Steel structure lifting integrated dynamic stability analysis method

Abstract

The invention relates to a steel structure lifting integration dynamic stability analysis method, which belongs to the technical field of steel structure analysis methods, and comprises the following operation steps: 1, establishing a multi-correlation structure integration model; and 2, carrying out dynamic lifting collaborative correction. And 3, carrying out accumulative lifting dynamic continuous overall stability analysis. And fourthly, dynamic continuous overall stability analysis is adopted till the accumulated lifting subareas are combined into an overall steel structure, and the overall steel structure is lifted and installed in place. The problems that existing steel structure lifting analysis is discontinuous, dynamic state continuous stable buckling of a supporting structure is not considered, and structural analysis design safety is not high are solved. The problems that when an existing supporting structure is independently calculated and analyzed, the supporting structure is restrained, the calculation length coefficient is not considered sufficiently, the overall stability safety coefficient is not considered sufficiently, a structure associated with the supporting structure is not used as an important influence factor influencing the calculation and analysis of the supporting structure, and the structural design precision is not high are solved.

Description

Technical Field

[0001] The present invention relates to the technical field of steel structure analysis methods, and in particular to a steel structure lifting integrated dynamic stability analysis method. Background Art

[0002] Steel structure lifting is a construction method widely used in the construction industry. It uses lifting equipment to lift prefabricated steel structures from the ground or lower positions to a predetermined height, and accurately positions and installs them. It is an important technical means in the field of modern steel structure construction. In the numerical simulation of steel structure lifting construction, the model processing and association of the lifted structure, cables, and supporting structures, and the dynamic and continuous simulation of the lifting process are the key to ensuring the accuracy and safety of the simulated steel structure lifting construction.

[0003] The Chinese patent "Dynamic Assessment Method for Safety of Steel Structure Lifting Based on Multi-source Monitoring Data", application number CN202410826447.8, discloses step 1: determine the probability distribution model of uncertainty factors during steel structure lifting construction; step 2: determine the specific safety criteria and warning function of the construction; step 3: establish a finite element model, conduct sensitivity analysis, and determine the main control items and auxiliary control items; step 4: the main control items and their warning function values ​​are used as the data set for model training; step 5: the data set is split into training set, verification set and test set; step 6: model training to obtain the evaluation model; step 7: according to the main control items and auxiliary control items, corresponding sensors are set on the steel structure; step 8: when the warning function value reaches the warning threshold, the emergency plan is executed, otherwise the warning function value is continuously observed and its real-time changes are recorded.

[0004] The existing steel structure lifting analysis, when lifting as a whole, mainly conducts separate static analysis on the stages of non-lifting, pre-lifting, formal lifting, installation, etc., to simulate the lifting process. In the structural analysis, a separate structural calculation method is used, such as support structure calculation, which simplifies the support structure into the support of the lifted structure, and calculates the support reaction force of the lifted structure. The support structure is separated, and the support reaction force is applied to the support structure for analysis and calculation. Summary of the invention

[0005] The present invention mainly solves the deficiencies existing in the prior art and provides an integrated dynamic stability analysis method for steel structure lifting. It proposes a dynamic continuous stability analysis method for steel structure lifting, analyzes the entire steel structure lifting process, and makes the analysis and design of the steel structure lifting support structure safer. Utilizing a multi-association structural integrated model, the cumulative lifting of the lifted steel structure, cables and supporting structure is adjusted in real time, making the analysis and design of the steel structure lifting support structure more accurate. This solves the problems that the existing steel structure lifting analysis is discontinuous, the dynamic continuous stability buckling of the supporting structure is not considered, and the structural analysis and design is not safe. This solves the problems that when the existing supporting structure is independently calculated and analyzed, the constraints of the supporting structure itself and the calculation length coefficient are not considered enough, the overall stability safety factor is not considered enough, the structure associated with the supporting structure is not taken as an important influencing factor affecting the calculation and analysis of the supporting structure, and the structural design accuracy is not high.

