Indoor venue spiral suspension corridor and hoisting and unloading method thereof

Abstract

The invention discloses an indoor stadium spiral suspension corridor and a hoisting and unloading method thereof.The indoor stadium spiral suspension corridor comprises a bridge body, the bridge body is installed in a stadium and arranged upwards in a spiral shape, the bridge body is divided into a plurality of bridge floor sections from top to bottom, and the starting position is connected with a suspension type visiting room arranged at the top of the stadium; the final position is connected with the ground through a multi-stage damping device; according to the method, the main supporting system, the secondary supporting system and the corresponding unloading control system are arranged, after hoisting of all components of the gallery is completed, unloading is carried out according to the method that the main supporting system is arranged firstly and then the secondary supporting system is arranged from top to bottom in a collaborative grading circulation mode, and the supporting systems are dismantled; the air gallery is reliably transited from a temporary supporting state to a gallery self-bearing stress state, the overall stability of the air gallery is effectively guaranteed, structural damage and damage caused by concentrated stress of a supporting system and sudden change of loads of suspenders in the unloading process are avoided, and safety and comfort of the air gallery in the service period are guaranteed.

Description

Technical Field

[0001] The present invention relates to the technical field of steel structure buildings, and particularly relates to an indoor venue spiral suspended corridor and its hoisting and unloading methods. Background Art

[0002] The large-scale venue space three-dimensional corridor refers to a three-dimensional corridor passage set in buildings such as large stadiums, theaters, and exhibition centers. This design can effectively utilize space, improve the passage efficiency and ornamental value of the venue. The three-dimensional corridor is generally designed in the form of multiple layers or high-altitude suspension, which can connect different areas of the venue and provide a convenient passageway for audiences or participants. When designing the three-dimensional corridor, factors such as structural stability, safety, and ornamental value need to be considered to ensure that it can meet the usage requirements of the venue. However, there are still some deficiencies in the connection between the bridge deck section and the ground structure in the current corridor, as well as the spatial layout of the indoor atrium;

[0003] For example, in the existing patent technology with the patent announcement number CN203924530U and the patent name of a suspended spiral ramp applied by the applicant in the early stage, in the above technology, the starting end of the arc truss (equivalent to the bridge deck section) is directly connected to the foundation, and no corresponding seismic device is set. When the arc truss is stressed, its stability cannot be guaranteed. At the same time, there is a large amount of space in the middle of the exhibition hall, which is not reasonably utilized, resulting in insufficient space utilization. Moreover, the suspension bridge system and the large building system do not form an organic connection, and it is difficult to ensure the overall stability and comfort of the suspension bridge structure. At the same time, this patent technology lacks supporting hoisting and unloading construction methods, and the technical feasibility is poor.

[0004] In the field of large-scale steel structure installation at home and abroad, the overall or segmented installation and construction of building components usually adopt the construction method of setting up temporary support frames for in-situ assembly at high altitude. After the installation of the main components is completed, the installation of relevant accessory structures is carried out. After all the work is completed, the falsework or support frame is removed through a reasonable method to complete the overall unloading of the structure, so that the steel structure system reliably transitions from the falsework support state to the state where the structure itself bears the load. Therefore, an appropriate unloading method after the completion of large-scale steel structure hoisting plays a decisive role in the overall safety, stability, durability of the structure and the comfort during the whole service period of the building.

[0005] At present, the unloading of general large-scale steel structures at home and abroad mainly adopts two methods: directly cutting off the support structure for unloading and sand box unloading.

[0006] For example, in the existing patent document with the patent publication number CN116357086A, the force transfer of the entire system is completed by cutting off the temporary support columns and then installing the permanent support columns. The unloading method of directly cutting off the support structure is applicable to positions with small load-bearing and small unloading displacement, and it is difficult to match complex three-dimensional suspended structures with large load-bearing and large unloading displacement changes;

[0007] In the existing patent document with the patent publication number CN209083014U, a sand discharging member is additionally arranged on a sand box with a special gate valve to be used as a support member for a temporary support point. The synchronous release and control of the sand discharging amount are adopted to reach the designed unloading stroke, thereby completing the unloading work. Due to the limitation of the load-bearing capacity, the sand boxes need to be arranged at multiple positions, and the inside thereof is steel sand. When bearing the load for a long time as a support point, affected by factors such as structural load and water vapor in the environment, uncontrollable settlement may occur to the main structure during the assembly process; the unloading speed of the sand box is determined by the load magnitude at each point. When encountering special situations inconsistent with the design during the unloading process, it is impossible to immediately stop the unloading of the sand box, and its precision is difficult to control. Especially for large suspended structures, the deviation of the unloading precision will cause the overall instability of the structure, posing a major safety hazard.

[0008] In addition, during different stages of the construction process, with the change of the structural form and load, the force borne by different components will also change. Especially some suddenly applied loads may bring great impact effects, posing a great challenge to the structural safety. In the existing patent document with the patent publication number CN100577969C, by applying an upward pulling force to the structure to be unloaded to offset the vertical load of the structure to be unloaded, and few or no ground support members need to be arranged. The disadvantage of this method is that it is particularly difficult to select the acting point of the pulling force for offsetting the vertical load. Improper selection is likely to cause the instability of the structure and requires a high bearing capacity of the structure.

[0009] Since the stress state during the structural hoisting construction process is different from the designed stress state, after hoisting, the structure needs to be unloaded, and the conversion from the stress state during the hoisting construction process to the designed stress state is highly difficult. The removal and unloading of the hydraulic jacking device and the temporary support device cause great changes in the structural load. How to monitor the structural bearing capacity is one of the problems currently faced. After the formation of the aerial suspended structure, the support system needs to be removed. It is difficult to ensure the overall stability of the connecting members and the structure before and after the removal. Moreover, the erection and removal sequence of the support system will also have a significant impact on the structural stability and subsequent use comfort. Based on this, the present invention provides an indoor stadium spiral suspended corridor and its hoisting and unloading method to solve the above deficiencies. Summary of the Invention

[0010] The technical problem to be solved by the present invention is: how to solve the technical problems of insufficient stability of the suspended corridor bridge deck section at present, and the influence of forced deformation or excessive stress on the unloading safety and the quality after unloading during the unloading process of the corridor.

