Transverse seismic structure and design method of bridge tower of long-span cable-supported bridge

Abstract

The present application relates to bridge damping technical field, concretely is a kind of large-span cable load-bearing bridge tower transverse seismic structure and design method. Including two oppositely arranged tower columns, two tower columns are connected by crossbeam, the bottom of tower column is provided with bearing platform, two bearing platforms are connected by tie beam;The lower side of crossbeam or / and the upper side of tie beam is obliquely provided with energy-dissipating steel tension-compression rod, the energy-dissipating steel tension-compression rod is connected with two tower columns respectively.The present application, by the lower side of crossbeam or / and the upper side of tie beam is provided with energy-dissipating steel tension-compression rod to carry out damping energy dissipation, reduce the relative rotation angle between tower column and crossbeam, bearing platform at node, reduce seismic shear force, bending moment, so that seismic response is less than the seismic capacity of tower column, ensure that bridge tower is in elastic working range, do not occur excessive relative plastic rotation, tower top deflection, concrete cracking and other seismic disasters, improve the seismic performance of bridge tower and tower column stability.

Description

Technical Field

[0001] This invention relates to the field of bridge vibration reduction technology, specifically to a transverse seismic-resistant structure and design method for bridge towers of long-span cable-stayed bridges. Background Technology

[0002] The towers of long-span cable-stayed bridges and suspension bridges are usually made of reinforced concrete. Under seismic action, the transverse seismic forces at the crossbeams and the base of the tower are large, resulting in large cross-sectional dimensions, high reinforcement ratios and large specifications, making the construction difficult and costly.

[0003] Chinese invention patent CN111705660A discloses an energy-dissipating and vibration-damping bridge tower structure, which includes: a pair of tower columns; multiple crossbeams arranged sequentially from top to bottom along the height of the tower columns; each end of the crossbeams is connected to the inner side of each tower column through at least one energy-dissipating and vibration-damping component; wherein, the energy-dissipating and vibration-damping component includes a pair of parallel tension-compression members, two support members, and two parallel connecting plates, the two tension-compression members and the two connecting plates are connected to form a rectangular frame, the two support members are respectively connected to opposite corners within the rectangular frame; the connecting plates are connected to the inner side of the tower column or one end of the crossbeam.

[0004] While the aforementioned patents can achieve energy-saving and vibration-damping effects, some problems still exist:

[0005] 1. Because the energy dissipation and vibration damping components are located between the crossbeam and the tower column, under the action of strong earthquake, the energy dissipation and vibration damping components are prone to large deformation or even damage. This will cause the crossbeam, as the main load-bearing component, to lose its load-bearing capacity due to the loss of support. As a result, the bridge must be repaired after a strong earthquake before it can continue to operate normally and loses its ability to maintain traffic after the disaster.

[0006] 2. Energy-dissipating and vibration-damping components are installed between the crossbeam and the tower column. When the energy-dissipating and vibration-damping components are damaged and need to be replaced after a strong earthquake, the crossbeam and any main beams that may be supported on the crossbeam need to be temporarily fixed before the energy-dissipating and vibration-damping components can be replaced. However, the crossbeam and main beam are heavy, and it is difficult and risky to temporarily fix them at high altitudes. In addition, traffic on the bridge cannot pass during the repair process, which affects post-disaster traffic maintenance and rescue work. Summary of the Invention

[0007] The technical problem to be solved by the present invention is to provide a transverse seismic-resistant structure and design method for bridge towers of long-span cable-stayed bridges, which can effectively reduce the transverse seismic response of bridges and improve the seismic performance and stability of bridge towers.

[0008] The technical solution adopted by this invention to solve its technical problem is a transverse seismic-resistant structure for the towers of long-span cable-stayed bridges.

[0009] It includes two tower columns arranged opposite each other, which are connected by a crossbeam. The bottom of the tower columns is provided with a support platform, and the two support platforms are connected by a tie beam.

[0010] Energy-dissipating steel tension and compression rods are inclinedly provided on the lower side of the crossbeam and / or the upper side of the tie beam, and the energy-dissipating steel tension and compression rods are respectively connected to the two tower columns.

[0011] Furthermore, the energy-dissipating steel tension / compression bar includes at least two steel webs, and adjacent steel webs are connected by at least two partitions. The partitions are provided with hollowed-out portions, which are located in the middle of the partitions. The portion between adjacent hollowed-out portions on the partitions is the energy-dissipating portion.

