Spatial three-dimensional suspension corridor

Abstract

The utility model discloses a space three-dimensional suspension corridor which comprises a suspension corridor body connected between indoor floor aisles, the suspension corridor body comprises a plurality of fixed sections, bridge floor sections and corner sections from top to bottom, and the ends of the bridge floor sections are connected with the fixed sections or the corner sections through node connecting parts; the corner sections are connected to the corresponding oblique crossing grid columns through a plurality of oblique hanging rods, the fixing sections and the corresponding main body structural plates are integrally formed in a pouring mode, and the bridge deck section is connected to a top steel roof at the top of a floor through a plurality of vertical hanging rods. According to the air gallery, the joint connection parts are arranged to achieve fixation of the joints, and the safety of the air gallery is improved to the maximum extent; the corner sections are freely overhung, shielding of surrounding buildings on the structure is avoided, and pedestrians can conveniently watch large-range surrounding landscapes; the air corridor is arranged at the atrium part of a large-scale venue and can be used as a channel leading to a corresponding floor, so that the space of the atrium is fully utilized, the visit and touring requirements of the venue are met, and the beauty of a building is fully reflected.

Description

Technical Field

[0001] The utility model relates to the technical field of steel structure buildings, in particular to a spatial three-dimensional suspended corridor. Background Art

[0002] The three-dimensional corridor is generally designed in the form of multi-layer or high-altitude suspension, 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 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 corresponding corner section and fixed section in the corridor; for example, the patent announcement number CN103967131B applied by the applicant earlier, the patent name is an existing patent technology of an indoor folding suspension bridge structure, in the indoor folding suspension bridge structure, the bridge deck (equivalent to the bridge deck section) is connected to the floor corridor through the first connecting component, and the first connecting component includes a fixing plate and a bolt, that is, the connection between the bridge deck and the floor corridor adopts the combination of a fixing plate and a bolt, and no corresponding weakening parts are set. When the bridge deck is under stress, it will affect the stability between the bridge deck and the floor corridor. 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

[0003] The technical problem to be solved by the utility model is: how to solve the problem of insufficient stability of the current spatial suspended corridor bridge deck section.

[0004] In order to solve the above technical problems, the utility model provides the following technical solutions:

[0005] A three-dimensional suspended corridor, comprising a suspended corridor connecting indoor floor corridors, wherein a main structural plate is arranged in the floor corridor, and oblique grid columns are arranged at the edges of the indoor floor corridor;

[0006] The suspended corridor includes several fixed sections, bridge deck sections and corner sections from top to bottom, wherein the end of the bridge deck section is connected to the fixed section or the corner section through a node connection component; the corner section is connected to the oblique grid columns arranged on the corresponding floor through a number of oblique hangers, the fixed section is cast integrally with the corresponding main structure plate, and the bridge deck section is connected to the top steel roof at the top of the floor through a number of vertical hangers.

[0007] The present invention arranges fixed sections at reasonable positions in the skywalk system, and the fixed sections or corner sections are connected and fixed to the bridge deck sections by node connecting components, thereby maximizing the safety and stability of the skywalk; the corner sections are freely cantilevered, thereby avoiding obstruction of the structure by surrounding buildings, and making it convenient for pedestrians to view a wide range of surrounding landscapes; the present application arranges the skywalk in the atrium of a large venue, which can be used as a passage to the corresponding floors, making full use of the atrium space, satisfying the functional requirements of venue visits and sightseeing, and fully embodying the beauty of the building.

[0008] As a further solution of the utility model: an angle α exists between each bridge deck section and the horizontal plane, wherein the value range of α is: 0°<α<60°.

[0009] As a further solution of the utility model: the node connection component includes a first T-shaped steel plate embedded in the corresponding bridge deck section, and a second T-shaped steel plate embedded in the corresponding fixed section or corner section, and the left and right sides of the first T-shaped steel plate and the second T-shaped steel plate are detachably connected by energy dissipation and weakening parts, wherein the energy dissipation and weakening parts are detachably connected with a reinforced connecting plate.

