all other embodiments obtained by those of ordinary skill in the art without creative efforts fall 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 the purpose of description and cannot be construed as indicating or implying relative importance.

[0021] As Figure 1 shown, the present invention provides a method for segmental positioning and installation of a steel structure frame, including: 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 form, and establish a field control network and a steel column axis projection point marking system based on the deviation value record form.

[0022] S2: According to the deviation value record form, perform ultrasonic flaw detection and pre-tension recheck on the steel structure components to be installed. Perform ground pre-assembly on the steel structure components to be installed to obtain a single-section steel frame model, and form a component number marking system and an assembly sequence diagram after the optimization treatment of the extended connection holes.

[0023] S3: According to the said basic measurement data and the said assembly sequence diagram, divide the steel structure into multiple independent installation units in accordance with the symmetric installation principle, and realize the preliminary positioning of the segmented framework through the temporary steel cable fixing technology and the high-strength bolt non-complete tightening method, so as to obtain a basic framework structure with adjustment space.

[0024] S4: Conduct secondary three-dimensional coordinate measurement on the said basic framework structure by using a total station instrument, perform fine-tuning operations through a jacking device and a guying device, disperse the cumulative deviation through the overall balance method, and obtain an adjusted stable framework system in combination with the pre-camber setting technology.

[0025] S5: Based on the stable framework system, perform final tightening treatment on the high-strength bolts, and carry out welding construction on the connection parts in combination with professional welding technology to obtain the main structure.

[0026] S6: Utilize the main structure and adopt the batch centralized hoisting method to install the roof system to obtain a steel structure framework system.

[0027] The realization of the segmented positioning and installation method of the steel structure framework of the present invention relies on precise measurement technology, systematic construction processes and scientific adjustment strategies, and realizes the high-precision installation of the steel structure through the collaborative operation of multiple links.

[0028] Specifically, first in step S1, the total station instrument is the core device for realizing three-dimensional coordinate measurement. It accurately positions the embedded bolts of the column foundation through the principles of laser ranging and angle measurement. The total station instrument first establishes a measuring station, and then measures each embedded bolt through the prism reflection method, and records its spatial coordinate values (x, y, z). For example, when measuring 24 embedded bolts in a certain project, the collected spatial coordinate data forms a 24×3 matrix, where each row represents the three-dimensional coordinates of a bolt. These original data are compared and analyzed with the theoretical positions of the bolts in the design drawings, and the position deviation of each bolt is calculated.

[0029] The comparison and 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 form is generated. This form 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, and the point with the smallest deviation is selected as the coordinate origin to establish a local rectangular coordinate system. Subsequently, the design axis of the steel column is projected onto the foundation surface by using laser projection technology to form a steel column axis projection point marking system, and these marking points become the benchmarks for subsequent installation alignment.

[0030] Secondly, the deviation value record form provides a guiding basis for the inspection of steel structure components. According to the data characteristics in the record form, an inspection priority classification table is established. The components are classified into main load-bearing components, secondary load-bearing components and auxiliary components according to the stress level, and the inspection key points are determined. For steel plate components, the double-crystal probe ultrasonic technology is used for quality inspection. The probe is scanned within the range of 2 times the thickness of the base material center line + 30 mm, and the acoustic wave attenuation data is collected. The double-crystal probe technology uses two piezoelectric wafers as the transmitting and receiving elements respectively, which improves the detection sensitivity to near-surface defects. The acoustic wave attenuation data reflects the density and uniformity inside the material. After being processed by the waveform analysis method, the possible types and positions of internal defects are identified. At the same time, the pre-tension of the high-strength bolt assembly is rechecked. By applying the standard torque and measuring the axial elongation, the actual pre-tension value is verified according to the elastic deformation curve to see if it meets the design requirements. There is a relationship between the pre-tightening force and the torque of the high-strength bolt: T = K·d·P, where T is the torque value, d is the bolt diameter, P is the pre-tightening force, and K is the torque coefficient. The connection reliability is ensured through on-site measurement verification. After passing the quality inspection, the pre-assembly of the steel structure unit is carried out in a flat area on the ground. The key node components are assembled in a 1:1 ratio, and the matching conditions of each connection part are checked. During the pre-assembly process, the morphological characteristics of the connection surface are scanned and analyzed. When the position deviation or unreasonable shape of the connection hole is found, the digital adjustment technology is used to correct the connection hole into an extended shape. The described correction method provides spatial flexibility for on-site installation adjustment. After the 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.

[0031] Subsequently, based on the basic measurement data and the assembly sequence diagram, the centroid of the overall structure is first calculated, and the steel structure is divided into a central area and two side areas according to the symmetric installation principle of "first in the middle and then on both sides". Through the structural stiffness analysis method, the stiffness characteristics and stress states of the node connections in each area are evaluated, and the overall structure is divided into multiple independent installation units, each of which can form a stable structural system in a short time. For each independent installation unit, a time-sequence installation strategy table is formulated to determine the critical path and constraint conditions, and clarify the installation sequence and connection method between each unit. The division of independent installation units takes into account the structural stress path and stability requirements to ensure that the structure remains stable during the installation process. During the component hoisting process, the dynamic balance principle is applied to design the hoisting path, and the hoisting point position is accurately calculated to keep the component in a balanced state during the lifting and positioning process. The temporary steel cable fixing points are arranged on the neutral line of the component stress to avoid deformation caused by additional stress generated by fixation. After the steel structure column is in place, it is not immediately fully fixed, but the high-strength bolts are initially tightened by the gradient relaxation method, and the current torque value is controlled to be about 60% of the design value, leaving room for adjustment. The initial state parameters of each segmented frame are recorded through the real-time monitoring system, including axis deviation, elevation error, verticality, etc., providing basic data for subsequent adjustment and forming a basic frame structure with adjustment space.

[0032] Furthermore, precise adjustment of the basic frame structure is carried out to ensure that its geometric dimensions and spatial positions meet the design requirements. First, reflective targets are set on the basic frame structure, and the spatial position data of the frame nodes are collected by the multi-station method of the total station. The multi-station method refers to setting up survey stations at different positions for repeated observations to improve the 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, the adjustment torque distribution map is calculated to determine the key nodes to be adjusted and the adjustment amount. For the parts where the deviation exceeds the allowable range, a closed-loop force system is constructed by using a jacking device and a cable-pulling device, and fine-tuning is implemented according to the accuracy gradient of 0.1 mm. The jacking device generates thrust through hydraulic or mechanical principles to apply a directional force to the component, while the cable-pulling device provides tensile force. The two cooperate to form a closed-loop force system to achieve precise adjustment of the structure. At the same time, the cumulative deviation values of each node are input into the overall equilibrium method algorithm for processing. The overall equilibrium method is an optimization technique that evenly distributes the cumulative deviation among each component. By establishing a node displacement vector matrix, the deviation values of each node are input into the matrix, and the deviation dispersion coefficient is calculated by applying the principle of minimum energy, so that the deviation is evenly distributed among each component, avoiding excessive deformation of local components. Through the iterative approximation method, the node position parameters are continuously adjusted until the global error minimization goal is achieved, and the optimal adjustment scheme is generated. For the roof structure, considering the deformation caused by its own weight and the load of the upper structure, the pre-camber setting technology is applied to set a certain initial reverse deformation for components such as roof beams to compensate for the deformation under the action of later loads. Based on the optimal adjustment scheme and the pre-camber setting parameters, the relative positions of each component are adjusted to obtain a stable frame system after precise adjustment.

[0033] In step S5, the adjusted stable frame system is fixedly connected to ensure the integrity and load-bearing capacity of the structure. First, prepare a tightening sequence list for high-strength bolts. Group and number the bolts according to the force path to clarify the tightening order. Tighten the bolts one by one according to the principle of "from the middle to both ends" to ensure uniform force on the connection. Use a hydraulic synchronous torque wrench for bolt tightening operations. The hydraulic synchronous technology can accurately control the tightening torque to ensure uniform force on multiple bolts. During the tightening process, record the tightening torque and rotation angle data of each bolt to verify whether the prestress meets the design requirements. For the connection parts that need on-site welding, first measure the material thickness of the welding part through ultrasonic thickness measurement technology, formulate a targeted welding process parameter card, and clarify key parameters such as welding current, voltage, and speed. Before welding, preheat the weld seam, control the temperature difference between the preheat temperature and the ambient temperature within a specific range. The preheat temperature is usually controlled at 100 - 150 °C to reduce the thermal stress during welding. Adopt the segmented welding method and the pre-deformation preset technology for welding construction. The segmented welding method divides the long weld into several segments and welds them in a specific order to avoid large deformations caused by concentrated heat input. The pre-deformation preset technology applies pre-deformations to the components before welding according to the deformation trend caused by welding, so that the final form after welding meets the design requirements. After welding, conduct quality inspections on the welds. 100% inspection for first-class welds and 20% sampling inspection for second-class welds to ensure that the welding quality meets the design requirements and form a firmly connected main structure.

[0034] Finally, complete the installation of the roof system, which is the last link in the installation of the entire steel structure frame. Based on the firmly connected main structure, use the batch centralized hoisting method to install the roof system. First, divide one-span roof into three to four groups for centralized hoisting. Each group of components is centrally hoisted onto the roof beam, and after temporary fixation, the hoisting and fixation of the roof support are completed through the crane boom. The described batch centralized hoisting method effectively solves the problem of mutual restriction between roof supports and avoids dilemmas such as "the roof cannot be hoisted after completion" or "it is inconvenient to hoist after installing the battens first". Before laying the color plates, accurately measure the length and width dimensions of the color plates to ensure good contact between the plate edges and the ceiling edges, and control the height below 120 mm to prevent water seepage. When installing the roof color plates, pay special attention to the firmness of the buckles, and use self-tapping screws with sealing strips for fixation to enhance the airtightness and watertightness of the connection. After installation, conduct a comprehensive inspection and acceptance of the entire steel structure frame system, including the overall stability of the structure, the firmness of each node connection, and the effectiveness of waterproof and anti-corrosion treatments, etc., to ensure meeting the design and specification requirements.

