Indoor venue spiral suspension corridor and optimization method thereof

Abstract

The invention discloses an indoor stadium spiral suspension corridor which comprises a bridge body, the bridge body is installed in a stadium and arranged upwards in a spiral shape, and the bridge body is divided into a plurality of bridge floor sections from top to bottom; a multi-stage damping device is arranged at the final position of the bridge floor section and at the joint with the foundation; an inner chord member is arranged on the inner side of the bridge deck section; according to the invention, on the basis of preliminary understanding of the stress performance of the gallery structure through part of implementable tests, a gallery simulation model is established, model parameters are continuously optimized for repeated debugging, and the simulation performance of the gallery structure is improved. Secondly, preliminary stress performance calculation is conducted, the preliminary stress performance calculation is compared with a part of test results made before, if the preliminary stress performance calculation is similar to the test results, it is proved that the model is superior, that is, the optimized model is obtained, and other more complex performance of the gallery is analyzed through the model; the optimization purpose of the invention is to make the structure and stress of the air gallery safer, more reliable and more comfortable.

Description

Technical Field

[0001] The invention relates to the technical field of steel structure buildings, and in particular to a spiral suspended corridor of an indoor venue and an optimization method thereof. Background Art

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

[0003] For example, in the existing patent technology of a suspended spiral ramp, the patent announcement number of the applicant's earlier application is CN203924530U, and the patent name is. In the above technology, the starting end of the arc truss (equivalent to the bridge deck section) is directly connected to the foundation, and no corresponding earthquake-resistant device is set. When the arc truss is subjected to force, its stability cannot be guaranteed. At the same time, there is a large amount of space in the middle of the exhibition hall, which has not been reasonably utilized, and the space utilization is insufficient. In addition, the suspension bridge system has not formed an organic connection with the large-scale building system, and the overall stability and comfort of the suspension bridge structure are difficult to guarantee.

[0004] At the same time, in terms of corridor structural system optimization, patent publication number CN108875286A discloses a parametric optimization method for overall structural analysis of suspension bridges. This method introduces side span and vector height as influencing factors, changes these two variables, and thus adjusts the cable force of the suspension bridge to achieve the purpose of optimization; another example is a suspension bridge cable force optimization method disclosed in patent announcement number CN104899377B. This method forms an influence matrix of the suspension bridge structure on the basis of constant load stiffness, and then obtains the ideal cable force of the suspension bridge through iterative analysis. The above two patents are based on the optimization of the suspension rod cable force. However, in actual on-site construction, the application of the suspension rod cable force is greatly affected by the workers and is difficult to apply to the ideal state; and the above two patents only consider the optimization of the suspension bridge suspension rod cable force, without considering the position, material, quantity, size and other aspects of the suspension rod and the overall comfort of the structure, so the overall safety, durability and comfort of the structure cannot be guaranteed.

[0005] In summary, in order to meet people's diversified needs for building systems and ensure the safety, comfort and technical feasibility of the structural system, it is urgent to combine the sightseeing needs of large venues and invent a spiral suspended corridor for indoor venues and its optimization method. Summary of the invention

[0006] The technical problem to be solved by the present invention is: how to solve the problem of insufficient stability of the bridge deck section of the current suspended corridor and the problem of corridor unloading instability.

[0007] In order to solve the above technical problems, the present invention provides the following technical solutions:

[0008] A spiral suspended corridor in an indoor venue, comprising a bridge body, which is installed in the venue and arranged upward in a spiral shape, wherein the bridge body is divided into a plurality of bridge deck sections from top to bottom; a multi-stage shock absorbing device is arranged at the end position of the bridge deck section and at the connection with the foundation;

[0009] An inner chord is provided on the inner side of the bridge deck section, and an outer chord is provided on the outer side; both the inner chord and the outer chord are connected to a suspended viewing room provided in the atrium of the venue through a suspension rod;

[0010] The multi-stage shock absorbing device includes an upper metal stress-bearing plate, a load-bearing plate and a lower metal stress-bearing plate. A first-stage shock absorbing component is arranged between the upper metal stress-bearing plate and the load-bearing plate. A second-stage shock absorbing component is arranged between the load-bearing plate and the lower metal stress-bearing plate. The first-stage shock absorbing component includes a hydraulic device arranged on a spring and having a built-in viscous damping fluid wrapped inside the spring.

[0011] The present invention makes full use of the atrium space by arranging a spiral suspended corridor in the atrium of the venue, which not only meets the functional requirements of the venue for sightseeing, but also fully reflects the beauty of the building. The bridge deck section rises in a spiral manner, avoiding the obstruction of the structure by the surrounding buildings, and can facilitate pedestrians to view a wide range of surrounding landscapes. A multi-stage shock absorbing device is arranged at the contact position between the bottom of the bridge deck section and the ground. In the first stage, the spring and the viscous damping device provide bearing capacity and stiffness, and bear the main energy consumption role. After the viscous damping device reaches its limit, the annular metal shock absorbing steel plate enters the second stage, and the inner and outer rings simultaneously provide bearing capacity, stiffness and energy consumption capacity, thereby ensuring the seismic performance of the bottom of the bridge deck section and the ground.

