A space three-dimensional suspension gallery and hoisting and unloading method thereof

Abstract

The application discloses a kind of space three-dimensional suspension corridor and hoisting, unloading method, including the suspension corridor between connecting indoor floor passageway, main support system is arranged in the bottom of the corner section of suspension corridor, secondary support system and corresponding unloading control system are arranged in the middle part of the bottom of suspension corridor bridge section, after the completion of corridor hoisting, by the method of first main support system then secondary support system, from top to bottom, unloading is carried out in coordination with staged circulation, reliably transition from temporary support state to corridor self-bearing stress state, ensure the overall stability of air corridor, avoid the structural damage and damage caused by concentrated stress of support system and load mutation of each suspender in unloading process, ensure the safety and comfort of air corridor during service, and simultaneously utilize load monitoring system to monitor suspender axial force in real time, and adjust the corresponding parts of structure by adjusting suspender pretightening force in each unloading stage, can ensure the overall stability of structure in unloading process.

Description

Technical Field

[0001] This invention relates to the field of steel structure building technology, specifically to a spatial three-dimensional suspended corridor and its hoisting and unloading methods. Background Technology

[0002] Three-dimensional corridors in large venues refer to multi-level walkways installed in buildings such as large stadiums, theaters, and convention centers. This design effectively utilizes space and improves the venue's accessibility and aesthetics. Three-dimensional corridors are typically designed as multi-level or suspended structures, connecting different areas of the venue and providing convenient access for spectators and participants. The design of three-dimensional corridors requires consideration of factors such as structural stability, safety, and aesthetics to ensure they meet the venue's functional requirements. However, there are still some shortcomings in the connection between the bridge deck section and the corresponding corner and fixed sections in the corridor. For example, in the existing patent technology of the applicant's early patent announcement number CN103967131B, entitled "An Indoor Broken Line Suspension Bridge Structure", the bridge plate (equivalent to the bridge deck section) is connected to the floor corridor through the first connecting component. The first connecting component includes a fixing plate and bolts. That is, the connection between the bridge plate and the floor corridor is achieved by the cooperation of the fixing plate and bolts, without the setting of corresponding weakening components. When the bridge plate is under stress, it will affect the stability between the bridge plate and the floor corridor. The suspension bridge system and the large building system have not formed an organic connection. The overall stability and comfort of the suspension bridge structure are difficult to guarantee. At the same time, the patent technology lacks supporting loading and unloading construction methods, and the technical feasibility is poor.

[0003] In the field of large-scale steel structure installation both domestically and internationally, the construction of building components, whether as a whole or in sections, typically employs a construction method involving the installation of temporary support frames in situ at high altitudes. After the main components are installed, the related auxiliary structures are installed. Once all work is completed, the temporary support frames or fixtures are removed using appropriate methods to unload the entire structure, allowing the steel structure system to reliably transition from a support frame state to a structurally loaded state. Therefore, the appropriate unloading method after the hoisting of a large steel structure plays a decisive role in the overall safety, stability, durability, and comfort of the building during its service life.

[0004] Currently, the unloading of large steel structures, both domestically and internationally, mainly employs two methods: direct removal of the supporting structure and sand box unloading.

[0005] For example, in the existing patent document with patent publication number CN116357086A, the stress transfer of the entire system is completed by removing temporary supports and then installing permanent supports. The unloading method of directly removing the supporting structure is suitable for locations with small loads and small unloading displacements, but it is difficult to match for complex three-dimensional suspension structures with large loads and large changes in unloading displacements.

[0006] The existing patent document with patent publication number CN209083014U describes a method where a sand discharge device is auxiliaryly installed on a sand box with a gate valve as a temporary support point. This method employs synchronous release and controlled sand discharge to achieve the designed unloading stroke and complete the unloading operation. However, due to load limitations, sand boxes need to be placed in multiple locations. The sand boxes are filled with steel sand. When used as support points to bear loads for extended periods, the structural load and environmental factors such as moisture can cause uncontrollable settlement of the main structure during assembly. The unloading speed of the sand boxes is determined by the load at each point. In the event of special circumstances deviating from the design during unloading, it is impossible to immediately stop the unloading, making precision difficult to control. Especially for large suspended structures, deviations in unloading precision can cause overall structural instability, posing a significant safety hazard.

[0007] Furthermore, during different stages of construction, the stress on different components will change with variations in structural form and load. Sudden loads, in particular, can cause significant impact effects, posing a considerable challenge to structural safety. Existing patent document CN100577969C addresses this by applying an upward tensile force to the structure to be unloaded to counteract the vertical load, requiring little or no ground support. However, this method has drawbacks: selecting the point of application for the tensile force to counteract the vertical load is extremely difficult; improper selection can easily lead to structural instability, placing high demands on the structure's bearing capacity.

