Spatial three-dimensional suspended corridor and its optimization method

Abstract

The present invention relates to a spatial suspended corridor including a suspended corridor connecting indoor floor passages, where all edges of the indoor floor passages are provided with oblique grid columns, and the suspended corridor includes multiple fixed sections and multiple bridge deck sections from top to bottom, with each fixed section or angled section connected to the corresponding bridge deck section via node connection components. In this invention, the load-bearing performance of the corridor structure is first grasped through feasible partial tests, a simulation model of the corridor is constructed, the model parameters are repeatedly optimized and adjusted, and then a preliminary load-bearing performance calculation is performed and compared with the results of previously conducted partial tests. If the calculation results are in close agreement with the test results, the model is proven to be superior, and an optimized model is obtained. This model is then used to analyze other more complex performance aspects of the corridor. The optimization objective of this invention is to make the structure and load-bearing performance of the aerial corridor safer, more reliable, and more comfortable.

Description

[Technical Field]

[0001] This invention relates to the technical field of steel structure construction, and more specifically to a spatial three-dimensional suspended corridor and a method for optimizing the same. [Background technology]

[0002] With the rapid development of the national economy, the growing interest in architectural aesthetics among the people, and the increasing need for functional buildings, various large-scale facilities are being constructed throughout the country, promoting the development of all sectors of society. Meeting people's needs for health, knowledge, exchange, entertainment, and exploration is crucial, as is the tourist experience. Currently, tourist pathways in large facilities are relatively narrow, limiting tourists' field of vision and preventing them from having a good visual experience during their visit. Bridge systems, a typical spatial multi-level transportation system, offer a wide field of vision and are convenient for tourists, making them particularly suitable as tourist pathways for large facilities. However, directly applying this system to large facilities presents problems such as spatial limitations and complex and diverse structural systems.

[0003] Regarding the invention of a novel walkway system, the applicant initially disclosed patented technology for an indoor folding suspension bridge structure (Patent Document 1). In this technology, the bridge deck (corresponding to the bridge surface section) of the folding suspension bridge is connected to the floor walkway via a first connecting component, which includes a fixing plate and bolts. In other words, the connection between the bridge deck and the floor walkway is made by a combination of fixing plates and bolts, and since no corresponding damping member is provided, when force is applied to the bridge deck, it affects the stability between the bridge deck and the floor walkway. The suspension bridge system and the large-scale facility system are not organically linked, making it difficult to ensure the overall seismic stability and comfort of the suspension bridge structure.

[0004] Regarding the optimization of new walkway structural systems, Patent Document 2 discloses an optimization method for parameterizing the overall structural analysis of a cable-stressed bridge. This method introduces side span and vector height as influencing factors and achieves the optimization objective by adjusting the cable load of the cable-stressed bridge by changing these two variables. Patent Document 3 also discloses a method for optimizing the cable load of a cable-stressed bridge. This method forms an influence matrix of the cable-stressed bridge structure based on constant load stiffness, and then obtains the ideal cable load of the cable-stressed bridge by performing iterative analysis. Both of the above two patent documents start with optimizing the cable load of the suspension rods, but in actual field construction, the application of the cable load to the suspension rods depends on the workers, making it difficult to apply it to an ideal state. Furthermore, both of the above two patent documents only consider the optimization of the cable load of the suspension rods of the cable-stressed bridge, and do not consider factors such as the position, material, quantity, and dimensions of the suspension rods, or the overall comfort of the structure. Therefore, it is not possible to ensure the safety, durability, and comfort of the overall structure.

[0005] As described above, in order to meet the diverse needs of people regarding building systems and to ensure the safety, comfort, and technical feasibility of structural systems, there is an urgent need to develop spatially-oriented suspended corridors and methods for optimizing them that are suitable for the tourism needs of large-scale facilities. [Prior art documents] [Patent Documents]

[0006] [Patent Document 1] Chinese Patent No. 103967131 Specification [Patent Document 2] Chinese Patent Application Publication No. 108875286 Specification [Patent Document 3] Chinese Patent No. 104899377 Specification [Overview of the project] [Problems that the invention aims to solve]

[0007] The technical problems that this invention aims to solve are the insufficient stability of the bridge deck section in current suspended corridors and the instability of the corridor when the load is removed. [Means for solving the problem]

[0008] To solve the above technical problems, the present invention provides the following technical solutions. This is a spatially three-dimensional suspended corridor that includes a suspended corridor connecting indoor floor-level corridors. Diagonal grid columns are provided along the edges of all indoor floor-level corridors. The aforementioned suspended walkway includes multiple fixed sections and multiple bridge deck sections from top to bottom, with at least one angled section between two adjacent fixed sections, and each of the fixed sections or angled sections is connected to the corresponding bridge deck section via a node connecting component. A spatially suspended walkway characterized in that the rotating sections are connected to corresponding diagonal grid columns via multiple inclined suspension rods, and each bridge deck section is connected to the upper steel roof via multiple vertical suspension rods.