[0012] As a further solution of the present invention: the second-stage shock absorbing assembly includes an elliptical metal shock absorbing plate, wherein the elliptical metal shock absorbing plate is detachably connected to the bearing plate at the top and detachably connected to the lower metal force-bearing plate at the bottom;

[0013] The left and right sides of the elliptical metal damping plate are symmetrically provided with bent metal plates, wherein one end of the bent metal plate is installed between the bearing plate and the elliptical metal damping plate, and the other end is installed between the lower metal force plate and the elliptical metal damping plate.

[0014] As a further solution of the present invention: the hanger includes a first rod, a limiting sleeve and a second rod, the first rod and the second rod are connected by the limiting sleeve, wherein the other end of the first rod is connected to the truss through an ear plate connector, the second rod passes through the inner rotating rod or the outer chord rod, and its bottom end is connected to the reserved hole on the ground.

[0015] As a further solution of the present invention: The ear plate connecting member includes an upper connecting plate. One side of the top of the upper connecting plate is integrally formed with a first limiting clamping plate, and one side of the top of the upper connecting plate is rotatably connected with a second limiting clamping plate. The first limiting clamping plate and the second limiting clamping plate are clamped to the truss and fixed by a connecting pin shaft. The bottom of the upper connecting plate is connected with a hook through a U-shaped lock, and the hook is connected with a suspension rod.

[0016] As a further solution of the present invention: A number of columns are arranged around the venue, and the adjacent columns are connected by concrete-filled steel tubular columns. The outside of the suspended viewing room is connected to the corresponding columns through a number of trusses, and the upper part of the suspended viewing room is connected to the top steel roof of the venue through a truss.

[0017] The present invention also discloses an optimization method for the spiral suspended corridor of an indoor venue, including the following steps:

[0018] S1. First, establish a model and conduct preliminary optimization;

[0019] S11. Locate the position and size of the suspended corridor;

[0020] S12. Preliminary determine the parameters and load forms of the suspended corridor structure, and establish an overall simulation model of the suspended corridor;

[0021] S13. Check and calculate the static force of the suspended corridor under the condition of dead load;

[0022] S14. According to the obtained axial force value of the suspension rod and the overall deformation information of the corridor, compare with the specifications to verify whether the results are reasonable. If not, return to step S12 to recalculate, adjust the relevant coefficients, and update the structure size until the rationality and correctness of the simulation model are determined; otherwise, proceed to the next step;

[0023] S2. Secondly, conduct optimization of the suspension rod;

[0024] S21. Determine the material and quantity of the suspension rod according to the design value of the given axial force of the suspension rod;

[0025] S22. Use finite element software to iteratively calculate the cross-sectional area of the suspension rod;

[0026] S23. Judge whether the optimization process converges. If the optimization process does not converge, return to step S21 to re-determine the material, quantity and position of the suspension rod; if the optimization process converges, output the optimal parameters of the cross-sectional area of the suspension rod;

[0027] S24. Calculate the specific values of the mass and length of the suspension rod according to the material density and volume of the suspension rod and using the formula;

[0028] S25. Establish an optimized simulation model, perform overall structural safety verification, and extract overall deformation information of the suspended corridor;

[0029] S26, judging whether the force on the suspender rod and the overall deformation of the corridor structure are reasonable, judging whether the axial force of the suspender rod meets the limit value of the specification; if both requirements are met, proceed to the next step; if one of the requirements is not met, return to step S22 and re-perform secondary parameter optimization;

[0030] S3. Finally, conduct an overall analysis of comfort;

[0031] The analysis is performed by means of modal analysis method or transient analysis method, or modal analysis method + transient analysis method, and then compared with the provisions of the dynamic response value limit in the known specifications to determine whether the comfort requirements are met. If the comfort requirements are not met, re-enter step S2 of the boom optimization.

[0032] As a further solution of the present invention: the specific method for iterative calculation of the cross-sectional area in step S22 is:

[0033] S221. In the finite element program, the tension force F of the suspension rod can be simulated by changing the temperature difference of the rod element. T , which simulates the axial force of the rod, where the tension force F T Approximately equal to the axial force design value F N ;

[0034] S222, the linear expansion coefficient of the hanger material is defined as α T , select relevant values ​​according to the type of material;

[0035] S223, the elastic modulus of the suspension rod material is determined as E. Since the type of the material is known, the elastic modulus E is determined;

[0036] S224. Finally, by changing the unit temperature difference △T of the suspension rod, the material cross-sectional area A is obtained by iterative calculation. i ;

[0037] The iterative calculation formula is: T =α T ·(ΔT)·E·A i ………Formula (1).

[0038] As a further solution of the present invention: the calculation method of the mass and length of the suspension rod in step S24 is:

[0039] Using formula ~, we can get the relationship between the mass and length of the boom. The specific method is:

[0040]

[0041] The formula is deduced from the formula, that is, the relationship between the mass m and the length l of the suspender rod is obtained. Since the type of material is known, that is, the density ρ of the material is determined, and the volume V of the suspender rod is determined, the density ρ and the cross-sectional area Ai are substituted into the formula to obtain the specific proportional relationship between the mass and length of the suspender rod;

[0042] Then substitute the proportional relationship between the mass and length of the boom obtained by the formula into the formula to obtain the specific values ​​of the mass and length of the boom. The specific method is:

[0043]

[0044] In the formula, F N is the design value of the axial force of the hanger, which has been determined; f 1 and f 2 The first and second order natural frequencies of the hanger are given; γ is the partial coefficient of seismic action, and finally the specific values ​​of the mass and length of the hanger are calculated.

