Cable-stayed bridge cable force estimation method and device based on nonlinear effect

Abstract

The application relates to the technical field of bridge design, in particular to a cable-stayed bridge cable force estimation method and device based on nonlinear effects, wherein the method comprises the following steps: obtaining a geometric parameter set of a target cable-stayed bridge; obtaining the node bending moment of each node in all nodes of the target cable-stayed bridge based on the geometric parameter set, and estimating the cable vertical force of each cable in all cables of the target cable-stayed bridge according to the node bending moment; and estimating the cable horizontal force and the maximum cable force of each cable in all cables of the target cable-stayed bridge by using the cable vertical force, so as to obtain the cable-stayed bridge cable force of the target cable-stayed bridge based on the cable horizontal force and the maximum cable force. According to the application, the cable vertical counterforce can be solved based on the geometric parameters of the cable-stayed bridge, and then the maximum cable force and the cable horizontal force can be solved according to the cable vertical counterforce, so that the cable force and the main beam bending moment can be output in real time, the design efficiency of the cable-stayed bridge is improved, and the method is more simple and efficient.

Description

Technical Field

[0001] This application relates to the field of bridge design technology, and in particular to a method and apparatus for estimating cable forces in cable-stayed bridges based on nonlinear effects. Background Technology

[0002] A cable-stayed bridge is a structural system composed of compression-bearing towers, tension-bearing cables, and bending-bearing beams. The stay cables are one of the main force-transmitting components of a cable-stayed bridge. Designing the cable force of each cable in a cable-stayed bridge can ensure that the overall stress performance of the bridge structure meets the design requirements after completion.

[0003] In related technologies, the minimum bending energy method can be applied to the engineering design of cable force adjustment in completed bridges. By establishing a finite model and adjusting the stiffness of part of the model, assuming that the cable is a truss element, the initial cable force is obtained and then corrected to a cable element for cable force adjustment.

[0004] However, the nonlinear effects of cables in long-span cable-stayed bridges have a significant impact on the completed bridge condition, making the optimization calculation of cable forces in cable-stayed bridges highly complex. Furthermore, the exact solution of cable theory is a transcendental function, which requires a large amount of manual calculation and is prone to errors, thus reducing the accuracy of cable force calculation and affecting the reliability of cable-stayed bridge design. This issue urgently needs to be addressed. Summary of the Invention

[0005] This application provides a method and apparatus for estimating cable forces in cable-stayed bridges based on nonlinear effects. This addresses the problem that the nonlinear effects of cables in long-span cable-stayed bridges have a significant impact on the completed bridge state, leading to high computational complexity in optimizing cable forces. Furthermore, the exact solution of cable theory is a transcendental function, requiring extensive manual computation, which is prone to errors and reduces the accuracy of cable force calculations, thus affecting the reliability of cable-stayed bridge design.

[0006] The first aspect of this application provides a method for estimating cable forces in a cable-stayed bridge based on nonlinear effects, comprising the following steps: obtaining a set of geometric parameters of a target cable-stayed bridge; obtaining the nodal bending moment of each node in all nodes of the target cable-stayed bridge based on the set of geometric parameters, and estimating the vertical force of each cable in all cables of the target cable-stayed bridge based on the nodal bending moment; using the vertical force of the cable to estimate the horizontal force and the maximum cable force of each cable in all cables of the target cable-stayed bridge, so as to obtain the cable forces of the target cable-stayed bridge based on the horizontal force and the maximum cable force.

[0007] Optionally, in one embodiment of this application, obtaining the nodal bending moment of each node in all nodes of the target cable-stayed bridge based on the geometric parameter set includes: calculating the initial value of the bending moment of each node in all nodes of the target cable-stayed bridge using the geometric parameter set; performing intra-node balancing based on the initial bending moment to obtain the nodal bending moment after balancing the target bending energy ratio with the initial value; and iteratively transferring the nodal bending moment after balancing the initial value according to the target bending energy ratio until a preset balance condition is met, stopping the iteration, and obtaining the nodal bending moment of each node in all nodes of the target cable-stayed bridge.

[0008] Optionally, in one embodiment of this application, the formula for the vertical force of the nth cable among all the cables of the target cable-stayed bridge is:

[0009] The vertical force of the first to n-1 cables in the target cable-stayed bridge is:

[0010]

[0011] Among them, F i Let q be the vertical force on the i-th cable. i Let l be the weight of the main beam of the i-th cable. i M is the length of the main beam segment of the i-th cable. i Let M0 be the nodal bending moment corresponding to the i-th cable, where i = 1, 2, 3…n-1, n is the number of cables in a half-span bridge, and M0 is the main beam bending moment of the beam segment near the starting position of the bridge tower; the vertical force of the n-th cable in the target cable-stayed bridge is:

[0012]

[0013] Among them, F n Let q be the vertical force on the nth cable. n Let l be the weight of the main beam for the nth cable. n M is the length of the main beam segment of the nth cable. n Let n be the nodal bending moment corresponding to the nth cable.