[0008] Because the stress state during structural hoisting differs from the design stress state, the structure needs to be unloaded after hoisting to transition from the construction stress state to the design stress state, which is highly challenging and difficult. The dismantling and unloading of hydraulic jacking devices and temporary support devices cause significant changes in structural load, making the monitoring of structural bearing capacity a current challenge. For suspended structures, the support system needs to be dismantled after completion, and ensuring the overall stability of connecting members and the structure before and after dismantling is difficult. Furthermore, the order of erection and dismantling of the support system also significantly impacts structural stability and subsequent user comfort. Therefore, this invention proposes a spatial three-dimensional suspended corridor and its hoisting and unloading methods to address these shortcomings. Summary of the Invention

[0009] The technical problem to be solved by this invention is: how to solve the problem of insufficient stability of the bridge deck section of the current space suspension corridor, and the problem of the unloading safety and quality affected by forced deformation or excessive stress during the unloading process.

[0010] To solve the above-mentioned technical problems, the present invention provides the following technical solution:

[0011] A spatial three-dimensional suspended corridor includes a suspended corridor connecting indoor floor corridors, wherein the edges of the indoor floor corridors are provided with diagonally intersecting grid columns.

[0012] The suspended corridor includes several fixed sections and several bridge deck sections from top to bottom. The starting and ending positions are fixed sections. At least one corner section is set between two adjacent fixed sections. The corner section is freely cantilevered. The fixed sections or corner sections are connected to the corresponding bridge deck sections through node connection components.

[0013] The corner sections are connected to the diagonal grid columns arranged on the corresponding floors by several diagonal hangers, and each bridge deck section is connected to the top steel roof by several vertical hangers.

[0014] This invention sets fixed sections at reasonable locations within the aerial corridor system. These fixed sections or corner sections are connected to the bridge deck sections via node connecting components, maximizing the safety and stability of the aerial corridor. The corner sections are freely cantilevered, avoiding obstruction of the structure by surrounding buildings and allowing pedestrians to easily view a wide range of surrounding landscapes. This application places the aerial corridor in the atrium of a large venue, serving as a passageway to the corresponding floors, making full use of the atrium space. This not only meets the functional needs of visiting and touring the venue but also fully embodies the beauty of architecture.

[0015] As a further aspect of the present invention: each bridge deck segment has an angle α with the horizontal plane, wherein the value of α ranges from 0° to 60°.

[0016] As a further aspect of the present invention: the node connection component includes a first T-shaped steel plate pre-embedded in the corresponding bridge deck section and a second T-shaped steel plate pre-embedded in the corresponding fixed section or corner section. 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 weakening members, wherein the energy dissipation weakening members are detachably connected to a reinforcing connection plate.

[0017] As a further aspect of the present invention: the upper and lower sides of the middle position of the energy dissipation weakening member are both concave structures, and a waist-shaped groove is provided in the horizontal direction at the middle position; an arc-shaped groove is provided in the horizontal direction at the middle position of the reinforcing connecting plate, wherein the arc-shaped groove corresponds to the corresponding waist-shaped groove, and the two are fixed by bolts.

[0018] This invention also discloses a method for hoisting and unloading a spatial three-dimensional suspended corridor, comprising the following steps:

[0019] Two adjacent fixed sections are combined into a partition, and each partition contains several corner sections. The structure of each partition is hoisted and unloaded in order from top to bottom. After the unloading of the previous partition is completed, the construction of the next partition begins.

[0020] During hoisting:

[0021] S1. First, the vertical and diagonal hangers are pre-suspended. The upper end of the vertical hanger is connected to the steel roof with ear plates and pins. One end of the diagonal hanger is hinged to the diagonal grid column structure. Then, according to the site requirements, the main support system is erected at the bottom of the corner section and the secondary support system is erected at the bottom of the bridge deck section.

[0022] S2. The corner section, fixed section and bridge deck section are hoisted in order from top to bottom and temporary reinforcement is installed. The starting and ending positions are fixed sections. At least one corner section is set between two adjacent fixed sections. The corner section is freely cantilevered. Except for the fixed section at the end position which is connected to the ground, the other fixed sections are connected to the main structure of the corresponding floor.

[0023] S3. Then install the bridge deck section. The bridge deck section is connected to the corner section or fixed section through node connection components. After the bridge deck section is installed and the components are stable, connect the other end of the vertical hanger to the bridge deck section and the other end of the inclined hanger to the corner section.

[0024] S4. The bottom lifting control system of the corner section and bridge deck section lifts upward along the support surface of the support system by L strokes. The preload is applied in the order of first the inclined hangers and then the vertical hangers. The preload at each position is applied to 80% of the design value. The axial force of the hangers and the overall stability of the structure are tested. After the step plates on the bridge deck section are installed, the unloading of each support system can be carried out.

[0025] During uninstallation:

[0026] S5. Use the unloading control system on the main 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 the main support system of the corner section first and then the secondary support system of the bridge deck section.

[0027] S6. First Stage Unloading: The main support system of the corner section is slowly and evenly returned to its original position 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 of the inclined hangers 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 test meets the requirements, the secondary support system of the bridge deck section is slowly and evenly returned to its original position 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 of the vertical hangers 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.