[0010] As a further solution of the utility model: the upper and lower sides of the middle position of the energy dissipation and weakening member are both concave structures, and a waist-shaped groove is opened in the horizontal direction of the middle position;

[0011] An arc-shaped groove is provided in the horizontal direction at the middle position of the reinforcement connection plate, wherein the arc-shaped groove corresponds to the corresponding waist-shaped groove, and the two are fixed by bolts.

[0012] As a further solution of the utility model: the energy dissipation and weakening member is designed in an "L"-shaped structure.

[0013] As a further solution of the present invention: the oblique grid columns are arranged in an "X"-shaped structure as a whole.

[0014] As a further solution of the present invention: the oblique grid columns are arranged in a "Y"-shaped structure as a whole.

[0015] As a further solution of the present invention: the oblique grid columns are arranged in a "K"-shaped structure as a whole.

[0016] As a further solution of the present invention: the vertical hanger and the oblique hanger have the same structure, wherein the vertical 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 top steel roof, and the other end of the second rod is connected to the oblique grid column or the corresponding main structure plate of the floor.

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

[0018] 1. The present invention sets a fixed section at a reasonable position in the skywalk system, and the fixed section or the corner section is connected and fixed to the bridge deck section through a node connection component, thereby maximizing the safety of the skywalk; the corner section is freely cantilevered, thereby avoiding the obstruction of the structure by the surrounding buildings, and making it convenient for pedestrians to view a wide range of surrounding landscapes; the present application sets the skywalk in the atrium of a large venue, which can be used as a passage to the corresponding floor, making full use of the atrium space, satisfying the functional requirements of the venue for sightseeing, and fully reflecting the beauty of the building;

[0019] Second, the present invention effectively ensures the horizontal stability of the aerial corridor by arranging oblique grid columns on both sides of the atrium of the venue and connecting them with the oblique hangers and fixed sections of the aerial corridor. At the same time, the oblique grid columns themselves also have the function of shear walls. The continuous arrangement from bottom to top can improve the seismic toughness of the overall structure of the venue while increasing the height of the venue, and provide a wide field of vision, which is particularly suitable for visiting venues;

[0020] 3. In the hoisting and unloading stages of the aerial corridor, the present invention sets a main support system, a secondary support system and a corresponding unloading control system. After the hoisting of each component of the corridor is completed, the main support system is first installed and then the secondary support system is installed, 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 present invention fully considers the angle between the bridge deck section and the horizontal plane, as well as the weight of the bridge deck section and the corner section in the control of the jacking and return stroke of the jacking control system, and can effectively adapt to the unloading of aerial corridors with different inclination angles and weights, thereby improving the adaptability of the present application;

[0022] 5. The present invention uses a load monitoring system to monitor the axial force of the boom in real time, and adjusts the preload force of the boom at each stage of unloading, thereby adjusting the corresponding parts of the structure back and forth, which can effectively ensure the overall stability of the structure during the unloading process;

[0023] 6. The present invention arranges energy dissipation weakening parts and reinforced connecting plates between the bridge deck section and the fixed section or the corner section, and between the fixed section and the main structure of the corridor. Compared with a case without a weakening part (a single connecting square steel plate), the stress dispersion to the connecting section is smaller. The stress without a weakening part reaches 500MPa, exceeding the ultimate strength of the component itself, causing serious damage; while the stress with a weakening part reaches 375MPa but does not reach the ultimate strength, and the component is stable. This is because the arc in the middle of the energy dissipation weakening part effectively releases the stress transmitted from the surrounding area, so that the bridge deck section and the fixed section or the corner section, and the fixed section and the main structure of the corridor are subjected to overall stable force. BRIEF DESCRIPTION OF THE DRAWINGS

[0024] Figure 1 This is a schematic diagram of the overall structure of a three-dimensional suspended corridor in an embodiment of the utility model;

[0025] Figure 2 This is a schematic diagram of the top structure of the suspended corridor of the embodiment of the utility model;

