Unilaterally sliding flexible air corridor structure and design method thereof

Abstract

The application discloses a unilateral sliding flexible air corridor structure and a design method thereof. The structure comprises an air corridor structure, a first tower structure and a second tower structure. The first tower structure is symmetrically provided with at least two groups of first corbels on one side of the air corridor structure. The second tower structure is provided with second corbels corresponding to the first corbels on one side of the air corridor structure. One end of the air corridor structure is connected with the first corbels through a hinged support. The other end of the air corridor structure is connected with the second corbels through a sliding assembly. The sliding assembly comprises a sliding support and a limiting anti-falling device. The limiting anti-falling device is used for limiting the sliding displacement of the air corridor structure relative to the second tower structure in at least two directions in a horizontal plane, effectively reducing the seismic internal force coupling between the first tower structure and the corridor, and reducing the safety risk.

Description

Technical Field

[0001] This invention relates to the field of building engineering technology, specifically to a single-sided sliding flexible aerial corridor structure and its design method. Background Technology

[0002] With the rapid development of high-rise buildings in cities, sky bridges are often needed between towers of varying heights to meet the needs of passage and functional connectivity. Currently, the mainstream approach is to use rigid connections on both sides. However, due to significant differences in stiffness, mass, and dynamic characteristics between the towers, the connected structure is prone to significant internal force coupling and deformation incoordination under seismic loads. This leads to complex stresses at the tower and bridge joints, significantly increasing the difficulty of seismic design, as well as construction complexity and project costs. Although theoretically, a single-sided sliding flexible solution can be used to reduce structural mutual influence, current technology lacks a suitable single-sided sliding structural system and a complete design methodology. This makes flexible bridge solutions difficult to implement and cannot effectively solve the design, construction, and cost challenges associated with rigid connections.

[0003] Therefore, it is necessary to provide a single-sided sliding flexible aerial walkway structure and its design method to solve the problems mentioned in the background art. Summary of the Invention

[0004] To achieve the above objectives, the present invention provides the following technical solution: a single-sided sliding flexible aerial walkway structure construction and its design method, comprising: The structure includes an aerial walkway, a first tower structure, and a second tower structure. The first tower structure has at least two sets of first corbels symmetrically arranged on the side facing the aerial walkway structure, and the second tower structure has second corbels corresponding to the first corbels on the side facing the aerial walkway structure. One end of the aerial corridor structure is connected to the first corbel via a hinged support; The other end of the aerial walkway structure is connected to the second corbel via a sliding component; The sliding component includes a sliding support and a limiting and anti-fall device. The sliding support is disposed on the second corbel, and one end of the limiting and anti-fall device is installed on the aerial corridor structure, and the other end is installed on the side of the second corbel, for limiting the sliding displacement of the aerial corridor structure relative to the second tower structure in at least two directions in the horizontal plane.

[0005] Preferably, the limiting and anti-fall device includes a first-direction anti-fall component, a second-direction anti-fall component, and a third-direction anti-fall component, which are used to limit the displacement of the aerial corridor structure relative to the second tower structure in the first, second, and third directions in the horizontal plane, respectively.

[0006] Preferably, the first-direction fall-prevention component, the second-direction fall-prevention component, and the third-direction fall-prevention component each include: Beam-side connectors are fixedly connected to the bottom of the supporting beams of the aerial corridor structure; A cow leg side connector, which is fixedly connected to the second cow leg; and The flexible traction component has its two ends connected to the beam-side connector and the corbel-side connector, respectively, and is provided with several at intervals.

[0007] Preferably, when the sliding component does not undergo relative displacement, each of the flexible traction members is in a free state; when the aerial corridor structure displaces relative to the second tower structure, the flexible traction member corresponding to the direction of displacement is stretched into a taut state.

[0008] Preferably, the hinged support is a ball joint support, used to limit the translational displacement in three orthogonal directions between the aerial corridor structure and the first tower structure.

[0009] Preferably, the sliding support includes two polytetrafluoroethylene (PTFE) plates, which are respectively disposed on the top surface of the second corbel and the bottom of the aerial corridor structure, with their positions corresponding to each other to form a plate-plate sliding pair.

