Method for calculating length of temporary sling of cable-stayed suspension cable cooperation system bridge

Abstract

This application relates to a method for calculating the length of temporary suspension cables in a cable-stayed bridge system, comprising: S1 establishing a finite element model; S2 calculating the longitudinal distance S(0) of the lower chord between the erected beam segment and the already erected beam segment; S3 calculating S(ΔS0); S4 calculating S(ΔS1); S5 determining whether S(ΔS0) and S(ΔS1) meet the set range; if neither meets the set range, proceed to S6; if one meets the set range, take the cable length increment corresponding to the S value that meets the set range, and proceed to S7; if both meet the set range, take the cable length increment corresponding to the smaller S value, and proceed to S7; S6 providing ΔS x , with ΔS x Instead of ΔS0 or ΔS1, S7 calculates the stress-free cable length of the temporary sling. This invention provides a function relating the cable length increment of the temporary sling to the longitudinal distance S of the lower chord between the erected and existing beam sections; when the value of S meets the set range, the length of the temporary sling is determined by the cable length increment, achieving a rigid connection between the erected and existing steel beams, simplifying construction procedures and saving construction time.

Description

Technical Field

[0001] This application relates to the field of bridge engineering technology, and in particular to a method for calculating the length of temporary suspension cables in a cable-stayed bridge system. Background Technology

[0002] In a steel truss cable-stayed-suspension bridge system, the construction process of the main girder in the suspended zone is consistent with that of a suspension bridge. Generally, the girder is erected from the middle outwards. The erected girder segments are typically connected using a hinged upper chord and a released lower chord and web members. As the main girder ends are erected, the longitudinal distance between the lower chords of the girder segments decreases, creating an opportunity to connect the lower chords. Once the timing for connecting the lower chords is determined, all the erected steel girders can be connected to the existing steel girders.

[0003] However, determining the timing of the lower chord connection requires repeated trial calculations, especially for cable-stayed-suspension bridges with staggered arrangement in the intersection area. The cable stays and suspenders in the intersection area are staggered and anchored. In the beam segment of the intersection area, one beam segment corresponds to a pair of permanent suspenders and a pair of temporary suspenders. When determining the timing of the lower chord connection of the main beam in the intersection area, trial calculations are required, and the trial calculations are complex and time-consuming. Summary of the Invention

[0004] This application provides a method for calculating the length of temporary suspension cables in a cable-stayed bridge system, in order to solve the technical problems in related technologies where determining the timing of lower chord connection is complex and time-consuming.

[0005] This application provides a method for calculating the length of temporary suspension cables in a cable-stayed bridge system, which includes:

[0006] Step S1: Establish a finite element model of the cable-stayed suspension bridge system;

[0007] Step S2: Calculate the initial value S(0) of the longitudinal distance between the lower chord of the beam erection section and the already erected beam section according to the finite element model. At this time, the cable length increment of the temporary sling is 0.

[0008] Step S3: Provide the temporary sling with a first cable length increment ΔS0, and calculate S(ΔS0);

[0009] Step S4: Provide a second cable length increment ΔS1 to the temporary sling and calculate S(ΔS1);

[0010] Step S5: Determine whether S(ΔS0) and S(ΔS1) satisfy the set range.

[0011] If neither S(ΔS0) nor S(ΔS1) satisfies the set range, proceed to step S6;

[0012] If either S(ΔS0) or S(ΔS1) satisfies a set range, take the cable length increment corresponding to the S value that satisfies the set range, and proceed to step S7;

[0013] If both S(ΔS0) and S(ΔS1) satisfy the set range, take the cable length increment corresponding to the smaller S value and proceed to step S7;

[0014] Step S6: Provide a third cable length increment ΔS to the temporary sling. x According to ΔS x The relationship between ΔS0 and ΔS1 is expressed in terms of ΔS x Replace ΔS0 or ΔS1 and repeat steps S3-S5;

[0015] Step S7: Calculate the stress-free cable length of the temporary sling based on the increment of the cable length taken.