[0012] Furthermore, the hollowed-out portion is wide in the middle, narrow at both ends, and has no sharp corners.

[0013] Furthermore, multiple hollowed-out portions are continuously arranged along the length of the partition.

[0014] Furthermore, embedded parts are provided on the lower side of the crossbeam, the upper side of the tie beam, and the outer side of the tower column. The ends of the embedded parts and the two ends of the steel web are provided with matching bolt holes. The steel web and the embedded parts are connected by high-strength bolts and splicing plates.

[0015] Furthermore, the steel web is arranged in a vertical plane composed of the tower column, crossbeam, and tie beam, and the partition is perpendicular to the vertical plane, corresponding to one end of each crossbeam or tie beam.

[0016] The design method for the transverse seismic-resistant structure of the bridge tower of a long-span cable-stayed bridge, using the aforementioned transverse seismic-resistant structure for the bridge tower, includes the following steps:

[0017] Step S1: Based on the overall bridge layout, technical standards, and basic parameters such as wind resistance and earthquake resistance, preliminarily select the cross-sectional dimensions and material parameters of the tower columns, crossbeams, abutments, and tie beams;

[0018] Step S2: Establish a finite element calculation model for bridge seismic resistance, use truss elements to simulate energy-dissipating steel tension-compression members, assign different axial tension-compression stiffnesses EA to the truss elements, perform parameter analysis on different axial tension-compression stiffnesses EA, calculate the seismic combined bending moment values ​​at the control sections of the tower column and the pier corresponding to different axial tension-compression stiffnesses EA, obtain the law of change of the seismic combined bending moment value at the control section with the axial tension-compression stiffness EA of the energy-dissipating steel tension-compression members, and preliminarily determine the reasonable range of the axial tension-compression stiffness EA of the energy-dissipating steel tension-compression members;

[0019] Step S3: Based on the reasonable range of the axial tensile and compressive stiffness EA of the energy-dissipating steel tension and compression rod, select the structure and dimensions of the energy-dissipating steel tension and compression rod;

[0020] Step S4: Update the bridge seismic finite element calculation model using the selected energy-dissipating steel tension-compression rod structure and dimensions, perform nonlinear seismic analysis, and obtain the combined seismic bending moment and axial force values ​​at the control sections of the tower columns, crossbeams, and abutments. Adjust the dimensions of the tower columns, crossbeams, abutments, tie beams, and energy-dissipating steel tension-compression rods based on the bending moment and axial force values ​​to ensure that the bridge towers are within the elastic working range.

[0021] Furthermore, the energy-dissipating steel tension / compression bar includes at least two steel webs, and adjacent steel webs are connected by at least two partitions. The partitions are provided with multiple hollowed-out portions along their length, and the hollowed-out portions are located in the middle of the partitions. The portion between adjacent hollowed-out portions on the partitions is the energy-dissipating portion.

[0022] In step S3, based on the structural and construction requirements, and combined with the reasonable range of the axial tensile and compressive stiffness EA of the energy-dissipating steel tension-compression rod obtained in step S2, the width B and the number of sections n of the steel web are selected; based on the reasonable range of the axial tensile and compressive stiffness EA of the energy-dissipating steel tension-compression rod determined in step S2, according to the principle of EA≈nEA0 and A0=Bt, the thickness t and material of the steel web are determined; based on the thickness t, width B, and material of the steel web, according to the relevant provisions of the design code regarding the local stability of the compressed steel plate, the number, spacing, and thickness of the partitions are determined.

[0023] Furthermore, using the finite element analysis method, based on the initially proposed shape of the hollow part on the partition plate and the spacing of the hollow part along the length direction of the energy-dissipating steel tension and compression rod, the overall stress-deformation curve of the energy-dissipating steel tension and compression rod is obtained. Then, it is added to the full bridge seismic model for nonlinear seismic analysis. Based on the analysis results, the optimized shape of the hollow part and the spacing of the hollow part along the length direction of the energy-dissipating steel tension and compression rod are selected.