[0028] S7. Second Stage Unloading: The second stage unloading continues the unloading process based on the first stage unloading. Except for the two travel distances being 0.4L, the other steps of the second stage unloading process are the same as the first stage unloading process.

[0029] S8. Third Stage Unloading: The third stage unloading continues the unloading process based on the second stage unloading. The unloading distance is still 0.4L, and the unloading steps are the same as those of the second stage unloading.

[0030] S9. The load monitoring system in the unloading control system is used to monitor the bearing capacity and axial force of the structure and support system. The unloading process is monitored every 45 minutes and after the unloading is completed, it is monitored every 6 hours. After 48 hours of static observation, if no significant changes are found in the bearing capacity of the structural support system and the axial force of the hangers, the unloading control system is dismantled.

[0031] S10 and the other partitions are uninstalled in the same way as the partitions mentioned above.

[0032] As a further aspect of the present invention: the unloading control system in step S6 consists of a lifting control system and a load monitoring system. The lifting control system is used for the lifting and return of the corner section and bridge deck section structure, and the load monitoring system is used to monitor the bearing capacity of the structure and support system as well as the axial force of the hangers.

[0033] As a further embodiment of the present invention: the main support system and the secondary support system have the same structure. The main support system is located directly below the corner section, and the secondary support system is located directly below the middle of the bridge deck section. The unloading control system is installed on the main and secondary support systems, and the output end of the lifting control system is in contact with the directly below the corner section and the bridge deck section.

[0034] As a further aspect of the present invention: the lifting stroke in steps S6 / S7 / S8

[0035] 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°.

[0036] G1 and G2 are the weights of the corner section and the bridge deck section, respectively, in kN;

[0037] L0 represents the maximum lifting stroke of the lifting control system, in mm.

[0038] As a further aspect of the present invention: In step S6, if the axial force value of the inclined hanger at a certain point is negative, i.e., when the pressure is negative, the corner section is deviated. Unloading should be stopped immediately, and the corner section should be straightened by adjusting the corresponding inclined hanger. After straightening, the stability of the main support system and the overall structure of the corner section should be checked. After the requirements are met, the secondary support system of the bridge deck section should be unloaded.

[0039] If the axial force value of the vertical hanger at a certain point is negative, i.e., under pressure, the bridge deck section is misaligned. Unloading should be stopped immediately, and the bridge deck section should be straightened by adjusting the vertical hanger. After straightening, the stability of the secondary support system and the overall structure of the bridge deck section should be checked. Once the requirements are met, the first stage of unloading is completed, and the second stage of unloading can begin.

[0040] As a further aspect of the present invention: the vertical suspension rod and the inclined suspension rod have the same structure, wherein the vertical suspension rod 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 hinged to the corresponding bridge deck section.

[0041] Compared with the prior art, the beneficial effects of the present invention are:

[0042] I. This invention sets fixed sections at reasonable locations within the aerial corridor system. These fixed sections or corner sections are connected to the bridge deck sections via node connecting components, maximizing the safety of the aerial corridor. The corner sections are freely cantilevered, avoiding obstruction of the structure by surrounding buildings and allowing pedestrians to easily view a wide range of surrounding landscapes. This application places the aerial corridor in the atrium of a large venue, serving as a passageway to the corresponding floors, making full use of the atrium space. This not only meets the functional needs of visiting and touring the venue but also fully embodies the beauty of architecture.

[0043] Second, by setting up diagonal grid columns on both sides of the atrium of the venue and connecting them with the diagonal suspension rods and fixed sections of the sky corridor, the present invention effectively ensures the horizontal stability of the sky corridor. At the same time, the diagonal grid columns themselves also function as shear walls. The continuous setting from bottom to top can improve the overall structural seismic toughness of the venue while increasing the floor height, and also provides a wide view, which is especially suitable for visitor-type venues.

[0044] Third, during the hoisting and unloading phases of the aerial corridor, this invention sets up 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 unloading is carried out in a coordinated, hierarchical, and cyclical manner from top to bottom, following the method of first installing the main support system and then the secondary support system, and the support system is dismantled. This reliably transitions the aerial corridor from a temporary support state to a self-supporting state, effectively ensuring the overall stability of the aerial corridor and avoiding structural damage caused by concentrated stress on the support system and sudden changes in the load of each hanger during the unloading process. This ensures the safety and comfort of the aerial corridor during its service life.

[0045] 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 lifting control system, which can effectively adapt to the unloading of aerial corridors with different inclination angles and weights, thus improving the adaptability of this application.

[0046] V. This invention uses a load monitoring system to monitor the axial force of the hanger in real time, and adjusts the preload of the hanger 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.