[0011] To solve the above technical problems, the present invention provides the following technical solutions:

[0012] A spiral suspended corridor in an indoor venue, comprising a bridge body, which is installed in the venue and arranged upward in a spiral shape, wherein the bridge body is divided into a plurality of bridge deck sections from top to bottom, wherein the starting position is connected to a suspended viewing room arranged on the top of the venue; and the end position is connected to the ground through a multi-stage shock absorbing device;

[0013] An inner chord is arranged inside the bridge deck section, and an outer chord is arranged outside the bridge deck section; both the inner chord and the outer chord are connected to the truss on the suspended viewing room through a hanger rod;

[0014] The multi-stage shock absorbing device includes an elliptical metal shock absorbing plate, and an upper metal stress-bearing plate is connected to the upper part of the elliptical metal shock absorbing plate through a spring, wherein the inner side of the spring wraps around a hydraulic device, and the hydraulic device has a built-in viscous damping fluid, and the top of the upper metal stress-bearing plate is connected to the bottom of the bridge deck section.

[0015] The present invention makes full use of the atrium space by arranging a spiral suspended corridor in the atrium of the venue, which not only meets the functional requirements of the venue for sightseeing, but also fully reflects the beauty of the building. The bridge deck section rises in a spiral manner, avoiding the obstruction of the structure by the surrounding buildings, and can facilitate pedestrians to view a wide range of surrounding landscapes. A multi-stage shock absorbing device is arranged at the contact position between the bottom of the bridge deck section and the ground. In the first stage, the spring and the viscous damping device provide bearing capacity and stiffness, and bear the main energy consumption role. After the viscous damping device reaches its limit, the annular metal shock absorbing steel plate enters the second stage, and the inner and outer rings simultaneously provide bearing capacity, stiffness and energy consumption capacity, thereby ensuring the seismic performance of the bottom of the bridge deck section and the ground.

[0016] As a further solution of the present invention: the multi-stage shock absorbing device further comprises a bearing plate and a lower metal force-bearing plate, wherein the bearing plate is located above the elliptical metal shock absorbing plate, and the lower metal force-bearing plate is located below the elliptical metal shock absorbing plate;

[0017] The left and right sides of the upper metal stress-bearing plate are both provided with bent metal plates, wherein one end of the metal plate is installed between the bearing plate and the elliptical metal shock-absorbing plate by fixing bolts, and the other end of the metal plate is installed between the lower metal stress-bearing plate and the elliptical metal shock-absorbing plate by fixing bolts.

[0018] As a further solution of the present invention: the hanger includes a first rod, a limiting sleeve and a second rod, the first rod and the second rod are connected by the limiting sleeve, wherein the other end of the first rod is connected to the truss through an ear plate connector, and the second rod passes through the inner chord or the outer chord and its bottom end is connected to the reserved hole on the ground.

[0019] As a further solution of the present invention: the ear plate connecting piece includes an upper connecting plate, wherein a limiting clamp plate 1 is integrally formed on one side of the top of the upper connecting plate, and a limiting clamp plate 2 is rotatably connected to one side of the top of the upper connecting plate. The limiting clamp plate 1 and the limiting clamp plate 2 are clamped to the truss and fixed by connecting pins, and the bottom of the upper connecting plate is connected to a hook via a U-shaped lock, wherein the hook is connected to the suspension rod.

[0020] As a further solution of the present invention: a plurality of columns are arranged around the venue, and adjacent columns are connected by steel tube concrete columns, the outer side of the suspended visiting room is connected to the corresponding columns by a plurality of trusses, and the top of the suspended visiting room is connected to the steel roof of the venue by a truss.

[0021] As a further solution of the present invention: there is an angle α between the bridge deck section and the horizontal plane, wherein the value range of α is: 0°<α<60°.

[0022] The present invention also discloses a method for hoisting and unloading a spiral suspension corridor of an indoor venue, comprising the following steps:

[0023] From top to bottom, taking the starting section as the reference, a 360° circle along the corridor forms a zone. The corridor is composed of several circles to form several zones. The hoisting and unloading of each zone structure are carried out in order from top to bottom. After the unloading of the previous zone is completed, the next zone is constructed;

[0024] When hoisting:

[0025] S1. First, the hanger is pre-hanged, and the upper end of the hanger is connected to the truss with a lug and a pin. Then, the main support system and the secondary support system are set up at the bottom of the bridge deck section according to the site requirements;

[0026] S2. Lift the bridge deck sections from top to bottom, install temporary reinforcements and columns, ensure that all components are stable, and then install the hangers connected to the trusses and bridge deck sections section by section;

[0027] S3, the lower end of the suspension rod is first connected to the inner chord or outer chord, and then fixed to the reserved hole on the ground;

[0028] S4. The lifting control device at the bottom of the bridge deck section is lifted upward along the support surface of the support system by a stroke of L, and then a preload is applied to each hanger. The preload at each position is applied to 80% of the design value. The axial force of the hanger and the overall stability of the corridor are tested. After the overall installation of the corridor structure is completed, the unloading work of each support system can be carried out;

[0029] When uninstalling:

[0030] S5. Use the unloading control system on the primary support system and the secondary support system to slowly unload the structure. The unloading is divided into three stages. The unloading sequence of each stage is to unload step by step in the order of the primary support system first and then the secondary support system;

[0031] S6, first stage unloading: first, the main support system is slowly and evenly returned step by step through the jacking control device in the unloading control system, with a travel distance of 0.2L. After unloading to the designated position, the axial force change state of the suspender at each monitoring point and the bearing capacity of the structure and the main support system are observed through the load monitoring device in the unloading control system;

[0032] If the test meets the requirements, the secondary support system of the bridge deck section will be slowly and evenly returned step by step through the jacking control device in the unloading control system, with a travel distance of 0.2L. After unloading to the designated position, the axial force change state of the hanger at each monitoring point and the bearing capacity of the structure and the secondary support system will be observed through the load monitoring device in the unloading control system;

[0033] S7, second stage unloading: The second stage unloading is a continuation of the unloading on the basis of the first stage unloading. The second stage unloading process is the same as the first stage unloading process except that the two trip distances are 0.4L;

[0034] S8, third stage unloading: The third stage unloading is a continuation of unloading on the basis of the second stage unloading, and the unloading travel distance is still 0.4L, and the unloading steps are the same as the second stage unloading steps;

[0035] S9. Monitor the bearing capacity and axial force of the structure and support system through the load monitoring device in the unloading control system. Monitor once every 45 minutes during the unloading process and once every 6 hours after the unloading is completed. After static observation for 48 hours without significant changes in the bearing capacity of the structural support system and the axial force of the hanger, start to dismantle the unloading control system.

[0036] S10. The remaining partitions are uninstalled in the same manner as the above partitions.

