Multi-tower cable-stayed bridge unstressed synchronous closure method, device, equipment, medium and product

Abstract

The invention discloses an unstressed synchronous closure method, device and equipment for a multi-tower cable-stayed bridge, a medium and a product, and belongs to the technical field of bridge construction. The method comprises the steps that finite element models of a target cable-stayed bridge and cable-stayed bridges on the left side and the right side of the target cable-stayed bridge are built; for finite element models of cable-stayed bridges on the left side and the right side of the target cable-stayed bridge, a first closure state parameter matrix is adjusted and constructed according to closure influence parameters; for finite element models of the target cable-stayed bridge and the cable-stayed bridges on the left side and the right side of the target cable-stayed bridge, a second closure state parameter matrix is adjusted and constructed according to closure influence parameters Obtaining a field initial closure state parameter, and setting an adjustment coefficient of each closure influence parameter; constructing an optimization equation according to the first closure state parameter matrix, the second closure state parameter matrix, the field initial closure state parameters and the adjustment coefficient matrix; and solving the optimization equation to obtain an adjustment coefficient matrix, and generating a synchronous closure adjustment scheme in combination with the closure influence parameters. According to the invention, unstressed synchronous closure of the multi-tower cable-stayed bridge can be realized.

Description

Technical Field

[0001] The present invention relates to the technical field of bridge construction, and in particular to a stress-free synchronous closure method, device, equipment, medium and product for a multi-tower cable-stayed bridge. Background Art

[0002] Long-span cable-stayed bridges utilize a phased construction process, and determining the stress-free closure state is crucial for ensuring smooth closure construction and that the completed structure meets the design specifications. A stress-free closure state means that beam segments and splice plates manufactured to the design parameters can be smoothly connected without the application of additional forces, ensuring that the resulting bridge structure meets the design expectations.

[0003] The control parameters of the stress-free closure state mainly include the elevation difference on both sides of the closure mouth , corner difference , mileage difference , axis difference , where the mileage difference , axis difference This can be easily eliminated by moving the main beam longitudinally and pulling the joint horizontally. The key point of control is the elevation difference on both sides of the joint. , corner difference , the adjustment measures are adjusting the rope, weighting, fulcrum (the fulcrum is Figure 1 The elevation of the middle main tower, auxiliary pier, side pier and main beam contact point is adjusted, but the elevation difference on both sides of the joint is , corner difference The two influence each other and are difficult to adjust separately.

[0004] For common two-tower cable-stayed bridges, the spatial posture of the main beams on both sides of the closure on the middle span side is often adjusted by adjusting the cables and the elevation of the fulcrums, so that the elevation difference on both sides of the closure is and the angle difference Approaching 0, the conditions for closure are met. However, due to the presence of auxiliary piers and side piers on each cable-stayed bridge, the elevation of the side span main girder at the support point does not change due to cable tension adjustment before closure. Therefore, for a two-tower cable-stayed bridge, there is only one mid-span closure, and the closure posture adjustment only needs to consider the alignment of the mid-span main girder, without considering the order of adjusting the alignment of the steel girders on both sides.

[0005] From the perspective of increasing construction efficiency, simultaneous closure of both closures is the optimal process. For multi-tower cable-stayed bridges (three or more towers), because the center tower (Z4) lacks vertical support points besides the auxiliary piers (Z2 / Z6) and side piers (Z1 / Z7) on the two side towers (Z3 / Z5), girder deformation is highly sensitive to asymmetric loads and environmental deformation. Unavoidable weight deviations in the main girders and temporary structures, as well as uneven cable tension on both sides caused by environmental factors, can lead to asymmetric seesaw-like deformation in the center tower cable-stayed bridge. This presents significant challenges in simultaneously closure the two stress-free closures. Summary of the Invention

[0006] The purpose of the present invention is to overcome the deficiencies in the prior art and provide a method, device, equipment, medium and product for stress-free synchronous closure of a multi-tower cable-stayed bridge, thereby solving the technical problem of the difficulty in stress-free synchronous closure of a multi-tower cable-stayed bridge.

