A two-stage target construction control method and system for a cable-supported bridge

Abstract

The present invention discloses a two-stage target construction control method and system for a cable-supported bridge, which relates to the field of construction control of cable-supported bridges. The method includes calculating the cable forces and the stress-free lengths of the stay cables corresponding to the second stage based on the stress-free state method; determining the releasing and tensioning adjustment amounts of the anchor cups of each stay cable according to the length of the anchor cup of the stay cable and the designed anchoring position of the anchor ring; calculating the stress-free lengths of the stay cables corresponding to the first stage based on the structural state of the first stage, the stress-free lengths of the stay cables corresponding to the second stage, and the releasing and tensioning adjustment amounts of the anchor cups of each stay cable; controlling the installation of the stay cable units according to the stress-free lengths of the stay cables corresponding to the first stage, and calculating the initial tension forces of the stay cables, as well as the structural internal forces and deformation states during the whole construction process to guide the on-site construction. The present invention can achieve precise control of the whole construction process of the cable-supported bridge.

Description

Technical Field

[0001] The present invention relates to the field of construction control of cable-supported bridges, and particularly to a two-stage target construction control method and system for cable-supported bridges. Background Art

[0002] Cable-supported bridges mainly refer to bridge structures supported by cable systems such as cable-stayed bridges, suspension bridges, and cable-stayed - suspension cooperative system bridges. The construction of such bridges is relatively complex, with high control difficulty and high requirements for construction accuracy. Construction monitoring is one of the key tasks to ensure the construction quality and safety of the structure. Construction control guides on-site construction through tracking analysis and prediction of the entire process of structure construction, with the ultimate goal of achieving the designed completed bridge state.

[0003] In the existing construction monitoring of cable-supported bridges, generally, the closure target of the main span (i.e., the first stage) is set first, and the initial tension force of the stay cables, the counterweight of the main girder, etc. are used as control means. Then, secondary cable adjustment is carried out at the completed bridge stage (i.e., the second stage) to make the actual completed bridge state meet the design requirements. Since the cable-supported bridge is a high-order hyperstatic structure, the initial tension force of the stay cables that meet the main span closure condition is not unique, that is, the control personnel can independently select and determine the closure state and the attitude of the closure gap. On the other hand, the completed bridge state and the completed bridge cable force (stress-free length at the completed bridge stage) of the cable-supported bridge are uniquely determined, and at the same time, the adjustment amount of the stay cable anchor cup is also determined.

[0004] Due to the uncertainty of the closure state and the initial tension force, in the actual operation process, it is often easy to have insufficient adjustment amount of the anchor cup, unable to reach the calculated initial tension force. As a result, when the main span is closed, the actual closure attitude deviates from the established closure target, the deviation of the closure gap is large, and it is difficult to close the gap; or it is necessary to increase gaskets to over-pull the stay cables or lower the stay cables through temporary anchor rods to be tensioned to the calculated initial tension force. This leads to an increase in construction difficulty and even potential safety hazards. Summary of the Invention

[0005] Aiming at the defects existing in the prior art, the purpose of the present invention is to provide a two-stage target construction control method and system for cable-supported bridges, which can achieve precise control of the entire process of cable-supported bridge construction.

[0006] To achieve the above object, a two-stage target construction control method for a cable-supported bridge provided by the present invention specifically includes the following steps:

[0007] Based on the stress-free state method, calculate the stay cable force and the stress-free length of the stay cables corresponding to the second stage;

[0008] Determine the release and tension adjustment amounts of the anchor cups of each stay cable according to the length of the stay cable anchor cup and the designed anchoring position of the anchor ring;

[0009] Based on the structural state in the first stage, the stress-free lengths of the stay cables corresponding to the second stage, and the release and tension adjustment amounts of the anchor cups of each stay cable, the stress-free lengths of the stay cables corresponding to the first stage are calculated.

[0010] Control the installation of the stay cable units according to the stress-free lengths of the stay cables corresponding to the first stage, and calculate the initial tension force of the stay cables and the internal forces and deformation states of the structure during the whole construction process to guide the on-site construction.

[0011] On the basis of the above technical solutions,

[0012] The first stage is the main span closure stage, and the second stage is the completed bridge stage;

[0013] The whole process construction control of the cable-supported bridge is divided into the first stage and the second stage. Control the initial tension force and initial tension length of the stay cables according to the goals of the first stage, and control the completed bridge cable force and completed bridge cable length of the stay cables according to the goals of the second stage.