[0045] As a further solution of the present invention: the specific operation method of step S25 is:

[0046] Firstly, based on the specific mass and length of the suspender, an optimized finite element simulation model is established, and the overall safety calculation of the structure is performed;

[0047] Secondly, considering the most unfavorable combined effect of “constant load + live load + temperature + shrinkage creep”, the structure of the optimized suspended corridor is verified by finite element simulation software, the results are output, and the overall deformation information of the suspended corridor is extracted.

[0048] As a further solution of the present invention: the specific method of modal analysis in step S3 includes:

[0049] Firstly, the basic vibration characteristics of the corridor structure during free vibration are obtained, including parameters such as the natural mode, natural frequency and vibration shape.

[0050] Then the corridor structure comfort is evaluated to see whether it meets the requirements according to the known vibration comfort evaluation indexes, which mainly include natural frequency and acceleration;

[0051] If the natural frequency meets the requirements, the comfort level meets the regulatory requirements and there is no need to verify the acceleration. If the natural frequency does not meet the requirements, the acceleration needs to be judged. If it reaches the limit, the regulatory requirements are met, otherwise it is not met.

[0052] Compared with the prior art, the present invention has the following beneficial effects:

[0053] 1. The present invention makes full use of the atrium space by setting a spiral suspended corridor in the atrium of the venue, which not only meets the functional requirements of the venue for sightseeing, but also fully reflects the beauty of the building. The bridge deck section rises in a spiral, avoiding the obstruction of the structure by the surrounding buildings, and can facilitate pedestrians to view a wide range of surrounding landscapes. A multi-stage shock absorbing device is set at the contact position between the bottom of the bridge deck section and the ground. In the first stage, the spring and viscous damping device provide bearing capacity and stiffness, and bear the main energy dissipation role. After the viscous damping device reaches its limit, the annular metal shock absorbing steel plate enters the second stage, and the inner and outer rings simultaneously provide bearing capacity, stiffness and energy dissipation capacity, thereby ensuring the seismic performance of the bottom of the bridge deck section and the ground;

[0054] Second, the present invention evenly arranges columns around the skywalk system, which maximizes the safety and horizontal stability of the skywalk; the bridge deck section rises in a spiral, avoiding the obstruction of the structure by surrounding buildings, making it convenient for pedestrians to view a wide range of surrounding landscapes, and the present invention arranges a suspended viewing room at the middle of the top of the venue, in which exhibits can be arranged or used as a conference room, providing a building structure that integrates a suspended (sky) conference room and sightseeing functions, thereby improving space utilization;

[0055] 3. The present invention optimizes the structure of the aerial corridor. The stress distribution of the suspended corridor channel of the optimized model is more uniform, the deformation is more coordinated, the suspension rod material is more fully utilized, and the phenomenon of the rod being compressed and unstable is avoided; the number of suspension rods in the optimized model is reduced, which is more conducive to construction, and the suspension rod material of the optimized model is reduced, which has better economic indicators. The simulation model of the present invention is only a tool for rationality inspection of the parameters obtained by the formula;

[0056] Fourth, the optimized model of the present invention is not only more reliable in terms of safety, but also meets the comfort requirements of the project in both the modal analysis under the condition of considering only the deadweight and the transient analysis under the condition of considering the pedestrian load, avoiding the resonance between the corridor structure and the pedestrian load, which causes the sympathetic nervous tension, accelerated heartbeat and other mental stimulation, and damage to the suspended corridor, making the overall comfort of the suspended corridor very good;

[0057] 5. The present invention proposes an aerial corridor structure, and then establishes a corridor simulation model based on a preliminary understanding of the stress performance of the corridor structure through some feasible experiments, continuously optimizes the model parameters for repeated debugging, and then performs preliminary stress performance calculations and compares them with some of the previous test results. If the results are very similar to the experimental results, it proves that the model is better, that is, the optimized model is obtained, and then this model is used to analyze other more complex performances of the corridor; the optimization purpose of the present invention is to make the aerial corridor structure and stress safer, more reliable and more comfortable. BRIEF DESCRIPTION OF THE DRAWINGS

[0058] Figure 1This is a schematic diagram of the structure of a spiral space suspension corridor according to an embodiment of the present invention;

[0059] Figure 2 A structural schematic diagram of a spiral space suspension corridor from another perspective according to an embodiment of the present invention;

[0060] Figure 3 It is a partial enlarged view of the spiral space suspension corridor and the ear plate connecting member according to an embodiment of the present invention;

[0061] Figure 4 It is a schematic diagram of the structure when the bridge deck section, the column and the multi-stage shock absorbing device are connected according to an embodiment of the present invention;

[0062] Figure 5 This is a schematic structural diagram of an ear plate connector according to an embodiment of the present invention;

[0063] Figure 6 This is a schematic structural diagram of a multi-stage shock absorbing device according to an embodiment of the present invention;

[0064] Figure 7 A schematic structural diagram of a multi-stage shock absorbing device according to another embodiment of the present invention;