[0007] To achieve the above object, the present invention is implemented by adopting the following technical solutions:

[0008] In a first aspect, the present invention provides a stress-free synchronous closure method for a multi-tower cable-stayed bridge, which is used for synchronous closure of a target cable-stayed bridge and the cable-stayed bridges on its left and right sides. The synchronous closure method comprises:

[0009] Construct finite element models of the target cable-stayed bridge and the cable-stayed bridges on its left and right sides;

[0010] The finite element models of the cable-stayed bridges on the left and right sides of the target cable-stayed bridge are synchronously adjusted according to a closure influencing parameter after each initialization, and the closure state parameters after each adjustment are obtained and a first closure state parameter matrix is constructed;

[0011] The finite element models of the target cable-stayed bridge and the cable-stayed bridges on its left and right sides are synchronously adjusted according to a closure influencing parameter after each initialization. The closure state parameters after each adjustment are obtained and a second closure state parameter matrix is constructed.

[0012] Obtain the on-site initial closure state parameters of the target cable-stayed bridge and the cable-stayed bridges on its left and right sides;

[0013] Set the adjustment coefficients of each closure-influencing parameter and construct the adjustment coefficient matrix and its constraint interval;

[0014] An optimization equation is constructed according to the first closure state parameter matrix, the second closure state parameter matrix, the on-site initial closure state parameters and the adjustment coefficient matrix;

[0015] The optimization equation is solved to obtain an adjustment coefficient matrix, and an adjustment scheme for synchronous closure is generated in combination with closure influencing parameters.

[0016] Optionally, the closure influencing parameters include the increase or decrease value of the cable force of each pair of cables on the cable-stayed bridge, the rise and fall value of the auxiliary pier, the rise and fall value of the side pier, the weight value at the front end of the main beam cantilever, and the longitudinal movement value of the weight at the front end of the main beam cantilever toward the main tower.

[0017] Optionally, the closure state parameters include an elevation difference and an angle difference between the closure opening of the target cable-stayed bridge and the left cable-stayed bridge, and an elevation difference and an angle difference between the closure opening of the target cable-stayed bridge and the right cable-stayed bridge.

[0018] Optionally, the adjustment coefficient matrix for:

[0019]

[0020]

[0021] Where, They are the adjustment coefficients for the increase and decrease of cable force, the rise and fall of auxiliary piers, the rise and fall of side piers, the weight at the front end of the main beam cantilever, and the longitudinal movement of the weight at the front end of the main beam cantilever toward the main tower. For the The increase or decrease of the cable force of the inclined cable, is the total number of pairs of inclined cables;

[0022] The adjustment coefficient matrix The constraint interval is:

[0023]

[0024] Where, They are the increase and decrease value of the cable force of each pair of inclined cables, the lifting and lowering value of the auxiliary pier, the lifting and lowering value of the side pier, the weight value at the front end of the main beam cantilever, and the longitudinal movement value of the weight at the front end of the main beam cantilever toward the main tower. For the The minimum and maximum values of the cable force increase and decrease are: are the minimum and maximum values of the auxiliary pier lift and landing values, are the minimum and maximum values of the side pier take-off and landing values, The minimum and maximum values of the weight at the front end of the main beam cantilever, The minimum and maximum values of the longitudinal movement of the weight at the front end of the main beam cantilever toward the main tower.

[0025] Optionally, the optimization equation includes a first optimization equation and a second optimization equation;

[0026] The first optimization equation is:

[0027]

[0028] The second optimization equation is:

[0029]

[0030] Where, are the first closure state parameter matrix and the second closure state parameter matrix, is the adjustment coefficient matrix, It is the initial closure state parameter on site.

[0031] Optionally, solving the optimization equation to obtain an adjustment coefficient matrix, and generating an adjustment scheme for synchronous closure in combination with closure influencing parameters includes:

[0032] Solving the first optimization equation using an optimization algorithm to obtain a first adjustment coefficient matrix;

[0033] Multiplying the first adjustment coefficient matrix by each closure influencing parameter to obtain a first closure influencing parameter matrix;

[0034] After initialization, the finite element models of the left and right cable-stayed bridges of the target cable-stayed bridge are synchronously adjusted according to the first closure influencing parameter matrix to determine whether there are any abnormalities. If no abnormalities are found, the first closure influencing parameter matrix is used as the adjustment solution.

