A method and system for generating a steel link corridor lifting scheme between high-rise connected buildings

Abstract

The present invention discloses a method and system for generating a steel link corridor lifting scheme between high-rise connected buildings, belonging to the technical field of building construction. It can generate an overall lifting scheme from multiple aspects such as the relative position relationship of the steel link corridor, the lifting range, the number of suspension points, the positions of the suspension points, the positions of the lifting frames, the lengths of the suspension cables, the results of force analysis, and the monitoring results. There is no need to manually design and review and modify item by item, which greatly improves the generation efficiency of the steel link corridor lifting scheme, saves costs and time, realizes the rapid formation of the steel link corridor lifting scheme between high-rise connected buildings, and solves the problems such as the complex process of determining the steel link corridor lifting scheme in the traditional scheme and the need for multiple manual adjustments and reviews.

Description

Technical Field

[0001] The present invention belongs to the technical field of building construction, and particularly relates to a method and system for generating a steel corridor lifting plan between high-rise connected buildings. Background Art

[0002] High-rise connected buildings have good building effects and functions such as fire protection, and are widely used in large public buildings. Among them, as the high-rise connected part, the large-span multi-story steel corridor is the main force-bearing form of the main aerial corridor. The main construction techniques of the steel corridor between high-rise connected buildings include cantilever assembly, integral lifting, etc.

[0003] Among them, the integral lifting technique of the steel corridor is to assemble the steel corridor to be lifted directly below the projection of the steel corridor, and then use the lifting frames set around the towers, and equipment and facilities such as steel strands and through-hole jacks, as well as hydraulic synchronous control technology, etc. to lift the steel corridor from the assembly position to the designed height. Then, the remaining work is completed by filling in the gaps with steel members to realize the connection between the lifted steel corridor and the surrounding towers. The integral lifting technique of the steel corridor is relatively mature. However, there are the following deficiencies in the process of determining the steel corridor lifting plan:

[0004] 1) The determination of the traditional steel corridor lifting plan (lifting range, suspension points, cable layout, lifting frames, reinforcement plans, etc.) is carried out item by item manually based on engineering experience for design and review respectively. The time-consuming for finalizing the plan is long and the efficiency is low;

[0005] 2) In addition, it is troublesome to modify the steel corridor lifting plan, and the determination process needs to be repeated. Once many parameters are modified, it is necessary to re-determine or manually review.

[0006] Therefore, it is necessary to design a method and system for generating a steel corridor lifting plan between high-rise connected buildings to solve the above problems. Summary of the Invention

[0007] In view of this, the purpose of the present invention is to provide a method and system for generating a steel corridor lifting plan between high-rise connected buildings, to realize the rapid formation of the steel corridor lifting plan between high-rise connected buildings, and to solve the problems such as the complex process of determining the traditional steel corridor lifting plan and the need for multiple manual adjustments and reviews.

[0008] To achieve the above purpose, the present invention provides the following technical solutions:

[0009] A method for generating a steel corridor lifting plan between high-rise connected buildings, comprising:

[0010] Determining the lifting range of the steel corridor: detecting the site, collecting the data of the steel corridor, the data of the two side towers and their relative position relationship data, respectively establishing the BIM models of the steel corridor and the towers according to the collected data, and determining the lifting range according to the relative position relationship between the collected connection points of the steel corridor and the corresponding position points of the towers;

[0011] Determine the number and positions of the lifting points: Based on the weight of the steel link corridor, the load-bearing range of each node, and the cable force range of the suspension cables, perform BIM modeling to generate a BIM model of the lifting points, conduct a stress simulation analysis, generate a set of lifting points P, and determine the optimal number and positions of the lifting points from the set of lifting points P according to the method for determining the positions and number of the lifting points;

[0012] Determine the positions of the lifting frames and the lengths of the suspension cables laid: According to the positions of each lifting point on the steel link corridor and the corresponding relationship between each connection point and the position points when the steel link corridor is connected to the tower building, determine the layout positions of the lifting frames corresponding to each lifting point on the tower building; and determine the lengths of the suspension cables laid according to the positions of the lifting frames and the positions of the lifting points;

[0013] Finally generate the overall lifting plan: Generate a lifting plan according to the determined relative position relationship, lifting range, number of lifting points, positions of the lifting points, positions of the lifting frames, and lengths of the suspension cables laid.