[0014] On the basis of the above technical solutions,

[0015] The cable forces of the stay cables in the second stage are determined through overall calculation with the completed bridge state of the bridge as the goal.

[0016] The cable forces of the stay cables in the second stage are a sequence composed of the cable forces of each stay cable in the second stage, denoted as {F2} = {F 21 , F 22 , …, F 2n}, where {F2} represents the cable forces of the stay cables in the second stage, and F 2n represents the cable force of the nth stay cable in the second stage, and n is the total number of stay cables.

[0017] On the basis of the above technical solutions,

[0018] The stress-free lengths of the stay cables in the second stage are calculated according to the cable forces of the stay cables in the second stage and the designed positions of the anchor points at the tower end and the beam end;

[0019] The stress-free lengths of the stay cables in the second stage are a sequence composed of the stress-free lengths of each stay cable in the second stage, denoted as {L2} = {L 21 , L 22 , …, L 2n}, where {L2} represents the stress-free lengths of the stay cables in the second stage, and L 2n represents the stress-free length of the nth stay cable in the second stage, and n is the total number of stay cables.

[0020] On the basis of the above technical solutions, to determine the release and tension adjustment amounts of the anchor cups of each stay cable according to the length of the anchor cup of the stay cable and the designed anchoring position of the anchor ring, the specific steps are as follows:

[0021] Determine the relaxation adjustment amount of the stay cable according to the remaining length of the anchoring thread at the tensioning end of the anchor cup;

[0022] Determine the tensioning adjustment amount of the stay cable according to the remaining length of the anchoring thread at the cable body end of the anchor cup;

[0023] According to the relaxation adjustment amount and the tensioning adjustment amount of the stay cable, obtain the relaxation and tensioning adjustment amounts of the anchor cup of the stay cable, denoted as {△L}={(△L Z1 ,△L F1 ), (△L Z2 ,△L F2 ), …, (△L Zn ,△L Fn )}, where {△L} represents the relaxation and tensioning adjustment amounts of the anchor cup of the stay cable, △L Fn represents the relaxation adjustment amount of the nth stay cable, △L Zn represents the tensioning adjustment amount of the nth stay cable, and (△L Zn ,△L Fn ) represents the relaxation and tensioning adjustment amounts of the anchor cup of the nth stay cable.

[0024] Based on the above technical solution, calculate the stress-free length of the stay cable corresponding to the first stage based on the structural state of the first stage, the stress-free length of the stay cable corresponding to the second stage, and the relaxation and tensioning adjustment amounts of the anchor cup of each stay cable. The specific steps are as follows:

[0025] Taking the structural state of the first stage as the calculation target, the stress-free length of the stay cable corresponding to the second stage as the benchmark, and the relaxation and tensioning adjustment amounts of the anchor cup of the stay cable as the solution boundary conditions, apply a cable length increment to the stay cable and perform cable adjustment calculations to obtain the stress-free length of the stay cable corresponding to the first stage.

[0026] Based on the above technical solution,

[0027] The cable length increment applied to the stay cable is within the range of the relaxation and tensioning adjustment amounts of the anchor cup, that is, △L 1-2n ∈△L n , where △L 1-2n represents the cable length increment applied to the nth stay cable, and △L n represents the relaxation and tensioning adjustment amounts of the anchor cup of the nth stay cable;

[0028] The cable length increment of the stay cable is denoted as {L 1-2}={△L 1-21 , △L 1-22 , …, △L 1-2n}, where {L 1-2} represents the cable length increment matrix of the stay cable.

[0029] Based on the above technical solution, the cable adjustment calculation is carried out to obtain the stress-free length of the stay cables corresponding to the first stage. The specific calculation formula is as follows:

[0030] L 1n = △L 1-2n + L 2n

[0031] where L 1n represents the stress-free length of the nth stay cable in the first stage, and L 2n represents the stress-free length of the nth stay cable in the second stage.

[0032] Based on the above technical solution,

[0033] the initial tension force of the stay cables is the stay cable force corresponding to the first stage;

[0034] The stay cable force in the first stage is a sequence composed of the stay cable forces of each stay cable in the first stage, denoted as {F1} = {F 11 , F 12 , …, F 1n}, where {F1} represents the stay cable force in the first stage, and F 1n represents the stay cable force of the nth stay cable in the first stage.