[0037] As a further solution of the present invention: the principles for setting up the main support system and the secondary support system in step S1 are as follows:

[0038] Taking the starting bridge deck section as the reference, except for the terminal bridge deck section, the main support system is set up under the bridge deck section at the 1st, 3rd, 5th…, 2n+1 (n≥0, rounded up) columns;

[0039] A secondary support system is set up under the bridge deck section at the 2nd, 4th, 6th…, 2n (n≥1, rounded to an integer) columns.

[0040] As a further solution of the present invention: in the step S6 / step S7 / step S8, the lifting stroke L=σGL0;

[0041] Wherein, L is the jacking stroke, with the unit of mm; σ is the angle correction coefficient of the bridge deck section. When the included angle between the bridge deck section and the horizontal plane is 0° < α < 20°, it takes 1.0. When the included angle between the bridge deck section and the horizontal plane is 20° ≤ α < 40°, it takes 0.9. When the included angle between the bridge deck section and the horizontal plane is 40° ≤ α < 60°, it takes 0.8;

[0042] G is the weight of two sections of the bridge deck, with the unit of kN;

[0043] L0 is the maximum jacking stroke of the jacking control device, with the unit of mm.

[0044] As a further solution of the present invention: in step S6, during the unloading process of the main support system, if the axial force value of the suspender at a certain point appears negative, that is, pressure, at this time, the bridge deck section is displaced. The unloading should be immediately stopped, and the bridge deck section should be corrected by adjusting the suspenders. After correction, the overall stability of the main support system and the corridor of the bridge deck section should be checked. After meeting the requirements, the unloading of the secondary support system of the bridge deck section is carried out;

[0045] During the unloading process of the secondary support system, if the axial force value of the suspender at a certain point appears negative, that is, pressure, at this time, the bridge deck section is displaced. The unloading should be immediately stopped, and the bridge deck section should be corrected by adjusting the suspenders. After correction, the overall stability of the secondary support system and the corridor of the bridge deck section should be checked. After meeting the requirements, the unloading of the next stage is carried out.

[0046] Compared with the prior art, the beneficial effects of the present invention are as follows:

[0047] First, the present invention sets a spiral suspended corridor in the atrium of the venue, making full use of the atrium space, which not only meets the functional requirements of venue visits and tours, but also fully reflects the beauty of architecture. Moreover, the bridge deck section spirals upward, avoiding the occlusion of the structure by surrounding buildings, which is convenient for pedestrians to view a large range of surrounding landscapes. A multi-stage shock absorption device is set at the contact position between the bottom of the bridge deck section and the ground. In the first stage, the spring and viscous damping device provide bearing capacity and stiffness and undertake the main energy dissipation function. After the viscous damping device reaches its limit, the annular metal shock absorption steel plate enters the second stage, and both the inner and outer rings provide bearing capacity, stiffness and energy dissipation ability, thereby ensuring the seismic performance of the bottom of the bridge deck section and the ground;

[0048] Second, the present invention evenly arranges columns around in the air corridor system, maximizing the safety and horizontal stability of the air corridor. And the present invention arranges a suspended viewing room at the middle position of the top of the venue, which can be equipped with exhibits or used as a meeting room inside, providing an architectural structure integrating the functions of a suspended (air) meeting room and sightseeing, improving the space utilization rate;

[0049] III. During the hoisting and unloading stages of the spiral aerial corridor of the present invention, a main support system, a secondary support system, and a corresponding unloading control system are provided. After the hoisting of each component of the corridor is completed, the unloading is carried out in a coordinated hierarchical cycle from top to bottom in the order of the main support system first and then the secondary support system, and the support system is dismantled. The aerial corridor is reliably transitioned from the temporary support state to the self-bearing stress state of the corridor, effectively ensuring the overall stability of the aerial corridor, avoiding structural damage and injury caused by the concentrated force on the support system and the sudden change of the load of each suspender during the unloading process, and ensuring the safety and comfort during the service period of the aerial corridor;

[0050] IV. The control of the jacking and retracting of the jacking control device of the present invention fully considers the angle between the bridge deck section and the horizontal plane and the weight of the bridge deck section. According to the distance after jacking, three-stage hierarchical unloading is adopted during unloading, and the unloading is carried out in the order from the main support to the secondary support. The control distance is carried out by establishing a relational expression, which can effectively adapt to the unloading of aerial corridors with different inclinations and weights;

[0051] V. When unloading, the present invention uses a load monitoring device to monitor the axial force of the suspender in real time, and adjusts the pre-tightening force of the suspender at each unloading stage to straighten the corresponding part of the corridor structure, which can effectively ensure the overall stability of the structure;

[0052] VI. Different from the existing structural system, the corridor of the present application is a suspended structure with a support structure, and it needs to transfer force and unload through the support system. The present application unloads by controlling the distance, while the existing suspended structure unloads by controlling the load size, which has major safety hazards. Unloading by controlling the distance is more suitable for the suspended structure and can ensure the overall safety of the structure. BRIEF DESCRIPTION OF THE DRAWINGS

[0053] Figure 1 is a schematic structural diagram of the spiral suspended corridor in the indoor stadium of the embodiment of the present invention;

[0054] Figure 2 is a schematic structural diagram of another perspective of the spiral suspended corridor in the indoor stadium of the embodiment of the present invention;

[0055] Figure 3 is a partial enlarged view of the spiral suspended corridor in the indoor stadium and the ear plate connector of the embodiment of the present invention;

[0056] Figure 4 is a schematic structural diagram when the bridge deck section, the column, and the multi-stage shock absorption device are connected in the embodiment of the present invention;

[0057] Figure 5 is a schematic structural diagram of the ear plate connector of the embodiment of the present invention;

[0058] Figure 6 is a schematic structural diagram of the multi-stage shock absorption device of the embodiment of the present invention;

[0059] Figure 7 It is a schematic structural view of another perspective of the multi - stage shock - absorbing device according to an embodiment of the present invention;

[0060] Figure 8 It is a schematic structural view of the support system according to an embodiment of the present invention;

[0061] Figure 9 It is a schematic structural view of the clamping device according to an embodiment of the present invention;

[0062] Figure 10 It is a schematic structural view of the jacking control device according to an embodiment of the present invention;

[0063] Figure 11 It is a schematic structural view of the diagonal bar according to an embodiment of the present invention;

[0064] Explanation of reference numerals:

[0065] 1. Top steel roof;

[0066] 2. Column;

[0067] 3. Concrete - filled steel tube column;

[0068] 4. Bridge body;

[0069] 5. Suspender; 501. First rod; 502. Limiting sleeve; 503. Second rod;

[0070] 6. Connecting frame body;

[0071] 7. Suspended viewing room;

[0072] 8. Truss;