[0014] As a further preference of the present invention, before finally generating the overall plan, it further includes checking the stress of the steel link corridor: Use finite element analysis software to analyze the stress state of the steel link corridor during lifting to determine whether reinforcement is required.

[0015] As a further preference of the present invention, before finally generating the overall plan, it further includes monitoring the lifting of the steel link corridor: Obtain the positions of the key members of the steel link corridor through the finite element analysis in checking the stress of the steel link corridor, install vibrating wire strain sensors on the key members, install deformation sensors at the lifting points of the steel link corridor, install cable force and stroke sensors on the suspension cables, install wind speed and wind direction sensors on the steel link corridor, and compare the data collected by each sensor with the corresponding threshold values. If the threshold values are exceeded, an alarm is issued to achieve the monitoring of the lifting of the steel link corridor.

[0016] As a further preference of the present invention, the specific determination of the lifting range is as follows: The positions of each connection point on the steel link corridor and the positions of the corresponding position points on the tower building are known quantities that can be collected. Detect the site, collect the relative position relationship between the connection points of the steel link corridor placed on the site and the position points of the corresponding tower building, establish a directional vector set, and each vector in the set represents the target displacement vector from the connection point to the position point. Decompose it into vertical and horizontal directions to obtain the vertical range and horizontal range of the lifting of the steel link corridor.

[0017] As a further preference of the present invention, the determination of the number and position of the suspension points is specifically as follows: BIM modeling is carried out according to the weight of the steel link corridor, the bearing range of each node and the cable force range of the suspension cable, a BIM model of the suspension points is generated, and a force simulation analysis is carried out by using finite element software. The number and position of the suspension points that meet the weight of the steel link corridor, the bearing of the nodes and the cable force of the suspension cable are preliminarily screened out, and a suspension point set P is generated. The elements in the suspension point set P include the suspension point position, the corresponding number of suspension points, the corresponding node bearing and the corresponding cable force of the suspension cable; and the optimal number and position of the suspension points are determined from the suspension point set P according to the suspension point position and the suspension point number determination method;

[0018] The method for determining the suspension point position and the number of suspension points includes the principle of uniform distribution of suspension points, the principle of single suspension point load control and the principle of deformation control;

[0019] The principle of uniform distribution of suspension points is that the distance between adjacent suspension points on each side is equal;

[0020] The principle of single suspension point load control is that the load of a single suspension point ≤ 80% of the rated load of the corresponding lifting equipment;

[0021] The calculation method of the single suspension point load is:

[0022]

[0023] where W is the total load, is the single suspension point load, is the distance from the suspension point to the center of gravity, is the sum of the distances from all suspension points to the center of gravity;

[0024] The principle of deformation control is that the maximum deflection during hoisting ≤ , where L is the span;

[0025] The preferred suspension point set P that meets the suspension point position and number determination method is screened out from the suspension point set P 优 ;

[0026] Then, weights are set for the node bearing, the cable force of the suspension cable, the single suspension point load, the maximum deflection and the cost respectively, calculations are carried out, and the calculation results are compared. The optimal number and position of the suspension points are determined from the preferred suspension point set P 优 ;

[0027] As a further preference of the present invention, the stress of the composite steel corridor is specifically as follows: import the BIM model of the steel corridor, the layout position and quantity of the lifting points into the finite element analysis software, and apply wind loads from different directions within the preset strength range to analyze the stress state of the steel corridor during lifting, so as to obtain whether there is a position where the stress exceeds the threshold. If so, determine its position and the exceeding range, and it is necessary to reinforce the established BIM model of the steel corridor. Determine the reinforcement method according to the node position where the stress exceeds the threshold and its exceeding range; after reinforcement, recalculate and analyze the stress of this node until the stress is less than its corresponding threshold.

[0028] As a further preference of the present invention, before the final generation of the overall solution, it also includes the determination of the position and quantity of the upper lifting points: determine the position and quantity of the upper lifting points according to the determined quantity and position of the lifting points and the position of the lifting frame. The quantity of the upper lifting points is equal to the determined quantity of the lifting points. The upper lifting points are arranged on the lifting frame, and the upper lifting points are vertically arranged above the lifting points.