[0047] VI. This invention incorporates energy-dissipating weakening components and reinforcing connecting plates between the bridge deck section and the fixed section or corner section, and between the fixed section and the main structure of the corridor. Compared to the connection section without weakening components (a single connecting square steel plate), the stress dispersion is smaller. Without weakening components, the stress reaches 500MPa, exceeding the ultimate strength of the component itself, resulting in severe damage. With weakening components, the stress reaches 375MPa but does not reach the ultimate strength, and the component remains stable. This is because the arc shape in the middle of the energy-dissipating weakening component effectively releases the surrounding transmitted stress, making the bridge deck section and the fixed section or corner section, and the fixed section and the main structure of the corridor, stably bear the force as a whole. Attached Figure Description

[0048] Figure 1 This is a schematic diagram of the overall structure of a spatial three-dimensional suspended corridor according to an embodiment of the present invention;

[0049] Figure 2 This is a top view diagram of the suspended corridor according to an embodiment of the present invention;

[0050] Figure 3 This is a front structural diagram of the suspended corridor according to an embodiment of the present invention;

[0051] Figure 4 This is a schematic diagram of the node connection component according to an embodiment of the present invention;

[0052] Figure 5 This is a partially enlarged view of the node connection component according to an embodiment of the present invention;

[0053] Figure 6 This is a partial structural schematic diagram of the node connection component according to an embodiment of the present invention;

[0054] Figure 7 This is a partial structural diagram of the vertical suspension rod according to an embodiment of the present invention;

[0055] Figure 8 This is a Mises stress cloud diagram when no weakening element is provided at the node connection position in an embodiment of the present invention;

[0056] Figure 9 Mises stress cloud diagram for when a weakening element is provided at the node connection position in an embodiment of the present invention;

[0057] Explanation of reference numerals in the attached figures:

[0058] 1. Suspended corridor; 101. Fixed section; 102. Bridge deck section; 103. Corner section; 112. Vertical hanger; 1121. First member; 1122. Limiting sleeve; 1123. Second member; 113. Diagonal hanger; 114. First T-shaped steel plate; 115. Second T-shaped steel plate; 116. Fastening bolt; 117. Energy dissipation and weakening component; 118. Reinforcing connecting plate; 119. Waist-shaped groove;

[0059] 2. Steel roof at the top;

[0060] 3. Lifting control system;

[0061] 4. Support system;

[0062] 5. Oblique grid columns;

[0063] 6. Main structural slab;

[0064] 7. Load monitoring system. Detailed Implementation

[0065] To make the objectives, technical solutions, and advantages of the embodiments of the present invention clearer, the technical solutions of 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 only some embodiments of the present invention, not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0066] Reference Figure 1 A spatial three-dimensional suspended corridor includes a suspended corridor 1, wherein the suspended corridor 1 is arranged in the atrium of an indoor stadium, the top steel roof 2 is fixed to the top of the stadium, and the diagonal grid columns 5 are arranged around the stadium from top to bottom to support the main structural slabs 6 of the indoor floors.

[0067] Reference Figure 1 , Figure 2 and Figure 3 The suspended corridor 1 includes several fixed sections 101, several bridge deck sections 102, several corner sections 103, vertical suspension rods 112, and inclined suspension rods 113. The specific number of bridge deck sections 102 depends on the indoor floor height, the bridge deck sections 102, the horizontal inclination angle, and the floor height. Each group of bridge deck sections 102 is arranged inclined upwards, and there is an angle α between each group of bridge deck sections 102 and the horizontal plane. The value of α is in the range of 0° < α < 60°, and there are steps for walking upwards above each group of bridge deck sections 102.

[0068] Reference Figure 4 , Figure 5 and Figure 6In this application, the bridge deck section 102 and the corner section 103 are connected by a node connection component, and the bridge deck section 102 and the fixed section 101 are also connected by a node connection component. The connection principle is the same in both places.

[0069] The following example illustrates the connection relationship between the node connection components of the bridge deck section 102 and the fixed section 101: The node connection components specifically include a first T-shaped steel plate 114 and a second T-shaped steel plate 115. The first T-shaped steel plate 114 is a reserved section for the bridge deck section 102, and the first T-shaped steel plate 114 and the bridge deck section 102 are integrally cast with concrete. The second T-shaped steel plate 115 is a reserved section for the fixed section 101, and the second T-shaped steel plate 115 and the fixed section 101 are integrally cast with concrete.

[0070] The first T-shaped steel plate 114 and the second T-shaped steel plate 115 are fitted together. Energy dissipation weakening members 117 are installed on both the front and rear sides of the connection between the two. The energy dissipation weakening members 117 on the front and rear sides have four arc-shaped holes. The two arc-shaped holes on the left side are connected to the second T-shaped steel plate 115 by fastening bolts 116, and the two arc-shaped holes on the right side are connected to the first T-shaped steel plate 114 by fastening bolts 116 (the left and right directions here are used as a reference). Figure 5 (For reference only) The purpose of the arc-shaped hole instead of a round hole is to provide a certain buffering effect for the bolt during the stress process, so as to achieve energy dissipation and ensure the safety and stability of the bridge deck section 102. The energy dissipation weakening component 117 is designed with an arc-shaped concave structure in the middle and on both the top and bottom sides. This design can reduce energy transfer. This component is verified by finite element software. In the middle position of the energy dissipation weakening component 117, a waist-shaped groove 119 is also opened laterally. A reinforcing connecting plate 118 is provided on the outside of the waist-shaped groove 119. An arc-shaped groove is also opened at the corresponding position on the reinforcing connecting plate 118. The arc-shaped groove corresponds to the waist-shaped groove 119. The two are reinforced by bolts. After the final 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 purpose of the waist-shaped groove and the arc-shaped groove is also to provide a certain buffering effect for the bolt during the stress process, so as to achieve energy dissipation and ensure the safety and stability of the bridge deck section 102.