[0006] The above technical problems of the present invention are mainly solved by the following technical solutions: A steel structure lifting integrated dynamic stability analysis method includes the following steps: Step 1: Establish a multi-association structural integrated model; the steel structure is equivalent to a shell unit, the shell unit is hinged to the top of the supporting structure through the lifting cable, and the back-pull cable is hinged to the top of the supporting structure and the ground; the lifted steel structure, cables and supporting structure are integrated and collaboratively modeled.

[0007] The second step: perform dynamic lifting coordinated correction, which involves coordinated correction of cable prestressing, dynamic adjustment of calculated length coefficient of supporting structure and deformation adjustment of multi-associated structures.

[0008] Step 3: Conduct cumulative improvement dynamic continuous overall stability analysis.

[0009] First, buckling analysis and defect imposition are performed, and then the traversal algorithm is used to obtain the maximum horizontal displacement of the supporting structure, the cross-sectional stress ratio of the rod, and the overall stability safety factor. Then, dynamic continuous lifting analysis of the supporting structure is performed.

[0010] Step 4: Design the support structure using dynamic continuous overall stability analysis until all cumulative lifting partitions are merged into an overall steel structure and the overall steel structure is lifted and installed in place. Based on the obtained dynamic calculation length coefficient and Euler critical force design parameters, the support structure is designed using the full stress intelligent algorithm, and static analysis and dynamic continuous overall stability analysis are performed to determine the final support structure design solution.

[0011] As a preferred method, the prestress of the cable is coordinated and corrected during the lifting process of the steel structure. The vertical deformation of the steel structure will cause lateral deformation, so that the lifting cable will have an angle θ with the vertical direction, thereby generating horizontal force, causing the supporting structure to become unstable. The temperature difference method is used to dynamically adjust the prestress of the back-pull cable to resist the horizontal force, as shown in Formula 1. The stress of the back-pull cable is determined by the change of the lifting cable tension and angle. Dynamically adjust the prestress of the back-pull cable. The lifting cable tension is F1, the angle between F1 and the vertical direction is θ, and the prestress of the back-pull cable is , is the angle between the back-pull cable and the horizontal direction, A is the cross-sectional area of ​​the back-pull cable, and E is the elastic modulus of the back-pull cable.

[0012] Formula 1.

[0013] As a preferred method, the calculated length coefficient of the supporting structure is adjusted dynamically. During the lifting process of the lifted steel structure, the calculated length coefficient of the supporting structure changes dynamically. Through the traversal algorithm, the length coefficient is dynamically adjusted in real time according to the dynamic continuous buckling analysis, and the calculation accuracy of the supporting structure is adjusted in time; when the deformation of the multi-associated structure is adjusted, according to the change in the lifting height, the relationship between the change in the lifting height of the lifted steel structure and the shortening of the lifting cable is adjusted in real time through the intelligent algorithm, and according to the horizontal deformation of the supporting structure, the back tension prestress is intelligently applied to adjust the horizontal deformation of the supporting structure.

[0014] Preferably, the buckling analysis and defect application adopts a modal analysis of the ground state of the steel structure of the i-th cumulative lifting partition to obtain the first-order modal shape of the supporting structure; extracts the modal analysis results, saves the modal shape, and applies the extracted first-order modal shape as the initial defect to the supporting structure to obtain the corrected mode; and performs dual nonlinear analysis of geometric nonlinearity and material nonlinearity.

[0015] As a preference, automatically calculate and determine whether the following conditions are met: maximum horizontal displacement ≤ 1 / 50, stress ratio ≤ design value, and overall stability safety factor of the tall structure ≥ 2; when at least one of the conditions is not met, the stress ratio is greater than the design value, and the overall stability safety factor of the tall structure is less than 2, the full stress algorithm dynamically adjusts the supporting structure model and returns to the buckling analysis and defect application steps; if the maximum horizontal displacement is greater than 1 / 50, return to perform dynamic lifting coordinated correction and adjust the prestress of the back-stayed cable.

[0016] As a preference, when all calculation and judgment conditions are met, a dynamic continuous lifting analysis of the supporting structure is performed; the steel structure of the i-th cumulative lifting partition dynamically and continuously enters the pre-lifting and formal lifting stages in sequence, and returns to perform dynamic lifting coordinated correction, correct the prestress of the back-tension cable, and then re-performs a dynamic continuous overall stability analysis until the i-th cumulative lifting partition is lifted to the specified height.