[0014] Optionally, in one embodiment of this application, the horizontal force of the cable and the maximum cable force are:

[0015] The formula for the horizontal force of the cable is:

[0016]

[0017] Where N is the horizontal force of the cable, F is the vertical force of the cable, q is the weight per unit length of the cable, l is the axial length of the cable, c is the cosine of the axial angle α of the cable, and t is the tangent of the axial angle α of the cable; the formula for the maximum cable force is:

[0018]

[0019] Among them, T max The maximum cable force is F, the vertical force of the cable is q, the weight per unit length of the cable is l, the axial length of the cable is N, and the horizontal force of the cable is N.

[0020] A second aspect of this application provides a cable-stayed bridge cable force estimation device based on nonlinear effects, comprising: an acquisition module for acquiring a set of geometric parameters of a target cable-stayed bridge; a first estimation module for acquiring the nodal bending moment of each node in all nodes of the target cable-stayed bridge based on the set of geometric parameters, and estimating the vertical force of each cable in all cables of the target cable-stayed bridge based on the nodal bending moment; and a second estimation module for estimating the horizontal force and maximum cable force of each cable in all cables of the target cable-stayed bridge using the vertical force of the cable, so as to obtain the cable force of the target cable-stayed bridge based on the horizontal force and the maximum cable force.

[0021] Optionally, in one embodiment of this application, the first estimation module includes: a calculation unit, configured to calculate the initial value of the bending moment of each node in all nodes of the target cable-stayed bridge using the geometric parameter set; and an iteration unit, configured to perform intra-node balancing based on the initial value of the bending moment, obtain the node bending moment after balancing the target bending energy ratio with the initial value, and iterate the node bending moment after balancing the initial value according to the target bending energy ratio until a preset balance condition is met, and then stop the iteration to obtain the node bending moment of each node in all nodes of the target cable-stayed bridge.

[0022] Optionally, in one embodiment of this application, the formula for the vertical force of the nth cable among all the cables of the target cable-stayed bridge is:

[0023] The vertical force of the first to (n-1)th cables in the target cable-stayed bridge is:

[0024]

[0025] Among them, F i Let q be the vertical force on the i-th cable. i Let l be the weight of the main beam of the i-th cable. i M is the length of the main beam segment of the i-th cable. i Let M0 be the nodal bending moment corresponding to the i-th cable, where i = 1, 2, 3...n-1, n is the number of cables in a half-span bridge, and M0 is the main beam bending moment of the beam segment near the starting position of the bridge tower; the vertical force of the n-th cable in the target cable-stayed bridge is:

[0026]

[0027] Among them, F n Let q be the vertical force on the nth cable. n Let l be the weight of the main beam for the nth cable. n M is the length of the main beam segment of the nth cable. n Let n be the nodal bending moment corresponding to the nth cable.

[0028] Optionally, in one embodiment of this application, the horizontal force of the cable and the maximum cable force are:

[0029] The formula for the horizontal force of the cable is:

[0030]

[0031] Where N is the horizontal force of the cable, F is the vertical force of the cable, q is the weight per unit length of the cable, l is the axial length of the cable, c is the cosine of the axial angle α of the cable, and t is the tangent of the axial angle α of the cable; the formula for the maximum cable force is:

[0032]

[0033] Among them, T max The maximum cable force is F, the vertical force of the cable is q, the weight per unit length of the cable is l, the axial length of the cable is N, and the horizontal force of the cable is N.

[0034] A third aspect of this application provides an electronic device, including: a memory, a processor, and a computer program stored in the memory and executable on the processor, wherein the processor executes the program to implement the cable force estimation method for cable-stayed bridges based on nonlinear effects as described in the above embodiments.

[0035] A fourth aspect of this application provides a computer-readable storage medium storing a computer program that, when executed by a processor, implements the above-described method for estimating cable forces in cable-stayed bridges based on nonlinear effects.

[0036] This application's embodiments can solve for the vertical reaction force of the cables based on the geometric parameters of the cable-stayed bridge, and then solve for the cable force and horizontal force based on the vertical reaction force, obtaining the cable force estimation results of the cable-stayed bridge. This achieves real-time output of cable force and main girder bending moment, improving the design efficiency of cable-stayed bridges and making the process simpler and more efficient. Therefore, it solves the problems of the nonlinear effects of cables in long-span cable-stayed bridges having a significant impact on the completed bridge state, making the optimization calculation of cable forces of cable-stayed bridges highly complex, and the fact that the exact solution of cable theory is a transcendental function, requiring a large amount of manual calculation, prone to calculation errors, reducing the accuracy of cable force calculation, and affecting the reliability of cable-stayed bridge design.

