Method, system and equipment for optimizing overall lifting of an arch bridge

Abstract

The present invention relates to the field of bridge construction, and in particular to an overall lifting optimization method, system and equipment for arch bridges. The present invention innovatively proposes an overall lifting optimization calculation method for arch bridges, which solves many problems of traditional overall lifting control methods for arch bridges in terms of accuracy, efficiency and cost. By systematically optimizing the combination of tower position, temporary tie position and temporary horizontal tie force, the optimal bridge line shape is achieved and the amount of tower construction work is reduced. Finally, relying on the intelligent monitoring system, real-time monitoring and feedback control of the overall lifting of the arch ribs is realized, providing strong technical support for the high-precision control of the overall lifting of the arch bridge, and has extremely high practical value and broad promotion prospects.

Description

Technical Field

[0001] The present invention relates to the field of bridge construction, and in particular to an overall lifting optimization method, system and equipment for an arch bridge. Background Art

[0002] Currently, the overall lifting and installation of an arch bridge involves first assembling the sections on the ground, then hoisting the entire structure into place. This significantly reduces the construction period and the time and risks of overhead work, allowing for rapid completion of bridge installation. However, traditional lifting and installation processes either lack temporary horizontal ties or rely solely on construction experience to arrange tower lifting points and temporary horizontal ties. Closure is then achieved by adjusting the temporary horizontal cable tension to control the closure width. Both methods often fail to achieve the optimal bridge alignment after closure and cable release. Furthermore, traditional installation schemes fail to fully consider the coupling effects between the lifting point locations, temporary tie anchorage locations, and temporary horizontal tie force, making it impossible to determine the optimal combination of lifting points, temporary tie anchorage points, and temporary horizontal tie force during the lifting process. This not only increases the construction workload of the arch bridge but also potentially impacts the quality of the final bridge alignment and the accuracy of construction control. Furthermore, existing arch rib overall lifting methods generally rely on the forward execution of construction instructions, without real-time monitoring and feedback control of the actual construction process, which can easily lead to deviations between the actual bridge state and the calculated results.

[0003] There are currently three main problems:

[0004] (1) Bridge alignment optimization. During the overall lifting process of the arch bridge, the horizontal temporary tie rods used in the traditional method can only simply control a single variable and cannot simultaneously take into account the control of longitudinal deviation and rotation angle. This limitation makes it impossible to obtain the optimal bridge alignment after the bridge is closed and the cables are released.

[0005] (2) Coupling effect optimization problem. The existing calculation method fails to fully consider the coupling effect between the lifting point position, the temporary tie anchor point position and the temporary horizontal tie force, and cannot determine the optimal combination of the three during the overall lifting process, resulting in high costs for arch bridge construction.

[0006] (3) Closed-loop control of the construction process. Existing methods for overall arch rib lifting generally rely on the forward execution of construction instructions, without real-time monitoring and feedback control of the actual construction process, resulting in inconsistencies between the actual bridge status and the calculated results.

[0007] Therefore, there is a need for an overall lifting optimization method, system and equipment for arch bridges with better bridge line shape and lower cost. Summary of the Invention

[0008] The purpose of the present invention is to overcome the problems in the prior art of being unable to determine the optimal combination of the lifting point position, the temporary tie anchor point position and the temporary horizontal tie force during the overall lifting of the arch bridge, and the failure to achieve closed-loop control during the construction process, resulting in uncontrollable quality of the final bridge line shape, and to provide an overall lifting optimization method, system and equipment for arch bridges.

[0009] In order to achieve the above-mentioned object of the invention, the present invention provides the following technical solutions:

[0010] A method for optimizing the overall lifting of an arch bridge comprises the following steps:

[0011] S1: Based on the design drawings of the arch bridge to be optimized, a finite element model of the overall lifting optimization of the arch bridge considering the construction stage is established;

[0012] S2: Initialize the overall lifting parameters of the finite element model; let the node group number of the tower lifting point position be j, and the node group number of the temporary horizontal tie anchor point position be i, and calculate the displacement influence matrix of each construction stage under each group of i and j working conditions;

[0013] The overall lifting parameters of the arch bridge include the lifting point position j, the temporary tie anchor point position i, and the temporary horizontal tie force; the initial values of i and j are 1, and j<=m, i<=n, m is the theoretical maximum node group of the tower lifting point position, and n is the theoretical maximum node group of the temporary horizontal tie anchor point; the displacement influence matrix includes the temporary horizontal tie force influence and the dead load influence;

[0014] S3: Substituting the displacement influence matrix into the optimization model to obtain the optimal bridge alignment for the corresponding working condition; determining whether the bridge alignment meets the preset requirements, and storing the corresponding overall lifting parameters of the arch bridge when the requirements are met in the data set;

[0015] S4: Determine the size relationship between i and j;

[0016] When j<m, i<n, i=i+1, enter S2;

[0017] When j<m, i=n, i=1, j=j+1, enter S2;

[0018] When j=m, the tower construction engineering quantity corresponding to each group of arch bridge overall lifting parameters in the data set is calculated, and the arch bridge overall lifting parameter corresponding to the lowest tower construction engineering quantity is output.

