Integrated Dynamic Stability Analysis Method for Steel Structure Hoisting

Abstract

The present invention relates to an integrated dynamic stability analysis method for steel structure lifting, belonging to the technical field of steel structure analysis methods, and comprising the following operation steps: The first step: Establish an integrated model of multiple associated structures. The second step: Conduct dynamic lifting collaborative correction. The third step: Conduct cumulative lifting dynamic continuous overall stability analysis. The fourth step: Adopt dynamic continuous overall stability analysis until the cumulatively lifted partitions are merged into the overall steel structure and the overall steel structure is lifted and installed in place. It solves the problems that the existing steel structure lifting analysis is discontinuous, the dynamic continuous stability buckling of the support structure is not considered, and the safety of structural analysis and design is not high. It solves the problems that when the existing support structure is independently calculated and analyzed, there are deficiencies in the self-constraint of the support structure, the consideration of the calculation length coefficient is insufficient, the overall stability safety coefficient is insufficient, the structures associated with the support structure are not regarded as important influencing factors affecting the calculation and analysis of the support structure, and the structural design accuracy is not high.

Description

Technical Field

[0001] The present invention relates to the technical field of steel structure analysis methods, and particularly relates to an integrated dynamic stability analysis method for steel structure lifting. 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 a lower position to a predetermined height, and performs precise positioning and installation. It is an important technical means in the field of modern steel structure building construction. In the numerical simulation of steel structure lifting construction, the model processing and correlation of the lifted structure, cable, and support structure, as well as the dynamic continuous simulation of the lifting process, are the keys to ensuring the accuracy and safety of the simulated steel structure lifting construction.

[0003] Chinese Patent "Dynamic Assessment Method for the Safety of Steel Structure Lifting Based on Multi-Source Monitoring Data", application number CN202410826447.8, discloses Step 1: Determine the probability distribution model of uncertain factors during steel structure lifting construction; Step 2: Determine the specific safety criteria and early warning functions for construction; Step 3: Establish a finite element model, conduct sensitivity analysis, and determine the main control items and auxiliary control items; Step 4: Use the main control items and their early warning function values as the data set for model training; Step 5: Split the data set into a training set, a validation set, and a test set; Step 6: Train the model to obtain an evaluation model; Step 7: Set corresponding sensors on the steel structure according to the main control items and auxiliary control items; Step 8: When the early warning function value reaches the early warning threshold, execute the emergency plan, otherwise continuously observe the early warning function value and record its real-time changes.

[0004] In the existing steel structure lifting analysis, during the overall lifting, mainly separate static analyses are carried out for stages such as non-lifted, pre-lifted, formally lifted, and installed to simulate the lifting process. When analyzing the structure, a separate structure calculation method is used. For example, in the calculation of the support structure, the support structure is simplified as the support of the lifted structure, and the support reaction force of the lifted structure is obtained through calculation. 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 a method for integrated dynamic stability analysis of steel structure lifting. It proposes a dynamic continuous stability analysis method for steel structure lifting, analyzes the whole process of steel structure lifting, and makes the analysis and design of the support structure for steel structure lifting safer. By using an integrated model of multi-associated structures, the cumulatively lifted steel structure to be lifted, the cable and the support structure are adjusted in real time, making the analysis and design of the support structure for steel structure lifting more accurate. It solves the problems that the existing analysis of steel structure lifting is discontinuous, the dynamic continuous stability buckling of the support structure is not considered, and the safety of structural analysis and design is not high. It also solves the problems that when the existing support structure is calculated and analyzed independently, there are deficiencies in the self-constraint of the support structure, the consideration of the calculation length coefficient is insufficient, the overall stability safety factor is insufficient, and the associated structures related to the support structure are not regarded as important influencing factors affecting the calculation and analysis of the support structure, resulting in low structural design accuracy.

