Torsion resistance structure of lower cross beam of main tower and method for arranging torsion resistance steel bars in lower cross beam

Abstract

This application relates to a torsional resistance structure of the lower cross beam of a main tower and a method for configuring torsional resistance steel bars for the lower cross beam, which includes the following steps: establishing a first model and loading multiple loads to determine the dimensions of the lower cross beam; based on the calculation results of the first model, obtaining the support reaction force values under the action of each individual load; establishing a second model based on the dimensions of the four tower legs, the cross beam, and the determined lower cross beam; replacing the corresponding part of the first model with the second model to form a third model; loading the support reaction force values under the action of each individual load into the third model and slicing the third model to obtain the stress data of different cross sections; based on the stress data of different cross sections, obtaining the configuration data of the torsional resistance steel bars for the lower cross beam; through the above steps, obtaining the configuration data of the torsional resistance steel bars for the lower cross beam that meet the torsional resistance capacity. The above process can set different numbers of steel bars according to the stress conditions of cross sections at different positions to improve the torsional resistance capacity of the lower cross beam.

Description

Technical Field

[0001] This application relates to the field of bridge engineering, and particularly relates to a torsional resistance structure of the lower cross beam of a main tower and a method for configuring torsional resistance steel bars for the lower cross beam. Background Art

[0002] Currently, the cable-stayed bridge is a commonly adopted structural form for long-span bridges. In addition to bearing large pressures and bending moments, the main tower also needs to provide stiffness support for the structure. To meet the structural stiffness requirements, some long-span cable-stayed bridge main towers adopt a four-tower-leg structure. The main tower is divided into four limbs in space, which improves the longitudinal and transverse stiffness of the structure. A lower cross beam is set to connect the four tower legs into a whole.

[0003] In some related technologies, for some cable-stayed bridges with special structural system requirements, only two cross beams are set between the four tower legs, and the cross beams are connected by a tie beam. The main beam supports are arranged on the tie beam. The force path of such a lower cross beam is clear and the shape is beautiful; however, it does not have a separate torsional resistance design, and its torsional resistance ability needs to be strengthened. If a torsional resistance structure is simply added outside it, it will cause great changes to its own structure, and it is not easy to install due to the limitation of the installation space. Summary of the Invention

[0004] The embodiments of this application provide a torsional resistance structure of the lower cross beam of a main tower and a method for configuring torsional resistance steel bars for the lower cross beam to solve the problem that the lower cross beam of the four tower legs in the related technology does not have a separate torsional resistance design and its torsional resistance ability needs to be strengthened.

[0005] In a first aspect, a method for configuring torsional resistance steel bars for the lower cross beam of a main tower is provided, which includes the following steps:

[0006] Establish a first model and apply multiple loads to determine the dimensions of the lower cross beam. The first model is a spatial bar system finite element model of the cable-stayed bridge;

[0007] Based on the calculation results of the first model, obtain the support reaction force values under the action of each individual load;

[0008] Based on the four tower legs, the tie beam and the determined dimensions of the lower cross beam, establish a second model;

[0009] Replace the corresponding part of the first model with the second model to form a third model;

[0010] Apply the support reaction force values under the action of each individual load to the third model and divide the third model to obtain the stress data of different cross sections;

[0011] Based on the stress data of different cross sections, obtain the configuration parameters of stirrups and longitudinal steel bars of different cross sections to obtain the configuration data of the torsional resistance steel bars of the lower cross beam.

[0012] In some embodiments, the third model is segmented to obtain the force data of different cross-sections, including the following steps:

[0013] The second model in the third model is segmented along the axial direction of the crossbeam at a set distance to obtain the single-item load torque values of different cross-sections;

[0014] Based on the single-item load torque values of each cross-section, the force data of the cross-section is obtained, and the force data includes the torque resultant value;

[0015] The force data of all cross-sections is obtained according to the above steps.

[0016] In some embodiments, it further includes segmenting the second model in the third model along the axial direction of the crossbeam at a set distance to obtain the shear force values of each single-item load of different cross-sections;

[0017] Based on the support reaction force values under the action of each single-item load of each cross-section, the shear force resultant value of the cross-section is obtained; the force data includes the torque resultant value and the shear force resultant value.