[0026] Figure 3 This is a schematic diagram of the front structure of the suspended corridor of the utility model embodiment;

[0027] Figure 4 This is a schematic diagram of the structure of the node connection component of an embodiment of the utility model;

[0028] Figure 5 It is a partial enlarged view of the node connection component of the embodiment of the utility model;

[0029] Figure 6 It is a partial structural schematic diagram of the node connection component of the embodiment of the utility model;

[0030] Figure 7 This is a partial structural schematic diagram of a vertical suspension rod according to an embodiment of the utility model;

[0031] Explanation of the reference numerals: 1. Suspended corridor; 101. Fixed section one; 102. First bridge deck section; 103. Corner section one; 104. Second bridge deck section; 105. Fixed section two; 106. Third bridge deck section; 107. Corner section two; 108. Fourth bridge deck section; 109. Corner section three; 110. Fifth bridge deck section; 111. Fixed section three; 112. Vertical hanger; 1121. First rod; 1122. Limit sleeve; 1123. Second rod; 113. Oblique hanger; 114. First T-shaped steel plate; 115. Second T-shaped steel plate; 116. Fastening bolts; 117. Energy dissipation weakening member; 118. Reinforced connecting plate; 119. Waist-shaped groove; 2. Top steel roof; 3. Jack; 4. Loading and unloading tire frame; 5. Oblique grid column; 6. Main structure plate. DETAILED DESCRIPTION

[0032] 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.

[0033] Reference Figure 1A three-dimensional suspended corridor includes a suspended corridor 1, a top steel roof 2, diagonal grid columns 5 and a main structural plate 6, wherein the suspended corridor 1 is arranged in the atrium of an indoor venue, the top steel roof 2 is fixed on the top of the venue, and the diagonal grid columns 5 are arranged around the venue. The diagonal grid columns 5 are arranged from top to bottom to support the main structural plate 6 of the indoor floor.

[0034] Reference Figure 1 , Figure 2 and Figure 3 The suspended corridor 1 includes a plurality of fixed sections 101, a plurality of bridge deck sections 102, a plurality of corner sections 103, vertical hangers 112 and inclined hangers 113, wherein the specific number of bridge deck sections 102 is related to the indoor floor height, the bridge deck sections 102, the inclination angle of the horizontal plane and the floor height; each group of bridge deck sections 102 is arranged upwardly inclined, and there is an angle α between each group of bridge deck sections 102 and the horizontal plane, wherein the value range of α is: 0°<α<60°, and a staircase for walking upward is arranged above each group of bridge deck sections 102.

[0035] Reference Figure 4 , Figure 5 and Figure 6 In the present application, the bridge deck section 102 and the corner section 103 are connected via a node connection component, and the bridge deck section 102 and the fixed section 101 are also connected via a node connection component, and the connection principles of the two locations are the same.

[0036] The following takes the connection between the bridge deck section 102 and the fixed section 101 as an example to introduce the connection relationship of the node connection components between the two: the node connection components specifically include a first T-shaped steel plate 114 and a second T-shaped steel plate 115, wherein the first T-shaped steel plate 114 is a reserved section of the bridge deck section 102, and the first T-shaped steel plate 114 and the bridge deck section 102 are integrally cast by concrete; and the second T-shaped steel plate 115 is a reserved section of the fixed section 101, and the second T-shaped steel plate 115 and the fixed section 101 are integrally cast by concrete;

