Swivel cable-stayed bridge tower beam pier consolidation structure

Abstract

The invention relates to the technical field of consolidation structures, in particular to a tower beam pier consolidation structure of a swivel cable-stayed bridge, a tower beam pier consolidation area comprises a partition plate, a stiffening plate, a shear nail, a prestress pull rod set and consolidation concrete, the tower beam pier consolidation area is consolidated with a cable bent tower, a pier and a main beam at the same time, the cable bent tower penetrates through the main beam from top to bottom, and the pier penetrates through the main beam. Concrete in the tower beam pier consolidation area, tower column concrete of the cable bent tower and bridge pier concrete are poured into a whole together, it is guaranteed that steel and concrete in the tower beam pier consolidation area are stressed and deformed together, and the problems that a traditional tower beam pier consolidation structure is weak in bonding performance and insufficient in torsional shear resistance are solved.

Description

Technical Field

[0001] The present invention relates to the technical field of consolidation structures, and particularly relates to a consolidation structure for the tower, beam and pier of a swing-cable-stayed bridge. Background Art

[0002] In recent years, with the rapid development of railway and highway transportation in China, higher and higher requirements have been put forward for the mechanical properties of bridges on the line. Especially when building bridges across railways in densely populated urban areas, in order to ensure the operation safety during bridge construction, swing construction of bridges is required. When restricted by the urban road network, in order to meet the requirements of crossing multiple tracks, swing-cable-stayed bridges are favored because of their strong spanning ability.

[0003] The characteristics of the consolidation system of the tower, beam and pier of a swing-cable-stayed bridge are that the cable tower, main beam and pier are connected simultaneously. The cable tower is consolidated with the main beam and supported on the pier, and the pier then transfers the load to the bearing platform pile foundation through the swing spherical hinge. The consolidation area of the tower, beam and pier is a key part of the bridge structure, which not only affects the mechanical properties of the bridge, but also is an important link to ensure construction safety and efficiency:

[0004] The cable towers and piers of cable-stayed bridges are usually made of concrete structures, while the main beam usually adopts a steel structure due to the requirements of large span and weight reduction. Therefore, a steel-concrete composite section needs to be set in the consolidation area of the tower, beam and pier. Compared with general cable-stayed bridges, the swing-cable-stayed bridge is a double-cantilever structure supported by a single spherical hinge during the swing process, and the stress state of the consolidation area of the tower, beam and pier is more complex. The stress of the roots of the pier tower and the main beam increases under the torsional action, and stress concentration may occur in local areas such as chamfers. Traditional consolidation structures for the tower, beam and pier have problems such as weak bonding performance, insufficient torsional and shear resistance, and easy cracking of concrete, which cannot guarantee construction safety and quality. Therefore, a consolidation structure for the tower, beam and pier of a swing-cable-stayed bridge is proposed. Summary of the Invention

[0005] In order to solve the technical problems existing in the above-mentioned prior art, the present invention provides a consolidation structure for the tower, beam and pier of a swing-cable-stayed bridge.

[0006] In order to solve the above technical problems, the present invention provides the following technical solution: A consolidation structure for the tower, beam and pier of a swing-cable-stayed bridge, comprising a cable tower, a pier and a main beam;

[0007] The main beam is erected on the top of the pier. Connecting chambers are provided on both sides of the main beam. The cable tower passes through the connecting chamber in the main beam from top to bottom and contacts the pier. A consolidation area for the tower, beam and pier is formed in the connecting chamber of the main beam, and the consolidation area consolidates the cable tower, the pier and the main beam.

[0008] Preferably, the cable tower adopts a box-shaped section. A stiffening skeleton composed of welded steel plates and sections is arranged in the tower column. An upper cross beam for improving the structural strength is arranged on the upper part of the cable tower, and the upper cross beam is selected in a steel box configuration.

