Large steel structure installation control method based on dynamic load distribution

Abstract

The invention relates to the technical field of steel structure construction, in particular to a large-scale steel structure installation control method based on dynamic load distribution, which comprises the following steps of: determining a positioning axis of a building, constructing a steel structure model by combining a plurality of steel structure parts, and arranging a weighing device at each bearing point; determining a gravity center position and constructing a static load model; generating a hoisting load change model by combining the moving load and the wind load; simulating a tension value change curve of each sling in combination with the hoisting load change model, and judging whether each sling reaches a tension critical value or not according to the tension value change curve; sorting the bearing points according to the pre-tension load to generate an installation sequence; recording the mounting sequence and the positions of the auxiliary lifting points corresponding to the bearing points to generate a mounting and fixing mode; according to the method, the influence of dynamic load change on installation in the steel structure installation process is effectively overcome, and meanwhile the stability and safety of large steel structure installation control based on dynamic load distribution are improved.

Description

Technical Field

[0001] The present invention relates to the technical field of steel structure construction, and particularly to a large steel structure installation control method based on dynamic load distribution. Background Art

[0002] With the continuous development of modern construction technology, large steel structures have been widely used in many fields such as high-rise buildings, long-span bridges, industrial factories, stadiums, and airport terminals. These large steel structures often have the characteristics of large volume, heavy weight, and complex structure, which put higher requirements on installation technology and control methods. During the installation process of large steel structures, the stress state of the structure changes dynamically. From the hoisting, positioning to connection and fixation of components, each step will cause the load distribution of the structure to change. At the same time, the construction process may also be affected by various factors such as wind load, temperature change, and construction load, making the load situation more complex. Therefore, there are extremely high requirements for the safety of hoisting devices and slings during the installation process of large steel structures.

[0003] Chinese Patent Application Publication No.: CN118862251A discloses a method, medium, and system for determining welding points of grid ball nodes. The invention provides a method, medium, and system for determining welding points of grid ball nodes, belonging to the technical field of steel structure construction, including: based on the overall design drawing of the grid, establishing a finite element model and considering the influence of dynamic loads. Performing static analysis in this model to calculate the stress, strain distribution, and internal force transmission path of each node. Then performing dynamic analysis to simulate the vibration response of the grid under the action of dynamic loads and superimposing it with the static results to obtain the comprehensive stress and strain situation. Next, combining design standards and manufacturing processes, determining multiple welding schemes. Using the non-dominated sorting genetic algorithm to optimize these schemes, and selecting the one with the least stress and strain concentration as the to-be-determined scheme. Manufacturing grid specimens, conducting mechanical property tests, and using the response surface method or Lagrange multiplier method to adjust and optimize the finite element model. Finally, selecting the welding scheme with the least stress and strain concentration as the target scheme and outputting the welding point coordinates of each grid ball.

[0004] It can be seen that the prior art does not consider the influence of the load during the hoisting of steel structures, nor the influence of the load on the hoisting device during the installation process of steel structures. Summary of the Invention

[0005] Therefore, the present invention provides a large steel structure installation control method based on dynamic load distribution to overcome the problems in the prior art that do not consider the influence of the load during the hoisting of steel structures and the influence of the load on the hoisting device during the installation process of steel structures.

[0006] To achieve the above object, the present invention provides a large steel structure installation control method based on dynamic load distribution, including:

[0007] Determine the positioning axis of the building, combine a number of steel structure members to construct a steel structure model, determine a number of load-bearing points of a single steel structure member, and set weighing devices at each of the load-bearing points, where the load-bearing points are the connection points between the steel structure member and the already installed steel structure members;

[0008] Based on the weight values of each of the weighing devices and the steel structure model, determine the center of gravity position and construct a static load model, and determine the positions of the main lifting points and a number of auxiliary lifting points on the steel structure member according to the static load model;

[0009] Calculate the moving load according to the lifting time and the moving speed of the steel structure member, and generate a hoisting load change model by combining the moving load and the wind load;

[0010] Combine the hoisting load change model to simulate the change curve of the tension value of each sling, determine whether each sling reaches the tension critical value according to the tension value change curve, and use the hoisting device to hoist the steel structure member to the installation position when it is determined that none of the slings reach the tension critical value;

[0011] Combine the hoisting load change model and the static load model to simulate the pre-tension load of each auxiliary lifting point when each load-bearing point is in a single fixed state, sort each load-bearing point according to the pre-tension load to generate an installation sequence, and install each load-bearing point according to the installation sequence;

[0012] Record the installation sequence and the positions of the auxiliary lifting points corresponding to each load-bearing point to generate an installation and fixing method, and apply the installation and fixing method during the next hoisting of the steel structure member corresponding to the same static load model.