[0010] Preferably, the aerial corridor structure is a steel truss structure, and the first tower structure and the second tower structure are frame structures, frame-shear structures or frame-tube structures.

[0011] Preferably, the height of the first tower structure is lower than that of the second tower structure.

[0012] This application also provides a design method for a single-sided sliding flexible aerial walkway structure, including the following steps: S1: Establish and design an independent model 1-A of the aerial corridor structure; S2: Establish an independent model 2-B of the first tower structure; establish a model 2-B' of the first tower structure with additional connecting corridor support load; and establish a combined model 12-AB of the aerial connecting corridor structure and the first tower structure. Compare the natural vibration period and shear force of each floor of the three models under frequent earthquakes. When the difference is within the preset range, the support connection is determined to be reasonable. S3: The support is simulated using finite element analysis software. Constraints are applied to the hinged support to restrict the translational degrees of freedom in three directions, and constraints are applied to the sliding support to restrict the vertical degrees of freedom of the plane. S4: Establish an independent model 3-C of the second tower structure. Under frequent and rare earthquake conditions, verify the displacement of the sliding support. Calculate the maximum horizontal displacement of the independent models 2-B and 3-C, and the maximum horizontal displacement of the combined model 12-AB. When the displacement responses of the independent models 2-B, 3-C, and 12-AB at the connecting corridor level are basically similar, and the maximum floor displacement occurs at the top of the aerial connecting corridor structure, it is determined that the selection of the sliding support meets the design requirements. S5: Verify the displacement of the hinge end. Under the conditions of frequent earthquakes and rare earthquakes, calculate the maximum displacement in the horizontal direction of the independent model 1-A and the combined model 12-AB respectively, and determine the displacement of the hinge end. S6: Design the hinge support, and select a ball joint support that meets the requirements according to the preset requirements based on the combined model 12-AB; S7: Design the sliding bearing. Based on the vertical internal forces of the combined model 12-AB under rare earthquake action, verify the local pressure parameters of the sliding bearing to ensure that they meet the requirements. In accordance with the seismic fortification requirements, design the mechanical performance and displacement limiting capacity of the sliding end anti-fall device so that it can meet the displacement requirements under rare earthquake action. S8: Verify the reliability of the connection between the limiting anti-fall device and the main structure to ensure that the connection strength between the limiting anti-fall device and the aerial corridor structure and the second corbel meets the tensile requirements under rare earthquake action. S9: Based on the column base internal forces at the hinged and sliding ends of the combined model 12-AB, design the bearing capacity and structural dimensions of the first and second corbels to ensure structural safety under rare earthquakes.

[0013] Preferably, in step S2, the preset range is a difference of less than 5%.

[0014] Compared with the prior art, the present invention provides a single-sided sliding flexible aerial corridor structure construction and its design method, which has the following beneficial effects: In this invention, a flexible, one-sided connection structure with one hinged end and one sliding end, combined with a multi-directional limiting and anti-fall device, significantly reduces the interference of the connecting corridor on the seismic internal forces and dynamic characteristics of the high and low towers. This allows for the basic independent design of the towers and greatly reduces the difficulty of seismic design and construction complexity of the connected structure. The sliding end adopts a polytetrafluoroethylene plate sliding pair and a directional cable anti-fall structure, allowing free sliding during normal use and directional limiting during earthquakes, balancing user comfort and earthquake safety. The design method can directly guide modeling analysis, support selection, displacement calculation, and corbel design, improving design efficiency and reliability. Under the premise of ensuring structural safety, it effectively reduces the total project cost and promotes the flexible aerial corridor from theory to engineering application. Attached Figure Description