[0009] Preferably, the pier is a rectangular reinforced concrete pier, which is placed on the bearing platform group. The bearing platform group includes an upper bearing platform, a rotating ball hinge, and a lower bearing platform. The upper bearing platform, the rotating ball hinge, and the lower bearing platform are stacked in sequence. The pier is placed on the surface of the upper bearing platform. The pier can rotate relative to the lower bearing platform through the cooperation of the upper bearing platform and the rotating ball hinge. A pile foundation for bearing pressure is provided at the bottom of the lower bearing platform.

[0010] Preferably, the main beam is a steel box girder structure and adopts a longitudinal and transverse beam system. In the transverse direction of the bridge, the main beam includes main longitudinal beams and minor longitudinal beams. The main longitudinal beams adopt a single-box three-room configuration, with the middle box room being a steel anchor box, and the minor longitudinal beams adopt an I-shaped cross-section.

[0011] The main beam is provided with diaphragms at certain intervals in the longitudinal direction of the bridge. Cross beams are provided at the positions corresponding to the diaphragms of the main longitudinal beams in the longitudinal direction of the bridge. Transverse stiffeners are provided in the compression zone of the cross beams, and vertical stiffeners are provided at certain intervals. Plate ribs are provided on the bottom plate of the cross beams.

[0012] Preferably, the tower-beam-pier consolidation zone includes a partition, stiffening plates, shear studs, a group of prestressed tie rods, and consolidation concrete. The partition is arranged in the connection chamber of the main beam. Several groups of stiffening plates are arranged equidistantly inside the partition. A number of groups of shear studs are welded on the inner wall surface of the partition and the outer surface of the stiffening plates. The group of prestressed tie rods is inserted through the upper part inside the partition. The consolidation concrete is cast and formed inside the partition.

[0013] Preferably, a number of perforations are provided at the root of the stiffening plates. The perforations are for the reinforcement of the tower-beam-pier consolidation zone to pass through. The number and spacing of the perforations are consistent with the number and spacing of the reinforcements. A number of reserved through holes are provided at the top of the stiffening plates.

[0014] Preferably, the group of prestressed tie rods consists of long and short tie rods. The long prestressed tie rods pass through the reserved holes on the partition, the through holes at the top of the stiffening plates, and the main beam, and are anchored on the diaphragms of adjacent beam segments of the main beam.

[0015] Preferably, the consolidation concrete adopts C50 compensated shrinkage concrete.

[0016] The design method of the tower-beam-pier consolidation structure of a rotating cable-stayed bridge includes the following steps:

[0017] Step S1, establish a refined finite element model of the main beam, tower column, and pier in the tower-beam-pier consolidation zone. The model range satisfies: the modeling length of the main beam is taken as ≥2 times the height of the main beam section outside the consolidation zone, the modeling length of the tower column is taken as ≥2 times the width of the tower column section outside the consolidation zone, the pier is modeled with a complete structure, the finite element model adopts a hybrid modeling of solid-shell elements, and contact elements are set at the steel-concrete interface and the friction coefficient μ = 0.6 - 0.8 is defined;

[0018] Step S2: Apply the boundary conditions and load combinations under the swivel construction condition, where the load combinations include the dynamic torsional load and shear load generated during the swivel process;

[0019] Step S3: Conduct finite element calculations for multiple conditions, and extract the stress distribution data of each component under the most unfavorable condition. The stress distribution data includes: the maximum principal tensile stress and crack width of concrete components, the maximum Von Mises stress of steel components, the shear force value of stud connectors, and the overall and local stability coefficients of the structure;

[0020] Step S4: Perform stress compliance determination. For the concrete components in the consolidation area of the tower, beam, and pier:

[0021] When it is a crack-free control area, determine that σct ≤ 0.7ftk and the crack width is 0;

[0022] When it is an allowable crack area, determine that σct ≤ ftk and the maximum crack width ≤ 0.2 mm;

[0023] For steel components, determine that σct ≤ 0.8fy;

[0024] For stud connectors, determine that τbolt ≤ 0.6Nv;

[0025] Step S5: Implement iterative optimization for the over-limit area. The specific measures include:

[0026] Gradually transition the geometric shape of the steel-concrete interface in the stress concentration area, dynamically adjust the topological arrangement of stiffeners, and reconstruct the spatial array of shear studs according to n ≥ V / N, where V is the interface shear force in the shear span area and N is the shear resistance design value of a single stud;

[0027] Implant a two-way prestressing system: The two-way prestressing system includes longitudinal prestressing tendons and transverse prestressing tendons. The longitudinal prestressing tendons are arranged on the top and bottom plates of the main beam, and the transverse prestressing tendons are arranged circumferentially along the diaphragms. The longitudinal prestress can offset the negative bending moment of the main beam, and the transverse prestress can control transverse cracks. The applied values of the two-way prestressing system satisfy that the longitudinal prestress resultant force ≥ 1.2 times the cracking moment of the concrete in the negative bending moment area of the main beam, and the transverse prestress generates a normal interface pressure ≥ 2 MPa;

[0028] Step S6: Repeat S3 - S5 until all indicators meet the requirements of the special specifications for swivel bridges.

[0029] Preferably, in step S5, the shear stud arrangement adopts a gradually increasing and densifying strategy: Set the stud spacing ≤ 150 mm in the area of sudden change in the curvature of the steel-concrete interface, and the stud spacing ≤ 300 mm in the smooth area, and the number of studs per unit width in any cross-section n ≥ 4V / (πd 2 N_v), where d is the diameter of the stud bar.

[0030] The beneficial effects of the present invention compared with the prior art are as follows:

[0031] 1. The present invention provides a tower-beam-pier consolidation area, which includes partition plates, stiffening plates, shear studs, prestressed tie rod groups and consolidation concrete. The tower-beam-pier consolidation area is simultaneously consolidated with the cable tower, the bridge pier and the main beam. The cable tower passes through the main beam from top to bottom. The concrete in the tower-beam-pier consolidation area is poured integrally with the concrete of the cable tower column and the bridge pier concrete, ensuring the combined stress and deformation of steel and concrete in the tower-beam-pier consolidation area, and solving the problems of weak bonding performance and insufficient torsional and shear resistance in the traditional tower-beam-pier consolidation structure;

[0032] 2. In the present invention, the consolidation concrete adopts C50 shrinkage-compensating concrete, which can generate a certain volume expansion during the hardening process, can generate a pre-compressive stress of 0.2 - 0.7 MPa, avoids the cracking and deformation of the concrete, offsets or partially offsets the shrinkage tensile stress of the concrete, and maintains the volume stability of the concrete. BRIEF DESCRIPTION OF THE DRAWINGS

[0033] Figure 1 is a front view sectional structure schematic diagram of the present invention;

[0034] Figure 2 is a front view sectional structure schematic diagram of the tower-beam-pier consolidation area of the present invention;

[0035] Figure 3 is a top view sectional structure schematic diagram of the tower-beam-pier consolidation area of the present invention;

[0036] Figure 4 is a schematic diagram of the prestressed tie rod arrangement of the present invention.

[0037] The numbers in the figures represent:

[0038] 1. Cable tower; 11. Upper cross beam; 2. Bridge pier; 3. Main beam; 4. Tower-beam-pier consolidation area; 41. Partition plate; 42. Stiffening plate; 43. Shear stud; 44. Prestressed tie rod; 45. Consolidation concrete; 5. Upper bearing platform; 6. Rotating ball hinge; 7. Lower bearing platform; 8. Pile foundation. DETAILED DESCRIPTION OF THE EMBODIMENTS

[0039] The following further elaborates the present invention in combination with the drawings and embodiments on the above and other technical features and advantages of the present invention. However, the following embodiments are only the preferred embodiments of the present invention, not all of them.