[0017] As a preference, the steel structure of the i+1th cumulative lifting partition enters dynamic lifting collaborative correction, corrects the prestress of the back-stayed cables, and then re-performs the overall stability analysis of the dynamic continuous lifting of the supporting structure until it is docked with the steel structure of the i-th cumulative lifting partition.

[0018] As a preferred method, the output support structure dynamically and continuously improves the buckling mode Euler critical force P of the whole process cr (t), use Formula 2 to output the length coefficient of the entire support structure calculation process.

[0019] Formula 2.

[0020] According to the dynamic calculation length coefficient μ and the Euler critical force Pcr, the support structure is designed using the full stress intelligent algorithm, and static analysis and dynamic continuous overall stability analysis are carried out to determine the final support structure design scheme.

[0021] The present invention can achieve the following effects: The present invention provides an integrated dynamic stability analysis method for steel structure lifting. Compared with the prior art, the present invention solves the problems that the existing numerical simulation analysis of steel structure lifting is discontinuous, the dynamic continuous stability buckling of the supporting structure is not considered, and the structural analysis design is not safe. The present invention solves the problems that when the existing supporting structure is independently calculated and analyzed, the constraints of the supporting structure itself and the calculation length coefficient are not considered enough, the overall stability safety factor is not considered enough, the structure associated with the supporting structure is not taken as an important influencing factor affecting the calculation and analysis of the supporting structure, and the structural design accuracy is not high.

[0022] Advantages of the integrated dynamic stability analysis method for steel structure lifting: 1. The dynamic continuous stability analysis method is used to simulate the entire process of steel structure lifting. The stress characteristics of the tall structure are combined, and the overall stability safety factor of the tall structure is considered, making the simulation results of steel structure lifting safer.

[0023] 2. An analysis method combining overall calculation and dynamic continuous calculation is adopted, and the supporting structure is placed in the overall model analysis. Not only the influence of the structure associated with the supporting structure is considered, but also the dynamic continuous analysis of the steel structure lifting process is considered, making the support structure analysis and calculation more accurate. BRIEF DESCRIPTION OF THE DRAWINGS

[0024] Figure 1 It is a flow chart of the present invention.

[0025] Figure 2 It is a dynamic continuous overall stability analysis process of steel structure cumulative improvement of the present invention. DETAILED DESCRIPTION

[0026] The technical solution of the invention is further specifically described below through embodiments and in conjunction with the accompanying drawings.

[0027] Example 1: Figure 1 As shown, a steel structure lifting integrated dynamic stability analysis method includes the following steps: Step 1: Establish a multi-association structural integrated model; the steel structure is equivalent to a shell unit, the shell unit is hinged to the top of the supporting structure through the lifting cable, and the back-pull cable is hinged to the top of the supporting structure and the ground; the lifted steel structure, cables and supporting structure are integrated and collaboratively modeled.

[0028] The second step: perform dynamic lifting coordinated correction, which involves coordinated correction of cable prestressing, dynamic adjustment of calculated length coefficient of supporting structure and deformation adjustment of multi-associated structures.

[0029] The steel structure lifting process coordinates the cable prestressing correction. The vertical deformation of the steel structure will cause lateral deformation, which will cause the lifting cable to have an angle θ with the vertical direction, thereby generating horizontal force and causing the supporting structure to become unstable. The temperature difference method is used to dynamically adjust the back-pull cable prestressing to resist the horizontal force, as shown in Formula 1. The back-pull cable stress is determined by the change of the lifting cable tension and angle. Dynamically adjust the prestress of the back-pull cable. The lifting cable tension is F1, the angle between F1 and the vertical direction is θ, and the prestress of the back-pull cable is , is the angle between the back-pull cable and the horizontal direction, A is the cross-sectional area of ​​the back-pull cable, and E is the elastic modulus of the back-pull cable.

[0030] Formula 1.