[0006] The above technical problems of the present invention are mainly solved by the following technical solutions:

[0007] A method for integrated dynamic stability analysis of steel structure lifting, including the following operating steps:

[0008] The first step: Establish an integrated model of multi-associated structures; the steel structure is equivalent to shell elements, and the shell elements are hinged to the top of the support structure through lifting cables, and the back-pulling cables are hinged to connect the top of the support structure and the ground; the steel structure to be lifted, the cables and the support structure are modeled integrally and collaboratively.

[0009] The second step: Carry out dynamic lifting collaborative correction, which involves collaborative correction of cable prestress, dynamic adjustment of the calculation length coefficient of the support structure, and deformation adjustment of multi-associated structures.

[0010] The third step: Carry out cumulative lifting dynamic continuous overall stability analysis.

[0011] First, carry out buckling analysis and defect application, then traverse the algorithm to obtain the maximum horizontal displacement of the support structure, the stress ratio of the rod cross-section, and the overall stability safety factor, and then carry out dynamic continuous lifting analysis of the support structure.

[0012] The fourth step: Carry out the design of the support structure, adopt dynamic continuous overall stability analysis until all cumulative lifting partitions are merged into the 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, use the full-stress intelligent algorithm to design the support structure, and carry out static analysis and dynamic continuous overall stability analysis to determine the final support structure design scheme.

[0013] Preferably, during the lifting process of the steel structure, the prestress of the stay cables is corrected synergistically. The vertical deformation of the steel structure will cause lateral deformation, resulting in an angle θ between the lifting stay cables and the vertical direction, thereby generating a horizontal force and causing the supporting structure to become unstable. The temperature difference method is used to dynamically adjust the prestress of the back stay cables to resist the horizontal force. As shown in Equation 1, the stress of the back stay cables is determined by the changes in the tension and angle of the lifting stay cables, and the magnitude of the prestress of the back stay cables is dynamically adjusted using the temperature difference ΔT. The tension of the lifting stay cable is F1, the angle between F1 and the vertical direction is θ, and the prestress of the back stay cable is σ Y , is the angle between the back stay cable and the horizontal direction, A is the cross-sectional area of the back stay cable, and E 0 is the elastic modulus of the back stay cable.

[0014]

[0015] Preferably, the calculation length coefficient of the supporting structure is dynamically adjusted. During the lifting process of the steel structure to be lifted, the calculation 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 a timely manner; when adjusting the deformation of multiple related structures according to the change in the lifting height, the relationship between the change in the lifting height of the steel structure to be lifted and the shortening amount of the lifting stay cables is adjusted in real time through the intelligent algorithm, and the back tension prestress is intelligently applied according to the horizontal deformation amount of the supporting structure to adjust the horizontal deformation of the supporting structure.

[0016] Preferably, for buckling analysis and defect application, modal analysis is performed on the ground state of the steel structure in the i-th cumulative lifting section 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 as the initial defect to the supporting structure to obtain the corrected modal; geometric nonlinear and material nonlinear double nonlinear analyses are performed.

[0017] Preferably, it is automatically calculated and judged whether the following conditions are met: maximum horizontal displacement ≤ 1 / 50, stress ratio ≤ design value, overall stability safety factor of the high-rise structure ≥ 2; when at least one condition is not met, stress ratio > design value, overall stability safety factor of the high-rise structure < 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 > 1 / 50, return to perform dynamic lifting collaborative correction and adjust the prestress of the back stay cables.

[0018] Preferably, when all the calculated and judged conditions are met, dynamic continuous lifting analysis of the supporting structure is performed; the steel structure in the i-th cumulative lifting section sequentially enters the pre-lifting and formal lifting stages dynamically and continuously, and returns to perform dynamic lifting collaborative correction to correct the prestress of the back stay cables, and then re-perform dynamic continuous overall stability analysis until the i-th cumulative lifting section is lifted to the specified height.

[0019] Preferably, the steel structure of the (i + 1)-th cumulative lifting partition enters dynamic lifting collaborative correction to correct the prestress of the back-pulling cable, and then the overall stability analysis of the dynamic continuous lifting of the support structure is carried out again until it is docked with the steel structure of the i-th cumulative lifting partition.