[0040] Embodiment:

[0041] As Figure 1 - Figure 4 shown, the present invention provides a rotating cable-stayed bridge tower-beam-pier consolidation structure, including a cable tower 1, a bridge pier 2 and a main beam 3;

[0042] The main beam 3 is erected on top of the bridge pier 2. Connecting chambers are provided on both sides of the main beam 3. The cable tower 1 passes through the connecting chamber inside the main beam 3 from top to bottom and contacts the bridge pier 2. A tower-beam-pier consolidation area 4 is formed in the connecting chamber of the main beam 3. The tower-beam-pier consolidation area 4 consolidates the cable tower 1, the bridge pier 2 and the main beam 3. The consolidation concrete 45 in the tower-beam-pier consolidation area 4 is poured and connected together with the cable tower column concrete forming the cable tower 1 and the bridge pier concrete forming the bridge pier 2. The central part of the bridge pier 2 does not form a consolidation area with the main beam 3, which can reduce the stiffness of the tower-beam-pier consolidation area 4 and make the stress state clearer.

[0043] The cable tower 1 adopts a box-shaped section. A stiffening skeleton composed of welded steel plates and steel sections is arranged in the tower column. An upper cross beam 11 for improving the structural strength is arranged at the upper part of the cable tower 1. The upper cross beam 11 is selected in the configuration of a steel box. Under the connection of the upper cross beam 11, sufficient structural strength can be maintained between the two groups of cable towers 1.

[0044] The bridge pier 2 is a rectangular reinforced concrete bridge pier. The bridge pier 2 is placed on the bearing platform group. The bearing platform group includes an upper bearing platform 5, a rotating ball hinge 6 and a lower bearing platform 7. The upper bearing platform 5, the rotating ball hinge 6 and the lower bearing platform 7 are stacked in sequence. The bridge pier 2 is placed on the surface of the upper bearing platform 5. The bridge pier 2 can rotate relative to the lower bearing platform 7 through the cooperation of the upper bearing platform 5 and the rotating ball hinge 6. A pile foundation 8 for bearing pressure is arranged at the bottom of the lower bearing platform 7. The pile foundation 8 is used to provide sufficient vertical support. The lower bearing platform 7 serves as the rotating support of the upper bearing platform 5. Under the support of the lower bearing platform 7, the upper bearing platform 5 can rotate relying on the rotating ball hinge 6. The cable tower 1, the bridge pier 2, the main beam 3 and the tower-beam-pier consolidation area 4 arranged on the surface of the upper bearing platform 5 can rotate relying on the upper bearing platform 5.

[0045] The main beam 3 is of a steel box girder structure and adopts a longitudinal and transverse beam system. The main beam 3 includes several main longitudinal beams and 1 small longitudinal beam in the transverse direction of the bridge. The main longitudinal beam adopts a single-box three-chamber configuration. The middle chamber is a steel anchor box, and its stiffening ribs adopt open ribs. The small longitudinal beam adopts an I-shaped cross-section. The main beam 3 is provided with diaphragms at certain intervals in the longitudinal direction of the bridge. Cross beams are arranged at the positions corresponding to the diaphragms of the main longitudinal beams in the longitudinal direction of the bridge. Transverse stiffening ribs are arranged in the compression zone of the cross beam, and vertical stiffening ribs are arranged at certain intervals at the same time. Plate ribs are arranged at the bottom plate of the cross beam.

[0046] The tower-beam-pier consolidation area 4 includes a partition 41, a stiffening plate 42, shear studs 43, a group of prestressed tie rods 44 and consolidation concrete 45;

[0047] The partition plate 41 is arranged in the connection chamber of the main beam 3. A number of groups of stiffening plates 42 are arranged at equal intervals inside the partition plate 41. The stiffening plates 42 are made of Q345C steel. A stiffening plate 42 is arranged at a certain interval on the inner wall of the partition plate 41. The stiffening plate 42 is welded to the partition plate 41. The stiffening plate 42 is used to prevent the partition plate 41 from locally buckling under bending compressive stress, increase the resistance of the partition plate 41, and at the same time increase the contact area between the steel structure and the concrete in the consolidation area;

[0048] A number of perforations are arranged at the root of the stiffening plate 42. The perforations are used for the reinforcement of the tower-beam-pier consolidation area 4 to pass through. The number and spacing of the perforations are consistent with the number and spacing of the reinforcements. A number of reserved holes are arranged at the top of the stiffening plate 42;