[0031] The calculated length coefficient of the supporting structure is adjusted dynamically. During the lifting process of the lifted steel structure, the calculated length coefficient of the supporting structure changes dynamically. Through the traversal algorithm, the length coefficient is dynamically adjusted in real time according to the dynamic continuous buckling analysis, and the calculation accuracy of the supporting structure is adjusted in time. When the deformation of the multi-associated structure is adjusted, according to the change in the lifting height, the intelligent algorithm is used to adjust the relationship between the change in the lifting height of the lifted steel structure and the shortening of the lifting cable in real time. According to the horizontal deformation of the supporting structure, the back-tension prestress is intelligently applied to adjust the horizontal deformation of the supporting structure.

[0032] Step 3: Conduct cumulative improvement dynamic continuous overall stability analysis.

[0033] First, buckling analysis and defect application are carried out. The buckling analysis and defect application adopt modal analysis of the ground state of the steel structure of the i-th cumulative lifting partition to obtain the first-order modal shape of the supporting structure; the modal analysis results are extracted, the modal shape is saved, and the extracted first-order modal shape is applied to the supporting structure as the initial defect to obtain the corrected mode; dual nonlinear analysis of geometric nonlinearity and material nonlinearity is carried out.

[0034] The algorithm is then traversed to obtain the maximum horizontal displacement of the supporting structure, the cross-sectional stress ratio of the rod, and the overall stability safety factor, and then a dynamic continuous lifting analysis of the supporting structure is performed.

[0035] Automatically calculate and determine whether the following conditions are met: maximum horizontal displacement ≤ 1 / 50, stress ratio ≤ design value, and overall stability safety factor of the tall structure ≥ 2; when at least one of the conditions is not met, the stress ratio is greater than the design value, and the overall stability safety factor of the tall structure is less than 2, the full stress algorithm dynamically adjusts the supporting structure model and returns to the buckling analysis and defect application steps; if the maximum horizontal displacement is greater than 1 / 50, return to perform dynamic lifting collaborative correction and adjust the prestress of the back-stayed cable.

[0036] When all the calculation and judgment conditions are met, a dynamic continuous lifting analysis of the supporting structure is performed; the steel structure of the i-th cumulative lifting partition dynamically and continuously enters the pre-lifting and formal lifting stages in sequence, and returns to perform dynamic lifting coordinated correction, correct the prestress of the back-stay cable, and then re-perform dynamic continuous overall stability analysis until the i-th cumulative lifting partition is lifted to the specified height.

[0037] The steel structure of the i+1th cumulative lifting partition enters dynamic lifting collaborative correction, corrects the prestressing of the back-stay cables, and then re-performs the overall stability analysis of the dynamic continuous lifting of the supporting structure until it is docked with the steel structure of the i-th cumulative lifting partition.

[0038] Step 4: Design the support structure using dynamic continuous overall stability analysis until all cumulative lifting partitions are merged into an overall steel structure and the overall steel structure is lifted and installed in place. Based on the obtained dynamic calculation length coefficient and Euler critical force design parameters, the support structure is designed using the full stress intelligent algorithm, and static analysis and dynamic continuous overall stability analysis are performed to determine the final support structure design solution.

[0039] Output the Euler critical force P of the buckling mode of the supporting structure during the whole process of dynamic continuous lifting cr (t), and use Formula 2 to output the length coefficient of the entire support structure calculation process.

[0040] Formula 2.

[0041] According to the dynamic calculation length coefficient μ and the Euler critical force Pcr, the support structure is designed using the full stress intelligent algorithm, and static analysis and dynamic continuous overall stability analysis are carried out to determine the final support structure design scheme.

[0042] Example 2: Figure 1 and Figure 2 As shown, a steel structure lifting integrated dynamic stability analysis method includes the following steps: Step 1: Establish a multi-association structural integrated model; the steel structure is equivalent to a shell unit, the shell unit is hinged to the top of the supporting structure through the lifting cable, and the back-pull cable is hinged to the top of the supporting structure and the ground; the lifted steel structure, cables and supporting structure are integrated and collaboratively modeled.

