Method and device for determining cable force of completed irregular cable-stayed bridge and electronic equipment

Abstract

The application discloses an irregular cable-stayed bridge completion cable force determination method and device and electronic equipment, relates to the technical field of bridge engineering, and comprises the following steps: establishing a full-bridge finite element calculation model, determining the mid-span cable-stayed cable completion cable force of the cable-stayed bridge and the side span initial cable force of the side span cable-stayed cable, and selecting an adjustment coefficient; taking the product of the side span initial cable force and the adjustment coefficient as the side span adjustment cable force, and obtaining the first tower bottom maximum bending moment and the first tower bottom minimum bending moment; when the difference between the absolute values of the first tower bottom maximum bending moment and the first tower bottom minimum bending moment exceeds a preset range, the adjustment coefficient is optimized, the side span adjustment cable force is taken as a new side span initial cable force, and the difference between the absolute values of the first tower bottom maximum bending moment and the first tower bottom minimum bending moment is within the preset range until the difference between the absolute values of the first tower bottom maximum bending moment and the first tower bottom minimum bending moment is within the preset range; the side span adjustment cable force at this time is the side span cable-stayed cable completion cable force. The application is favorable for reducing the tower bottom bending moment extreme value and foundation design internal force of the irregular cable-stayed bridge, improving design economy, and guaranteeing structural safety.

Description

Technical Field

[0001] This application relates to the field of bridge engineering technology, specifically to a method, device, and electronic equipment for determining the cable force of an irregular cable-stayed bridge. Background Technology

[0002] A cable-stayed bridge is a type of bridge that uses multiple stay cables to support the main girder and connects the main girder to the bridge towers via stay cables. As a structural system composed of pressure-bearing bridge towers, tension-bearing stay cables, and compression-bending main girder, cable-stayed bridges are aesthetically pleasing and have strong spanning capacity, making them a significant advantage in the selection of modern long-span bridge structures.

[0003] Currently, the alignment and internal forces of a cable-stayed bridge are directly related to the performance and structural safety of the project. The condition of the completed bridge is generally controlled by adjusting the cable tension.

[0004] In related technologies, for regular cable-stayed bridges, the principle of level beams and straight towers generally allows for relatively convenient determination of reasonable cable forces upon completion. This principle mainly involves adjusting the horizontal components of the stay cables in the side spans and middle spans of the completed bridge to be equal, thereby ensuring that the bridge towers only bear axial compression and not longitudinal bending moments. This is an effective control method for adjusting the cables upon completion of regular cable-stayed bridges.

[0005] However, for irregular cable-stayed bridges, such as inclined tower cable-stayed bridges, due to the inclination of the main tower, the cable force of the completed bridge, determined based on the traditional principle of flat beam and straight tower, may cause the main tower to bear a considerable bending moment. The difference between the maximum and minimum bending moment of the main tower during the operation phase is large, which further leads to difficulties in the design of the main tower and foundation, resulting in poor economic efficiency. Summary of the Invention

[0006] In view of the deficiencies in the existing technology, the purpose of this application is to provide a method, device and electronic equipment for determining the cable force of an irregular cable-stayed bridge, so as to solve the problem that the main tower bears a large bending moment, which leads to difficulties in the design of the main tower and foundation.

[0007] The first aspect of this application provides a method for determining the cable forces of an irregular cable-stayed bridge, which includes the following steps:

[0008] A finite element model of the entire bridge was established to determine the cable force of the mid-span cable stays and the initial cable force of the side-span cable stays, and to select the adjustment coefficient of the cable force of the side-span cable stays.

[0009] The product of the initial cable force of the side span and the adjustment coefficient is used as the adjustment cable force of the side span. Based on the cable force of the cable-stayed bridge in the middle span and the adjustment cable force of the side span, the maximum bending moment and the minimum bending moment at the bottom of the first tower are obtained.

[0010] When the difference between the absolute values ​​of the maximum bending moment and the minimum bending moment at the bottom of the first tower exceeds the preset range, the above adjustment coefficient is optimized, and the adjustment cable force of the side span is used as the new initial cable force of the side span until the difference between the absolute values ​​of the maximum bending moment and the minimum bending moment at the bottom of the first tower is within the preset range.