[0037] The first T-shaped steel plate 114 is fitted with the second T-shaped steel plate 115, and energy dissipation weakening parts 117 are installed on both the front and rear sides of the connection between the two. The energy dissipation weakening parts 117 on the front and rear sides are provided with four arc holes. The two arc holes on the left side are connected to the second T-shaped steel plate 115 through fastening bolts 116, and the two arc holes on the right side are connected to the first T-shaped steel plate 114 through fastening bolts 116 (the left and right directions here are in the order of Figure 5(refer to the figure), the purpose of the arc hole instead of the round hole here is that the bolt has a certain buffering effect during the force-bearing process, which has achieved the effect of unloading energy and ensuring the safety and stability of the bridge deck section 102; in the middle of the energy dissipation weakening member 117 and on both the upper and lower sides, an arc-shaped concave structure is set. The design here can reduce energy transfer, and this component is demonstrated by ABAQUS software; and in the middle position of the energy dissipation weakening member 117, a waist-shaped groove 119 is also horizontally opened, and a reinforcement connecting plate 118 is set outside the waist-shaped groove 119. An arc groove is also opened at the corresponding position on the reinforcement connecting plate 118. The arc groove corresponds to the waist-shaped groove 119, and the two are reinforced by bolts. After the installation is completed, a cover plate can be installed on the top to cover the gap at the connection, which is convenient for subsequent mechanical maintenance; the design purpose of the waist-shaped groove and the arc groove here is also that the bolt has a certain buffering effect during the force-bearing process, which has achieved the effect of unloading energy and ensuring the safety and stability of the bridge deck section 102.

[0038] The effectiveness of the above node connection components is demonstrated using ABAQUS, and the effectiveness of the components is demonstrated by comparing the energy dissipation effect of the square plate with that of the energy dissipation weakening member 117 designed by us. The Mises stress cloud diagram obtained by ABAUQS analysis shows that the stress dispersion of the weakening member of this design is smaller than that of the weakening member without weakening member (single connecting square steel plate). The stress of the weakening member without weakening member reaches 500MPa, which exceeds the ultimate strength of the component itself, and the damage is serious; while the stress of the weakening member reaches 375MPa but does not reach the ultimate strength, and the component is stable. This is because the arc in the middle effectively releases the stress transmitted from the surrounding area, making the overall component stable.

[0039] Reference Figure 1 The top steel roof 2 is installed in a grid-like manner on the top of the venue, which is used to support the vertical hanger 112, and the top steel roof is constructed by 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 a steel roof X-steel model to achieve 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. The steel truss is hoisted in sections to reduce the weight of the single component hoisting, which is safe and reliable, and the construction is simple.

[0040] Reference Figure 1The oblique grid columns 5 of this application are installed in an "X" shape around the venue to support the floors of the venue. The installation of the oblique grid rigid concrete columns of this application adopts the method of reserving hoisting holes and hoisting in sections instead of setting up scaffolding and assembling the whole. The tower crane and giant truck crane are used for hoisting, and the technical innovation is remarkable. The rigid concrete columns are cast in one time by self-compacting, which reduces the construction process, saves construction time, and avoids the secondary treatment cost of the concrete joints. The installation of the oblique grid rigid concrete columns makes full use of BIM technology, which can optimize the steel structure and complex nodes, not only saving steel, but also reducing the difficulty of operation and saving construction time.

[0041] The oblique grid column 5 can also adopt a "Y"-shaped or "K"-shaped structure. The specific shape is not limited in this application and the staff will decide according to the on-site conditions.

[0042] The support system 4 includes a main support system and a secondary support system. The main support system is set up at the bottom middle position of the corner section 103 , and the secondary support system is set up at the bottom middle position of the bridge deck section 102 .

[0043] The aerial corridor structure consists of a bridge deck section 102, a corner section 103, a fixed section 101, vertical hangers 112, oblique hangers 113 and corresponding railings. The corner section 103 and the fixed section 101 divide the aerial corridor into several bridge deck sections 102. From top to bottom, the starting and ending positions are fixed sections 101. At least one corner section 103 is arranged between two adjacent fixed sections 101. The corner sections 103 are freely cantilevered. Except for the fixed section 101 at the end position connected to the ground, the other fixed sections 101 are connected to the main structural plate 6 of the floor. The corner section 103 is connected to the oblique grid column 5 through a plurality of oblique hangers 113, and the bridge deck section 102 is connected to the top steel roof 2 through a plurality of vertical hangers 112. A main support system is set up at the bottom of the corner section 103, and a secondary support system is set up in the middle of the bridge deck section 102.