[0013] Further, the process of determining the positioning axis of the building, combining a number of steel structure members to construct a steel structure model, determining a number of load-bearing points of a single steel structure member, and setting weighing devices at each of the load-bearing points includes:

[0014] Project the positioning axis onto each steel structure member to clarify the mutual connection relationship of each steel structure member;

[0015] Determine the load-bearing points of a single steel structure member according to the connection relationship;

[0016] Set the weighing devices at each of the load-bearing points.

[0017] Further, set the weighing devices at each of the load-bearing points, where,

[0018] Steel piers with different heights are arranged under each of the weighing devices so that the static state of the steel structure member is the same as the installation state, and the installation state is the form of the steel structure member relative to the horizontal plane in the completed installation state.

[0019] Further, the process of determining the centroid position based on the weight values of each of the weighing devices and constructing a static load model in combination with the steel structure model includes:

[0020] Determine the coordinates of each of the bearing points based on the positioning axis;

[0021] Calculate the moment contribution value of the weight value of each of the bearing points to the centroid position;

[0022] Determine the centroid position according to the moment contribution value;

[0023] Take the weight values of each of the bearing points as concentrated loads and convert the concentrated loads into uniformly distributed loads according to the equivalent principle and set them on the steel structure model, and add boundary conditions to generate the static load model;

[0024] Among them, the boundary condition is a connecting component that restricts the displacement or rotation of the steel structure member.

[0025] Further, the process of calculating the moving load according to the lifting time and the moving speed of the steel structure member and generating a lifting load change model in combination with the moving load and the wind load includes:

[0026] During the hoisting process of the steel structure member, collect the position change of the main lifting point and calculate the moving speed of the steel structure member in combination with the steel structure model;

[0027] Calculate the moving load according to the lifting time and the moving speed;

[0028] Calculate the wind load on the windward side of the steel structure member by collecting the wind speed and direction;

[0029] Generate the lifting load change model in combination with the moving load and the wind load.

[0030] Further, the process of simulating the change curve of the tension value of each of the slings in combination with the lifting load change model includes:

[0031] Clarify the sling parameters of each of the slings;

[0032] Dynamically simulate the tension value of the sling during the hoisting process according to the lifting load change model and the sling parameters;

[0033] Draw the change curve of the tension value in combination with different hoisting stages and the tension value of the sling;

[0034] The sling parameters include the length, acting angle, fixing position and cross-sectional area of the sling.

[0035] Further, the process of determining whether each sling reaches the critical tension value according to the tension value change curve includes:

[0036] During the hoisting process, collect the real-time tension values of each sling per unit time, and compare the real-time tension values with the tension change curve of the corresponding hoisting stage;

[0037] According to the comparison result, determine whether the real-time tension value of each sling reaches the critical tension value during the hoisting process of the next unit time;

[0038] The duration of the unit time is positively correlated with the volume of the steel structure member.

[0039] Further, the process of simulating the pre-tension load of each auxiliary lifting point in a single fixed state in combination with the hoisting load change model and the static load model includes:

[0040] Superimpose the hoisting load change model on the static load model to generate an installation load model;

[0041] Successively simulate fixing each load-bearing point separately on the installation load model;

[0042] Record the pre-tension load of each auxiliary lifting point when each load-bearing point is in a single fixed state.

[0043] Further, the process of sorting each load-bearing point according to the pre-tension load to generate an installation order and installing each load-bearing point according to the installation order includes:

[0044] Add up the pre-tension loads of each auxiliary lifting point when each load-bearing point is in a single fixed state to obtain the simulated fixed load of the load-bearing point;

[0045] Compare the simulated fixed load of the load-bearing point with a preset load, and determine whether the load-bearing point is a dangerous fixed point or a safe fixed point according to the comparison result;

[0046] Sort the simulated fixed loads of the load-bearing points corresponding to the determined safe fixed points from small to large, and install each load-bearing point according to the sorting result;

[0047] The preset load is positively correlated with the volume of the steel structure member.

[0048] Furthermore, an independent telescopic device is provided on each sling. When it is determined that the load-bearing point is in the state of the dangerous fixed point, the independent telescopic device adjusts the length of the sling to change the load-bearing point corresponding to the dangerous fixed point into the safe fixed point and then installs it.