[0015] Figure 1 This is a schematic diagram of the anti-fall device structure in the free state of the present invention; Figure 2 This is a schematic diagram of the anti-fall device structure in the +X and -X directions under taut conditions according to the present invention; Figure 3 This is a schematic diagram of the anti-fall device structure in the Y-direction taut state of the present invention; Figure 4 This is a schematic diagram of the overall structural model of the aerial corridor and the first and second towers of the present invention; Figure 5 This is a schematic diagram of the independent model 1-A of the aerial corridor structure of the present invention; Figure 6 This is a schematic diagram of the combined model 12-AB structure of the present invention; Figure 7 This is a schematic diagram of the independent model 2-B of the first tower structure without connecting corridors in this invention; Figure 8 This is a schematic diagram of the load model 2-B' of the low-rise single tower with additional connecting corridor of the present invention; Figure 9 This is a schematic diagram of the independent model 3-C of the second tower structure without connecting corridors in this invention; In the diagram: 1. Sky bridge structure; 1-1. Steel frame beam; 1-2. Steel frame column; 1-3. Structural slab; 1-11. First tower side-X direction frame beam; 1-12. First tower side +X direction frame beam; 1-13. Second tower side-X direction frame beam; 1-14. Second tower side +X direction frame beam; 1-15. Y direction frame beam; 1-21. First tower side frame column; 1-22. Second tower side frame column; 2. First tower structure; 2-1. First frame beam; 2-2. First frame column; 2-3. First structural slab; 2 -4. First corbel; 3. Second tower structure; 3-1. Second frame beam; 3-2. Second frame column; 3-3. Second structural slab; 3-4. Second corbel; 4. Hinged support; 5. Sliding assembly; 5-1. PTFE plate; 5-2. First direction anti-fall assembly; 5-3. Second direction anti-fall assembly; 5-4. Third direction anti-fall assembly; 5-21. Bolts on the +X direction steel beam; 5-22. Steel plate on the +X direction steel beam; 5-23. Bolts on the +X direction corbel; 5-24. Steel plate on the +X direction corbel; 5-25. Flexible cable. Detailed Implementation

[0016] Please see Figure 1-9In this embodiment of the invention, a single-sided sliding flexible sky bridge structure is constructed, including: a sky bridge structure 1, a first tower structure 2, and a second tower structure 3. The first tower structure 2 is symmetrically provided with at least two sets of first brackets 2-4 on the side facing the sky bridge structure 1, and the second tower structure 3 is provided with second brackets 3-4 corresponding to the first brackets 2-4 on the side facing the sky bridge structure 1. The height of the first tower structure 2 is lower than that of the second tower structure 3.

[0017] The aerial corridor structure 1 is a steel truss structure, specifically including steel frame beams 1-1, steel frame columns 1-2, and structural slabs 1-3; wherein, the steel frame beams 1-1 are H-beams with a cross-sectional dimension of 700×700×20×48; the steel frame columns 1-2 are box-sections with a cross-sectional dimension of 700×700×30×30; and the structural slabs 1-3 are reinforced steel truss floor decks with a cross-sectional dimension of HB2-100.

[0018] The steel frame beams 1-1 and steel frame columns 1-2 are connected by welding or high-strength bolts to form a cuboid spatial steel truss system. Specifically, the steel frame columns 1-2 include first tower side frame columns 1-21 and second tower side frame columns 1-22; the steel frame beams 1-1 include: first tower side-X direction frame beam 1-11, first tower side +X direction frame beam 1-12, second tower side-X direction frame beam 1-13, second tower side +X direction frame beam 1-14, and Y direction frame beam 1-15, which are respectively fixedly connected to the corresponding steel frame columns 1-2 to form an H-shaped structure; the structural slab 1-3 is laid on the steel frame beams 1-1 and connected to the upper flange of the steel beams by studs to form a composite floor slab.

[0019] The first tower structure 2 and the second tower structure 3 are frame structures, frame-shear structures or frame-tube structures.

[0020] In this embodiment, the first tower structure 2 is a frame structure, including a first frame beam 2-1, a first frame column 2-2, a first structural plate 2-3, and a first corbel 2-4.

[0021] The first frame column 2-2 is a vertical load-bearing component, with several evenly distributed vertically along the perimeter of the tower, and its bottom is fixed to the foundation. The first frame beam 2-1 is horizontally arranged between adjacent first frame columns 2-2, and its two ends are rigidly connected to the first frame columns 2-2 through node plates to form a spatial frame. The first structural slab 2-3 is a steel truss floor deck with a cross-sectional dimension of HB2-100. It is laid on the first frame beam 2-1 and connected to the beam top embedded parts through steel bars to form a floor system. The first corbel 2-4 is integrally cast with concrete or welded with steel corbels to the first frame column 2-2. The dimensions of the first corbel 2-4 are b=1700mm, h=2000mm, and h1=1200mm.