[0071] The effectiveness of the above-mentioned nodal connection components is then demonstrated using finite element software. The effectiveness is illustrated by comparing the energy dissipation effects of the square plate with those of our designed energy-absorbing weakening component 117. The Mises stress contour plot obtained from the finite element software analysis shows (refer to...) Figure 8 and Figure 9Compared to the unreinforced component (a single connecting square steel plate), the weakened component in this design experiences less stress dispersion. The unreinforced component experiences stress exceeding 500 MPa, which exceeds the component's ultimate strength, resulting in severe damage. In contrast, the weakened component experiences stress exceeding 375 MPa without reaching its ultimate strength, ensuring component stability. This is because the central arc effectively releases the surrounding stress, allowing the overall component to withstand stress stably.

[0072] Reference Figure 1 The top steel roof 2 is installed in a grid pattern on the top of the venue to support the vertical hangers 112. The top steel roof is constructed using a composite truss steel roof. Considering the influence of site conditions, project characteristics, and construction costs, it is difficult to adopt construction methods such as high-altitude assembly, overall hoisting, or overall roof sliding. This application uses BIM technology to establish a steel roof model, realize three-dimensional CNC machining, pre-assembly, and simulated hoisting, which not only ensures hoisting accuracy but also reduces operational difficulty. The above design can ensure accurate positioning of steel structure spatial components and reasonably optimize special nodes. At the same time, considering that the steel roof is located inside the building, it is difficult for hoisting equipment to enter. This application can adopt the method of reserving hoisting openings. Pre-reserved openings are set in the roof slab and external wall in the basement, and the crane can enter the basement atrium directly for hoisting, which speeds up the construction period, saves costs, and has significant technical benefits. By hoisting in sections using steel trusses, the weight of each component is reduced, which is safe, reliable, and easy to construct.

[0073] Reference Figure 1 The oblique grid columns 5 of this application are installed in an "X" shape around the stadium to support the inter-floor space. The installation of these oblique grid reinforced concrete columns utilizes a pre-reserved hoisting opening method, allowing for segmented, integral hoisting rather than scaffolding and overall assembly. Tower cranes and giant truck cranes are used for hoisting, resulting in significant technological efficiency. The reinforced concrete columns are self-compacting and cast in one go, reducing construction steps, saving time, and avoiding secondary treatment costs at concrete joints. Furthermore, the installation of the oblique grid reinforced concrete columns fully utilizes BIM technology, enabling optimization of the steel structure and complex nodes, saving steel, reducing operational difficulty, and shortening the construction period.

[0074] The oblique grid column 5 can also adopt a "Y" or "K" shaped structure. This application does not limit the specific shape to be adopted, and the staff will decide based on the site conditions.

[0075] The support system 4 includes a main support system and a secondary support system. The main support system is erected at the bottom center of the corner section 103, and the secondary support system is erected at the bottom center of the bridge deck section 102.

[0076] The aerial walkway structure consists of bridge deck sections 102, corner sections 103, fixed sections 101, vertical suspension rods 112, inclined suspension rods 113, and corresponding railings. The corner sections 103 and fixed sections 101 divide the aerial walkway 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 set between two adjacent fixed sections 101. The corner sections 103 are freely cantilevered. Except for the fixed section 101 at the end position, which is connected to the ground, the other fixed sections 101 are all connected to the main structural slab 6 of the floor. The corner sections 103 are connected to the diagonal grid columns 5 through multiple inclined suspension rods 113. The bridge deck sections 102 are connected to the top steel roof 2 through multiple vertical suspension rods 112. A main support system is erected at the bottom of the corner sections 103, and a secondary support system is erected in the middle of the bridge deck sections 102.

[0077] Two adjacent fixed sections 101 from top to bottom form a partition, and each partition contains several corner sections 103. The structure of each partition is hoisted and unloaded in order from top to bottom. After the previous partition is unloaded, the construction of the next partition begins.

