Spiral suspension corridor for indoor venue

Abstract

The utility model discloses an indoor stadium spiral suspension corridor which comprises a bridge body, the bridge body is installed in a stadium and arranged upwards in a spiral mode, the bridge body is divided into a plurality of bridge floor sections from top to bottom with the distance between two adjacent stand columns in the stadium as the reference, the bridge floor section at the starting point position is connected to a suspension type visiting room arranged in the stadium, and the suspension type visiting room is connected with the bridge floor section at the starting point position. The bridge floor section at the final position is connected with a foundation through a multi-stage damping device; outer chord members are arranged on the outer sides of the bridge floor sections; and the inner chord members and the outer chord members are connected with the truss through suspenders. The spiral suspension corridor is arranged in the courtyard of the venue, the space of the courtyard is fully utilized, the functional requirements of visit and touring of the venue are met, the beauty of a building is fully reflected, the bridge floor section spirally ascends, the situation that the structure is shielded by surrounding buildings is avoided, pedestrians can conveniently watch large-range surrounding landscapes, and the visit effect of the venue is improved. A multi-stage damping device is arranged at the contact position of the bottom of the bridge floor section and the ground, and the anti-seismic performance of the bottom of the bridge floor section and the ground is ensured through the arrangement of the multi-stage damping device.

Description

Technical Field

[0001] The utility model relates to the technical field of steel structure buildings, in particular to a spiral suspended corridor for an indoor venue. Background Art

[0002] The three-dimensional corridor in a large venue space refers to a three-dimensional corridor passage set up in large gymnasiums, theaters, convention and exhibition centers and other buildings. This design can effectively utilize space and improve the traffic efficiency and viewing experience of the venue. The three-dimensional corridor is generally designed to be multi-layered or high-altitude suspended, which can connect different areas of the venue and provide a convenient way of passage for the audience or participants. The design of the three-dimensional corridor needs to consider factors such as structural stability, safety and viewing experience to ensure that it can meet the use requirements of the venue. However, there are still some shortcomings in the connection between the bridge deck section and the ground structure in the corridor, as well as the spatial layout of the indoor atrium;

[0003] For example, in the existing patent technology of a suspended spiral ramp, the patent announcement number of the applicant's earlier application is CN203924530U, and the patent name is. 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 earthquake-resistant device is set. When the arc truss is subjected to force, its stability cannot be guaranteed. At the same time, there is a large amount of space in the middle of the exhibition hall, which has not been reasonably utilized, and the space utilization is insufficient. In addition, the suspension bridge system has not formed an organic connection with the large-scale building system, and the overall stability and comfort of the suspension bridge structure are difficult to guarantee. Utility Model Content

[0004] The technical problem to be solved by the utility model is: how to solve the problem of insufficient stability of the existing suspended corridor bridge deck section.

[0005] In order to solve the above technical problems, the utility model provides the following technical solutions:

[0006] A spiral suspended corridor in an indoor venue comprises a bridge body, which is installed in the venue and arranged upward in a spiral shape. The bridge body is divided into a plurality of bridge deck sections from top to bottom based on the distance between two adjacent columns in the venue. The bridge deck section at the starting position is connected to a suspended visiting room arranged inside the venue, and the bridge deck section at the end position is connected to the foundation through a multi-stage shock absorbing device; an inner chord rod is arranged on the inner side of the bridge deck section, and an outer chord rod is arranged on the outer side; the inner chord rod and the outer chord rod are both connected to a truss on the suspended visiting room through a hanger rod.

[0007] The utility model 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 visiting the venue but also fully reflects the beauty of the building. The bridge deck section rises in a spiral manner to avoid obstruction of the structure by surrounding buildings, which makes it convenient for 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. The arrangement of the multi-stage shock-absorbing device ensures the seismic resistance of the bottom of the bridge deck section and the ground.

[0008] As a further solution of the utility model: 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 the hydraulic device, and the hydraulic device has 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.

[0009] As a further solution of the utility model: the multi-stage shock absorbing device also includes 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.

[0010] As a further solution of the utility model: bent metal plates are provided on both sides of the upper metal stress-bearing plate, wherein one end of the metal plate is installed between the load-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.