[0035] If there is an anomaly, solving the second optimization equation using an optimization algorithm to obtain a second adjustment coefficient matrix;

[0036] Multiplying the second adjustment coefficient matrix by each closure influencing parameter to obtain a second closure influencing parameter matrix;

[0037] After initialization, the finite element models of the target cable-stayed bridge and its left and right cable-stayed bridges are synchronously adjusted based on the second closure influencing parameter matrix to determine whether there are any anomalies. If no anomalies are found, the second closure influencing parameter matrix is used as the adjustment solution.

[0038] If there is an exception, an error message will be output.

[0039] In a second aspect, the present invention provides a stress-free synchronous closure device for a multi-tower cable-stayed bridge, which is used for synchronous closure of a target cable-stayed bridge and the cable-stayed bridges on its left and right sides. The synchronous closure device comprises:

[0040] A model building module is configured to build a finite element model of a target cable-stayed bridge and the cable-stayed bridges on its left and right sides;

[0041] a first adjustment module configured to synchronously adjust the finite element models of the left and right cable-stayed bridges of the target cable-stayed bridge according to a closure influencing parameter after each initialization, obtain a closure state parameter after each adjustment, and construct a first closure state parameter matrix;

[0042] The second adjustment module is configured to synchronously adjust the finite element models of the target cable-stayed bridge and the cable-stayed bridges on its left and right sides according to a closure influencing parameter after each initialization, obtain the closure state parameter after each adjustment, and construct a second closure state parameter matrix;

[0043] An on-site detection module is configured to obtain on-site initial closure state parameters of a target cable-stayed bridge and the cable-stayed bridges on its left and right sides;

[0044] A coefficient setting module is configured to set the adjustment coefficients of various closure-influencing parameters and construct an adjustment coefficient matrix and its constraint intervals;

[0045] an equation building module configured to build an optimization equation according to the first closure state parameter matrix, the second closure state parameter matrix, the on-site initial closure state parameters, and the adjustment coefficient matrix;

[0046] The solution solving module is configured to solve the optimization equation to obtain the adjustment coefficient matrix, and generate an adjustment solution for synchronous closure in combination with the closure influencing parameters.

[0047] In a third aspect, the present invention provides an electronic device, including a processor and a storage medium;

[0048] The storage medium is used to store instructions;

[0049] The processor is configured to operate according to the instructions to execute the steps of the above method.

[0050] In a fourth aspect, the present invention provides a computer-readable storage medium having a computer program stored thereon, which implements the steps of the above method when executed by a processor.

[0051] In a fifth aspect, the present invention provides a computer program product, comprising a computer program / instruction, which implements the steps of the above method when executed by a processor.

[0052] Compared with the prior art, the present invention has the following beneficial effects:

[0053] The present invention provides a method, device, equipment, medium and product for stress-free synchronous closure of a multi-tower cable-stayed bridge. The method constructs a finite element model of a target cable-stayed bridge and the cable-stayed bridges on its left and right sides. The method first uses the spatial posture of the main beam of the target cable-stayed bridge as a reference and uses the adjustment of the two side tower main beams as a means to meet the stress-free synchronous closure state of the cantilever main beam of the middle tower. When the adjustment of the two side tower main beams fails to meet the requirements, the middle tower is also adjusted synchronously, increasing the number of adjustment items and the scope to meet the requirements. By constructing an optimization model to optimize and solve the adjustment means, automated and efficient calculation processing can be achieved, effectively solving the technical problem of the difficulty of stress-free synchronous closure of multi-tower cable-stayed bridges. BRIEF DESCRIPTION OF THE DRAWINGS

[0054] Figure 1 It is a structural schematic diagram of a cable-stayed bridge provided in the background technology of the present invention;

[0055] Figure 2 The present invention provides a schematic flow chart of a method for stress-free synchronous closure of a multi-tower cable-stayed bridge. DETAILED DESCRIPTION

[0056] The present invention will be further described below in conjunction with the accompanying drawings. The following embodiments are only used to more clearly illustrate the technical solutions of the present invention and are not intended to limit the scope of protection of the present invention.