[0019] As a preferred embodiment of the present invention, the finite element model includes structural parameters, material parameters, boundary conditions, load conditions and construction stages;

[0020] The structural parameters include arch bridge node and unit information;

[0021] The material parameters include mechanical properties of the material used for the arch bridge to be optimized, such as elastic modulus, yield strength, and density;

[0022] The boundary conditions include support conditions and constraint types;

[0023] The load conditions include deadweight, live load, wind load and temperature change;

[0024] The construction stages are composed of assigning structural parameters, boundary conditions and load condition information to different structural groups, boundary groups and load groups respectively, including the support assembly stage, the overall lifting stage, the joint closure stage, the cable loosening and the support release stage; each construction stage includes different structural group, boundary group and load group information; the structural group includes the tower lifting point position node group and the temporary horizontal tie anchor point position node group.

[0025] As a preferred solution of the present invention, the temporary horizontal tie rod force influence amount includes the temporary horizontal tie rod force influence amount M in the lifting state. 1,x The temporary horizontal tie force in the completed bridge state affects the influence quantity M n,z The constant load influence includes the constant load influence C of the lifting state 1,x And the constant load influence C of the completed bridge state n,z .

[0026] As a preferred solution of the present invention, the displacement influence matrix in S2 is calculated and obtained by inputting the tower lifting point position node group serial number, the temporary horizontal tie rod anchor point position node group serial number and the finite element model into finite element software.

[0027] As a preferred embodiment of the present invention, S3 comprises the following steps:

[0028] S31: Calculate the vertical deformation of the lifting section closure under the action of unit temporary horizontal tie force and the vertical deformation of the lifting section closure under the action of dead load, and correct the influence of horizontal tie force on the bridge state M n,z and the influence of the dead load on the bridge state C n,z ;

[0029] S32: Calculate the deformation of the arch bridge once it is dropped, which is recorded as the target line shape u t ;

[0030] S33: The temporary horizontal tie rod force influence amount M in the lifting state 1,x , the temporary horizontal tie force in the completed bridge state affects the influence quantity M n,z , the constant load influence C in the lifting state 1,x , the constant load influence C of the completed bridge state n,z Substitute it into the pre-designed optimization model to obtain the corresponding bridge line shape u n,z ;

[0031] S34: Calculate the bridge line shape u n,z With the target linear shape u t When the infinite norm of the difference is less than a preset threshold, the overall lifting parameter of the arch bridge is stored in the data set.

[0032] As a preferred solution of the present invention, the optimization model uses the temporary horizontal tie rod force T as the design variable x, the mechanical model between the temporary horizontal tie rod force, the influence quantity and the displacement u as the state variable, and the temporary horizontal tie rod force, the lifting section joint excluding the longitudinal deviation u of the control point. 1,x As a constraint condition, the bridge line shape u n,z With the target line u t The vector 2-norm of the deviation is used as the optimization objective function; its expression is:

[0033] State variables:

[0034] Constraints:

[0035] Initial value of x:

[0036] Objective function: ,

[0037] Where T0 is the initial value of the temporary horizontal tie force, The longitudinal deviation of the arch foot joint is To improve the longitudinal deviation of the segment joint, M 1,x is the influence of temporary horizontal tie force on lifting state, C 1,x is the influence of the dead load in the lifting state, M n,z is the influence of the temporary horizontal tie force on the completed bridge state, C n,z is the influence of the dead load in the completed bridge state.

[0038] As a preferred solution of the present invention, the tower construction engineering quantity is calculated based on the tower structure corresponding to the overall lifting parameters of each group of arch bridges, including material consumption, labor time and equipment quantity.