[0029] As a further preference of the present invention, a dynamic load distribution optimization scheme is set for the lifting process of the corridor, including:

[0030] Pre-set a distributed quantum optical fiber sensor array at the key nodes of the steel corridor, including connection points, mid-span and cantilever ends, to form a three-dimensional monitoring network;

[0031] During the lifting process of the corridor, obtain the sensor data, eliminate the sensor data noise by the Kalman filtering method, and estimate the true strain value:

[0032]

[0033] Among them, is the Kalman gain, used to express the weight of the observed value and the predicted value, is the sensor data, is the estimated true strain value;

[0034] Adopt a sliding window detection mechanism, calculate the strain mean value and standard deviation in the recent 5 seconds, and mark the points exceeding as abnormal, where represents the mean value of the strain values within the sliding window, represents the standard deviation of the strain values within the sliding window;

[0035] Judge the risk level based on the estimated true strain value. When the risk level is too high, redistribute the optimal lifting point load;

[0036] Redistribute the optimal lifting point load through the constructed dynamic load model. Take the real-time strain field, the geometric parameters of the steel corridor and the material properties as inputs, and use the finite element-discrete element coupling technology to determine the stress distribution of the dynamic load model:

[0037]

[0038] Among them, is the stiffness matrix, which is used to represent the stiffness characteristics of the structure, is the displacement vector, which is used to represent the displacement distribution of the structure, is the external load, which is used to represent the external forces acting on the structure, is the discrete element contact force, which is used to represent the interaction forces at the internal contact points of the structure;

[0039] According to the stress distribution, mark out the over-limit areas therein, and establish a QUBO model to solve the optimization problem of the suspension point load distribution:

[0040]

[0041] Among them, represents the objective function of the optimization problem, is the balance term, which is used to represent the load balance weight of the suspension points, is a binary variable, which is used to represent whether the suspension point i is selected, represents the total number of optional suspension points, is the strain covariance penalty, which is used to represent the strain covariance between the suspension points i and j, is the weight coefficient of the total load;

[0042] Adopt the quantum annealing algorithm to read the return path with S-shaped scheduling to minimize corresponding to The combination is the optimal solution of the problem, and finally the suspension point load distribution that meets the requirements is obtained.

[0043] A system for generating a lifting scheme for a steel link corridor between high-rise connected buildings, comprising:

[0044] Data acquisition module: used to acquire the data of the steel link corridor, the data of the two side towers and their relative position data;

[0045] BIM model construction module: used to establish BIM models for the acquired steel link corridor data, the data of the two side towers and the suspension points respectively;

[0046] Lifting range determination module of the steel link corridor: used to determine the vertical range and horizontal range of the steel link corridor lifting according to the relative position relationship between the connection points on the steel link corridor and the corresponding position points on the towers;

[0047] Suspension point quantity and position determination module: used to establish a suspension point set of the suspension point positions and quantities, and determine the optimal positions and quantities of the suspension points;

[0048] Lifting frame and sling layout module: used to determine the layout position of the lifting frame and set the length of the sling;

[0049] Force review module for lifting the steel skybridge: used to analyze the forces at each node during the lifting of the steel skybridge and prompt for over-limit situations;

[0050] Monitoring module for lifting the steel skybridge: used to monitor the stress of key members, the relative horizontal deformation value of the lifting points, the lifting cable force, the cumulative travel, and the real-time wind speed and direction. If the corresponding threshold is exceeded, it will prompt for over-limit situations;

[0051] Final generation module for the overall lifting plan: generates the overall lifting plan based on the determined relative position relationship, lifting range, number of lifting points, positions of lifting points, positions of lifting frames, sling lengths, force analysis results, and monitoring results.

[0052] The beneficial effects of the present invention are as follows:

[0053] By providing a method and system for generating a lifting plan for a steel skybridge between high-rise connected buildings with high precision, the present invention can generate an overall lifting plan from multiple aspects including the relative position relationship, lifting range, number of lifting points, positions of lifting points, positions of lifting frames, sling lengths, force analysis results, and monitoring results of the steel skybridge. There is no need to manually design, review, and modify item by item, which greatly improves the generation efficiency of the lifting plan for the steel skybridge, saves costs and time, realizes the rapid formation of the lifting plan for the steel skybridge between high-rise connected buildings, and solves the problems such as the complex process of determining the lifting plan for the steel skybridge in the traditional plan and the need for multiple manual adjustments and reviews.