[0078] The hoisting method for the spatial three-dimensional suspended corridor described in this application includes the following steps:

[0079] Select one of the partitions and describe the following steps:

[0080] Step 1: First, pre-suspend the vertical suspension rod 112 and the diagonal suspension rod 113. The upper end of the vertical suspension rod 112 is connected to the steel roof 2 with a lug and a pin. The middle part of the vertical suspension rod 112 is connected to the first member 1121 and the second member 1123 by a limiting sleeve 1122 (see reference). Figure 7 The limiting sleeve 1122 has an internal thread on its inner wall. One end of the first rod 1121 has an external thread that mates with the internal thread of the limiting sleeve. One end of the second rod 1123 has an external thread that mates with the internal thread of the limiting sleeve. One end of the second rod 1123 is connected to the limiting sleeve 1122. Similar to the vertical rod, the inclined rod 113 has a limiting sleeve in the middle that connects the first rod and the second rod. The limiting sleeve has an internal thread on its inner wall. One end of the first rod has an external thread that mates with the internal thread of the connecting sleeve. One end of the second rod has an external thread that mates with the internal thread of the connecting sleeve. However, one end of the first rod of the inclined rod is hinged to the diagonal grid column 5 structure, and the other end is connected to the limiting sleeve. One end of the second rod is also connected to the limiting sleeve. Then, according to the site requirements, a main support system is erected at the bottom of the corner section 103, and a secondary support system is erected at the middle part of the bottom of the bridge deck section 102.

[0081] Step 2: Hoist the corner section 103, fixed section 101 and bridge deck section 102 in order from top to bottom. The starting and ending positions are fixed sections 101. At least one corner section 103 is set between two adjacent fixed sections 101. The corner section 103 is freely cantilevered and temporary reinforcement is installed to ensure the stability of each component. Except for the fixed section 101 at the end position which is connected to the ground, the other fixed sections 101 are fixed to the corresponding floor main structure plate 6.

[0082] Step 3: Then install the bridge deck section 102. The bridge deck section 102 is connected to the corner section 103 or the fixed section 101 through node connection components. After the bridge deck section 102 is installed and the component is stable, the other end of the second member 1123 of the vertical hanger 112 is hinged to the bridge deck section 102, and the other end of the second member of the inclined hanger 113 is connected to the corner section 103. After the connection of each hanger in the structure is completed, the hoisted components are inspected and accepted.

[0083] Step 4: The bottom lifting control system 3 of the corner section 103 and bridge deck section 102 is lifted upwards along the support system 4 by a stroke L. Pre-tensioning force is applied in the order of first the inclined hangers and then the vertical hangers, with the pre-tensioning force at each position applied to 80% of the design value. The axial force of the hangers and the overall structural stability are then tested. It is important to note that the lifting stroke...

[0084] 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°.

[0085] G1 and G2 are the weights of the corner section and the bridge deck section, respectively, in kN;

[0086] L0 represents the maximum lifting stroke of the lifting control system, in mm.

[0087] The jacking and lifting control system 3 of this application is installed on the main support system and the secondary support system, and is used for the jacking and return of the corner section 103 and the bridge deck section 102 structure.

[0088] Regarding the above formula, it is important to understand that the lifting control system 3 controls the lifting and return of the support system 4. The control of the lifting and return fully considers the angle between the bridge deck section 102 and the horizontal plane, as well as the weight of the bridge deck section 102 and the corner section 103. This effectively adapts to the unloading of aerial corridors with different inclination angles and weights. The support system 4 is located 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 lifting distance. The correction coefficient is used to adapt to bridge deck sections with different inclination angles. The larger the inclination angle, the greater the vertical 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. Finally, the relationship between the lifting distance and the maximum lifting stroke is established.

[0089] Step Six: After the step plates on the bridge deck are installed, the unloading of each support system can begin.

[0090] The unloading method for the spatial three-dimensional suspended corridor in this application includes the following steps:

[0091] Step 7: The structure is slowly unloaded through the unloading control system. The unloading is divided into three stages. 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, the unloading is carried out in a coordinated and hierarchical manner from the main support to the secondary support in an alternating manner.

[0092] It should be noted that the unloading control system consists of a lifting control system 3 and a load monitoring system 7. The lifting control system 3 is essentially a jack used for lifting and returning the bridge deck section 102 and the corner section 103. The load monitoring system 1307 is essentially a pressure sensor used to monitor the load-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 this section below). 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 center of the bridge deck section 102. The lifting 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 lifting control system 3 is in contact with the area directly below the corner section 103 and the bridge deck section 102.

[0093] Step 8, First Stage Unloading: First, the main support system of corner section 103 is slowly and evenly returned to its original position 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 of the inclined hanger 113 at each monitoring point and the bearing capacity of bridge deck section 102, corner 103, and 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 (i.e., under pressure), then the corner section 103 has deviated. Unloading should be stopped immediately, and the corner section 103 should be straightened by adjusting the inclined hanger 113. After straightening, the stability of the main support system and the overall structure of the corner section 103 is checked. After meeting the requirements, the secondary support system of bridge deck section 102 is unloaded.