[0049] A number of groups of shear studs 43 are welded to the inner wall surface of the partition plate 41 and the outer surface of the stiffening plate 42. The shear studs 43 are φ22 cylinder head weld studs with a length of 200 mm. The shear studs 43 can ensure the coordinated work of the steel-concrete composite structure in the tower-beam-pier consolidation area 4, transfer the interface shear force, and limit the interface slip. The shear studs 43 at the stiffening plate 42 further increase the contact area with the consolidation area concrete, ensuring the common stress and deformation of the steel and concrete in the tower-beam-pier consolidation area 4;

[0050] The prestressed tie rod group 44 is arranged vertically inside the upper part of the partition plate 41. The consolidated concrete 45 is cast and formed inside the partition plate 41.

[0051] As Figure 4 shown, the prestressed tie rod group 44 is composed of long and short tie rods. The long prestressed tie rod passes through the reserved hole on the partition plate 41, the through hole at the top of the stiffening plate 42 and the main beam 3. The long prestressed tie rod is anchored on the diaphragm plate of the adjacent beam section of the main beam 3. The prestressed tie rod group 44 applies prestress in the tower-beam-pier consolidation area 4, making the contact surface between the steel and the concrete more closely combined, and improving the stress condition of the tower-beam-pier consolidation area 4.

[0052] The consolidated concrete 45 is C50 compensated shrinkage concrete. The C50 compensated shrinkage concrete can generate a certain volume expansion during the hardening process, can generate a precompressive stress of 0.2 - 0.7 MPa, avoids the cracking and deformation of the concrete, offsets or partially offsets the shrinkage tensile stress of the concrete, and maintains the volume stability of the concrete.

[0053] During consolidation, calculate the arrangement quantity and arrangement specification of the shear studs in the tower-beam-pier consolidation area. First, establish a refined finite element model of the main beam, tower column and pier in the tower-beam-pier consolidation area. The model range meets the following requirements: the modeling length of the main beam is taken as ≥2 times the main beam section height outside the consolidation area, the modeling length of the tower column is taken as ≥2 times the tower column section width outside the consolidation area, the pier is modeled with a complete structure, the finite element model uses a hybrid modeling of solid-shell elements, and a contact element is set at the steel-concrete interface and the friction coefficient μ = 0.6 - 0.8 is defined;

[0054] Apply the boundary conditions and load combinations under the construction condition of rotation. The load combination includes the dynamic torsional load and shear load generated during the rotation process;

[0055] Conduct finite element calculations for multiple working conditions, and extract the stress distribution data of each component under the most unfavorable working condition. The stress distribution data includes: the maximum principal tensile stress and crack width of concrete components, the maximum Von Mises stress of steel components, the shear force value of stud connectors, and the overall and local stability coefficients of the structure;

[0056] Execute the stress compliance determination. For the concrete components in the consolidation area of the tower, beam and pier:

[0057] When it is a crack-free control area, it is determined that σct ≤ 0.7ftk and the crack width is 0;

[0058] When it is an allowable crack area, it is determined that σct ≤ ftk and the maximum crack width ≤ 0.2mm;

[0059] For steel components, it is determined that σct ≤ 0.8fy;

[0060] For stud connectors, it is determined that τbolt ≤ 0.6Nv;

[0061] Implement iterative optimization for the over-limit area. Gradually transition the geometric shape of the steel-concrete interface in the stress concentration area, dynamically adjust the topological arrangement of the stiffeners, and reconstruct the spatial array of shear studs according to n ≥ V / N, where V is the shear force at the interface in the shear span area and N is the shear resistance design value of a single stud. The shear studs are arranged using a gradually increasing and densifying strategy: the stud spacing ≤ 150mm is set in the area with sudden change of the curvature of the steel-concrete interface, and the stud spacing ≤ 300mm in the smooth area, and the number of studs per unit width n ≥ 4V / (πd 2 N_v), where d is the diameter of the stud bar;