[0054] Other advantages, objectives, and features of the present invention will be described in the subsequent specification, and to some extent, they are obvious to those skilled in the art, or those skilled in the art can obtain teachings from the practice of the present invention. The objectives and other advantages of the present invention can be achieved and obtained through the following specification. BRIEF DESCRIPTION OF THE DRAWINGS

[0055] To make the objectives, technical solutions, and beneficial effects of the present invention clearer, the present invention provides the following drawings for illustration:

[0056] Figure 1 It is a flow diagram of a method for generating a lifting plan for a steel skybridge between high-rise connected buildings of the present invention;

[0057] Figure 2 It is a structural diagram of a system for generating a lifting plan for a steel skybridge between high-rise connected buildings of the present invention;

[0058] Figure 3 It is a schematic diagram of a method for determining the positions and number of lifting points of the present invention;

[0059] Figure 4Schematic diagram of the overall improvement solution of the present invention. Detailed implementation manners

[0060] As Figures 1 to 4 shown, the present invention discloses a method and a system for generating a steel corridor lifting solution between high-rise connected buildings.

[0061] A method for generating a steel corridor lifting solution between high-rise connected buildings includes:

[0062] Determining the lifting range of the steel corridor: Detecting the site, collecting data of the steel corridor, data of the two side towers and their relative position relationship data, respectively establishing BIM models of the steel corridor and the towers according to the collected data, and determining the lifting range according to the relative position relationship between the connection points of the steel corridor and the corresponding position points of the towers.

[0063] The positions of the connection points on the steel corridor and the positions of the corresponding position points on the tower are known quantities obtained through precise measurement and marking in the early stage. The data of these points usually cover detailed information such as three-dimensional space coordinates, providing basic data for subsequent displacement analysis. Detecting the site, professional construction personnel use high-precision measuring instruments to conduct a full-range scan and data collection on the connection points of the steel corridor placed on the site and the position points of the corresponding tower, focusing on obtaining the relative position relationship between the two. Through the data processing process, these relative position relationships are transformed into a series of directional vector sets. Each vector in the set represents the target displacement vector from the connection point to the corresponding position point. To further analyze the movement trajectory of the steel corridor during the lifting process, it is decomposed into vertical and horizontal components. The vertical component represents the height range that the steel corridor needs to be lifted in the vertical plane, and the horizontal component represents the displacement range that the steel corridor needs to move in the horizontal plane. By detailed analysis and calculation of the vertical and horizontal components, the vertical displacement range and the horizontal displacement range of the steel corridor during the lifting process can be accurately obtained, that is, the vertical range and the horizontal range of the steel corridor lifting are obtained.

[0064] Determining the number and positions of the lifting points: Conducting BIM modeling according to the weight of the steel corridor, the bearing capacity range of each node and the cable force range of the suspension cables, generating a BIM model of the lifting points, and conducting a force simulation analysis to generate a set of lifting points P, and determining the optimal number and positions of the lifting points from the set of lifting points P according to the method for determining the positions and the number of the lifting points.

[0065] The determination of the number and positions of the lifting points is specifically as follows: Based on the weight of the steel link corridor, the bearing capacity range of each node, and the cable force range of the sling, a BIM model is established to generate a BIM model of the lifting points, and a finite element software is used for stress simulation analysis. The number and positions of the lifting points that meet the weight of the steel link corridor, the bearing capacity of the nodes, and the cable force of the sling are preliminarily screened out, and a set of lifting points P is generated. The elements in the set of lifting points P include the positions of the lifting points, the corresponding number of lifting points, the corresponding bearing capacity of the nodes, and the corresponding cable force of the sling; and according to the method for determining the positions and number of the lifting points, the optimal number and positions of the lifting points are determined from the set of lifting points P.

[0066] The method for determining the positions and number of the lifting points includes the principle of uniform distribution of lifting points, the principle of single-lifting-point load control, and the principle of deformation control; and the lifting points should be arranged at positions with greater structural stiffness (such as main beams, nodes, or strengthening areas), avoiding weak parts such as welds and openings.

[0067] The principle of uniform distribution of lifting points is that the spacing between adjacent lifting points on each side is equal.

[0068] The principle of single-lifting-point load control is that the load of a single lifting point ≤ 80% of the rated load of the corresponding lifting equipment.

[0069] The calculation method of the single-lifting-point load is as follows:

[0070]

[0071] where W is the total load, is the single-lifting-point load, is the distance from the lifting point to the center of gravity, is the sum of the distances from all lifting points to the center of gravity;

[0072] The principle of deformation control is that the maximum deflection during hoisting ≤ , where L is the span;

[0073] The preferred set of lifting points P that meets the method for determining the positions and number of the lifting points is screened out from the set of lifting points P 优 ;

[0074] Then, weights are set for the node bearing capacity, sling cable force, single-lifting-point load, maximum deflection, and cost of each lifting point, calculations are performed, and the calculation results are compared to determine the optimal number and positions of the lifting points from the preferred set of lifting points P 优 .