[0011] As a further solution of the utility model: 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, 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.

[0012] As a further solution of the utility model: 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 can be clamped onto the truss, 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.

[0013] As a further solution of the utility model: the end of the limit clamp plate 1 that contacts the limit clamp plate 2 is provided with a protruding block, the end of the limit clamp plate 2 that contacts is provided with a groove corresponding to the protruding block, and the protruding block and the groove are connected by a connecting pin.

[0014] As a further solution of the utility model: 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.

[0015] As a further solution of the utility model: there is an angle α between the bridge deck section and the horizontal plane, wherein the value range of α is: 0°<α<60°.

[0016] As a further solution of the utility model: handrails are provided on both sides of a plurality of bridge deck sections.

[0017] Compared with the prior art, the beneficial effects of the utility model are:

[0018] 1. The utility model makes full use of the atrium space by setting 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, 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 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 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;

[0019] Second, the utility model evenly arranges columns around the aerial corridor system, which maximizes the safety and horizontal stability of the aerial corridor; the bridge deck section rises in a spiral, avoiding the obstruction of the structure by surrounding buildings, which makes it convenient for pedestrians to view a wide range of surrounding landscapes, and the utility model arranges a suspended viewing room at the middle of the top of the venue, in which exhibits can be arranged or used as a conference room, providing a building structure that integrates a suspended (aerial) conference room and sightseeing functions, thereby improving space utilization;

[0020] 3. The utility model sets a main support system, a secondary support system and a corresponding unloading control system during the hoisting and unloading stage of the spiral aerial corridor. After the hoisting of each component of the corridor is completed, the main support system is first followed by the secondary support system, and the support system is unloaded and dismantled from top to bottom in a coordinated hierarchical cycle, so that the aerial corridor is reliably transitioned from a temporary support state to a self-bearing stress state of the corridor, effectively ensuring the overall stability of the aerial corridor, avoiding structural destruction and damage caused by concentrated stress on the support system and sudden changes in the load of each boom during the unloading process, and ensuring the safety and comfort of the aerial corridor during service;

[0021] Fourth, the control of the jacking and return stroke of the jacking control system of the utility model 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 graded unloading is adopted during unloading, and unloading is carried out in the order from the main to the secondary support. The control distance is carried out by establishing a relationship, which can effectively adapt to the unloading of aerial corridors with different inclination angles and weights;

[0022] 5. During unloading, the utility model uses a load monitoring system to monitor the axial force of the boom in real time, and adjusts the pre-tightening force of the boom to adjust the corresponding part of the corridor structure at each stage of unloading, which can effectively ensure the overall stability of the structure;

[0023] 6. The difference between the present invention and the existing structural system is that the corridor of the present application is a suspended structure with a supporting structure, which needs to transmit force through the supporting system to unload; and the unloading is done by controlling the distance. There are major safety hazards in unloading by controlling the load size for the suspended structure. Controlling the distance is more suitable for the suspended structure to ensure the overall safety of the structure. BRIEF DESCRIPTION OF THE DRAWINGS

[0024] Figure 1 This is a structural schematic diagram of a spiral suspended corridor for an indoor venue according to an embodiment of the utility model;

[0025] Figure 2 This is a structural schematic diagram of another perspective of the spiral suspended corridor for indoor venues according to an embodiment of the utility model;

[0026] Figure 3 It is a partial enlarged view of the spiral suspension corridor and ear plate connecting parts of the indoor venue of the embodiment of the utility model;

[0027] Figure 4 This is a schematic diagram of the structure of the bridge deck section, columns, and multi-stage shock absorbing device when they are connected in the embodiment of the utility model;

[0028] Figure 5 This is a schematic structural diagram of the ear plate connector of an embodiment of the utility model;

[0029] Figure 6 This is a schematic diagram of the structure of the multi-stage shock absorbing device of an embodiment of the utility model;

[0030] Figure 7 This is a schematic structural diagram of the multi-stage shock absorbing device of another embodiment of the utility model from another perspective;

[0031] Description of reference numerals:

[0032] 1. Top steel roof;

[0033] 2. Column;

[0034] 3. Steel tube concrete column;

[0035] 4. Bridge;