[0018] In some embodiments, the shear force values of each single-item load of different cross-sections are obtained based on the first formula, and the first formula is: where N i is the support reaction force value under the action of the single-item load, and V i is the shear force value of each single-item load.

[0019] In some embodiments, based on the force data, the configuration parameters of stirrups and longitudinal reinforcement of different cross-sections are obtained to obtain the configuration data of the torsion-resistant reinforcement of the lower crossbeam, including the following steps:

[0020] Based on the torque resultant value, the configuration parameters of the stirrups of different cross-sections are obtained. The configuration parameters include the cross-sectional area of a single stirrup limb, the area of the core region enclosed by the inner edges of the stirrups, the design value of the tensile strength of the stirrups, the perimeter of the core region enclosed by the inner edges of the stirrups, the amount of stirrup configuration, and the spacing of the stirrups;

[0021] According to the reinforcement strength ratio of the longitudinal reinforcement to the stirrups and the configuration parameters, the cross-sectional area of the longitudinal reinforcement and the reinforcement percentage of the longitudinal reinforcement in the cross-section of different cross-sections are calculated;

[0022] The configuration parameters of the stirrups of different cross-sections, as well as the cross-sectional area of the longitudinal reinforcement and the reinforcement percentage of the longitudinal reinforcement in the cross-section of different cross-sections are used as the configuration data.

[0023] In some embodiments, based on the force data, the configuration parameters of stirrups and longitudinal reinforcement of different cross-sections are obtained to obtain the configuration data of the torsion-resistant reinforcement of the lower crossbeam, including the following steps:

[0024] Based on the combined torque value, configuration parameters are obtained, where the configuration parameters include the first configuration quantity, the cross-sectional area of a single stirrup limb, the area of the core region enclosed by the inner edges of the stirrups, the design value of the tensile strength of the stirrups, the perimeter of the core region enclosed by the inner edges of the stirrups, and the spacing of the stirrups;

[0025] Based on the combined shear force value, a second configuration quantity is obtained, and the first configuration quantity and the second configuration quantity are summed to obtain the final stirrup configuration quantity, so as to obtain the final configuration parameters;

[0026] According to the reinforcement strength ratio of the longitudinal reinforcement and the stirrups, and the final configuration parameters, the cross-sectional areas of the longitudinal reinforcement in different cross-sections and the reinforcement percentage of the longitudinal reinforcement in the cross-section are calculated;

[0027] The configuration parameters of the stirrups in different cross-sections, as well as the cross-sectional areas of the longitudinal reinforcement in different cross-sections and the reinforcement percentage of the longitudinal reinforcement in the cross-section are used as configuration data.

[0028] In some embodiments, the junction position between the second model and the first model is consolidated by master-slave constraints to form the third model.

[0029] In some embodiments, the height range of the second model is between a first height and a second height; the first height is at a set multiple of the width of the tower limb cross-section above the upper edge of the lower cross-beam; the second height is at a set multiple of the width of the tower limb cross-section below the lower edge of the lower cross-beam.

[0030] In a second aspect, a torsional resistance structure for the lower cross-beam of the main tower is provided, which includes:

[0031] The lower cross-beam torsional resistance reinforcement, which is manufactured according to the method for configuring the lower cross-beam torsional resistance reinforcement of the main tower;

[0032] The lower cross-beam torsional resistance reinforcement includes an outer stirrup and an inner stirrup. Outer longitudinal reinforcement is provided along the circumferential direction of the outer stirrup, and inner longitudinal reinforcement is provided along the circumferential direction of the inner stirrup.

[0033] In some embodiments, it further includes two groups of structures, which are connected by a tie beam. Each group of structures includes two tower limbs, and the two tower limbs are connected by a lower cross-beam; the lower cross-beam torsional resistance reinforcement is arranged on the outer periphery of the lower cross-beam.