[0075] Determine the positions of the lifting frames and the lengths of the sling layouts: According to the positions of each lifting point on the steel link corridor and the corresponding relationship between each connection point and the position point when the steel link corridor is connected to the tower building, determine the layout positions of the corresponding lifting frames of each lifting point on the tower building; and according to the positions of the lifting frames and the positions of the lifting points, determine the lengths of the sling layouts.

[0076] Recheck the force of the steel skywalk: Use finite element analysis software to analyze the stress state of the steel skywalk during lifting to determine whether reinforcement is required. The specific process of rechecking the force of the steel skywalk is as follows: Import the BIM model of the steel skywalk, the layout position and quantity of the lifting points into the finite element analysis software, automatically set the lifting boundary conditions (the lower lifting points are hinged, and weak horizontal constraints are set at both ends of the steel skywalk), and apply wind loads from different directions within the preset strength range. Analyze the stress state of the steel skywalk during lifting to find out whether there are any areas where the stress exceeds the threshold. If so, determine its location and the extent of the excess, and it is necessary to reinforce the established BIM model of the steel skywalk. According to the node position where the stress exceeds the threshold and the extent of the excess, determine the reinforcement method; after reinforcement, recalculate and analyze the stress of this node until the stress is less than its corresponding threshold. The reinforcement method can be to add temporary members or diagonal braces at the over-limit areas until the stress meets the requirements.

[0077] Monitoring the lifting of the steel skywalk: Obtain the key member positions of the steel skywalk through the finite element analysis in the force recheck of the steel skywalk. Install vibrating wire strain sensors on the key members, deformation sensors at the lifting points of the steel skywalk, cable force and stroke sensors on the suspension cables, and wind speed and direction sensors on the steel skywalk. Compare the data collected by each sensor with the corresponding threshold. If it exceeds the threshold, an alarm will be issued to achieve the monitoring of the lifting of the steel skywalk. After monitoring, the staff carefully check the problems at the alarm points and take timely solutions.

[0078] Determination of the position and quantity of the upper lifting points: Determine the quantity and position of the upper lifting points according to the determined quantity and position of the lifting points and the position of the lifting frame. The quantity of the upper lifting points is equal to the determined quantity of the lifting points. The upper lifting points are set on the lifting frame and are vertically arranged above the lifting points.

[0079] Final generation of the overall lifting plan: Generate the overall lifting plan according to the determined relative position relationship, lifting range, quantity of lifting points, position of lifting points, position of lifting frame, length of suspension cables, force analysis results and monitoring results.

[0080] Set a dynamic load optimization plan for the skywalk lifting process, including:

[0081] Pre-set a distributed quantum fiber sensor array at the key nodes of the steel skywalk, including connection points, mid-span and cantilever ends, to form a three-dimensional monitoring network;

[0082] During the lifting process of the skywalk, obtain sensor data, eliminate the sensor data noise by the Kalman filtering method, and estimate the true strain value. Eliminate the sensor noise by the Kalman filter to improve the accuracy of strain monitoring:

[0083]

[0084] Among them, is the Kalman gain, which is used to represent the weight of the observed value and the predicted value. is the sensor data, is the estimated true strain value;

[0085] Adopt a sliding window detection mechanism to calculate the mean and standard deviation of the strain in the past 5 seconds, and mark the points exceeding as abnormal, where represents the mean value of the strain values within the sliding window, represents the standard deviation of the strain values within the sliding window. The sliding window detection can identify strain abnormalities in real time and discover potential risks in a timely manner;

[0086] Judge the risk level based on the estimated true strain value, and reallocate the optimal lifting point load when the risk level is too high;

[0087] Reallocate the optimal lifting point load through the constructed dynamic load model. Take the real-time strain field, the geometric parameters of the steel corridor, and the material properties as inputs, and use the finite element-discrete element coupling technology to determine the stress distribution of the dynamic load model. The finite element-discrete element coupling method can accurately simulate the stress distribution of the steel corridor and provide an accurate basis for optimization:

[0088]