[0094] The secondary support system of bridge deck section 102 is slowly and uniformly returned to its original position via 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 of the vertical hangers 112 at each monitoring point and the bearing capacity of the structure and 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 (i.e., under pressure), the bridge deck section 102 is misaligned, and unloading should be stopped immediately. The bridge deck section 102 is then straightened by adjusting the vertical hangers 112. After straightening, the overall stability of the secondary support system and structure of bridge deck section 102 is checked. Once the requirements are met, the first stage of unloading is completed, and the second stage of unloading begins.

[0095] Step Nine: The second stage of unloading differs from the first stage in that the return stroke distance of the jacking control system 3 is increased to 0.4L. The remaining steps are performed in accordance with the first stage, as follows:

[0096] First, the main support system of corner segment 103 is slowly and evenly returned to its original position 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 of the inclined hanger 113 at each monitoring point and the bearing capacity of bridge deck segment 102, corner segment 103, and 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 (i.e., under pressure), then the corner segment 103 has deviated. Unloading should be stopped immediately, and the corner segment 103 should be straightened by adjusting the inclined hanger 113. After straightening, the stability of the main support system and the overall structure of the corner segment 103 is checked. After meeting the requirements, the secondary support system of bridge deck segment 102 is unloaded.

[0097] The secondary support system of bridge deck section 102 is slowly and uniformly returned to its original position via 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 of the vertical hangers 112 at each monitoring point and the bearing capacity of the structure and 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 (i.e., under pressure), the bridge deck section 102 is misaligned, and unloading should be stopped immediately. The bridge deck section 102 is then straightened by adjusting the vertical hangers 112. After straightening, the overall stability of the secondary support system and structure of the bridge deck section 102 is checked. Once the requirements are met, the first stage of unloading is completed, and the second stage of unloading begins.

[0098] Step 10, Third Stage Uninstallation: The third stage of uninstallation is the same as the second stage. After completing the three stages of uninstallation, the uninstallation of this partition is complete.

[0099] Step 11: Monitor the load-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 unloading is completed. After 48 hours of static observation, if no significant changes are found in the load-bearing capacity of the structural support system and the axial force of the hangers, start dismantling the unloading control system.

[0100] Step 12: Uninstall the remaining partitions in the same way as the partitions described above, until all partitions are uninstalled.

[0101] This application unloads by controlling the distance. However, unloading by controlling the load size at the corner section of a suspended structure poses a significant 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 the unloading of aerial corridors with different inclination angles and weights.

[0102] The above embodiments are only used to illustrate the technical solutions of the present invention, and are not intended to limit it. Although the present invention has been described in detail with reference to the foregoing embodiments, those skilled in the art should understand that modifications can still be made to the technical solutions described in the foregoing embodiments, or equivalent substitutions can be made to some of the technical features. Such modifications or substitutions do not cause the essence of the corresponding technical solutions to deviate from the spirit and scope of the technical solutions of the embodiments of the present invention.

Claims

1. A method for hoisting and unloading a spatial three-dimensional suspended corridor, comprising a suspended corridor (1) connecting indoor floor passageways, characterized in that: The edges of the indoor floor corridors are all equipped with diagonal grid columns (5). The suspended corridor (1) includes several fixed sections (101) and 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 set between two adjacent fixed sections (101). The corner section (103) is freely cantilevered. The fixed section (101) or the corner section (103) is connected to the corresponding bridge deck section (102) through node connection components. The corner sections are connected to the diagonal grid columns (5) arranged on the corresponding floors by several diagonal hangers (113), and each bridge deck section is connected to the top steel roof (2) by several vertical hangers (112); The hoisting and unloading steps for the spatial three-dimensional suspended corridor are as follows: Two adjacent fixed sections are combined into a partition, and each partition contains several corner sections. The structure of each partition is hoisted and unloaded in order from top to bottom. After the unloading of the previous partition is completed, the construction of the next partition begins. During hoisting: S1. First, the vertical and diagonal hangers are pre-suspended. The upper end of the vertical hanger is connected to the steel roof with ear plates and pins. One end of the diagonal hanger is hinged to the diagonal grid column structure. Then, according to the site requirements, the main support system is erected at the bottom of the corner section and the secondary support system is erected at the bottom of the bridge deck section. S2. The corner section, fixed section and bridge deck section are hoisted in order from top to bottom and temporary reinforcement is installed. The starting and ending positions are fixed sections. At least one corner section is set between two adjacent fixed sections. The corner section is freely cantilevered. Except for the fixed section at the end position which is connected to the ground, the other fixed sections are connected to the main structure of the corresponding floor. S3. Then install the bridge deck section. The bridge deck section is connected to the corner section or fixed section through node connection components. After the bridge deck section is installed and the components are stable, connect the other end of the vertical hanger to the bridge deck section and the other end of the inclined hanger to the corner section. S4. The bottom lifting control system of the corner section and bridge deck section lifts upward along the support surface of the support system by L strokes. The preload is applied in the order of first the inclined hangers and then the vertical hangers. The preload at each position is applied to 80% of the design value. The axial force of the hangers and the overall stability of the structure are tested. After the step plates on the bridge deck section are installed, the unloading of each support system can be carried out. During uninstallation: S5. Use the unloading control system on the main 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 the main support system of the corner section first and then the secondary support system of the bridge deck section. S6. First Stage Unloading: The main support system of the corner section is slowly and evenly returned to its original position 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 of the inclined hangers 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 test meets the requirements, the secondary support system of the bridge deck section is slowly and evenly returned to its original position 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 of the vertical hangers 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. S7. Second Stage Unloading: The second stage unloading continues the unloading process based on the first stage unloading. Except for the two travel distances being 0.4L, the other steps of the second stage unloading process are the same as the first stage unloading process. S8. Third Stage Unloading: The third stage unloading continues the unloading process based on the second stage unloading. The unloading distance is still 0.4L, and the unloading steps are the same as those of the second stage unloading. S9. By monitoring the load monitoring system in the unloading control system, the bearing capacity and axial force of the structure and support system are monitored. After 48 hours of static observation, if no significant changes are found in the bearing capacity of the structural support system and the axial force of the hangers, the unloading control system is dismantled. S10 and the other partitions are uninstalled in the same way as the partitions mentioned above.