[0035] For example, in an embodiment taking a large steel structure workshop project as an example, the engineering steel columns adopt H-shaped steel, and the roof is in a "human" - shaped structure. First, three - dimensional coordinate measurements are carried out on 24 embedded bolts. It is found that the position deviation of 4 bolts exceeds 5 mm, the deviation of 8 bolts is between 2 - 5 mm, and the deviation of 12 bolts is within 2 mm. The error vector is calculated by the least - squares method to form a deviation value record table and a three - level marking system. The 4 bolts with a deviation greater than 5 mm are marked red, the 8 bolts with a deviation of 2 - 5 mm are marked yellow, and the 12 bolts within 2 mm are marked green. The bolt point with the smallest deviation is selected as the coordinate origin to establish a on - site rectangular coordinate system and a marking system for the projection points of the steel column axes. Secondly, according to the deviation value record table, the detection key points are determined, and ultrasonic flaw detection is carried out on key components such as H - shaped steel columns and main beams. It is found that there are minor interlayer defects in the web of a main beam, and the installation adaptation problem is solved through pre - assembly and the correction of the extended connection holes. Thirdly, the overall structure is divided into 5 independent installation units, a time - sequence installation strategy table is formulated, and the installation sequence of "first in the center, then on both sides" is determined. The preliminary positioning of the segmented frame is realized by using temporary steel cables for fixation and the method of non - fully tightening high - strength bolts, and the initial tightening torque is controlled at 60% of the design value. Subsequently, through secondary three - dimensional coordinate measurement and overall balance method analysis, it is found that there is a cumulative error of 2.5 mm in the main beam spacing, and fine adjustment is carried out through a jacking device and a wire - pulling device to reduce the error to within 1 mm. To compensate for the self - weight deformation of the roof, a 40 - mm camber is set for the roof beam with a span of 30 m. Then, the high - strength bolts are finally tightened according to the tightening sequence table. The welding at the beam - column connection adopts the segmented welding method, the 8 - m - long weld is divided into 4 segments, and the anti - deformation pre - setting technology is applied to control the welding deformation within the allowable range. Finally, the roof system is divided into 3 groups for centralized hoisting, which solves the mutual restriction problem between the installation of the roof brackets and the battens. Finally, the installation of the entire steel structure frame system is completed. The acceptance measurement shows that the installation accuracy of the overall structure meets the design requirements, and the maximum deviation is controlled within 70% of the design allowable value.

[0036] Through the segmented positioning and installation method of the steel structure frame of the present invention, problems such as the accuracy control in the traditional installation method relying on manual experience, the difficulty in controlling cumulative errors, the low efficiency of installation adjustment, and the difficulty in predicting and controlling welding deformation are effectively solved. High - precision, high - efficiency and high - quality steel structure installation is achieved, providing a scientific construction method for large and complex steel structure projects. This method is particularly suitable for large steel structure projects with high installation accuracy requirements and complex structures, such as large stadiums, airport terminals, high - rise buildings, etc. Through precise measurement techniques, systematic data - processing processes and scientific installation strategies, the stability and safety of the final structure are ensured.

[0037] Among them, step S1 further includes: S11: Divide the distribution of embedded bolts into several measurement units according to the grid principle, and collect the spatial coordinate data of each embedded bolt through the prism reflection method; S12: According to the collected spatial coordinate data, use the least squares method to calculate the error vector between the theoretical position and the actual position of each embedded bolt; S13: Generate a deviation value record table and a deviation gradient map based on the error vector, and divide the deviation values into a three-level marking system according to the severity; S14: According to the three-level marking system, establish an orthogonal reference network on the foundation surface, and establish a field rectangular coordinate system with the point of minimum deviation as the origin; S15: Based on the field rectangular coordinate system, use laser projection technology to mark the steel column axis projection points on the foundation surface, forming a steel column axis projection point marking system.

[0038] Specifically, first, the grid principle in step S11 refers to dividing the entire foundation plane into regular grid units according to the spatial distribution characteristics of the embedded bolts, which is convenient for systematic measurement and data management. During operation, taking the four corners of the foundation plane as boundary points, establish a grid coordinate system. Usually, each column foundation is used 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 the 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 accurately placed at the center of the bolt, and the total station repeats the measurement of the same bolt from at least two different measurement stations to eliminate single-point measurement errors. The collected spatial coordinate data includes the three-dimensional coordinate values (x, y, z) of each bolt, forming an original measurement data set.

[0039] 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, first establish the transformation relationship 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 measurement position. By solving the transformation parameters, transform the measured coordinates into the design coordinate system, and calculate the difference between the theoretical position of each bolt and the actual position after transformation. The error vector includes three components (Δx, Δy, Δz), which respectively represent the deviations in the x, y, and z directions, and at the same time calculate the total deviation value , obtaining the total spatial position error of each bolt.

[0040] Next, based on the error vector calculated in the previous step, a deviation value record table and a deviation gradient map are generated. The deviation value record table is a structured data table that contains information such as bolt number, theoretical coordinates, measured coordinates, component values of the error vector, and total deviation value, comprehensively recording the position error of each bolt. The deviation gradient map is a visual representation method that shows the deviation distribution through color intensity or contour lines, intuitively reflecting the overall accuracy of the foundation embedded parts.

[0041] Subsequently, an orthogonal reference grid needs to be established on the foundation surface according to the three-level marking system. The orthogonal reference grid 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 marking) is selected as the coordinate origin, and the x-axis and y-axis directions are determined. Usually, the x-axis is along the long axis direction of the building, and the y-axis is perpendicular to the x-axis. A theodolite or total station is used to project the coordinate axes on the foundation surface, and the coordinate lines are marked with chalk or paint to form a visible orthogonal grid. This orthogonal reference grid 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.

[0042] Finally, based on the established on-site rectangular coordinate system, the projection points of the steel column axes are marked on the foundation surface using laser projection technology. Laser projection technology usually uses a point laser or line laser projector to accurately project the designed axis position of the steel column onto the foundation surface. Considering the error vector calculated in step S12, the designed axis position is corrected to ensure that the installation position of the steel column can minimize the cumulative error to the greatest extent. During marking, durable markers (such as paint or metal markers) are used to mark the center position and axis direction of each steel column on the foundation surface, and at the same time, the positional relationship of the bolt groups is marked. These marked points form a marking system for the projection points of the steel column axes, directly guiding the subsequent installation and positioning of the steel columns to ensure accurate positioning of the steel columns.

[0043] 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. The Leica TS15 high-precision total station is used to measure 80 pre-embedded bolt groups through the prism reflection method. Each bolt group contains 4 bolts, and a total of 320 spatial coordinate data of the pre-embedded bolts are collected. The total station measures from 5 different measurement 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.

[0044] Secondly, the theoretical coordinate values of the embedded bolts are exported through 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), rotation angles (α, β, γ), and scale factor k. Through calculation, the optimal transformation parameters are determined as Tx = 12mm, Ty = -8mm, Tz = 5mm, α = 0.02°, β = 0.01°, γ = 0.03°, k = 0.9998. These parameters are used to transform the measured coordinates into the design coordinate system, and the error vector of each bolt is calculated. For example, the design coordinates of a certain bolt are (10000mm, 15000mm, 0mm), and the measured coordinates after transformation are (10004mm, 14997mm, 2mm), then the error vector is (4mm, -3mm, 2mm), and the total deviation value = 5.4mm.

[0045] Next, the error data of 320 embedded bolts are sorted into a deviation value record table, and at the same time, a deviation gradient map of the entire foundation plane is generated. The deviation gradient map shows the distribution of deviation values in each area of the foundation. It is found that the deviation is generally large in the northwest corner area of the building, which may be related to the construction quality of the foundation at that place. Classified according to the three-level marking system, it is found that 48 bolts (15%) have deviation values greater than 5mm and are classified as first-level markings; 96 bolts (30%) have deviation values between 2mm and 5mm and are classified as second-level markings; 176 bolts (55%) have deviation values less than or equal to 2mm and are classified as third-level markings. The bolts with first-level markings are mainly concentrated in the northwest and southeast corner areas and need to be adjusted with key emphasis.

[0046] Subsequently, the position of the bolt with the smallest deviation value is selected as the coordinate origin. This bolt is located in the south-central part of the building, and the deviation value is only 0.6mm. Taking this point as the center, the x-axis is defined along the long axis direction of the building, and the y-axis is defined perpendicular to the long axis direction to establish a on-site rectangular coordinate system. A 10m × 10m orthogonal grid is marked on the foundation surface using a total station and a line laser projector. A total of 99 grid intersections are marked to form a on-site reference network. Each grid point is marked with red paint and its coordinate value is marked, providing a convenient reference system for construction.

[0047] Finally, based on the established on-site rectangular coordinate system, calculate the ideal installation positions of each steel column. Considering the bolt deviation measured previously, optimize and adjust the positions of the steel columns to minimize the cumulative error. For example, for the column positions in the first-level marked area, compensate by slightly adjusting the column positions. Use a line laser projector to project the adjusted axis positions of the steel columns onto the foundation surface, mark the center points and axis directions of 80 steel columns, and at the same time mark the relative position relationships of the bolt groups. Mark the center points of each steel column position with blue paint and use arrows to indicate the direction of the column cross-section to form a complete marked system of the axis projection points of the steel columns.

[0048] When installing the steel columns, the workers directly position according to the marked system on the ground, which greatly improves the installation efficiency and accuracy. For example, when installing the first row of steel columns, the workers first find the blue center point marks on the ground, and then adjust the direction of the steel columns according to the arrow indications to align the center of the column base plate with the ground marks and match the bolt holes with the positions of the embedded bolt groups. Due to the accuracy of the previous measurement and data processing, the one-time success rate of the steel column placement reaches more than 95%, and secondary adjustment is rarely required, which significantly improves the installation efficiency compared with the traditional method.