[0049] Compared with the prior art, the beneficial effects of the present invention are as follows. By simulating the form of the steel structure after installation before hoisting to detect the load between the steel structure and the already installed steel structure components, and constructing a static load model of the steel structure, potential risks can be discovered in advance. Through simulation and detection before hoisting, problems such as uneven load distribution and excessive local stress that may occur after the actual installation of the steel structure can be found. Simulating and constructing the static load model can provide accurate guidance for the installation of the steel structure. Various data included in the static load model, such as load distribution, stress and strain conditions, etc., provide important basic data for the maintenance, monitoring and performance evaluation of the steel structure during use, and improve the stability and safety of the installation control of large steel structures based on dynamic load distribution.

[0050] Furthermore, in the present invention, by combining the moving load and wind load of the steel structure components to construct a hoisting load change model during the hoisting process, combining these two loads to construct the model can more comprehensively and realistically simulate the actual load conditions borne by the steel structure components during the hoisting process. By constructing the hoisting load change model, the changes of these loads at different times and different positions can be accurately analyzed, so as to provide a more accurate basis for the design and optimization of the hoisting plan. The model can help construction personnel and technical personnel understand in advance the risks that the steel structure components and hoisting equipment may face under the combined action of the moving load and wind load. By identifying these risks in advance, corresponding preventive measures can be taken. Through the analysis of the hoisting load change model, parameters such as the optimal hoisting speed, angle, and hoisting point position can be determined. The hoisting load change model can help determine the optimal hoisting sequence. The accurate model can avoid over-configuring hoisting equipment due to insufficient load estimation, thereby reducing costs and further improving the stability and safety of the installation control of large steel structures based on dynamic load distribution.

[0051] Furthermore, in the present invention, by detecting the tension of each sling per unit time at different hoisting stages and comparing it with the hoisting load change model, it is determined whether the tension on the sling reaches the critical tension value according to the comparison result. By detecting the tension of each sling per unit time in real time and comparing it with the model, abnormal changes in the sling tension can be detected in a timely manner, and potential problems with the sling force can be discovered in advance. Even if the tension has not reached the critical value, but if the deviation from the model is large and shows an upward trend, the existing risks can also be prompted. Accurate tension detection and comparison help ensure the correct positioning of the steel structure during hoisting. If the sling tension does not meet the model expectations, it will cause deviation in the position of the component, affecting the installation accuracy. Comparing the actually detected sling tension data with the hoisting load change model can find the differences between the model and the actual situation. If there are large deviations, the model can be calibrated and corrected according to the actual data to make it more accurately reflect the real load change situation during hoisting, improving the reliability and practicality of the model, and the parameters during hoisting, such as hoisting speed, sling length, and hoisting point position, can be adjusted in a timely manner to avoid equipment damage, further improving the stability and safety of the large steel structure installation control based on dynamic load distribution.

[0052] Furthermore, in the present invention, the points with the smallest load change during the installation process are analyzed by the model and installed and fixed preferentially, and the installation and fixing sequence is recorded. The same installation and fixing sequence is adopted when installing the same steel structure parts next time. During the steel structure installation process, too large a load change will lead to uneven internal force distribution of the structure, increasing the risk of local instability or overall overturning of the structure. Preferentially selecting the points with the smallest load change for installation and fixing can enable the structure to always maintain a relatively stable stress state during the installation process, reducing the possibility of safety accidents caused by structural instability. Installing and fixing the points with small load changes first helps to quickly form a stable structure system, thereby reducing the demand and dependence on the temporary support structure. After determining the installation sequence with the smallest load change, the construction personnel can carry out the installation operations according to the fixed process without frequently adjusting the installation plan and sequence during the installation process, improving the fluency and efficiency of the construction. Since the points with small load changes are installed first, the structure is more likely to remain stable during the installation process, reducing the number of installation adjustments required due to structural instability or deformation. Recording and reusing the same installation and fixing sequence saves resources, further improving the stability and safety of the large steel structure installation control based on dynamic load distribution. BRIEF DESCRIPTION OF THE DRAWINGS

[0053] Figure 1 is a flowchart of the method for controlling the installation of a large steel structure based on dynamic load distribution according to the present invention;

[0054] Figure 2 is a flowchart of constructing a static load model in an embodiment of the present invention;

[0055] Figure 3 Flow chart for constructing a hoisting load change model in an embodiment of the present invention;

[0056] Figure 4 Logic diagram for determining dangerous fixing points and safe fixing points in an embodiment of the present invention. Detailed implementation manners

[0057] In order to make the objectives and advantages of the present invention clearer, the present invention will be further described below in conjunction with embodiments; it should be understood that the specific embodiments described herein are only used to explain the present invention and are not used to limit the present invention.