[0011] The current side span adjustment cable force is obtained as the final cable force of the side span cable-stayed bridge.

[0012] In some embodiments, the above adjustment coefficients are optimized, specifically including:

[0013] Based on the cable force of the mid-span cable-stayed bridge and the initial cable force of the side span, obtain the maximum bending moment and the minimum bending moment at the bottom of the second tower.

[0014] The adjustment coefficient γ is updated based on the maximum and minimum bending moments at the base of the first tower, the maximum and minimum bending moments at the base of the second tower, and the minimum bending moments at the base of the second tower; where...

[0015]

[0016]

[0017] Among them, M 1+ M is the maximum bending moment at the base of the first tower; 1- M is the minimum bending moment at the base of the first tower; 2+ M is the maximum bending moment at the base of the second tower; 2- This represents the minimum bending moment at the base of the second tower.

[0018] In some embodiments, the maximum bending moment at the base of the second tower and the minimum bending moment at the base of the second tower are obtained based on the cable force of the mid-span cable-stayed bridge and the initial cable force of the side spans, specifically including:

[0019] The overall calculation is performed based on the cable force of the mid-span cable-stayed bridge and the initial cable force of the side-span cable-stayed bridge to obtain the tower base bending moment envelope for the second operation phase.

[0020] Based on the bending moment envelope at the bottom of the tower during the second operational phase, the maximum bending moment at the bottom of the second tower and the minimum bending moment at the bottom of the second tower are obtained.

[0021] In some embodiments, the maximum and minimum bending moments at the base of the first tower are obtained based on the cable forces of the mid-span cable-stayed bridge and the adjustment cable forces of the side spans. Specifically, this includes:

[0022] The overall calculation is performed based on the cable force of the mid-span cable-stayed bridge and the adjustment cable force of the side-span cable-stayed bridge to obtain the tower base bending moment envelope for the first operational phase.

[0023] Based on the bending moment envelope at the base of the tower during the first operational phase, the maximum and minimum bending moments at the base of the first tower are obtained.

[0024] In some embodiments, determining the final cable force of the mid-span cable stays and the initial cable force of the side-span cable stays of a cable-stayed bridge specifically includes:

[0025] Based on the finite element calculation model of the whole bridge, the cable force of the mid-span cable-stayed bridge is determined;

[0026] With the resultant force of the mid-span cable and the side-span cable along the main tower axis as the target, the cable forces of the mid-span cable and the side-span cable are synthesized according to the direction of the side-span cable, the direction of the mid-span cable, and the cable force of the mid-span cable in the bridge, and the initial cable force of the side-span cable is determined.

[0027] In some embodiments, the aforementioned preset range is zero.

[0028] In some embodiments, the adjustment factor is selected in the range of 0.8-1.2.

[0029] In some embodiments, the adjustment factor is selected as 0.9.

[0030] A second aspect of this application provides a device for determining the cable force of an irregular cable-stayed bridge, comprising:

[0031] The finite element model processing module is used to establish a finite element calculation model of the entire bridge and determine the cable force of the mid-span cable stays and the initial cable force of the side-span cable stays of the cable-stayed bridge.

[0032] The selection module is used to select the adjustment coefficient for the cable force of the side span cable;

[0033] The first acquisition module is used to obtain the product of the initial cable force of the side span and the adjustment coefficient as the adjustment cable force of the side span, and to obtain the maximum bending moment and the minimum bending moment of the first tower base based on the cable force of the mid-span cable-stayed bridge and the adjustment cable force of the side span.

[0034] The optimization module is used to optimize the adjustment coefficient when the difference between the absolute value of the maximum bending moment at the bottom of the first tower and the absolute value of the minimum bending moment at the bottom of the first tower exceeds the preset range, and to use the adjustment cable force of the side span as the new initial cable force of the side span until the difference between the absolute value of the maximum bending moment at the bottom of the first tower and the absolute value of the minimum bending moment at the bottom of the first tower is within the preset range.

[0035] The second acquisition module is used to acquire the side span adjustment cable force as the side span cable force when the difference between the absolute value of the maximum bending moment at the bottom of the first tower and the minimum bending moment at the bottom of the first tower is within a preset range.

[0036] A third aspect of this application provides an electronic device for determining the cable forces of an irregular cable-stayed bridge, the electronic device including a processor and a memory, wherein the processor executes code in the memory to implement the method described above.