[0024] The beneficial effects of this invention are: by setting energy-dissipating steel tension and compression rods on the lower side of the crossbeam and / or the upper side of the tie beam to reduce vibration and energy consumption, the relative rotation angle between the tower column and the crossbeam and the pier at the node is reduced, the seismic shear force and bending moment are reduced, and the seismic response is less than the seismic resistance capacity of the tower column, ensuring that the bridge tower is within the elastic working range and does not experience excessive relative plastic rotation angle, tower top displacement, concrete cracking and other seismic disasters, thereby improving the seismic performance of the bridge tower and the stability of the tower column. Attached Figure Description

[0025] Figure 1 This is a schematic diagram of the structure of the present invention;

[0026] Figure 2 yes Figure 1 A cross-sectional view along plane AA;

[0027] Figure 3 This is a schematic diagram of another embodiment;

[0028] Figure 4 yes Figure 3 A cross-sectional view along plane BB;

[0029] Figure 5 This is a schematic diagram of yet another embodiment;

[0030] Figure 6 This is a schematic diagram of yet another embodiment;

[0031] Figure 7 This is a schematic diagram of an energy-dissipating steel tension / compression bar;

[0032] Figure 8 yes Figure 7 Top view;

[0033] Figure 9 yes Figure 8 A cross-sectional view along plane BB;

[0034] Figure 10 This is a schematic diagram of another embodiment of an energy-dissipating steel tension / compression bar;

[0035] Figure 11 This is a schematic diagram of another embodiment of an energy-dissipating steel tension / compression bar;

[0036] Figure 12 This is a diagram showing the bending moment distribution of the bridge tower after the use of energy-dissipating steel tension and compression members;

[0037] Figure 13 This is a diagram showing the bending moment distribution of the bridge tower without the use of energy-dissipating steel tension / compression members;

[0038] Figure 14 This is a diagram showing the variation of combined seismic bending moments at the control sections of the tower column and the foundation using different energy-dissipating steel tension and compression members with axial stiffness EA.

[0039] Attached reference numerals: 1-Tower column; 2-Crossbeam; 3-Pile cap; 4-Tie beam; 5-Energy-dissipating steel tension / compression member; 501-Steel web; 502-Partition plate; 503-Hollowed-out section; 504-Energy-dissipating section; 6-Embedded part. Detailed Implementation

[0040] Embodiments of the present invention are described in detail below. Examples of these embodiments are shown in the accompanying drawings, wherein the same or similar reference numerals denote the same or similar elements or elements having the same or similar functions throughout. The embodiments described below with reference to the accompanying drawings are exemplary and are only used to explain the present invention, and should not be construed as limiting the present invention.

[0041] like Figures 1-6 As shown, the transverse seismic structure of the bridge tower of the long-span cable-stayed bridge of the present invention includes two tower columns 1 arranged opposite each other, the two tower columns 1 are connected by a crossbeam 2, and a base 3 is provided at the bottom of the tower column 1. The two base 3 are connected by a tie beam 4.

[0042] Energy-dissipating steel tension rods 5 are inclinedly provided on the lower side of the crossbeam 2 and / or the upper side of the tie beam 4, and the energy-dissipating steel tension rods 5 are respectively connected to the two tower columns 1.

[0043] The tower column 1 is a reinforced concrete structure, including concrete poured in a reinforcing cage, and the foundation 3 is a concrete platform located below the tower column 1. Energy-dissipating steel tension / compression rods 5 are connected to the two tower columns 1 respectively. It should be noted that the two energy-dissipating steel tension / compression rods 5 located on the lower side of the crossbeam 2 are V-shaped, and the two energy-dissipating steel tension / compression rods 5 located on the upper side of the tie beam 4 are inverted V-shaped. By installing energy-dissipating steel tension / compression rods 5 on the lower side of the crossbeam 2 and / or the upper side of the tie beam 4 for vibration damping and energy dissipation, the relative rotation angle between the tower column 1 and the crossbeam 2 and foundation 3 at the nodes is reduced, thereby reducing seismic shear force and bending moment. This results in a seismic response less than the seismic resistance capacity of the tower column 1, ensuring that the bridge tower remains within its elastic working range and preventing excessive relative plastic rotation, tower top displacement, concrete cracking, and other seismic disasters, thus improving the seismic performance of the bridge tower and the stability of the tower column 1.