[0058] The preferred implementation manners of the present invention will be described below with reference to the accompanying drawings. Those skilled in the art should understand that these implementation manners are only used to explain the technical principles of the present invention and do not limit the protection scope of the present invention.

[0059] It should be noted that in the description of the present invention, the terms indicating directions or positional relationships such as "upper", "lower", "left", "right", "inner", "outer", etc. are based on the directions or positional relationships shown in the drawings. This is only for convenience of description and does not indicate or imply that the device or element must have a specific orientation, be constructed and operated in a specific orientation, and therefore should not be construed as a limitation of the present invention.

[0060] In addition, it should be noted that in the description of the present invention, unless otherwise clearly specified and limited, the terms "installation", "connection", and "coupling" should be understood in a broad sense. For example, it can be a fixed connection, a detachable connection, or an integral connection; it can be a mechanical connection or an electrical connection; it can be directly connected or indirectly connected through an intermediate medium, and it can be the communication inside two elements. For those skilled in the art, the specific meanings of the above terms in the present invention can be understood according to specific situations.

[0061] Please refer to Figure 1 As shown, it is a flow chart of a large steel structure installation control method based on dynamic load distribution according to the present invention. An embodiment of the present invention provides a large steel structure installation control method based on dynamic load distribution, including:

[0062] Step S1: Determine the positioning axis of the building, combine several steel structure members to construct a steel structure model, determine several load-bearing points of a single steel structure member, and set weighing devices at each load-bearing point. The load-bearing point is the connection point between the steel structure member and the already installed steel structure member;

[0063] Step S2: Based on the weight values of each weighing device and the steel structure model, determine the center of gravity position and construct a static load model, and determine the positions of the main lifting point and several auxiliary lifting points on the steel structure member;

[0064] Step S3: Calculate the moving load based on the lifting time and the moving speed of the steel structure member, and generate a hoisting load change model by combining the moving load and the wind load;

[0065] Step S4: Simulate the change curve of the tension value of each sling in combination with the hoisting load change model, determine whether each sling reaches the tension critical value according to the tension value change curve, and use the hoisting device to hoist the steel structure member to the installation position when it is determined that none of the slings reaches the tension critical value;

[0066] Step S5: Simulate the pre-tension load of each auxiliary lifting point in the state where each load-bearing point is in a single fixed state by combining the hoisting load change model and the static load model, sort each load-bearing point according to the pre-tension load to generate an installation sequence, and install each load-bearing point according to the installation sequence;

[0067] Step S6: Record the installation sequence and the positions of the auxiliary lifting points corresponding to each load-bearing point to generate an installation and fixation method, and apply the installation and fixation method during the next hoisting of the steel structure member corresponding to the same static load model.

[0068] Specifically, in Step S1, determine the positioning axis of the building, construct a steel structure model by combining several steel structure members, and determine several load-bearing points of a single steel structure member. The process of setting weighing devices at each load-bearing point includes:

[0069] Step S101: Project the positioning axis onto each steel structure member to clarify the mutual connection relationship of each steel structure member;

[0070] Step S102: Determine the load-bearing points of a single steel structure member according to the connection relationship;

[0071] Step S103: Set weighing devices at each load-bearing point.

[0072] In implementation, there is a contact surface of 0.1 square meters between the steel structure member A to be installed and the already installed steel structure member B, and this 0.1-square-meter contact surface is a load-bearing point.

[0073] Specifically, in Step S103, set weighing devices at each load-bearing point, where

[0074] Set steel piers with different heights under each weighing device to make the static state of the steel structure member the same as the installation state, and the installation state is the form of the steel structure member relative to the horizontal plane in the completed installation state.

[0075] It can be understood that the steel piers can be set to any height and shape to bear the pressure exerted by the steel structure member.

[0076] Please refer to Figure 2As shown, it is a flowchart for constructing a static load model in an embodiment of the present invention. In step S2, the process of determining the centroid position and constructing a static load model based on the weight values of each weighing device and the steel structure model includes:

[0077] Step S201: Determine the coordinates of each load-bearing point based on the positioning axis;

[0078] Step S202: Calculate the moment contribution value of the weight value of each load-bearing point to the centroid position;

[0079] Step S203: Determine the centroid position according to the moment contribution value;

[0080] Step S204: Take the weight values of each load-bearing point as concentrated loads and convert the concentrated loads into uniformly distributed loads according to the equivalent principle and set them on the steel structure model, and add boundary conditions to generate a static load model;

[0081] In practice, when calculating the moment contribution value of the weight value of each load-bearing point to the centroid position, it is set that the weight value of the i-th load-bearing point is W, in kilograms, and the coordinates are (x, y, z). Then the moment contribution of this point to the X-axis direction is M xi = W×x, the moment contribution to the Y-axis direction is M yi = W×y, and the moment contribution to the Z-axis direction is M zi = W×z; x, y, z are in meters. Sum up the moment contributions of all load-bearing points in the X-axis, Y-axis, and Z-axis directions respectively to obtain the total moment of each axis The total weight of the steel structure is

[0082] The centroid position coordinates are

[0083] Among them, the boundary condition is a connecting component that restricts the displacement or rotation of the steel structure member.