[0034] The beneficial effects brought by the technical solution provided in this application include:

[0035] The embodiment of the present application provides a torsional resistance structure for the lower cross beam of the main tower and a method for configuring torsional resistance steel bars for the lower cross beam. Since the first model is established first, and the first model is a spatial bar system finite element model of the cable-stayed bridge, the bearing reaction force values under the action of each single load of the model and the structural dimensions of the proposed lower cross beam can be obtained; then, according to the structural dimensions of the proposed lower cross beam, the tie beam and the four tower legs, the second model is established, and then the part corresponding to the second model in the first model is replaced with the second model to form the third model, and the third model is a solid embedded finite element model; the bearing reaction force values under the action of each single load are loaded into the third model, and the third model is segmented to obtain the stress data of different cross sections; based on the stress data of different cross sections, the configuration parameters of stirrups and longitudinal steel bars of different cross sections are obtained to obtain the configuration data of the torsional resistance steel bars of the lower cross beam. Thus, through the above steps, the configuration data of the torsional resistance steel bars of the lower cross beam that meet the torsional resistance capacity can be obtained. The torsional resistance steel bars of the lower cross beam manufactured according to the configuration data can meet the torsional resistance capacity and can not cause a great impact on the appearance of the lower cross beam;

[0036] In addition, the above process can set different numbers of steel bars according to the stress conditions of different position cross sections to improve the torsional resistance capacity of the lower cross beam, which is both safe and applicable and economical and reasonable; through the solid embedded finite element model, the influence of the formation of a rigid zone at the junction of the tower leg and the lower cross beam on the load distribution can be considered, and the torque and the corresponding shear force values at each cross section position of the lower cross beam can be accurately calculated. BRIEF DESCRIPTION OF THE DRAWINGS

[0037] In order to more clearly illustrate the technical solutions in the embodiments of the present application, the drawings required for the description of the embodiments will be briefly introduced below. Obviously, the drawings in the following description are only some embodiments of the present application. For those of ordinary skill in the art, other drawings can be obtained based on these drawings without creative efforts.

[0038] Figure 1 It is a schematic structural diagram of the torsional resistance structure of the lower cross beam of the four-leg main tower provided by the embodiment of the present application;

[0039] Figure 2 It is a schematic diagram of the setting of the torsional resistance steel bars of the lower cross beam provided by the embodiment of the present application.

[0040] In the figure: 1, tower leg; 2, tie beam; 3, lower cross beam; 4, torsional resistance steel bar of the lower cross beam; 400, outer stirrup; 401, inner stirrup; 402, outer longitudinal steel bar; 403, inner longitudinal steel bar. DETAILED DESCRIPTION OF THE EMBODIMENTS

[0041] To make the objectives, technical solutions, and advantages of the embodiments of this application clearer, the technical solutions in the embodiments of this application will be clearly and completely described below in conjunction with the accompanying drawings in the embodiments of this application. Obviously, the described embodiments are part of the embodiments of this application, rather than all of them. All other embodiments obtained by those of ordinary skill in the art based on the embodiments in this application without creative efforts belong to the scope protected by this application.

[0042] Most of the existing main towers of cable-stayed bridges adopt the double-tower-leg lower crossbeam structure, and the torsional resistance problems are not prominent, so no separate torsional resistance design is carried out. For the four-leg-shaped lower crossbeam structure adopted by a certain new long-span cable-stayed bridge, it is necessary to study its torsional resistance structure and calculation method.

[0043] The embodiments of this application provide a torsional resistance structure for the lower crossbeam of the main tower and a method for configuring torsional resistance steel bars for the lower crossbeam to solve the problem in related technologies that the lower crossbeam of the four tower legs has not been separately designed for torsional resistance and the torsional resistance capacity needs to be strengthened.