[0020] Preferably, the Euler critical force P cr (t) of the buckling mode in the whole process of the dynamic continuous lifting of the support structure is output, and the overall calculation length coefficient of the support structure in the whole process is output by using Formula 2.

[0021]

[0022] According to the dynamic calculation length coefficient μ and the Euler critical force P cr , the support structure is designed by using the full stress intelligent algorithm, and the static analysis and the dynamic continuous overall stability analysis are carried out to determine the final design scheme of the support structure.

[0023] The present invention can achieve the following effects:

[0024] The present invention provides a method for integrated dynamic stability analysis of steel structure lifting. Compared with the prior art, it solves the problems that the numerical simulation analysis of existing steel structure lifting is discontinuous, the dynamic continuous stability buckling of the support structure is not considered, and the safety of structural analysis and design is not high. It also solves the problems that when the existing support structure is independently calculated and analyzed, there are deficiencies in the self-constraint of the support structure, the consideration of the calculation length coefficient, the consideration of the overall stability safety factor, and the failure to regard the structure associated with the support structure as an important influencing factor affecting the calculation and analysis of the support structure, resulting in low structural design accuracy.

[0025] Advantages of the method for integrated dynamic stability analysis of steel structure lifting:

[0026] 1. The whole process of steel structure lifting is simulated by using the dynamic continuous stability analysis method, which combines the force characteristics of high-rise structures, considers the overall stability safety factor of high-rise structures, and makes the simulation results of steel structure lifting safer.

[0027] 2. An analysis method combining overall calculation and dynamic continuous calculation is adopted. The support structure is placed in the overall model for analysis, which not only considers the influence of the structure associated with the support structure, but also considers the dynamic continuous analysis in the process of steel structure lifting, making the analysis and calculation accuracy of the support structure higher. Brief Description of the Drawings

[0028] Figure 1 is the flow chart of the present invention.

[0029] Figure 2 is the flow of the integrated dynamic continuous overall stability analysis of the cumulative lifting of the steel structure of the present invention. Detailed Embodiments

[0030] The technical solution of the invention will be further specifically described below through embodiments in conjunction with the accompanying drawings.

[0031] Embodiment 1: As Figure 1 shown, a method for integrated dynamic stability analysis of steel structure lifting includes the following operating steps:

[0032] The first step: Establish an integrated model of multi-associated structures; the steel structure is equivalent to shell elements, and the shell elements are hinged to the top of the support structure through lifting cables, and the back-pulling cables are hinged to connect the top of the support structure and the ground; the lifted steel structure, cables and support structure are integrated and co-modeled.

[0033] The second step: Carry out dynamic lifting collaborative correction, which involves collaborative correction of cable prestress, dynamic adjustment of the calculated length coefficient of the support structure, and deformation adjustment of multi-associated structures.

[0034] During the lifting process of the steel structure, the prestress of the cables is collaboratively corrected. The vertical deformation of the steel structure will cause lateral deformation, resulting in an angle θ between the lifting cable and the vertical direction, and then generating a horizontal force, causing the support structure to become unstable. The prestress of the back-pulling cable is dynamically adjusted by the temperature difference method to resist the horizontal force. As shown in Equation 1, the stress of the back-pulling cable is determined by the change of the tension and angle of the lifting cable, and the prestress of the back-pulling cable is dynamically adjusted by using the temperature difference ΔT. The tension of the lifting cable is F1, the angle between F1 and the vertical direction is θ, and the prestress of the back-pulling cable is σ Y , is the angle between the back-pulling cable and the horizontal direction, A is the cross-sectional area of the back-pulling cable, and E 0 is the elastic modulus of the back-pulling cable.