[0037] The beneficial effects of the technical solution provided in this application include:

[0038] The method, apparatus, and electronic equipment for determining the cable force of irregular cable-stayed bridges disclosed in this application, when the difference between the absolute values ​​of the maximum and minimum bending moments at the base of the first tower exceeds a preset range, optimizes the adjustment coefficient and uses the adjustment cable force of the side span as the new initial cable force of the side span to obtain a new adjustment cable force. The method then obtains the new maximum and minimum bending moments at the base of the first tower for comparison until the difference between their absolute values ​​falls within a preset range. This adjusted cable force at this point is then used as the final cable force of the side span cable-stayed bridge. Therefore, the determined final cable forces of the side span and the middle span cable-stayed bridge ensure that the difference between the absolute values ​​of the maximum and minimum bending moments of the main tower under the most unfavorable operating conditions during operation remains within a preset range. This helps reduce the extreme bending moment at the base of the tower and the internal forces in the foundation design of irregular cable-stayed bridges, improves design economy, and ensures structural safety. Attached Figure Description

[0039] To more clearly illustrate the technical solutions in the embodiments of this application, the accompanying drawings used in the description of the embodiments will be briefly introduced below. Obviously, the accompanying drawings described below are only some embodiments of this application. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0040] Figure 1 This is a flowchart illustrating the method for determining the cable force of an irregular cable-stayed bridge in this application embodiment;

[0041] Figure 2 This is a schematic diagram of the elevation layout of a cable-stayed bridge with an inclined tower, according to an embodiment of this application.

[0042] Figure 3 This is a schematic diagram illustrating the synthesis of the cable force vector of the mid-span cable-stayed bridge and the initial cable force vector of the side-span cable-stayed bridge according to an embodiment of this application.

[0043] Figure 4 This is a diagram showing the bending moment distribution at the base of the tower during the first completed bridge stage according to an embodiment of this application.

[0044] Figure 5 This is a schematic diagram of the tower base bending moment envelope during the first operation phase of an embodiment of this application;

[0045] Figure 6 This is a diagram showing the bending moment distribution at the base of the tower during the second completed bridge stage according to an embodiment of this application.

[0046] Figure 7 This is a schematic diagram of the tower base bending moment envelope during the second operation phase of an embodiment of this application;

[0047] Figure 8This is a schematic diagram illustrating the synthesis of the cable force vectors of the mid-span cable-stayed bridge and the side-span cable-stayed bridge in an embodiment of this application.

[0048] Figure label:

[0049] 1. Mid-span main girder; 2. Side-span main girder; 3. Main tower; 4. Mid-span cable stays; 5. Side-span cable stays; 6. Mid-span cable force vector after completion; 7. Side-span initial cable force vector; 8. Resultant force vector of initial cable forces in side and mid-spans; 9. Main tower axis; 10. Side-span cable stay vector after completion; 11. Resultant force vector of cable forces in side and mid-spans after completion; 12. Bending moment at the base of the tower in the first completed stage; 121. Maximum bending moment at the base of the first tower; 122. Minimum bending moment at the base of the first tower; 13. Bending moment at the base of the tower in the second completed stage; 131. Maximum bending moment at the base of the second tower; 132. Minimum bending moment at the base of the second tower. Detailed Implementation

[0050] To make the objectives, technical solutions, and advantages of this application clearer, the present invention will be further described in detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention. Furthermore, the technical features involved in the various embodiments of the present invention described below can be combined with each other as long as they do not conflict with each other.

[0051] like Figure 1 As shown in the embodiment of this application, a method for determining the cable force of an irregular cable-stayed bridge is provided. The method includes the following steps:

[0052] S1. Establish a finite element model of the entire bridge, determine the cable force of the mid-span cable stays and the initial cable force of the side spans, and select the adjustment coefficient for the cable force of the side span cable stays. The initial cable force of the side span is the initial cable force of the side span cable stays.

[0053] Specifically, based on the finite element analysis model of the entire bridge, the cable forces of the mid-span cable-stayed bridge were determined according to the principle of "flat beam and straight tower". This principle of "flat beam and straight tower" is the basic principle for determining the cable forces of the cable-stayed bridge in order to achieve the ideal bridge state in which the vertical deformation of the main beam and the longitudinal deformation of the main tower are close to zero during the completion stage of the cable-stayed bridge.