[0044] Please refer to Figure 1 and Figure 2 , a method for configuring torsional resistance steel bars for the lower crossbeam of the main tower, which includes the following steps:

[0045] Step S01: Establish a first model and apply multiple loads to determine the size of the lower crossbeam 3. The first model is a spatial bar system finite element model of the cable-stayed bridge; based on the calculation results of the first model, obtain the support reaction force values under the action of each individual load; the load distribution when the live load is arranged according to the influence line can be analyzed, and preliminary stress results can be provided;

[0046] Step S02: Establish a second model based on the four tower legs 1, the tie beam 2, and the determined size of the lower crossbeam 3; the second model is a solid finite element model; replace the corresponding part of the first model with the second model to form a third model; the third model is a solid embedded finite element model;

[0047] Step S03: Load the support reaction force values under the action of each individual load into the third model and divide the third model to obtain the stress data of different cross-sections;

[0048] Step S04: Based on the stress data of different cross-sections, obtain the configuration parameters of stirrups and longitudinal steel bars for different cross-sections, so as to obtain the configuration parameters of stirrups and longitudinal steel bars for all cross-sections, and form the configuration data of the overall torsional resistance steel bars 4 for the lower crossbeam.

[0049] Through the above settings, since the first model is established first, and the first model is a spatial rod system finite element model of the cable-stayed bridge, the support reaction force values under the action of each single load of the model and the structural dimensions of the proposed lower crossbeam 3 can be obtained; then, according to the structural dimensions of the proposed lower crossbeam 3, the tie beam 2 and the four tower legs 1 are used to establish the second model, and then the part of the first model corresponding to the second model is replaced with the second model to form the third model, and the third model is a solid embedded finite element model; the support reaction force values under the action of each single load are loaded into the third model, and the third model is sliced to obtain the stress data of different cross-sections; based on the stress data of different cross-sections, the configuration parameters of stirrups and longitudinal reinforcement of different cross-sections are obtained to obtain the configuration data of the overall torsional reinforcement of the lower crossbeam, so that the configuration data of the torsional reinforcement 4 of the lower crossbeam that meets the torsional resistance capacity can be obtained through the above steps. The torsional reinforcement of the lower crossbeam manufactured according to the configuration data can meet the torsional resistance capacity while not having a great impact on the shape of the lower crossbeam 3. The overall structural shape is simple and beautiful. The layered stirrups configured for the torsional reinforcement 4 of the lower crossbeam are arranged in the same cross-section without affecting the longitudinal reinforcement spacing, which is beneficial to the compaction of concrete during pouring;

[0050] In addition, the above process can set different numbers of steel bars according to the stress conditions of different cross-section positions to improve the torsional resistance capacity of the lower crossbeam 3, which is both safe and applicable and economical and reasonable; through the solid embedded finite element model, the influence of the rigid zone formed at the intersection of the tower leg 1 and the lower crossbeam 3 on the load distribution can be considered, and the torque and the corresponding shear force values at each cross-section position of the lower crossbeam 3 can be accurately calculated.

[0051] In some preferred embodiments, the stress data of different cross-sections can be one or both of the torque resultant value and the shear force resultant value to calculate the configuration parameters.

[0052] In the first case, the stress data is the torque resultant value

[0053] In step S03, the third model is sliced to obtain the stress data of different cross-sections, including the following steps:

[0054] The second model in the third model is sliced along the axial direction of the crossbeam at a set distance to obtain the torque values of each single load of different cross-sections; the set distance can be 0.2 m; based on the torque values of each single load of each cross-section, considering the corresponding partial coefficient and combination coefficient, the stress data of the cross-section is obtained, and the stress data includes the torque resultant value; the stress data of all cross-sections is obtained according to the above steps.

[0055] In the corresponding step S04, based on the stress data, the configuration parameters of stirrups and longitudinal reinforcement of different cross-sections are obtained to obtain the configuration data of the torsional reinforcement 4 of the lower crossbeam, including the following steps:

[0056] Step S040: Based on the combined torque value, obtain the configuration parameters of stirrups for different cross-sections. The configuration parameters include the cross-sectional area of a single stirrup limb, the area of the core region enclosed by the inner edges of the stirrups, the design value of the tensile strength of the stirrups, the perimeter of the core region enclosed by the inner edges of the stirrups, the amount of stirrup configuration, and the spacing of the stirrups. The formula used in this step is:

[0057] The first formula:

[0058] The second formula:

[0059]