[0039] An overall lifting optimization system for an arch bridge includes a parameter optimization module, an intelligent control module, a monitoring module, a data transmission module, a feedback module, and a client;

[0040] The parameter optimization module is used to execute any of the above methods to generate an overall lifting plan for the arch bridge;

[0041] The intelligent control module is used to execute control instructions according to the overall lifting plan of the arch bridge, and control the lifting rate and lifting stroke of the arch bridge to be optimized;

[0042] The monitoring module includes an environmental status monitoring unit, a structural status monitoring unit, and a lifting synchronization status monitoring unit; the environmental status monitoring unit is used to monitor wind direction, wind speed, and temperature in real time; the structural status monitoring unit is used to monitor tower deviation, arch rib stress, tower stress, and horizontal cable force; the lifting synchronization status monitoring unit is used to monitor lifting force and synchronization;

[0043] The data transmission and analysis module is used to collect, transmit and analyze data; compare and analyze the actual status obtained by the monitoring module with the command status, and send the deviation to the feedback module; when the data fed back by the monitoring module shows abnormal values, an early warning is issued at the client;

[0044] The feedback module is used to resend the deviation to the intelligent control module;

[0045] The client is used to input control instructions from staff and display the real-time status of the arch bridge to be optimized.

[0046] A device for optimizing the overall lifting of an arch bridge comprises at least one processor and a memory communicatively connected to the at least one processor; the memory stores instructions executable by the at least one processor, and the instructions are executed by the at least one processor so that the at least one processor can execute any of the methods described above.

[0047] Compared with the prior art, the present invention has the following beneficial effects:

[0048] This invention innovatively proposes a method for optimizing the calculation of the overall lifting of arch bridges, solving many problems of traditional arch bridge overall lifting control methods in terms of accuracy, efficiency, and cost. By systematically optimizing the combination of tower position, temporary tie rod position, and temporary tie rod horizontal cable tension, the optimal bridge alignment is achieved and the amount of tower construction work is reduced. Finally, relying on the intelligent monitoring system, real-time monitoring and feedback control of the overall lifting of the arch ribs is achieved, providing strong technical support for the high-precision control of the overall lifting of arch bridges. It has extremely high practical value and broad promotion prospects, bringing new breakthroughs to modern bridge construction. BRIEF DESCRIPTION OF THE DRAWINGS

[0049] Figure 1 This is a flow chart of an overall lifting optimization method for an arch bridge according to Example 1 of the present invention;

[0050] Figure 2 This is a schematic diagram of the overall lifting of an arch bridge in an overall lifting optimization method of an arch bridge according to Example 2 of the present invention;

[0051] Figure 3 A simplified diagram of the lifting construction of an arch bridge to be lifted in the method for optimizing the overall lifting of an arch bridge described in Example 3 of the present invention;

[0052] Figure 4 This is a flow chart of an overall lifting optimization method for an arch bridge according to Example 3 of the present invention;

[0053] Figure 5 The lifting point positions, temporary tie rod positions, and optimal cable force diagram of the arch bridge to be lifted in the method for optimizing the overall lifting of an arch bridge described in Example 3 of the present invention;

[0054] Figure 6 The optimized displacement map for the lifting construction of the arch bridge to be lifted in the method for optimizing the overall lifting of an arch bridge described in Example 3 of the present invention;

[0055] Figure 7 This is a schematic structural diagram of an arch bridge integral lifting optimization system according to Example 4 of the present invention;

[0056] Figure 8 This is a structural schematic diagram of an arch bridge overall lifting optimization device described in Example 5 of the present invention, which utilizes the arch bridge overall lifting optimization method described in Example 1. DETAILED DESCRIPTION

[0057] The present invention will be further described in detail below in conjunction with test examples and specific embodiments. However, this should not be understood as limiting the scope of the present invention to the following embodiments, and all technologies implemented based on the present invention fall within the scope of the present invention.

[0058] Example 1

[0059] like Figure 1 As shown, a method for optimizing the overall lifting of an arch bridge comprises the following steps:

[0060] S1: Based on the design drawings of the arch bridge to be optimized, a finite element model of the overall lifting optimization of the arch bridge is established considering the construction stage.

[0061] The finite element model includes structural parameters, material parameters, boundary conditions, load conditions and construction stages; the construction stages include structural groups, boundary groups and load groups under each construction stage; the structural group includes a tower lifting point position node group and a temporary horizontal tie anchor point position node group.

[0062] S2: Initialize the overall lifting parameters of the finite element model; let the node group number of the tower lifting point position be j and the node group number of the temporary horizontal tie anchor point position be i, and calculate the displacement influence matrix of each construction stage under each group of i and j working conditions.