[0073] 9. Multi - stage shock - absorbing device; 901. Upper metal stress plate; 902. Bearing plate; 903. Hydraulic device; 904. Spring; 905. Bent metal plate; 906. Annular metal shock - absorbing plate; 907. Fixed bolt; 908. Lower metal stress plate;

[0074] 10. Inner chord rod;

[0075] 11. Outer chord rod;

[0076] 12. Ear - plate connecting piece; 1201. First limiting clamping plate; 1202. Connecting pin shaft; 1203. Second limiting clamping plate; 1204. Upper connecting plate; 1205. U - shaped lock; 1206. Hook;

[0077] 13. Support system; 1301. Connecting sleeve; 1302. Triangular support frame; 1303. Pneumatic lifting rod; 13031. Lifting column rod; 13032. Ring-shaped perforated connecting rod; 1304. Clamping device; 13041. Clamping rod; 13042. Support fixing rod; 1305. Diagonal rod; 1306. Guardrail; 1307. Jacking control device; 1308. Connecting platform; 1310. Core rod; 1311. Load monitoring device; 1312. Rectangular support frame. Detailed implementation manners

[0078] To make the objectives, technical solutions and advantages of the embodiments of the present invention clearer, the technical solutions in the embodiments of the present invention will be clearly and completely described below in conjunction with the embodiments of the present invention. Obviously, the described embodiments are part of the embodiments of the present invention, rather than all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those of ordinary skill in the art without creative efforts shall fall within the protection scope of the present invention.

[0079] Refer to Figure 1 , Figure 2 and Figure 3 , an indoor stadium spiral suspended corridor, including a bridge body 4, the bridge body 4 is arranged in the atrium of the stadium and is arranged in a spiral shape, the starting position at the top of the bridge body 4 is connected to the suspended viewing room 7 located inside the stadium, the bottom end position of the bottom of the bridge body 4 is connected to the ground, and a multi-stage shock absorption device 9 is provided at the connection position with the ground to achieve an earthquake-resistant effect on the bridge body 4;

[0080] At the top of the stadium, a top steel roof 1 is provided, and the top of the suspended viewing room 7 is installed on the top steel roof 1 through a truss, and the suspended viewing room 7 is located at the middle position at the top of the stadium.

[0081] Refer to Figure 1 , Figure 2 and Figure 3, the top steel roof 1 is installed in a grid pattern on the top of the venue, which is used to support the suspension rods 5 and the suspended viewing room 7. Among them, the top steel roof adopts the construction method of combined truss steel roof. Considering the influence of factors such as site conditions, project characteristics, and construction costs, it is difficult to adopt construction methods such as high-altitude bulk installation, integral hoisting, and integral roof sliding. This application uses BIM technology to establish a steel roof model to achieve three-dimensional numerical control machining, pre-assembly, simulated hoisting, etc., which not only ensures the hoisting accuracy but also reduces the operation difficulty. The above design can ensure the accurate positioning of steel structure space components and reasonably optimize special nodes. At the same time, considering that the steel roof is located inside the building and it is difficult for hoisting equipment to enter, this application can adopt the method of reserving hoisting holes, setting roof reserved holes in the basement and leaving channels on the exterior wall. The crane enters the basement atrium directly for hoisting, which speeds up the construction period, saves costs, and has significant technical efficiency. Through the segmented hoisting of the steel truss, the single-component hoisting weight is reduced, which is safe, reliable, and easy to construct.

[0082] Refer to Figure 1 , Figure 2 and Figure 3 , a number of columns 2 are set around the venue, which maximally improves the safety of the aerial corridor and the stability in the horizontal direction. The distance between any two of the number of columns 2 is the same. The specific number of columns 2 to be set needs to be determined according to the requirements of the venue, and this application does not make a limitation. It should be noted that a number of concrete-filled steel tube columns 3 are used to connect between adjacent two columns 2. When the concrete-filled steel tube column 3 is installed into the column 2, the design of the through-core ring beam is adopted. It is necessary to use finite element software to conduct finite element analysis on the through-core node and focus on controlling the key processes predicted to cause damage. Using BIM technology, the measurement and positioning are accurate, and the three-dimensional model is used for vivid technical disclosure. The steel bar arrangement of the through-core node is optimized, reducing the construction difficulty and speeding up the construction period. The column 2 plays a supporting role for the entire venue, and the concrete-filled steel tube column 3 connects the number of columns 2 to connect and limit the columns 2.

[0083] Refer to Figure 1 , Figure 2 , Figure 3 and Figure 4, the bridge body 4 is composed of several bridge deck segments, inner chord members 10, outer chord members 11, handrails, trusses 8, suspension rods 5, etc. from top to bottom. Taking the interval distance between two adjacent columns 2 as the benchmark, the bridge body 4 is divided into several bridge deck segments. The handrails are arranged on the inner and outer sides of the bridge deck segments. The columns 2 are evenly arranged. In this application, the bridge deck segments are arc-shaped bending plates that bend upward or downward. There is an included angle α between the bridge deck segments and the horizontal plane, where the value range of α is: 0° < α < 60°. The included angle of each bridge deck segment with the horizontal plane is different and depends on the actual on-site situation; inner chord members 10 are provided at both the upper and lower ends of the inner side of each bridge deck segment, and outer chord members 11 are provided at both the upper and lower ends of the outer side of each bridge deck segment. At both the upper and lower ends of the outer side of the bridge deck segment and on one side of the outer chord member 11, it is also fixed to the corresponding column 2 through a connecting frame body 6; and suspension rods 5 are installed inside the inner chord members 10 and outer chord members 11. The upper end of the suspension rod 5 is connected to the top truss 8, and the bottom end of the suspension rod 5 is fixed to the ground reserved hole; from top to bottom, the bridge deck segment at the starting position is connected to the suspended viewing room 7, and the bridge deck segment at the ending position is connected to the ground through a multi-stage shock absorption device 9.

[0084] Refer to Figure 5 , the suspension rod 5 includes a first rod member 501, a limit sleeve 502, and a second rod member 503. The first rod member 501 and the second rod member 503 are connected through the limit sleeve 502. The inner wall of the limit sleeve 502 is provided with internal threads. One end of the first rod member 501 is provided with external threads that match the internal threads of the limit sleeve 502. One end of the second rod member 503 is provided with external threads that match the internal threads of the limit sleeve 502. And the other end of the first rod member 501 is connected to the truss 8 through an ear plate connecting piece 12 and a pin shaft; the second rod member 503 penetrates through the inner chord member 10 or the outer chord member 11, and the connection part of the inner and outer chord members is hinged, and the other end of the second rod member 503 is connected to the ground reserved hole.