[0089] Among them, is the stiffness matrix, which is used to represent the stiffness characteristics of the structure, is the displacement vector, which is used to represent the displacement distribution of the structure, is the external load, which is used to represent the external force acting on the structure, is the discrete element contact force, which is used to represent the interaction force between the internal contact points of the structure;

[0090] According to the stress distribution, mark the over-limit areas, and establish a QUBO model to solve the optimization problem of the lifting point load distribution. Through QUBO model coding, ensure the balance of the lifting point load distribution and reduce construction risks:

[0091]

[0092] Among them, represents the objective function of the optimization problem. The purpose of the objective function is to find a combination of binary variables under the condition of satisfying the constraint conditions, so that has the minimum value. In the steel corridor lifting plan, this means finding the optimal lifting point load distribution plan to make the lifting point load balanced, the strain covariance minimum, and the total load within the allowable range. is the balance term, used to represent the load balance weight of the suspension point. is a binary variable, used to represent whether the suspension point i is selected. represents the total number of optional suspension points. is the strain covariance penalty, used to represent the strain covariance between the suspension points i and j. is the weight coefficient of the total load.

[0093] The quantum annealing algorithm is used to read the return path in an S-shaped schedule to minimize corresponding to The combination is the optimal solution to the problem, and finally the suspension point load distribution that meets the requirements is obtained. The quantum annealing and simulated annealing algorithms can quickly find the optimal suspension point load distribution scheme and improve the calculation efficiency.

[0094] A system for generating a steel link corridor lifting scheme between high-rise connected buildings, including:

[0095] Data acquisition module: used to acquire steel link corridor data, data of both side towers and their relative position data;

[0096] BIM model construction module: used to establish BIM models for the acquired steel link corridor data, data of both side towers and suspension points respectively;

[0097] Lifting range determination module of the steel link corridor: used to determine the vertical range and horizontal range of the steel link corridor lifting according to the relative position relationship between the connection points on the steel link corridor and the corresponding position points on the towers;

[0098] Suspension point quantity and position determination module: used to establish a suspension point set of the suspension point positions and quantities, and determine the optimal positions and quantities of the suspension points;

[0099] Lifting frame and suspension cable layout module: used to determine the layout positions of the lifting frames and set the lengths of the suspension cables;

[0100] Force review module for lifting the steel link corridor: used to analyze the forces of each node during the lifting of the steel link corridor and prompt for over-limit locations;

[0101] Monitoring module for lifting the steel link corridor: used to monitor the stress of key members, the relative horizontal deformation values of suspension points, the lifting cable forces, the cumulative travel and the real-time wind speed and direction, and prompt for over-limit locations if exceeding the corresponding thresholds;

[0102] Final generation module of the overall lifting scheme: generate the overall lifting scheme according to the determined relative position relationship, lifting range, suspension point quantity, suspension point position, lifting frame position, suspension cable length, force analysis result and monitoring result.

[0103] The present invention provides a method and system for generating a lifting scheme for a steel corridor between high-rise connected buildings, which can generate an overall lifting scheme from multiple aspects including the relative position relationship of the steel corridor, the lifting range, the number of suspension points, the positions of the suspension points, the positions of the lifting frames, the lengths of the suspension cables, the results of force analysis, and the monitoring results; there is no need to manually design and review and modify item by item, which greatly improves the generation efficiency of the steel corridor lifting scheme, saves costs and time, realizes the rapid formation of the steel corridor lifting scheme between high-rise connected buildings, and solves the problems that the process of determining the steel corridor lifting scheme in the traditional scheme is complex and requires multiple manual adjustments and reviews.

[0104] Finally, it should be noted that the above preferred embodiments are only used to illustrate the technical solutions of the present invention and not to limit them. Although the present invention has been described in detail through the above preferred embodiments, those skilled in the art should understand that various changes can be made to it in form and details without departing from the scope defined by the claims of the present invention.