[0022] The second tower structure 3 is a frame structure, including a second frame beam 3-1, a second frame column 3-2, a second structural slab 3-3, and a second corbel 3-4. The second frame column 3-2 is a vertical load-bearing member, with several evenly distributed vertically along the perimeter of the tower. The second frame beam 3-1 is horizontally positioned between adjacent second frame columns 3-2, with both ends fixedly connected to the second frame columns 3-2. The second structural slab 3-3 is a reinforced steel truss floor slab with a cross-sectional dimension of HB2-100; the second structural slab 3-3 is laid on top of the second frame beam 3-1. The second corbel 3-4 is located on the second frame column 3-2 on the side of the second tower structure 3 facing the sky bridge structure 1, corresponding to the first corbel 2-4, with the same dimensions and connection method.

[0023] One end of the aerial corridor structure 1 is connected to the first corbel 2-4 via a hinged support 4; the hinged support 4 is a ball joint support, used to limit the translational displacement of the aerial corridor structure 1 and the first tower structure 2 in three orthogonal directions.

[0024] The lower part of the hinged support 4 is anchored to the anchor bolts pre-embedded on the top surface of the first corbel 2-4, and the upper part is connected to the bottom flange plate of the first tower side frame column 1-21 of the aerial corridor structure 1 by high-strength bolts. The ball joint support is model LY-XQZ6400GD, with a vertical bearing capacity of 6400kN, a vertical tensile force of 1600kN, a maximum horizontal shear force of 6400kN, a support rotation angle of 0.02rad, and a friction coefficient ≤0.03. This ball joint support can limit the translational displacement between the aerial corridor structure 1 and the first tower structure 2 in the three orthogonal directions of X, Y, and Z, but allows relative rotation.

[0025] The other end of the aerial walkway structure 1 is connected to the second corbel 3-4 via a sliding assembly 5. The sliding assembly 5 includes a sliding support and a limiting and anti-fall device. The sliding support is disposed on the second corbel 3-4, and one end of the limiting and anti-fall device is installed on the aerial walkway structure 1, while the other end is installed on the side of the second corbel 3-4. The limiting and anti-fall device is used to limit the sliding displacement of the aerial walkway structure 1 relative to the second tower structure 3 in at least two directions in the horizontal plane. The sliding support includes two polytetrafluoroethylene (PTFE) plates 5-1, which are respectively disposed on the top surface of the second corbel 3-4 and the bottom surface of the aerial walkway structure 1, with corresponding positions to form a plate-plate sliding pair. Specifically, a PTFE plate 5-1 with a thickness of 5mm is fixedly laid on the top surface of the second corbel 3-4, and a PTFE plate 5-1 is also fixedly laid on the bottom surface of the column base plate of the second tower side frame column 1-22 of the aerial walkway structure 1, forming a plate-plate sliding pair. There is no other fixed connection between the column base plate and the top surface of the corbel; they are only pressed together by gravity, allowing free horizontal sliding.

[0026] like Figure 1-3 As shown, the limiting and anti-fall device includes a first-direction anti-fall component 5-2, a second-direction anti-fall component 5-3, and a third-direction anti-fall component 5-4, which are used to limit the displacement of the aerial corridor structure 1 relative to the second tower structure 3 in the first, second, and third directions in the horizontal plane, respectively.

[0027] Specifically, the first direction anti-fall component 5-2 is used for anti-fall in the +X direction (i.e., the first direction), the second direction anti-fall component 5-3 is used for anti-fall in the -X direction (i.e., the second direction), and the third direction anti-fall component 5-4 is used for anti-fall in the -Y direction (i.e., the third direction).

[0028] The first-direction fall arresting component 5-2, the second-direction fall arresting component 5-3, and the third-direction fall arresting component 5-4 each include: Beam-side connectors are fixedly connected to the bottom of the supporting beams of the aerial corridor structure 1; The bracket side connector is fixedly connected to the second bracket 3-4; and The flexible traction component has its two ends connected to the beam-side connector and the corbel-side connector, respectively, and is provided with several at intervals.