[0037] Additional aspects and advantages of this application will be set forth in part in the description which follows, and in part will be obvious from the description, or may be learned by practice of this application. Attached Figure Description

[0038] The above and / or additional aspects and advantages of this application will become apparent and readily understood from the following description of the embodiments taken in conjunction with the accompanying drawings, wherein:

[0039] Figure 1 This is a flowchart illustrating a cable force estimation method for cable-stayed bridges based on nonlinear effects, according to an embodiment of this application.

[0040] Figure 2 This is a schematic diagram of the geometric parameters and load distribution of a cable-stayed bridge according to an embodiment of this application;

[0041] Figure 3 This is a geometrical diagram illustrating the calculation process of the horizontal force and maximum cable force of a cable according to an embodiment of this application.

[0042] Figure 4 This is a schematic diagram showing the geometry and load arrangement of an example cable-stayed bridge according to an embodiment of this application;

[0043] Figure 5 This is a schematic diagram illustrating the cable force estimation results of an example cable-stayed bridge according to an embodiment of this application;

[0044] Figure 6 This is a schematic diagram illustrating the bending moment estimation results of the main girder of an example cable-stayed bridge according to an embodiment of this application;

[0045] Figure 7 This is a schematic diagram showing the finite element calculation verification results of an example cable-stayed bridge according to an embodiment of this application;

[0046] Figure 8 This is a schematic diagram of the cable force estimation device for cable-stayed bridges based on nonlinear effects according to an embodiment of this application;

[0047] Figure 9 This is a schematic diagram of the structure of an electronic device according to an embodiment of this application. Detailed Implementation

[0048] The embodiments of this application are described in detail below. Examples of these embodiments are shown in the accompanying drawings, wherein the same or similar reference numerals denote the same or similar elements or elements having the same or similar functions throughout. The embodiments described below with reference to the accompanying drawings are exemplary and intended to explain this application, and should not be construed as limiting this application.

[0049] The following description, with reference to the accompanying drawings, illustrates an embodiment of the cable-stayed bridge cable force estimation method and apparatus based on nonlinear effects. Addressing the issue mentioned in the background art that the nonlinear effects of cables in long-span cable-stayed bridges significantly impact the completed bridge state, leading to high computational complexity in optimizing cable forces, and the fact that the exact theoretical solution for cables is a transcendental function, manual calculation is computationally intensive and prone to errors, reducing the accuracy of cable force calculations and affecting the reliability of cable-stayed bridge design, this application provides a cable-stayed bridge cable force estimation method based on nonlinear effects. This method can solve for the vertical reaction force of the cables based on the geometric parameters of the cable-stayed bridge, and then solve for the cable force and horizontal force based on the vertical reaction force to obtain the cable force estimation results. This enables real-time output of cable force and main girder bending moment, improving the efficiency of cable-stayed bridge design and making it more concise and efficient. This solves the problems of the nonlinear effects of cables in long-span cable-stayed bridges having a significant impact on the completed bridge state, resulting in high computational complexity for optimizing cable forces. Furthermore, the exact solution of cable theory is a transcendental function, which requires a large amount of manual calculation and is prone to errors, thus reducing the accuracy of cable force calculation and affecting the reliability of cable-stayed bridge design.

[0050] Specifically, Figure 1 This is a flowchart illustrating a method for estimating cable forces in a cable-stayed bridge based on nonlinear effects, provided in an embodiment of this application.

[0051] like Figure 1 As shown, the cable force estimation method for cable-stayed bridges based on nonlinear effects includes the following steps:

[0052] In step S101, the geometric parameter set of the target cable-stayed bridge is obtained.

[0053] It is understood that, in the embodiments of this application, the geometric parameter set of the target cable-stayed bridge can be obtained first, including the main girder segment length l. i Main tower node height y i Main beam weight q i , weight per unit length of cable, q, etc. For example... Figure 2 The diagram shown is a schematic representation of the geometric parameters and load distribution of a cable-stayed bridge according to an embodiment of this application.

[0054] In step S102, the nodal bending moment of each node in all nodes of the target cable-stayed bridge is obtained based on the set of geometric parameters, and the vertical force of each cable in all cables of the target cable-stayed bridge is estimated based on the nodal bending moment.

[0055] It is understood that, in the embodiments of this application, the nodal bending moment of each node in all nodes of the target cable-stayed bridge can be obtained based on the set of geometric parameters obtained in the above steps, and the vertical reaction force of the cable can be estimated using the approximate minimum bending energy method of the main beam, so as to obtain the vertical force of each cable in all cables of the target cable-stayed bridge.