[0009] This invention maximizes the safety of the aerial walkway by providing fixed sections at appropriate locations within the aerial walkway system and connecting and fixing the fixed sections or angled sections to the bridge deck sections via node connecting components. The angled sections are cantilevered freely to avoid obstruction of structures by surrounding buildings, allowing pedestrians to enjoy a wide view of the surrounding landscape. In this application, the aerial walkway is installed in the atrium of a large facility and functions as a passageway to each floor, making full use of the atrium space. This satisfies the functional needs of facility tours and sightseeing while also fully expressing the beauty of the architecture.

[0010] In a further embodiment of the present invention, each bridge deck section forms an angle α with respect to the horizontal plane, and the range of α is 0° < α < 60°.

[0011] In a further aspect of the present invention, the node connecting component includes a first T-shaped steel plate embedded in a corresponding bridge deck section and a second T-shaped steel plate embedded in a corresponding fixed section or turning section, wherein the left and right sides of the first T-shaped steel plate and the second T-shaped steel plate are detachably connected via energy damping members, and the energy damping members are further detachably connected to reinforcing connecting plates.

[0012] In a further aspect of the present invention, the upper and lower sides of the intermediate position of the energy damping member have an inwardly concave structure, and a waist-shaped groove is provided in the horizontal direction of the intermediate position. An arch-shaped groove is provided in the horizontal direction of the intermediate position of the reinforcing connecting plate, and the arch-shaped groove is aligned with the corresponding waist-shaped groove, and the two are fixed together by bolts.

[0013] In a further aspect of the present invention, the diagonal grid columns are installed around the interior facility and are arranged in an overall "X" shape, "K" shape, or "Y" shape.

[0014] The present invention also discloses a method for optimizing a spatially three-dimensional suspended corridor, which includes the following steps. S1: First, build the model and perform basic optimization. S11. Identify the location and dimensions of the suspended walkway. In S12, the parameters and load types of the suspended corridor structure are set in a preliminary manner, and an overall simulation model of the suspended corridor is constructed. S13. Verify the static force calculation of a suspended corridor under constant load conditions. In S14, based on the obtained axial force values ​​of the suspension rods and the overall deformation information of the corridor, compare them with the standards and verify the reasonableness of the results. If unreasonable, return to step S12, recalculate, adjust the relevant coefficients, update the structural dimensions, and repeat until the reasonableness and accuracy of the simulation model are confirmed. Conversely, proceed to the next step. S2, next we optimize the suspension rod. S21. Based on the design values ​​for the suspension rod axial force, the material and quantity of the suspension rod are determined. S22, the cross-sectional area of ​​the suspension rod is iteratively calculated using finite element software. S23. Determine 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 parameter of the cross-sectional area of the suspension rod. S24. Based on the material density and volume of the suspension rod, use the formula to calculate the specific values of the mass and length of the suspension rod. S25. Construct an optimization simulation model, check the safety of the entire structure, and extract the overall deformation information of the suspended corridor. S26. Determine whether the force on the suspension rod and the deformation condition of the entire corridor structure are reasonable, and determine whether the axial force of the suspension rod meets the limit value of the specification. If all requirements are met, proceed to the next step. If any requirement is not met, return to step S22 to re-run the secondary parameter optimization. S3. Finally, perform an overall analysis of comfort. Use the mode analysis method or transient analysis method, or the method of mode analysis + transient analysis to perform the analysis, compare with the规定 of the limit value of the dynamic response value in the known specification, and determine whether the comfort requirements are met. If the comfort requirements are not met, re-enter the optimization of the suspension rod in step S2. After performing the analysis by the mode analysis method or transient analysis method, or a combined method of these, compare with the规定 of the limit value of the dynamic response value defined in the known specification, and determine whether the comfort requirements are met. If the comfort requirements are not met, return to the suspension rod optimization in step S2.

[0015] As a further aspect of the present invention, the specific method of the iterative calculation of the cross-sectional area in step S22 is as follows. S221. In the finite element program, simulate the tensile force F of the suspension rod by changing the temperature difference of the rod element, that is, simulate the axial force of the rod member. Here, the tensile force F T is approximately equal to the axial force design value F T N . S222. Define the linear expansion coefficient of the suspension rod material as α T and select the relevant values according to the type of material. ​In S223, the elastic modulus of the suspension rod material is defined as E, and since the type of material is known, the elastic modulus E is determined. S224, finally, by changing the unit temperature difference △T of the suspension rod, iterative calculations are performed to determine the cross-sectional area A of the material. i To obtain. JPEG2026514553000002.jpg9170

[0016] In a further aspect of the present invention, the method for calculating the mass and length of the suspension rod in step S24 is as follows. The relationship between the mass and length of a suspension rod is obtained using the formula ~. The specific method is as follows: JPEG2026514553000003.jpg31170 Formulas are used to derive formulas from other formulas, that is, to obtain the relationship between the mass m and length l of the suspension rod. Since the type of material is known, that is, the density ρ of the material is determined, and the volume V of the suspension rod is determined. Substituting the density ρ and the cross-sectional area Ai into the formula, a specific proportional relationship between the mass and length of the suspension rod is obtained. Next, we substitute the proportional relationship between the mass and length of the suspension rod obtained from the formula into the formula to obtain the specific values ​​of the mass and length of the suspension rod. The specific method is as follows. JPEG2026514553000004.jpg17170Official, F N The axial force of the suspension rod is the design value and is already determined. f1 and f2 are the first and second natural frequencies of the suspension rod, which are given values, and γ is the seismic action coefficient. Finally, the specific values ​​of the mass and length of the suspension rod are calculated.