[0063] Among them, the overall lifting parameters of the arch bridge include the lifting point position j, the temporary tie anchor point position i and the temporary horizontal tie force; the initial values of i and j are 1, and j<=m, i<=n, m is the theoretical maximum node group of the tower lifting point position, and n is the theoretical maximum node group of the temporary horizontal tie anchor point; the displacement influence matrix includes the temporary horizontal tie force influence and the dead load influence.

[0064] S3: Substitute the displacement influence matrix into the optimization model to obtain the optimal bridge alignment for the corresponding working condition; determine whether the bridge alignment meets the preset requirements, and store the corresponding overall lifting parameters of the arch bridge in the data set when the requirements are met.

[0065] S4: Determine the size relationship between i and j;

[0066] When j<m, i<n, i=i+1, enter S2;

[0067] When j<m, i=n, i=1, j=j+1, enter S2;

[0068] When j=m, the tower construction engineering quantity corresponding to each group of arch bridge overall lifting parameters in the data set is calculated, and the arch bridge overall lifting parameter corresponding to the lowest tower construction engineering quantity is output.

[0069] Example 2

[0070] This embodiment is a specific implementation of the method for optimizing the overall lifting of an arch bridge described in Example 1, and includes the following steps:

[0071] S1: Based on the design drawings of the arch bridge to be optimized, a finite element model of the overall lifting optimization of the arch bridge is established considering the construction stage.

[0072] The finite element model includes structural parameters, material parameters, boundary conditions, load conditions and construction stages;

[0073] The structural parameters include arch bridge node and unit information;

[0074] The material parameters include mechanical properties of the material used for the arch bridge to be optimized, such as elastic modulus, yield strength, and density;

[0075] The boundary conditions include support conditions and constraint types;

[0076] The load conditions include deadweight, live load, wind load and temperature change;

[0077] The construction stages are composed of assigning structural parameters, boundary conditions and load condition information to different structural groups, boundary groups and load groups respectively, including the support assembly stage, the overall lifting stage, the joint closure stage, the cable loosening and the support release stage; each construction stage includes different structural group, boundary group and load group information; the structural group includes the tower lifting point position node group and the temporary horizontal tie anchor point position node group.

[0078] The overall lifting optimization finite element model of the arch bridge includes:

[0079] S2: Initialize the overall lifting parameters of the arch bridge of the finite element model; Figure 2 As shown, let the sequence number of the largest node group at the tower lifting point be j, and the sequence number of the largest node group at the temporary horizontal tie anchor point be i, and calculate the displacement influence matrix of each construction stage.

[0080] Among them, the overall lifting parameters of the arch bridge include the lifting point position j, the temporary tie anchor point position i and the temporary horizontal tie force; the initial values of i and j are 1, and j<=m, i<=n, m is the theoretical maximum node group of the tower lifting point position, and n is the theoretical maximum node group of the temporary horizontal tie anchor point; the displacement influence matrix includes the temporary horizontal tie force influence and the dead load influence.

[0081] Furthermore, the S2 includes the following steps:

[0082] S21: mark the node groups of the arch bridge where the tower lifting point positions are allowed to be set, and number them 1 to j respectively;

[0083] S22: Mark the node groups of the arch bridge where temporary horizontal tie anchorage points are allowed, numbering them from 1 to i.

[0084] S23: Calculate the influence of temporary horizontal tie force and dead load at each control point during the construction phase using finite element software at the corresponding tower lifting point and temporary horizontal tie anchor point positions;

[0085] The temporary horizontal tie rod force influence amount includes the temporary horizontal tie rod force influence amount M on the lifting state 1,x and the influence of temporary horizontal tie force on the bridge state M n,z The constant load influence includes the constant load influence C of the lifting state 1,x And the constant load influence C of the completed bridge state n,z .

[0086] S3: Bringing the overall lifting parameters of the arch bridge into a pre-designed optimization model to obtain the corresponding bridge alignment; judging whether the bridge alignment meets the preset requirements, and storing the corresponding overall lifting parameters of the arch bridge in a data set when the requirements are met.

[0087] S31: Calculate the vertical deformation of the lifting section closure under the action of unit temporary horizontal tie force and the vertical deformation of the lifting section closure under the action of dead load, and correct the influence of horizontal tie force on the bridge state M n,z and the influence of the dead load on the bridge state C n,z .

[0088] S32: Calculate the deformation of the arch bridge once it is dropped, which is recorded as the target line shape u t .

[0089] S33: The temporary horizontal tie rod force influence amount M in the lifting state 1,x , the temporary horizontal tie force in the completed bridge state affects the influence quantity M n,z , the constant load influence C in the lifting state 1,x , the constant load influence C of the completed bridge state n,z Substitute it into the pre-designed optimization model to obtain the corresponding bridge line shape u n,z .