[0029] Specifically, the flexible traction component is a flexible cable structure. Taking the first-direction anti-fall component 5-2 as an example, the beam-side connector consists of bolts 5-21 and steel plates 5-22 on the +X-direction steel beam, which are fixedly connected to the bottom of the supporting beam of the aerial corridor structure 1 by bolts; the corbel-side connector consists of bolts 5-23 and steel plates 5-24 on the +X-direction corbel, and the steel plates 5-24 on the +X-direction corbel are fixedly connected to the second corbel 3-4 by bolts 5-23 on the +X-direction corbel; the two ends of the flexible cable 5-25 are respectively connected to the steel plates 5-22 and 5-24 on the +X-direction steel beam through cable heads. In this embodiment, the flexible cable 5-25 is made of high-strength steel cable, with a designed tensile strength ≥3000kN, yield strength 800MPa, elongation 22%, and tensile strength 1100MPa. The anti-fall components in each direction are provided with several flexible cables 5-25 at intervals along the corresponding extension direction of the connecting corridor. In this embodiment, at least 3 cables are provided in each direction to ensure uniform stress distribution.

[0030] Furthermore, under normal operating conditions such as no wind and no vibration, when the sliding component 5 does not undergo relative displacement, each of the flexible traction components is in a free and relaxed state; when the aerial corridor structure 1 is displaced relative to the second tower structure 3, the flexible traction component corresponding to the direction of displacement is tightened and taut.

[0031] This application also provides a design method for a single-sided sliding flexible aerial walkway structure, including the following steps: S1: Establish and design an independent model 1-A of the aerial corridor structure 1; analyze the structure of this model according to standard structural design methods, adjust the structural layout and component dimensions to ensure the reliability of the mechanical performance of the structure. In this embodiment, finite element software (such as ANSYS, ABAQUS) is used for modeling and analysis; S2: Establish an independent model 2-B of the first tower structure 2; establish a model 2-B' of the first tower structure with additional connecting corridor support loads; and establish a combined model 12-AB of the aerial connecting corridor structure 1 and the first tower structure 2. Compare the natural vibration period and shear force of each floor of the three models under frequent earthquakes. If the difference is within a preset range, the support connection is deemed reasonable. If the difference exceeds the preset range, check and adjust the accuracy of the model or replace the finite element software until the difference is within the preset range. The preset range is a difference of less than 5%. S3: Finite element analysis software is used to simulate the support. In order to accurately simulate the force mechanism of "one end is hinged and the other end is sliding", the hinged support 4 is constrained by the translational degrees of freedom in the X, Y and Z directions, which can bear the horizontal force and transmit the torque. The sliding support is constrained by the vertical constraint plane, which allows the structure to translate in the X and Y directions while ensuring vertical support. S4: Establish an independent model 3-C of the second tower structure 3. Under the conditions of frequent and rare earthquakes, verify the displacement of the sliding support. Calculate the maximum horizontal displacement of the independent models 2-B and 3-C, and the maximum horizontal displacement of the combined model 12-AB. When the displacement responses of the independent models 2-B, 3-C, and 12-AB at the connecting corridor level are basically similar, and the maximum floor displacement occurs at the top of the aerial connecting corridor structure 1, it is determined that the selection of the sliding support meets the design requirements. S5: Verify the displacement of the hinge end. Under the conditions of frequent earthquakes and rare earthquakes, calculate the maximum displacement in the horizontal direction of the independent model 1-A and the combined model 12-AB respectively, determine the displacement of the hinge end, and ensure that the connecting corridor and the low-rise single tower have sufficient deformation under the conditions of frequent earthquakes and rare earthquakes. S6: Design hinged support 4, and select a ball joint support that meets the requirements according to the preset requirements based on the combined model 12-AB; the preset requirements include selecting hinged support 4 according to requirements such as internal force, deformation, and design service life; S7: Design the sliding bearing. Based on the vertical internal forces of the combined model 12-AB under rare earthquake action, verify the local pressure parameters of the sliding bearing to ensure that they meet the requirements. According to the seismic fortification requirements, design the mechanical properties and displacement limiting capacity of the sliding end anti-fall device to meet the displacement requirements under rare earthquake action. In this embodiment, the anti-fall device adopts high-strength cable and is designed according to parameters such as yield strength ≥3000kN, yield strength 800MPa, elongation 22%, and tensile strength 1100MPa to ensure that its displacement limiting capacity can meet the maximum displacement under rare earthquake action. S8: Verify the reliability of the connection between the limiting and anti-fall device and the main structure to ensure that the connection strength between the limiting and anti-fall device and the aerial corridor structure 1 and the second corbel 3-4 meets the tensile requirements under rare earthquake action; specifically, assume that the limiting and anti-fall device has played a limiting and buffering role when the displacement of rare earthquake reaches a certain data; at this time, the connection between the bottom steel beam of the corridor and the limiting and anti-fall device in the combined model 12-AB and the connection between the second corbel 3-4 and the limiting and anti-fall device in the independent model 3-C will generate oblique tensile forces, which will act on the bottom steel beam of the combined model 12-AB and the second corbel 3-4 of the independent model 3-C respectively. Through calculation and adjustment, ensure that the main structural components on both sides can meet the tensile force requirements generated by the anti-fall beam device; S9: Based on the combined model 12-AB, the internal forces at the column base of the hinged and sliding ends are analyzed using response spectra and nonlinear elastoplastic analysis for frequent and rare earthquakes. The hinged ends include standard values ​​of compressive, tensile, and shear forces in the X and Y directions, while the sliding ends include standard values ​​of compressive and tensile forces. The bearing capacity and structural dimensions of the first corbel 2-4 and the second corbel 3-4 are designed according to specifications to ensure structural safety under rare earthquake conditions. Specifically, reasonable reinforcement ensures the structural safety of the corbels under rare earthquake conditions; on the other hand, reasonable structural measures are taken, and appropriate dimensions prevent the sliding end from slipping out of the corbel area under strong earthquake conditions.