[0056] Optionally, in one embodiment of this application, obtaining the nodal bending moment of each node in all nodes of the target cable-stayed bridge based on the geometric parameter set includes: calculating the initial value of the bending moment of each node in all nodes of the target cable-stayed bridge using the geometric parameter set; performing intra-node balancing based on the initial bending moment value to obtain the nodal bending moment after the target bending energy ratio is balanced with the initial value; and iteratively transferring the nodal bending moment after the initial value is balanced according to the target bending energy ratio until a preset balance condition is met, stopping the iteration, and obtaining the nodal bending moment of each node in all nodes of the target cable-stayed bridge.

[0057] It should be noted that the preset balance conditions can be set by those skilled in the art according to the actual situation, and no specific limitations are made here.

[0058] Specifically, the initial bending moment at the beam ends of the target cable-stayed bridge is first calculated. For a continuous beam, the bending energy V is:

[0059]

[0060] Where M is the bending moment of the beam, and E and I are the elastic modulus and bending moment of inertia of the beam, respectively. For a beam fixed at both ends and subjected to a uniformly distributed load, with the midpoint of the beam segment as the zero point, the bending moment function of the main beam is:

[0061]

[0062] Where, q i Let l be the weight of the main beam at node i. i M is the length of the main beam segment at node i. i M is the bending moment of the main beam at node i. i0 Let V be a fixed constant. When the bending energy V is at its minimum, we have:

[0063]

[0064] If there are unbalanced forces at the beam ends at this time, then perform intra-node balancing, and set the beam end bending moment of a certain beam segment (1~n) to increase by ΔM respectively. i1 and ΔM i2 It has a bending moment function:

[0065]

[0066] Bending energy:

[0067]

[0068] For i = 1 to n, when At this time, the bending energy is minimized, which is:

[0069]

[0070] For i = n + 1, for the symmetrical mid-span segment of the cable-stayed bridge, due to symmetry ΔM1 = ΔM2, when the beam end bending moment increment is ΔM1, the bending energy is:

[0071]

[0072] Assuming the main beam stiffness is constant, when the unbalanced bending moment at a non-final node is ΔM i The bending energy needs to be evenly distributed to the two connected beam segments i-1 and i according to the principle of minimum bending energy. Let the distributed bending energy be respectively... and and For i = 1 to (n-1), the total changing bending energy is:

[0073]

[0074] Substitution It is easy to obtain ΔI i At its minimum,

[0075]

[0076]

[0077] For i = n, the total bending energy change is:

[0078]

[0079] Substitution It is easy to obtain ΔI n At its minimum,

[0080]

[0081]

[0082] Because the calculated minimum bending energy The minimum value is achieved when the unbalanced bending moment between nodes is transmitted at a ratio of -0.5, with a target bending energy ratio of -0.5. Based on the target bending energy ratio, the node bending moments initially balanced after the above calculation are iterated multiple times within the structure until the error of the unbalanced bending moment is within the allowable range. At this point, it is determined that the node bending moment meets the preset balance condition, and the iteration stops, thus obtaining the node bending moment of each node in all nodes of the target cable-stayed bridge.

[0083] Optionally, in one embodiment of this application, the formula for the vertical force of the nth cable among all the cables of the target cable-stayed bridge is:

[0084] The vertical force of the first to (n-1)th cables in the target cable-stayed bridge is:

[0085]

[0086] Among them, F i Let q be the vertical force on the i-th cable. i Let l be the weight of the main beam of the i-th cable. i M is the length of the main beam segment of the i-th cable. i Let M0 be the nodal bending moment corresponding to the i-th cable, i = 1, 2, 3...n-1, where n is the number of cables in a half-span bridge, and M0 is the main beam bending moment of the beam segment near the starting position of the bridge tower; the vertical force of the n-th cable among all the cables of the target cable-stayed bridge is:

[0087]

[0088] Among them, F n Let q be the vertical force on the nth cable. n Let l be the weight of the main beam for the nth cable. n M is the length of the main beam segment of the nth cable. n Let n be the nodal bending moment corresponding to the nth cable.

[0089] As can be seen from the above formula, based on the above steps, the initial value of the bending moment is passed through multiple iterations until the bending moment accuracy meets the requirements, thus obtaining the bending moment M at all nodes. i Then, based on the force balance relationship, the vertical force of the cable corresponding to nodes 1 to n-1 and node n is obtained respectively.

[0090] In step S103, the horizontal force and maximum cable force of each cable in the target cable-stayed bridge are estimated using the vertical force of the cables, so as to obtain the cable force of the target cable-stayed bridge based on the horizontal force and maximum cable force.