[0057] Example 1:

[0058] like Figure 1 As shown, an embodiment of the present invention provides a stress-free synchronous closure method for a multi-tower cable-stayed bridge, which is used for synchronous closure of a target cable-stayed bridge and the cable-stayed bridges on its left and right sides. The synchronous closure method includes the following steps:

[0059] Step S1: constructing a finite element model of the target cable-stayed bridge and the cable-stayed bridges on its left and right sides.

[0060] Finite element model construction and analysis of cable-stayed bridges is a key technology in bridge engineering. Its core lies in accurately predicting and optimizing structural stresses, dynamic characteristics, and construction processes through numerical simulation. The basic model is a finite element model that has been modified from the original design parameters and verified during the early construction phase.

[0061] Step S2: After each initialization, the finite element models of the left and right cable-stayed bridges of the target cable-stayed bridge are synchronously adjusted according to a closure influencing parameter, and a closure state parameter is obtained after each adjustment to construct a first closure state parameter matrix.

[0062] Step S3: After each initialization, the finite element models of the target cable-stayed bridge and the cable-stayed bridges on its left and right sides are synchronously adjusted according to a closure influencing parameter, and the closure state parameters after each adjustment are obtained to construct a second closure state parameter matrix.

[0063] Closure-influencing parameters include the cable tension increase / decrease for each pair of stay cables on a cable-stayed bridge, the auxiliary pier elevation / lowering values, the side pier elevation / lowering values, the main beam cantilever front end weight, and the longitudinal movement of the main beam cantilever front end weight toward the main tower. Specifically, in this embodiment, the closure-influencing parameters are set to: a 100kN increase in cable tension, a 10mm elevation of the auxiliary pier, a 10mm elevation of the side pier, a 100kN ballast at the main beam cantilever front end, and a 1m longitudinal movement of the 100kN ballast at the main beam cantilever front end toward the main tower. In other alternative embodiments, those skilled in the art may also select the closure-influencing parameters and specific values as needed.

[0064] The closure status parameters include the elevation difference between the closure of the target cable-stayed bridge and the left cable-stayed bridge. and the angle difference , the elevation difference between the closure of the target cable-stayed bridge and the right cable-stayed bridge and the angle difference .

[0065]

[0066]

[0067]

[0068]

[0069] Where, The elevation and rotation angle of the main beam at the left closure of the main tower of the target cable-stayed bridge are: The elevation and rotation angle of the main beam at the right joint of the main tower of the target cable-stayed bridge are: The elevation and rotation angle of the main beam on the right side of the main tower of the left cable-stayed bridge. It is the elevation and angle of the main beam at the left joint of the main tower of the right cable-stayed bridge.

[0070] Step S4: obtaining on-site initial closure state parameters of the target cable-stayed bridge and the cable-stayed bridges on its left and right sides.

[0071] Step S5: setting adjustment coefficients of various closure-influencing parameters, and constructing an adjustment coefficient matrix and its constraint intervals.

[0072] Specifically in this embodiment, the adjustment coefficient matrix for:

[0073]

[0074]

[0075] Where, They are the adjustment coefficients for the increase and decrease of cable force, the rise and fall of auxiliary piers, the rise and fall of side piers, the weight at the front end of the main beam cantilever, and the longitudinal movement of the weight at the front end of the main beam cantilever toward the main tower. For the The increase or decrease of the cable force of the inclined cable, is the total number of pairs of inclined cables;

[0076] Adjustment coefficient matrix The constraint interval is:

[0077]

[0078] Where, They are the increase and decrease value of the cable force of each pair of inclined cables, the lifting and lowering value of the auxiliary pier, the lifting and lowering value of the side pier, the weight value at the front end of the main beam cantilever, and the longitudinal movement value of the weight at the front end of the main beam cantilever toward the main tower. For the The minimum and maximum values of the cable force increase and decrease are: are the minimum and maximum values of the auxiliary pier lift and landing values, are the minimum and maximum values of the side pier take-off and landing values, The minimum and maximum values of the weight at the front end of the main beam cantilever, The minimum and maximum values of the longitudinal movement of the weight at the front end of the main beam cantilever toward the main tower.