[0017] In a further aspect of the present invention, the specific method of performing step S25 is as follows. First, based on the specific mass and length of the suspension rod obtained, an optimized finite element simulation model is constructed to verify the safety of the entire structure. Next, considering the worst-case combination effect of "constant load + active load + temperature + contraction / creep," the optimized structure of the suspended corridor is verified using finite element simulation software, the results are output, and deformation information for the entire suspended corridor is extracted.

[0018] In a further aspect of the present invention, the specific method for mode analysis in step S3 is as follows: First, we obtain the basic vibration characteristics of the corridor structure when it undergoes free vibration. This includes parameters such as the vibration's natural modes, natural frequencies, and vibration type. Next, we evaluate whether the comfort level of the corridor structure meets the requirements based on known vibration comfort evaluation indices. These mainly consist of two types: natural frequency and acceleration. If the natural frequency meets the requirements, comfort meets the standard requirements, and acceleration verification is unnecessary. If the natural frequency does not meet the requirements, acceleration must be judged; if it reaches the limit, the standard requirements are met; conversely, if they are not. [Effects of the Invention]

[0019] Compared to the conventional technology, the beneficial effects of the present invention are as follows: 1. In this aerial walkway system, fixed sections are installed at reasonable locations, and the safety of the aerial walkway is maximized by connecting and fixing the bridge deck sections and the bridge deck sections with node connecting components. The angled sections cantilever freely, preventing surrounding buildings from obstructing the structure and allowing passersby to view a wide area of ​​the surrounding landscape. In this application, the aerial walkway is installed in the atrium of a large facility and can function as a passageway to the corresponding floor. The atrium space is fully utilized, satisfying the functional needs of facility tours and sightseeing while also fully expressing the beauty of the architecture. 2. The present invention effectively ensures the horizontal stability of the aerial walkway by installing diagonal grid columns on both sides of the facility's atrium and connecting them to the diagonal suspension rods and fixed sections of the aerial walkway. At the same time, the diagonal grid columns themselves also function as shear walls, and by installing them continuously from bottom to top, the seismic resistance of the entire structure of the facility can be increased under conditions where the height of the facility is increased, and it also provides an open view, making it particularly suitable for visitor facilities. 3. In this invention, energy damping members and reinforcing connecting plates are installed between the bridge deck section and the fixed section or turning section, and between the fixed section and the main structure of the corridor. By installing damping members, the distribution of stress on the connecting section is reduced compared to when no damping members are installed (single connecting rectangular steel plate). When no damping members are installed, the stress reaches 500 MPa, exceeding the limit strength of the member itself, and a major failure occurs. On the other hand, when damping members are installed, the stress reaches 375 MPa, which is below the limit strength, and the component remains stable. This is because the arched central portion of the energy damping member effectively releases the stress transmitted from the surroundings, allowing the entire structure to stably receive stress between the bridge deck section and the fixed section or turning section, and between the fixed section and the main structure of the corridor. 4. By optimizing the aerial walkway structure, the present invention results in a more uniform stress distribution in the suspended walkway passage of the optimized model, improving deformation coordination. The material of the suspension rods is utilized more efficiently, and the phenomenon of rod members becoming unstable under pressure is avoided. In the optimized model, the number of suspension rods is reduced, which is more advantageous for construction. Furthermore, the reduction in the material used for suspension rods in the optimized model provides better economic indicators. The simulation model of the present invention is merely a tool for verifying the rationality of parameters obtained by formulas. 5. The optimized model of the present invention not only offers greater safety, but also satisfies the comfort requirements necessary for construction, both in modal analysis under conditions considering only self-weight and in transient analysis under conditions considering the load of passersby. It avoids the mental stimuli such as sympathetic nervous system tension and accelerated heart rate caused by resonance between the corridor structure and the load of passersby, as well as the failure of the suspended corridor. The overall comfort of the suspended corridor becomes very good. 6. The present invention proposes an aerial corridor structure, then, after gaining a preliminary understanding of the stress performance of the corridor structure through partially feasible tests, constructs a simulation model of the corridor. After continuously optimizing and iteratively adjusting the model parameters, a preliminary stress performance calculation is performed and compared with the results of some previously conducted tests. If a high degree of agreement with the test results is confirmed, the model is proven to be relatively superior, and an optimized model is obtained. Using this model, other more complex properties of the corridor are analyzed. The objective of the optimization in the present invention is to make the aerial corridor structure and stresses safer, more reliable, and more comfortable. [Brief explanation of the drawing]