[0049] Through this series of refined measurement and data processing steps, the problem of the influence of the deviation of the embedded bolts on the overall installation accuracy in traditional steel structure installation is solved. The three-level marked system enables the on-site construction personnel to take corresponding adjustment measures for the embedded parts with different accuracy levels. The establishment of the on-site rectangular coordinate system provides a unified reference benchmark for all subsequent measurement and positioning work, and the marked system of the axis projection points of the steel columns directly guides the precise installation of the steel columns, controlling the accuracy of the steel structure installation from the source and laying a solid foundation for the precise construction of the entire steel structure frame.

[0050] Among them, the three-level marked system in step S13 specifically includes: First-level mark, the deviation value of the first-level mark is greater than 5 mm; Second-level mark, the deviation value of the second-level mark is less than or equal to 5 mm and greater than 2 mm; Third-level mark, the deviation value of the third-level mark is less than or equal to 2 mm.

[0051] Specifically, the three-level marked system mentioned in the present invention divides all the embedded bolts into a three-level marked system according to the size of the total deviation value. The first-level mark corresponds to the bolts with a deviation value greater than 5 mm, which need to be focused on and adjusted; the second-level mark corresponds to the bolts with a deviation value between 2 mm and 5 mm, which need to be appropriately adjusted; the third-level mark corresponds to the bolts with a deviation value less than or equal to 2 mm, and the accuracy meets the requirements and can be used as the reference points. The hierarchical marking enables the on-site construction personnel to clearly identify the severity of the problems and reasonably allocate adjustment resources.

[0052] Among them, step S2 further includes: S21: Establish a detection priority classification table according to the data characteristics in the deviation value record table, and classify and mark steel structure components according to the stress level; S22: Use the double-crystal probe ultrasonic technology to scan within the range of 2 times the thickness of the base metal center line + 30 mm, and collect the acoustic wave attenuation data; S23: Import the acoustic wave attenuation data into the defect identification matrix, and identify the types and locations of internal defects of the material through waveform analysis; S24: Apply a standard torque to the high-strength bolt assembly, measure the axial elongation, and verify the actual pre-tension value through the elastic deformation curve; S25: Select key node components in the ground leveling area, perform spatial positioning and assembly, and scan the morphological characteristics of the connection surface; S26: Based on the morphological characteristics of the connection surface, use digital adjustment technology to perform an extended shape correction on the connection holes, and generate a component number marking system and an assembly sequence diagram.

[0053] 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 inspection to spatial assembly. First of all, the establishment of the detection priority classification table is directly based on the deviation value record table generated in step S1, and the priority order and key points of component detection are determined through data characteristic analysis. The specific operation is to sort the data in the deviation value record table according to the position relevance, and find out the steel structure components corresponding to the areas with large deviations. The detection priority classification table is a structured data table, which contains information such as component number, corresponding basic deviation value, stress level, detection priority, etc. The stress level is determined according to the structural stress analysis, and is usually divided into main stress components (such as main beams and main columns), secondary stress components (such as secondary beams and struts), and auxiliary components (such as connectors). The determination of the stress level needs to consider the position of the component in the overall structure, the magnitude of the load borne, and the impact on the overall structure after failure. The main stress components corresponding to the areas with large basic deviations are given the highest detection priority to ensure that the quality of these key components meets the requirements.

[0054] The dual-crystal probe ultrasonic technology in step S22 is a high-precision non-destructive testing method, which has higher sensitivity for detecting near-surface defects compared with traditional single-crystal probes. The dual-crystal probe consists of two independent piezoelectric wafers, one as a transmitter and the other as a receiver, with acoustic isolation between them, which can effectively avoid the interference of the transmitted echo on the received signal. During the detection process, the probe scans along a specific range (2 times the thickness + 30 mm) of the center line of the base material. This range is set based on the steel structure welding code and practical experience, covering the welding heat-affected zone and the stress concentration zone. The grid scanning method is adopted during the scanning process. The detection area is divided into small grids of 10 mm × 10 mm, and the probe stops at each grid point to collect data to ensure the comprehensiveness of the detection. The acoustic attenuation data refers to the energy loss situation of ultrasonic waves during propagation in materials due to factors such as scattering and absorption, usually expressed in decibels (dB). The acoustic attenuation value of each detection point is compared with the reference standard. The greater the deviation from the reference value, the more likely there are defects at that place.

[0055] Step S23 involves the processing and analysis of acoustic attenuation data, and the defect identification matrix is the core tool for processing these data. The defect identification matrix is a mathematical model used to associate acoustic attenuation data with material defect types, and its basic form is: ; where, represents the defect characteristic value at position (i,j), represents the acoustic attenuation value at this position, represents the phase characteristic at this position, represents the k-th feature extraction function, represents the weight of this feature, represents the total number of features.

[0056] The defect identification matrix converts the original acoustic attenuation data into structured feature data, which is convenient for subsequent defect discrimination. The waveform analysis method is a specific algorithm for processing acoustic attenuation data, including two aspects: time-domain analysis and frequency-domain analysis. Time-domain analysis focuses on features such as the amplitude, width, and arrival time of the waveform. Frequency-domain analysis converts the time-domain signal to the frequency domain through the 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 defects are identified. The severity of the defects is graded according to industry standards, usually divided into three levels: I, II, and III. Level I is the most serious and requires immediate repair or replacement of components.

[0057] Subsequently, pre-tension verification is carried out on the high-strength bolt assembly to ensure connection reliability. The standard torque is the torque value determined according to the high-strength bolt specifications and design requirements. For example, for a grade 10.9 high-strength bolt with M20, the standard torque is usually 330 - 360 N·m. There is a relationship between torque and pre-tension:

[0058] where, represents the torque value (N·m), represents the torque coefficient (related to the friction conditions between the bolt and nut), represents the bolt diameter, represents the pre-tension. In actual operation, a torque wrench is used to apply the standard torque to the bolt, and a special axial elongation measuring instrument is used to measure the axial elongation of the bolt. There is a linear relationship between the axial elongation and the pre-tension, which conforms to Hooke's law.

[0059] Based on the measured axial elongation, the actual pre-tension value is calculated by reverse deduction and compared with the design requirements to verify the reliability of the bolt connection. The elastic deformation curve refers to the force-deformation relationship diagram of the bolt during the loading process. A normal curve should show linear characteristics, indicating that the bolt is in the elastic deformation stage. If the curve shows non-linear characteristics, it means that the bolt may have entered the plastic deformation stage and needs to be replaced.

[0060] Then, the key node components are assembled in space on the ground, which 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-foundation connection node, beam-column connection node, main beam-secondary beam connection node, etc. The ground leveling area refers to a flat site selected on the site, which meets the space requirements for pre-assembly and is convenient for observation and adjustment. Space positioning assembly means assembling the components of the key nodes together according to the design position and connection relationship to check the matching situation 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 such as the geometric shape, flatness, and hole position deviation of the connection surface, which directly affect the connection quality. The three-dimensional laser scanning technology can quickly obtain the three-dimensional point cloud data of the connection surface, with an accuracy of up to 0.1 mm, and an accurate three-dimensional model of the connection surface is generated through point cloud processing software.

[0061] Finally, based on the data of the joint surface topography features, digital adjustment technology is used to perform an elongated correction on the connection holes. The elongated correction of the connection holes means modifying the original circular connection holes into elliptical or oblong holes to increase the flexibility of installation adjustment. The design of the elongated shape needs to consider two aspects: connection strength and adjustment range. Usually, the elongation amount is 1.5 - 2 times the original hole diameter, and the direction is the same as the expected adjustment direction. Digital adjustment technology is an optimization method based on computer-aided design. By analyzing the joint surface topography features and the expected adjustment requirements, the optimal shape and position of the connection holes are calculated. The corrected connection hole data is input into the numerical control machining equipment for precise machining directly on the components. At the same time, according to the pre-assembly results and the connection hole correction situation, each component is numbered and marked, and an assembly sequence diagram is generated. The component numbering and marking system adopts a hierarchical coding method, such as "A - B - C - 001", where A represents the area code, B represents the component type (column, beam, etc.), C represents the level or position, and 001 represents the serial 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: a plan view, an elevation view, and a detail drawing of the joints. Each component is marked with the number, direction, and key dimension information.

[0062] In a specific embodiment, the project to be built includes 48 steel columns and 180 steel beams. First, it is found through analysis of the deviation value record table generated in the previous step that the deviations of 6 groups of embedded bolts in the northwest corner area of the foundation are relatively large (exceeding 5 mm), 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 detection priority. The second-highest priority includes 12 main beams and 8 braces connected to these 6 columns, and the lowest priority is the remaining conventional components. The detection priority classification table clearly lists the number, corresponding foundation deviation, force level, and detection priority of each component, guiding the subsequent detection work.

[0063] Secondly, double-crystal probe ultrasonic testing is performed on the 6 steel columns with the highest priority. A double-crystal probe with a frequency of 5 MHz is used for grid scanning within a range of 15 mm on both sides of the column centerline (the column thickness is 14 mm, and the detection range is 2×14 + 30 = 58 mm). The acoustic attenuation data collected at each detection point includes three parameters: initial wave amplitude, reflected wave amplitude, and attenuation rate. For example, at a detection point on Column 1, the initial wave amplitude is 80 dB, the reflected wave amplitude is 62 dB, and the attenuation rate is (80 - 62) / 80×100% = 22.5%. At the same time, waveform features such as the number of wave peaks and waveform width are recorded. A total of more than 2000 detection points of acoustic attenuation data are collected during the entire detection process, forming a complete detection data set.