[0035] A two-stage target construction control system for a cable-supported bridge provided by the present invention includes:

[0036] A first calculation module, which is used to calculate the stay cable force and the stress-free length of the stay cables corresponding to the second stage based on the stress-free state method;

[0037] A determination module, which is used to determine the release and tension adjustment amounts of the anchor cups of each stay cable according to the length of the anchor cup of the stay cable and the designed anchoring position of the anchor ring;

[0038] A second calculation module, which is used to calculate the stress-free length of the stay cables corresponding to the first stage based on the structural state of the first stage, the stress-free length of the stay cables corresponding to the second stage, and the release and tension adjustment amounts of the anchor cups of each stay cable;

[0039] An execution module, which is used to control the installation of the stay cable units according to the stress-free length of the stay cables corresponding to the first stage, and calculate the initial tension force of the stay cables, as well as the structural internal force and deformation state during the whole construction process, to guide the on-site construction.

[0040] Compared with the prior art, the advantages of the present invention are as follows: By dividing the whole process construction control of the cable-supported bridge into two stage objectives of main span closure and completed bridge, the mutual connection between the two is established through the adjustment range of the stay cable anchor cup. The initial tension of the stay cable is controlled according to the first stage objective, and the completed bridge cable force of the stay cable is controlled according to the second stage objective, so as to ensure that the stay cable anchor ring is within the effective anchorage range of the anchor cup in both the initial tensioning and completed bridge stages. The closure objective and the completed bridge objective can be achieved without taking other additional measures, and the construction is convenient, which is conducive to realizing the precise control of the whole process of the cable-supported bridge construction. BRIEF DESCRIPTION OF THE DRAWINGS

[0041] In order to more clearly illustrate the technical solutions in the embodiments of the present application, the following will briefly introduce the drawings required for the description of the embodiments. Obviously, the drawings in the following description are only some embodiments of the present application. For those of ordinary skill in the art, without creative efforts, other drawings can also be obtained based on these drawings.

[0042] Figure 1 It is a flowchart of a two-stage objective construction control method for a cable-supported bridge in an embodiment of the present invention;

[0043] Figure 2 It is a schematic diagram for calculating the adjustment amount of the anchor cup;

[0044] Figure 3 It is a schematic diagram of the objective of the first stage of the bridge;

[0045] Figure 4 It is a schematic diagram of the objective of the second stage of the bridge. DETAILED DESCRIPTION OF THE EMBODIMENTS

[0046] To make the objectives, technical solutions, and advantages of the embodiments of the present application clearer, the following will clearly and completely describe the technical solutions in the embodiments of the present application with reference to the drawings in the embodiments of the present application. Obviously, the described embodiments are some, but not all, of the embodiments of the present application.

[0047] See Figure 1 As shown, a two-stage objective construction control method for a cable-supported bridge provided by an embodiment of the present invention specifically includes the following steps:

[0048] S1: Based on the stress-free state method, calculate the stay cable force and the stress-free length of the stay cable corresponding to the second stage;

[0049] In the embodiment of the present invention, the first stage is the main span closure stage, and the second stage is the completed bridge stage. The connection between the first stage and the second stage is established through the release and tension adjustment amount of the stay cable anchor cup. The first stage corresponds to Figure 3 As shown, the second stage corresponds to Figure 4 As shown,Figure 3 In this case, 3 represents the closure joint on the short mileage side, and 4 represents the closure joint on the long mileage side. Figure 4 In this case, 2 represents the main girder.

[0050] The whole-process construction control of a cable-supported bridge is divided into a first stage and a second stage. According to the objectives of the first stage, the initial tension force and the initial tension length of the stay cables are controlled. According to the objectives of the second stage, the final tension force and the final tension length of the stay cables are controlled. The initial tension force is the tension force of the stay cables in the first stage, the initial tension length is the stress-free length of the stay cables in the first stage, the final tension force is the tension force of the stay cables in the second stage, and the final tension length is the stress-free length of the stay cables in the second stage.

[0051] In the embodiment of the present invention, the tension force of the stay cables in the second stage is determined by overall calculation with the bridge's final state as the target; the tension force of the stay cables in the second stage is a sequence composed of the tension forces of each stay cable in the second stage, denoted as {F2} = {F 21 , F 22 , …, F 2n}, where {F2} represents the tension force of the stay cables in the second stage, and F 2n represents the tension force of the nth stay cable in the second stage, and n is the total number of stay cables.