[0035]

[0036] Dynamic adjustment of the calculated length coefficient of the support structure; during the lifting process of the lifted steel structure, the calculated length coefficient of the support structure is dynamically changing. 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 support structure is adjusted in a timely manner; when adjusting the deformation of the multi-associated structures, according to the change of the lifting height, the relationship between the change of the lifting height of the lifted steel structure and the shortening amount of the lifting cable is adjusted in real time by the intelligent algorithm. According to the horizontal deformation amount of the support structure, the back-pulling prestress is intelligently applied to adjust the horizontal deformation of the support structure.

[0037] The third step: Carry out cumulative lifting dynamic continuous overall stability analysis.

[0038] First, perform buckling analysis and defect application. For buckling analysis and defect application, perform modal analysis on the steel structure ground state of the i-th cumulative lifting partition to obtain the first-order modal shape of the support structure; extract the modal analysis results, save the modal shape, and apply the extracted first-order modal shape as the initial defect to the support structure to obtain the modified modal; perform double nonlinear analysis of geometric nonlinearity and material nonlinearity.

[0039] Then, traverse the algorithm to obtain the maximum horizontal displacement, member section stress ratio, and overall stability safety factor of the support structure, and then perform dynamic continuous lifting analysis of the support structure.

[0040] Automatically calculate and judge whether the following conditions are met: maximum horizontal displacement ≤ 1 / 50, stress ratio ≤ design value, overall stability safety factor of the high-rise structure ≥ 2; when at least one condition is not met, stress ratio > design value, overall stability safety factor of the high-rise structure < 2, dynamically adjust the support structure model through the full stress algorithm, and return to the buckling analysis and defect application step; if the maximum horizontal displacement > 1 / 50, return to perform dynamic lifting collaborative correction and adjust the prestress of the backstay cable.

[0041] When all the calculated and judged conditions are met, perform dynamic continuous lifting analysis of the support structure; the steel structure of the i-th cumulative lifting partition sequentially enters the pre-lifting and formal lifting stages dynamically and continuously, and returns to perform dynamic lifting collaborative correction, correct the prestress of the backstay cable, and then re-perform dynamic continuous overall stability analysis until the i-th cumulative lifting partition is lifted to the specified height.

[0042] The steel structure of the (i + 1)-th cumulative lifting partition enters dynamic lifting collaborative correction, corrects the prestress of the backstay cable, and then re-performs dynamic continuous lifting overall stability analysis of the support structure until it is docked with the steel structure of the i-th cumulative lifting partition.

[0043] Step 4: Perform the design of the support structure, using dynamic continuous overall stability analysis until all cumulative lifting partitions are combined into the overall steel structure and the overall steel structure is lifted and installed in place. According to the obtained dynamic calculated length coefficient and Euler critical force design parameters, use the full stress intelligent algorithm to design the support structure, and perform static analysis and dynamic continuous overall stability analysis to determine the final support structure design scheme.

[0044] Output the buckling mode Euler critical force P cr (t) of the whole process of dynamic continuous lifting of the support structure, and use Formula 2 to output the calculated length coefficient of the whole process of the support structure.

[0045]

[0046] According to the dynamic calculated length coefficient μ and the Euler critical force P cr, the stress-full intelligent algorithm is used to design the support structure, and static analysis and dynamic continuous overall stability analysis are carried out to determine the final support structure design scheme.

[0047] Example 2: As Figure 1 and Figure 2 shown, a method for integrated dynamic stability analysis of steel structure lifting includes the following operation steps:

[0048] The first step: Establish an integrated model of multi-associated structures; the steel structure is equivalent to shell elements, and the shell elements are hinged to the top of the support structure through lifting cables, and the back-pulling cables are hinged to connect the top of the support structure and the ground; the lifted steel structure, cables and support structure are integrated and co-modeled.

[0049] The second step: Carry out dynamic lifting collaborative correction, which involves cable prestress collaborative correction, dynamic adjustment of the support structure calculation length coefficient, and deformation adjustment of multi-associated structures.