[0064] Subsequently, the collected acoustic wave attenuation data will be imported into the defect recognition matrix for processing. For the detection point data of Column 1, time-domain analysis is first performed to extract features such as the amplitude, width, and arrival time of the waveform. Then, frequency-domain analysis is carried out through FFT transformation to obtain the spectral features. These features are input into the defect recognition matrix and compared with the feature patterns in the standard defect library. By calculating the similarity score, the defect possibility and type of each detection point are determined. At Detection Point 77 of Column 1, it is found that the similarity score between the waveform features and the crack-like defect pattern reaches 0.85 (higher than the threshold of 0.7). Further analysis confirms that there is a microcrack about 5 mm long at this location, and the severity of the defect is Grade II, which requires repair treatment.

[0065] Secondly, the pre-tension of the high-strength bolt assemblies in the highest-priority area was verified. Taking a set of M24 grade 10.9 high-strength bolts as an example, the required pre-tension is 285 kN and the standard torque is 600 N·m. A torque wrench is used to apply the standard torque while measuring the axial elongation of the bolt. The effective length of the bolt is 120 mm, the elastic modulus of the material is 206 GPa, and the effective cross-sectional area is 353 mm². According to Hooke's law, the theoretical elongation should be . The measured elongation is 0.45 mm, and the calculated actual pre-tension 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.

[0066] Subsequently, 6 key joints were selected for on-site pre-assembly, including 3 column-beam connection joints and 3 primary-secondary beam connection joints in the northwest corner area. During the pre-assembly process, a three-dimensional laser scanner with an accuracy of 0.1 mm was used to scan the connection surface, and point cloud data of about 5000 points was collected for each connection surface. Through point cloud processing software, a three-dimensional model of the connection surface was generated to analyze its flatness, perpendicularity, and hole position deviation. For example, at the connection surface between the main beam and the column of Joint 2, it was found that the flatness deviation of the connection surface was 2.3 mm, exceeding the allowable value of 2 mm and requiring trimming. At the same time, there was a systematic deviation in the position of the connection holes, with an average offset value of 3.5 mm in the southeast direction, which was consistent with the trend of the foundation deviation measured in Step S1.

[0067] Finally, based on the analysis results of the joint surface topography characteristics, elongation correction was carried out on the connection holes. For example, at the connection between the main beam and the column of node No. 2, the original diameter of the connection hole was 26 mm. Based on a 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, and the long axis direction was consistent with the deviation 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 numerically controlled drilling machine for precise machining directly on the component. At the same time, a component number marking system was established. For example, "WN-C-1-001" represents the 001st component of column No. 1 in the northwest corner area. According to the results of pre-assembly and connection hole correction, a detailed assembly sequence diagram was generated, clarifying the installation position, direction, and connection method of each component, providing precise guidance for high-altitude installation.

[0068] Through the above steps, the quality inspection and pre-assembly of steel structure components were completed, ensuring that the component quality met the requirements, solving potential installation matching problems, and laying a foundation for the next step of segmental frame positioning and installation. In particular, through the elongation correction of the connection holes, the deviation impact of the foundation embedded parts was effectively compensated, the one-time success rate of high-altitude installation was improved, the risks of forced docking and deformation during installation were reduced, and the installation accuracy and overall quality of the steel structure frame were ensured.

[0069] Among them, step S3 further includes: S31: Calculate the structural centroid point based on the foundation measurement data and the assembly sequence diagram, and divide the overall steel structure into a central area and two side areas; S32: Divide each area into multiple independent installation units according to the node connection type and stress state through the structural stiffness analysis method; S33: For each independent installation unit, formulate a timing installation strategy table to determine the critical path and constraint conditions; S34: Design a symmetric hoisting path using the principle of dynamic balance, and arrange the temporary steel cable fixing points on the neutral line of the component force; S35: Use the gradient relaxation method 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 segmental frame through the real-time monitoring system to obtain the basic frame structure with reserved adjustment space.

[0070] Specifically, first calculate the position of the centroid point of the steel structure based on the foundation measurement data and the assembly sequence diagram obtained in the previous two steps. The structural centroid point refers to the balance center of the mass distribution of each part of the structure. For a complex steel structure frame, the centroid point is calculated using the mass moment method, and the formula is as follows: ; ; ; Among them, represents the three-dimensional coordinates of the structural centroid point, 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. During the calculation, first extract the position information of each component from the assembly sequence diagram, calculate the mass and centroid position of each component in combination with the component specification data, and then apply the above formula to calculate the centroid point of the overall structure. After the centroid point position is determined, with this point as the center, combined with the structural geometric shape and load distribution characteristics, the overall steel structure is divided into a central area and two side areas. The central area usually includes the core load-bearing structure around the centroid point, and the two side areas are the extended parts on both sides of the central area. The above-mentioned area division provides a basis for subsequent segmented installation, following the principle of "first the center, then the two sides" to ensure that the structure always maintains overall stability during the construction process.

[0071] Secondly, further refine the installation unit division through the structural stiffness analysis method. The structural stiffness analysis method is an analysis method based on the joint connection type and force state, and determines the structural characteristics of each area by calculating the joint stiffness coefficient.

[0072] The joint connection types are usually divided into rigid connection, semi-rigid connection and hinged connection. The rigid connection has a relatively large stiffness coefficient (theoretically infinite) and small deformation, such as welded connection; the semi-rigid connection has a medium stiffness coefficient, such as high-strength bolt connection; the hinged connection has a small stiffness coefficient and large deformation, such as pin connection. The force state analysis considers the load type and magnitude borne by the joint under normal working conditions, including axial force, shear force and bending moment. By comprehensively analyzing the joint connection type and force 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, usually consisting 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.

[0073] Next, formulate a sequential installation strategy table for each independent installation unit to clarify the installation sequence and method. The sequential installation strategy table is a structured construction guidance document that details the construction sequence, time schedule, resource requirements, and quality control points of each installation unit. The critical path refers to the longest sequence of activities in the project schedule network that affects the total project duration and consists of a series of critical activities. The critical path is determined using the Critical Path Method (CPM) in network planning techniques. By calculating the earliest start time, earliest finish time, latest start time, and latest finish time of each activity, the activity sequence with zero total float is identified. Delays in activities on the critical path will directly result in delays in the entire project duration, so they need to be carefully controlled. Constraint conditions refer to various limiting factors that affect the installation process, including technical constraints (such as equipment capacity, space limitations), resource constraints (such as labor, materials, equipment), and time constraints (such as project duration requirements, seasonal factors). By comprehensively analyzing various constraint conditions, the most reasonable installation sequence and method are determined, and a detailed sequential installation strategy table is formulated.

[0074] Subsequently, apply the dynamic balance principle to design a symmetric lifting path to ensure the safety and accuracy of the lifting process. The dynamic balance principle means that during the lifting of components, the moments of the components in all directions are always kept balanced to avoid swinging and impact caused by imbalance. The design of the symmetric lifting path needs to consider the center of gravity position, shape characteristics of the component, and performance parameters of the lifting equipment.

[0075] By determining the position of each lifting point and the required lifting force, the component is kept in a balanced state during the lifting process. The temporary steel cable fixing point refers to the steel cable connection point used to temporarily fix the component after the component is initially positioned. These fixing points should be arranged on the neutral axis of the component's force, that is, the position line that remains unchanged in length when the component undergoes bending deformation. The position of the neutral axis is related to the cross-sectional shape, material properties, and force condition of the component. For a common I-shaped cross-section steel beam, the neutral axis is usually located in the middle of the web. Arranging the temporary steel cable fixing points on the neutral axis can avoid component deformation caused by additional stress generated by fixing and ensure the installation accuracy.

[0076] Furthermore, the gradient relaxation method is used to initially tighten the high-strength bolts to control the stress state during the installation process. The gradient relaxation method is a method of tightening bolts step by step and in grades. By controlling the tightening torque at each step, the pre-tightening force required by the design is gradually achieved, while reducing stress concentration and component deformation during the tightening process. The specific operation is divided into three stages: the first stage is the initial tightening, with the controlled torque value about 30% of the design value to make the bolt and the connecting piece initially contact; the second stage is the re-tightening, increasing the torque value to about 60% of the design value to make the connection surface closely contact; the third stage is the final tightening, reaching the torque value required by the design. During the installation of the sectional frame, only the first two stages are executed to reserve adjustment space.

[0077] In the initial installation stage, the proportional relationship between the torque value and the design value is controlled at about 60%, which can not only provide sufficient stability but also reserve space for subsequent adjustment. The real-time monitoring system refers to the equipment and technology for continuously monitoring the key parameters of the segmented frame during the installation process. The monitored parameters include axis deviation, elevation error, verticality, and levelness, 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 inclinometers, and a complete data record is established to provide a basis for subsequent precise adjustment. Reserving adjustment space means leaving a certain degree of displacement and rotational freedom at the high-strength bolt connection to facilitate subsequent fine-tuning according to 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 adjustment.

[0078] Specifically, in an embodiment of the installation process of a typical steel structure workshop, the workshop is 100 meters long, 50 meters wide, and 18 meters high, and is mainly composed of 48 H-shaped steel columns and 180 steel beams. In step S31, the center of gravity of the structure is calculated by the mass moment method. First, the position information of each component is extracted from the assembly sequence diagram. For example, column No. 1 is located at coordinates (0, 0, 0) and weighs 25 kN; column No. 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 as (48.5, 25.2, 9.1) meters, which is slightly northeast of the middle of the building plane. Taking this point as the center and combining the rectangular plane shape of the workshop, the overall structure is divided into a central area (with an area of about 3000 square meters) and two side areas (about 2000 square meters each on the east and west sides). The central area contains 16 main steel columns and 60 main beams, which is the core load-bearing part of the structure.