[0016] In some embodiments, the cable-stayed bridge system has an intersection zone where stay cables and suspenders are interleaved and anchored. In the beam segments of the intersection zone, one beam segment corresponds to a pair of permanent suspenders and a pair of temporary suspenders.

[0017] In some embodiments, step S2, calculating the initial value S(0) of the longitudinal distance between the lower chord of the beam-erecting segment and the already erected beam segment based on the finite element model, wherein the length increment of the temporary sling is 0, includes:

[0018] Based on the finite element model, the displacements of the erected beam segment and the end displacements of the erected beam segment are obtained when the cable length increment of the temporary suspender is 0.

[0019] Obtain the initial value S(0) of the longitudinal distance between the lower chord of the beam-erecting segment and the already erected beam segment;

[0020] The calculation formula is:

[0021]

[0022] Wherein, Δx5 is the lateral displacement of the lower chord node at the end of the erected beam segment, Δy5 is the vertical displacement of the lower chord node at the end of the erected beam segment, Δx7 is the lateral displacement of the lower chord node at the end of the erected beam segment, and Δy7 is the vertical displacement of the lower chord node at the end of the erected beam segment.

[0023] In some embodiments, step S3, providing a first cable length increment ΔS0 to the temporary sling and calculating S(ΔS0), includes:

[0024] Tensioning is performed according to cable length. Based on the finite element model, the coordinates and displacements of the anchor points on the temporary suspension cable beam, the end coordinates and displacements of the already erected beam segment, and the end coordinates and displacements of the beam segment being erected are obtained.

[0025] The formula for obtaining the first cable length increment ΔS0 is as follows:

[0026] ;

[0027] Where x1 is the lateral coordinate of the anchor point on the temporary cable-stayed beam, y1 is the vertical coordinate of the anchor point on the temporary cable-stayed beam, Δx1 is the lateral displacement of the anchor point on the temporary cable-stayed beam, Δy1 is the vertical displacement of the anchor point on the temporary cable-stayed beam, x4 is the lateral coordinate of the upper chord node at the end of the erected beam segment, y4 is the vertical coordinate of the upper chord node at the end of the erected beam segment, Δx4 is the lateral displacement of the upper chord node at the end of the erected beam segment, Δy4 is the vertical displacement of the upper chord node at the end of the erected beam segment, and x5 is the vertical displacement of the upper chord node at the end of the erected beam segment. The lower chord node has a horizontal coordinate, y5 has a vertical coordinate, x7 has a horizontal coordinate, y7 has a vertical coordinate, Δx5 has a horizontal displacement, Δy5 has a vertical displacement, Δx7 has a horizontal displacement, Δy7 has a vertical displacement, and θ, β, and l2 are all intermediate parameters.

[0028] Based on the finite element model, the longitudinal distance S (ΔS0) of the lower chord between the girder erection segment and the girder erection segment is obtained at this time;

[0029] The calculation formula is:

[0030]

[0031] In some embodiments, step S4, providing a second cable length increment ΔS1 to the temporary sling and calculating S(ΔS1), includes:

[0032] Based on the first cable length increment ΔS0, obtain the second cable length increment ΔS1;

[0033] The calculation formula is:

[0034] ;

[0035] Based on the finite element model, the displacements of the erected beam segment and the end of the erected beam segment are obtained when the cable length increment of the temporary sling is the second cable length increment ΔS1.

[0036] Obtain the longitudinal distance S(ΔS1) of the lower chord between the girder erection segment and the girder erection segment;

[0037] The calculation formula is:

[0038]

[0039] Wherein, Δx5 is the lateral displacement of the lower chord node at the end of the erected beam segment, Δy5 is the vertical displacement of the lower chord node at the end of the erected beam segment, Δx7 is the lateral displacement of the lower chord node at the end of the erected beam segment, and Δy7 is the vertical displacement of the lower chord node at the end of the erected beam segment.