[0052] In the embodiment of the present invention, the stress-free length of the stay cables in the second stage is calculated based on the tension force of the stay cables in the second stage and the designed anchor point positions at the tower end and the beam end; the stress-free length of the stay cables in the second stage is a sequence composed of the stress-free lengths of each stay cable in the second stage, denoted as {L2} = {L 21 , L 22 , …, L 2n}, where {L2} represents the stress-free length of the stay cables in the second stage, and L 2n represents the stress-free length of the nth stay cable in the second stage, and n is the total number of stay cables.

[0053] Furthermore, the tension force and the stress-free length of the stay cables in the second stage can be obtained through the final structure calculation.

[0054] S2: Determine the release and tension adjustment amounts of each stay cable according to the length of the stay cable anchor cup and the designed anchor position of the anchor ring; this step is specifically as follows:

[0055] S201: Determine the release adjustment amount of the stay cable according to the remaining length of the threaded part at the tension end of the anchor cup;

[0056] S202: Determine the tension adjustment amount of the stay cable according to the remaining length of the threaded part at the cable body end of the anchor cup;

[0057] S203: Obtain the anchor cup relaxation and tension adjustment amounts of the stay cables based on the stay cable relaxation adjustment amount and the stay cable tension adjustment amount, denoted as {△L} = {(△L Z1 , △L F1 ), (△L Z2 , △L F2 ), …, (△L Zn , △L Fn )}, where {△L} represents the anchor cup relaxation and tension adjustment amounts of the stay cables, △L Fn represents the relaxation adjustment amount of the nth stay cable, △L Zn represents the tension adjustment amount of the nth stay cable, and (△L Zn , △L Fn ) represents the anchor cup relaxation and tension adjustment amounts of the nth stay cable.

[0058] That is, as shown in Figure 2 , for the anchor cup relaxation adjustment amount and the anchor cup tension adjustment amount in the present invention, they can be obtained by calculating based on the anchoring thread length of the stay cable anchor cup and the designed anchoring position of the anchor ring. Specifically, determine the stay cable relaxation adjustment amount according to the remaining length of the anchoring thread at the tensioning end of the anchor cup, and determine the stay cable tension adjustment amount according to the remaining length of the anchoring thread at the cable body end of the anchor cup. Figure 2 In

[0059] , 1 represents the stay cable, 5 represents the anchor cup, 6 represents the anchor ring, 7 represents the anchor cup relaxation adjustment amount, and 8 represents the anchor cup tension adjustment amount.

[0059] It should be noted that the anchor cup relaxation and tension adjustment amounts of the stay cables in the present invention are obtained based on the actual structure of the stay cable anchor cup and the designed position of the anchor ring.

[0060] S3: Based on the structural state in the first stage, the stress-free length of the stay cables corresponding to the second stage, and the anchor cup relaxation and tension adjustment amounts of each stay cable, calculate the stress-free length of the stay cables corresponding to the first stage;

[0061] In the embodiment of the present invention, based on the structural state in the first stage, the stress-free length of the stay cables corresponding to the second stage, and the anchor cup relaxation and tension adjustment amounts of each stay cable, calculate the stress-free length of the stay cables corresponding to the first stage. The specific steps are as follows: Take the structural state in the first stage as the calculation target, take the stress-free length of the stay cables corresponding to the second stage as the reference, take the anchor cup relaxation and tension adjustment amounts of the stay cables as the solution boundary conditions, apply a cable length increment to the stay cables, and perform cable adjustment calculations to obtain the stress-free length of the stay cables corresponding to the first stage.

[0062] The target in the first stage is the main span closure target, which refers to the stage when the main span is about to be closed. This stage takes the elevation and rotation angle of the closure openings on the small mileage side and the large mileage side of the main span to be consistent as the control target.

[0063] In the present invention, the cable length increment applied to the stay cable is within the range of the anchor cup relaxation and tension adjustment amount, i.e., △L 1-2n ∈△L n , where △L 1-2n represents the cable length increment applied to the nth stay cable, and △L n represents the anchor cup relaxation and tension adjustment amount of the nth stay cable; the cable length increment of the stay cable is denoted as {L 1-2} = {△L 1-21 , △L 1-22 , …, △L 1-2n}, where {L 1-2} represents the cable length increment matrix of the stay cable.