[0090] S34: Calculate the bridge line shape u n,z With the target linear shape u t When the infinite norm of the difference is less than a preset threshold, the overall lifting parameter of the arch bridge is stored in the data set.

[0091] Furthermore, the optimization model uses the temporary horizontal tie rod force T as the design variable x, the mechanical model between the temporary horizontal tie rod force, the influence quantity and the displacement u as the state variable, and the temporary horizontal tie rod force, the lifting section joint excluding the longitudinal deviation u of the control point as the state variable. 1,x As a constraint condition, the bridge line shape u n,z With the target line u t The vector 2-norm of the deviation is used as the optimization objective function; its expression is:

[0092] State variables:

[0093] Constraints:

[0094] Initial value of x:

[0095] Objective function: ,

[0096] Where T0 is the initial value of the temporary horizontal tie force, The longitudinal deviation of the arch foot joint is To improve the longitudinal deviation of the segment joint, M 1,x is the influence of temporary horizontal tie force on lifting state, C 1,xis the influence of the dead load in the lifting state, M n,z is the influence of the temporary horizontal tie force on the completed bridge state, C n,z is the influence of the dead load in the completed bridge state.

[0097] S4: Determine the size relationship between i and j;

[0098] When j<m, i<n, i=i+1, enter S2;

[0099] When j<m, i=n, i=1, j=j+1, enter S2;

[0100] When j = m, calculate the tower construction workload corresponding to each set of arch bridge overall lifting parameters in the dataset, and output the arch bridge overall lifting parameters corresponding to the lowest tower construction workload. The arch bridge overall lifting parameters include the lifting point position j, the temporary tie anchor point position i, and the temporary horizontal tie force T.

[0101] Furthermore, the tower construction workload is calculated based on the tower structure corresponding to the overall lifting parameters of each group of arch bridges, including material usage, labor time, and equipment quantity.

[0102] Through the above scheme, the present invention achieves the following effects:

[0103] (1) The closure accuracy is significantly improved

[0104] Based on the influence matrix principle and finite element modeling, this invention fully considers the coupling effects between the lifting point locations, the temporary tie anchorage points, and the temporary horizontal tie forces, enabling precise calculation and optimization. Furthermore, through precise control and real-time feedback from an intelligent monitoring system, all parameters are ensured to operate within the optimal range during construction, achieving high-precision closure of the arch bridge.

[0105] (2) Construction costs are significantly reduced

[0106] Through precise calculation and optimization, this invention optimizes the position and force combination of the tower and temporary tie rods, reducing unnecessary material and equipment use and lowering the construction workload. This optimized solution reduces reliance on overhead supports and scaffolding, further lowering construction costs and improving resource utilization, resulting in significant economic benefits. It also reduces the time and risks of overhead operations, making arch bridge construction more efficient and reliable.

[0107] (3) Computational efficiency is greatly improved

[0108] By optimizing the positions of lifting points and temporary tie-rod anchor points, the present invention effectively reduces the repeated adjustments and trial calculations required by traditional methods using finite element calculation software such as MIDAS, significantly shortens calculation time, improves calculation efficiency, and enhances the overall progress and economic benefits of the project.

[0109] In summary, this invention significantly surpasses traditional methods, demonstrating superior construction accuracy, efficiency, and cost control. By optimizing the calculation of tower and temporary tie positions, it provides high-precision control for the lifting of large-tonnage arch bridges, representing a significant breakthrough in modern bridge construction. The integration of an intelligent monitoring system enables real-time monitoring and feedback during construction, enhancing safety and effectiveness and promoting the intelligent and modern development of bridge construction.

[0110] Example 3

[0111] This embodiment is a specific application example of the method for optimizing the overall lifting of an arch bridge described in Example 2. Figure 3 The main span of a certain arch bridge is a bottom-supported steel tube concrete tied arch bridge. The main bridge is 318 meters long, with a rise-span ratio of 1 / 4.48, a catenary arch axis, and an arch axis coefficient of m=1.5. The arch ribs are a steel tube concrete truss structure. The transverse center spacing of the single-span main arch is 24.9 meters, and the distance between the left and right main arch chords is 4.2 meters. The single arch ribs are processed and installed in 14 segments, totaling 56 segments. The four segments at the arch foot (two on each bank) were constructed using scaffolding. The 10 segments in the middle were assembled at a low position on the scaffolding to form a single large segment. After being vertically hoisted as a whole, they were connected to the arch foot segments. The theoretical weight of the hoisted large segment is approximately 1900 tons.