[0040] In some embodiments, when determining whether S(ΔS0) and S(ΔS1) meet the set range in step S5, the set range of S(ΔS0) is consistent with the set range of S(ΔS1).

[0041] In some embodiments, step S6 involves providing a third cable length increment ΔS to the temporary sling. x According to ΔS x The relationship between ΔS0 and ΔS1 is expressed in terms of ΔS x Instead of ΔS0 or ΔS1, repeat steps S3-S5, including:

[0042] The third cable length increment ΔS is obtained based on the first cable length increment ΔS0 and the second cable length increment ΔS1. x The calculation formula is:

[0043]

[0044] Determine ΔS x The relationship between the magnitudes of ΔS0 and ΔS1;

[0045] If ΔS x <ΔS0, with ΔS x Replace ΔS0 and repeat steps S3-S5;

[0046] If ΔS x >ΔS1, with ΔS x Replace ΔS1 and repeat steps S3-S5;

[0047] If ΔS0<ΔS x <ΔS1, determine ΔS x Closer to ΔS0 or ΔS1:

[0048] If ΔS x Closer to ΔS0, with ΔS x Replace ΔS0 and repeat steps S3-S5;

[0049] If ΔSx is closer to ΔS1, then ΔS x Replace ΔS1 and repeat steps S3-S5.

[0050] In some embodiments, step S7, calculating the stress-free cable length of the temporary sling based on the increment of the cable length taken, includes:

[0051] Based on the finite element model, the cable force on the main cable side, the coordinates and displacement of the anchor point of the temporary suspender are obtained when the cable length increment of the temporary suspender is the selected cable length increment;

[0052] Obtain the stress-free length L0 between the upper and lower nodes of the temporary sling;

[0053] The calculation formula is:

[0054]

[0055] Where x0 is the lateral coordinate of the temporary sling main cable side anchor point, y0 is the vertical coordinate of the temporary sling main cable side anchor point, Δx0 is the lateral displacement of the temporary sling main cable side anchor point, and Δy0 is the vertical displacement of the temporary sling main cable side anchor point. L S E represents the stress length between temporary sling anchor points. P Let A be the elastic modulus of the temporary sling. P Let γ be the area of ​​the temporary sling, γ be the unit weight of the temporary sling, and T be the lateral cable force of the main cable of the temporary sling.

[0056] In some embodiments, when establishing the finite element model of the cable-stayed bridge in step S1, the stress-free cable length of the temporary suspenders in the finite element model is set to the stress-bearing length when the bridge is completed.

[0057] In some embodiments, the temporary suspender cable forces are all internal forces at the main cable side nodes.

[0058] The beneficial effects of the technical solution provided in this application include:

[0059] This application provides a method for calculating the length of temporary suspenders in a cable-stayed bridge system. A finite element model is established, and a function is created to represent the increment of the temporary suspender length and the longitudinal distance S of the lower chord between the erected and existing beam segments. Different increments of the temporary suspender length result in different end coordinates and displacements of the erected and existing beam segments based on the finite element model, thus leading to different values ​​of the longitudinal distance S of the lower chord between the erected and existing beam segments. When the longitudinal distance S of the lower chord between the erected and existing beam segments meets the set range for rigid connection requirements, the required length of the temporary suspender during construction can be quickly determined using the increment of the suspender length. In actual construction, a temporary suspender of this length is used to achieve immediate rigid connection between the erected and existing steel beams, simplifying construction procedures and saving construction time. Attached Figure Description

[0060] 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.

[0061] Figure 1 This is a schematic diagram of beam segment hoisting in one embodiment of the present invention.

[0062] Figure label:

[0063] 1. Beam section already erected; 11. Upper chord end of beam section already erected; 12. Lower chord end of beam section already erected; 2. Beam section under erection; 21. Upper chord end of beam section under erection; 22. Lower chord end of beam section under erection; 3. Permanent suspenders; 4. Temporary suspenders; 100. Main cable side; 200. Main beam side. Detailed Implementation

[0064] To make the objectives, technical solutions, and advantages of the embodiments of this application clearer, the technical solutions of the embodiments of this application will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of this application, not all embodiments. Based on the embodiments of this application, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of this application.