[0085] Refer to Figure 1 , Figure 2 and Figure 3 , the suspended viewing room 7 is placed at the middle position at the top of the venue. Exhibits can be arranged inside or it can be used as a meeting room. Users can reach the suspended viewing room 7 through the bridge body 4, providing an architectural structure that integrates the functions of a suspended (aerial) meeting room and sightseeing, improving the space utilization rate; several trusses 8 are installed in an annular array on the outer side of the suspended viewing room 7 and fixed to the corresponding columns 2 through the several trusses 8 to ensure the safety and comfort of the suspended viewing room 7.

[0086] Refer to Figure 6 and Figure 7, the multi - stage shock absorption device 9 includes an upper metal stress - bearing plate 901, a bearing plate 902, a hydraulic device 903, a spring 904, a bent metal plate 905, an oval metal shock - absorbing plate 906, fixing bolts 907 and a lower metal stress - bearing plate 908. The oval metal shock - absorbing plate 906 is made of a ring - shaped steel plate, and the bent metal plate 905 is also made of a steel plate. A bearing plate 902 is arranged above the oval metal shock - absorbing plate 906. The top of the bearing plate 902 is connected to the upper metal stress - bearing plate 901 through a spring 904. Among them, the hydraulic device 903 is wrapped inside the spring 904, and the hydraulic device 903 is filled with viscous damping fluid. The top of the upper metal stress - bearing plate 901 is connected to the bottom of the end - point bridge section;

[0087] The lower metal stress - bearing plate 908 is located below the oval metal shock - absorbing plate 906; Bent metal plates 905 are arranged on both the left and right sides of the upper metal stress - bearing plate 901. One end of the metal plate 905 is installed between the bearing plate 902 and the oval metal shock - absorbing plate 906 through a fixing bolt 907, and the other end of the metal plate 905 is installed between the lower metal stress - bearing plate 908 and the oval metal shock - absorbing plate 906 through a fixing bolt 907;

[0088] It should be noted that the hydraulic device 903 filled with viscous damping fluid wrapped by the spring 904 has a buffering function, weakens the upper bearing capacity and cooperates with the spring 904 to achieve the purpose of gradually reducing the force, so as to reduce the damage caused by sudden increase in force. When the upper metal stress - bearing plate 901 is subjected to a large force and the spring and the wrapped viscous - damping hydraulic device cannot completely reduce it, energy consumption will occur through the lower oval metal shock - absorbing plate 906. This energy - consumption process: In the first stage, the spring 904 and the viscous - damping device provide bearing capacity and stiffness and bear the main energy - consumption role. After the viscous - damping device reaches its limit, the ring - shaped steel plate enters the second stage, and both the inner and outer rings provide bearing capacity, stiffness and energy - consumption ability.

[0089] The multi - stage shock absorption device 9 of this application is mainly composed of two upper and lower metal stress - bearing plates, a middle ring - shaped metal shock - absorbing plate 906, a spring 904 and a hydraulic device 903. There is a gap between the ring - shaped metal shock - absorbing plate 906 and the bent metal plate 905 and they are connected by corresponding bolts, and there is a gap between the connecting parts, which can produce good shock - absorption and energy - consumption effects in small earthquakes, medium - sized earthquakes and large earthquakes at the same time.

[0090] Refer to Figure 5, the ear plate connector 12 includes an upper connecting plate 1204. One side of the top of the upper connecting plate 1204 is integrally formed with a first limiting clamping plate 1201. One side of the top of the upper connecting plate 1204 is rotatably connected with a second limiting clamping plate 1203. The first limiting clamping plate 1201 and the second limiting clamping plate 1203 are clamped onto the truss 8 and fixed by a connecting pin shaft 1202. The bottom of the upper connecting plate 1204 is connected with a hook 1206 through a U-shaped lock 1205, and the hook 1206 is connected with the first rod 501 of the suspension rod 5.

[0091] It should be noted that before installation, rotate the second limiting clamping plate 1203, insert the first limiting clamping plate 1201 and the upper connecting plate 1204 onto the truss 8, then rotate the second limiting clamping plate 1203 back to fit with the first limiting clamping plate 1201, and then use the connecting pin shaft 1202 to fix the first limiting clamping plate 1201 and the second limiting clamping plate 1203, and the installation of the ear plate connector 12 and the truss 8 can be achieved.

[0092] During the hoisting and unloading process, a main support system and a secondary support system need to be erected. The erection principles of the main support system and the secondary support system are as follows: taking the starting bridge deck section as the reference, except for the ending bridge deck section, the main support system is erected under the bridge deck sections at the 1st, 3rd, 5th,..., (2n + 1)th (n ≥ 0, integer) columns, and the secondary support system is erected under the bridge deck sections at the 2nd, 4th, 6th,..., 2nth (n ≥ 1, integer) columns.

[0093] Taking the starting bridge deck section as the reference from top to bottom, walking around the corridor for a full circle of 360° forms a partition, and the corridor consists of several circles and several partitions. The hoisting and unloading of the structures in each partition are carried out in the order from top to bottom, and the construction of the next partition is carried out after the unloading of the previous partition is completed.

[0094] The hoisting method of the indoor venue spiral suspended corridor of the present application includes the following steps:

[0095] Select one of the partitions to describe the following steps.

[0096] Step 1: First, pre-hang the suspension rod 5. The upper end of the suspension rod 5 is connected to the truss 8 by an ear plate connector 12 and a pin. The middle part of the suspension rod 5 connects the first rod 501 and the second rod 503 by a limiting sleeve 502 (refer to Figure 5 ), the inner wall of the limiting sleeve 502 is provided with internal threads, one end of the first rod 501 is provided with external threads matching the internal threads of the limiting sleeve 502, and one end of the second rod 503 is provided with external threads matching the internal threads of the limiting sleeve 502;

[0097] Then, the main support system 13 is set up according to the needs of the site. It should be noted that the support system 13 is divided into a main support system and a secondary support system, wherein the main support system and the secondary support system have the same structure, and the setting principles of the main support system and the secondary support system are as follows: taking the starting bridge deck section as the reference, except for the terminal bridge deck section, the main support system is set up below the bridge deck section at the 1st, 3rd, 5th..., 2n+1 (n≥0 rounded) columns, and the secondary support system is set up below the bridge deck section at the 2nd, 4th, 6th..., 2n (n≥1 rounded) columns;