[0112] like Figure 4 As shown in Figure 2, the optimization analysis process is as follows:

[0113] (1) Based on the structural parameters, material parameters, boundary conditions and load conditions of the arch bridge, a finite element model of the structure is established. The various parameters of the structure are determined by combining the forward-fitting analysis method. The parameters include the structural group, boundary value and load group, and the various construction stages of the structure are formed accordingly.

[0114] (2) Based on the construction site, mark the node groups of the arch ribs where the tower lifting points are allowed to be set, and number them 1 to 12.

[0115] (3) Based on the construction site, mark the node groups of the arch ribs where temporary horizontal tie anchor points are allowed, and number them from 1 to 15.

[0116] (4) Change the position of the tower lifting point group to 1 and the position of the temporary horizontal tie anchor point group to 1 in the finite element model of the initial arch rib lifting process.

[0117] (5) Calculate the influence of temporary horizontal tie force and dead load at each control point considering the construction phase.

[0118] M 1,x =[0.16809299, 0.15209099, 0.11765607, 0.06054747, 0.02484295,0.00720735, 0.00084443, -0.00084443, -0.00720735, -0.02484295, -0.06054747, -0.11765607, -0.15209099, -0.16809299]; C 1,x =[-461.1582085, -421.28973762, -332.45914308, -174.55080173, -71.41156613, -19.58712379, -2.02709763,2.02709763, 19.58712379, 71.41156613, 174.55080173, 332.45914308,421.28973762, 461.1582085]; M n,z =[0.0038028, 0.02635588, 0.07771608, 0.1782436,0.26041838, 0.31702805, 0.34262667, 0.34262667, 0.31702805, 0.26041838,0.1782436, 0.07771608, 0.02635588, 0.0038028]; C n,z =[-23.73775071, -84.06377291, -227.82050045, -512.00843457, -748.74784004, -915.5299846, -993.82769491, -993.8272303, -915.52778863, -748.7443196, -512.0042686, -227.81661186, -84.06039577, -23.73465943].

[0119] (6) The vertical deformation of the lifting section closure under the action of the unit temporary horizontal tie rod force is -0.019 mm, and the vertical deformation of the lifting section closure under the action of the constant load is 45.490 mm, and then the influence of the horizontal tie rod force and the constant load is corrected. M n,z = M n,z + 0.019, C n,z = C n,z -45.490.

[0120] (7) Calculate the deformation of the arch rib once it falls off the frame and record it as the target line shape u t .in u t =[ -7.27850944, -8.97265263, -13.35492348, -22.85532977, -33.43882078, -43.72075328, -51.09756922, -51.09756922, -43.72075328, -33.43882078, -22.85532977, -13.35492348, -8.97265263, -7.27850944].

[0121] (8) Taking the temporary horizontal tie force T as the design variable, the temporary horizontal tie force, influence quantity and displacement u The mechanical model between is used as a state variable, and the temporary horizontal tie force T is greater than 0 kN , Lifting section joint except longitudinal deviation of control point u n,x Less than 10mm as a constraint condition, forming a bridge line u n,z Aligned with target u t The vector 2-norm of the deviation is used as the optimization objective function to establish the optimization model, as shown in the following formula:

[0122] State variables:

[0123] Constraints:

[0124] Initial value of x:

[0125] Objective function:

[0126] (9) Based on the optimization model in (8), calculate the bridge line shape under the finite element model (4) un,z , determine the bridge line shape u n,z Whether the control point deviation from the target line is less than 10mm.

[0127] (10) Repeat steps (4) to (9) until i = 15, j = 12.

[0128] (11) Calculation of bridge alignment u n,z The tower construction quantity corresponding to the requirements of step (9) is satisfied, and the lifting point position, temporary tie anchor point position, and temporary horizontal tie force corresponding to the minimum tower construction quantity are output. After calculation, the lifting point position is "2", the temporary tie anchor point position is "3", and the temporary horizontal tie force is 3190.4kN. Figure 5 , Attachment Figure 6 As shown in the figure, the maximum deviation between the arch rib alignment and the target alignment is 4.35 mm. At this point, L / 3000 = 106 mm, far less than the allowable value required by the standard (Article 8.8.3 of the "Highway Engineering Quality Inspection and Assessment Standard" (JTG F80 / 1-2017), which stipulates that "the allowable deviation of the arch ring elevation when erecting steel tube arch ribs is ±L / 3000, and shall not exceed ±50 mm (where L is the calculated span of the arch rib)").