[0079] For the column-beam connection nodes in the central area, calculate their stiffness coefficients. For example, for a typical node where an H-shaped steel column is welded to an I-shaped steel beam, calculate the stiffness coefficient under the action of a bending moment. Assume that the node produces a rotation angle of 0.002 radians under the action of a 5000 N·m bending moment, then the stiffness coefficient K = 5000 / 0.002 = 2.5×10 6 N·m / radian, which belongs to a rigid connection. Through similar analysis, identify the rigid connection areas and semi-rigid connection areas in the central area, and divide the central area into 3 independent installation units: the central core unit (including 4 main columns and the connected main beams), the central eastern unit, and the central western unit. The two side areas are also divided into 4 independent installation units according to the node connection type and force state, forming a segmented frame system with a total of 7 independent installation units.

[0080] Analyze the dependencies between units through the Critical Path Method, and determine the critical path as: Central Core Unit → Central East Unit → East North Unit → East South Unit. The installation times of these units directly affect the total project duration and need to be key-controlled. At the same time, consider the constraints on the construction site, such as the site size limits the number of lifting equipment operating simultaneously to 2, and the human resources limit the number of working faces under construction to no more than 3. Based on these constraints, formulate a detailed sequential installation strategy table to clarify the installation sequence, equipment used, personnel allocation, and quality control points of each unit.

[0081] Subsequently, apply the principle of dynamic balance to design a symmetric lifting path. Taking a main beam of the central core unit as an example, the beam is 12 meters long, weighs 75 kN, and the center of gravity is offset towards one end (4.8 meters from the end). When designing a two-point lifting plan, it is necessary to determine the positions of the two lifting points to keep the beam horizontally balanced during lifting. Let the first lifting point be x meters from the end of the beam, the second lifting point be y meters from the same end, and the center of gravity of the beam be 4.8 meters from the same end. Then, according to the principle of dynamic balance: , where and are the lifting forces of the two lifting points. Considering that the distance between the lifting points should not be too small, set meters. At the same time, to ensure lifting safety, it is required that 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 as x = 3.5 meters and y = 6.5 meters. In a similar way, design a symmetric lifting path for each main component to ensure the smoothness and safety of the lifting process. At the same time, determine the positions of the temporary cable fixing points. For H-shaped steel columns, the temporary fixing points are arranged on the web center line, 1 / 3 from the top and bottom of the column; for I-shaped steel beams, the temporary fixing points are arranged on the web center line, 1 / 4 from both ends of the beam.

[0082] In step S35, the initial tightening of high-strength bolts is carried out using the gradient relaxation method. For the M24 high-strength bolts in the central core unit, the specified final tightening torque value is 600 N·m. According to the gradient relaxation method, the initial tightening torque value in the first stage is 600×30% = 180 N·m, and the re-tightening torque value in the second stage is 600×60% = 360 N·m. Use a torque wrench to tighten in the specified order, and control the ratio of the actual torque value to the designed value at about 60%. At the same time, use equipment such as total station and inclination sensors to monitor the state parameters of the segmented frame in real time. For example, for the four main columns of the central core unit, monitor parameters such as the top position coordinates, verticality, and axis deviation. The monitoring results show that for the central core unit after installation, the maximum position deviation at the column top is 18 mm, and the maximum verticality deviation is H / 1000 (H is the column height), meeting the accuracy requirements of the preliminary installation stage. These initial state parameters are recorded in detail, providing basic data for subsequent precise adjustment. By controlling the bolt tightening torque and retaining an appropriate gap at the connection, a basic frame structure with sufficient stability and necessary adjustment space is formed.

[0083] Through the system 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 retaining adjustment space is established. The described segmented installation method fully considers the force characteristics of the structure and the actual construction conditions, and through scientific division, precise calculation, and strict control, realizes the efficient installation of large steel structures. Especially through technical means such as the calculation of the structural center of gravity, the analysis of structural stiffness, the application of the dynamic balance principle, and the gradient relaxation method, the problems of precision control and stability in the traditional installation method are solved, laying a solid foundation for subsequent precise adjustment and fixed connection. The described method is particularly suitable for large and complex steel structure projects, can significantly improve the installation efficiency and precision, reduce the installation risk, and ensure the overall performance and use safety of the structure.

[0084] Among them, the dynamic balance principle in step S34 specifically includes: Balance of the center of gravity position, which is maintained through mass distribution analysis; Optimal hoisting point position; Balance of uniform force distribution, which is maintained by calculating the tension value of the temporary steel cable and the fixed point layout through the force balance equation.

[0085] Specifically, the three specific aspects of the dynamic balance principle in the segmented positioning and installation method of the steel structure frame can be detailed as follows: First, the balance of the center of gravity position means that during the hoisting process of the component, it is ensured that the component maintains a stable horizontal posture and avoids 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, and determining the position of the center of gravity of the component. In actual operation, first calculate the mass of each part through the geometric dimensions and material density of the component, and then apply the mass moment formula to calculate the coordinates of the center of gravity. For example, for a non-uniform steel beam, when the mass distribution of each section is different, the contribution of each part to the total center of gravity is calculated section by section to obtain the accurate position of the center of gravity. In the present invention, the accurate center of gravity calculation ensures the stability of the component during the hoisting process, reduces the risks of collision and deformation caused by unstable postures, and lays a foundation for high-precision installation.

[0086] Secondly, the optimal lifting point position refers to scientifically determining the best position of the sling connection point according to 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 consider factors such as the length of the component, the offset of the center of gravity, and the performance of the hoisting equipment. In the present invention, by establishing a mathematical model to calculate the relationship between the lifting point position and the lifting force distribution, the combination of lifting points that makes the posture of the component the most stable is found. The scientific calculation replaces the traditional method of determining the lifting point by experience, greatly improving the hoisting accuracy and safety. Especially for steel structure components with complex shapes and uneven weight distributions, it can effectively avoid deformation and damage during the hoisting process.

[0087] Finally, the balance of uniform force distribution means that during the temporary fixing stage of the component, it is ensured that the external forces applied to the component are evenly distributed to avoid local stress concentration. The balance is achieved through the force balance equation, that is, constructing a mathematical equation set including all acting forces and reaction forces, and solving the tension value of the temporary steel cable and the optimal layout of the fixing points. In actual application, by analyzing the stress state of the component at the installation position, combined with the finite element method to calculate the optimal force of each fixing point, and then determining the layout plan of the temporary steel cable and the tension control value. 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 caused by local overload, and at the same time provides a stable working foundation for subsequent precise adjustment.

[0088] Generally speaking, these three aspects of the dynamic balance principle form a complete mechanical control system in the present invention. By replacing empirical judgment with scientific calculation and replacing rough estimation with precise control, the accuracy and efficiency of the installation of the steel structure frame are significantly improved, providing a reliable guarantee for the geometric accuracy and load-bearing performance of the entire structure.

[0089] Among them, step S4 further includes: S41: Set a reflection target on the basic frame structure, and collect the spatial position data of the frame nodes by the multi-station method; S42: Establish a structural deformation monitoring network using spatial position data, and analyze the displacement vectors and deformation trends of each node; S43: Calculate the distribution map of adjustment torques according to the displacement vectors, and determine the key nodes to be adjusted and the adjustment amounts; S44: For the key nodes, apply a jacking device and a cable-pulling device to construct a closed-loop force system, and perform fine-tuning according to the preset accuracy gradient; S45: Input the cumulative deviation values of each node into the overall equilibrium method algorithm, and generate an optimal adjustment plan through iterative calculation; Among them, step S45 further includes: S451: Establish a node displacement vector matrix, and input the cumulative deviation values of each node into the matrix; S452: Calculate the deviation dispersion coefficient through the principle of minimum energy, and make the deviation evenly distributed among the components based on the deviation dispersion coefficient; S453: Use the iterative approximation method to gradually adjust the positions of each node until the global error minimization target is achieved, and generate a node adjustment instruction sequence; S46: Based on the optimal adjustment plan and the pre-camber setting parameters, adjust the relative positions of each component to obtain an adjusted stable frame system.

[0090] Specifically, first, set reflection targets on the basic frame structure for high-precision measurement of the spatial positions of each node. The reflection target is a precision optical device, usually circular or square, with a high-reflection material coated on its surface, which can reflect the laser signal emitted by the total station and is used to accurately determine the spatial coordinates of the point. The target setting follows the principle of "prioritizing key points and uniform distribution", and is mainly arranged at key positions such as the top of columns, beam-column connection nodes, and connection points between supports and the main structure. The target numbers adopt a unified coding system, such as the format of "A-B-NNN", where A represents the structural area, B represents the component type, and NNN represents the serial number. The multi-station method refers to a measurement method of observing the same group of targets from different measurement station positions, which can effectively eliminate the systematic errors brought by a single measurement station. The specific operation is to select 3-5 open-sight measurement stations around the project, and each measurement station observes all visible targets to form a closed traverse network. At each measurement station, the total station first performs backsight orientation, and then aims at each target one by one, recording its horizontal angle, vertical angle, and inclined distance data. These original observation data are converted into the three-dimensional coordinates (X, Y, Z) of the target point through the coordinate calculation program built in the total station. The data of multi-station observations need to be adjusted to eliminate the observation errors and improve the accuracy of the final coordinates. The adjustment calculation adopts the least squares principle to adjust the small changes in the observed values to minimize the errors in the measurement network. Through the above method, the spatial position data of each target point accurate to the millimeter level can be obtained.

[0091] Subsequently, a structural deformation monitoring network is established using the collected spatial position data. The structural deformation monitoring network is a digital model used to represent the relative position 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 outlier removal, coordinate system unification, and data smoothing. Outlier detection uses the 3σ criterion, that is, data points deviating from the average value by more than 3 standard deviations are marked as outliers. Then, the cleaned data is used to establish a network topology according to the node positions, and adjacent nodes are connected by virtual connections to form a complete network model.