[0091] It is understood that, in the embodiments of this application, the cable force and horizontal force can be solved according to the approximate cable equations. For example, the Ernst formula can be used as a method to approximate the nonlinear stiffness of the cable. The Ernst method can approximate a catenary using a parabola. According to theoretical analysis, the ideal cable shape is a catenary; when the gravity load is uniformly distributed along the coordinate axis direction rather than along the cable length direction, the cable shape is a parabola. When the mid-span sag caused by the cable's self-weight is small, the cable deformation is small, and the gravity load is approximately uniformly distributed along the coordinate axis direction, so the suspension cable shape can be simulated by a parabola. Thus, the horizontal force and maximum cable force of each cable in the target cable-stayed bridge can be estimated, so that the cable force of the target cable-stayed bridge can be obtained based on the horizontal force and maximum cable force. The horizontal force is the actual cable force of each cable in the cable-stayed bridge. The cable specifications, i.e., the cable thickness, can be modified during the cable-stayed bridge design process based on the maximum cable force to achieve further cable-stayed bridge design.

[0092] Optionally, in one embodiment of this application, the horizontal force of the cable and the maximum cable force are:

[0093] The formula for the horizontal force of the cable is:

[0094]

[0095] Where N is the horizontal force of the cable, F is the vertical force of the cable, q is the weight per unit length of the cable, l is the axial length of the cable, c is the cosine of the axial angle α of the cable, and t is the tangent of the axial angle α of the cable; the formula for the maximum cable force is:

[0096]

[0097] Among them, T max q is the maximum cable force, F is the vertical force of the cable, q is the weight per unit length of the cable, l is the axial length of the cable, and N is the horizontal force of the cable.

[0098] Specifically, a geometric diagram illustrating the calculation process for the horizontal force and maximum cable force can be found in [reference needed]. Figure 3 When using a parabola to simulate cable deformation, according to the force equilibrium condition of the cable, we have:

[0099]

[0100] N = T cos(α),

[0101] Among them, f m Let be the cable mid-span sag (perpendicular to the cable axis), N be the horizontal force on the cable, T be the maximum cable force, q be the weight per unit length of the cable, l be the axial length of the cable, and α be the angle between the cable and the coordinate axes. Based on the parabolic assumption, the difference between the angle at the lower end of the cable and the angle along the cable axis can be written as:

[0102]

[0103] Where q is the cable's unit weight, α is the angle between the cable and the coordinate axis, l is the cable's axial length, c is the cosine of the axial angle α, s is the sine of the axial angle α, and t is the tangent of the axial angle α. Based on the equilibrium relationship at the lower end of the cable, we have...

[0104]

[0105] Substituting into the above equation and rearranging, we get:

[0106] 2sN 2 -(2cF+c 4 ql)N-sc 3 qlF = 0,

[0107] The solution for the horizontal force is calculated and then simplified.

[0108]

[0109] Using the first-order Taylor approximation,

[0110]

[0111] The corresponding maximum cable force, i.e., the maximum cable force is,

[0112]

[0113] That is, ultimately determined by the maximum cable force T. max The cable force of the target cable-stayed bridge is obtained by combining the horizontal force N of the cable.

[0114] For example, as Figure 4 Taking a 1820m cable-stayed bridge as an example, the bridge typically has a cable spacing of 24m, a beam weight of 100kN / m, and a longest cable angle of 22.1°. To demonstrate the applicability of the method, abnormal local loads and an extended closure section are added. The estimation results and finite element composite results are as follows: Figure 5-7 As shown, the error is small and the method is effective.

[0115] The cable force estimation method for cable-stayed bridges based on nonlinear effects proposed in this application can solve for the vertical reaction force of the cables based on the geometric parameters of the cable-stayed bridge. Then, based on the vertical reaction force, the cable force and horizontal force of the cables can be calculated to obtain the cable force estimation results. This enables real-time output of cable force and main girder bending moment, improving the design efficiency of cable-stayed bridges and making the process simpler and more efficient. This solves the problems of the significant impact of nonlinear effects of cables on the completed bridge state in long-span cable-stayed bridges, resulting in high computational complexity for cable force optimization. Furthermore, the exact solution of the cable theory is a transcendental function, requiring extensive manual calculations and prone to errors, thus reducing the accuracy of cable force calculations and affecting the reliability of cable-stayed bridge design.

[0116] Next, referring to the accompanying drawings, a cable force estimation device for cable-stayed bridges based on nonlinear effects is described according to an embodiment of this application.

[0117] Figure 8 This is a schematic diagram of the cable force estimation device for cable-stayed bridges based on nonlinear effects, according to an embodiment of this application.

[0118] like Figure 8 As shown, the cable force estimation device 10 for cable-stayed bridges based on nonlinear effects includes: an acquisition module 100, a first estimation module 200, and a second estimation module 300.

[0119] The acquisition module 100 is used to acquire the geometric parameter set of the target cable-stayed bridge.

[0120] The first estimation module 200 is used to obtain the nodal bending moment of each node in all nodes of the target cable-stayed bridge based on the set of geometric parameters, and to estimate the vertical force of each cable in all cables of the target cable-stayed bridge based on the nodal bending moment.