Claims

1. A method for generating a steel link corridor lifting scheme between high-rise connected buildings, characterized in that, Including: Determine the lifting range of the steel skywalk: Inspect the site, collect data of the steel skywalk, data of the two side towers and their relative position relationship data. Respectively establish BIM models of the steel skywalk and the towers according to the collected data. Determine the lifting range according to the relative position relationship between the connection points of the steel skywalk and the corresponding position points of the towers; Determine the number and positions of the lifting points: Conduct BIM modeling according to the weight of the steel skywalk, the bearing range of each node and the cable force range of the sling, generate a BIM model of the lifting points, and conduct a stress simulation analysis to generate a set of lifting points P. Determine the optimal number and positions of the lifting points from the set of lifting points P according to the methods for determining the lifting point positions and the number of lifting points; Determine the positions of the lifting frames and the lengths of the sling layouts: According to the positions of each lifting point on the steel skywalk and the corresponding relationship between each connection point and the position point when the steel skywalk is connected to the towers, determine the layout positions of the lifting frames corresponding to each lifting point on the towers; And determine the lengths of the sling layouts according to the positions of the lifting frames and the positions of the lifting points; Finally generate the overall lifting plan: Generate a lifting plan according to the determined relative position relationship, lifting range, number of lifting points, positions of the lifting points, positions of the lifting frames and lengths of the sling layouts; Specifically, determining the lifting range of the steel skywalk is as follows: The positions of each connection point on the steel skywalk and the positions of the corresponding position points on the towers are known quantities that can be collected. Inspect the site, collect the relative position relationship between the connection points of the steel skywalk placed on the site and the position points of the corresponding towers, establish a directional vector set. Each vector in the set represents the target displacement vector from the connection point to the corresponding position point. Decompose it into vertical and horizontal directions. The vertical component represents the height range that the steel skywalk needs to be lifted in the vertical plane, and the horizontal component represents the displacement range that the steel skywalk needs to move in the horizontal plane, that is, obtain the vertical range and horizontal range of the steel skywalk lifting; Set a dynamic load distribution optimization plan during the skywalk lifting process, including: Pre-set a distributed quantum fiber optic sensor array at the key nodes of the steel skywalk, including connection points, mid-span and cantilever ends, to form a three-dimensional monitoring network; Obtain sensor data during the lifting process of the skywalk, eliminate the sensor data noise by the Kalman filtering method, and estimate the true strain value: Among them, K t is the Kalman gain, used to represent the weights of the observed value and the predicted value, z t is the sensor data, is the estimated true strain value; Adopt a sliding window detection mechanism, calculate the strain mean value and standard deviation in the recent 5 seconds, and mark the points exceeding μ±3σ as abnormal, where μ represents the mean value of the strain values in the sliding window, and σ represents the standard deviation of the strain values in the sliding window; Judge the risk level based on the estimated true strain value. When the risk level is too high, re-distribute the optimal lifting point loads; Re-distribute the optimal lifting point loads through the constructed dynamic load model. Use the real-time strain field, geometric parameters of the steel skywalk and material properties as inputs, and use the finite element-discrete element coupling technology to determine the stress distribution of the dynamic load model: [K]{u} = {F} + {F DEM contact} Among them, [K] is the stiffness matrix used to represent the stiffness characteristics of the structure, {u} is the displacement vector used to represent the displacement distribution of the structure, {F} is the external load used to represent the external forces acting on the structure, and {F DEM contact} is the discrete element contact force used to represent the interaction forces at the internal contact points of the structure; According to the stress distribution, mark the over-limit areas therein, and establish a QUBO model to solve the problem of optimizing the lifting point load distribution: Among them, H represents the objective function of the optimization problem, and A i is the equilibrium term, used to represent the load balance weight of the suspension point, and x i is a binary variable, used to represent whether the suspension point i is selected. n represents the total number of optional suspension points, and B ij is the strain covariance penalty, used to represent the strain covariance between the suspension points i and j. C is the weight coefficient of the total load; Use the quantum annealing algorithm to read the annealing path with an S-shaped schedule to minimize x corresponding to H i Combine them into the optimal solution of the problem, and finally obtain the suspension point load distribution that meets the requirements.

2. The method for generating a steel skywalk lifting plan between high-rise connected buildings according to claim 1, characterized in that: Before the final generation of the overall lifting plan, it also includes checking the force on the steel skybridge: analyzing the force state of the steel skybridge during lifting using finite element analysis software to determine whether reinforcement is required.

3. A method for generating a steel skybridge lifting plan between high-rise connected buildings according to claim 2, characterized in that: Before the final generation of the overall lifting plan, it also includes monitoring the lifting of the steel skybridge: obtaining the key member positions of the steel skybridge through finite element analysis in the force checking of the steel skybridge, installing vibrating wire strain sensors on the key members, installing deformation sensors at the lifting points of the steel skybridge, installing cable force and stroke sensors on the sling, installing wind speed and direction sensors on the steel skybridge, and comparing the data collected by each sensor with the corresponding threshold values. If the threshold values are exceeded, an alarm is issued to achieve the monitoring of the lifting of the steel skybridge.