[0098] Reference Figure 8 , Figure 9 , Figure 10 and Figure 11 The support system 13 includes a bottom rectangular support frame 1312, a connecting platform 1308 installed above the rectangular support frame 1312, and a triangular support frame 1302 installed above the connecting platform 1308, wherein guardrails 1306 are installed around the top of the connecting platform 1308, and connecting sleeves 1301 are installed at the four corners of the top of the connecting platform 1308 and on the inner side of the guardrails 1306. A matching lifting control device 1307 and a load monitoring device 1311 are arranged inside the connecting sleeve 1301. The lifting control device 1307 is essentially a jack used to control the lifting and return of the bridge deck section, and the load monitoring device 1311 is used to control the lifting and return of the bridge deck section. 1 is essentially a pressure sensor, which is used to monitor the bearing capacity of the bridge deck section 102, the support system and the axial force of the hanger 5; a triangular support frame 1302 is installed on the top of the four connecting sleeves 1301, and the triangular support frame 1302 is composed of an inclined rod 1305, a pneumatic lifting rod 1303 and a common rod. The pneumatic lifting rod 1303 includes a lifting column rod 13031 and a circular perforated connecting rod 13032 arranged on the top of the lifting column rod 13031. It should be noted that the pneumatic lifting rod 1303 is only used to control the lifting at the beginning. In order to adapt to bridge decks at different angles, it is fixed after the bridge deck is fixed. After that, the lifting and return of the bridge deck are controlled by the lifting control device 1307;

[0099] Two inclined rods 1305 are installed on one side of the top of the gas pressure lifting rod 1303, wherein the tops of the two inclined rods 1305 are connected to the core rod positioning holes of the annular perforated connecting rod 13032 at the top of the gas pressure lifting rod 1303, and the bottoms are hinged to the other side of the top of the triangular support frame 1302 (such as Figure 8 As shown in FIG. 1 , the inclined rod 1305 and the gas pressure lifting rod 1303 form a triangular structure with the ordinary rod, which has strong stability. The angle and height of the inclined rod 1305 can be adjusted by the gas pressure lifting rod 1303 to adapt to the bridge deck section, and the clamping device 1304 for clamping the bridge deck section is installed on the two inclined rods 1305;

[0100] Further, the clamping device 1304 includes a support fixing rod 13042. The two sides of the top of the support fixing rod 13042 are detachably installed with arc-shaped clamping rods 13041. The support fixing rod 13042 includes two symmetrically arranged connecting rods, and the two connecting rods are detachably connected by a pin shaft or a bolt. By adjusting the distance between the two connecting rods, the distance between the two arc-shaped clamping rods 13041 can be adjusted to adapt to the corresponding bridge deck section.

[0101] It should be noted that the inside of the inclined rod 1305 is provided with a groove in a "convex" shape structure. A core rod 1310 in a "convex" shape structure is installed inside the groove. One end of the core rod 1310 is connected to a core rod positioning hole reserved in the annular perforated connecting rod 13032 at the top of the pneumatic lifting rod 1303.

[0102] By arranging the pneumatic lifting rod 1303 above the bottom support and the connection platform 1308, the support system 13 can be used for support adjustment under different heights and angles of the bridge deck section structure while ensuring stable structural support. It has strong adaptability, a wide range of applications, greatly reduces resource waste, prevents the unstable phenomenon caused by the bridge deck section structure being supported along the inclined plane, and has strong practicability. The application can be reused and has good economic benefits.

[0103] A spherical hinge connection is adopted between the core rod 1310 in the inclined rod 1305 and the core rod positioning hole at the top of the pneumatic lifting rod 1303, which can adapt to connections under different heights and angles and facilitate height and angle adjustment. The inclined rod 1305, the pneumatic lifting rod 1303 and the ordinary rods in the application can form a triangular structure. Connection sleeves matching the jacking control device 1307 are arranged at the bottoms of the four corners of the triangular support frame to ensure uniform jacking distribution and stable structural support.

[0104] Step 2: Hoist the bridge deck section in the order from top to bottom, install temporary reinforcement and columns 2. After ensuring the stability of each component, install the suspender 5 connected to the truss 8 and the bridge deck section one by one. Pass the second rod 503 through the inner chord rod 10 or the outer chord rod 11, and the connection between the inner chord rod and the outer chord rod is hinged. The other end of the second rod 503 is connected to the reserved hole on the ground. After all the suspenders on the corridor structure are connected, check and accept the hoisted components.

[0105] Step 3: The jacking control device 1307 at the bottom of the bridge deck section jacks up along the support surface of the corresponding support system 13 by a stroke of L, and then rotates the limit sleeve with a torque wrench to apply a pre-tightening force to each suspender 5. Apply the pre-tightening force in the order of the suspenders 5 on the inner chord rod first and then the suspenders 5 on the outer chord rod. After the pre-tightening force at each position reaches 80% of the design value, detect the axial force of the suspender 5 and the overall structural stability. It should be noted that the jacking stroke L = σGL0.

[0106] Where L is the jacking stroke, with the unit of mm; σ is the angle correction coefficient of the bridge deck section. When the included angle between the bridge deck section and the horizontal plane is 0° < α < 20°, it takes 1.0. When the included angle between the bridge deck section and the horizontal plane is 20° ≤ α < 40°, it takes 0.9. When the included angle between the bridge deck section and the horizontal plane is 40° ≤ α < 60°, it takes 0.8. It should be noted that the heavier the bridge deck section, the less the jacking distance. The correction coefficient is to adapt to bridge deck sections with different inclination angles. The larger the inclination angle, the greater the vertical component force, the greater the load borne by the support, and the less the jacking distance. Therefore, the larger the angle, the smaller the correction coefficient;

[0107] G is the weight of two sections of the bridge deck, with the unit of kN;

[0108] L0 is the maximum jacking stroke of the jacking control device, with the unit of mm;

[0109] The jacking control device 1307 of the present application is arranged on the corresponding main support system and secondary support system for the jacking and retracting of the bridge deck section structure.

[0110] Step Four: After the overall installation of the corridor structure is completed, the unloading work of each support system can be carried out.

[0111] The unloading method of the indoor stadium spiral suspended corridor of the present application includes the following steps:

[0112] Step Five: Slowly unload the corridor through the unloading control system. The unloading sequence of each stage is to unload the main support system of the corner section first and then the secondary support system of the bridge deck section, that is, to unload in a coordinated and hierarchical manner in the order from the main support to the secondary support by an alternating method;

[0113] It should be noted that the unloading control system consists of the jacking control device 1307 and the load monitoring device 1307. The jacking control device 1307 is used for the jacking and retracting of the bridge deck section. The load monitoring device 1307 is used to monitor the bearing capacity of the bridge deck section 102, the support system, and the axial force of the suspender 5. The main support system and the secondary support system have the same structure, and both the jacking control device 1307 and the load monitoring device 1307 are installed on the main and secondary support systems, and the output end of the jacking control device 1307 contacts directly below the bridge deck section.