[0065] Currently, in cable-stayed-suspension bridge systems, beams are typically erected from the middle outwards. The beam segments are generally connected using a hinged upper chord and a released lower chord and web members. As the main beam ends are erected, the longitudinal distance between the lower chords of the beam segments decreases, creating an opportunity for lower chord connection. However, determining the timing of the lower chord connection requires repeated calculations, which are complex and time-consuming.

[0066] This application finds that, for cable-stayed-suspension bridge systems, determining a suitable temporary suspender length and using this suspender length during actual construction can precisely meet the rigid connection requirements, enabling immediate rigid connection between the steel beams being erected and those already erected.

[0067] like Figure 1 As shown, Figure 1 This is a schematic diagram of beam segment hoisting in one embodiment of the present invention.

[0068] This application provides a method for calculating the length of temporary suspension cables in a cable-stayed bridge system, which includes the following steps:

[0069] Step S1: Establish a finite element model of the cable-stayed suspension bridge system;

[0070] Step S2: Calculate the initial value S(0) of the longitudinal distance between the lower chord of the beam section 2 and the already erected beam section 1 according to the finite element model. At this time, the cable length increment of the temporary sling 4 is 0.

[0071] Step S3: Provide the first cable length increment ΔS0 to the temporary sling 4, and calculate S(ΔS0);

[0072] Step S4: Provide the second cable length increment ΔS1 to the temporary sling 4, and calculate S(ΔS1);

[0073] Step S5: Determine whether S(ΔS0) and S(ΔS1) meet the set range.

[0074] If neither S(ΔS0) nor S(ΔS1) meets the set range, proceed to step S6;

[0075] If either S(ΔS0) or S(ΔS1) satisfies the set range, take the cable length increment corresponding to the S value that satisfies the set range, and proceed to step S7.

[0076] If both S(ΔS0) and S(ΔS1) satisfy the set range, take the cable length increment corresponding to the smaller S value and proceed to step S7;

[0077] Step S6: Provide the third cable length increment ΔS to the temporary sling 4. x According to ΔS x The relationship between ΔS0 and ΔS1 is expressed in terms of ΔS x Replace ΔS0 or ΔS1 and repeat steps S3-S5;

[0078] Step S7: Calculate the stress-free cable length of temporary suspender 4 based on the increment of the cable length taken.

[0079] This application provides a method for calculating the length of temporary suspenders in a cable-stayed bridge system. A finite element model is established, and a function is created to represent the increment of the temporary suspender length and the longitudinal distance S of the lower chord between the erected and existing beam segments. Different increments of the temporary suspender length result in different end coordinates and displacements between the erected and existing beam segments based on the finite element model, thus leading to different values ​​of the longitudinal distance S of the lower chord between the erected and existing beam segments. When the longitudinal distance S of the lower chord between the erected and existing beam segments meets the set range for rigid connection requirements, the required length of the temporary suspender during construction can be quickly determined using the increment of the suspender length. In actual construction, a temporary suspender of this length is used to achieve immediate rigid connection between the erected and existing steel beams, simplifying construction procedures and saving time.

[0080] The following provides a detailed explanation of each step.

[0081] In some embodiments, the cable-stayed bridge system has an intersection zone where the stay cables and suspenders are interleaved and anchored.

[0082] like Figure 1 As shown, the cable-stayed bridge system has a main cable side 100 and a main beam side 200. In the beam segments of the intersection area, one beam segment corresponds to a pair of permanent suspenders 3 and a pair of temporary suspenders 4.