[0050] (1) Collaboratively correct the cable prestress during the steel structure lifting process. The vertical deformation of the steel structure will cause lateral deformation, making the lifting cable form an angle θ with the vertical direction, thereby generating a horizontal force and causing the support structure to become unstable. The temperature difference method is used to dynamically adjust the prestress of the back-pulling cable to resist the horizontal force. As shown in Equation 1, the stress of the back-pulling cable is determined by the change in the tension and angle of the lifting cable, and the prestress of the back-pulling cable is dynamically adjusted using the temperature difference ΔT. The tension of the lifting cable is F1, the angle between F1 and the vertical direction is θ, and the prestress of the back-pulling cable is σ Y , is the angle between the back-pulling cable and the horizontal direction, A is the cross-sectional area of the back-pulling cable, and E 0 is the elastic modulus of the back-pulling cable.

[0051]

[0052] (2) Dynamically adjust the support structure calculation length coefficient. During the lifting process of the lifted steel structure, the support structure calculation length coefficient is dynamically changing. 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 support structure is adjusted in a timely manner; the calculation of the calculation length coefficient μ is as shown in Equation 2. EI is the stiffness, P cr is the Euler critical force, and L is the height of the support frame

[0053] (3) Coordinated deformation of multi-associated structures

[0054] 1) Correct the stiffness of the back-pulling cable during the lifting process, such as

[0055]

[0056] E 0is the elastic modulus of the cable under normal 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 backstay cable, ω is the weight per unit length of the cable, A is the cross-sectional area of the cable, E eq is the stiffness correction of the backstay cable considering geometric nonlinearity, and K is the stiffness of the backstay cable.

[0057] 2) Adjust the cable force and cable length of the lifting cable during the lifting process, as shown in Equation 4. H is the lifting height of the steel structure, L 1 is the real-time cable length of the lifting cable, and W is the weight of the steel structure.

[0058]

[0059] 3) Associated structure coordinated deformation correction. Based on the equilibrium condition of the top displacement Δx = 0 of the support structure column, through finite element analysis, the real-time tension F1 of the lifting cable and the angle θ with the vertical direction are read. The prestress is applied to the backstay cable according to Equation 1. The stiffness of the backstay cable is corrected in real time through Equation 3, and the length of the lifting cable is adjusted in real time through Equation 4.

[0060] Step 3: Cumulative lifting dynamic continuous overall stability numerical analysis.

[0061] First, perform buckling analysis and defect application. Buckling analysis and defect application. Perform modal analysis on the ground state of the steel structure in the i-th cumulative lifting area to obtain the first-order modal shape of the support structure. Extract the modal analysis results and save the modal shape. Apply the extracted first-order modal shape as the initial defect to the support structure to obtain the corrected modal. Perform double nonlinear analysis of geometric nonlinearity and material nonlinearity.

[0062] Use the traversal algorithm to obtain the maximum horizontal displacement of the support structure, the stress ratio of the member cross-section, and the overall stability safety factor. Automatically calculate and judge whether the following conditions are met: maximum horizontal displacement ≤ 1 / 50, stress ratio ≤ design value, overall stability safety factor of the high-rise structure ≥ 2. If the stress ratio > design value and the overall stability safety factor of the high-rise structure < 2, the support structure model is dynamically adjusted by the full stress algorithm, and then buckling analysis and defect application are performed again. If the maximum horizontal displacement > 1 / 50, dynamic lifting collaborative correction is performed through Equations 1, 2, 3, and 4.

[0063] When all the calculated and judged conditions are met, perform the dynamic continuous lifting analysis of the support structure.

[0064] The steel structure in the i-th cumulative lifting area sequentially enters the pre-lifting and formal lifting stages dynamically and continuously, and uses Equations 1, 2, 3, and 4 for dynamic lifting collaborative correction, and performs dynamic continuous overall stability analysis until the steel structure in the i-th cumulative lifting area is lifted to the specified height.