[0114] Step 6, First-stage unloading: First, gradually and slowly and evenly retract the main support system through the jacking control device 1307 in the corresponding unloading control system. The stroke distance is 0.2L. After unloading to the specified position, observe the axial force change state of the hanger 5 at each monitoring point and the bearing capacity of the structure and the main support system through the load monitoring device 1307 in the unloading control system. If the axial force value of the hanger 5 at a certain point shows a negative value, that is, pressure, at this time, the bridge deck section is displaced. Immediately stop unloading, and correct the bridge deck section by adjusting the hanger 5. After correction, check the overall stability of the main support system and the structure of the bridge deck section. After meeting the requirements, unload the secondary support system of the bridge deck section;

[0115] Gradually and slowly and evenly retract the secondary support system of the bridge deck section through the jacking control device 1307 in the unloading control system. The stroke distance is 0.2L. After unloading to the specified position, observe the axial force change state of the hanger 5 at each monitoring point and the bearing capacity of the structure and the secondary support system through the load monitoring device 1307 in the unloading control system. If the axial force value of the hanger 5 at a certain point shows a negative value, that is, pressure, at this time, the bridge deck section is displaced. Immediately stop unloading, and correct the bridge deck section by adjusting the hanger 5. After correction, check the overall stability of the secondary support system and the structure of the bridge deck section. After meeting the requirements, complete the first-stage unloading and proceed to the second-stage unloading;

[0116] Step 7, Second-stage unloading: On the basis of the first-stage unloading, continue to unload. The difference in the second-stage unloading method from the first stage is that the stroke distance of the retraction of the jacking control device 1307 is increased to 0.4L, and the rest of the steps are carried out according to the first stage, specifically as follows:

[0117] First, gradually and slowly and evenly retract the main support system through the jacking control device 1307 in the corresponding unloading control system. The stroke distance is 0.4L. After unloading to the specified position, observe the axial force change state of the hanger 5 at each monitoring point and the bearing capacity of the structure and the main support system through the load monitoring device 1307 in the unloading control system. If the axial force value of the hanger 5 at a certain point shows a negative value, that is, pressure, at this time, the bridge deck section is displaced. Immediately stop unloading, and correct the bridge deck section by adjusting the hanger 5. After correction, check the overall stability of the main support system and the structure of the bridge deck section. After meeting the requirements, unload the secondary support system of the bridge deck section;

[0118] The bridge deck section secondary support system is slowly and evenly returned step by step through the jacking control device 1307 in the unloading control system, with a travel distance of 0.4L. After unloading to the designated position, the axial force change state of the hanger 5 at each monitoring point and the bearing capacity of the structure and the secondary support system are observed through the load monitoring device 1307 in the unloading control system. If the axial force value of the hanger 5 at a certain point is negative, that is, pressure, the bridge deck section is offset at this time, and the unloading should be stopped immediately. The bridge deck section is returned to the correct position by adjusting the hanger 5. After returning to the correct position, the bridge deck section secondary support system and the overall stability of the structure are checked. If the requirements are met, the first stage of unloading is completed and the second stage of unloading is carried out;

[0119] Step 8, third stage unloading: The third stage unloading continues unloading on the basis of the second stage unloading, and the unloading travel distance is still 0.4L. Its unloading steps are the same as the second stage unloading steps;

[0120] Step 9: Monitor the bearing capacity of the structure and support system and the axial force of the suspender rod through the load monitoring device in the unloading control system. Monitor once every 45 minutes during the unloading process and once every 6 hours after the unloading is completed. After static observation for 48 hours, if no significant changes are found in the bearing capacity of the structural support system and the axial force of the suspender rod, start to dismantle the unloading control system and the support system;

[0121] Step 10. Uninstall the remaining partitions in the same way as the above partitions until all are uninstalled.

[0122] This application unloads by controlling the distance. For suspended bridge deck sections, unloading by controlling the load size poses a major safety hazard. Controlling the distance is more suitable for suspended structures and ensures the overall safety of the structure. The distance is controlled by establishing a relationship, which can effectively adapt to unloading of aerial corridors with different inclinations and weights.

[0123] The above embodiments are only used to illustrate the technical solutions of the present invention, rather than to limit the same. Although the present invention has been described in detail with reference to the aforementioned embodiments, those skilled in the art should understand that the technical solutions described in the aforementioned embodiments may still be modified, or some of the technical features may be replaced by equivalents. However, these modifications or replacements do not deviate the essence of the corresponding technical solutions from the spirit and scope of the technical solutions of the embodiments of the present invention.

Claims

1. A spiral suspended corridor for an indoor venue, comprising a bridge body (4), which is installed in the venue and arranged upward in a spiral shape, and is characterized by: The bridge body (4) is divided into a plurality of bridge deck sections from top to bottom, the starting position of which is connected to a suspended viewing room (7) arranged on the top of the venue; the end position is connected to the ground through a multi-stage shock absorbing device (9); An inner chord (10) is arranged on the inner side of the bridge deck section, and an outer chord (11) is arranged on the outer side; the inner chord (10) and the outer chord (11) are both connected to a truss (8) on a suspended viewing room (7) via a suspension rod (5); The multi-stage shock absorbing device (9) comprises an elliptical metal shock absorbing plate (906), and an upper metal stress-bearing plate (901) is connected to the upper side of the elliptical metal shock absorbing plate (906) via a spring (904), wherein the inner side of the spring (904) wraps around a hydraulic device (903), and the hydraulic device (903) has a built-in viscous damping fluid, and the top of the upper metal stress-bearing plate (901) is connected to the bottom of the bridge deck section.

2. The spiral suspended corridor for indoor venues according to claim 1, characterized in that: The multi-stage shock absorbing device (9) further comprises a bearing plate (902) and a lower metal force-bearing plate (908), wherein the bearing plate (902) is located above the elliptical metal shock absorbing plate (906), and the lower metal force-bearing plate (908) is located below the elliptical metal shock absorbing plate (906); The left and right sides of the upper metal stress-bearing plate (901) are both provided with a bent metal plate (905), wherein one end of the bent metal plate (905) is installed between the bearing plate (902) and the elliptical metal shock-absorbing plate (906) through a fixing bolt (907), and the other end of the metal plate (905) is installed between the lower metal stress-bearing plate (908) and the elliptical metal shock-absorbing plate (906) through a fixing bolt (907).