[0043] The second step: perform dynamic lifting coordinated correction, which involves coordinated correction of cable prestressing, dynamic adjustment of calculated length coefficient of supporting structure and deformation adjustment of multi-associated structures.

[0044] (1) The prestress of the cable is coordinated and corrected during the lifting process of the steel structure. The vertical deformation of the steel structure will cause lateral deformation, causing the lifting cable to have an angle θ with the vertical direction, which in turn generates horizontal force, causing the supporting structure to become unstable. The temperature difference method is used to dynamically adjust the prestress of the back-pull cable to resist the horizontal force, as shown in Formula 1. The stress of the back-pull cable is determined by the change of the lifting cable tension and the angle. The temperature difference method is used to dynamically adjust the prestress of the back-pull cable to resist the horizontal force. Dynamically adjust the prestress of the back-pull cable. The lifting cable tension is F1, the angle between F1 and the vertical direction is θ, and the prestress of the back-pull cable is , is the angle between the back-pull cable and the horizontal direction, A is the cross-sectional area of ​​the back-pull cable, and E0 is the elastic modulus of the back-pull cable.

[0045] Formula 1; (2) Dynamic adjustment of the calculated length coefficient of the supporting structure. During the lifting process of the lifted steel structure, the calculated length coefficient of the supporting structure changes dynamically. Through the traversal algorithm, the length coefficient is dynamically adjusted in real time according to the dynamic continuous buckling analysis, and the calculation accuracy of the supporting structure is adjusted in time; the calculated length coefficient μ is calculated as shown in Formula 2. EI is the stiffness, P cr is the Euler critical force, L is the height of the support frame Formula 2; (3) Coordinated deformation of multiple associated structures 1) Correct the stiffness of the back-pull cable during the lifting process, such as Formula 3; E0 is the elastic modulus of the cable at room temperature, T is the temperature, E(T) is the elastic modulus after temperature correction, F2 is the real-time tension of the cable, L is the length of the back-pull cable, ω is the weight per unit length of the cable, A is the cross-sectional area of ​​the cable, and E eq To consider the back-tension cable stiffness correction of geometric nonlinearity, K is the stiffness of the back-tension cable.

[0046] 2) Adjust the cable force and cable length during the lifting process, as shown in Formula 4. H is the lifting height of the steel structure, L1 is the real-time cable length of the lifting cable, and W is the weight of the steel structure.

[0047] Formula 4; 3) Correction of coordinated deformation of associated structures. With the support structure column top displacement △x=0 equilibrium condition, through finite element analysis, the angle between the lifting cable tension F1 and the vertical direction is read in real time, and the prestress is applied to the back-pull cable according to formula 1. The stiffness of the back-pull cable is corrected in real time through formula 3, and the length of the lifting cable is adjusted in real time through formula 4.

[0048] Step 3: Cumulative improvement of dynamic continuous overall stability numerical analysis.

[0049] First, buckling analysis and defect application are performed. Buckling analysis and defect application. Perform modal analysis on the ground state of the steel structure of the i-th cumulative lifting partition to obtain the first-order modal shape of the supporting structure. Extract the modal analysis results and save the modal shape. Apply the extracted first-order modal shape as the initial defect to the supporting structure to obtain the corrected mode. Perform dual nonlinear analysis of geometric nonlinearity and material nonlinearity.

[0050] The traversal algorithm obtains the maximum horizontal displacement of the supporting structure, the cross-section stress ratio of the rod, and the overall stability safety factor. Automatically calculate and judge whether the following conditions are met: the maximum horizontal displacement ≤ 1 / 50, the stress ratio ≤ the design value, and the overall stability safety factor of the towering structure ≥ 2. If the stress ratio is greater than the design value, the overall stability safety factor of the towering structure is less than 2, and the full stress algorithm dynamically adjusts the supporting structure model, then the buckling analysis and defect application are re-performed. If the maximum horizontal displacement is greater than 1 / 50, dynamic lifting and coordinated correction is performed through equations 1, 2, 3, and 4.

[0051] When all the calculation and judgment conditions are met, dynamic continuous lifting analysis of the supporting structure is carried out.