[0044] Figure 1 and Figure 2 An embodiment is shown where the energy-dissipating steel tension / compression member 5 is arranged in the middle of the crossbeam 2 or the tie beam 4. Another embodiment of the arrangement of the energy-dissipating steel tension / compression member 5 is shown in [reference needed]. Figure 3 and Figure 4 When the width of the tie beam 4 is relatively wide, in order to improve the overall stability, taking the connection between the tie beam 4 and the two tower columns 1 as an example, the tie beam 4 is connected to the left tower column 1 by two or more energy-dissipating steel tension and compression rods 5, and the tie beam 4 is connected to the right tower column 1 by two or more energy-dissipating steel tension and compression rods 5; when the crossbeam 2 is relatively wide, the connection between the crossbeam 2 and the two tower columns 1 can also adopt the above method.

[0045] Another embodiment of the arrangement of energy-dissipating steel tension / compression rods 5, see [link to relevant documentation]. Figure 5 and Figure 6 When the height of the tower column 1 below the crossbeam 2 is relatively short, i.e. less than 1.5 to 2.0 times the bridge width, according to the seismic analysis calculation, energy-dissipating steel tension and compression rods 5 can be installed only between the tower column 1 and the crossbeam 2, or between the tower column 1 and the tie beam 4 of the abutment 3, in order to meet the seismic requirements of the bridge.

[0046] Another embodiment of the arrangement of energy-dissipating steel tension / compression rods 5, see [link to relevant documentation]. Figure 1 When the distance between the crossbeam 2 and the tie beam 4 is long, that is, greater than or equal to 1.5 to 2.0 times the bridge width, an energy-dissipating steel tension-compression rod 5 is installed between the crossbeam 2 and the two tower columns 1, and an energy-dissipating steel tension-compression rod 5 is also installed between the tie beam 4 and the two tower columns 1.

[0047] Further, see Figures 7-11The energy-dissipating steel tension rod 5 includes at least two opposing steel webs 501. Adjacent steel webs 501 are connected by at least two partitions 502. The partitions 502 have hollowed-out portions 503 along their length. The hollowed-out portions 503 are located in the middle of the partitions 502. The portion between adjacent hollowed-out portions 503 on the partitions 502 is an energy-dissipating portion 504.

[0048] The diaphragm 502 is welded to the steel web 501. The spacing of the diaphragms 502 is determined to prevent local buckling of the steel web 501. When the diaphragm 502 is subjected to tension or compression, if the hollow portion 503 is triangular, square, or rhomboid, stress concentration may occur at the sharp corners of the hollow portion 503. To reduce early failure caused by stress concentration, preferably, the hollow portion 503 can be rounded rhomboid, elliptical, or circular, with a wider middle and narrower ends and no sharp corners. By setting the hollow portion 503, on the one hand, the weight of the tension-compression member 5 is reduced, thereby reducing its impact on the normal use of the bridge tower. On the other hand, it makes the material discontinuous along the axial direction of the tension-compression member 5, avoiding participation in the axial compression of the tension-compression member and preventing local buckling instability.

[0049] By designing the partition 502 of the energy-dissipating steel tension-compression rod 5 as a hollow structure, it is lightweight and easy to install, and has little impact on the internal forces of the tower column 1 structure under normal use conditions, without affecting the normal use of the bridge tower. Under basic seismic action, the energy-dissipating steel tension-compression rod 5 is in an elastic working state, limiting the relative rotation angle between the tower column 1 and the crossbeam 2 and the pier 3, thus reducing the seismic force of the tower column 1. Under rare seismic action, the energy-dissipating steel tension-compression rod 5 is in an elastoplastic working state, which, in addition to limiting the relative rotation angle between the tower column 1 and the crossbeam 2 and the pier 3, further reduces the seismic force of the tower column 1 through plastic energy dissipation.

[0050] For easier replacement of the energy-dissipating steel tension / compression bar 5 in case of damage, please refer to further details. Figures 1-6 Embedded parts 6 are provided on the lower side of the crossbeam 2, the upper side of the tie beam 4, and the outer side of the tower column 1. The ends of the embedded parts 6 and the two ends of the steel web 501 are provided with matching bolt holes. The steel web 501 and the embedded parts 6 are connected by high-strength bolts and splicing plates. The embedded parts 6 consist of connecting steel joints, steel base plates, and steel-concrete force-transmitting anchors, and are pre-embedded during the construction of the foundation 3, tie beam 4, tower column 1, and crossbeam 2.