[0062] Implant a two-way prestressing system: The two-way prestressing system includes longitudinal prestressing tendons and transverse prestressing tendons. The longitudinal prestressing tendons are arranged on the top and bottom plates of the main beam, and the transverse prestressing tendons are arranged circumferentially along the diaphragm. The longitudinal prestress can offset the negative moment of the main beam, and the transverse prestress can control the transverse cracks. The applied values of the two-way prestressing system satisfy that the longitudinal prestress resultant force ≥ 1.2 times the cracking moment of the concrete in the negative moment area of the main beam, and the transverse prestress generates a normal interface pressure ≥ 2MPa;

[0063] Repeat the above operations until all indicators meet the requirements of the special specifications for rotating bridges.

[0064] The above is only a preferred embodiment of the present invention, which is illustrative rather than restrictive to the present invention. Those skilled in the art understand that many changes, modifications, and even equivalents can be made within the spirit and scope defined by the claims of the present invention, but all will fall within the protection scope of the present invention.

Claims

1. A tower-beam-pier consolidation structure of a rotating cable-stayed bridge, characterized in that: It includes a cable tower, a pier and a main beam, wherein the main beam is erected on the top of the pier, and connecting chambers are opened on both sides of the main beam. The cable tower passes through the connecting chamber in the main beam from top to bottom and contacts the pier. A tower-beam-pier consolidation area is formed in the connecting chamber of the main beam, and the tower-beam-pier consolidation area consolidates the cable tower, the pier and the main beam.

2. A tower-beam-pier consolidation structure of a rotating cable-stayed bridge according to claim 1, characterized in that: The cable tower adopts a box-shaped section, and a rigid frame composed of welded steel plates and steel sections is arranged in the tower column. An upper crossbeam for improving the structural strength is arranged on the upper part of the cable tower, and the upper crossbeam adopts a steel box structure.

3. A tower-beam-pier consolidation structure of a rotating cable-stayed bridge as claimed in claim 2, characterized in that: The bridge pier is a rectangular reinforced concrete pier, which is placed on a cap group. The cap group includes an upper cap, a swivel ball joint and a lower cap. The upper cap, swivel ball joint and lower cap are stacked in sequence. The bridge pier is placed on the surface of the upper cap. The pier can be rotated relative to the lower cap by the cooperation of the upper cap and the swivel ball joint. A pile foundation for bearing pressure is provided at the bottom of the lower cap.

4. The tower-beam-pier consolidation structure of a rotating cable-stayed bridge according to claim 2, characterized in that: The main beam is a steel box beam structure, adopting a longitudinal and transverse beam system. The main beam includes a plurality of main longitudinal beams and a plurality of small longitudinal beams in the transverse direction of the bridge. The main longitudinal beam adopts a single-box three-chamber configuration, the middle box chamber is a steel anchor box, and the small longitudinal beam adopts an I-shaped section; The main beam is provided with transverse diaphragms at certain intervals along the bridge direction, and transverse beams are provided at positions corresponding to the transverse diaphragms of the main longitudinal beams along the bridge direction. Transverse stiffening ribs are provided in the compression zone of the transverse beams, and vertical stiffening ribs are provided at certain intervals, and plate ribs are provided on the bottom plate of the transverse beams.

5. A tower-beam-pier consolidation structure of a rotating cable-stayed bridge as claimed in claim 4, characterized in that: The tower beam pier consolidation area includes a partition, a stiffening plate, a shear nail, a prestressed tie rod group and consolidation concrete. The partition is arranged in the connecting chamber of the main beam, and several groups of stiffening plates are arranged at equal intervals inside the partition. Several groups of shear nails are welded to the inner wall surface of the partition and the outer surface of the stiffening plate. The prestressed tie rod group is interspersed and arranged on the upper part of the interior of the partition, and the consolidation concrete is cast and formed in the partition.