[0065] Figure 8 A structural flow chart for establishing a model and preliminary optimization for the embodiment of the present invention;

[0066] Fig. 9 A structural flow chart of the suspension rod optimization according to an embodiment of the present invention;

[0067] Fig.10 It is a structural flow chart of the overall comfort analysis of an embodiment of the present invention;

[0068] Description of reference numerals:

[0069] 1. Top steel roof;

[0070] 2. Column;

[0071] 3. Steel tube concrete column;

[0072] 4. Bridge;

[0073] 5. Suspension rod; 501. First rod member; 502. Limit sleeve; 503. Second rod member;

[0074] 6. Connect the frame;

[0075] 7. Suspended viewing room;

[0076] 8. Truss;

[0077] 9. Multi-stage shock absorbing device; 901. Upper metal stress plate; 902. Load-bearing plate; 903. Hydraulic device; 904. Spring; 905. Bending metal plate; 906. Annular metal shock absorbing plate; 907. Fixing bolt; 908. Lower metal stress plate;

[0078] 10. Inner chord;

[0079] 11. Outer chord;

[0080] 12. Ear plate connector; 1201. Limiting card plate 1; 1202. Connecting pin; 1203. Limiting card plate 2; 1204. Upper connecting plate; 1205. U-shaped lock; 1206. Hook. DETAILED DESCRIPTION

[0081] In order to make the purpose, technical solution and advantages of the embodiments of the present invention clearer, the technical solution in the embodiments of the present invention will be clearly and completely described in combination with the embodiments of the present invention. Obviously, the described embodiments are part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without creative work are within the scope of protection of the present invention.

[0082] Reference Figure 1 , Figure 2 and Figure 3 A spiral suspended corridor in an indoor venue includes a bridge body 4, which is arranged in the atrium of the venue and is arranged in a spiral shape. The top starting position of the bridge body 4 is connected to a suspended viewing room 7 located in the venue, and the bottom terminal position of the bridge bottom 4 is connected to the ground, and a multi-stage shock absorbing device 9 is provided at the connection position with the ground to provide an earthquake-resistant effect on the bridge body 4;

[0083] A top steel roof 1 is arranged at the top of the venue, and the top of the suspended visiting room 7 is installed on the top steel roof 1 through a truss, and the suspended visiting room 7 is located in the middle of the top of the venue.

[0084] Reference Figure 1 , Figure 2 and Figure 3The top steel roof 1 is installed in a grid-like manner on the top of the venue, which is used to support the hanger 5 and the suspended viewing room 7, wherein the top steel roof is constructed using 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 model, realize three-dimensional CNC processing, pre-assembly, simulated lifting, etc., which not only ensures the lifting accuracy, but also reduces the difficulty of operation. The above design can ensure the accurate positioning of the steel structure space components and reasonably optimize special nodes; at the same time, considering that the steel roof is located inside the building and it is difficult for lifting equipment to enter, this application can adopt the method of reserving lifting holes, setting reserved holes on the top plate and reserved channels on the outer wall in the basement, and the crane enters the basement atrium for direct lifting, which speeds up the construction period, saves costs, and has significant technical benefits. By lifting in sections with steel trusses, the weight of single component lifting is reduced, which is safe, reliable, and easy to construct.

[0085] Reference Figure 1 , Figure 2 and Figure 3 , a number of columns 2 are set around the venue, which maximizes the safety and horizontal stability of the skywalk. The distances between the columns 2 are the same. The specific number of columns 2 needs to be determined according to the needs of the venue, and this application does not limit it. It should be noted that two adjacent columns 2 are connected by a number of steel tube concrete columns 3. When the steel tube concrete column 3 is installed in the column 2, a through-ring beam design is adopted. It is necessary to use finite element software to perform finite element analysis on the through-node, focus on the key process predicted to be damaged, use BIM technology, measure and locate accurately, and use three-dimensional models for visual technical briefing, optimize the design of the steel bar arrangement of the through-node, reduce the construction difficulty, and speed up the construction period. The column 2 supports the entire venue, and the steel tube concrete column 3 connects a number of columns 2 and limits the connection of the column 2.

[0086] Reference Figure 1 , Figure 2 , Figure 3 and Figure 4The bridge body 4 is divided from top to bottom into a number of bridge deck sections, inner chords 10, outer chords 11, handrails, trusses 8, hangers 5 and other structures. The bridge body 4 is divided into a number of bridge deck sections based on the distance between two adjacent columns 2. The handrails are arranged on both sides of the bridge deck section. The columns 2 are evenly arranged. The bridge deck section is an arc-shaped upward or arc-shaped downward bending plate in this application. There is an angle α between the bridge deck section and the horizontal plane, where the value range of α is: 0°<α<60°. The angle between each bridge deck section and the horizontal plane is different, depending on the actual situation on site; each bridge Inner chords 10 are provided at both upper and lower ends of the inner side surface of the surface segment, and outer chords 11 are provided at both upper and lower ends of the outer side surface of each bridge deck segment. The upper and lower ends of the outer side surface of the bridge deck segment and one side of the outer chord 11 are also fixed to the corresponding column 2 through a connecting frame 6; and hangers 5 are installed in the inner chords 10 and the outer chords 11, the upper ends of the hangers 5 are connected to the top trusses 8, and the bottom ends of the hangers 5 are fixed to the reserved holes on the ground; from top to bottom, the bridge deck segment at the starting position is connected to the suspended viewing room 7, and the bridge deck segment at the end position is connected to the ground through a multi-stage shock absorbing device 9.