[0051] Under basic seismic loading, the energy-dissipating steel tension-compression member 5 experiences relatively small axial tensile and compressive forces. The diaphragm 502 acts as a supporting stiffener for the steel web 501, preventing local instability of the steel web 501 and dissipating energy through the tensile and compressive forces of the steel web 501. Under rare seismic loading, the energy-dissipating steel tension-compression member 5 experiences greater axial tensile and compressive forces. When subjected to significant axial compression, the steel web 501 bulges outward, creating a tensile force on the diaphragm 502 perpendicular to the length of the energy-dissipating steel tension-compression member 5. The perforated portion 503 on the diaphragm 502 is wider in the middle and narrower at both ends, while the energy-dissipating portion 504 is narrower in the middle and wider at both ends. When the partition 502 is subjected to tension perpendicular to the length of the energy-dissipating steel tension rod 5, the effective force-bearing area of ​​the narrower part in the middle of the energy-dissipating section 504 is smaller, and it will be subjected to greater stress, exceeding its material yield strength, and entering an elastoplastic stress state, which allows it to undergo greater tensile and compressive deformation, dissipate more seismic energy, and protect the main structure such as the tower column 1, the crossbeam 2, and the tie beam 4.

[0052] See Figures 1-6 Furthermore, the steel web 501 is disposed in the vertical plane formed by the tower column 1, the crossbeam 2 and the tie beam 4, and the partition plate 502 is perpendicular to the vertical plane and corresponds to one end of each crossbeam 2 or tie beam 4.

[0053] See Figure 12 and Figure 13 , Figure 12 and Figure 13 The diagram shows the bending moment distribution before and after the installation of the energy-dissipating steel tension-compression member 5 on the bridge tower. As can be seen from the diagram, the bending moment of each control section after the installation of the energy-dissipating steel tension-compression member 5 on the bridge tower is less than that before the installation of the energy-dissipating steel tension-compression member 5 on the bridge tower, indicating that the safety of the bridge tower is better.

[0054] Figure 14 The seismic combined bending moment values ​​at the control sections of tower column 1 and foundation 3 are shown, corresponding to different axial stiffness EA of the energy-dissipating steel tension / compression members. Stiffness 0 indicates no energy-dissipating steel tension / compression members are installed; the axial stiffness EA of the energy-dissipating steel tension / compression members gradually increases from stiffness 1 to stiffness 5. Figure 14 As can be seen, installing energy-dissipating steel tension / compression members can significantly reduce the combined seismic bending moment at the control sections of tower column 1 and foundation 3. Moreover, the greater the axial stiffness EA of the energy-dissipating steel tension / compression members, the more significant the effect on reducing the combined seismic bending moment at the control sections of tower column 1 and foundation 3.

[0055] The table below shows the relative values ​​of combined seismic bending moments at the control sections of tower column 1 and foundation 3 for different axial stiffness EAs of energy-dissipating steel tension / compression members in one embodiment. Stiffness 0 indicates no energy-dissipating steel tension / compression members are installed, and the corresponding relative value of the combined seismic bending moment at the control section is 1. The relative values ​​of the combined seismic bending moments at the control sections corresponding to stiffnesses 1 to 5 are the ratios of the combined seismic bending moment values ​​at the control sections with energy-dissipating steel tension / compression members of the corresponding axial stiffness to the combined seismic bending moment values ​​at the control sections without energy-dissipating steel tension / compression members. As can be seen from the table, when the axial stiffness EA of the energy-dissipating steel tension / compression member is 3, the combined seismic bending moment values ​​at the control sections of tower column 1 and foundation 3 can be reduced by approximately 20%.

[0056] Tower column base section 1.000 0.846 0.817 0.792 0.771 0.752 Crossbeam bottom tower column section 1.000 0.725 0.696 0.679 0.670 0.665 Foundation bottom section 1.000 0.869 0.848 0.830 0.815 0.803

[0057] The design method for the transverse seismic-resistant structure of the bridge tower of a long-span cable-stayed bridge, using the aforementioned transverse seismic-resistant structure for the bridge tower, includes the following steps:

[0058] Step S1: Based on the overall bridge layout, technical standards, and basic parameters such as wind resistance and earthquake resistance, the cross-sectional dimensions and material parameters of tower column 1, crossbeam 2, pier cap 3, and tie beam 4 are initially selected;