[0060] The third formula: A1 = 2×A sv1

[0061] In the above formulas, γ0 is the structural importance coefficient, f td is the design value of the axial tensile strength of concrete, β a is the reduction coefficient of the effective wall thickness of the box section, W t is the plastic torsional resistance moment of the cross-section, ζ is the reinforcement ratio of longitudinal bars to stirrups, f sv is the design value of the tensile strength of the stirrups, A sv1 is the cross-sectional area of a single stirrup limb, A cor is the area of the core region enclosed by the inner edges of the stirrups, S v is the spacing of the stirrups, β t is the reduction coefficient of the concrete torsional bearing capacity of the shear-torsion member; T d is the combined torque value. A1 = 2×A sv1 , where A sv1 is the cross-sectional area of a single stirrup limb, and A1 is the amount of stirrup configuration. β t is the reduction coefficient of the concrete torsional bearing capacity of the shear-torsion member, and its value range is 0.5 ≤ β t ≤ 1, b is the total width of the cross-section web; h o is the effective height of the cross-section.

[0062] Step S041: Calculate the cross-sectional area of the longitudinal bars and the reinforcement percentage of the longitudinal bars in the cross-section according to the reinforcement ratio of the longitudinal bars to the stirrups and the configuration parameters. The formula used in this step is:

[0063]

[0064] ζ is the reinforcement ratio of longitudinal bars to stirrups, and its value should meet the requirement of 0.6 ≤ ζ ≤ 1.7. Among them, f sd is the design value of the tensile strength of the longitudinal bars, A st is the cross-sectional area of the longitudinal bars, S v is the spacing of the stirrups, fsv is the design value of the tensile strength of the stirrup, A sv1 is the cross-sectional area of a single limb of the stirrup, U cor is the perimeter of the core area enclosed by the inner edge of the stirrup.

[0065] Step S042: Use the configuration parameters of stirrups with different cross-sections, as well as the cross-sectional areas and reinforcement ratios of longitudinal bars with different cross-sections, as configuration data.

[0066] In the second case, the force data is the combined torque value and the combined shear force value.

[0067] Based on the first case, it further includes slicing the second model in the third model along the axial direction of the crossbeam by a set distance to obtain the shear force values of each single load for different cross-sections; based on the support reaction force values under the action of each single load for each cross-section, obtaining the combined shear force value for that cross-section; the force data includes the combined torque value and the combined shear force value.

[0068] Obtain the shear force values of each single load for different cross-sections based on the first formula. The first formula is: where N i is the support reaction force value under the action of a single load, V i is the shear force value of each single load.

[0069] In the corresponding step S04, based on the force data, obtain the configuration parameters of stirrups and longitudinal bars for different cross-sections to obtain the configuration data of the torsional reinforcement 4 of the lower crossbeam, including the following steps:

[0070] Step S040: Based on the combined torque value, obtain the configuration parameters, which include the first configuration quantity, the cross-sectional area of a single limb of the stirrup, the area of the core area enclosed by the inner edge of the stirrup, the design value of the tensile strength of the stirrup, the perimeter of the core area enclosed by the inner edge of the stirrup, and the spacing of the stirrups; the calculation of the first configuration quantity is the stirrup configuration quantity A1 in the above first case

[0071] Step S041: Based on the combined shear force value V d , obtain the second configuration quantity, and sum the first configuration quantity and the second configuration quantity to obtain the final stirrup configuration quantity to obtain the final configuration parameters; the formula used in this step is:

[0072]

[0073] The final stirrup configuration quantity = A1 + A2;

[0074] In the formula, α1 is the influence coefficient of opposite-sign bending moment, and α1 = 1.0 can be taken; α2 is the prestress improvement coefficient, and α2 = 1.0 can be taken; α3 is the influence coefficient of the compression flange, and α3 = 1.0 can be taken; P is the reinforcement ratio of the longitudinal bars in the cross-section. and P ≤ 2.5, f cu,k is the standard value of the compressive strength of a concrete cube with a side length of 150 mm; ρ sv is the stirrup reinforcement ratio in the inclined section, is the total width of the web of the section; h o is the effective height of the section, A2 is the second configuration quantity; S v is the spacing of the stirrups; γ0 is the structural importance coefficient.