[0083] The erected and under-erected beam segments are cut off at their actual locations. The upper chord end 11 of the erected segment 1 is hinged to the upper chord end 21 of the under-erected segment 2. This connection can transmit longitudinal axial force and vertical shear force, but not lateral bending moment. The longitudinal distance S between the lower chord end 12 of the erected segment 1 and the lower chord end 22 of the under-erected segment 2 is as follows: As construction progresses, the longitudinal distance S between the lower chords of the beam segments decreases, creating an opportunity for the lower chords to be connected.

[0084] Step S1: Establish the finite element model of the cable-stayed suspension bridge system.

[0085] Specifically, a finite element model of the cable-stayed bridge construction process is established, in which the stress-free length of the temporary suspender 4 in the finite element model is set to the stress-bearing length when the bridge is completed.

[0086] In some embodiments, the forces in the temporary suspenders 4 are all internal forces at the nodes on the main cable side. The forces in the temporary suspenders 4 are all determined from one end to maintain consistency.

[0087] Step S2: Calculate the initial value S(0) of the longitudinal distance between the lower chord of the beam section 2 and the already erected beam section 1 according to the finite element model. At this time, the length increment of the temporary sling 4 is 0.

[0088] Specifically, step S2 includes:

[0089] The displacements at the ends of the erected beam segment 1 and the beam segment 2 when the cable length increment of the temporary suspender 4 is 0 are obtained based on the finite element model.

[0090] Obtain the initial value S(0) of the longitudinal distance between the lower chord of the beam segment 2 and the already erected beam segment 1;

[0091] The calculation formula is:

[0092]

[0093] Wherein, Δx5 is the lateral displacement of the lower chord node at the end of the erected beam segment, Δy5 is the vertical displacement of the lower chord node at the end of the erected beam segment, Δx7 is the lateral displacement of the lower chord node at the end of the erected beam segment, and Δy7 is the vertical displacement of the lower chord node at the end of the erected beam segment.

[0094] S(0) represents S(·) when the cable force increment of temporary sling 4 is 0. In the above formula, S is essentially the distance between the connection point of the lower chord end of the erected beam segment 1 and the splice joint of the erected beam segment 2. When the splice joint is open, S is a positive value, otherwise it is a negative value.

[0095] Step S3: Provide the first cable length increment ΔS0 to the temporary sling 4 and calculate S(ΔS0).

[0096] Specifically, step S3 includes:

[0097] Tensioning is performed according to cable length. Based on the finite element model, the coordinates and displacements of the anchor points on the temporary suspension cable 4 beam, the end coordinates and displacements of the erected beam segment 1, and the end coordinates and displacements of the erected beam segment 2 are obtained.

[0098] The formula for obtaining the first cable length increment ΔS0 is as follows:

[0099] ;

[0100] Where x1 is the lateral coordinate of the anchor point on the temporary cable-stayed beam, y1 is the vertical coordinate of the anchor point on the temporary cable-stayed beam, Δx1 is the lateral displacement of the anchor point on the temporary cable-stayed beam, Δy1 is the vertical displacement of the anchor point on the temporary cable-stayed beam, x4 is the lateral coordinate of the upper chord node at the end of the erected beam segment, y4 is the vertical coordinate of the upper chord node at the end of the erected beam segment, Δx4 is the lateral displacement of the upper chord node at the end of the erected beam segment, Δy4 is the vertical displacement of the upper chord node at the end of the erected beam segment, and x5 is the vertical displacement of the upper chord node at the end of the erected beam segment. The lower chord node has a horizontal coordinate, y5 has a vertical coordinate at the end of the erected beam segment, x7 has a horizontal coordinate at the end of the erected beam segment, y7 has a vertical coordinate at the end of the erected beam segment, Δx5 has a horizontal displacement at the end of the erected beam segment, Δy5 has a vertical displacement at the end of the erected beam segment, Δx7 has a horizontal displacement at the end of the erected beam segment, Δy7 has a vertical displacement at the end of the erected beam segment, and θ, β, and l2 are all intermediate parameters.

[0101] The above formula essentially gives a rotational displacement to beam segment 2.

[0102] The longitudinal distance S(ΔS0) between the lower chord of the beam segment 2 and the already erected beam segment 1 is obtained based on the finite element model.