[0092] The displacement vector contains two elements: magnitude and direction. The magnitude represents the distance of the displacement, and the direction represents the spatial orientation of the displacement. Deformation trend analysis is to identify the main patterns and key regions of the overall structural deformation by statistically analyzing the direction and magnitude of the displacement vector. Common analysis methods include principal component analysis (PCA) and clustering analysis. Principal component analysis finds the most principal deformation direction by calculating the eigenvectors of the displacement vector covariance matrix; clustering analysis groups nodes with similar displacement characteristics into one group to identify the spatial distribution pattern of the deformation. Through these analyses, the deformation state of the frame structure can be comprehensively grasped, providing a scientific basis for subsequent adjustments.

[0093] Secondly, the adjustment torque distribution map 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, and its calculation is based on the structural stiffness characteristics and the displacement amount.

[0094] 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, considering factors such as node connection types, member cross-section characteristics, and material properties. The adjustment torque distribution map is a visual representation, intuitively showing the magnitude and direction of the adjustment torque required for each node through colors or arrow sizes. Based on the adjustment torque distribution map, the key nodes that need to be adjusted are determined. The selection criteria for key nodes include: nodes with displacement amounts exceeding the allowable deviation, nodes with larger adjustment torques, and nodes located at key positions of the structure (such as main stress points). At the same time, the specific adjustment amounts for each key node are calculated, including translation amounts and rotation amounts. The determination of the adjustment amount needs to consider the mutual influence between nodes, and usually adopts the principle of the minimum adjustment amount that is convenient for construction and has a controllable influence range.

[0095] Next, precise fine-tuning is implemented for the identified key nodes. The jacking device is a hydraulic or mechanical device that can generate precise thrust for adjusting the horizontal position of components. Commonly used jacking devices include hydraulic jacks, screw jacks, and electric push rods, etc. Select a suitable type according to the required thrust magnitude and precision requirements. The wire-pulling device is a system composed of steel wire ropes, ratchet tensioners, and fixed anchor points, which is used to apply precise tensile force to adjust the position and direction of components. The closed-loop force system refers to a force system formed by the reasonable arrangement of jacking devices and wire-pulling devices, which restricts and balances each other to ensure the overall stability of the structure during the adjustment process. The design of the closed-loop force system needs to consider the principle of force balance to ensure that the forces and moments in all directions reach a balanced state. The preset precision gradient means that the adjustment is carried out in stages in the order from rough to fine, usually divided into three stages: rough adjustment (precision ±10 mm), medium adjustment (precision ±5 mm), and fine adjustment (precision ±2 mm). The described progressive adjustment method can avoid the oscillation and instability caused by over-adjustment and improve the efficiency and precision of adjustment. During the implementation of fine-tuning, it is necessary to continuously monitor the change of the node position, and timely adjust the operation strategy to ensure that the adjustment process is controllable and accurate.

[0096] Subsequently, the cumulative deviation values of each node are input into the overall equilibrium method algorithm to generate an optimal adjustment plan. The overall equilibrium method is a structural adjustment algorithm that considers the global optimum. Its core idea is to evenly distribute the cumulative deviations of each node throughout the structure to avoid excessive deformation of local nodes. The basic process of the algorithm 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.

[0097] The iterative approximation method is a calculation method that continuously reduces the global error by adjusting the node positions multiple times. Its core is to define a global error function. The specific expression of the global error function is: ; where, represents the global error, represents the weight coefficient, represents the current deviation value, represents the target deviation value. By minimizing the value, the optimal node adjustment plan is solved. The iterative process usually adopts the gradient descent method. Each iteration adjusts the node positions in the direction of the error gradient until the global error is less than the preset threshold or the maximum number of iterations is reached. After the iteration is completed, a node adjustment instruction sequence is generated, which details the adjustment direction, order, and amplitude of each node, providing clear guidance for on-site implementation.

[0098] Finally, based on the optimal adjustment plan and the camber setting parameters, the precise adjustment of the framework is ultimately achieved. Camber refers to the deformation amount set in advance in the opposite direction of the expected deformation during the installation of the structure to compensate for the deformation generated by the self-weight and loads of the structure. The determination of the camber setting parameters needs to consider factors such as the structure type, span, and load conditions, and is usually calculated through structural analysis software. For typical steel roof beams, the camber value is usually 1 / 1000 to 1 / 500 of the span. During the adjustment process, it is necessary to consider both the currently measured displacement vector and the camber setting requirements to determine the final target position. The strategy of "center guidance and overall control" is adopted to adjust the relative positions of each component. First, the key control points of the structure are adjusted, and then the surrounding components are adjusted based on these points to ensure the coordination and accuracy of the overall structure. After the adjustment is completed, the framework is measured and verified again by a total station to confirm that the positions of each node meet the design requirements, forming a stable framework system. A stable framework system refers to a steel structure framework in which the position accuracy of each node meets the design requirements and the structure has sufficient stiffness and stability after precise adjustment. The described stable framework system provides an accurate geometric basis for the subsequent fixed connection and roof system installation.

[0099] In a specific embodiment of the installation of a steel structure stadium roof frame, the roof is a reticulated shell structure with a span of 80 meters and a height of 20 meters, consisting of 24 main columns and about 400 steel beams. After completing step S3 to form the basic frame structure, it enters the precise adjustment stage. First, 120 reflection targets are set on the frame, mainly distributed at the tops of the main columns, main nodes, and key positions of the reticulated shell. The Leica TS30 total station is used for multi-station measurement from 4 measurement stations. Each target is observed by at least 2 measurement stations, and the precise spatial coordinates of each target are obtained through least squares adjustment calculation. For example, for the column top target numbered A-C-001, the coordinates measured from measurement station 1 are (12503.215, 35621.783, 18755.621) mm, and the coordinates measured from measurement station 2 are (12503.227, 35621.795, 18755.638) mm. The final coordinates after adjustment calculation are (12503.221, 35621.789, 18755.630) mm, with an accuracy of ±2 mm. Subsequently, the spatial coordinates of all targets are imported into the computer to establish a structural deformation monitoring network. By comparing with the design coordinates, the displacement vector of each node is calculated. For example, the design coordinates of the A-C-001 target are (12500.000, 35620.000, 18760.000) mm, and the measured coordinates are (12503.221, 35621.789, 18755.630) mm, then the displacement vector is (3.221, 1.789, -4.370) mm, indicating that this 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 is performed on all displacement vectors, and the results show that the main deformation mode is the overall sinking in the Z direction, with an average value of about 5 mm; the second principal component is the offset in the east-west direction (X direction), with an average value of about 3 mm. Through cluster analysis, it is found that the sinking deformation in the southwest region is more obvious, with the maximum deviation reaching 8 mm.

[0100] Then, the adjustment moment distribution diagram is calculated based on the displacement vectors. First, the stiffness matrix of each node is determined through finite element analysis, and then the required adjustment moment is calculated according to the formula. For example, for node A-C-001, its stiffness coefficients in the three directions are Kx = 50 kN / mm, Ky = 45 kN / mm, and Kz = 60 kN / mm. Combining with the displacement vector (3.221, 1.789, -4.370) mm, the calculated adjustment moments to be applied are Mx = 161.05 kN·mm, My = 80.51 kN·mm, and Mz = -262.20 kN·mm. Through similar calculations, the adjustment moments of all nodes are determined to generate the adjustment moment distribution diagram. According to the analysis of the distribution diagram, 15 key nodes that need to be adjusted with emphasis are determined, mainly concentrated in the southwest region and the northeast region.

[0101] After determining the key nodes, precise fine-tuning is performed on 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 strand pull device to pull upward from the roof structure to adjust the Z-direction position. Through the cooperation of the jack and the pull 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.

[0102] 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 its 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 set to 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.

[0103] 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 ±5 mm accuracy standard required by the design, forming a stable frame system.

[0104] Through the system implementation of step S4, the original basic frame structure with certain deformation and deviation is precisely adjusted into a stable frame system that meets the design requirements. The precise adjustment method based on high-precision measurement and scientific data processing solves the complex deformation problems that are difficult to handle by relying on experience judgment in traditional steel structure installation, and greatly improves the installation accuracy and structural quality. Especially through the application of the overall balance method algorithm, the cumulative deviation can be evenly distributed throughout the structure, avoiding stress concentration and installation difficulties caused by local excessive deformation, and providing a reliable guarantee for subsequent fixed connection and use safety.

[0105] Among them, step S5 further includes: S51: Compile a tightening sequence list for the high-strength bolts in the stable frame system, and group and number the bolts according to the force path; S52: Use a hydraulic synchronous torque wrench to tighten the bolts in the order of the grouped 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 formulate a targeted welding process parameter card; S54: Perform preheating treatment on the welding part, control the difference between the preheating temperature and the ambient temperature within a specific range, and use the segmented welding method and the reverse deformation pre-setting technology to obtain the main structure.

[0106] Specifically, first, systematic management is carried out on the high-strength bolts in the stable frame system. Compiling a tightening sequence list is the scientific basis for high-strength bolt connection. The tightening sequence list is a structured working document that details information such as the position, specification, tightening sequence, and tightening parameters of each bolt. Grouping by force path is a bolt classification method based on the principles of structural mechanics, that is, according to the load transfer path and the force characteristics of the nodes, the bolts in the structure are divided into different functional groups. Common groupings include the main force group, the secondary force group, and the coordination connection group. The main force group refers to the bolts located on the main load transfer path, and their performance directly affects the overall safety of the structure; the secondary force group refers to the bolts that bear secondary loads; the coordination connection group mainly plays a role in component positioning and overall coordination. The numbering system usually adopts the form of "area-node-group-sequence number", such as "A-J01-M-01" indicating the first bolt in the main force group of the first node in area A. Grouping and numbering not only facilitate construction management, but more importantly, ensure the scientific nature of the tightening process, avoiding structural deformation and connection quality problems caused by improper tightening sequence.