[0036] 5. Suspension rod; 501. First rod member; 502. Limit sleeve; 503. Second rod member;

[0037] 6. Connect the frame;

[0038] 7. Suspended viewing room;

[0039] 8. Truss;

[0040] 9. Multi-stage shock absorbing device; 901. Upper metal stress plate; 902. Load-bearing plate; 903. Hydraulic device; 904. Spring; 905. Bending metal plate; 906. Oval metal shock absorbing plate; 907. Fixing bolt; 908. Lower metal stress plate;

[0041] 10. Inner chord;

[0042] 11. Outer chord;

[0043] 12. Ear plate connector; 1201. Limiting card plate 1; 1202. Connecting pin; 1203. Limiting card plate 2; 1204. Upper connecting plate; 1205. U-shaped lock; 1206. Hook. DETAILED DESCRIPTION

[0044] In order to make the purpose, technical solution and advantages of the embodiments of the utility model clearer, the technical solution in the embodiments of the utility model will be clearly and completely described below in combination with the embodiments of the utility model. Obviously, the described embodiments are part of the embodiments of the utility model, not all of the embodiments. Based on the embodiments of the utility model, all other embodiments obtained by ordinary technicians in this field without creative work are within the scope of protection of the utility model.

[0045] Reference Figure 1 , Figure 2 and Figure 3 A spiral suspended corridor in an indoor venue includes a bridge body 4, which is arranged in the atrium of the venue and is arranged in a spiral shape. The top starting position of the bridge body 4 is connected to a suspended viewing room 7 located in the venue, and the bottom terminal position of the bridge bottom 4 is connected to the ground, and a multi-stage shock absorbing device 9 is provided at the connection position with the ground to provide an earthquake-resistant effect on the bridge body 4;

[0046] A top steel roof 1 is arranged at the top of the venue, and the top of the suspended visiting room 7 is installed on the top steel roof 1 through a truss, and the suspended visiting room 7 is located in the middle of the top of the venue.

[0047] Reference Figure 1 , Figure 2 and Figure 3The top steel roof 1 is installed in a grid-like manner on the top of the venue, which is used to support the hanger 5 and the suspended viewing room 7, wherein the top steel roof is constructed with a 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, overall lifting, and overall sliding of the roof. This application adopts BIM technology to establish an X-steel model of the steel roof, realize three-dimensional CNC processing, pre-assembly, simulated lifting, etc., which not only ensures the lifting accuracy, but also reduces the difficulty of operation. The above design can ensure the accurate positioning of the 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 lifting equipment to enter, this application can adopt the method of reserving lifting holes, setting reserved holes on the top plate and reserved channels on the outer wall in the basement, and the crane enters the basement atrium for direct lifting, which speeds up the construction period, saves costs, and has significant technical benefits. By lifting in sections with steel trusses, the weight of single component lifting is reduced, which is safe, reliable, and easy to construct.

[0048] Reference Figure 1 , Figure 2 and Figure 3 , a number of columns 2 are set around the venue, which maximizes the safety and horizontal stability of the skywalk. The distances between the columns 2 are the same. The specific number of columns 2 needs to be determined according to the needs of the venue, and this application does not limit it. It should be noted that two adjacent columns 2 are connected by a number of steel tube concrete columns 3. When the steel tube concrete column 3 is installed in the column 2, a through-ring beam design is adopted. It is necessary to use ABAQUS to perform finite element analysis on the through-node, focus on the key process predicted to be damaged, use BIM technology, measure and locate accurately, and use a three-dimensional model for visual technical briefing, optimize the design of the steel bar arrangement of the through-node, reduce the construction difficulty, and speed up the construction period. The column 2 supports the entire venue, and the steel tube concrete column 3 connects a number of columns 2 and limits the connection of the column 2.