[0075] Step S042: Calculate the cross-sectional area of the longitudinal reinforcement and the percentage of longitudinal reinforcement in the cross-section for different sections according to the reinforcement strength ratio of the longitudinal reinforcement and the stirrups and the final configuration parameters; this step can refer to the calculation method in the first case;

[0076] Step S043: Take the configuration parameters of the stirrups for different sections, the cross-sectional area of the longitudinal reinforcement for different sections, and the percentage of longitudinal reinforcement in the cross-section as configuration data.

[0077] It should be understood that the configuration data of the lower crossbeam torsion-resistant steel bar 4 that meets the anti-torsion requirement can be obtained according to the above steps.

[0078] In some preferred embodiments, the junction position between the second model and the first model is consolidated by master-slave constraints to form a solid-embedded finite element model; the height range of the second model is between the first height and the second height; the first height is at a set multiple of the width of the tower limb section above the upper edge of the lower crossbeam 3; the second height is at a set multiple of the width of the tower limb section below the lower edge of the lower crossbeam 3. In this embodiment, considering the influence of the formation of a rigid region at the junction of the tower limb 1 and the lower crossbeam 3 on the load distribution, to meet Saint-Venant's principle, the height range of the four second models is at 1.5 times the height of the tower limb section above the upper edge of the lower crossbeam 3 and at 1.5 times the height of the tower limb section below the lower edge of the lower crossbeam 3.

[0079] This application also proposes a lower crossbeam torsion-resistant structure of the main tower, which includes a lower crossbeam torsion-resistant steel bar 4. The lower crossbeam torsion-resistant steel bar 4 includes an outer stirrup 400 and an inner stirrup 401. An outer longitudinal reinforcement 402 is provided along the circumferential direction of the outer stirrup 400, and an inner longitudinal reinforcement 403 is provided along the circumferential direction of the inner stirrup 401.

[0080] The lower crossbeam torsion-resistant steel bar 4 is manufactured according to the above-mentioned method for configuring the lower crossbeam torsion-resistant steel bar of the main tower, which ensures the anti-torsion force requirement of the structure, does not affect the spacing of the longitudinal reinforcement, does not cause a large impact on the shape of the lower crossbeam, and is convenient for the concrete to be vibrated and compacted.

[0081] The torsion-resistant structure of the lower cross beam of the main tower further includes two sets of structures, which are connected by a tie beam 2. Each set of structures includes two tower legs 1, and the two tower legs 1 are connected by a lower cross beam 3; the torsion-resistant steel bars 4 of the lower cross beam are arranged on the outer periphery of the lower cross beam 3. The reaction force of the support is transmitted to the lower cross beam 3 through the tie beam 2 and then to the tower legs 1, and the force transmission path is clear. In the above solution, the torsion-resistant steel bars of the lower cross beam 3 are composed of outer stirrups 400 and inner stirrups 401, and the specifications and quantities of the stirrups are determined according to the calculation method described in the present invention. The specifications and quantities of the outer longitudinal steel bars 402 and the inner longitudinal steel bars 403 match the stirrup configuration.

[0082] Principle of this application:

[0083] (1) Through the above settings, since the first model is established first, and the first model is a spatial bar system finite element model of the cable-stayed bridge, the reaction force values of the supports under the action of each single load and the proposed structural dimensions of the lower cross beam 3 can be obtained; then, according to the proposed structural dimensions of the lower cross beam 3, a second model is established for the tie beam 2 and the four tower legs 1, and then the part corresponding to the second model in the first model is replaced with the second model to form a third model, and the third model is a solid embedded finite element model; the reaction force values of the supports under the action of each single load are loaded into the third model, and the third model is sliced to obtain the stress data of different cross sections; based on the stress data of different cross sections, the configuration parameters of the stirrups and longitudinal steel bars of different cross sections are obtained to obtain the overall configuration data of the torsion-resistant steel bars of the lower cross beam, so that the configuration data of the torsion-resistant steel bars 4 of the lower cross beam that meet the anti-torsion ability can be obtained through the above steps. The torsion-resistant steel bars of the lower cross beam manufactured according to this configuration data can meet the anti-torsion ability and will not cause a large impact on the appearance of the lower cross beam 3. The overall structure is simple and beautiful. The layered stirrups configured for the torsion-resistant steel bars 4 of the lower cross beam are arranged in the same cross section and do not affect the longitudinal steel bar spacing, which is beneficial to the dense pouring of concrete;