[0084] Specifically, the present invention can detect the load between the steel structure and the already installed steel structure members by simulating the shape of the steel structure after installation before hoisting, and construct a static load model of the steel structure, which can discover potential risks in advance. By simulating and detecting before hoisting, problems such as uneven load distribution and excessive local stress that may occur after the actual installation of the steel structure can be discovered. Simulating and constructing a static load model can provide accurate guidance for the installation of the steel structure. Various data included in the static load model, such as load distribution, stress and strain conditions, etc., provide important basic data for the maintenance, monitoring, and performance evaluation of the steel structure during use, and improve the stability and safety of the installation control of large steel structures based on dynamic load distribution.

[0085] Please refer to Figure 3As shown, it is a flowchart for constructing a hoisting load change model in an embodiment of the present invention. In step S3, the process of calculating the moving load based on the hoisting time and the moving rate of the steel structure member and generating the hoisting load change model by combining the moving load and the wind load includes:

[0086] Step S301, during the hoisting of the steel structure member, collect the position change of the main hoisting point and calculate the moving rate of the steel structure member in combination with the steel structure model;

[0087] Step S302, calculate the moving load according to the hoisting time and the moving rate;

[0088] Step S303, calculate the wind load on the windward side of the steel structure member by collecting the wind speed and wind direction;

[0089] Step S304, generate a hoisting load change model by combining the moving load and the wind load.

[0090] It can be understood that a high-precision position sensor, such as a laser rangefinder, a GPS positioning device, or a total station, is installed at the main hoisting point of the steel structure member; during the hoisting of the steel structure member, at a certain time interval (such as 5 seconds), the position data of the main hoisting point is collected in real time through the position sensor; according to the position data of the main hoisting point at different moments collected, calculate the displacement change amount of the main hoisting point within the adjacent time interval, and divide the displacement change amount by the time interval to obtain the average moving rate of the main hoisting point during this time period.

[0091] It can be understood that during the hoisting process, it is assumed to start moving from rest, the initial rate is 0, the final moving rate is v (unit: meters per second), the hoisting time is t (unit: seconds), and the acceleration a is (unit: meters per second squared), the inertial force F = mxa, m is the mass of the steel structure member, (unit: kilograms), F (unit: kilogram meters per second squared).

[0092] It can be understood that devices such as an anemometer and a wind vane are used to collect the wind speed and wind direction information of the current environment, determine the windward side of the steel structure member according to the wind direction, and the calculation formula for the wind load is where C is the wind force coefficient, and the specific wind force coefficient can be found in relevant aerodynamics manuals or determined through wind tunnel tests. For example, for a steel structure member in the shape of a cuboid, when the wind direction is perpendicular to the larger plane, the wind force coefficient is generally between (1.0 - 1.4); for a member with a circular cross-section, the wind force coefficient is approximately (0.6 - 1.2); ρ is the air density, (unit: kilograms per cubic meter); D is the area of the windward side, (square meters); v 风 is the wind speed of the current environment, (unit: meters per second).

[0093] It is understandable that with time as the abscissa, the vector sum of the moving load and the wind load is calculated to generate a hoisting load change model.

[0094] Specifically, in the present invention, a hoisting load change model during the hoisting process is constructed by combining the moving load and the wind load of the steel structure member. Combining these two loads to construct the model can more comprehensively and realistically simulate the actual load conditions borne by the steel structure member during the hoisting process. By constructing the hoisting load change model, the changes of these loads at different times and positions can be accurately analyzed, thereby providing a more accurate basis for the design and optimization of the hoisting plan. The model can help construction personnel and technical personnel understand in advance the risks that the steel structure member and the hoisting equipment may face under the combined action of the moving load and the wind load. By identifying these risks in advance, corresponding preventive measures can be taken. Through the analysis of the hoisting load change model, parameters such as the optimal hoisting speed, angle, and hoisting point position can be determined. The hoisting load change model can help determine the optimal hoisting sequence. An accurate model can avoid over-configuring the hoisting equipment due to insufficient load estimation, thereby reducing costs and further improving the stability and safety of the large steel structure installation control based on dynamic load distribution.