[0054] S2. The product of the initial cable force of the side span and the adjustment coefficient is used as the adjustment cable force of the side span. Based on the cable force of the cable-stayed bridge in the middle span and the adjustment cable force of the side span, the maximum bending moment and the minimum bending moment at the bottom of the first tower are obtained.

[0055] S3. When the absolute difference between the maximum and minimum bending moments at the base of the first tower exceeds a preset range, the aforementioned adjustment coefficient is optimized, and the adjustment cable force of the side span is used as the new initial cable force of the side span until the absolute difference between the maximum and minimum bending moments at the base of the first tower is within the preset range. That is, the constraint condition for determining the adjustment coefficient is that the absolute difference between the maximum and minimum bending moments at the base of the first tower is within the preset range during the operation phase.

[0056] S4. Obtain the current side span adjustment cable force as the side span cable force for the completed bridge.

[0057] The method for determining the cable force of an irregular cable-stayed bridge in this embodiment involves optimizing the adjustment coefficient when the absolute difference between the maximum and minimum bending moments at the base of the first tower exceeds a preset range. The adjustment cable force is then used as the new initial cable force for the side span, resulting in a new adjustment cable force for the side span. The new maximum and minimum bending moments at the base of the first tower are then compared until the absolute difference between them falls within a preset range. This adjusted cable force is then used as the final cable force for the side span cable-stayed bridge. Therefore, the determined cable forces for the side span and the middle span cable-stayed bridge ensure that the absolute difference between the maximum and minimum bending moments of the main tower under the most unfavorable operating conditions during operation remains within a preset range. This helps reduce the extreme bending moments at the base of the irregular cable-stayed bridge tower and the internal forces in the foundation design, improving design economy while ensuring structural safety.

[0058] Based on the above embodiments, in this embodiment, step S3 optimizes the adjustment coefficient, specifically including the following steps:

[0059] First, based on the cable force of the mid-span cable-stayed bridge and the initial cable force of the side span, the maximum bending moment and the minimum bending moment at the bottom of the second tower are obtained.

[0060] Then, based on the maximum bending moment at the base of the first tower, the minimum bending moment at the base of the first tower, the maximum bending moment at the base of the second tower, and the minimum bending moment at the base of the second tower, the adjustment coefficient γ is updated; where...

[0061]

[0062]

[0063] Among them, M 1+ M is the maximum bending moment at the base of the first tower; 1- M is the minimum bending moment at the base of the first tower; 2+ M is the maximum bending moment at the base of the second tower; 2- This represents the minimum bending moment at the base of the second tower.

[0064] In this embodiment, the maximum bending moment at the base of the second tower and the minimum bending moment at the base of the second tower are obtained based on the cable force of the mid-span cable-stayed bridge and the initial cable force of the side span. The specific steps include:

[0065] First, based on the cable force of the mid-span cable-stayed bridge and the initial cable force of the side-span cable-stayed bridge, the overall calculation is performed to obtain the tower base bending moment envelope for the second operation phase.

[0066] Then, based on the bending moment envelope at the bottom of the tower during the second operation phase, the maximum bending moment at the bottom of the second tower and the minimum bending moment at the bottom of the second tower are obtained.

[0067] Furthermore, based on the cable forces of the mid-span cable-stayed bridge and the adjustment cable forces of the side spans, the maximum and minimum bending moments at the base of the first tower are obtained, specifically including the following steps:

[0068] First, based on the overall calculation of the cable force of the mid-span cable-stayed bridge and the adjustment cable force of the side-span cable-stayed bridge, the bending moment envelope at the base of the tower in the first operational phase is obtained.

[0069] Then, based on the bending moment envelope at the base of the tower during the first operational phase, the maximum bending moment and the minimum bending moment at the base of the tower are obtained.

[0070] Based on the above embodiments, in this embodiment, step S1, determining the final cable force of the mid-span cable stays and the initial cable force of the side-span cable stays of the cable-stayed bridge, specifically includes the following steps:

[0071] First, based on the finite element calculation model of the entire bridge, the cable force of the mid-span cable-stayed bridge is determined.