[0087] Reference Figure 5 The suspension rod 5 includes a first rod member 501, a limiting sleeve 502 and a second rod member 503. The first rod member 501 and the second rod member 503 are connected by the limiting sleeve 502. The inner wall of the limiting sleeve 502 is provided with an internal thread. One end of the first rod member 501 is provided with an external thread matching the internal thread of the limiting sleeve 502. One end of the second rod member 503 is provided with an external thread matching the internal thread of the limiting sleeve 502. The other end of the first rod member 501 is connected to the truss 8 through an ear plate connector 12 and a pin shaft; the second rod member 503 passes through the inner chord 10 or the outer chord 11, and the connection between the inner and outer chords is hinged, and the other end of the second rod member 503 is connected to the reserved hole on the ground.

[0088] Reference Figure 1 , Figure 2 and Figure 3 The suspended visiting room 7 is placed in the middle of the top of the venue. Exhibits can be arranged inside it or it can be used as a meeting room. Users can pass through the bridge body 4 to reach the suspended visiting room 7, providing a building structure that integrates a suspended (air) meeting room and sightseeing functions, thereby improving space utilization. A number of trusses 8 are installed in a circular array on the outside of the suspended visiting room 7, and are fixed to corresponding columns 2 through the trusses 8 to ensure the safety and comfort of the suspended visiting room 7.

[0089] Reference Figure 6 and Figure 7The multi-stage shock absorbing device 9 includes an upper metal stress plate 901, a bearing plate 902, a hydraulic device 903, a spring 904, a bent metal plate 905, an elliptical metal shock absorbing plate 906, a fixing bolt 907 and a lower metal stress plate 908. The elliptical metal shock absorbing plate 906 is made of an annular steel plate, and the bent metal plate 905 is also made of a steel plate. A bearing plate 902 is arranged above the elliptical metal shock absorbing plate 906. The top of the bearing plate 902 is connected to the upper metal stress plate 901 through a spring 904. The inner side of the spring 904 wraps the hydraulic device 903, and the hydraulic device 903 has a built-in viscous damping liquid. The top of the upper metal stress plate 901 is connected to the bottom of the terminal bridge deck section.

[0090] The lower metal stress-bearing plate 908 is located below the elliptical metal shock-absorbing plate 906; the left and right sides of the upper metal stress-bearing plate 901 are both provided with bent metal plates 905, wherein one end of the metal plate 905 is installed between the bearing plate 902 and the elliptical metal shock-absorbing plate 906 through a fixing bolt 907, and the other end of the metal plate 905 is installed between the lower metal stress-bearing plate 908 and the elliptical metal shock-absorbing plate 906 through a fixing bolt 907;

[0091] It should be noted that the hydraulic device 903 with built-in viscous damping fluid wrapped by the spring 904 has a buffering function, which weakens the upper bearing capacity and cooperates with the spring 904 to achieve the purpose of step-by-step reduction, thereby reducing the damage caused by the surge in force. When the upper metal force plate 901 is subjected to a large force, and the spring and the wrapped viscous damping hydraulic device cannot completely reduce it, the energy will be consumed through the lower elliptical metal shock absorbing plate 906. This energy consumption process: In the first stage, the spring 904 and the viscous damping device provide bearing capacity and stiffness, and bear the main energy consumption role. After the viscous damping device reaches its limit, the annular steel plate enters the second stage, and the inner and outer rings simultaneously provide bearing capacity, stiffness and energy consumption capacity.

[0092] The multi-stage shock absorbing device 9 of the present application is mainly composed of two upper and lower metal force-bearing plates, a middle annular metal shock absorbing plate 906, a spring 904, and a hydraulic device 903. There is a gap between the annular metal shock absorbing plate 906 and the bent metal plate 905, and a connection is provided with corresponding bolts, and there is a gap between the connecting parts, which can produce a good shock absorption and energy dissipation effect in small earthquakes, medium earthquakes and large earthquakes at the same time.

[0093] Reference Figure 5The ear plate connecting member 12 includes an upper connecting plate 1204, wherein a limiting clamp plate 1201 is integrally formed on one side of the top of the upper connecting plate 1204, and a limiting clamp plate 2 1203 is rotatably connected to the top side of the upper connecting plate 1204. The limiting clamp plate 1201 and the limiting clamp plate 2 1203 are clamped onto the truss 8 and fixed by a connecting pin 1202. The bottom of the upper connecting plate 1204 is connected to a hook 1206 via a U-shaped lock 1205, and the hook 1206 is connected to the first rod 501 of the suspension rod 5.

[0094] It should be noted that before installation, the limit clamp plate 1203 should be rotated, the limit clamp plate 1201 and the upper connecting plate 1204 should be inserted into the truss 8, and then the limit clamp plate 1203 should be lowered and rotated back to fit with the limit clamp plate 1201, and then the limit clamp plate 1201 and the limit clamp plate 2 1203 should be fixed using the connecting pin 1202, so that the ear plate connector 12 and the truss 8 can be installed.