[0059] Step S2: Establish a finite element calculation model for bridge seismic resistance, use truss elements to simulate the energy-dissipating steel tension-compression member 5, assign different axial tension-compression stiffnesses EA to the truss elements, perform parameter analysis on different axial tension-compression stiffnesses EA, calculate the seismic combined bending moment values ​​at the control sections of the tower column 1 and the pier cap 3 corresponding to different axial tension-compression stiffnesses EA, obtain the law of change of the seismic combined bending moment value at the control section with the axial tension-compression stiffness EA of the energy-dissipating steel tension-compression member 5, and preliminarily determine the reasonable range of the axial tension-compression stiffness EA of the energy-dissipating steel tension-compression member 5;

[0060] Step S3: Based on the reasonable range of the axial tensile and compressive stiffness EA of the energy-dissipating steel tension and compression rod 5, select the structure and dimensions of the energy-dissipating steel tension and compression rod 5;

[0061] Step S4: Using the selected energy-dissipating steel tension-compression rod 5 structure and dimensions, update the bridge seismic finite element calculation model, perform nonlinear seismic analysis, and obtain the combined seismic bending moment and axial force values ​​at the control sections of tower column 1, crossbeam 2, and abutment 3. Based on the bending moment and axial force values, adjust the dimensions of tower column 1, crossbeam 2, abutment 3, tie beam 4, and energy-dissipating steel tension-compression rod 5 to ensure that the bridge tower is within the elastic working range.

[0062] Furthermore, the energy-dissipating steel tension / compression rod 5 includes at least two steel webs 501, and adjacent steel webs 501 are connected by at least two partitions 502. Multiple perforations 503 are provided on each partition 502 along its length, and the perforations 503 are located in the middle of the partition 502. The portion between adjacent perforations 503 on the partition 502 is an energy-dissipating portion 504.

[0063] In step S3, based on the structural and construction requirements, and combined with the reasonable range of the axial tensile and compressive stiffness EA of the energy-dissipating steel tension-compression rod 5 obtained in step S2, the width B and the number n of the steel web 501 are selected; based on the reasonable range of the axial tensile and compressive stiffness EA of the energy-dissipating steel tension-compression rod 5 determined in step S2, according to the principle of EA≈nEA0 and A0=Bt, the thickness t and material of the steel web 501 are determined; based on the thickness t, width B, and material of the steel web 501, and according to the relevant provisions of the design code regarding the local stability of the compressed steel plate, the number, spacing, and thickness of the partition 502 are determined.

[0064] Furthermore, using the finite element analysis method, based on the initially proposed shape of the hollow part 503 on the partition 502 and the spacing of the hollow part 503 along the length direction of the energy-dissipating steel tension and compression rod, the overall stress-deformation curve of the energy-dissipating steel tension and compression rod 5 is analyzed and obtained. Then, it is added to the full bridge seismic model for nonlinear seismic analysis. Based on the analysis results, the optimized shape of the hollow part 503 and the spacing of the hollow part 503 along the length direction of the energy-dissipating steel tension and compression rod are selected.

[0065] The embodiments described herein are preferred embodiments of the present invention and are not intended to limit the scope of protection of the present invention. Therefore, all equivalent changes made in accordance with the structure, shape, and principle of the present invention should be covered within the scope of protection of the present invention.

Claims

1. Design method of transverse seismic structure of bridge tower of long-span cable-stayed bridge, including two tower columns (1) set opposite each other, the two tower columns (1) are connected by a crossbeam (2), the bottom of the tower column (1) is provided with a pile cap (3), and the two pile caps (3) are connected by a tie beam (4); Its features are, An energy-dissipating steel tension / compression rod (5) is inclinedly provided on the lower side of the crossbeam (2) and / or the upper side of the tie beam (4), and the energy-dissipating steel tension / compression rod (5) is connected to the two tower columns (1) respectively; including the following steps: Step S1: Based on the overall layout of the bridge, technical standards, and basic parameters such as wind resistance and earthquake resistance, the cross-sectional dimensions and material parameters of the tower column (1), crossbeam (2), pier cap (3), and tie beam (4) are initially selected; Step S2: Establish a bridge seismic finite element calculation model, use truss elements to simulate energy-dissipating steel tension-compression rods (5), assign different axial tension-compression stiffnesses EA to the truss elements, perform parameter analysis on different axial tension-compression stiffnesses EA, calculate the seismic combined bending moment values ​​at the control sections of the tower column (1) and the pier cap (3) corresponding to different axial tension-compression stiffnesses EA, obtain the law of the change of the seismic combined bending moment value at the control section with the axial tension-compression stiffness EA of the energy-dissipating steel tension-compression rods (5), and preliminarily determine the reasonable range of the axial tension-compression stiffness EA of the energy-dissipating steel tension-compression rods (5); Step S3: Based on the reasonable range of the axial tensile and compressive stiffness EA of the energy-dissipating steel tension and compression rod (5), select the structure and size of the energy-dissipating steel tension and compression rod (5); Step S4: Using the selected energy-dissipating steel tension-compression rod (5) structure and dimensions, update the bridge seismic finite element calculation model, perform nonlinear seismic analysis, and obtain the combined seismic bending moment and axial force values ​​at the control sections of the tower column (1), crossbeam (2), and abutment (3). Adjust the dimensions of the tower column (1), crossbeam (2), abutment (3), tie beam (4), and energy-dissipating steel tension-compression rod (5) according to the bending moment and axial force values ​​to ensure that the bridge tower is within the elastic working range.