[0064] In the present invention, cable adjustment calculation is performed to obtain the stress-free length of the stay cable corresponding to the first stage. The specific calculation formula is:

[0065] L 1n = △L 1-2n + L 2n

[0066] where L 1n represents the stress-free length of the nth stay cable in the first stage, and L 2n represents the stress-free length of the nth stay cable in the second stage.

[0067] That is, as shown in Figure 3 , the stress-free length of the stay cable corresponding to the first stage is based on the finite element calculation model of the main span closure stage. First, the stress-free length of the stay cable is set to the stress-free length of the stay cable in the second stage, and then the stress-free length of the stay cable is adjusted within the range of the anchor cup relaxation and tension adjustment amount, that is, a cable length increment load is applied to the stay cable, and cable adjustment calculation is performed to adjust the elevation and rotation difference of the closure openings on the large and small mileage sides to meet the closure requirements. The corresponding stress-free length of the stay cable is the stress-free length of the stay cable corresponding to the first stage.

[0068] S4: Control the installation of the stay cable unit according to the stress-free length of the stay cable corresponding to the first stage, and perform the calculation of the initial tension force of the stay cable and the structural internal force and deformation state during the entire construction process to guide the on-site construction.

[0069] In the embodiment of the present invention, the initial tension force of the stay cable is the stay cable force corresponding to the first stage;

[0070] The stay cable force in the first stage is a sequence composed of the stay cable forces of each stay cable in the first stage, denoted as {F1} = {F 11 , F 12 , …, F 1n}, where {F1} represents the stay cable force in the first stage, and F 1nIt represents the cable force of the nth stay cable in the first stage. The cable forces of the stay cables in the first stage can be directly used to guide the initial tensioning construction of the stay cables at the construction site.

[0071] In the present invention, through the simulation analysis of the whole construction process of the cable-supported bridge, the stress-free length of the stay cable unit is controlled according to the stress-free length of the stay cable corresponding to the first stage, and the cable force at the installation stage of the stay cable, that is, the initial tensioning cable force of the stay cable, is calculated. The initial tensioning cable force of the stay cable can be directly used to guide the on-site construction; when the main span is closed, the elevation and angular difference of the closure joints on the large and small mileage sides can meet the requirements of the closure accuracy, and the stay cable anchor rings are always within the effective anchorage range of the anchor cups during the construction process, so there is no need to over-tension or over-release the stay cables.

[0072] The two-stage target construction control method for the cable-supported bridge according to the embodiment of the present invention divides the whole construction control of the cable-supported bridge into two stage targets: main span closure and completed bridge. The mutual connection between the two is established through the adjustment range of the stay cable anchor cups. The initial tensioning cable force of the stay cable is controlled according to the first stage target, and the completed bridge cable force of the stay cable is controlled according to the second stage target, so as to ensure that the stay cable anchor rings are within the effective anchorage range of the anchor cups during both the initial tensioning and completed bridge stages. Without taking other additional measures, the closure target and completed bridge target can be achieved. The construction is convenient and is conducive to realizing the precise control of the whole construction process of the cable-supported bridge.

[0073] A two-stage target construction control system for a cable-supported bridge provided by an embodiment of the present invention includes a first calculation module, a determination module, a second calculation module, and an execution module.

[0074] The first calculation module is used to calculate the cable force and stress-free length of the stay cable corresponding to the second stage based on the stress-free state method; the determination module is used to determine the release and tension adjustment amounts of the anchor cups of each stay cable according to the length of the stay cable anchor cup and the designed anchorage position of the anchor ring; the second calculation module is used to calculate the stress-free length of the stay cable corresponding to the first stage based on the structural state of the first stage, the stress-free length of the stay cable corresponding to the second stage, and the release and tension adjustment amounts of the anchor cups of each stay cable; the execution module is used to control the installation of the stay cable unit according to the stress-free length of the stay cable corresponding to the first stage, and calculate the initial tensioning cable force of the stay cable, as well as the structural internal force and deformation state during the whole construction process, to guide the on-site construction.

[0075] The above are only specific embodiments of the present application, which enable those skilled in the art to understand or implement the present application. Various modifications to these embodiments will be obvious to those skilled in the art, and the general principles defined herein can be implemented in other embodiments without departing from the spirit or scope of the present application. Therefore, the present application will not be limited to these embodiments shown herein, but will be accorded the widest scope consistent with the principles and novel features claimed herein.