[0072] In this embodiment, the cable force of the mid-span cable-stayed bridge is the cable force of the mid-span cable-stayed bridge corresponding to the leveling of the mid-span main beam according to the principle of beam level and tower straight.

[0073] Then, taking the resultant force of the middle span cable and the side span cable along the main tower axis as the target, the cable forces of the middle span cable and the side span cable are synthesized according to the direction of the side span cable, the direction of the middle span cable, and the cable force of the middle span cable, to determine the initial cable force of the side span cable.

[0074] The initial cable force of the side span cable-stayed bridge is determined by combining the cable forces of the mid-span cable-stayed bridge and the directions of the cable forces of the side and mid-span cable-stayed bridges according to the parallelogram law, with the direction of the resultant force along the axis of the main tower as the objective. This parallelogram law involves constructing a parallelogram with the line segments representing the two sets of forces as adjacent sides, and the diagonal between two adjacent sides representing the magnitude and direction of the resultant force.

[0075] Preferably, before obtaining the maximum bending moment and the minimum bending moment at the base of the first tower, the following steps are also included:

[0076] A preset range is determined for the difference between the absolute values ​​of the maximum and minimum bending moments at the base of the first tower. This preset range can be set according to the bridge design requirements.

[0077] Preferably, the above-mentioned preset range is zero, which means that the absolute values ​​of the maximum bending moment at the bottom of the first tower and the minimum bending moment at the bottom of the first tower are equal.

[0078] That is, when the absolute values ​​of the maximum bending moment at the bottom of the first tower and the minimum bending moment at the bottom of the first tower are not equal, the adjustment coefficient is optimized, and the adjustment cable force of the side span is used as the new initial cable force of the side span. At this time, the product of the current new initial cable force of the side span and the current new adjustment coefficient is used as the current adjustment cable force of the side span. The calculation and judgment are performed until the absolute values ​​of the maximum bending moment at the bottom of the first tower and the minimum bending moment at the bottom of the first tower are equal.

[0079] Optionally, the adjustment coefficient can be selected from 0.8 to 1.2. In this embodiment, the selected adjustment coefficient is 0.9.

[0080] like Figure 2 As shown, taking a cable-stayed bridge with an inclined tower as an example, the mid-span cable-stay 4 is located on the side of the mid-span main beam 1, with one end connected to the mid-span main beam 1 and the other end connected to the main tower 3. The side-span cable-stay 5 is located on the side-span main beam 2, with one end connected to the side-span main beam 2 and the other end connected to the main tower 3.

[0081] See Figure 3 As shown, this is a schematic diagram of the synthesis of the cable force vector 6 of the mid-span cable-stayed bridge and the initial cable force vector 7 of the side-span cable-stayed bridge. The resultant force vector 8 of the initial cable forces of the side and mid-spans is denoted as F. c0 F c0 =F z +F b0 The direction of the initial cable force resultant vector 8 in the side and middle spans is along the main tower axis 9. See also Figure 4 The diagram shows the bending moment distribution at the base of the tower during the first stage of bridge completion. The bending moment at the base of the tower during the first stage of bridge completion is denoted as M1. (See also...) Figure 5 As shown, this is a schematic diagram of the bending moment envelope at the base of the tower during the first operational phase. The bending moment envelope value at the base of the tower is calculated as [M]. 1- M 1+ The maximum bending moment 121 and the minimum bending moment 122 at the bottom of the first tower are determined.

[0082] See Figure 6 The diagram shows the bending moment distribution at the base of the tower during the second completed bridge stage. The bending moment at the base of the tower during the second completed bridge stage is calculated as M2. (See also...) Figure 7 As shown, this is a schematic diagram of the bending moment envelope at the base of the tower during the second operational phase. The bending moment envelope value at the base of the tower is calculated as [M]. 2- M 2+ The maximum bending moment at the base of the second tower, 131, and the minimum bending moment at the base of the second tower, 132, are determined. The envelope value of the bending moment at the base of the tower during the second operational phase is [M].2- M 2+ The difference in absolute values ​​is denoted as Δ1, where Δ1 = |M2 - |-|M 2+ |

[0083] See Figure 8 As shown, this is a schematic diagram of the combined force vector 6 of the mid-span cable-stayed bridge and the force vector 10 of the side-span cable-stayed bridge. The resultant force vector 11 of the side and mid-span cable forces is denoted as F. c F c =F z +F b .