[0020] [Figure 1] This is a schematic diagram of the overall structure of a spatially suspended corridor in an embodiment of the present invention. [Figure 2] This is a schematic diagram of the upper structure of a suspended corridor in an embodiment of the present invention. [Figure 3] This is a schematic diagram of the front structure of a suspended walkway in an embodiment of the present invention. [Figure 4] This is a schematic diagram of the structure of a node connection component in an embodiment of the present invention. [Figure 5] A partially enlarged view of a node connection component in an embodiment of the present invention. [Figure 6] This is a schematic diagram of a partial structure of a node connection component in an embodiment of the present invention. [Figure 7] This is a schematic diagram of a partial structure of a vertical suspension rod in an embodiment of the present invention. [Figure 8] This is a Mises stress cloud diagram in an embodiment of the present invention where a damping member is not installed at the node connection position. [Figure 9] This is a Mises stress cloud diagram when a damping member is installed at the node connection position in an embodiment of the present invention. [Figure 10] This is a flowchart of the structure for model construction and preliminary optimization in an embodiment of the present invention. [Figure 11] This is a structural flowchart for the suspension rod optimization in an embodiment of the present invention. [Figure 12] This is a structural flowchart of the overall comfort level analysis in an embodiment of the present invention. [Modes for carrying out the invention]

[0021] To further clarify the objectives, technical solutions, and advantages of the embodiments of the present invention, the following will refer to embodiments of the present invention and clearly and completely describe the technical solutions in those embodiments. Clearly, the embodiments described herein represent only a portion of the present invention, not all embodiments. All other embodiments that can be obtained by those skilled in the art without creative work based on embodiments of the present invention are within the scope of the protection of the present invention.

[0022] Referring to Figure 1, the spatial suspended corridor includes the suspended corridor 1, the upper steel roof 2, the diagonal grid columns 3, and the main structural panels 4. Of these, the suspended corridor 1 is located in the atrium of the indoor facility, the upper steel roof 2 is fixed to the top of the facility, and the diagonal grid columns 3 are arranged around the facility. The diagonal grid columns 3 are arranged from top to bottom and are used to support the main structural panels 4 of the indoor floors.

[0023] Referring to Figures 1, 2, and 3, the suspended walkway 1 includes multiple fixed sections 101, multiple bridge section sections 102, multiple angled sections 103, vertical suspension rods 112, and inclined suspension rods 113. Of these, the specific number of bridge section sections 102 is determined by the height of the indoor floor, the number of bridge section sections 102, the horizontal plane inclination angle, and the floor height. All of the bridge section sections 102 in each set are positioned with an upward inclination, and there is an angle α between each set of bridge section sections 102 and the horizontal plane. Here, the range of α is 0° < α < 60°, and an upward-moving staircase is provided above each set of bridge section sections 102.

[0024] Referring to Figures 4, 5, and 6, the bridge deck section 102 and the turning section 103 of this application are connected through node connecting components, and the bridge deck section 102 and the fixed section 101 are also connected through node connecting components, and the connection principle at these two locations is the same.

[0025] The following describes the connection relationship of the node connection components between the bridge deck section 102 and the fixed section 101, using the connection between the two as an example. The node connection components specifically include a first T-shaped steel plate 114 and a second T-shaped steel plate 115. Of these, the first T-shaped steel plate 114 is a pre-construction section of the bridge deck section 102, and the first T-shaped steel plate 114 and the bridge deck section 102 are integrally cast and formed with concrete. On the other hand, the second T-shaped steel plate 115 is a pre-construction section of the fixed section 101, and the second T-shaped steel plate 115 and the fixed section 101 are integrally cast and formed with concrete.

[0026] The first T-shaped steel plate 114 and the second T-shaped steel plate 115 are in close contact, and energy damping members 117 are attached to both the front and rear sides of the connection between them. Four arc-shaped holes are drilled in the energy damping members 117 on both the front and rear sides. The two arc-shaped holes on the left are both connected to the second T-shaped steel plate 115 via fastening bolts 116, and the two arc-shaped holes on the right are both connected to the first T-shaped steel plate 114 via fastening bolts 116 (refer to Figure 5 for the left-right direction). The reason for using arc-shaped holes rather than circular holes is to allow the bolts to perform a certain buffering action during the process of receiving force, thereby achieving energy release and the safety and stability of the bridge deck section 102. The middle section and both the upper and lower sides of the energy damping member 117 have an arched concave structure, and this design can reduce energy transmission. This component has been verified using ABAQUS software. Furthermore, a waist-shaped groove 119 is provided laterally at the intermediate position of the energy damping member 117, and a reinforcing connecting plate 118 is provided outside the waist-shaped groove 119. Similarly, an arch-shaped groove is provided at a corresponding position on the reinforcing connecting plate 118, and this arch-shaped groove corresponds to the waist-shaped groove 119, and both are reinforced with bolts. Finally, after the installation is complete, a cover plate is attached to the top to cover the gap in the connection part, making subsequent inspection work easier. The design purpose of the waist-shaped groove and the arch-shaped groove here is also to provide a certain buffering effect as the bolts are subjected to force, thereby achieving energy release and the safety and stability of the bridge deck section 102.