[0095] Specifically, in step S4, the process of simulating the change curve of the tension value of each sling by combining the hoisting load change model includes:

[0096] Clarify the sling parameters of each sling;

[0097] Dynamically simulate the tension value of the sling during the hoisting process according to the hoisting load change model and the sling parameters;

[0098] Draw the change curve of the tension value by combining different hoisting stages and the tension value of the sling;

[0099] The sling parameters include the length, acting angle, fixed position, and cross-sectional area of the sling.

[0100] It is understandable that without considering the deformation of the sling, the sling parameters are corresponded to the hoisting load in the hoisting load change model to generate the tension value of the sling, and the change curve of the tension value is drawn by combining the hoisting load change model of different hoisting stages.

[0101] Specifically, in step S4, the process of determining whether each sling reaches the tension critical value according to the change curve of the tension value includes:

[0102] During the hoisting process, collect the real-time tension value of each sling per unit time, and compare the real-time tension value with the tension change curve of the corresponding hoisting stage;

[0103] Determine whether the real-time tensile force value of each sling reaches the tensile force critical value during the hoisting process in the next unit time according to the comparison result;

[0104] The duration of the unit time is positively correlated with the volume of the steel structure member.

[0105] It can be understood that the larger the volume of the steel structure member, the longer it takes to hoist it to the same height. Therefore, the duration of the unit time is positively correlated with the volume of the steel structure member.

[0106] It can be understood that by comparing the real-time tensile force value with the tensile force change curve of the corresponding hoisting stage, if the real-time tensile force value is greater than or equal to the simulated tensile force value, it is determined that the real-time tensile force value of the sling reaches the tensile force critical value during the hoisting process in the next unit time; if the real-time tensile force value is less than the simulated tensile force value, it is determined that the real-time tensile force value of the sling does not reach the tensile force critical value during the hoisting process in the next unit time.

[0107] Specifically, in the present invention, by detecting the tensile force of each sling in the unit time at different hoisting stages and comparing it with the hoisting load change model, it is determined whether the tensile force on the sling reaches the tensile force critical value according to the comparison result. By detecting the tensile force of each sling in the unit time in real time and comparing it with the model, the abnormal change of the sling tensile force can be found in time, and the potential problems of the sling force can be discovered in advance. Even if the tensile force has not reached the critical value, but if the deviation from the model is large and shows an upward trend, the existing risks can also be prompted. Accurate tensile force detection and comparison help to ensure the correct positioning of the steel structure during hoisting. If the sling tensile force does not meet the model expectation, it will cause the deviation of the component position and affect the installation accuracy. By comparing the actual detected sling tensile force data with the hoisting load change model, the difference between the model and the actual situation can be found. If there is a large deviation, the model can be calibrated and corrected according to the actual data to make it more accurately reflect the real load change situation during hoisting, improve the reliability and practicability of the model, and can timely adjust the parameters during hoisting, such as hoisting speed, sling length, lifting point position, etc., to avoid equipment damage, and further improve the stability and safety of the large steel structure installation control based on dynamic load distribution.

[0108] Specifically, in step S5, the process of simulating the pre-tensile force load of each auxiliary lifting point in a single fixed state by combining the hoisting load change model and the static load model includes:

[0109] Superimpose the hoisting load change model on the static load model to generate an installation load model;

[0110] Simulate fixing each load-bearing point separately on the installation load model in turn;

[0111] Record the pre-tensile force load of each auxiliary lifting point in the state where each load-bearing point is fixed singly.

[0112] Please refer to Figure 4 shown in the figure, which is the logic diagram for determining dangerous fixing points and safe fixing points in the embodiments of the present invention. In step S5, the load-bearing points are sorted according to the pre-tension load to generate the installation sequence. The process of installing each load-bearing point according to the installation sequence includes:

[0113] When each load-bearing point is in a single fixed state, the pre-tension loads of each auxiliary lifting point are added to obtain the simulated fixed load of the load-bearing point;

[0114] In practice, a 1-ton steel structure member includes three load-bearing points N, P, and Q, and is lifted by 4 slings. When fixing point N alone, the simulated fixed load of the load-bearing point is 2450 N. When fixing point P alone, the simulated fixed load of the load-bearing point is 2864 N. When fixing point Q alone, the simulated fixed load of the load-bearing point is 2369 N.