[0121] The second estimation module 300 is used to estimate the horizontal force and maximum cable force of each cable in the target cable-stayed bridge using the vertical force of the cables, so as to obtain the cable force of the target cable-stayed bridge based on the horizontal force and maximum cable force.

[0122] Optionally, in one embodiment of this application, the first estimation module 200 includes a calculation unit and an iteration unit.

[0123] The calculation unit is used to calculate the initial bending moment of each node in all nodes of the target cable-stayed bridge using the set of geometric parameters.

[0124] The iterative unit is used to perform intra-node balancing based on the initial bending moment value, obtain the node bending moment after balancing the target bending energy ratio and the initial value, and iteratively transfer the node bending moment after balancing the initial value according to the target bending energy ratio until the preset balancing condition is met, and then stop the iteration, so as to obtain the node bending moment of each node in all nodes of the target cable-stayed bridge.

[0125] Optionally, in one embodiment of this application, the formula for the vertical force of the nth cable among all the cables of the target cable-stayed bridge is:

[0126] The vertical force of the first to (n-1)th cables in the target cable-stayed bridge is:

[0127]

[0128] Among them, F i Let q be the vertical force on the i-th cable. i Let l be the weight of the main beam of the i-th cable. i M is the length of the main beam segment of the i-th cable. i Let M0 be the nodal bending moment corresponding to the i-th cable, i = 1, 2, 3...n-1, where n is the number of cables in a half-span bridge, and M0 is the main beam bending moment of the beam segment near the starting position of the bridge tower; the vertical force of the n-th cable among all the cables of the target cable-stayed bridge is:

[0129]

[0130] Among them, F n Let q be the vertical force on the nth cable. n Let l be the weight of the main beam for the nth cable. n M is the length of the main beam segment of the nth cable. n Let n be the nodal bending moment corresponding to the nth cable.

[0131] Optionally, in one embodiment of this application, the horizontal force of the cable and the maximum cable force are:

[0132] The formula for the horizontal force of the cable is:

[0133]

[0134] Where N is the horizontal force of the cable, F is the vertical force of the cable, q is the weight per unit length of the cable, l is the axial length of the cable, c is the cosine of the axial angle α of the cable, and t is the tangent of the axial angle α of the cable; the formula for the maximum cable force is:

[0135]

[0136] Among them, T max q is the maximum cable force, F is the vertical force of the cable, q is the weight per unit length of the cable, l is the axial length of the cable, and N is the horizontal force of the cable.

[0137] It should be noted that the foregoing explanation of the embodiment of the cable force estimation method for cable-stayed bridges based on nonlinear effects also applies to the cable force estimation device for cable-stayed bridges based on nonlinear effects in this embodiment, and will not be repeated here.

[0138] The cable-stayed bridge cable force estimation device based on nonlinear effects proposed in this application can solve for the vertical reaction force of the cables based on the geometric parameters of the cable-stayed bridge, and then solve for the cable force and horizontal force based on the vertical reaction force to obtain the cable force estimation results. This achieves real-time output of cable force and main girder bending moment, improving the design efficiency of cable-stayed bridges and making the process simpler and more efficient. Therefore, it solves the problems of the significant impact of nonlinear effects of cables on the completed bridge state in long-span cable-stayed bridges, resulting in high computational complexity for cable force optimization, and the fact that the exact solution of cable theory is a transcendental function, requiring extensive manual calculations and prone to errors, thus reducing the accuracy of cable force calculations and affecting the reliability of cable-stayed bridge design.

[0139] Figure 9 A schematic diagram of the structure of an electronic device provided in an embodiment of this application. The electronic device may include:

[0140] The memory 901, the processor 902, and the computer program stored on the memory 901 and capable of running on the processor 902.

[0141] When the processor 902 executes the program, it implements the cable force estimation method for cable-stayed bridges based on nonlinear effects provided in the above embodiments.

[0142] Furthermore, electronic devices also include:

[0143] Communication interface 903 is used for communication between memory 901 and processor 902.

[0144] The memory 901 is used to store computer programs that can run on the processor 902.

[0145] The memory 901 may include high-speed RAM memory, and may also include non-volatile memory, such as at least one disk storage device.

[0146] If the memory 901, processor 902, and communication interface 903 are implemented independently, then the communication interface 903, memory 901, and processor 902 can be interconnected via a bus to complete communication between them. The bus can be an Industry Standard Architecture (ISA) bus, a Peripheral Component Interconnect (PCI) bus, or an Extended Industry Standard Architecture (EISA) bus, etc. The bus can be divided into address bus, data bus, control bus, etc. For ease of representation, Figure 9 The bus is represented by a single thick line, but this does not mean that there is only one bus or one type of bus.

[0147] Optionally, in a specific implementation, if the memory 901, processor 902, and communication interface 903 are integrated on a single chip, then the memory 901, processor 902, and communication interface 903 can communicate with each other through an internal interface.