[0079] Step S6: constructing an optimization equation based on the first closure state parameter matrix, the second closure state parameter matrix, the on-site initial closure state parameters, and the adjustment coefficient matrix.

[0080] Specifically in this embodiment, the optimization equation includes a first optimization equation and a second optimization equation;

[0081] The first optimization equation is:

[0082]

[0083] The second optimization equation is:

[0084]

[0085] Where, are the first closure state parameter matrix and the second closure state parameter matrix, is the adjustment coefficient matrix, It is the initial closure state parameter on site.

[0086] Step S7: Solve the optimization equation to obtain the adjustment coefficient matrix, and generate an adjustment scheme for the synchronous closure in combination with the closure influencing parameters.

[0087] Specifically include:

[0088] Step S7.1, using an optimization algorithm to solve the first optimization equation to obtain a first adjustment coefficient matrix;

[0089] Step S7.2: multiply the first adjustment coefficient matrix by each closure influencing parameter to obtain a first closure influencing parameter matrix;

[0090] Step S7.3: After initialization, synchronously adjust the finite element models of the left and right cable-stayed bridges of the target cable-stayed bridge according to the first closure influencing parameter matrix to determine whether an anomaly exists. If no anomaly exists, use the first closure influencing parameter matrix as an adjustment solution.

[0091] Step S7.4: If there is an anomaly, use an optimization algorithm to solve the second optimization equation to obtain a second adjustment coefficient matrix;

[0092] Step S7.5: multiply the second adjustment coefficient matrix by each closure influencing parameter to obtain a second closure influencing parameter matrix;

[0093] Step S7.6: After initialization, the finite element models of the target cable-stayed bridge and the cable-stayed bridges on its left and right sides are synchronously adjusted according to the second closure influencing parameter matrix to determine whether an anomaly exists. If no anomaly exists, the second closure influencing parameter matrix is used as the adjustment solution.

[0094] Step S7.7: If there is an exception, output an error message.

[0095] 1. The embodiment of the present invention deeply combines the design, construction and structural characteristics of three-tower cable-stayed bridges, taking into account the presence of two or more closures in multi-tower cable-stayed bridges. Synchronous closure is the optimal solution in all aspects, and it is clear that the key difficulty in controlling stress-free synchronous closure is the elevation difference on both sides of the closure. , corner difference .

[0096] 2. Compared to two-tower cable-stayed bridges, the middle tower of a multi-tower cable-stayed bridge is more susceptible to deformation due to unbalanced loads. A step-by-step method for determining the closure state is proposed. This method first uses the spatial orientation of the middle tower's main girder as a reference, then adjusts the main girders of the two side towers to achieve a stress-free, synchronous closure state of the middle tower's cantilever girder. This method reduces the difficulty, investment, and risk of closure.

[0097] 3. Since the deformation of the middle tower main beam is sensitive to asymmetric loads, it is very easy to change the linear state due to temporary construction loads. A theoretical target state determination method for the linear shape of the middle tower main beam is proposed. Specifically, the middle tower main beam is first tensioned by the initial cable so that the cantilever end of the main beam is at a preset angle. (preset corner It can be the designed longitudinal slope or 0), which satisfies the bridge structure stress and The required absolute elevation of the main beam can have multiple solutions. Select any one of them and The corresponding absolute elevation is , where the control indicators on the left side of the Z4 main tower are 、 , on the right 、 .