[0049] Reference Figure 1 , Figure 2 , Figure 3 and Figure 4The bridge body 4 is divided from top to bottom into a number of bridge deck sections, inner chords 10, outer chords 11, handrails, trusses 8, hangers 5 and other structures. The bridge body 4 is divided into a number of bridge deck sections based on the distance between two adjacent columns 2. The handrails are arranged on both sides of the bridge deck section. The columns 2 are evenly arranged. The bridge deck section is an arc-shaped upward or arc-shaped downward bending plate in this application. There is an angle α between the bridge deck section and the horizontal plane, where the value range of α is: 0°<α<60°. The angle between each bridge deck section and the horizontal plane is different, depending on the actual situation on site; each bridge Inner chords 10 are provided at both upper and lower ends of the inner side surface of the surface segment, and outer chords 11 are provided at both upper and lower ends of the outer side surface of each bridge deck segment. The upper and lower ends of the outer side surface of the bridge deck segment and one side of the outer chord 11 are also fixed to the corresponding column 2 through a connecting frame 6; and hangers 5 are installed in the inner chords 10 and the outer chords 11, the upper ends of the hangers 5 are connected to the top trusses 8, and the bottom ends of the hangers 5 are fixed to the reserved holes on the ground; 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 end position is connected to the ground through a multi-stage shock absorbing device 9.

[0050] Reference Figure 5 The suspension rod 5 includes a first rod member 501, a limiting sleeve 502 and a second rod member 503. The first rod member 501 and the second rod member 503 are connected by the limiting sleeve 502. The inner wall of the limiting sleeve 502 is provided with an internal thread. One end of the first rod member 501 is provided with an external thread matching the internal thread of the limiting sleeve 502. One end of the second rod member 503 is provided with an external thread matching the internal thread of the limiting sleeve 502. The other end of the first rod member 501 is connected to the truss 8 through an ear plate connector 12 and a pin shaft; the second rod member 503 passes through the inner chord 10 or the outer chord 11, and the connection between the inner and outer chords is hinged, and the other end of the second rod member 503 is connected to the reserved hole on the ground.

[0051] Reference Figure 1 , Figure 2 and Figure 3 The suspended visiting room 7 is placed in the middle of the top of the venue. Exhibits can be arranged inside it or it can be used as a meeting room. Users can pass through the bridge body 4 to reach the suspended visiting room 7, providing a building structure that integrates a suspended (air) meeting room and sightseeing functions, thereby improving space utilization. A number of trusses 8 are installed in a circular array on the outside of the suspended visiting room 7, and are fixed to corresponding columns 2 through the trusses 8 to ensure the safety and comfort of the suspended visiting room 7.

[0052] Reference Figure 1The multi-stage shock absorbing device 9 includes an upper metal stress plate 901, a bearing plate 902, a hydraulic device 903, a spring 904, a bent metal plate 905, an elliptical metal shock absorbing plate 906, a fixing bolt 907 and a lower metal stress plate 908. The elliptical metal shock absorbing plate 906 is made of an annular steel plate, and the bent metal plate 905 is also made of a steel plate. A bearing plate 902 is arranged above the elliptical metal shock absorbing plate 906. The top of the bearing plate 902 is connected to the upper metal stress plate 901 through a spring 904. The inner side of the spring 904 wraps the hydraulic device 903, and the hydraulic device 903 has a built-in viscous damping liquid. The top of the upper metal stress plate 901 is connected to the bottom of the terminal bridge deck section.

[0053] The lower metal stress-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 bent metal plates 905, wherein one end of the 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;

[0054] It should be noted that the hydraulic device 903 with built-in viscous damping fluid wrapped by the spring 904 has a buffering function, which weakens the upper bearing capacity and cooperates with the spring 904 to achieve the purpose of step-by-step reduction, thereby reducing the damage caused by the surge in force. When the upper metal force plate 901 is subjected to a large force, and the spring and the wrapped viscous damping hydraulic device cannot completely reduce it, the energy will be consumed through the lower elliptical 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 annular steel plate enters the second stage, and the inner and outer rings simultaneously provide bearing capacity, stiffness and energy consumption capacity.

[0055] The multi-stage shock absorbing device 9 of the present application is mainly composed of two upper and lower metal force-bearing plates, a middle elliptical metal shock absorbing plate 906, a spring 904, and a hydraulic device 903. There is a gap between the elliptical metal shock absorbing plate 906 and the bent metal plate 905, and a connection is provided with corresponding bolts, and there is a gap between the connecting parts, which can produce a good shock absorption and energy dissipation effect in small earthquakes, medium earthquakes and large earthquakes at the same time.