[0129] Example 4

[0130] like Figure 7 As shown, an overall lifting optimization system for an arch bridge includes a parameter optimization module, an intelligent control module, a monitoring module, a data transmission module, a feedback module, and a client;

[0131] The parameter optimization module is used to execute the method described in any one of the above embodiments to generate an overall lifting plan for the arch bridge;

[0132] The intelligent control module is used to execute control instructions according to the overall lifting plan of the arch bridge, and control the lifting rate and lifting stroke of the arch bridge to be optimized;

[0133] The monitoring module includes an environmental status monitoring unit, a structural status monitoring unit, and a lifting synchronization status monitoring unit; the environmental status monitoring unit is used to monitor wind direction, wind speed, and temperature in real time; the structural status monitoring unit is used to monitor tower deviation, arch rib stress, tower stress, and horizontal cable force; the lifting synchronization status monitoring unit is used to monitor lifting force and synchronization;

[0134] The data transmission and analysis module is used to collect, transmit and analyze data; compare and analyze the actual status obtained by the monitoring module with the command status, and send the deviation to the feedback module; when the data fed back by the monitoring module shows abnormal values, an early warning is issued at the client;

[0135] The feedback module is used to resend the deviation to the intelligent control module;

[0136] The client is used to input control instructions from staff and display the real-time status of the arch bridge to be optimized.

[0137] Example 5

[0138] like Figure 8 As shown, an arch bridge integral lifting optimization device includes at least one processor, a memory communicatively connected to the at least one processor, and at least one input / output interface communicatively connected to the at least one processor. The memory stores instructions executable by the at least one processor, and the instructions are executed by the at least one processor to enable the at least one processor to perform the arch bridge integral lifting optimization method described in the aforementioned embodiment. The input / output interface may include a display, a keyboard, a mouse, and a USB interface for inputting and outputting data.

[0139] Those skilled in the art will understand that all or part of the steps of the above-mentioned method embodiment can be completed by hardware related to program instructions, and the aforementioned program can be stored in a computer-readable storage medium. When the program is executed, it executes the steps of the above-mentioned method embodiment; and the aforementioned storage medium includes: mobile storage devices, read-only memories (ROM), magnetic disks or optical disks, and other media that can store program codes.

[0140] When the integrated units described above are implemented as software functional units and sold or used as standalone products, they can also be stored on a computer-readable storage medium. Based on this understanding, the technical solutions of the embodiments of the present invention, or the portion that contributes to the prior art, can be embodied in the form of a software product. This computer software product, stored on a storage medium, includes instructions for enabling a computer device (such as a personal computer, server, or network device) to execute all or part of the methods described in various embodiments of the present invention. The aforementioned storage media include various media capable of storing program code, such as mobile storage devices, ROMs, magnetic disks, or optical disks.

[0141] The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions and improvements made within the spirit and principles of the present invention should be included in the scope of protection of the present invention.

Claims

1. A method for optimizing the overall lifting of an arch bridge, characterized in that: The following steps are involved: S1: Based on the design drawings of the arch bridge to be optimized, a finite element model of the overall lifting optimization of the arch bridge considering the construction stage is established; S2: Initialize the overall lifting parameters of the finite element model; let the node group number of the tower lifting point position be j, and the node group number of the temporary horizontal tie anchor point position be i, and calculate the displacement influence matrix of each construction stage under each group of i and j working conditions; The overall lifting parameters of the arch bridge include the lifting point position j, the temporary tie anchor point position i, and the temporary horizontal tie force; the initial values of i and j are 1, and j<=m, i<=n, m is the theoretical maximum node group of the tower lifting point position, and n is the theoretical maximum node group of the temporary horizontal tie anchor point; the displacement influence matrix includes the temporary horizontal tie force influence and the dead load influence; S3: Substituting the displacement influence matrix into the optimization model to obtain the optimal bridge alignment for the corresponding working condition; determining whether the bridge alignment meets the preset requirements, and storing the corresponding overall lifting parameters of the arch bridge when the requirements are met in the data set; S4: Determine the size relationship between i and j; When j<m, i<n, i=i+1, enter S2; When j<m, i=n, i=1, j=j+1, enter S2; When j=m, calculate the tower construction engineering quantity corresponding to each group of arch bridge overall lifting parameters in the data set, and output the arch bridge overall lifting parameter corresponding to the lowest tower construction engineering quantity; The temporary horizontal tie rod force influence amount includes the temporary horizontal tie rod force influence amount M in the lifting state. 1,x The temporary horizontal tie force influence M in the completed bridge state n,z The constant load influence includes the constant load influence C of the lifting state 1,x And the constant load influence C of the completed bridge state n,z ; The S3 includes the following steps: S31: Calculate the vertical deformation of the lifting section closure under the action of unit temporary horizontal tie force and the vertical deformation of the lifting section closure under the action of dead load, and correct the influence of horizontal tie force on the bridge state M n,z and the influence of the dead load on the bridge state C n,z ; S32: Calculate the deformation of the arch bridge once it is dropped, which is recorded as the target line shape u t ; S33: The temporary horizontal tie rod force influence amount M in the lifting state 1,x , the temporary horizontal tie force influence quantity M in the completed bridge state n,z , the constant load influence C in the lifting state 1,x , the constant load influence C of the completed bridge state n,z Substitute it into the pre-designed optimization model to obtain the corresponding bridge line shape u n,z ; S34: Calculate the bridge line shape u n,z With the target linear shape u t When the infinite norm of the difference is less than a preset threshold, the overall lifting parameter of the arch bridge is stored in the data set.