[0065] After the i-th cumulative lifting steel structure partition is lifted in place, the steel structure of the i+1-th cumulative lifting partition is dynamically lifted for collaborative correction, and then the dynamic continuous lifting overall stability analysis of the support structure is carried out again until it is docked with the steel structure of the i-th cumulative lifting partition, and all cumulative lifting partitions are combined into an integral steel structure.

[0066] Step 4: Design the support structure. Output the Euler critical force P cr (t) of the buckling mode of the support structure during the whole process of dynamic continuous lifting, and obtain the overall calculation length coefficient μ(t) of the support structure during the whole process.

[0067]

[0068] Using the equivalent spring method for the overall calculation length coefficient μ(t), the constraint release is carried out through spring elements to simulate the change process of μ(t). The spring stiffness K 1 is determined by Equation 6.

[0069]

[0070] Separate the support structure alone, simulate the change process of μ(t) with spring elements, use the full-stress intelligent algorithm, aim at the maximum stress ratio of 0.8 of the support structure during the whole lifting process, design the support structure, and carry out static analysis and dynamic continuous overall stability analysis to determine the final support structure design scheme.

[0071] To sum up, the integrated dynamic stability analysis method for the steel structure lifting proposes a dynamic continuous stability analysis method for the steel structure lifting, analyzes the whole process of the steel structure lifting, and makes the analysis and design of the support structure for the steel structure lifting safer. Using the multi-associated structure integrated model, the cumulative lifting of the steel structure to be lifted, the cable and the support structure are adjusted in real time, making the analysis and design of the support structure for the steel structure lifting more accurate. It solves the problems that the existing steel structure lifting analysis is discontinuous and does not consider the dynamic continuous stability buckling of the support structure, and the safety of the structural analysis and design is not high. It solves the problems that when the existing support structure is independently calculated and analyzed, there are deficiencies in the self-constraint of the support structure, the consideration of the calculation length coefficient, the consideration of the overall stability safety factor, and the associated structure related to the support structure is not regarded as an important influencing factor affecting the calculation and analysis of the support structure, and the structural design accuracy is not high.

[0072] The above are only specific embodiments of the present invention, but the structural features of the present invention are not limited thereto. Any changes or modifications made by those skilled in the art within the scope of the present invention are covered by 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-tension 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; 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; Conduct dual nonlinear analysis of geometric nonlinearity and material nonlinearity; Automatically calculate and judge 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 > design value, and the overall stability safety factor of the tall structure < 2, dynamically adjust the support structure model through the full stress algorithm, and return to the buckling analysis and defect application steps; if the maximum horizontal displacement > 1 / 50, return to perform dynamic lifting collaborative correction and adjust the prestress of the back-stay cable; When the calculation and judgment conditions are met, dynamic continuous lifting analysis of the supporting structure is performed; The steel structure of the i-th cumulative lifting partition enters the pre-lifting and formal lifting stages in a dynamic and continuous manner, and returns to perform dynamic lifting coordinated correction, correct the prestress of the back-stay cable, and then re-performs dynamic continuous overall stability analysis until the i-th cumulative lifting partition is lifted to the specified height; The steel structure of the i+1th cumulative lifting partition enters the dynamic lifting collaborative correction, corrects the prestressing of the back-stay cable, and then re-performs the dynamic continuous lifting overall stability analysis of the supporting structure until it is connected with the steel structure of the i-th cumulative lifting partition; 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 corrected 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 the change of the lifting cable tension and the angle, and the prestress of the back-pull cable is dynamically adjusted by the temperature difference ΔT; 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 σ Y , 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; 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: Output the Euler critical force P of the buckling mode of the supporting structure during the whole process of dynamic continuous lifting cr (t), the length coefficient of the whole process of the support structure is calculated using Formula 2; EI is the stiffness, P cr is the Euler critical force, L is the height of the support frame; According to the dynamic calculation length coefficient μ and Euler critical force P cr , use the full stress intelligent algorithm to design the support structure, and conduct static analysis and dynamic continuous overall stability analysis to determine the final support structure design scheme.

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