[0103] The calculation formula is:

[0104]

[0105] Step S4: Provide the second cable length increment ΔS1 to the temporary sling 4 and calculate S(ΔS1).

[0106] Specifically, step S4 includes:

[0107] Based on the first cable length increment ΔS0, obtain the second cable length increment ΔS1;

[0108] The calculation formula is:

[0109] ;

[0110] The displacements at the ends of the erected beam segment 1 and the beam segment 2 are obtained based on the finite element model when the cable length increment of the temporary suspender 4 is the second cable length increment ΔS1.

[0111] Obtain the longitudinal distance S (ΔS1) of the lower chord between beam segment 2 and the already erected beam segment 1;

[0112] The calculation formula is:

[0113]

[0114] Wherein, Δx5 is the lateral displacement of the lower chord node at the end of the erected beam segment, Δy5 is the vertical displacement of the lower chord node at the end of the erected beam segment, Δx7 is the lateral displacement of the lower chord node at the end of the erected beam segment, and Δy7 is the vertical displacement of the lower chord node at the end of the erected beam segment.

[0115] Step S5: Determine whether S(ΔS0) and S(ΔS1) meet the set range.

[0116] If neither S(ΔS0) nor S(ΔS1) meets the set range, proceed to step S6;

[0117] If either S(ΔS0) or S(ΔS1) satisfies the set range, take the cable length increment corresponding to the S value that satisfies the set range, and proceed to step S7.

[0118] If both S(ΔS0) and S(ΔS1) satisfy the set range, take the cable length increment corresponding to the smaller S value and proceed to step S7.

[0119] Specifically, when determining whether S(ΔS0) and S(ΔS1) meet the set range, the set range of S(ΔS0) is consistent with the set range of S(ΔS1).

[0120] In this embodiment of the application, determining whether S(ΔS0) and S(ΔS1) meet the set range means determining whether -10mm≤S(ΔS0)≤10mm and -10mm≤S(ΔS1)≤10mm are true. 10mm is determined based on engineering experience.

[0121] Step S6: Provide a third cable length increment ΔS to the temporary sling. x According to ΔS x The relationship between ΔS0 and ΔS1 is expressed in terms of ΔS x Replace ΔS0 or ΔS1 and repeat steps S3-S5.

[0122] Specifically, step S6 includes:

[0123] The third cable length increment ΔS is obtained based on the first cable length increment ΔS0 and the second cable length increment ΔS1. x The calculation formula is:

[0124]

[0125] Determine ΔS x The relationship between the magnitudes of ΔS0 and ΔS1;

[0126] If ΔS x <ΔS0, with ΔS x Replace ΔS0 and repeat steps S3-S5;

[0127] If ΔS x >ΔS1, with ΔS x Replace ΔS1 and repeat steps S3-S5;

[0128] If ΔS0<ΔS x <ΔS1, determine ΔS x Closer to ΔS0 or ΔS1:

[0129] If ΔS x Closer to ΔS0, with ΔS x Replace ΔS0 and repeat steps S3-S5;

[0130] If ΔSx is closer to ΔS1, then ΔS x Replace ΔS1 and repeat steps S3-S5.

[0131] Step S7: Calculate the stress-free cable length of temporary suspender 4 based on the increment of the cable length taken.

[0132] Specifically, step S7 includes:

[0133] Based on the finite element model, the cable force, anchor point coordinates and displacement of the main cable side of the temporary suspender 4 are obtained when the cable length increment of the temporary suspender 4 is the selected cable length increment.

[0134] Obtain the stress-free length L0 between the upper and lower nodes of temporary sling 4;

[0135] The calculation formula is:

[0136]

[0137] Where x0 is the lateral coordinate of the temporary sling main cable side anchor point, y0 is the vertical coordinate of the temporary sling main cable side anchor point, Δx0 is the lateral displacement of the temporary sling main cable side anchor point, and Δy0 is the vertical displacement of the temporary sling main cable side anchor point. L S E represents the stress length between temporary sling anchor points. P Let A be the elastic modulus of the temporary sling. P Let γ be the area of ​​the temporary sling, γ be the unit weight of the temporary sling, and T be the lateral cable force of the main cable of the temporary sling.