[0027] Below, we will use ABAQUS to verify the effectiveness of the node connection component described above. We will verify the effectiveness of the component by comparing the energy dissipation effect of the rectangular plate and the energy damping member 117 designed by our company. As can be seen from the Mises stress cloud results obtained from the ABAQUS analysis (see Figures 8 and 9), the damping member designed by our company has less stress distribution compared to when there is no damping member (single connecting rectangular steel plate). When there is no damping member, the stress reaches 500 MPa, exceeding the limit strength of the component itself, and a major failure occurs. On the other hand, when the damping member is installed, the stress reaches 375 MPa, which is below the limit strength, and the component is stable. This is because the arched portion in the middle effectively releases the stress transmitted from the surroundings, allowing the entire component to receive stress stably.

[0028] Referring to Figure 1, the upper steel roof 2 is attached to the roof of the facility in a grid pattern and serves to support the vertical suspension rods 112. A combined truss steel roofing method is employed for this upper steel roof. Considering factors such as site conditions, construction characteristics, and construction costs, it is difficult to adopt construction methods such as high-altitude scattering, overall lifting, and overall roof sliding. Therefore, in this application, BIM technology is used to construct an X-steel model of the steel roof, enabling three-dimensional CNC machining, temporary assembly, and lifting simulation. This not only ensures lifting accuracy but also reduces the difficulty of operation. The above design makes it possible to accurately position the spatial members of the steel structure and rationally optimize special nodes. Furthermore, considering that the steel roof is located inside the building and it is difficult for lifting equipment to enter, this application adopts a method of providing a pre-emptive hole for lifting. Specifically, a pre-emptive hole is provided in the basement ceiling, a passage is secured in the exterior wall, and the crane is brought directly into the basement atrium to perform the lifting work. This shortens the construction period, saves costs, and offers significant technical benefits. Furthermore, by dividing the steel truss into segments and lifting them separately, the lifting weight of individual members is reduced, ensuring safety and reliability while simplifying construction.

[0029] Referring to Figure 1, the diagonal grid columns 3 of this application are installed around the facility in an "X" shape and play a role in supporting the spaces between floors of the facility. Compared to lifting using tower cranes and large auto cranes, rather than scaffolding assembly or a one-piece assembly method, the installation of the diagonal grid rigid concrete columns of this application employs a method of providing pre-drilled holes for lifting, and the lifting of the entire structure in segments is performed, which has significant technical advantages. The rigid concrete columns employ a one-time casting and molding method using self-filling concrete, reducing the construction process and shortening the construction period, and avoiding the cost of secondary treatment of concrete joints. Furthermore, BIM technology is made to the fullest extent in the installation of the diagonal grid rigid concrete columns, and by optimizing the steel structure and complex nodes, it is possible to save on steel materials, reduce the difficulty of the work, and shorten the construction period.

[0030] The diagonal grid column 3 may adopt a "Y" or "K" shaped structure, and this application does not limit its specific shape. The worker will be determined according to the site conditions.

[0031] The aerial walkway structure consists of bridge deck sections 102, angled sections 103, fixed sections 101, vertical suspension rods 112, inclined suspension rods 113, and corresponding railings. The angled sections 103 and fixed sections 101 divide the aerial walkway into multiple bridge deck sections 102. From top to bottom, both the starting and ending positions are fixed sections 101, and at least one angled section 103 is installed between two adjacent fixed sections 101. The angled sections 103 cantilever freely, and only the fixed section 101 at the ending position is connected to the ground; all other fixed sections 101 are connected to the main structural panels 4 of the floor. The angled sections 103 are connected to the diagonal grid columns 3 through multiple inclined suspension rods 113, and the bridge deck sections 102 are connected to the upper steel roof 2 through multiple vertical suspension rods 112.

[0032] The upper end of the vertical suspension rod 112 is connected to the steel roof 2 by an eye plate and a pin, and the first rod member 1121 and the second rod member 1123 are connected in the middle of the vertical suspension rod 112 by a limit sleeve 1122 (see Figure 7). The inner wall of the limit sleeve 1122 is provided with an internal thread, and one end of the first rod member 1121 is provided with an external thread that matches the internal thread of the limit sleeve, and one end of the second rod member 1123 is also provided with an external thread that matches the internal thread of the limit sleeve, and one end of the second rod member 1123 is connected to the limit sleeve 1122. Similar to the vertical suspension rod, the first rod member and the second rod member are also connected in the middle of the inclined suspension rod 113 by a limit sleeve, and the inner wall of the limit sleeve is provided with an internal thread, and one end of the first rod member is provided with an external thread that matches the internal thread of the limit sleeve, and one end of the second rod member is also provided with an external thread that matches the internal thread of the limit sleeve. However, one end of the first rod member of the inclined suspension rod is hinged to the diagonal grid column 3, and the other end is connected to a limit sleeve, while one end of the second rod member is connected to a limit sleeve.