[0052] The steel structure of the i-th cumulative lifting partition enters the pre-lifting and formal lifting stages dynamically and continuously in sequence, and uses Formula 1, Formula 2, Formula 3, and Formula 4 to perform dynamic lifting coordinated correction and perform dynamic continuous overall stability analysis until the i-th cumulative lifting steel structure partition is lifted to the specified height.

[0053] When the i-th cumulative lifting steel structure partition is lifted into place, the i+1-th cumulative lifting partition steel structure is dynamically lifted and coordinated, and then the overall stability analysis of the supporting structure is re-performed for dynamic continuous lifting until it is docked with the i-th cumulative lifting partition steel structure, and all cumulative lifting partitions are merged into an overall steel structure.

[0054] Step 4: Design the support structure. Output the Euler critical force P of the buckling mode of the support structure during the whole process of dynamic continuous lifting. cr (t), and obtain the calculation length coefficient μ(t) of the whole process of the supporting structure.

[0055] Formula 5; The length coefficient μ(t) of the whole process is calculated by using the equivalent spring method, and the constraint release is performed through the spring unit to simulate the change process of μ(t). The spring stiffness K1 is determined by Eq. 6.

[0056] Formula 6; The supporting structure is taken out separately, and the change process of μ(t) is simulated with spring units. The full stress intelligent algorithm is used to design the supporting structure with the maximum stress ratio of 0.8 in the entire lifting process as the goal. Static analysis and dynamic continuous overall stability analysis are carried out to determine the final supporting structure design scheme.

[0057] In summary, the integrated dynamic stability analysis method for steel structure lifting proposes a dynamic continuous stability analysis method for steel structure lifting, analyzes the entire process of steel structure lifting, and makes the analysis and design of steel structure lifting support structures safer. By using the multi-association structural integrated model, the cumulative lifting of the lifted steel structure, cables and supporting structures is adjusted in real time, making the analysis and design of the steel structure lifting support structure more accurate. It solves the problem that the existing steel structure lifting analysis is discontinuous and does not consider the dynamic continuous stability buckling of the supporting structure, and the structural analysis and design is not safe. It solves the problem that when the existing supporting structure is independently calculated and analyzed, there are insufficient considerations of the supporting structure's own constraints and calculation length coefficient, the overall stability safety factor is insufficiently considered, and the structure associated with the supporting structure is not taken as an important influencing factor affecting the calculation and analysis of the supporting structure, resulting in low structural design accuracy.

[0058] The above description is only a specific embodiment of the present invention, but the structural features of the present invention are not limited thereto. Any changes or modifications made by any technician in the field of the present invention are included in the patent scope of the present invention.

Claims

1. A steel structure lifting integrated dynamic stability analysis method, characterized in that The steps are as follows: Step 1: Establish a multi-association structural integrated model; the steel structure is equivalent to a shell unit, the shell unit is hingedly connected to the top of the supporting structure through the lifting cable, and the back-pull cable is hingedly connected to the top of the supporting structure and the ground; the lifted steel structure, cables and supporting structure are integrated and collaboratively modeled; Step 2: Perform dynamic lifting collaborative correction, which involves collaborative correction of cable prestressing, dynamic adjustment of support structure calculation length coefficient, and deformation adjustment of multiple associated structures; Step 3: Conduct cumulative improvement dynamic continuous overall stability analysis; First, perform buckling analysis and defect imposition, then use the traversal algorithm to obtain the maximum horizontal displacement of the supporting structure, the cross-sectional stress ratio of the bar, and the overall stability safety factor, and then perform dynamic continuous lifting analysis of the supporting structure; Step 4: Design the supporting structure; use dynamic continuous overall stability analysis until all cumulative lifting partitions are merged into an overall steel structure, and the overall steel structure is lifted and installed in place; According to the obtained dynamic calculation length coefficient and Euler critical force design parameters, the support structure is designed using the full stress intelligent algorithm, and static analysis and dynamic continuous overall stability analysis are carried out to determine the final support structure design scheme.