[0098] 4. Because the model used and the pre-adjustment state were previously verified in actual construction, the structural forces and deformations met design and specification requirements; only the closure itself exhibited relative linear errors. Since the aforementioned adjustment scheme was purely mathematical, it did not consider construction efficiency or whether the structural forces and deformations met design and specification requirements. Adjusting for these minor errors could result in excessive structural forces or deformations, necessitating verification of the rationality of the adjustment measures. The initial adjustment did not include adjustments to the center tower's stay cables, reducing construction workload and improving efficiency. However, this could also result in the closure's posture being satisfactory, requiring increased adjustment capacity for the 3# / 5# side towers, potentially causing the bridge's forces and deformations to not meet requirements. The subsequent adjustment included simultaneous adjustments to the center tower, expanding the scope and scope of adjustments while reducing the adjustment capacity of the side towers to avoid unsatisfactory structural forces and deformations.

[0099] 5. By setting constraint intervals (for example, not adjusting the cable tension of a particular pair of stay cables, or adjusting within a range of -1000kN to 2000kN), the feasibility and efficiency of the final adjustment measures are ensured. This efficiency is reflected in the ability to combine the differences in investment and timeliness of measures such as cable adjustment, weighting, and lifting and lowering support points, ensuring that construction is safe, controllable, orderly, and efficient while meeting closure requirements.

[0100] Example 2:

[0101] An embodiment of the present invention provides a stress-free synchronous closure device for a multi-tower cable-stayed bridge, which is used for synchronous closure of a target cable-stayed bridge and the cable-stayed bridges on its left and right sides. The synchronous closure device includes:

[0102] A model building module is configured to build a finite element model of a target cable-stayed bridge and the cable-stayed bridges on its left and right sides;

[0103] a first adjustment module configured to synchronously adjust the finite element models of the left and right cable-stayed bridges of the target cable-stayed bridge according to a closure influencing parameter after each initialization, obtain a closure state parameter after each adjustment, and construct a first closure state parameter matrix;

[0104] The second adjustment module is configured to synchronously adjust the finite element models of the target cable-stayed bridge and the cable-stayed bridges on its left and right sides according to a closure influencing parameter after each initialization, obtain the closure state parameter after each adjustment, and construct a second closure state parameter matrix;

[0105] An on-site detection module is configured to obtain on-site initial closure state parameters of a target cable-stayed bridge and the cable-stayed bridges on its left and right sides;

[0106] A coefficient setting module is configured to set the adjustment coefficients of various closure-influencing parameters and construct an adjustment coefficient matrix and its constraint intervals;

[0107] an equation building module configured to build an optimization equation according to the first closure state parameter matrix, the second closure state parameter matrix, the on-site initial closure state parameters, and the adjustment coefficient matrix;

[0108] The solution solving module is configured to solve the optimization equation to obtain the adjustment coefficient matrix, and generate the adjustment solution of the synchronous closure in combination with the closure influencing parameters.

[0109] Example 3:

[0110] Based on the synchronous closure method provided in the first embodiment, the embodiment of the present invention provides an electronic device, including a processor and a storage medium;

[0111] The storage medium is used to store instructions;

[0112] The processor is configured to operate according to the instructions to execute the steps of the above method.

[0113] Example 4:

[0114] Based on the synchronous closure method provided in Example 1, an embodiment of the present invention provides a computer-readable storage medium having a computer program stored thereon, which implements the steps of the above method when executed by a processor.

[0115] Embodiment 5:

[0116] Based on the synchronous closure method provided in Example 1, an embodiment of the present invention provides a computer program product, including a computer program / instruction, which implements the steps of the above method when executed by a processor.

[0117] Those skilled in the art will appreciate that embodiments of the present invention may be provided as methods, systems, or computer program products. Thus, the present invention may take the form of an entirely hardware embodiment, an entirely software embodiment, or an embodiment combining software and hardware aspects. Furthermore, the present invention may take the form of a computer program product implemented on one or more computer-usable storage media (including but not limited to magnetic disk storage, CD-ROM, optical storage, etc.) containing computer-usable program code.

[0118] The present invention is described with reference to flowcharts and / or block diagrams of methods, devices (systems), and computer program products according to embodiments of the present invention. It should be understood that each process and / or block in the flowcharts and / or block diagrams, as well as combinations of processes and / or blocks in the flowcharts and / or block diagrams, can be implemented by computer program instructions. These computer program instructions can be provided to a processor of a general-purpose computer, a special-purpose computer, an embedded processor, or other programmable data processing device to produce a machine, so that the instructions executed by the processor of the computer or other programmable data processing device generate instructions for implementing the processes in the flowcharts and / or block diagrams. Figure 1 a process or multiple processes and / or boxes Figure 1 A device that provides the functions specified in a block or multiple blocks.