[0084] At this point, the cable force of the mid-span cable and the cable force of the side-span cable are the reasonable cable forces for the side and mid-span cable to form a bridge.

[0085] The determination method in this embodiment specifically includes the following steps:

[0086] A1. Establish a finite element calculation model of the entire bridge and determine the cable force F of the mid-span cable-stayed bridge according to the principle of flat beam and straight tower. z ;

[0087] A2. Taking the resultant force of the mid-span and side-span stay cables along the main tower axis as the target, and based on the directions of the side-span stay cables, the mid-span stay cables, and the completed cable force of the mid-span stay cables, the cable forces of the mid-span and side-span stay cables are synthesized to determine the initial cable force F of the side-span stay cables. b0 Wherein, the initial resultant force vector F c0 =F z +F b0 .

[0088] A3. Using the initial cable force F of the side span b0 The product of the adjustment coefficient γ and the adjustment cable force is used as the adjustment cable force of the side span. Based on the overall calculation of the cable force of the mid-span cable-stayed bridge and the adjustment cable force of the side span, the tower base bending moment M1 in the first completed bridge stage and the tower base bending moment envelope value [M] in the first operational stage are obtained. 1- M 1+ Determine the maximum bending moment M at the base of the first tower. 1+ and the minimum bending moment M at the base of the first tower 1- ;

[0089] A4. Determine whether the difference between the absolute values ​​of the maximum bending moment and the minimum bending moment at the bottom of the first tower is within the preset range. If yes, proceed to A7; otherwise, proceed to A5.

[0090] A5. Based on the cable forces of the mid-span cable stays as per the completed bridge load and the initial cable forces of the side-span cable stays as per the side-span load, a comprehensive calculation is performed to obtain the tower base bending moment M2 in the second completed bridge stage and the tower base bending moment envelope value in the second operational stage [M]. 2- M 2+ Determine the maximum bending moment M at the base of the second tower.2+ Minimum bending moment M at the base of the second tower 2- ;

[0091] A6. Based on the maximum bending moment at the base of the first tower, the minimum bending moment at the base of the first tower, the maximum bending moment at the base of the second tower, and the minimum bending moment at the base of the second tower, update the adjustment coefficient and use the current side span adjustment cable force as the new side span initial cable force, that is, the side span initial cable force in the next calculation and judgment process, and then go to A3.

[0092] A7. Obtain the current side span adjustment cable force as the final cable force of the side span cable-stayed bridge.

[0093] This application also provides a device for determining the cable force of an irregular cable-stayed bridge. The device includes a finite element model processing module, a selection module, a first acquisition module, an optimization module, and a second acquisition module.

[0094] The aforementioned finite element model processing module is used to establish a finite element calculation model of the entire bridge and to determine the cable force of the mid-span cable stays and the initial cable force of the side-span cable stays of the cable-stayed bridge.

[0095] The above selection module is used to select the adjustment coefficient of the cable force of the side span cable.

[0096] The first acquisition module is used to obtain the product of the initial cable force of the side span and the adjustment coefficient as the adjustment cable force of the side span, and to obtain the maximum bending moment and the minimum bending moment at the bottom of the first tower based on the cable force of the cable-stayed bridge in the middle span and the adjustment cable force of the side span.

[0097] When the difference between the absolute values ​​of the maximum bending moment and the minimum bending moment at the base of the first tower exceeds the preset range, the optimization module is used to optimize the adjustment coefficient and use the side span adjustment cable force as the new side span initial cable force until the difference between the absolute values ​​of the maximum bending moment and the minimum bending moment at the base of the first tower is within the preset range.

[0098] When the difference between the absolute values ​​of the maximum bending moment and the minimum bending moment at the bottom of the first tower is within a preset range, the second acquisition module is used to acquire the side span adjustment cable force at this time as the side span cable force for the completed bridge.