[0044] Two adjacent fixed sections 101 from top to bottom form a partition, and each partition has a plurality of corner sections 103. The partition structures are hoisted and unloaded in a sequence from top to bottom, and the next partition is constructed after the previous partition is unloaded.

[0045] The hoisting method of the spatial three-dimensional suspended corridor of the present application comprises the following steps:

[0046] Select one of the partitions and follow the steps below:

[0047] Step 1: First, pre-hang the vertical suspension rod 112 and the inclined suspension rod 113. The upper end of the vertical suspension rod 112 is connected to the steel roof 2 by an ear plate and a pin, and the middle part of the vertical suspension rod 112 is connected to the first rod 1121 and the second rod 1123 by a limit sleeve 1122 (refer to Figure 7), the inner wall of the limiting sleeve 1122 is provided with an internal thread, one end of the first rod 1121 is provided with an external thread matching the internal thread of the limiting sleeve, one end of the second rod 1123 is provided with an external thread matching the internal thread of the limiting sleeve, and one end of the second rod 1123 is connected to the limiting sleeve 1122; the same as the vertical suspension rod, the middle part of the inclined suspension rod 113 is connected to the first rod and the second rod by the limiting sleeve, and the inner wall of the limiting sleeve is provided with an internal thread, one end of the first rod is provided with an external thread matching the internal thread of the connecting sleeve, and one end of the second rod is provided with an external thread matching the internal thread of the connecting sleeve, but one end of the first rod of the inclined suspension rod is hinged with the oblique grid column 5 structure, and the other end is connected to the limiting sleeve, and one end of the second rod is connected to the limiting sleeve; then, according to the needs of the site, the main support system is set up at the bottom of the corner section 103, and the secondary support system is set up in the middle part of the bottom of the bridge deck section 102;

[0048] Step 2: hoist the corner section 103, the fixed section 101 and the bridge deck section 102 in order from top to bottom, with the fixed section 101 at the starting and ending positions. At least one corner section 103 is arranged between two adjacent fixed sections 101. The corner section 103 is freely cantilevered and temporarily reinforced. After ensuring that all components are stable, except for the fixed section 101 at the end position connected to the ground, the remaining fixed sections 101 are fixed to the main structure plate 6 of the corresponding floor;

[0049] Step 3: Install the bridge deck section 102, connect the bridge deck section 102 to the corner section 103 or the fixed section 101 through the node connection component, after the bridge deck section 102 is installed and the components are stable, hinge the other end of the second rod 1123 of the vertical suspension rod 112 to the bridge deck section 102, and connect the other end of the second rod 113 of the oblique suspension rod 113 to the corner section 103. After the connection of the suspension rods is completed, check and accept the hoisted components;

[0050] Step 4: The corner section 103 and the bottom of the bridge deck section 102 are lifted. The control system 3 lifts the support system 4 upward by a stroke of L. The preload force is applied in the order of the inclined hanger first and then the vertical hanger. The preload force at each position is applied to 80% of the design value. The axial force of the hanger and the overall stability of the structure are tested. It should be noted that the lifting stroke

[0051] Where L is the lifting stroke, in mm; α 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°;

[0052] G1 and G2 are the weights of the corner section and the bridge deck section, respectively, in kN;

[0053] L0 is the maximum lifting stroke of the lifting control system, in mm.

[0054] The unloading and lifting control system 3 of the present application is arranged on the main support system and the secondary support system, and is used for the lifting and return of the corner section 103 and the bridge deck section 102 structure.

[0055] Regarding the above formula, it should be understood that the jacking control system 3 controls the jacking and return of the support system 4, and the control of the jacking and return fully considers the angle between the bridge deck section 102 and the horizontal plane, the weight of the bridge deck section 102 and the corner section 103, and can effectively adapt to the unloading of the aerial corridor with different inclination angles and weights. The support system 4 is arranged at the bottom of the bridge deck section and the corner section. The weight of the bridge deck section 102 is greater than that of the corner section 103, so the bridge deck section G2 is used as the denominator. The heavier the bridge deck section 102, the shorter 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, the greater the load borne by the support, and the shorter the jacking distance. Therefore, the larger the angle, the smaller the correction coefficient, and finally the relationship between the jacking distance and the maximum jacking stroke is established.