[0032] The above description is merely a preferred embodiment of the present invention, but the scope of protection of the present invention is not limited thereto. Any equivalent substitutions or modifications made by those skilled in the art within the scope of the technology disclosed in the present invention, based on the technical solution and inventive concept of the present invention, should be covered within the scope of protection of the present invention.

Claims

1. A single-sided sliding flexible aerial walkway structure, characterized in that, The application relates to an air corridor structure (1), a first tower structure (2) and a second tower structure (3), the first tower structure (2) is symmetrically provided with at least two groups of first corbels (2-4) on one side of the air corridor structure (1), and the second tower structure (3) is provided with second corbels (3-4) corresponding to the first corbels (2-4) on one side of the air corridor structure (1). One end of the air corridor structure (1) is connected with the first corbels (2-4) through a hinged support (4). The other end of the air corridor structure (1) is connected with the second corbels (3-4) through a sliding assembly (5). The sliding assembly (5) comprises a sliding support and a limiting anti-falling device, the sliding support is arranged on the second corbel (3-4), one end of the limiting anti-falling device is arranged on the air corridor structure (1), the other end is arranged on the side of the second corbel (3-4), and the limiting anti-falling device is used for limiting the sliding displacement of the air corridor structure (1) relative to the second tower structure (3) in at least two directions in a horizontal plane. The limiting anti-falling device comprises a first direction anti-falling assembly (5-2), a second direction anti-falling assembly (5-3) and a third direction anti-falling assembly (5-4), which are respectively used for limiting the displacement of the air corridor structure (1) relative to the second tower structure (3) in a first direction, a second direction and a third direction in a horizontal plane.

2. The single-sided sliding flexible aerial corridor structure according to claim 1, characterized in that, The first direction anti-falling assembly (5-2), the second direction anti-falling assembly (5-3) and the third direction anti-falling assembly (5-4) all comprise:

3. A single sided sliding flexible sky-bridge structure configuration according to claim 2, wherein, A beam side connecting piece fixedly connected to the bottom of a support beam of the air corridor structure (1); A corbel side connecting piece fixedly connected to the second corbel (3-4); and Flexible traction pieces, both ends of each of the flexible traction pieces are connected with the beam side connecting piece and the corbel side connecting piece, and a plurality of flexible traction pieces are arranged at intervals. When the sliding assembly (5) does not occur relative displacement, each flexible traction piece is in a free state; when the air corridor structure (1) occurs displacement relative to the second tower structure (3), the flexible traction piece corresponding to the displacement direction is pulled tight and is in a straightened state.