3. The spiral suspended corridor for indoor venues according to claim 1, characterized in that: The suspension rod (5) comprises a first rod member (501), a limiting sleeve (502) and a second rod member (503), wherein the first rod member (501) and the second rod member (503) are connected via the limiting sleeve (502), wherein the other end of the first rod member (501) is connected to the truss (8) via an ear plate connecting member (12), and the second rod member (503) passes through the inner chord (10) or the outer chord (11), and the bottom end thereof is connected to a reserved hole on the ground.

4. The spiral suspended corridor for indoor venues according to claim 3, characterized in that: The ear plate connecting member (12) includes an upper connecting plate (1204), wherein a limiting clamp plate 1 (1201) is integrally formed on one side of the top of the upper connecting plate (1204), and a limiting clamp plate 2 (1203) is rotatably connected to one side of the top of the upper connecting plate (1204), wherein the limiting clamp plate 1 (1201) and the limiting clamp plate 2 (1203) are clamped onto the truss (8) and fixed via a connecting pin (1202), and the bottom of the upper connecting plate (1204) is connected to a hook (1206) via a U-shaped lock (1205), wherein the hook (1206) is connected to the suspension rod (5).

5. The spiral suspended corridor for indoor venues according to claim 1, characterized in that: A plurality of columns (2) are arranged around the venue, and adjacent columns (2) are connected by steel tube concrete columns (3). The outer side of the suspended visiting room (7) is connected to the corresponding columns (2) by a plurality of trusses (8), and the upper part of the suspended visiting room (7) is connected to the steel roof (1) on the top of the venue by a truss.

6. The spiral suspended corridor for indoor venues according to claim 1, characterized in that: There is an angle α between each bridge deck section and the horizontal plane, where the value range of α is: 0°<α<60°.

7. A method for hoisting and unloading a spiral suspended corridor of an indoor venue according to any one of claims 1 to 6, characterized in that: The steps include: From top to bottom, taking the starting bridge deck section as the reference, a 360° circle along the corridor forms a zone. The corridor is composed of several circles to form several zones. The hoisting and unloading of each zone structure are carried out in order from top to bottom. After the unloading of the previous zone is completed, the next zone is constructed. When hoisting: S1. First, the hanger is pre-hanged, and the upper end of the hanger is connected to the truss with a lug and a pin. Then, the main support system and the secondary support system are set up at the bottom of the bridge deck section according to the site requirements; S2. Lift the bridge deck sections from top to bottom, install temporary reinforcements and columns, ensure that all components are stable, and then install the hangers connected to the trusses and bridge deck sections section by section; S3, the lower end of the suspension rod is first connected to the inner chord or outer chord, and then fixed to the reserved hole on the ground; S4. The lifting control device at the bottom of the bridge deck section is lifted upward along the support surface of the support system by a stroke of L, and then a preload is applied to each hanger. The preload at each position is applied to 80% of the design value. The axial force of the hanger and the overall stability of the corridor are tested. After the overall installation of the corridor structure is completed, the unloading work of each support system can be carried out; When uninstalling: S5. Use the unloading control system on the primary support system and the secondary support system to slowly unload the structure. The unloading is divided into three stages. The unloading sequence of each stage is to unload step by step in the order of the primary support system first and then the secondary support system; S6, first stage unloading: first, the main support system is slowly and evenly returned step by step through the jacking control device in the unloading control system, with a travel distance of 0.2L. After unloading to the designated position, the axial force change state of the suspender at each monitoring point and the bearing capacity of the structure and the main support system are observed through the load monitoring device in the unloading control system; If the test meets the requirements, the secondary support system of the bridge deck section will be slowly and evenly returned step by step through the jacking control device in the unloading control system, with a travel distance of 0.2L. After unloading to the designated position, the axial force change state of the hanger at each monitoring point and the bearing capacity of the structure and the secondary support system will be observed through the load monitoring device in the unloading control system; S7, second stage unloading: The second stage unloading is a continuation of the unloading on the basis of the first stage unloading. The second stage unloading process is the same as the first stage unloading process except that the two trip distances are 0.4L; S8, third stage unloading: The third stage unloading is a continuation of unloading on the basis of the second stage unloading, and the unloading travel distance is still 0.4L, and the unloading steps are the same as the second stage unloading steps; S9. Monitor the bearing capacity and axial force of the structure and support system through the load monitoring device in the unloading control system. Monitor once every 45 minutes during the unloading process and once every 6 hours after the unloading is completed. After static observation for 48 hours without significant changes in the bearing capacity of the structural support system and the axial force of the hanger, start to dismantle the unloading control system. S10. The remaining partitions are uninstalled in the same manner as the above partitions.

8. The method for hoisting and unloading a spiral suspended corridor in an indoor venue according to claim 7, characterized in that: The principles for setting up the main support system and the secondary support system in step S1 are as follows: Taking the starting bridge deck section as the reference, except for the terminal bridge deck section, the main support system is set up under the bridge deck section at the 1st, 3rd, 5th..., 2n+1 (n≥0 rounded up) columns, and the secondary support system is set up under the bridge deck section at the 2nd, 4th, 6th..., 2n (n≥1 rounded up) columns.

9. The method for hoisting and unloading a spiral suspended corridor in an indoor venue according to claim 7, characterized in that: In the step S6 / step S7 / step S8, the lifting stroke L=σGL0; Where L is the lifting stroke, in mm; σ is the bridge deck angle correction coefficient, which is 1.0 when the angle between the bridge deck and the horizontal plane is 0°<α<20°, 0.9 when the angle between the bridge deck and the horizontal plane is 20°≤α<40°, and 0.8 when the angle between the bridge deck and the horizontal plane is 40°≤α<60°; G is the weight of the two bridge deck sections, in kN; L0 is the maximum lifting stroke of the lifting control device, unit: mm.

10. The method for hoisting and unloading a spiral suspended corridor in an indoor venue according to claim 7, characterized in that: In step S6, during the unloading process of the main support system, if the axial force value of the hanger at a certain point becomes negative, i.e., pressure, the bridge deck segment is deviated at this time, and the unloading should be stopped immediately, and the bridge deck segment is returned to the correct position by adjusting the hanger. After returning to the correct position, the overall stability of the main support system of the bridge deck segment and the corridor is checked, and the secondary support system of the bridge deck segment is unloaded after meeting the requirements; During the unloading process of the secondary support system, if the axial force value of the hanger at a certain point becomes negative, that is, pressure, the bridge deck section is displaced. At this time, the unloading should be stopped immediately, and the bridge deck section should be corrected by adjusting the hangers. After correction, the secondary support system of the bridge deck section and the overall stability of the corridor should be checked. If the requirements are met, the next stage of unloading should be carried out.

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