[0056] Step 6: After the treads on the bridge deck section are installed, the support systems can be unloaded.

[0057] The unloading method of the spatial three-dimensional suspended corridor of the present application comprises the following steps:

[0058] Step 7: The structure is slowly unloaded through the unloading control system. The unloading is divided into three stages. The unloading order 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 graded manner from the main to the secondary support in an alternating manner;

[0059] It should be noted that the unloading control system consists of a jacking control system 3 and a load monitoring system 7. The jacking control system 3 is used for the jacking and return of the bridge deck section 102 and the corner section 103, and the load monitoring system 7 is used to monitor the bearing capacity of the corner section 103, the bridge deck section 102, the support system 4 and the axial force of the hangers (including vertical hangers and inclined hangers, which are consistent with the following); the main support system and the secondary support system have the same structure, the main support system is located directly below the corner section 103, and the secondary support system is located directly below the middle of the bridge deck section 102, and the jacking control system 3 and the load monitoring system 7 are both installed on the main and secondary support systems, and the output end of the jacking control system 3 is in contact with the corner section 103 and the bridge deck section 102.

[0060] Step 8, first stage unloading: first, the main support system of the corner section 103 is slowly and evenly returned step by step through the jacking control system 3 in the unloading control system, with a travel distance of 0.2L. After unloading to the designated position, the load monitoring system 7 in the unloading control system is used to observe the axial force change state of the inclined hanger 113 at each monitoring point and the bearing capacity of the bridge deck section 102, the corner 103, and the main support system. If the axial force value of the inclined hanger 113 at a certain point is negative, that is, pressure, the corner section 103 is offset at this time, and the unloading should be stopped immediately. The corner section 103 should be returned to the correct position by adjusting the inclined hanger 113. After returning to the correct position, the main support system of the corner section 103 and the overall stability of the structure should be checked. After meeting the requirements, the secondary support system of the bridge deck section 102 should be unloaded;

[0061] The secondary support system of the bridge deck section 102 is slowly and evenly returned step by step through the jacking control system 3 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 vertical hanger 112 at each monitoring point and the bearing capacity of the structure and the secondary support system are observed through the load monitoring system 7 in the unloading control system. If the axial force value of the vertical hanger 112 at a certain point is negative, that is, pressure, the bridge deck section 102 is offset at this time, and the unloading should be stopped immediately. The bridge deck section 102 is returned to the correct position by adjusting the vertical hanger 112. After returning to the correct position, the secondary support system of the bridge deck section 102 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;

[0062] Step 9: The unloading method in the second stage is different from that in the first stage in that the return travel distance of the lifting control system 3 is increased to 0.4L. The remaining steps are carried out in accordance with the first stage, as follows:

[0063] First, the main support system of the corner section 103 is slowly and evenly returned step by step through the jacking control system 3 in the unloading control system, with a travel distance of 0.4L. After unloading to the specified position, the axial force change state of the inclined hanger 113 at each monitoring point and the bearing capacity of the bridge deck section 102, the corner section 103, and the main support system are observed through the load monitoring system 7 in the unloading control system. If the axial force value of the inclined hanger 113 at a certain point is negative, that is, pressure, the corner section 103 is offset at this time, and the unloading should be stopped immediately. The corner section 103 is returned to the right position by adjusting the inclined hanger 113. After returning to the right position, the main support system of the corner section 103 and the overall stability of the structure are checked. After meeting the requirements, the secondary support system of the bridge deck section 102 is unloaded;

[0064] The secondary support system of the bridge deck section 102 is slowly and evenly returned step by step through the jacking control system 3 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 vertical hanger 112 at each monitoring point and the bearing capacity of the structure and the secondary support system are observed through the load monitoring system 7 in the unloading control system. If the axial force value of the vertical hanger 112 at a certain point is negative, that is, pressure, the bridge deck section 102 is offset at this time, and the unloading should be stopped immediately. The bridge deck section 102 is returned to the correct position by adjusting the vertical hanger 112. After returning to the correct position, the secondary support system of the bridge deck section 102 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;

[0065] Step 10: Uninstallation in the third stage: The uninstallation method in the third stage is the same as that in the second stage. After completing the three stages of uninstallation, the partition is uninstalled.