2. The method for optimizing the overall lifting of an arch bridge according to claim 1, characterized in that: The finite element model includes structural parameters, material parameters, boundary conditions, load conditions and construction stages; The structural parameters include arch bridge node and unit information; The material parameters include the mechanical properties of the material used in the arch bridge to be optimized; The boundary conditions include support conditions and constraint types; The load conditions include deadweight, live load, wind load and temperature change; The construction stages are composed of assigning structural parameters, boundary conditions and load condition information to different structural groups, boundary groups and load groups respectively, including the support assembly stage, the overall lifting stage, the joint closure stage, the cable loosening and the support release stage; each construction stage includes different structural group, boundary group and load group information; the structural group includes the tower lifting point position node group and the temporary horizontal tie anchor point position node group.

3. The method for optimizing the overall lifting of an arch bridge according to claim 1, characterized in that: The displacement influence matrix in S2 is calculated and obtained by inputting the tower lifting point position node group serial number, the temporary horizontal tie rod anchor point position node group serial number and the finite element model into the finite element software.

4. The method for optimizing the overall lifting of an arch bridge according to claim 3, characterized in that: The optimization model uses the temporary horizontal tie rod force T as the design variable x, the mechanical model between the temporary horizontal tie rod force, the influence quantity and the displacement u as the state variable, and the temporary horizontal tie rod force, the lifting section joint excluding the longitudinal deviation u of the control point as the state variable. 1,x As a constraint condition, the bridge line shape u n,z With the target line u t The vector 2-norm of the deviation is used as the optimization objective function; Its expression is: State variables: Constraints: Initial value of x: Objective function: , Where T0 is the initial value of the temporary horizontal tie force, The longitudinal deviation of the arch foot joint is To increase the longitudinal displacement of the joint.

5. The method for optimizing the overall lifting of an arch bridge according to claim 1, characterized in that: The tower construction workload is calculated based on the tower structure corresponding to the overall lifting parameters of each group of arch bridges, including material usage, labor time, and equipment quantity.

6. An overall lifting optimization system for an arch bridge, characterized in that: It includes parameter optimization module, intelligent control module, monitoring module, data transmission module, feedback module and client; The parameter optimization module is used to execute the method according to any one of claims 1 to 5 to generate an overall lifting plan for the arch bridge; The intelligent control module is used to execute control instructions according to the overall lifting plan of the arch bridge, and control the lifting rate and lifting stroke of the arch bridge to be optimized; The monitoring module includes an environmental status monitoring unit, a structural status monitoring unit, and a lifting synchronization status monitoring unit; the environmental status monitoring unit is used to monitor wind direction, wind speed, and temperature in real time; the structural status monitoring unit is used to monitor tower deviation, arch rib stress, tower stress, and horizontal cable force; the lifting synchronization status monitoring unit is used to monitor lifting force and synchronization; The data transmission and analysis module is used to collect, transmit and analyze data; compare and analyze the actual state obtained by the monitoring module with the command state, and send the deviation to the feedback module; When the data fed back by the monitoring module shows abnormal values, an early warning is issued at the client; The feedback module is used to resend the deviation to the intelligent control module; The client is used to input control instructions from staff and display the real-time status of the arch bridge to be optimized.

7. An overall lifting and optimization device for an arch bridge, characterized in that: The invention comprises at least one processor and a memory communicatively connected to the at least one processor; the memory stores instructions executable by the at least one processor, and the instructions are executed by the at least one processor to enable the at least one processor to execute the method according to any one of claims 1 to 5.

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