[0033] The present invention further provides a parameterized optimization method for spatial three-dimensional suspended corridors and a method for evaluating the comfort of the entire structure. The optimization process of the present invention is divided into three parts.

[0034] S1: Build the model and perform basic optimization. S11. Identify the location and dimensions of the suspended walkway. Using a 3D scanning robot, the already completed main structure is scanned in three dimensions to determine the location and dimensions of the suspended corridor. S12, Build a preliminary simulation model. We will initially set basic data such as the geometric parameters and load types of the suspended corridor structure, and then construct a simulation model of the entire suspended corridor using ANSYS finite element software. S13, Static analysis of a suspended corridor This study verifies the static force calculation of a suspended corridor under constant load (self-weight) conditions. S14. Verify the rationality of stress and deformation under constant load in a suspended corridor. Based on the obtained axial force value of the suspension rod and the overall deformation information of the corridor (also referred to as the suspension bridge, the same hereinafter), compare with the specifications and verify the rationality of the results. If it is unreasonable, return to step S12, perform recalculation, adjust the correlation coefficient, update the structural dimensions, and repeat until the rationality and accuracy of the simulation model are confirmed. Conversely, proceed to the next secondary optimization stage.

[0035] S2. Optimize the suspension rod. S21. Based on the given design value of the axial force of the suspension rod, determine the material and quantity of the suspension rod (including vertical suspension rods and inclined suspension rods, the same hereinafter).

[0036] S22. Use formula (1) to perform iterative calculations of the cross-sectional area of the suspension rod with finite element method software. The specific method is as follows. In the relevant finite element program, by changing the temperature difference of the rod element, simulate the tensile force F T of the suspension rod, that is, simulate the axial force of the rod member. Here, the tensile force F T is approximately equal to the design value F N of the axial force of the suspension rod. The linear expansion coefficient α of the material is selected according to the type of material, as shown in Table 1. Since the elastic modulus E of the material can be specified from the type of material, the elastic modulus E is determined. Finally, by changing the unit temperature difference △T of the suspension rod, perform iterative calculations to obtain the cross-sectional area A i of the suspension rod material. JPEG2026514553000005.jpg10170

[0037] JPEG2026514553000006.jpg75170

[0038] S23. Determine whether the optimization process converges, that is, determine 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 cross-sectional area of the optimized suspension rod converges, output the optimal parameter of the cross-sectional area A i .

[0039] In S24, the relationship between the mass and length of the suspension rod is obtained using formulas (2) to (4). The specific method is as follows. JPEG2026514553000007.jpg32170 Formula (4) is derived from formulas (2) and (3), that is, the relationship between the mass and length of the suspension rod is obtained. Since the type of material of the suspension rod is known, that is, the density ρ of the material of the suspension rod is determined, and the volume V of the suspension rod is determined. By substituting the density ρ and the cross-sectional area Ai obtained in step S23 into formula (4), the specific proportional relationship between the mass and length of the suspension rod is obtained. Specifically, the proportional relationship between the mass and length of the suspension rod obtained from formula (4) is substituted into formula (5) to obtain the specific values ​​for the mass and length of the suspension rod. The specific method is as follows: JPEG2026514553000008.jpg16170 Official (5) Medium, F N The axial force of the suspension rod is the design value and is already determined. f1 and f2 are the first and second natural frequencies of the suspension rod, which are given values, and γ is the seismic action coefficient, which is taken from Table 2 as needed, and finally the specific values ​​of the mass and length of the suspension rod are calculated.

[0040] JPEG2026514553000009.jpg39170γh: Horizontal seismic component coefficient. γv: Vertical seismic term coefficient.

[0041] All formulas are as follows: JPEG2026514553000010.jpg59170F N This is the design axial force value of the suspension rod; F T is the tensile force of the suspension rod; f1 and f2 are the natural frequencies of the first and second order of the suspension rod, respectively; γ is the seismic action coefficient; α T is the coefficient of linear thermal expansion of the material; E is the elastic modulus of the material; ΔT is the unit temperature load variable of the i-th root suspension rod; Ai is the cross-sectional area of ​​the i-th root suspension; V, m, l, and ρ are the volume, mass, length, and density of the suspension rod, respectively.

[0042] S25, construct an optimization simulation model. Based on the specific mass and length of the obtained suspension rods, an optimized finite element simulation model is constructed, and the safety of the entire structure is verified. Considering the most unfavorable combination effects such as "constant load + active load + temperature + contraction / creep," the optimized suspension corridor / suspension bridge structure is verified using finite element simulation software, the results are output, and deformation information for the entire suspension corridor / suspension bridge is extracted.