[0119] These computer program instructions may also be stored in a computer readable memory that can direct a computer or other programmable data processing device to work in a specific manner, so that the instructions stored in the computer readable memory produce an article of manufacture comprising an instruction device, which implements the process Figure 1 a process or multiple processes and / or boxes Figure 1 The function specified in one or more boxes.

[0120] These computer program instructions can also be loaded onto a computer or other programmable data processing device so that a series of operational steps are executed on the computer or other programmable device to produce a computer-implemented process, thereby providing the instructions executed on the computer or other programmable device for implementing the process. Figure 1 a process or multiple processes and / or boxes Figure 1 A step that specifies a function in one or more boxes.

[0121] The above is only a preferred embodiment of the present invention. It should be pointed out that for ordinary technicians in this technical field, several improvements and modifications can be made without departing from the technical principles of the present invention. These improvements and modifications should also be regarded as the scope of protection of the present invention.

Claims

1. A stress-free synchronous closure method for a multi-tower cable-stayed bridge, characterized in that: Used for synchronous closure of a target cable-stayed bridge and the cable-stayed bridges on its left and right sides, the synchronous closure method includes: Construct finite element models of the target cable-stayed bridge and the cable-stayed bridges on its left and right sides; The finite element models of the cable-stayed bridges on the left and right sides of the target cable-stayed bridge are synchronously adjusted according to a closure influencing parameter after each initialization, and the closure state parameters after each adjustment are obtained and a first closure state parameter matrix is constructed; The finite element models of the target cable-stayed bridge and the cable-stayed bridges on its left and right sides are synchronously adjusted according to a closure influencing parameter after each initialization. The closure state parameters after each adjustment are obtained and a second closure state parameter matrix is constructed. Obtain the on-site initial closure state parameters of the target cable-stayed bridge and the cable-stayed bridges on its left and right sides; Set the adjustment coefficients of each closure-influencing parameter and construct the adjustment coefficient matrix and its constraint interval; An optimization equation is constructed according to the first closure state parameter matrix, the second closure state parameter matrix, the on-site initial closure state parameters and the adjustment coefficient matrix; The optimization equation is solved to obtain an adjustment coefficient matrix, and an adjustment scheme for synchronous closure is generated in combination with closure influencing parameters.

2. The stress-free synchronous closure method for a multi-tower cable-stayed bridge according to claim 1 is characterized in that: The parameters affecting the closure include the increase or decrease in the cable force of each pair of cables on the cable-stayed bridge, the rise and fall values of the auxiliary piers, the rise and fall values of the side piers, the weight value at the front end of the main beam cantilever, and the longitudinal movement value of the weight value at the front end of the main beam cantilever toward the main tower.

3. The stress-free synchronous closure method for a multi-tower cable-stayed bridge according to claim 1 is characterized in that: The closure state parameters include the elevation difference and the rotation angle difference between the closure opening of the target cable-stayed bridge and the left cable-stayed bridge, and the elevation difference and the rotation angle difference between the closure opening of the target cable-stayed bridge and the right cable-stayed bridge.

4. The stress-free synchronous closure method for a multi-tower cable-stayed bridge according to claim 2 is characterized in that: The adjustment coefficient matrix for: ； ； Where, They are the adjustment coefficients for the increase and decrease of cable force, the rise and fall of auxiliary piers, the rise and fall of side piers, the weight at the front end of the main beam cantilever, and the longitudinal movement of the weight at the front end of the main beam cantilever toward the main tower. For the The increase or decrease of the cable force of the inclined cable, is the total number of pairs of inclined cables; The adjustment coefficient matrix The constraint interval is: ； Where, They are the increase and decrease value of the cable force of each pair of inclined cables, the lifting and lowering value of the auxiliary pier, the lifting and lowering value of the side pier, the weight value at the front end of the main beam cantilever, and the longitudinal movement value of the weight at the front end of the main beam cantilever toward the main tower. For the The minimum and maximum values of the cable force increase and decrease are: are the minimum and maximum values of the auxiliary pier lift and landing values, are the minimum and maximum values of the side pier take-off and landing values, The minimum and maximum values of the weight at the front end of the main beam cantilever, The minimum and maximum values of the longitudinal movement of the weight at the front end of the main beam cantilever toward the main tower.