[0099] The non-irregular cable-stayed bridge cable force determination device of this embodiment is applicable to the above-mentioned non-irregular cable-stayed bridge cable force determination methods. While ensuring the leveling of the main beam in the middle span, it adjusts the bending moment distribution of the main tower in the completed bridge stage by changing the cable force of the side span cable. This ensures that the difference between the absolute values ​​of the maximum and minimum bending moments of the main tower under the most unfavorable working conditions in the operation stage is within a preset range. This helps to reduce the extreme value of the bending moment at the tower base and the internal forces of the foundation design, improves the structural economy, and ensures the structural safety.

[0100] This application also provides an electronic device for determining the cable forces of an irregular cable-stayed bridge. The electronic device includes a processor and a memory. The processor executes the code in the memory to implement the above-described method for determining the cable forces of an irregular cable-stayed bridge.

[0101] Specifically, the processor executes the code in the memory to implement the following method for determining the cable forces of an irregular cable-stayed bridge:

[0102] A finite element model of the entire bridge was established to determine the cable force of the mid-span cable stays and the initial cable force of the side-span cable stays, and to select the adjustment coefficient of the cable force of the side-span cable stays.

[0103] The product of the initial cable force of the side span and the adjustment coefficient is used as the adjustment cable force of the side span. Based on the cable force of the cable-stayed bridge in the middle span and the adjustment cable force of the side span, the maximum bending moment and the minimum bending moment at the bottom of the first tower are obtained.

[0104] When the difference between the absolute values ​​of the maximum bending moment and the minimum bending moment at the bottom of the first tower exceeds the preset range, the above adjustment coefficient is optimized, and the adjustment cable force of the side span is used as the new initial cable force of the side span until the difference between the absolute values ​​of the maximum bending moment and the minimum bending moment at the bottom of the first tower is within the preset range.

[0105] The current side span adjustment cable force is obtained as the final cable force of the side span cable-stayed bridge.

[0106] Preferably, the processor can execute the code in the memory to implement other steps in the aforementioned method for determining the cable force of an irregular cable-stayed bridge.

[0107] In the description of this application, it should be noted that the terms "upper," "lower," etc., indicating the orientation or positional relationship are based on the orientation or positional relationship shown in the accompanying drawings, and are only for the convenience of describing this application and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation, and therefore should not be construed as a limitation of this application. Unless otherwise expressly specified and limited, the terms "installed," "connected," and "linked" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; they can refer to the internal communication between two elements. For those skilled in the art, the specific meaning of the above terms in this application can be understood according to the specific circumstances.

[0108] It should be noted that in this application, relational terms such as "first" and "second" are used merely to distinguish one entity or operation from another, and do not necessarily require or imply any such actual relationship or order between these entities or operations. Furthermore, the terms "comprising," "including," or any other variations thereof are intended to cover non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements includes not only those elements but also other elements not expressly listed, or elements inherent to such a process, method, article, or apparatus. Without further limitations, an element defined by the phrase "comprising one..." does not exclude the presence of other identical elements in the process, method, article, or apparatus that includes the element.

[0109] The above are merely specific embodiments of this application, enabling those skilled in the art to understand or implement this application. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the general principles defined herein may be implemented in other embodiments without departing from the spirit or scope of this application. Therefore, this application is not to be limited to the embodiments shown herein, but is to be accorded the widest scope consistent with the principles and novel features claimed herein.

Claims

1. A method for determining the cable forces of an irregular cable-stayed bridge upon completion, characterized in that, It includes the following steps: A finite element model of the entire bridge was established to determine the cable force of the mid-span cable stays and the initial cable force of the side spans of the cable-stayed bridge, and an adjustment coefficient for the cable force of the side span cable stays was selected. The product of the initial cable force of the side span and the adjustment coefficient is used as the adjustment cable force of the side span. Based on the cable force of the cable-stayed bridge in the middle span and the adjustment cable force of the side span, the maximum bending moment and the minimum bending moment at the bottom of the first tower are obtained. When the difference between the absolute values ​​of the maximum bending moment and the minimum bending moment at the bottom of the first tower exceeds the preset range, the adjustment coefficient is optimized, and the adjustment cable force of the side span is used as the new initial cable force of the side span until the difference between the absolute values ​​of the maximum bending moment and the minimum bending moment at the bottom of the first tower is within the preset range. Obtain the current side span adjustment cable force as the final cable force of the side span cable-stayed bridge; Optimizing the adjustment coefficient specifically includes: Based on the cable force of the mid-span cable-stayed bridge and the initial cable force of the side span, obtain the maximum bending moment and the minimum bending moment at the bottom of the second tower. The adjustment coefficients are updated based on the maximum and minimum bending moments at the base of the first tower, the maximum and minimum bending moments at the base of the second tower, and the minimum bending moments at the base of the second tower. ;in, in, This represents the maximum bending moment at the base of the first tower. This represents the minimum bending moment at the base of the first tower. This represents the maximum bending moment at the base of the second tower. This represents the minimum bending moment at the base of the second tower.