[0043] S26. Determine whether the load-bearing capacity of the suspension rod and the deformation of the entire structure are reasonable, and compare whether the construction cost of the optimized solution will be reduced. The axial force of the suspension rod is determined to meet the standard limit. Excessive force is uneconomical, while insufficient force prevents the material from performing optimally. If all requirements are met, proceed to the next step and optimize the entire system. If any requirements are not met, return to step S22 and re-execute the secondary parameter optimization.

[0044] S3, Overall Analysis (Comfort Evaluation) The overall comfort level of the suspended corridor structure is evaluated using the optimized mathematical model. There are two methods for evaluating comfort: one is modal analysis, and the other is transient analysis. Depending on the requirements of the construction, modal analysis (step S31) or transient analysis (step S32), or modal analysis + transient analysis is performed on the structure to avoid resonance or to vibrate the structure at a specific frequency. Determination of load application method Method of applying loads in modal analysis: Using finite element software, modal analysis is performed on a structure that considers only the self-weight of the corridor. Transient Analysis Load Application Methods: There are two types of load application methods for applying pedestrian traffic loads. One is an application method that considers the load of a single person walking, and the other is an application method that considers the load of a crowd. Since different function equations are used for different load application methods, it is possible to select the appropriate application method according to the needs of the construction and to perform verification of both.

[0045] S31. Determination of the modal analysis method. In modal analysis, the first step is to determine a reasonable modal analysis method. Different finite element software includes different modal analysis methods; for example, ANSYS finite element software offers seven types of modal analysis methods. These include: 1) the Brock-Lantzos method, 2) the Subspace method, 3) the Unsymmetric method, 4) the Reduced method, 5) the Power Dynamics method, 6) the QR Damping method, and 7) the Damped method. By selecting a reasonable modal analysis method, it is possible to consider the complete stiffness matrix of the structure, while also improving calculation speed while ensuring calculation accuracy. A modal analysis is performed to obtain the basic vibration characteristics when the corridor structure undergoes free vibration. These vibration characteristics include parameters such as natural vibration modes, natural frequencies, and vibration modes. Depending on the necessity of the construction, the comfort level of the structure is evaluated to see if it meets the requirements. Comfort evaluation indices vary by country, as shown in Table 3.

[0046] There are mainly two types: natural frequency and acceleration. If the natural frequency is met, comfort meets the standard requirements, and there is no need to verify the acceleration. If the natural frequency is not met, the acceleration needs to be judged; if it reaches the limit, the standard is met, and conversely, if it does not, the standard is not met. It is also possible to analyze the rationality of the structure's mass, stiffness distribution, and stiffness magnitude from the natural frequency and vibration mode curve.

[0047] The system compares the dynamic response values ​​to the limits specified in domestic and international standards to determine whether the comfort requirements are met. If the comfort requirements are not met, the process returns to step S2, which is suspension rod optimization.

[0048] JPEG2026514553000011.jpg66170

[0049] S32, Determination of the transient analysis method Transient analysis is performed, and data such as the ratio of vibration frequency to natural frequency, time-history acceleration response curve, and time-history displacement response curve of the corridor structure are calculated using finite element software.

[0050] In step S33, the system compares the dynamic response values ​​with the limits specified in domestic and international standards to determine whether the comfort requirements are met. If the comfort requirements are not met, the system returns to step S2, which optimizes the suspension rod.

[0051] The above embodiments are merely illustrative examples for illustrating the technical means of the present invention and do not limit the invention. Although the present invention has been described in detail with reference to the above embodiments, those skilled in the art can modify the technical means described in the above embodiments or make equivalent changes to some of the technical features. Accordingly, such modifications and changes shall be included in the spirit and claims of the invention, as long as they do not deviate from the technical scope of the respective embodiments of the present invention in relation to the essence of the corresponding technical means. [Explanation of Symbols]

[0052] 1. Suspended corridor 101 Fixed section, 102 Bridge deck section, 103 Turning section, 112 vertical suspension rod, 1121 first rod member, 1122 Limit Sleeves, 1123 Second rod member, 113 Oblique suspension rod, 114 No. 1 T-type steel plate, 115 2nd T type steel plate, 116 fastening bolts, 117 Energy damping member, 118 Reinforcement connecting plate, 119 Waist-shaped groove, 2. Upper steel roof, 3. Diagonal grid columns, 4 Main structure plate

Claims

1. This is a spatial three-dimensional suspended corridor that includes a suspended corridor (1) connecting indoor floor-level corridors, Diagonal grid columns (3) are provided along the edges of all indoor floor-level corridors. The suspended walkway (1) includes a plurality of fixed sections (101) and a plurality of bridge deck sections (102) from top to bottom, with at least one angled section (103) installed between two adjacent fixed sections (101), and each of the fixed sections (101) or angled sections (103) is connected to the corresponding bridge deck section (102) via a node connection component. A spatial three-dimensional suspended walkway characterized in that the angled sections are connected to corresponding diagonal grid columns (3) via multiple diagonal suspension rods (113), and each bridge deck section (102) is connected to the upper steel roof (2) via multiple vertical suspension rods (112).