2. The method for hoisting and unloading a spatial three-dimensional suspended corridor according to claim 1, characterized in that: Each section of the bridge deck has an angle α with the horizontal plane, where the value of α ranges from 0° to 60°.

3. The method for hoisting and unloading a spatial three-dimensional suspended corridor according to claim 1, characterized in that: The node connection component includes a first T-shaped steel plate (114) pre-embedded in the corresponding bridge deck section (102) and a second T-shaped steel plate (115) pre-embedded in the corresponding fixed section (101) or corner section (103). The left and right sides of the first T-shaped steel plate (114) and the second T-shaped steel plate (115) are detachably connected by energy dissipation weakening members (117), wherein the energy dissipation weakening members (117) are detachably connected to a reinforcing connecting plate (118).

4. The method for hoisting and unloading a spatial three-dimensional suspended corridor according to claim 3, characterized in that: The energy dissipation weakening member (117) has a concave structure on both the upper and lower sides of the middle position, and a waist-shaped groove (119) is provided in the horizontal direction of the middle position. The reinforcing connecting plate (118) has an arc-shaped groove in the middle position in the horizontal direction, wherein the arc-shaped groove corresponds to the corresponding waist-shaped groove (119), and the two are fixed by bolts.

5. The method for hoisting and unloading a spatial three-dimensional suspended corridor according to claim 1, characterized in that: In step S9, the uninstallation process is monitored every 45 minutes, and after uninstallation is completed, it is monitored every 6 hours.

6. The method for hoisting and unloading a spatial three-dimensional suspended corridor according to claim 1, characterized in that: The unloading control system in step S6 consists of a lifting control system and a load monitoring system. The lifting control system is used for lifting and returning the corner section and bridge deck section structure, and the load monitoring system is used to monitor the bearing capacity of the structure and support system as well as the axial force of the hangers.

7. The method for hoisting and unloading a spatial three-dimensional suspended corridor according to claim 6, characterized in that: The main support system and the secondary support system have the same structure. The main support system is located directly below the corner section, and the secondary support system is located directly below the center of the bridge deck section. The unloading control system is installed on the main support system or the secondary support system, and the output end of the lifting control system is in contact with the area directly below the corner section and the bridge deck section.

8. The method for hoisting and unloading a spatial three-dimensional suspended corridor according to claim 7, characterized in that: The lifting stroke in steps S4, S6, S7, and S8 ; 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°. G1 and G2 are the weights of the corner section and the bridge deck section, respectively, in kN; L0 represents the maximum lifting stroke of the lifting control system, in mm.

9. The method for hoisting and unloading a spatial three-dimensional suspended corridor according to claim 1, characterized in that: In step S6, if the axial force value of the inclined hanger at a certain point is negative, i.e., when the pressure is negative, the corner section is deviated. Unloading should be stopped immediately, and the corner section should be straightened by adjusting the corresponding inclined hanger. After straightening, the stability of the main support system of the corner section and the overall stability of the corridor should be checked. After the requirements are met, the secondary support system of the bridge deck section should be unloaded. If the axial force value of the vertical hanger at a certain point is negative, i.e., under pressure, the bridge deck section is misaligned. Unloading should be stopped immediately, and the bridge deck section should be straightened by adjusting the vertical hanger. After straightening, the stability of the secondary support system of the bridge deck section and the overall stability of the corridor should be checked. Once the requirements are met, the first stage of unloading is completed, and the next stage of unloading can be carried out.

10. The method for hoisting and unloading a spatial three-dimensional suspended corridor according to claim 1, characterized in that: The vertical and inclined suspension rods have the same structure. The vertical suspension rod includes a first rod, a limiting sleeve, and a second rod. The first rod and the second rod are connected by the limiting sleeve. The other end of the first rod is connected to the top steel roof, and the other end of the second rod is hinged to the corresponding bridge deck section.

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