[0076] The present invention is described with reference to the flowcharts and / or block diagrams of methods, apparatuses (systems), and computer program products according to embodiments of the invention. It should be understood that each flow and / or block in the flowchart and / or block diagram, and combinations of flows and / or blocks in the flowchart and / or block diagram, can be implemented by computer program instructions. These computer program instructions can be provided to the processor of a general-purpose computer, a special-purpose computer, an embedded processor, or other programmable data processing device to produce a machine, such that the instructions executed by the processor of the computer or other programmable data processing device generate means for implementing the specified functions in one Figure 1 flow or multiple flows and / or blocks Figure 1 block or multiple blocks.

Claims

1. A two-stage target construction control method for cable-supported bridges, characterized in that, Specifically, it includes the following steps: Based on the stress-free state method, calculate the cable forces and stress-free lengths of the stay cables corresponding to the second stage; According to the lengths of the stay cable anchor cups and the designed anchoring positions of the anchor rings, determine the release and tension adjustment amounts of the anchor cups of each stay cable; Based on the structural state of the first stage, the stress-free lengths of the stay cables corresponding to the second stage, and the release and tension adjustment amounts of the anchor cups of each stay cable, calculate the stress-free lengths of the stay cables corresponding to the first stage; Control the installation of the stay cable elements according to the stress-free lengths of the stay cables corresponding to the first stage, and perform the initial tension of the stay cables, as well as calculate the internal forces and deformation states of the structure during the whole construction process to guide the on-site construction; Among them, the first stage is the main span closure stage, and the second stage is the completed bridge stage; The whole-process construction control of the cable-supported bridge is divided into the first stage and the second stage. Control the initial tension and initial tension length of the stay cables according to the goals of the first stage, and control the completed bridge cable forces and completed bridge cable lengths according to the goals of the second stage; Among them, the specific steps for determining the release and tension adjustment amounts of the anchor cups of each stay cable according to the lengths of the stay cable anchor cups and the designed anchoring positions of the anchor rings are as follows: Determine the release adjustment amount of the stay cable according to the remaining length of the anchoring thread at the tension end of the anchor cup; Determine the tension adjustment amount of the stay cable according to the remaining length of the anchoring thread at the cable body end of the anchor cup; According to the relaxation adjustment amount and the tension adjustment amount of the stay cable, the relaxation and tension adjustment amounts of the anchor cup of the stay cable are obtained, denoted as {△L} ={(△L Z1 ,△L F1 ),(△L Z2 ,△L F2 ),…,(△L Zn ,△L Fn )}, where {△L} represents the relaxation and tension adjustment amounts of the anchor cup of the stay cable, △L Fn represents the relaxation adjustment amount of the nth stay cable, △L Zn represents the tension adjustment amount of the nth stay cable, and (△L Zn ,△L Fn ) represents the relaxation and tension adjustment amounts of the anchor cup of the nth stay cable; Among them, the specific steps for calculating the stress-free lengths of the stay cables corresponding to the first stage based on the structural state of the first stage, the stress-free lengths of the stay cables corresponding to the second stage, and the release and tension adjustment amounts of the anchor cups of each stay cable are as follows: Taking the structural state of the first stage as the calculation target, the stress-free lengths of the stay cables corresponding to the second stage as the benchmark, and the release and tension adjustment amounts of the anchor cups of the stay cables as the solution boundary conditions, apply a cable length increment to the stay cables and perform cable adjustment calculations to obtain the stress-free lengths of the stay cables corresponding to the first stage.

2. The two-stage target construction control method for a cable-supported bridge according to claim 1, wherein: The cable forces of the stay cables in the second stage are determined through overall calculation with the completed bridge state of the bridge as the target; The cable forces of the stay cables in the second stage form a sequence of the cable forces of each stay cable in the second stage, denoted as {F2} = {F 21 , F 22 , …, F 2n}, where {F2} represents the cable forces of the stay cables in the second stage, and F 2n represents the cable force of the nth stay cable in the second stage, and n is the total number of stay cables.

3. The two-stage target construction control method for a cable-supported bridge according to claim 1, wherein: The stress-free lengths of the stay cables in the second stage are calculated based on the cable forces of the stay cables in the second stage and the designed positions of the anchoring points at the tower end and the beam end; The stress-free length of the stay cables in the second stage is a sequence composed of the stress-free lengths of the stay cables in the second stage, denoted as {L2} = {L 21 , L 22 , …, L 2n}, where {L2} represents the stress-free length of the stay cables in the second stage, and L 2n represents the stress-free length of the nth stay cable in the second stage, and n is the total number of stay cables.