[0148] The processor 902 may be a central processing unit (CPU), an application specific integrated circuit (ASIC), or one or more integrated circuits configured to implement the embodiments of this application.

[0149] This embodiment also provides a computer-readable storage medium storing a computer program that, when executed by a processor, implements the above-described method for estimating cable forces in cable-stayed bridges based on nonlinear effects.

[0150] In the description of this specification, the references to terms such as "one embodiment," "some embodiments," "example," "specific example," or "some examples," etc., indicate that a specific feature, structure, material, or characteristic described in connection with that embodiment or example is included in at least one embodiment or example of this application. In this specification, the illustrative expressions of the above terms do not necessarily refer to the same embodiment or example. Furthermore, the specific features, structures, materials, or characteristics described may be combined in any suitable manner in one or more embodiments or examples. Moreover, without contradiction, those skilled in the art can combine and integrate the different embodiments or examples described in this specification, as well as the features of different embodiments or examples.

[0151] Furthermore, the terms "first" and "second" are used for descriptive purposes only and should not be construed as indicating or implying relative importance or implicitly specifying the number of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include at least one of that feature. In the description of this application, "N" means at least two, such as two, three, etc., unless otherwise explicitly specified.

[0152] Any process or method described in the flowchart or otherwise herein can be understood as representing a module, segment, or portion of code comprising one or N executable instructions for implementing custom logic functions or processes, and the scope of the preferred embodiments of this application includes additional implementations in which functions may be performed not in the order shown or discussed, including substantially simultaneously or in reverse order depending on the functions involved, as should be understood by those skilled in the art to which embodiments of this application pertain.

[0153] The logic and / or steps represented in the flowchart or otherwise described herein, for example, can be considered as a sequenced list of executable instructions for implementing logical functions, and can be embodied in any computer-readable medium for use by, or in conjunction with, an instruction execution system, apparatus, or device (such as a computer-based system, a processor-included system, or other system that can fetch and execute instructions from, an instruction execution system, apparatus, or device). For the purposes of this specification, "computer-readable medium" can be any means that can contain, store, communicate, propagate, or transmit programs for use by, or in conjunction with, an instruction execution system, apparatus, or device. More specific examples (a non-exhaustive list) of computer-readable media include: an electrical connection having one or more wires (electronic device), a portable computer disk drive (magnetic device), random access memory (RAM), read-only memory (ROM), erasable and editable read-only memory (EPROM or flash memory), fiber optic devices, and portable optical disc read-only memory (CDROM). Alternatively, the computer-readable medium may be paper or other suitable media on which the program can be printed, since the program can be obtained electronically by optically scanning the paper or other medium, followed by editing, interpreting, or otherwise processing as necessary, and then stored in a computer memory.

[0154] It should be understood that the various parts of this application can be implemented using hardware, software, firmware, or a combination thereof. In the above embodiments, the N steps or methods can be implemented using software or firmware stored in memory and executed by a suitable instruction execution system. For example, if implemented in hardware as in another embodiment, it can be implemented using any one or a combination of the following techniques known in the art: discrete logic circuits having logic gates for implementing logical functions on data signals, application-specific integrated circuits (ASICs) having suitable combinational logic gates, programmable gate arrays (PGAs), field-programmable gate arrays (FPGAs), etc.

[0155] Those skilled in the art will understand that all or part of the steps of the methods in the above embodiments can be implemented by a program instructing related hardware. The program can be stored in a computer-readable storage medium, and when executed, the program includes one or a combination of the steps of the method embodiments.

[0156] Furthermore, the functional units in the various embodiments of this application can be integrated into a processing module, or each unit can exist physically separately, or two or more units can be integrated into a module. The integrated module can be implemented in hardware or as a software functional module. If the integrated module is implemented as a software functional module and sold or used as an independent product, it can also be stored in a computer-readable storage medium.

[0157] The storage medium mentioned above can be a read-only memory, a disk, or an optical disk, etc. Although embodiments of this application have been shown and described above, it is understood that the above embodiments are exemplary and should not be construed as limiting this application. Those skilled in the art can make changes, modifications, substitutions, and variations to the above embodiments within the scope of this application.