2. The method for determining the cable force of an irregular cable-stayed bridge as described in claim 1, characterized in that, Based on the cable forces of the mid-span cable stays and the initial cable forces of the side spans, the maximum bending moment at the base of the second tower and the minimum bending moment at the base of the second tower are obtained, specifically including: The overall calculation is performed based on the cable force of the mid-span cable-stayed bridge and the initial cable force of the side-span cable-stayed bridge to obtain the tower base bending moment envelope for the second operation phase. Based on the bending moment envelope at the bottom of the tower during the second operational phase, the maximum bending moment at the bottom of the second tower and the minimum bending moment at the bottom of the second tower are obtained.

3. The method for determining the cable force of an irregular cable-stayed bridge as described in claim 1, characterized in that, Based on the cable forces of the mid-span cable stays and the adjustment cable forces of the side spans, the maximum and minimum bending moments at the base of the first tower are obtained, specifically including: The overall calculation is performed based on the cable force of the mid-span cable-stayed bridge and the adjustment cable force of the side-span cable-stayed bridge to obtain the tower base bending moment envelope for the first operational phase. Based on the bending moment envelope at the base of the tower during the first operational phase, the maximum and minimum bending moments at the base of the first tower are obtained.

4. The method for determining the cable force of an irregular cable-stayed bridge as described in claim 1, characterized in that, Determining the final cable forces of the mid-span stay cables and the initial cable forces of the side-span stay cables of a cable-stayed bridge specifically includes: Based on the finite element calculation model of the whole bridge, the cable force of the mid-span cable-stayed bridge is determined; With the resultant force of the mid-span cable and the side-span cable along the main tower axis as the target, the cable forces of the mid-span cable and the side-span cable are synthesized according to the direction of the side-span cable, the direction of the mid-span cable, and the cable force of the mid-span cable in the bridge, and the initial cable force of the side-span cable is determined.

5. The method for determining the cable force of an irregular cable-stayed bridge as described in claim 1, characterized in that: The preset range is zero.

6. The method for determining the cable force of an irregular cable-stayed bridge as described in claim 1, characterized in that: The adjustment coefficient is selected in the range of 0.8-1.

2.

7. The method for determining the cable force of an irregular cable-stayed bridge as described in claim 6, characterized in that: The selected adjustment factor is 0.

9.

8. A device for determining the cable force of an irregular cable-stayed bridge to implement the method of claim 1, characterized in that, It includes: The finite element model processing module is used to establish a finite element calculation model of the entire bridge and determine the cable force of the mid-span cable stays and the initial cable force of the side-span cable stays of the cable-stayed bridge. The selection module is used to select the adjustment coefficient for the cable force of the side span cable; The first acquisition module is used to obtain the product of the initial cable force of the side span and the adjustment coefficient as the adjustment cable force of the side span, and to obtain the maximum bending moment and the minimum bending moment of the first tower base based on the cable force of the mid-span cable-stayed bridge and the adjustment cable force of the side span. The optimization module is used to optimize the adjustment coefficient when the difference between the absolute values ​​of the maximum bending moment and the minimum bending moment at the first tower base exceeds a preset range, and to use the adjustment cable force of the side span as the new initial cable force of the side span until the difference between the absolute values ​​of the maximum bending moment and the minimum bending moment at the first tower base is within the preset range. The second acquisition module is used to acquire the side span adjustment cable force as the side span cable force when the difference between the absolute value of the maximum bending moment at the bottom of the first tower and the minimum bending moment at the bottom of the first tower is within a preset range.

9. An electronic device for determining the cable forces of an irregular cable-stayed bridge, characterized in that, It includes a processor and a memory, wherein the processor executes code in the memory to implement the method as claimed in any one of claims 1 to 7.

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