4. The two-stage target construction control method for a cable-supported bridge according to claim 1, wherein: The cable length increment applied to the stay cable is within the range of the anchor cup loosening and tensioning adjustment amount, that is , where represents the cable length increment applied to the nth stay cable, and △L n represents the anchor cup loosening and tensioning adjustment amount of the nth stay cable; The cable length increment of the stay cable is denoted as , where represents the cable length increment matrix of the stay cable.

5. A two-stage target construction control method for a cable-supported bridge according to claim 4, characterized in that, When performing the cable adjustment calculation to obtain the stress-free lengths of the stay cables corresponding to the first stage, the specific calculation formula is: Among them, L 1n represents the stress-free length of the nth stay cable in the first stage, and L 2n represents the stress-free length of the nth stay cable in the second stage.

6. The two-stage target construction control method for a cable-supported bridge according to claim 1, wherein: The initial tension of the stay cable is the cable force of the stay cable corresponding to the first stage; The cable forces of the stay cables in the first stage are a sequence composed of the cable forces of each stay cable in the first stage, denoted as {F1} = {F 11 , F 12 , …, F 1n}, where {F1} represents the cable forces of the stay cables in the first stage, and F 1n represents the cable force of the nth stay cable in the first stage.

7. A two-stage target construction control system for a cable-supported bridge, characterized in that, It includes: A first calculation module, which is used to calculate the cable forces and stress-free lengths of the stay cables corresponding to the second stage based on the stress-free state method; A determination module, which is used to determine the release and tension adjustment amounts of the anchor cups of each stay cable according to the lengths of the stay cable anchor cups and the designed anchoring positions of the anchor rings; A second calculation module, which is used to calculate the stress-free length of the stay cables corresponding to the first stage based on the structural state of the first stage, the stress-free length of the stay cables corresponding to the second stage, and the release and tension adjustment amounts of the anchor cups of each stay cable; An execution module, which is used to control the installation of the stay cable units according to the stress-free length of the stay cables corresponding to the first stage, and calculate the initial tension force of the stay cables, as well as the structural internal forces and deformation states during the whole construction process, so as to guide the on-site construction; Wherein, the first stage is the main span closure stage, and the second stage is the completed bridge stage; The whole-process construction control of the cable-supported bridge is divided into a first stage and a second stage. The initial tension force and initial tension length of the stay cables are controlled according to the objectives of the first stage, and the completed bridge cable force and completed bridge cable length of the stay cables are controlled according to the objectives of the second stage; Wherein, the release and tension adjustment amounts of the anchor cups of each stay cable are determined according to the anchor cup length and the designed anchoring position of the anchor ring. The specific steps are as follows: Determine the stay cable release adjustment amount according to the remaining length of the anchoring thread at the tension end of the anchor cup; Determine the stay cable tension adjustment amount according to the remaining length of the anchoring thread at the cable body end of the anchor cup; According to the relaxation adjustment amount and the tension adjustment amount of the stay cable, the relaxation and tension adjustment amount of the anchor cup of the stay cable is obtained, denoted as {△L} ={(△L Z1 ,△L F1 ),(△L Z2 ,△L F2 ),…,(△L Zn ,△L Fn )}, where {△L} represents the relaxation and tension adjustment amount of the anchor cup of the stay cable, △L Fn represents the relaxation adjustment amount of the nth stay cable, △L Zn represents the tension adjustment amount of the nth stay cable, and (△L Zn ,△L Fn ) represents the relaxation and tension adjustment amount of the anchor cup of the nth stay cable; Wherein, the stress-free length of the stay cables corresponding to the first stage is calculated based on the structural state of the first stage, the stress-free length of the stay cables corresponding to the second stage, and the release and tension adjustment amounts of the anchor cups of each stay cable. The specific steps are as follows: Taking the structural state of the first stage as the calculation target, taking the stress-free length of the stay cables corresponding to the second stage as the reference, taking the release and tension adjustment amounts of the anchor cups of the stay cables as the solution boundary conditions, applying a cable length increment to the stay cables, and performing cable adjustment calculations to obtain the stress-free length of the stay cables corresponding to the first stage.

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