6. A tower-beam-pier consolidation structure of a rotating cable-stayed bridge as claimed in claim 5, characterized in that: A plurality of through holes are arranged at the root of the stiffening plate, and the through holes are used for inserting steel bars in the consolidation zone of the tower beam pier. The number and spacing of the through holes are consistent with the number and spacing of the steel bars. A plurality of reserved through holes are arranged at the top of the stiffening plate.

7. The tower-beam-pier consolidation structure of a rotating cable-stayed bridge according to claim 5, characterized in that: The prestressed tie rod group consists of two types of tie rods, long and short. The long prestressed tie rod passes through the reserved holes on the partition, the top holes of the stiffening plate and the main beam, and the long prestressed tie rod is anchored on the transverse partition of the adjacent beam section of the main beam.

8. The tower-beam-pier consolidation structure of a rotating cable-stayed bridge according to claim 5, characterized in that: The consolidation concrete adopts C50 shrinkage compensating concrete.

9. A design method for the tower, beam and pier consolidation structure of a rotary cable-stayed bridge according to any one of claims 1 to 7, characterized in that: The following steps are involved: Step S1, establishing a refined finite element model of the main beam, tower column and bridge pier in the tower-beam-pier consolidation zone, the model range meets the following requirements: the modeling length of the main beam is taken outside the consolidation zone ≥ 2 times the cross-section height of the main beam, the modeling length of the tower column is taken outside the consolidation zone ≥ 2 times the cross-section width of the tower column, the bridge pier adopts a complete structure modeling, the finite element model adopts a mixed modeling of solid-shell elements, and a contact element is set at the steel-concrete interface and the friction coefficient μ is defined as 0.6-0.8; Step S2, applying boundary conditions and load combinations under rotation construction conditions, wherein the load combination includes dynamic torsion loads and shear loads generated during the rotation process; Step S3, performing multi-condition finite element calculation to extract stress distribution data of each component under the most unfavorable condition, the stress distribution data including: maximum principal tensile stress and crack width of concrete components, maximum Von Mises stress of steel components, shear force value of bolt connectors, and overall and local stability coefficients of the structure; Step S4, perform stress compliance determination, for the concrete components in the tower beam pier consolidation area: When it is a crack-free control area, it is determined that σct≤0.7ftk and the crack width is 0; When it is a permissible crack zone, it is determined that σct≤ftk and the maximum crack width is ≤0.2mm; Steel component determination: σct≤0.8fy; Bolt connection parts are determined as τbolt≤0.6Nv; Step S5, iterative optimization is performed on the over-limit area, and specific measures include: In the stress concentration area, the geometric shape of the steel-concrete interface is gradually changed, the topological arrangement of the stiffening ribs is dynamically adjusted, and the shear nail spatial array is reconstructed according to n≥V / N, where V is the shear force of the shear span interface and N is the shear design value of a single nail. Implantation of bidirectional prestressing system: The bidirectional prestressing system includes longitudinal prestressing tendons and transverse prestressing tendons. The longitudinal prestressing tendons are arranged on the top and bottom plates of the main beam, and the transverse prestressing tendons are arranged along the diaphragm in a circular direction. The longitudinal prestressing can offset the negative bending moment of the main beam, and the transverse prestressing can control the transverse cracks. The applied value of the bidirectional prestressing system meets the requirements that the longitudinal prestressing resultant force is ≥ 1.2 times the concrete cracking bending moment in the negative bending moment area of ​​the main beam, and the transverse prestressing generates an interface normal pressure of ≥ 2MPa; Step S6, repeat S3-S5 until all indicators meet the requirements of the special specifications for rotating bridges.

10. The design method of the tower-beam-pier consolidation structure of a rotating cable-stayed bridge as claimed in claim 9, characterized in that: The following steps are involved: In step S5, the shear nail arrangement adopts a gradual encryption strategy: the nail spacing is set to ≤150mm in the area with sudden change of curvature of the steel-concrete interface, and the nail spacing is set to ≤300mm in the smooth area, and the number of nails per unit width of any section is n≥4V / (πd 2 N_v), where d is the diameter of the nail rod.

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