[0084] In addition, different numbers of steel bars can be set according to the stress conditions of different position cross sections in the above process to improve the anti-torsion ability of the lower cross beam 3, which is both safe and applicable and economically reasonable; through the solid embedded finite element model, the influence of the rigid zone formed at the intersection of the tower legs 1 and the lower cross beam 3 on the load distribution can be considered, and the torque and corresponding shear force values at each cross section position of the lower cross beam 3 can be accurately calculated.

[0085] In the description of the present application, it should be noted that the orientation or positional relationship indicated by terms such as "upper" and "lower" is based on the orientation or positional relationship shown in the drawings. It is only for the convenience of describing the present application and simplifying the description, rather than indicating or implying that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation. Therefore, it should not be construed as a limitation to the present application. Unless otherwise clearly specified and defined, the terms "mounted", "connected" and "coupled" shall be understood in a broad sense. For example, it may be a fixed connection, a detachable connection or an integral connection; it may be a mechanical connection or an electrical connection; it may be directly connected or indirectly connected through an intermediate medium, and it may be the communication inside two elements. For those of ordinary skill in the art, the specific meanings of the above terms in the present application can be understood according to specific circumstances.

[0086] It should be noted that in the present application, relational terms such as "first" and "second" are only used to distinguish one entity or operation from another entity or operation, and do not necessarily require or imply any actual relationship or order between these entities or operations. Moreover, the terms "comprising", "including" or any other variation thereof are intended to cover non-exclusive inclusion, so that a process, method, article or device comprising a series of elements not only includes those elements, but also includes other elements not expressly listed, or also includes elements inherent to such process, method, article or device. Without further limitation, an element defined by the statement "comprising one..." does not exclude the existence of another identical element in the process, method, article or device comprising the said element.

[0087] The above are only specific embodiments of the present application, enabling those skilled in the art to understand or implement the present application. Various modifications to these embodiments will be obvious to those skilled in the art, and the general principles defined herein can be implemented in other embodiments without departing from the spirit or scope of the present application. Therefore, the present application will not be limited to these embodiments shown herein, but rather to the broadest scope consistent with the principles and novel features claimed herein.

Claims

1. A method for configuring torsional resistance steel bars of the lower cross beam of a main tower, characterized in that, It includes the following steps: Establish a first model and load multiple loads to determine the dimensions of the lower cross beam (3). The first model is a spatial bar system finite element model of a cable-stayed bridge; Based on the calculation results of the first model, obtain the support reaction force values under the action of each individual load; Establish a second model based on the dimensions of the four tower legs (1), the tie beam (2), and the proposed lower cross beam (3); Replace the part of the first model corresponding to the second model with the second model to form a third model; Load the support reaction force values under the action of each individual load into the third model and divide the third model to obtain the stress data of different cross-sections; Slice the third model to obtain the force data of different cross-sections, including the following steps: slice the second model in the third model along the axial direction of the crossbeam at a set distance to obtain the torque values of each single load for different cross-sections; based on the torque values of each single load for each cross-section, obtain the combined torque value of this cross-section; slice the second model in the third model along the axial direction of the crossbeam at a set distance to obtain the shear force values of each single load for different cross-sections; based on the shear force values of each single load for each cross-section, obtain the combined shear force value of this cross-section; wherein, the shear force values of each single load for different cross-sections are obtained based on the first formula, and the first formula is: , is the reaction force value of the support under the action of a single load, is the shear force value of each single load; take the combined torque value and the combined shear force value as the force data, and then obtain the force data of all cross-sections according to the above steps; Based on the stress data of different cross-sections, obtain the configuration parameters of stirrups and longitudinal reinforcement bars of different cross-sections to obtain the configuration data of the torsion-resistant reinforcement bars (4) of the lower cross beam.