Claims

1. A method for estimating cable forces in cable-stayed bridges based on nonlinear effects, characterized in that, Includes the following steps: Obtain the set of geometric parameters for the target cable-stayed bridge; Based on the set of geometric parameters, obtain the nodal bending moment of each node in all nodes of the target cable-stayed bridge, and estimate the vertical force of each cable in all cables of the target cable-stayed bridge based on the nodal bending moment; The horizontal force and maximum cable force of each cable in the target cable-stayed bridge are estimated using the vertical force of the cable, so as to obtain the cable force of the target cable-stayed bridge based on the horizontal force and the maximum cable force. Of all the cables of the target cable-stayed bridge, the first The formula for the vertical force of the cable is: Of all the cables of the target cable-stayed bridge, the first The vertical force of the cable is: in, For the first The vertical force of the cable. For the first The weight of the main beam of the cable-stayed bridge, For the first The length of the main beam segment of the cable-stayed bridge For the first The nodal bending moment corresponding to the root cable, , This refers to the number of stay cables in a half-span bridge. The bending moment of the main beam segment at the starting position near the bridge tower; Of all the cables of the target cable-stayed bridge, the first The vertical force of the cable is: in, For the first The vertical force of the cable. For the first The weight of the main beam of the cable-stayed bridge, For the first The length of the main beam segment of the cable-stayed bridge For the first The nodal bending moment corresponding to the root cable.

2. The method according to claim 1, characterized in that, The process of obtaining the nodal bending moment of each node in all nodes of the target cable-stayed bridge based on the geometric parameter set includes: The initial bending moment of each node in all nodes of the target cable-stayed bridge is calculated using the set of geometric parameters. Based on the initial bending moment, the node is balanced to obtain the node bending moment after the target bending energy ratio is balanced with the initial value. The node bending moment after the initial value is balanced is iteratively transferred according to the target bending energy ratio until the preset balance condition is met, and the iteration stops, thus obtaining the node bending moment of each node in all nodes of the target cable-stayed bridge.

3. The method according to claim 1, characterized in that, The horizontal force of the cable and the maximum cable force are: The formula for the horizontal force of the cable is: in, For the horizontal force of the cable, The vertical force of the cable, The weight per unit length of the cable. The axial length of the cable. The axial angle of the cable cosine, The axial angle of the cable The tangent; The formula for the maximum cable force is: in, For the maximum cable force, The vertical force of the cable, The weight per unit length of the cable is [value missing]. The axial length of the cable. The horizontal force on the cable is denoted as .

4. A cable-stayed bridge cable force estimation device based on nonlinear effects, characterized in that, include: The acquisition module is used to acquire the geometric parameter set of the target cable-stayed bridge; The first estimation module is used to obtain the nodal bending moment of each node in all nodes of the target cable-stayed bridge based on the geometric parameter set, and to estimate the vertical force of each cable in all cables of the target cable-stayed bridge based on the nodal bending moment; The second estimation module is used to estimate the horizontal force and maximum cable force of each cable in the target cable-stayed bridge using the vertical force of the cable, so as to obtain the cable force of the target cable-stayed bridge based on the horizontal force and the maximum cable force. Of all the cables of the target cable-stayed bridge, the first The formula for the vertical force of the cable is: Of all the cables of the target cable-stayed bridge, the first The vertical force of the cable is: in, For the first The vertical force of the cable. For the first The weight of the main beam of the cable-stayed bridge, For the first The length of the main beam segment of the cable-stayed bridge For the first The nodal bending moment corresponding to the root cable, , This refers to the number of stay cables in a half-span bridge. The bending moment of the main beam segment at the starting position near the bridge tower; Of all the cables of the target cable-stayed bridge, the first The vertical force of the cable is: in, For the first The vertical force of the cable. For the first The weight of the main beam of the cable-stayed bridge, For the first The length of the main beam segment of the cable-stayed bridge For the first The nodal bending moment corresponding to the root cable.

5. The apparatus according to claim 4, characterized in that, The first estimation module includes: A calculation unit is used to calculate the initial bending moment of each node in all nodes of the target cable-stayed bridge using the set of geometric parameters. An iterative unit is used to perform intra-node balancing based on the initial bending moment value, obtain the node bending moment after balancing the target bending energy ratio with the initial value, and iteratively transfer the node bending moment after balancing the initial value according to the target bending energy ratio until a preset balance condition is met, and then stop the iteration to obtain the node bending moment of each node in all nodes of the target cable-stayed bridge.

6. The apparatus according to claim 4, characterized in that, The horizontal force of the cable and the maximum cable force are: The formula for the horizontal force of the cable is: in, For the horizontal force of the cable, The vertical force of the cable, The weight per unit length of the cable. The axial length of the cable. The axial angle of the cable cosine, The axial angle of the cable The tangent; The formula for the maximum cable force is: in, For the maximum cable force, The vertical force of the cable, The weight per unit length of the cable is [value missing]. The axial length of the cable. The horizontal force on the cable is denoted as .

7. An electronic device, characterized in that, include: The memory, the processor, and the computer program stored in the memory and executable on the processor, the processor executing the program to implement the cable force estimation method for cable-stayed bridges based on nonlinear effects as described in any one of claims 1-3.

8. A computer-readable storage medium having a computer program stored thereon, characterized in that, The program is executed by the processor to implement the cable force estimation method for cable-stayed bridges based on nonlinear effects as described in any one of claims 1-3.

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