[0107] In step S52, a hydraulic synchronous torque wrench is used to perform the bolt tightening operation in the order of the group numbers. The hydraulic synchronous torque wrench is a high-precision tightening tool that generates precise torque force through a hydraulic transmission system, can control the tightening process of multiple bolts simultaneously, and ensure uniform stress. Compared with traditional single torque wrenches, the hydraulic synchronous system can achieve multi-point synchronous tightening and reduce local stress concentration. The tightening sequence follows the basic principles of "from the middle to both ends", "from the rigid area to the flexible area", and "symmetric tightening" to ensure uniform and controllable structural deformation. For each node, the tightening is usually divided into three stages: initial tightening (torque value is 30% of the design value), re-tightening (torque value is 60% of the design value), and final tightening (reaching the torque value required by the design). During the tightening process, two types of key data need to be recorded: tightening torque data and rotation angle data. The tightening torque data reflects the magnitude of the bolt pre-tightening force and records the actual torque value of each bolt at each stage; the rotation angle data reflects the rotation of the bolt and records the rotation angle change from initial contact to final tightening. The recording and analysis of these two types of data are crucial for evaluating the connection quality.

[0108] For bolts of a given specification, by controlling the torque value, the magnitude of the pre-tightening force can be indirectly controlled to ensure the reliability of the connection. At the same time, the rotation angle data can be used to verify the tightening quality, usually represented by a torque-rotation angle curve. A normal curve should include a linear section and a non-linear section, reflecting the process of the bolt from the free state to full pre-tightening.

[0109] In step S53, ultrasonic thickness measurement technology is used to measure the material thickness of the welded part, laying a foundation for formulating a scientific welding process. Ultrasonic thickness measurement technology is a non-destructive testing method for accurately measuring the material thickness. Its principle is based on the constant propagation speed of ultrasonic waves in the material, and the material thickness is calculated by measuring the time from ultrasonic wave emission to reception. The ultrasonic thickness gauge generates ultrasonic pulses through piezoelectric crystals. The pulses propagate in the material, reflect back when encountering the back surface of the material, and are received by the same or another piezoelectric crystal.

[0110] In steel, the ultrasonic wave propagation speed is approximately 5.9 mm / µs. Ultrasonic thickness measurement can not only measure the conventional thickness but also detect abnormal conditions such as local corrosion and wear, providing accurate data for the formulation of welding processes. The welding process parameter card is a technical document that details the welding process parameters, including information such as the welding method, wire specifications, current and voltage parameters, welding speed, interpass temperature, etc. The formulation of the parameter card needs to be determined comprehensively according to factors such as material type, thickness, joint form, and welding position. For steel with different thicknesses, the welding current, voltage, and speed need to be adjusted accordingly. Generally speaking, the thicker the material, the larger the welding current and the slower the welding speed. For example, for an 8-mm thick low-carbon steel plate, when using MAG welding, the recommended current is 180 - 220 A, the voltage is 22 - 25 V, and the welding speed is 300 - 350 mm / min; while for a similar 16-mm thick steel plate, the recommended current may need to be increased to 260 - 300 A, the voltage increased to 26 - 29 V, and the welding speed decreased to 250 - 300 mm / min.

[0111] Step S54 ensures the welding quality and structural stability through preheating treatment and special welding techniques. Preheating treatment refers to the process of heating the welding part to a certain temperature before welding. The purpose is to slow down the cooling speed of the weld, reduce welding stress and hardening tendency, and reduce cracks and deformation. The temperature difference between the preheating temperature and the ambient temperature is controlled within a specific range, usually 100 - 150 °C, to ensure the stability and consistency of the preheating effect. If the preheating temperature is too low, the expected effect cannot be achieved; if it is too high, it may cause changes in material properties or increase energy consumption. The preheating temperature is monitored using a contact thermometer or an infrared thermometer to ensure that the temperature is uniform and meets the requirements. The segmented welding method is a technique for controlling welding deformation. The long weld is divided into several segments and welded in a specific order to avoid heat concentration in a local area, reducing deformation and stress. The determination of the welding sequence is based on the "thermal balance principle", that is, to make the welding heat evenly distributed in the structure. Common welding sequences include the "skip welding method", the "symmetrical welding method", and the "opposite direction welding method", etc. The pre-deformation preset technology means that before welding, according to the deformation trend generated by welding, an opposite deformation is pre-applied to the component in advance, so that the final shape after welding meets the design requirements. The calculation of the preset deformation amount is based on the welding deformation prediction model, considering factors such as material properties, joint form, welding parameters, and restraint conditions. The mathematical expression of the deformation prediction model is:

[0112] Among them, represents the welding deformation amount (mm), represents 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, represents the material thickness (mm), represents a function related to the weld length , the member width and the restraint angle The expected deformation amount is calculated through the above formula, and then the corresponding reverse pre-deformation is applied to the member to ensure that the dimensions of the member after welding meet the requirements.

[0113] For example, in the gabled frame connection node of a large steel structure factory building, this node is composed of an H-shaped steel column of HW 400×400×13×21 and an I-shaped steel beam of HN 600×200×11×17, which are connected by high-strength bolts and butt welds. First, 20 M24 high-strength bolts at the node are grouped and numbered. According to the structural analysis, it is identified that the main force transmission path is the moment transmission path from the upper flange of the beam to the column flange through the end plate. Therefore, 8 bolts located at the connection of the upper flange of the beam are divided into the main force group (M group), numbered M01 - M08; 4 bolts located at the connection of the lower flange of the beam are divided into the secondary force group (S group), numbered S01 - S04; 8 bolts located at the connection of the beam web are divided into the coordinated connection group (C group), numbered C01 - C08. The tightening sequence table clearly stipulates the tightening order: first complete the initial tightening, re-tightening, and final tightening of the M group, then perform the same operations on the S group, and finally process the bolts in the C group.

[0114] Subsequently, a hydraulic synchronous torque wrench is used for bolt tightening. The designed torque value of the M24 10.9 - grade high-strength bolt 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 bolts in the M group, a 4-point synchronous tightening method is adopted, that is, the bolts at four symmetric positions of M01, M03, M06, and M08 are tightened simultaneously, and then the bolts of M02, M04, M05, and M07 are tightened simultaneously. During the tightening process, the torque and rotation angle data of each bolt are recorded. For example, the data of bolt M01 are: torque 180 N·m and rotation angle 120° during initial tightening; torque 360 N·m and rotation angle 75° during re-tightening; torque 600 N·m and rotation angle 45° during final tightening. By analyzing these data, the bolt connection quality can be judged. For example, if the rotation angle in the final tightening stage is too large (exceeding 60°) or too small (less than 30°), it may indicate abnormal bolt pre-tightening force and needs to be checked and adjusted.

[0115] Secondly, use an ultrasonic thickness gauge to measure the thickness of the welded parts. For the butt welds of beams and columns, select multiple measuring points on the flanges and webs for measurement. For example, select 5 measuring points 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, meeting the requirement of the design thickness of 17mm; select 5 measuring points 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, meeting the requirement of the design thickness of 21mm. Based on these measurement data, combined with the material type (Q355B) and welding position (flat welding), formulate a welding process parameter card. For the butt welding of the upper flange of the beam (17mm thick) and the column flange (21mm thick), use automatic submerged arc welding, select H08MnA welding wire with a diameter of 4mm and SJ101 welding flux, 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 root face is 2mm; for the fillet weld of the beam web (11mm thick) and the column flange (21mm thick), use CO2 semi-automatic welding, select ER50-6 welding wire with a diameter of 1.2mm, the welding current is 220 - 240A, the arc voltage is 24 - 26V, the welding speed is 25 - 30cm / min, and the leg size is 8mm.

[0116] Next, perform preheating treatment on the welded parts. Considering the performance characteristics and thickness factors of the material Q355B, set the preheating temperature to 120°C, and the ambient temperature on the same day is 15°C. Therefore, the difference between the preheating temperature and the ambient temperature is 105°C, within the specified range of 100 - 150°C. Use a resistive preheating blanket to uniformly heat the welding area, and monitor the temperature through a K-type thermocouple to ensure that the temperature of the entire welding area is uniform. For the butt weld of the upper flange of the beam and the column flange (with a length of about 400mm), use the segmented welding method, divide the weld into 4 segments, each segment is about 100mm, and weld in the order of 1 - 3 - 4 - 2 to avoid heat concentration. According to the deformation prediction model calculation, this butt weld will produce about 3mm of vertical deformation after welding. Therefore, apply 3mm of reverse pre-deformation before welding so that the final position after welding meets the design requirements. After welding, control the cooling rate according to the cooling curve to avoid structure hardening and embrittlement caused by rapid cooling. Through this series of scientific welding process measures, the quality of the weld and the dimensional accuracy of the structure are ensured, forming a main structure with high strength and stability.

[0117] Through the system 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 control of 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 the tightening sequence list, the application of hydraulic synchronous torque wrenches, the use of ultrasonic thickness measurement technology, and the implementation of segmented welding method and pre-deformation preset technology, precise control and quality assurance of the connection process are achieved, providing a solid foundation for the safe use of the steel structure frame. The method is particularly applicable to large and complex steel structure projects, which can significantly improve the installation quality and structural performance, reduce quality hazards, and extend the service life.