[0095] The present invention also provides a method for parameterized optimization of a spatial three-dimensional suspended corridor and evaluation of the overall comfort of the structure. The optimization process of the present invention is divided into three parts:

[0096] S1, establish the model and make preliminary optimization;

[0097] S11. Position and size of the locating suspension bridge:

[0098] Use a 3D scanning robot to perform 3D scanning on the completed main structure to locate the suspended corridor and dimensions;

[0099] S12. Preliminary establishment of simulation model:

[0100] Preliminarily formulate the geometric parameters, load forms and other data of the suspended corridor structure, and use finite element software to establish the overall simulation model of the suspended corridor;

[0101] S13. Static calculation of suspension bridge:

[0102] Check the suspended corridor and perform static calculations on it under constant load (self-weight) conditions;

[0103] S14. Determine whether the stress and deformation of the suspended corridor under the dead load are reasonable;

[0104] According to the axial force value of the hanger and the overall deformation information of the corridor (or suspension bridge, which is the same below), the specifications are compared to verify whether the result is reasonable. If it is unreasonable, return to step S12 to recalculate, adjust the correlation coefficient, and update the structural size until the rationality and correctness of the simulation model are determined; otherwise, enter the next secondary optimization stage.

[0105] S2, boom optimization;

[0106] S21, determine the material and quantity of the suspender rod according to the design value of the axial force of the given suspender rod;

[0107] S22. Using formula (1), the cross-sectional area of ​​the suspender rod is iteratively calculated using finite element software. The specific method is as follows:

[0108] In the relevant finite element program, the tension force F of the hanger can be simulated by changing the temperature difference of the rod element. T , which simulates the axial force of the rod; among them, the tension force F T Approximately equal to the design value of the axial force of the hanger F N ; The linear expansion coefficient α of the material is selected according to the type of the material, as shown in Table 1 below; The elastic modulus E of the material is determined according to the type of the material, that is, the elastic modulus E; Finally, by changing the unit temperature difference △T of the suspension rod, the relevant iterative calculation is performed to obtain the cross-sectional area Ai of the suspension rod material;

[0109] F T =α T ·(ΔT)·E·A i .........Formula (1)

[0110] Table 1 Linear expansion coefficient α of common materials

[0111] Material <![CDATA[Coefficient of linear expansion α T (10-6 / °C) <!-- 7 -->]]> Lightweight Aggregate Concrete 7 Ordinary concrete 10 Masonry 6～10 Steel, wrought iron, cast iron 12 Stainless steel 16 Aluminum, aluminum alloy 24

[0112] S23, judging whether the optimization process converges, that is, whether the result approaches 0. If the optimization process does not converge, return to step S21 to re-determine the material, quantity and position of the suspension rod; if the optimized suspension rod cross-sectional area converges, output the optimal parameter of the cross-sectional area Ai;

[0113] S24. Use formulas (2) to (4) to obtain the relationship between the mass and length of the boom. The specific method is:

[0114]

[0115] Formula (4) is derived from formula (2) and formula (3), that is, the relationship between the mass and length of the suspender rod is obtained; since the type of the suspender rod material is known, that is, the density ρ of the suspender rod material is determined, and the volume V of the suspender rod is determined, the density ρ and the cross-sectional area Ai obtained in step S23 are substituted into formula (4) to obtain the specific proportional relationship between the mass and length of the suspender rod;

[0116] Specifically, the proportional relationship between the mass and length of the boom obtained from formula (4) is substituted into formula (5) to obtain the specific values ​​of the mass and length of the boom. The specific method is as follows:

[0117]

[0118] In formula (5), F Nis the design value of the axial force of the hanger, which has been determined; f 1 and f 2 is given as the first and second order natural frequencies of the hanger; γ is the partial coefficient of seismic action, which can be taken according to Table 2 based on specific needs, and finally the specific values ​​of the mass and length of the hanger are calculated.

[0119] Table 2 Seismic action partial coefficients

[0120] Earthquake action γh γv Calculate only horizontal earthquake actions 1.3 0 Only vertical earthquake action is calculated 0 1.3

[0121] γh: Horizontal earthquake partial coefficient.

[0122] γv: vertical earthquake partial coefficient.

[0123] The full formula is:

[0124]

[0125] Where: F N is the design value of the axial force of the hanger; F T is the tension force of the suspender;

[0126] f 1 and f 2 are the first and second order natural frequencies of the hanger respectively;

[0127] γ is the partial coefficient of earthquake action;

[0128] α T is the linear expansion coefficient of the material; E is the elastic modulus of the material;

[0129] △T is the temperature load variable of the i-th hanger element;

[0130] Ai is the cross-sectional area of ​​the i-th suspension rod;

[0131] V, m, l, and ρ are the volume, mass, length, and density of the boom.

[0132] S25. Establishing an optimization simulation model:

[0133] According to the specific mass and length of the hanger, an optimized finite element simulation model is established, and the overall safety calculation of the structure is carried out; considering the most unfavorable combination effects such as "dead load + live load + temperature + shrinkage creep", the structure of the optimized suspension corridor / suspension bridge is checked through finite element simulation software, the results are output, and the overall deformation information of the suspension corridor / suspension bridge is extracted;

[0134] S26. Determine whether the stress on the hanger and the overall deformation of the structure are reasonable, and compare whether the project cost of the optimized solution is reduced?