[0115] Compare the simulated fixed load of the load-bearing point with the preset load, and determine whether the load-bearing point is a dangerous fixing point or a safe fixing point according to the comparison result. Among them,

[0116] if the simulated fixed load of the load-bearing point is less than the preset load, it is determined that the load-bearing point is a safe fixing point,

[0117] if the simulated fixed load of the load-bearing point is greater than or equal to the preset load, it is determined that the load-bearing point is a dangerous fixing point;

[0118] In practice, the preset load is set to 2500 N. If the simulated fixed load of the load-bearing point is 2450 N, which is less than the preset load, it is determined that the load-bearing point is a safe fixing point,

[0119] if the simulated fixed load of the load-bearing point is 2864 N, which is greater than the preset load, it is determined that the load-bearing point is a dangerous fixing point;

[0120] Sort the simulated fixed loads of the load-bearing points corresponding to the determined safe fixing points from small to large, and install each load-bearing point according to the sorting result;

[0121] In practice, point P is a dangerous fixing point, and points N and Q are safe fixing points. Sorting from small to large, install point Q first, and then install point Q.

[0122] The preset load is positively correlated with the volume of the steel structure member.

[0123] It can be understood that the larger the volume of the steel structure member, the greater the sum of the loads of each auxiliary lifting point. Therefore, the preset load is positively correlated with the volume of the steel structure member.

[0124] Specifically, in step S5, an independent telescopic device is provided on each sling. When it is determined that the load-bearing point is a dangerous fixed point, the length of the sling is adjusted to change the load-bearing point corresponding to the dangerous fixed point into a safe fixed point and then installation is carried out.

[0125] It can be understood that the adjustment of the sling length is carried out within the allowable adjustment error range for the installation of steel structural members.

[0126] Specifically, in the present invention, through model analysis, the points with the smallest load change during the installation process are preferentially installed and fixed, and the installation and fixing order is recorded. When installing the same steel structural members next time, the same installation and fixing order is adopted. During the installation of steel structures, too large a load change will lead to uneven internal force distribution of the structure, increasing the risk of local instability or overall overturning of the structure. Preferentially selecting the points with the smallest load change for installation and fixing can enable the structure to always maintain a relatively stable stress state during the installation process, reducing the possibility of safety accidents caused by structural instability. Installing and fixing the points with small load changes first helps to quickly form a stable structural system, thereby reducing the demand and dependence on temporary support structures. After determining the installation order with the smallest load change, construction workers can carry out installation operations according to a fixed process without frequently adjusting the installation plan and order during the installation process, improving the fluency and efficiency of construction. Since the points with small load changes are preferentially installed, the structure is more likely to remain stable during the installation process, reducing the number of installation adjustments required due to structural instability or deformation. Recording and repeatedly using the same installation and fixing order saves resources and further improves the stability and safety of the large steel structure installation control based on dynamic load distribution.

[0127] So far, the technical solution of the present invention has been described in conjunction with the preferred embodiments shown in the drawings. However, it is easy for those skilled in the art to understand that the protection scope of the present invention is obviously not limited to these specific embodiments. Without departing from the principle of the present invention, those skilled in the art can make equivalent changes or substitutions to the relevant technical features, and the technical solutions after these changes or substitutions will all fall within the protection scope of the present invention.

Claims

1. A large steel structure installation control method based on dynamic load distribution, characterized in that Including: Determine the positioning axis of the building, combine several steel structure components to build a steel structure model, determine several load-bearing points of a single steel structure component, and set weighing devices at each of the load-bearing points, where the load-bearing points are the connection points between the steel structure component and the already installed steel structure components; Based on the weight values of each of the weighing devices and in combination with the steel structure model, determine the center of gravity position and build a static load model, and determine the positions of the main lifting points and several auxiliary lifting points on the steel structure component according to the static load model; Calculate the moving load based on the lifting time and the moving speed of the steel structure component, and generate a lifting load change model in combination with the moving load and the wind load; Simulate the tensile force value change curves of each of the slings in combination with the lifting load change model, determine whether each of the slings reaches the tensile critical value according to the tensile force value change curves, and in the state where it is determined that none of the slings reach the tensile critical value, use the lifting device to lift the steel structure component to the installation position; Simulate the pre-tensile load of each of the auxiliary lifting points in a single fixed state of each of the load-bearing points in combination with the lifting load change model and the static load model, sort each of the load-bearing points according to the pre-tensile load to generate an installation sequence, and install each of the load-bearing points according to the installation sequence; Record the installation sequence and the positions of the auxiliary lifting points corresponding to each of the load-bearing points to generate an installation and fixing method, and apply the installation and fixing method during the next lifting of the steel structure component corresponding to the same static load model.