2. The design method for the transverse seismic-resistant structure of the bridge tower of a long-span cable-stayed bridge as described in claim 1, characterized in that, The energy-consuming steel tension rod (5) includes at least two steel webs (501), and two adjacent steel webs (501) are connected by at least two partitions (502). The partitions (502) are provided with hollow parts (503), and the hollow parts (503) are located in the middle of the partitions (502). The part between adjacent hollow parts (503) on the partitions (502) is the energy-consuming part (504).

3. The design method for the transverse seismic-resistant structure of the bridge tower of a long-span cable-stayed bridge as described in claim 2, characterized in that, The hollowed-out part (503) is wide in the middle, narrow at both ends, and has no sharp corners.

4. The design method for the transverse seismic-resistant structure of the bridge tower of a long-span cable-stayed bridge as described in claim 3, characterized in that, Multiple perforated portions (503) on the partition (502) are continuously arranged along the length of the partition (502).

5. The design method for the transverse seismic-resistant structure of the bridge tower of a long-span cable-stayed bridge as described in claim 2, characterized in that, Embedded parts (6) are provided on the lower side of the crossbeam (2), the upper side of the tie beam (4), and the outer side of the tower column (1). The ends of the embedded parts (6) and the two ends of the steel web (501) are provided with matching bolt holes. The steel web (501) and the embedded parts (6) are connected by high-strength bolts and splicing plates.

6. The design method for the transverse seismic-resistant structure of the bridge tower of a long-span cable-stayed bridge as described in claim 2, characterized in that, The steel web (501) is set in the vertical plane formed by the tower column (1), the crossbeam (2) and the tie beam (4), and the partition plate (502) is perpendicular to the vertical plane and corresponds to one end of each crossbeam (2) or tie beam (4).

7. The design method for the transverse seismic-resistant structure of the bridge tower of a long-span cable-stayed bridge as described in claim 1, characterized in that, The energy-dissipating steel tension rod (5) includes at least two steel webs (501), and two adjacent steel webs (501) are connected by at least two partitions (502). The partitions (502) have a plurality of hollow parts (503) along their length direction, and the hollow parts (503) are located in the middle of the partitions (502). The part between adjacent hollow parts (503) on the partitions (502) is an energy-dissipating part (504). In step S3, based on the structural and construction requirements, and combined with the reasonable range of the axial tensile and compressive stiffness EA of the energy-dissipating steel tension-compression rod (5) obtained in step S2, the width B and the number n of the steel web (501) are selected; based on the reasonable range of the axial tensile and compressive stiffness EA of the energy-dissipating steel tension-compression rod (5) determined in step S2, the thickness t and material of the steel web (501) are determined according to the principle of EA≈nEA0 and A0=Bt; based on the thickness t, width B and material of the steel web (501), the number, spacing and thickness of the partition (502) are determined according to the relevant provisions of the design specifications on the local stability of the compressed steel plate.

8. The design method for the transverse seismic-resistant structure of the bridge tower of a long-span cable-stayed bridge as described in claim 1, characterized in that, Using the finite element analysis method, based on the shape of the hollow part (503) on the partition plate (502) and the spacing of the hollow part (503) along the length of the energy dissipation steel tension and compression rod, the overall stress-deformation curve of the energy dissipation steel tension and compression rod (5) is obtained. Then, it is added to the whole bridge seismic model for nonlinear seismic analysis. Based on the analysis results, the optimized shape of the hollow part (503) and the spacing of the hollow part (503) along the length of the energy dissipation steel tension and compression rod are selected.

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