5. The stress-free synchronous closure method for a multi-tower cable-stayed bridge according to claim 1 is characterized in that: The optimization equation includes a first optimization equation and a second optimization equation; The first optimization equation is: ； The second optimization equation is: ； Where, are the first closure state parameter matrix and the second closure state parameter matrix, is the adjustment coefficient matrix, It is the initial closure state parameter on site.

6. The stress-free synchronous closure method for a multi-tower cable-stayed bridge according to claim 5 is characterized in that: Solving the optimization equation to obtain the adjustment coefficient matrix, and generating the adjustment scheme for the synchronous closure in combination with the closure influencing parameters includes: Solving the first optimization equation using an optimization algorithm to obtain a first adjustment coefficient matrix; Multiplying the first adjustment coefficient matrix by each closure influencing parameter to obtain a first closure influencing parameter matrix; After initialization, the finite element models of the left and right cable-stayed bridges of the target cable-stayed bridge are synchronously adjusted according to the first closure influencing parameter matrix to determine whether there are any abnormalities. If no abnormalities are found, the first closure influencing parameter matrix is used as the adjustment solution. If there is an anomaly, solving the second optimization equation using an optimization algorithm to obtain a second adjustment coefficient matrix; Multiplying the second adjustment coefficient matrix by each closure influencing parameter to obtain a second closure influencing parameter matrix; After initialization, the finite element models of the target cable-stayed bridge and its left and right cable-stayed bridges are synchronously adjusted based on the second closure influencing parameter matrix to determine whether there are any anomalies. If no anomalies are found, the second closure influencing parameter matrix is used as the adjustment solution. If there is an exception, an error message will be output.

7. A stress-free synchronous closure device for a multi-tower cable-stayed bridge, characterized in that: Used for synchronous closure of a target cable-stayed bridge and the cable-stayed bridges on its left and right sides, the synchronous closure device comprises: A model building module is configured to build a finite element model of a target cable-stayed bridge and the cable-stayed bridges on its left and right sides; a first adjustment module configured to synchronously adjust the finite element models of the left and right cable-stayed bridges of the target cable-stayed bridge according to a closure influencing parameter after each initialization, obtain a closure state parameter after each adjustment, and construct a first closure state parameter matrix; The second adjustment module is configured to synchronously adjust the finite element models of the target cable-stayed bridge and the cable-stayed bridges on its left and right sides according to a closure influencing parameter after each initialization, obtain the closure state parameter after each adjustment, and construct a second closure state parameter matrix; An on-site detection module is configured to obtain on-site initial closure state parameters of a target cable-stayed bridge and the cable-stayed bridges on its left and right sides; A coefficient setting module is configured to set the adjustment coefficients of various closure-influencing parameters and construct an adjustment coefficient matrix and its constraint intervals; an equation building module configured to build an optimization equation according to the first closure state parameter matrix, the second closure state parameter matrix, the on-site initial closure state parameters, and the adjustment coefficient matrix; The solution solving module is configured to solve the optimization equation to obtain the adjustment coefficient matrix, and generate an adjustment solution for synchronous closure in combination with the closure influencing parameters.

8. An electronic device, characterized in that: including processor and storage medium; The storage medium is used to store instructions; The processor is configured to operate according to the instructions to execute the steps of the method according to any one of claims 1 to 6.

9. A computer-readable storage medium having a computer program stored thereon, characterized in that: When the program is executed by a processor, the steps of the method according to any one of claims 1 to 6 are implemented.

10. A computer program product comprising a computer program / instructions, characterized in that When the computer program / instructions are executed by a processor, the steps of the method according to any one of claims 1 to 6 are implemented.

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