[0118] As Figure 2 shown, the present invention also provides a segmented positioning and installation system for a steel structure frame, including: A measurement module, used to perform three-dimensional coordinate measurement on the embedded bolts of the column foundation through a total station, 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; An inspection module, used to perform ultrasonic flaw detection and pre-tension recheck on the steel structure components to be installed according to the deviation value record table, perform ground pre-assembly on the steel structure components to be installed to obtain a single-section steel frame model, and form a component number marking system and an assembly sequence diagram after the connection hole elongation optimization process; A positioning module, used to divide the steel structure into multiple independent installation units according to the symmetric installation principle based on the basic measurement data and the assembly sequence diagram, and realize the preliminary positioning of the segmented frame through the temporary steel cable fixing technology and the high-strength bolt non-complete tightening method to obtain a basic frame structure with adjustment space; An operation module, used to perform secondary three-dimensional coordinate measurement on the basic frame structure through a total station, perform fine-tuning operations through a jacking device and a wire-pulling device, disperse the cumulative deviation through the overall balance method, and obtain an adjusted stable frame system in combination with the pre-camber setting technology; A construction module, used to perform final tightening on the high-strength bolts based on the stable frame system, and perform welding construction on the connection parts in combination with professional welding technology to obtain the main structure; An installation module, used to install the roof system in a batch centralized hoisting manner by using the main structure to obtain a steel structure frame system.

[0119] The device embodiments described above are merely illustrative. The units described as separate components may or may not be physically separated, and the components shown as units may or may not be physical units, that is, they may be located in one place or distributed to multiple network units. Some or all of the modules can be selected according to actual needs to achieve the purpose of the solution of this embodiment. Those of ordinary skill in the art can understand and implement it without creative work.

[0120] Through the description of the above embodiments, those skilled in the art can clearly understand that each embodiment can be implemented by means of software plus a necessary general hardware platform, and of course, it can also be implemented by hardware. Based on this understanding, the essence of the above technical solution, or the part 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, magnetic disk, optical disk, etc., and includes several instructions for causing a computer device (which can be a personal computer, a server, or a network device, etc.) to execute the methods described in each embodiment or some parts of the embodiments.

[0121] Through the deep integration of software algorithms and hardware implementation, the present invention effectively solves the technical problems such as relying on manual experience, difficult precision control, and large cumulative errors in traditional steel structure installation. It is particularly suitable for steel structure projects with large spans and high precision requirements, such as large industrial factories, stadiums, exhibition centers, etc., and has significant technological innovation and practical value.

[0122] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention and are not intended to limit them. Although the present invention has been described in detail with reference to the foregoing embodiments, those of ordinary skill in the art should understand that they can still modify the technical solutions described in the foregoing embodiments or perform equivalent replacements for some of the technical features. These modifications or replacements do not cause the essence of the corresponding technical solutions to deviate from the spirit and scope of the technical solutions of each embodiment of the present invention.

Claims

1. A method for segmental positioning and installation of a steel structure frame, characterized in that, Including: S1: Use a total station to conduct three-dimensional coordinate measurement on 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 form, and establish a field control network and a steel column axis projection point marking system based on the deviation value record form; S2: According to the deviation value record form, perform ultrasonic flaw detection and pre-tension recheck on the steel structure components to be installed. Conduct ground pre-assembly on the steel structure components to be installed to obtain a single-section steel frame model. After the connection hole elongation optimization treatment, form a component number marking system and an assembly sequence diagram; S3: According to the basic measurement data and the assembly sequence diagram, divide the steel structure into multiple independent installation units according to the symmetrical installation principle. Use the temporary steel cable fixing technology and the high-strength bolt non-complete tightening method to achieve the preliminary positioning of the segmented frame, and obtain a basic frame structure with adjustment space; S4: Use a total station to conduct secondary three-dimensional coordinate measurement on the basic frame structure. Perform fine-tuning operations through a jacking device and a guy wire device. Disperse the cumulative deviation through the overall balance method, and combine with the pre-camber setting technology to obtain an adjusted stable frame system; S5: Based on the stable frame system, perform final tightening treatment on the high-strength bolts, and perform welding construction on the connection parts in combination with professional welding technology to obtain the main structure; S6: Utilize the main structure to install the roof system by means of batch centralized hoisting to obtain a steel structure frame system.

2. The method for segmented positioning and installation of a steel structure frame according to claim 1, wherein Step S1 further includes: S11: Divide the distribution of the embedded bolt positions into several measurement units according to the grid principle, and collect the spatial coordinate data of each embedded bolt through the prism reflection method; S12: According to the collected spatial coordinate data, use the least squares method to calculate the error vector between the theoretical position and the actual position of each embedded bolt; S13: Generate a deviation value record form and a deviation gradient diagram based on the error vector, and divide the deviation values into a three-level marking system according to the severity; S14: According to the three-level marking system, establish an orthogonal reference network on the foundation surface, and establish a field rectangular coordinate system with the point with the smallest deviation as the origin; S15: Based on the field rectangular coordinate system, use the laser projection technology to mark the steel column axis projection points on the foundation surface to form a steel column axis projection point marking system.

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

4. A method for segmental positioning and installation of a steel structure frame according to claim 1, characterized in that, Step S2 further includes: S21: According to the data characteristics in the deviation value record form, establish a detection priority classification table, and classify and mark the steel structure components according to the stress level; S22: Use the double-crystal probe ultrasonic technology to scan within the range of 2 times the thickness of the base material center line + 30 mm to collect the acoustic attenuation data; S23: Import the acoustic attenuation data into the defect recognition matrix, and identify the type and location of internal defects in the material through waveform analysis; S24: Apply a standard torque to the high-strength bolt assembly, measure the axial elongation, and verify the actual pre-tension value through the elastic deformation curve; S25: Select key node components in the ground leveling area, perform spatial positioning and assembly, and scan the morphological features of the connection surfaces. S26: Based on the morphological features of the connection surfaces, use digital adjustment technology to perform extended shape correction on the connection holes, and generate a component number marking system and an assembly sequence diagram.

5. A method for segmental positioning and installation of a steel structure frame according to claim 1, characterized in that, Step S3 further includes: S31: Calculate the structural centroid point according to the basic measurement data and the assembly sequence diagram, and divide the overall steel structure into a central area and two side areas. S32: Through the structural stiffness analysis method, divide each area into multiple independent installation units according to the node connection type and the stress state. S33: For each independent installation unit, formulate a time-sequence installation strategy table to determine the critical path and constraint conditions. S34: Using the dynamic balance principle, design a symmetric hoisting path, and arrange the temporary cable fixing points on the neutral axis of the component force. S35: Use the gradient relaxation method 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.

6. A method for segmental positioning and installation of a steel structure frame according to claim 5, characterized in that, The dynamic balance principle in step S34 specifically includes: Center of gravity position balance, which is maintained through mass distribution analysis. Optimal lifting point position. Uniform stress distribution balance, which is maintained by calculating the tension value of the temporary cable and the fixing point layout through the stress balance equation.

7. A method for segmental positioning and installation of a steel structure frame according to claim 1, characterized in that Step S4 further includes: S41: Set reflection targets on the basic frame structure, and collect the spatial position data of the frame nodes through the multi-station method. S42: Use the spatial position data to establish a structural deformation monitoring network, and analyze the displacement vectors and deformation trends of each node. S43: According to the displacement vectors, calculate the adjustment moment distribution diagram to determine the key nodes to be adjusted and the adjustment amount. S44: For the key nodes, apply a jacking device and a cable-pulling device to construct a closed-loop force system, and perform fine adjustment according to the preset accuracy gradient. S45: Input the cumulative deviation values of each node into the overall equilibrium method algorithm, and generate an optimal adjustment plan through iterative calculation. S46: Based on the optimal adjustment plan and the pre-camber setting parameters, adjust the relative positions of each component to obtain an adjusted stable frame system.

8. A method for segmental positioning and installation of a steel structure frame according to claim 7, characterized in that, Step S45 further includes: S451: Establish a node displacement vector matrix, and input the cumulative deviation values of each node into the matrix. S452: Calculate the deviation dispersion coefficient through the principle of minimum energy, and make the deviation evenly distributed among the components based on the deviation dispersion coefficient. S453: Use the iterative approximation method to gradually adjust the positions of each node until the global error minimization target is achieved, and generate a node adjustment instruction sequence.

9. A method for segmental positioning and installation of a steel structure frame according to claim 1, characterized in that, Step S5 further includes: S51: Compile a tightening sequence list for the high-strength bolts in the stable frame system, and group and number the bolts according to the force path. S52: Use a hydraulic synchronous torque wrench to tighten the bolts in the order of the 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 formulate a targeted welding process parameter card. S54: Preheat the welding area, control the temperature difference between the preheating temperature and the ambient temperature within a specific range, and adopt the segmented welding method and the reverse deformation preset technology to obtain the main structure.

10. A segmented positioning and installation system for a steel structure frame, which is used to execute a segmented positioning and installation method for a steel structure frame according to any one of claims 1 to 9, characterized in that, Including: A measurement module, which is used to measure the three-dimensional coordinates of the embedded bolts of the column foundation through a total station to obtain basic measurement data, compare and analyze the basic measurement data to obtain a deviation value record form, and establish a field control network and a steel column axis projection point marking system based on the deviation value record form; An inspection module, which is used to perform ultrasonic flaw detection and pre-tension recheck on the steel structure components to be installed according to the deviation value record form, perform ground pre-assembly on the steel structure components to be installed to obtain a single-section steel frame model, and form a component number marking system and an assembly sequence diagram after the connection hole elongation optimization treatment; A positioning module, which is used to divide the steel structure into multiple independent installation units according to the basic measurement data and the assembly sequence diagram according to the symmetric installation principle, and realize the preliminary positioning of the segmented frame through the temporary steel cable fixing technology and the non-fully tightened method of high-strength bolts to obtain a basic frame structure with adjustment space; An operation module, which is used to perform secondary three-dimensional coordinate measurement on the basic frame structure through a total station, perform fine-tuning operations through a jacking device and a wire-pulling device, disperse the cumulative deviation through the overall balance method, and obtain an adjusted stable frame system in combination with the pre-camber setting technology; A construction module, which is used to perform final tightening on the high-strength bolts based on the stable frame system, and perform welding construction on the connection parts in combination with professional welding technology to obtain the main structure; An installation module, which is used to utilize the main structure to install the roof system by means of batch centralized hoisting to obtain a steel structure frame system.

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