[0135] Determine whether the axial force of the hanger meets the limit of the specification, or is it too large and uneconomical, or too small so that the material cannot fully exert its performance?

[0136] If all requirements are met, the process proceeds to the next step of overall optimization. If one of the requirements is not met, the process returns to step S22 and performs secondary parameter optimization again.

[0137] S3, overall analysis (comfort evaluation);

[0138] The optimized mathematical model is used to evaluate the overall comfort of the suspended corridor structure. There are two methods for comfort evaluation, one is modal analysis; the other is transient analysis. According to the engineering requirements, the structure is subjected to modal analysis (i.e., step S31) or transient analysis (step S32), or modal analysis + transient analysis, to avoid resonance or make the structure vibrate at a specific frequency.

[0139] Determine the loading method:

[0140] Modal analysis loading method: Finite element software is used to perform modal analysis on the structure considering only the corridor's deadweight condition.

[0141] Transient analysis loading method: Determine the pedestrian load loading method, which is divided into two loading methods; one is the loading method considering the single person walking load; the other is the loading method considering the crowd load. Different loading methods use different function expressions. Choose the appropriate loading method according to the project requirements, or verify both.

[0142] S31. Determine the modal analysis method:

[0143] Modal analysis first determines a reasonable modal analysis method; different finite element software has different built-in modal analysis methods. For example, finite element software provides seven modal analysis methods: ① Block Lanzcos method, ② Subspace method, ③ Unsymmetric method, ④ Reduced, ⑤ Power Dynamics method, ⑥ QR damping method, ⑦ Damped method, etc. Choosing a reasonable modal analysis method can not only consider the complete stiffness matrix of the structure, but also ensure the calculation accuracy and fast calculation speed;

[0144] Modal analysis is performed to obtain the basic vibration characteristics of the corridor structure when it vibrates freely, including parameters such as the natural mode, natural frequency, and vibration mode. The comfort of the structure is evaluated according to the engineering requirements to see if it meets the requirements. The comfort evaluation indicators of different countries are different, as shown in Table 3.

[0145] There are two main types: natural frequency and acceleration. If the natural frequency meets the requirements, the comfort level meets the regulatory requirements, and there is no need to verify the acceleration. If the natural frequency does not meet the requirements, the acceleration needs to be judged. If it reaches the limit, the regulatory requirements are met, otherwise it does not meet the requirements. The mass, stiffness distribution and rationality of the stiffness of the structure can also be analyzed based on the natural frequency and mode curve.

[0146] Compare the limits of dynamic response values ​​in domestic and foreign standards to see whether the comfort requirements are met. If the comfort requirements are not met, re-enter step S2 of boom optimization;

[0147] Table 3 Vibration comfort evaluation indicators at home and abroad

[0148]

[0149] S32. Determine the analysis method for transient analysis:

[0150] Transient analysis was performed, and the ratio of the vibration frequency to the natural frequency, the time history-acceleration dynamic curve, the time history-displacement curve and other data of the corridor structure were calculated by finite element simulation software;

[0151] S33, comparing the limits of dynamic response values ​​in domestic and foreign standards to see whether the comfort requirements are met. If the comfort requirements are not met, reentering step S2 for boom optimization.

[0152] The above embodiments are only used to illustrate the technical solutions of the present invention, rather than to limit the same. Although the present invention has been described in detail with reference to the aforementioned embodiments, those skilled in the art should understand that the technical solutions described in the aforementioned embodiments may still be modified, or some of the technical features may be replaced by equivalents. However, these modifications or replacements do not deviate the essence of the corresponding technical solutions from the spirit and scope of the technical solutions of the embodiments of the present invention.

Claims

1. A spiral suspended corridor for an indoor venue, comprising a bridge body (4), which is installed in the venue and arranged upward in a spiral shape, and is characterized by: The bridge body (4) is divided into a plurality of bridge deck sections from top to bottom; a multi-stage shock absorbing device (9) is provided at the end position of the bridge deck section and at the connection with the foundation; An inner chord rod (10) is arranged on the inner side of the bridge deck section, and an outer chord rod (11) is arranged on the outer side; the inner chord rod (10) and the outer chord rod (11) are both connected to a suspended viewing room (7) arranged in the atrium of the venue through a suspension rod (5); The multi-stage shock absorbing device (9) comprises an upper metal stress-bearing plate (901), a bearing plate (902) and a lower metal stress-bearing plate (908); a first-stage shock absorbing component is arranged between the upper metal stress-bearing plate (901) and the bearing plate (902); a second-stage shock absorbing component is arranged between the bearing plate (902) and the lower metal stress-bearing plate (908); the first-stage shock absorbing component comprises a hydraulic device (903) arranged on a spring (904) and the inner side of the spring (904) is wrapped with a built-in viscous damping fluid.

2. The spiral suspended corridor for indoor venues according to claim 1, characterized in that: The second-stage shock-absorbing assembly comprises an elliptical metal shock-absorbing plate (906), wherein the elliptical metal shock-absorbing plate (906) is detachably connected to the bearing plate (102) at the top and detachably connected to the lower metal force-bearing plate (108) at the bottom; The left and right sides of the elliptical metal damping plate (906) are symmetrically provided with bent metal plates (905), wherein one end of the bent metal plate (905) is installed between the bearing plate (902) and the elliptical metal damping plate (906), and the other end is installed between the lower metal force-bearing plate (908) and the elliptical metal damping plate (906).