4. A single sided sliding flexible sky-bridge structure configuration as claimed in claim 3, wherein, The hinged support (4) is a spherical hinge support, which is used for limiting the translational displacement of the air corridor structure (1) and the first tower structure (2) in three orthogonal directions.

5. A single sided sliding flexible sky-bridge structure configuration as claimed in claim 1, wherein, The sliding support comprises two polytetrafluoroethylene plates (5-1), the polytetrafluoroethylene plates (5-1) are arranged on the top surface of the second corbel (3-4) and the bottom of the air corridor structure (1) respectively, and the positions of the two polytetrafluoroethylene plates (5-1) are arranged in correspondence, so that a plate-plate sliding pair is formed.

6. A single sided sliding flexible sky-bridge structure configuration as claimed in claim 1, wherein, The air corridor structure (1) is a steel truss structure, and the first tower structure (2) and the second tower structure (3) are frame structures, frame-shear structures or frame-tube structures.

7. A single sided sliding flexible sky-bridge structure configuration as claimed in claim 1, wherein, The height of the first tower structure (2) is lower than that of the second tower structure (3).

8. A single sided sliding flexible sky-bridge structure configuration as claimed in claim 1, wherein, The application further relates to a method for constructing the air corridor structure (1), the method comprises the following steps:

9. A method of designing a single-sided sliding flexible aerial walkway structure configuration, the single-sided sliding flexible aerial walkway structure configuration being the single-sided sliding flexible aerial walkway structure configuration of any one of claims 1 to 8, characterized in that, S1: establishing and designing an independent model 1-A of the air corridor structure (1); ​ S2: Establish an independent model 2-B of the first tower structure (2); establish the first tower structure model 2-B' with additional corridor support load, and establish a combined model 12-AB of the air corridor structure (1) and the first tower structure (2), compare the natural vibration periods and floor shears of the three models under the frequent earthquake action, and determine that the support connection is reasonable when the difference is within the preset range; S3: Simulate the support by using finite element analysis software, and apply constraint conditions to restrict the translational freedom in three directions of the hinged support (4), and apply constraint conditions to restrict the vertical translational freedom of the sliding support; S4: Establish an independent model 3-C of the second tower structure (3), calculate the displacement of the sliding support under frequent earthquake and rare earthquake working conditions, respectively calculate the maximum displacement of the independent model 2-B and the independent model 3-C in the horizontal direction, and the maximum displacement of the combined model 12-AB in the horizontal direction; When the displacement responses of the independent model 2-B and the independent model 3-C and the combined model 12-AB at the corridor layer are basically close, and the maximum floor displacement occurs at the top of the air corridor structure (1), it is determined that the sliding support selection meets the design requirements; S5: Calculate the hinged end displacement, respectively calculate the maximum displacement of the independent model 1-A and the combined model 12-AB in the horizontal direction under frequent earthquake and rare earthquake working conditions, and determine the hinged end displacement; S6: Design the hinged support (4), select the required spherical hinge support based on the combined model 12-AB according to the preset requirements; S7: Design the sliding support, based on the vertical internal force of the combined model 12-AB under rare earthquake action, calculate the local pressure parameters of the sliding support to ensure that the requirements are met; and according to the seismic fortification requirements, design the mechanical properties and displacement limiting capacity of the sliding end anti-falling device to meet the displacement requirements under rare earthquake action; S8: Calculate the connection reliability of the limiting anti-falling device and the main structure to ensure that under the action of rare earthquake, the connection strength between the limiting anti-falling device and the air corridor structure (1) and the second bracket (3-4) can meet the tension requirement; S9: Based on the column bottom internal force of the combined model 12-AB at the hinged end and the sliding end, design the bearing capacity and structural size of the first bracket (2-4) and the second bracket (3-4) to meet the structure safety under rare earthquake action.

10. The method of designing a single sided sliding flexible sky-bridge structure configuration according to claim 9, wherein, In step S2, the preset range is that the difference is within 5%.

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