[0056] Reference Figure 1The ear plate connecting member 12 includes an upper connecting plate 1204, wherein a limiting clamp plate 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 the top side of the upper connecting plate 1204. The limiting clamp plate 1201 and the limiting clamp plate 2 1203 are clamped onto the truss 8 and fixed by a connecting pin 1202. The bottom of the upper connecting plate 1204 is connected to a hook 1206 via a U-shaped lock 1205, and the hook 1206 is connected to the first rod 501 of the suspension rod 5.

[0057] It should be noted that before installation, the limit clamp plate 1203 should be rotated, the limit clamp plate 1201 and the upper connecting plate 1204 should be inserted into the truss 8, and then the limit clamp plate 1203 should be lowered and rotated back to fit with the limit clamp plate 1201, and then the limit clamp plate 1201 and the limit clamp plate 2 1203 should be fixed using the connecting pin 1202, so that the ear plate connector 12 and the truss 8 can be installed.

[0058] During the lifting and unloading process, it is necessary to set up the main support system and the secondary support system. 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 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.

[0059] From top to bottom, taking the starting bridge deck section as the reference, a 360° circle along the corridor forms a zone, and the corridor is composed of several circles to form several zones. The hoisting and unloading of each zone structure is carried out in order from top to bottom, and the next zone construction is carried out after the previous zone is unloaded.

[0060] The method for hoisting the spiral suspended corridor of an indoor venue of the present application comprises the following steps:

[0061] Select one of the partitions and follow the steps below.

[0062] Step 1: First, the suspension rod 5 is pre-suspended, wherein the upper end of the suspension rod 5 is connected to the truss 8 by the ear plate connector 12 and the pin, and the middle part of the suspension rod 5 is connected to the first rod 501 and the second rod 503 by the limit sleeve 502 (refer to Figure 5 ), the inner wall of the limiting sleeve 502 is provided with an internal thread, one end of the first rod 501 is provided with an external thread that matches the internal thread of the limiting sleeve 502, and one end of the second rod 503 is provided with an external thread that matches the internal thread of the limiting sleeve 502;

[0063] Then the main support system is erected according to the needs of the site. It should be noted that the support system is divided into the main support system and the secondary support system, wherein the main support system and the secondary support system have the same structure, and the erection principles of the main support system and the secondary support system are as follows: taking the starting bridge deck section as the benchmark, except for the terminal bridge deck section, the main support system is erected under the bridge deck section at the 1st, 3rd, 5th..., 2n+1 (n≥0 rounded up) columns, and the secondary support system is erected under the bridge deck section at the 2nd, 4th, 6th..., 2n (n≥1 rounded up) columns.

[0064] Step 2: Hoist the bridge deck section from top to bottom, install temporary reinforcement and columns 2, ensure that all components are stable, install the hangers 5 connected to the truss 8 and the bridge deck section section by section, pass the second rod 503 through the inner chord 10 or the outer chord 11, and the connection between the inner chord and the outer chord is hinged, and the other end of the second rod 503 is connected to the reserved hole on the ground. After the connection of the hangers on the corridor structure is completed, the hoisted components are inspected and accepted;

[0065] Step 3: The jacking control system at the bottom of the bridge deck section jacks up along the support surface of the corresponding support system by a stroke of L, and then applies a preload force to each hanger 5 by rotating the limit sleeve with a torque wrench. The preload force is applied in the order of the hanger 5 on the inner chord first and then the hanger 5 on the outer chord. After the preload force at each position is applied to 80% of the design value, the axial force of the hanger 5 and the overall stability of the structure are tested. It should be noted that the jacking stroke L = σGL0;

[0066] 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°. It should be noted that the heavier the bridge deck, the shorter the lifting distance. The correction coefficient is to adapt to bridge decks 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 shorter the lifting distance. Therefore, the larger the angle, the smaller the correction coefficient.

[0067] G is the weight of the two bridge deck sections, in kN;

[0068] L0 is the maximum lifting stroke of the lifting control system, in mm;

[0069] The unloading and lifting control system 1303 of the present application is arranged on the corresponding main support system and the secondary support system, and is used for the lifting and return of the bridge deck section structure.

[0070] Step 4: After the overall installation of the corridor structure is completed, the support systems can be unloaded.