[0066] Step 11: Monitor the bearing capacity and axial force of the structure and support system 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 hanger, start to dismantle the unloading control system;

[0067] Step 12: Uninstall the remaining partitions in the same way as the above partitions until all are uninstalled.

[0068] This application unloads by controlling the distance. There are major safety hazards in unloading by controlling the load size in the corner section of the suspension structure. Controlling the distance is more suitable for the suspension structure to ensure the overall safety of the structure. The distance is controlled by establishing a relationship, which can effectively adapt to the unloading of aerial corridors with different inclination angles and weights.

[0069] 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 three-dimensional suspended corridor, comprising a suspended corridor (1) connecting indoor floor corridors, characterized in that: A main structural plate (6) is provided in the floor corridor, and oblique grid columns (5) are provided at the edges of the indoor floor corridor; The suspended corridor (1) comprises, from top to bottom, a plurality of fixed sections, a bridge deck section and a corner section, wherein the end of the bridge deck section is connected to the fixed section or the corner section via a node connection component; the corner section is connected to the oblique grid columns (5) arranged on the corresponding floor via a plurality of oblique hangers (113); the fixed section and the corresponding main structure plate (6) are integrally cast and formed; and the bridge deck section is connected to the top steel roof (2) at the top of the floor via a plurality of vertical hangers (112).

2. The three-dimensional suspended corridor 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°.

3. The three-dimensional suspended corridor according to claim 1 is characterized in that: The node connection component comprises a first T-shaped steel plate (114) embedded in the corresponding bridge deck section, and a second T-shaped steel plate (115) embedded in the corresponding fixed section or corner section, wherein the left and right sides of the first T-shaped steel plate (114) and the second T-shaped steel plate (115) are detachably connected via an energy dissipation weakening member (117), wherein the energy dissipation weakening member (117) is detachably connected to a reinforcing connection plate (118).

4. The three-dimensional suspended corridor according to claim 3 is characterized in that: The upper and lower sides of the middle position of the energy dissipation and weakening member (117) are both concave structures, and a waist-shaped groove (119) is opened in the horizontal direction of the middle position; An arc-shaped groove is provided in the horizontal direction at the middle position of the reinforcement connection plate (118), wherein the arc-shaped groove corresponds to the corresponding waist-shaped groove (119), and the two are fixed by bolts.

5. The three-dimensional suspended corridor according to claim 3 is characterized in that: The energy dissipation and weakening member (117) is designed in an "L"-shaped structure.

6. The three-dimensional suspended corridor according to claim 1 is characterized in that: The oblique grid columns (5) are arranged in an "X"-shaped structure as a whole.

7. The three-dimensional suspended corridor according to claim 1 is characterized in that: The oblique grid columns (5) are arranged in a "Y"-shaped structure as a whole.

8. The three-dimensional suspended corridor according to claim 1 is characterized by: The oblique grid columns (5) are arranged in a "K"-shaped structure as a whole.

9. The three-dimensional suspended corridor according to claim 1 is characterized by: The vertical suspension rod (112) and the oblique suspension rod (113) have the same structure, wherein the vertical suspension rod (112) comprises a first rod member (1121), a limiting sleeve (1122) and a second rod member (1123), wherein the first rod member (1121) and the second rod member (1123) are connected via the limiting sleeve (1122), wherein the other end of the first rod member (1121) is connected to the top steel roof (2), and the other end of the second rod member (1123) is connected to the oblique grid column (5) or the main structural plate (6) corresponding to the floor.

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