2. The large steel structure installation control method based on dynamic load distribution according to claim 1, characterized in that, The process of determining the positioning axis of the building, combining several steel structure components to build a steel structure model, and determining several load-bearing points of a single steel structure component and setting weighing devices at each of the load-bearing points includes: Project the positioning axis onto each of the steel structure components to clarify the mutual connection relationship of each of the steel structure components; Determine the load-bearing points of a single steel structure component according to the connection relationship; Set the weighing devices at each of the load-bearing points.

3. The large steel structure installation control method based on dynamic load distribution according to claim 2, characterized in that, Set the weighing devices at each of the load-bearing points, where Set steel piers with different heights under each of the weighing devices to make the static state of the steel structure component the same as the installation state, and the installation state is the form of the steel structure component relative to the horizontal plane in the completed installation state.

4. The method for installing and controlling a large steel structure based on dynamic load distribution according to claim 3, characterized in that, The process of determining the center of gravity position and building a static load model based on the weight values of each of the weighing devices and in combination with the steel structure model includes: Determine the coordinates of each of the load-bearing points based on the positioning axis; Calculate the moment contribution value of the weight value of each of the load-bearing points to the center of gravity position; Determine the center of gravity position according to the moment contribution value; Take the weight values of each of the load-bearing points as concentrated loads and convert the concentrated loads into uniformly distributed loads according to the equivalent principle and set them on the steel structure model, and add boundary conditions to generate the static load model; Wherein, the boundary conditions are connection components that restrict the displacement or rotation of the steel structure component.

5. The large steel structure installation control method based on dynamic load distribution according to claim 4, characterized in that The process of calculating the moving load based on the lifting time and the moving speed of the steel structure component and generating the lifting load change model in combination with the moving load and the wind load includes: During the hoisting process of the steel structure member, collect the position change of the main hoisting point and calculate the moving speed of the steel structure member in combination with the steel structure model; Calculate the moving load according to the hoisting time and the moving speed; Calculate the wind load on the windward side of the steel structure member by collecting the wind speed and wind direction; Generate the hoisting load change model by combining the moving load and the wind load; 6. The large steel structure installation control method based on dynamic load distribution according to claim 5, characterized in that, The process of simulating the change curve of the tension value of each sling in combination with the hoisting load change model includes: Define the sling parameters of each sling; Dynamically simulate the tension value of the sling during the hoisting process according to the hoisting load change model and the sling parameters; Draw the change curve of the tension value in combination with different hoisting stages and the tension value of the sling; The sling parameters include the length, acting angle, fixed position and cross-sectional area of the sling; 7. The method for installing and controlling large steel structures based on dynamic load distribution according to claim 6, characterized in that, The process of determining whether each sling reaches the tension critical value according to the tension value change curve includes: During the hoisting process, collect the real-time tension value of each sling per unit time, and compare the real-time tension value with the tension change curve of the corresponding hoisting stage; Determine whether the real-time tension value of each sling reaches the tension critical value in the hoisting process of the next unit time according to the comparison result; The duration of the unit time is positively correlated with the volume of the steel structure member; 8. The large steel structure installation control method based on dynamic load distribution according to claim 7, characterized in that The process of simulating the pre-tension load of each auxiliary hoisting point when each load-bearing point is in a single fixed state by combining the hoisting load change model and the static load model includes: Superimpose the hoisting load change model on the static load model to generate an installation load model; Simulate fixing each load-bearing point separately on the installation load model in turn; Record the pre-tension load of each auxiliary hoisting point when each load-bearing point is in a single fixed state; 9. The method for installing and controlling a large steel structure based on dynamic load distribution according to claim 8, characterized in that, The process of sorting each load-bearing point according to the pre-tension load to generate an installation sequence and installing each load-bearing point according to the installation sequence includes: Add up the pre-tension loads of each auxiliary hoisting point when each load-bearing point is in a single fixed state to obtain the simulated fixed load of the load-bearing point; Compare the simulated fixed load of the load-bearing point with the preset load, and determine whether the load-bearing point is a dangerous fixed point or a safe fixed point according to the comparison result; Sort the simulated fixed loads of the load-bearing points corresponding to the determined safe fixed points from small to large, and install each load-bearing point according to the sorting result; The preset load is positively correlated with the volume of the steel structure member; 10. The large steel structure installation control method based on dynamic load distribution according to claim 9, characterized in that, An independent telescopic device is provided on each sling. In the state where the load-bearing point is determined to be the dangerous fixed point, the length of the sling is adjusted to make the load-bearing point corresponding to the dangerous fixed point become the safe fixed point and install it.

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