2. The steel structure lifting integrated dynamic stability analysis method according to claim 1 is characterized by: During the lifting process of the steel structure, the prestress of the cable is modified in a coordinated manner. The vertical deformation of the steel structure will cause lateral deformation, which will cause an angle θ between the lifting cable and the vertical direction, thereby generating horizontal force and causing the supporting structure to become unstable. The temperature difference method is used to dynamically adjust the prestress of the back-pull cable to resist the horizontal force. As shown in Formula 1, the stress of the back-pull cable is determined by changing the cable tension and angle. Dynamically adjust the prestress of the back-pull cable; the lifting cable tension is F1, the angle between F1 and the vertical direction is θ, and the prestress of the back-pull cable is , is the angle between the back-pull cable and the horizontal direction, A is the cross-sectional area of ​​the back-pull cable, and E is the elastic modulus of the back-pull cable; Formula 1.

3. The steel structure lifting integrated dynamic stability analysis method according to claim 2 is characterized by: Dynamic adjustment of support structure calculation length coefficient; During the lifting process of the lifted steel structure, the calculated length coefficient of the supporting structure changes dynamically. Through the traversal algorithm, the length coefficient is dynamically adjusted in real time according to the dynamic continuous buckling analysis, and the calculation accuracy of the supporting structure is adjusted in time; When the deformation of multiple associated structures is adjusted, the relationship between the change in the lifting height of the lifted steel structure and the shortening of the lifting cable is adjusted in real time according to the change in the lifting height through intelligent algorithms. According to the horizontal deformation of the supporting structure, the back-tension prestress is intelligently applied to adjust the horizontal deformation of the supporting structure.

4. The steel structure lifting integrated dynamic stability analysis method according to claim 1 is characterized by: Buckling analysis and defect imposition adopt modal analysis of the ground state of the steel structure of the i-th cumulative lifting partition to obtain the first-order modal shape of the supporting structure; Extract the modal analysis results, save the modal shapes, apply the extracted first-order modal shapes as initial defects to the support structure, and obtain the corrected modes; Perform dual nonlinear analysis of geometric nonlinearity and material nonlinearity.

5. The steel structure lifting integrated dynamic stability analysis method according to claim 4 is characterized by: Automatically calculate and determine whether the following conditions are met: maximum horizontal displacement ≤ 1 / 50, stress ratio ≤ design value, and overall stability safety factor of the tall structure ≥ 2; when at least one of the conditions is not met, the stress ratio is greater than the design value, and the overall stability safety factor of the tall structure is less than 2, the full stress algorithm dynamically adjusts the supporting structure model and returns to the buckling analysis and defect application steps; if the maximum horizontal displacement is greater than 1 / 50, return to perform dynamic lifting collaborative correction and adjust the prestress of the back-stayed cable.

6. The steel structure lifting integrated dynamic stability analysis method according to claim 5 is characterized by: When all the calculation and judgment conditions are met, a dynamic continuous lifting analysis of the supporting structure is performed; the steel structure of the i-th cumulative lifting partition dynamically and continuously enters the pre-lifting and formal lifting stages in sequence, and returns to perform dynamic lifting coordinated correction, correct the prestress of the back-stay cable, and then re-perform dynamic continuous overall stability analysis until the i-th cumulative lifting partition is lifted to the specified height.

7. The steel structure lifting integrated dynamic stability analysis method according to claim 6 is characterized by: The steel structure of the i+1th cumulative lifting partition enters dynamic lifting collaborative correction, corrects the prestressing of the back-stay cables, and then re-performs the overall stability analysis of the dynamic continuous lifting of the supporting structure until it is docked with the steel structure of the i-th cumulative lifting partition.

8. The steel structure lifting integrated dynamic stability analysis method according to claim 1, characterized in that: Output the Euler critical force P of the buckling mode of the supporting structure during the whole process of dynamic continuous lifting cr (t), use formula 2 to output the length coefficient of the whole process of supporting structure calculation; Formula 2; According to the dynamic calculation length coefficient μ and the Euler critical force Pcr, the support structure is designed using the full stress intelligent algorithm, and static analysis and dynamic continuous overall stability analysis are carried out to determine the final support structure design scheme.

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