[0071] The unloading method of the spiral suspended corridor of the indoor venue of the present application comprises the following steps:

[0072] Step 5: Slowly unload the corridor through the unloading control system. The unloading sequence of each stage is to first unload the main support system of the corner section and then the secondary support system of the bridge deck section, that is, to unload in a coordinated and graded manner from the main to the secondary support in an alternating manner;

[0073] It should be noted that the unloading control system consists of a jacking control system and a load monitoring system. The jacking control system is used for the jacking and return of the bridge deck section, and the load monitoring system is used to monitor the bearing capacity of the bridge deck section and the support system and the axial force of the hanger 5. The main support system and the secondary support system have the same structure, and the jacking control system and the load monitoring system are both installed on the main and secondary support systems, and the output end of the jacking control system is in contact with the bottom of the bridge deck section.

[0074] Step 6, first stage unloading: first, the main support system is slowly and evenly returned step by step through the jacking control system in the corresponding unloading control system, with a travel distance of 0.2L. After unloading to the designated position, the load monitoring system in the unloading control system is used to 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. 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 should be returned to the correct position by adjusting the hanger 5. After returning to the correct position, the main support system and the overall stability of the structure of the bridge deck section should be checked. If the requirements are met, the secondary support system of the bridge deck section should be unloaded;

[0075] The bridge deck section secondary support system is slowly and evenly returned step by step through the jacking control system 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 5 at each monitoring point and the bearing capacity of the structure and the secondary support system are observed through the load monitoring system 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;

[0076] Step 7: Unloading in the second stage is continued on the basis of unloading in the first stage. The unloading method in the second stage is different from that in the first stage in that the return travel distance of the jacking control system is increased to 0.4L. The remaining steps are carried out in accordance with the first stage, as follows:

[0077] First, the main support system is slowly and evenly returned step by step through the jacking control system in the corresponding 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 main support system are observed through the load monitoring system 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 segment is offset at this time, and the unloading should be stopped immediately. The bridge deck segment is returned to the correct position by adjusting the hanger 5. After returning to the correct position, the main support system and the overall stability of the structure of the bridge deck segment are checked. After meeting the requirements, the secondary support system of the bridge deck segment is unloaded;

[0078] The bridge deck section secondary support system is slowly and evenly returned step by step through the jacking control system 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 system 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;

[0079] 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;

[0080] Step 9: Monitor the bearing capacity of the structure and support system and the axial force of the suspender rod through the load monitoring system 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 suspender rod, start to dismantle the unloading control system and the support system;

[0081] Step 10. Uninstall the remaining partitions in the same way as the above partitions until all are uninstalled.

[0082] 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.

[0083] The above embodiments are only used to illustrate the technical solutions of the present invention, rather than to limit it. 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 based on the distance between two adjacent columns (2) in the venue, the bridge deck section at the starting position is connected to a suspended viewing room (7) arranged inside the venue, and the bridge deck section at the end position is connected to the foundation via 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).

2. The spiral suspended corridor for indoor venues according to claim 1, characterized in that: 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.

3. The spiral suspended corridor for indoor venues according to claim 2, characterized in that: The multi-stage shock absorbing device (9) further comprises a bearing plate (902) and a lower metal stress-bearing plate (908), wherein the bearing plate (902) is located above the elliptical metal shock absorbing plate (906), and the lower metal stress-bearing plate (908) is located below the elliptical metal shock absorbing plate (906).

4. The spiral suspended corridor for indoor venues according to claim 3, characterized in that: 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).

5. 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.

6. The spiral suspended corridor for indoor venues according to claim 5, 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) can be clamped onto the truss (8), 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).

7. The spiral suspended corridor for indoor venues according to claim 6, characterized in that: The end of the limiting clamp plate 1 (1201) that contacts the limiting clamp plate 2 (1203) is provided with a protruding block, and the end of the limiting clamp plate 2 (1203) that contacts is provided with a groove corresponding to the protruding block, and the protruding block and the groove are connected via a connecting pin shaft (1202).

8. 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.

9. 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°.

10. The spiral suspended corridor of an indoor venue according to claim 1, characterized in that: Handrails are provided on both sides of several bridge deck sections.

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