[0138] The stress-free length of the temporary sling is calculated using the method provided in the embodiments of this application. Using this length of temporary sling during actual construction allows for immediate rigid connection between the erected steel beam and the existing steel beam, simplifying construction procedures and saving time. Alternatively, the stress-free length of the temporary sling 4 can be modified in the finite element model to ensure the linearity of the calculation model meets the requirements.

[0139] 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 method 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 "installation," "connection," and "joining" should be interpreted broadly. For example, "connection" can be a fixed connection, a detachable connection, or an integral connection; it can be a mechanical connection or an electrical connection; it can be a direct connection or an indirect connection through an intermediate medium; it can be a connection within 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.

[0140] 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.

[0141] 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 calculating the length of temporary suspension cables in a cable-stayed bridge system, characterized in that, It includes: Step S1: Establish a finite element model of the cable-stayed suspension bridge system; Step S2: Calculate the initial value S(0) of the longitudinal distance between the lower chord of the beam-erecting segment (2) and the already erected beam segment (1) according to the finite element model. At this time, the length increment of the temporary sling (4) is 0. The calculation formula is: ； ； in, x For the increment of cable length, This refers to the lateral displacement of the lower chord node at the end of the already erected beam segment. This refers to the vertical displacement of the lower chord node at the end of the already erected beam segment. To account for the lateral displacement of the lower chord node at the end of the girder section, This refers to the vertical displacement of the lower chord node at the end of the beam-erecting section; Step S3: Provide the first cable length increment to the temporary sling (4). S0, calculate S( S0); Step S4: Provide a second cable length increment to the temporary sling (4). S1, calculate S( S1); Step S5: Determine the value of S( S0), S( S1) Does it meet the set range? If the S( S0), S( If none of S1) meets the set range, proceed to step S6; If the S( S0), S( If one of the S values ​​in S1 satisfies the set range, take the cable length increment corresponding to the S value that satisfies the set range, and proceed to step S7. If the S( S0), S( If all values ​​in S1) meet the set range, take the cable length increment corresponding to the smaller S value and proceed to step S7. Step S6: Provide a third cable length increment to the temporary sling (4). S x ,according to S x and S0、 The size relationship of S1, based on S x replace S0 or S1, repeat steps S3-S5; Step S7: Calculate the stress-free cable length of the temporary sling (4) based on the increment of the cable length taken; In step S3, a first cable length increment is provided to the temporary sling (4). S0, calculate S( S0) includes: Tensioning is performed according to cable length. Based on the finite element model, the coordinates and displacements of the anchor points on the temporary sling (4) beam, the end coordinates and displacements of the erected beam segment (1), and the end coordinates and displacements of the erected beam segment (2) are obtained. Obtain the first cable length increment S0 is calculated using the following formula: ； in, The coordinates of the anchor points on the temporary cable beam are shown. The vertical coordinates of the anchor points on the temporary cable-stayed beam are given. For the lateral displacement of the anchor points on the temporary cable beam, For the vertical displacement of the anchor points on the temporary suspension beam, The coordinates of the upper chord node at the end of the erected beam segment are as follows: The vertical coordinates of the upper chord node at the end of the erected beam segment are given. This refers to the lateral displacement of the upper chord node at the end of the already erected beam segment. This refers to the vertical displacement of the upper chord node at the end of the already erected beam segment. The coordinates of the lower chord node at the end of the erected beam segment are as follows: The vertical coordinates of the lower chord node at the end of the erected beam segment are shown. The coordinates of the lower chord node at the end of the girder section are: The vertical coordinates of the lower chord node at the end of the girder section are: θ, β, These are all intermediate parameters; Based on the finite element model, the longitudinal distance S( of the lower chord between the girder erection segment (2) and the already erected girder segment (1) is obtained. S0); In step S4, a second cable length increment is provided to the temporary sling (4). S1, calculate S( S1) includes: Based on the first cable length increment S0, obtain the second cable length increment. S1; The calculation formula is: ； Based on the finite element model, the length increment of the temporary sling (4) is obtained as the second length increment. S1 refers to the end displacements of the already erected beam segment (1) and the beam segment (2) during erection; Obtain the longitudinal distance S of the lower chord between the girder segment (2) and the girder segment (1). S1); In step S6, a third cable length increment is provided to the temporary sling (4). S x ,according to S x and S0、 The size relationship of S1, based on S x replace S0 or S1, repeating steps S3-S5 includes: Based on the first cable length increment S0 and second cable length increment S1 obtains the third cable length increment. S x The calculation formula is: ； judge S x and S0、 The size relationship of S1; like S x < S0, with S x replace S0, repeat steps S3-S5; like S x > S1, with S x replace S1, repeat steps S3-S5; like S0 < S x < S1, Determine S x Closer S0 or S1: like S x Closer S0, with S x replace S0, repeat steps S3-S5; like Sx is closer S1, with S x replace S1, repeat steps S3-S5.