4. A method for generating a steel skybridge lifting plan between high-rise connected buildings according to claim 1, characterized in that: The determination of the number and position of the lifting points is specifically as follows: performing BIM modeling according to the weight of the steel skybridge, the bearing range of each node, and the cable force range of the sling, generating a BIM model of the lifting points, and performing a force simulation analysis using finite element software to preliminarily screen out the number and position of the lifting points that meet the weight of the steel skybridge, the bearing capacity of the nodes, and the cable force of the sling, and generating a set P of lifting points. The elements in the set P of lifting points include the lifting point positions, the corresponding number of lifting points, the corresponding node bearing capacity, and the corresponding cable force of the sling; And determining the optimal number and position of the lifting points from the set P of lifting points according to the method for determining the lifting point positions and the number of lifting points; The method for determining the lifting point positions and the number of lifting points includes the principle of uniform distribution of lifting points, the principle of single lifting point load control, and the principle of deformation control; The principle of uniform distribution of lifting points is that the spacing between adjacent lifting points on each side is equal; The principle of single lifting point load control is that the load of a single lifting point ≤ 80% of the rated load of the corresponding lifting equipment; The calculation method of the single lifting point load is: Among them, W is the total load, F i is the single lifting point load, L i is the distance from the lifting point to the center of gravity, ∑L j is the sum of the distances from all lifting points to the center of gravity; The deformation control principle is: the maximum deflection during hoisting ≤ where L is the span; Select the optimal suspension point set P that meets the suspension point position and quantity determination method from the suspension point set P 优 ; Then, weights are set for the node bearing capacity, sling force, single sling point load, maximum deflection, and cost of each sling point, calculations are carried out, and the calculation results are compared to determine the optimal number and position of sling points from the set of preferred sling points P 优 .

5. A method for generating a steel skybridge lifting plan between high-rise connected buildings according to claim 3, characterized in that: The checking of the force on the steel skybridge is specifically as follows: importing the BIM model of the steel skybridge and the layout position and number of the lifting points into the finite element analysis software, and applying wind loads from different directions within the preset strength range to analyze the force state of the steel skybridge during lifting, obtaining whether there are positions where the force exceeds the threshold value. If so, determining its position and the exceeding range, and it is necessary to reinforce the established BIM model of the steel skybridge. According to the node position where the force exceeds the threshold value and its exceeding range, determining the reinforcement method; after reinforcement, recalculating and analyzing the force of this node until the force is less than its corresponding threshold value.

6. A method for generating a steel link corridor lifting scheme between high-rise connected buildings according to claim 1, characterized in that: Before the final generation of the overall lifting plan, it also includes determining the number and position of the upper lifting points: determining the number and position of the upper lifting points according to the determined number and position of the lifting points and the position of the lifting frame. The number of the upper lifting points is equal to the determined number of the lifting points. The upper lifting points are arranged on the lifting frame, and the upper lifting points are vertically arranged above the lifting points.

7. A steel link corridor lifting scheme generation system between high-rise connected buildings, characterized in that, A system for implementing the method for generating a steel skybridge lifting plan between high-rise connected buildings according to any one of claims 1-6, the system includes: Data acquisition module: used to collect data of the steel link corridor, data of the two side towers and their relative position data; BIM model construction module: used to establish BIM models for the collected steel link corridor data, data of the two side towers and the lifting points respectively; Lifting range determination module of the steel link corridor: used to determine the vertical range and horizontal range of the steel link corridor lifting according to the relative position relationship between the connection points on the steel link corridor and the corresponding position points on the tower; Lifting point quantity and position determination module: used to establish a lifting point set of the lifting point position and quantity, and determine the optimal position and quantity of the lifting points; Lifting frame and sling layout module: used to determine the layout position of the lifting frame and set the length of the sling; Force review module for lifting the steel link corridor: used to analyze the forces at each node during the lifting of the steel link corridor and prompt for over-limit points; Monitoring module for lifting the steel link corridor: used to monitor the stress of key members, the relative horizontal deformation value of the lifting points, the lifting cable force, the cumulative travel and the real-time wind speed and direction. If it exceeds the corresponding threshold, it will prompt for over-limit points; Final generation module of the overall lifting plan: generate the overall lifting plan according to the determined relative position relationship, lifting range, number of lifting points, lifting point position, lifting frame position, sling length, force analysis result and monitoring result.

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