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

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

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

6. An optimization method for a spiral suspended corridor in an indoor venue according to any one of claims 1 to 5, characterized in that: The steps include: S1, first establish the model and perform preliminary optimization; S11. Locate the location and size of the suspended gallery; S12. Preliminarily formulate the parameters and load forms of the suspended corridor structure and establish the overall simulation model of the suspended corridor; S13. Check the suspended corridor and perform static calculations under constant load conditions; S14, according to the obtained axial force value of the hanger and the overall deformation information of the corridor, compare the specifications to verify whether the result is reasonable. If it is unreasonable, return to step S12 to recalculate, adjust the correlation coefficient, and update the structural size until the rationality and correctness of the simulation model are determined; Otherwise, proceed to the next step; S2, then the boom is optimized; S21, determine the material and quantity of the suspender rod according to the design value of the axial force of the given suspender rod; S22, iteratively calculate the cross-sectional area of ​​the suspender using finite element software; S23, judging whether the optimization process converges. If the optimization process does not converge, returning to step S21 to re-determine the material, quantity and position of the suspension rod; if the optimization process converges, outputting the optimal parameters of the suspension rod cross-sectional area; S24, calculating the specific values ​​of the mass and length of the boom according to the density and volume of the boom material and using a formula; S25. Establish an optimized simulation model, perform overall structural safety verification, and extract overall deformation information of the suspended corridor; S26, judging whether the force on the suspender rod and the overall deformation of the corridor structure are reasonable, judging whether the axial force of the suspender rod meets the limit value of the specification; if both requirements are met, proceed to the next step; if one of the requirements is not met, return to step S22 and re-perform secondary parameter optimization; S3. Finally, conduct an overall analysis of comfort; The analysis is performed by means of modal analysis method or transient analysis method, or modal analysis method + transient analysis method, and then compared with the provisions of the dynamic response value limit in the known specifications to determine whether the comfort requirements are met. If the comfort requirements are not met, re-enter the boom optimization of step S2.

7. The method for loading and unloading a spiral suspended corridor in an indoor venue according to claim 6, characterized in that: The specific method for iterative calculation of the cross-sectional area in step S22 is: S221. In the finite element program, the tension force F of the suspension rod can be simulated by changing the temperature difference of the rod element. T , which simulates the axial force of the rod, where the tension force F T Approximately equal to the axial force design value F N ; S222, the linear expansion coefficient of the hanger material is defined as α T , select relevant values ​​according to the type of material; S223, the elastic modulus of the suspension rod material is determined as E. Since the type of the material is known, the elastic modulus E is determined; S224. Finally, by changing the unit temperature difference △T of the suspension rod, the material cross-sectional area A is obtained by iterative calculation. i ; The iterative calculation formula is: T =α T ·(ΔT)·E·A i ………Formula (1).

8. The method for loading and unloading a spiral suspended corridor in an indoor venue according to claim 6, characterized in that: The calculation method of the mass and length of the boom in step S24 is: The relationship between the mass and length of the boom is obtained using formulas (2) to (4). The specific method is: Formula (4) is deduced from formula (2) and formula (3), that is, the relationship between the mass m and the length l of the suspender rod is obtained. Since the type of material is known, that is, the density ρ of the material is determined, and the volume V of the suspender rod is determined, the density ρ and the cross-sectional area Ai are substituted into formula (4) to obtain the specific proportional relationship between the mass and length of the suspender rod; Then substitute the proportional relationship between the mass and length of the boom obtained from formula (4) into formula (5) to obtain the specific values ​​of the mass and length of the boom. The specific method is as follows: In formula (5), F N is the design value of the axial force of the hanger, which has been determined; f1 and f2 are the first-order and second-order natural frequencies of the hanger; γ is the partial coefficient of seismic action, and finally the specific values ​​of the mass and length of the hanger are calculated.

9. The method for loading and unloading a spiral suspended corridor in an indoor venue according to claim 6, characterized in that: The specific operation method of step S25 is: Firstly, based on the specific mass and length of the suspender, an optimized finite element simulation model is established, and the overall safety calculation of the structure is performed; Secondly, considering the most unfavorable combined effect of "dead load + live load + temperature + shrinkage creep", the structure of the optimized suspended corridor is verified by finite element simulation software, the results are output, and the overall deformation information of the suspended corridor is extracted.

10. The method for loading and unloading a spiral suspended corridor in an indoor venue according to claim 6, characterized in that: The specific method of modal analysis in step S3 includes: Firstly, the basic vibration characteristics of the corridor structure during free vibration are obtained, including parameters such as the natural mode, natural frequency and vibration shape. Then the corridor structure comfort is evaluated to see whether it meets the requirements according to the known vibration comfort evaluation indexes, which mainly include natural frequency and acceleration; If the natural frequency meets the requirements, the comfort level meets the regulatory requirements and there is no need to verify the acceleration. If the natural frequency does not meet the requirements, the acceleration needs to be judged. If it reaches the limit, the regulatory requirements are met, otherwise it is not met.

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