2. The method for calculating the length of temporary suspension cables in a cable-stayed bridge as described in claim 1, characterized in that, The cable-stayed bridge system has an intersection area where the stay cables and suspenders are interleaved and anchored. In the beam segment of the intersection area, one beam segment corresponds to a pair of permanent suspenders (3) and a pair of temporary suspenders (4).

3. The method for calculating the length of temporary suspension cables in a cable-stayed bridge as described in claim 1, characterized in that, Step S2, calculating the initial value S(0) of the longitudinal distance between the lower chord of the beam-erecting segment (2) and the already erected beam segment (1) based on the finite element model, at which time the cable length increment of the temporary sling (4) is 0, includes: Based on the finite element model, the displacements of the erected beam segment (1) and the end displacements of the erected beam segment (2) when the cable length increment of the temporary sling (4) is 0 are obtained. Obtain the initial value S(0) of the longitudinal distance between the lower chord of the beam-erecting segment (2) and the already erected beam segment (1).

4. The method for calculating the length of temporary suspension cables in a cable-stayed bridge as described in claim 1, characterized in that, Step S5, determining S( S0), S( When S1) meets the set range, the S( The setting range of S0) and the S( The setting range of S1) is consistent.

5. The method for calculating the length of temporary suspension cables in a cable-stayed bridge as described in claim 1, characterized in that, Step S7, calculating the stress-free cable length of the temporary sling (4) based on the increment of the cable length taken, includes: Based on the finite element model, the cable force, anchor point coordinates and displacement of the temporary suspender (4) are obtained when the cable length increment of the temporary suspender (4) is the selected cable length increment. Obtain the stress-free length L0 between the upper and lower nodes of the temporary sling (4); The calculation formula is: ； in, The coordinates of the temporary sling main cable side anchor point are: The vertical coordinates of the temporary suspender main cable side anchor point are shown. For the lateral displacement of the anchor point on the side of the temporary suspender main cable, For the vertical displacement of the temporary suspender main cable side anchor point, For the stress length between temporary sling anchor points, The elastic modulus of the temporary sling. Let γ be the area of ​​the temporary sling, γ be the unit weight of the temporary sling, and T be the lateral cable force of the main cable of the temporary sling.

6. The method for calculating the length of temporary suspension cables in a cable-stayed bridge as described in claim 1, characterized in that, In step S1, when establishing the finite element model of the cable-stayed bridge, the stress-free cable length of the temporary suspender (4) in the finite element model is set to the stress-bearing length when the bridge is completed.

7. A method for calculating the length of temporary suspension cables in a cable-stayed bridge as described in any one of claims 1 to 6, characterized in that, The tension of the temporary slings (4) is the internal force of the main cable side node.

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