2. The method for configuring the torsional-resistant steel bars of the lower cross beam of the main tower according to claim 1, characterized in that Based on the stress data, obtaining the configuration parameters of stirrups and longitudinal reinforcement bars of different cross-sections to obtain the configuration data of the torsion-resistant reinforcement bars (4) of the lower cross beam includes the following steps: Based on the combined torque value, obtain the configuration parameters of the stirrups of different cross-sections. The configuration parameters include the cross-sectional area of a single stirrup limb, the area of the core region enclosed by the inner edges of the stirrups, the design value of the tensile strength of the stirrups, the perimeter of the core region enclosed by the inner edges of the stirrups, the amount of stirrup configuration, and the spacing of the stirrups; According to the reinforcement strength ratio of the longitudinal reinforcement bars to the stirrups and the configuration parameters, calculate the cross-sectional area of the longitudinal reinforcement bars of different cross-sections and the reinforcement percentage of the longitudinal reinforcement bars within the cross-section; Take the configuration parameters of the stirrups of different cross-sections, and the cross-sectional area of the longitudinal reinforcement bars and the reinforcement percentage of the longitudinal reinforcement bars within the cross-section of different cross-sections as the configuration data.

3. The method for arranging the torsion-resistant steel bars of the lower cross beam of the main tower according to claim 1, characterized in that, Based on the stress data, obtaining the configuration parameters of stirrups and longitudinal reinforcement bars of different cross-sections to obtain the configuration data of the torsion-resistant reinforcement bars (4) of the lower cross beam includes the following steps: Based on the combined torque value, obtain the configuration parameters. The configuration parameters include the first configuration amount, the cross-sectional area of a single stirrup limb, the area of the core region enclosed by the inner edges of the stirrups, the design value of the tensile strength of the stirrups, the perimeter of the core region enclosed by the inner edges of the stirrups, and the spacing of the stirrups; Based on the combined shear force value, obtain the second configuration amount, and sum the first configuration amount and the second configuration amount to obtain the final stirrup configuration amount to obtain the final configuration parameters; According to the reinforcement strength ratio of the longitudinal reinforcement bars to the stirrups and the final configuration parameters, calculate the cross-sectional area of the longitudinal reinforcement bars of different cross-sections and the reinforcement percentage of the longitudinal reinforcement bars within the cross-section; Take the configuration parameters of the stirrups of different cross-sections, and the cross-sectional area of the longitudinal reinforcement bars and the reinforcement percentage of the longitudinal reinforcement bars within the cross-section of different cross-sections as the configuration data.

4. The method for configuring the torsion-resistant reinforcement bars of the lower cross beam of the main tower according to claim 1, characterized in that: The junction position between the second model and the first model is consolidated by master-slave constraints to form the third model.

5. The method for configuring the torsion-resistant reinforcement bars of the lower cross beam of the main tower according to claim 1, characterized in that: The height range of the second model is between the first height and the second height; the first height is at a set multiple of the width of the tower limb section above the upper edge of the lower cross beam (3); the second height is at a set multiple of the width of the tower limb section below the lower edge of the lower cross beam (3).

6. The torsion-resistant structure of the lower cross beam of the main tower is characterized in that, It includes: The lower cross beam torsion-resistant steel bars (4), which are manufactured according to the method for configuring the lower cross beam torsion-resistant steel bars of the main tower described in any one of claims 1-5; The lower cross beam torsion-resistant steel bars (4) include outer stirrups (400) and inner stirrups (401). Outer longitudinal steel bars (402) are arranged along the circumferential direction on the outer stirrups (400), and inner longitudinal steel bars (403) are arranged along the circumferential direction on the inner stirrups (401).

7. The lower cross beam torsion-resistant structure of the main tower according to claim 6, characterized in that: It further includes two groups of structures, which are connected by a tie beam (2). Each group of structures includes two tower limbs (1), and the two tower limbs (1) are connected by a lower cross beam (3); the lower cross beam torsion-resistant steel bars (4) are arranged on the outer periphery of the lower cross beam (3).

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