2. The spatial three-dimensional suspension corridor according to claim 1, characterized in that each bridge deck section forms an angle α with respect to the horizontal plane, and the range of α is 0° < α < 60°.

3. The spatial three-dimensional suspended corridor according to claim 1, characterized in that the node connecting component includes a first T-shaped steel plate (114) embedded in the corresponding bridge deck section (102) and a second T-shaped steel plate (115) embedded in the corresponding fixed section (101) or turning section (103), and both the left and right sides of the first T-shaped steel plate (114) and the second T-shaped steel plate (115) are detachably connected via energy damping members (117), and the energy damping members (117) are further detachably connected to a reinforcing connecting plate (118).

4. The upper and lower sides of the intermediate position of the energy damping member (117) have an inwardly concave structure, and a waist-shaped groove (119) is provided in the horizontal direction of the intermediate position. The spatial three-dimensional suspended corridor according to claim 3, characterized in that an arch-shaped groove is provided horizontally at an intermediate position of the reinforcing connecting plate (118), the arch-shaped groove is aligned with a corresponding waist-shaped groove, and the two are fixed together with bolts.

5. The spatial three-dimensional suspended corridor according to claim 1, characterized in that the aforementioned diagonal grid columns (3) are attached around the interior facility and are arranged as a whole in an "X" shape, a "K" shape, or a "Y" shape.

6. The aforementioned optimization method includes the following steps: S1, First, build the model and perform basic optimization. S11. Identify the location and dimensions of the suspended walkway. S12. The parameters and load types of the suspended corridor structure are set in a preliminary manner, and an overall simulation model of the suspended corridor is constructed. S13. Verify the static force calculation of a suspended corridor under constant load conditions. In S14, based on the obtained axial force values ​​of the suspension rod and the overall deformation information of the corridor, compare them with the standards to verify the reasonableness of the results. If unreasonable, return to step S12, recalculate, adjust the relevant coefficients, update the structural dimensions, and repeat until the reasonableness and accuracy of the simulation model are confirmed. Conversely, proceed to the next step. S2, Next, the suspension rod is optimized. S21. Based on the design values ​​of the suspension rod axial force given, the material and quantity of the suspension rod are determined. S22, The cross-sectional area of ​​the suspension rod is iteratively calculated using finite element software. S23, determine 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 for the suspension rod cross-sectional area. S24. Based on the material density and volume of the suspension rod, the specific values ​​of the mass and length of the suspension rod are calculated using the formula. In S25, an optimized simulation model was constructed, the safety of the entire structure was verified, and the overall deformation information of the suspended corridor was extracted. In step S26, determine whether the load on the suspension rod and the deformation of the entire corridor structure are reasonable, and whether the axial force of the suspension rod meets the standard limit. If all requirements are met, proceed to the next step; if any requirements are not met, return to step S22 and re-execute secondary parameter optimization. S3. Finally, we will perform an overall comfort analysis. A method for optimizing a spatial three-dimensional suspended corridor according to any one of claims 1 to 5, characterized in that an analysis is performed using a modal analysis method or a transient analysis method, or a modal analysis method + transient analysis method, and the results are compared with the specified limit values ​​for dynamic response values ​​in known standards to determine whether the comfort requirements are met, and if the comfort requirements are not met, the process is restarted to the optimization of the suspension rod in step S2.

7. The specific method for iteratively calculating the cross-sectional area in step S22 is as follows: S221, In the finite element program, by changing the temperature difference of the rod unit, the tensile force F of the suspension rod can be changed. Ｔ This simulates the axial force of the rod member, where the tensile force F is Ｔ The axial force design value F Ｎ It is almost equal to, S222, the coefficient of linear expansion of the suspension rod material is α Ｔ Defined as such, select the relevant value according to the type of material, S223, the elastic modulus of the suspension rod material is defined as E, and since the type of material is known, the elastic modulus E is determined. In S224, finally, by changing the unit temperature difference ΔT of the suspension rod, iterative calculations are performed to determine the cross-sectional area A of the material. ｉ Obtaining,

8. The method for calculating the mass and length of the suspension rod in step S24 is as follows: Using formulas (2) to (4), the relationship between the mass and length of the suspension rod is obtained, and the specific method is as follows: Formula (4) is derived from formulas (2) and (3), that is, the relationship between the mass m and length l of the suspension 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 suspension rod is determined. Substituting the density ρ and the cross-sectional area Ai into formula (4), the specific proportional relationship between the mass and length of the suspension rod is obtained. Next, we substitute the proportional relationship between the mass and length of the suspension rod obtained from formula (4) into formula (5) to obtain the specific values ​​of the mass and length of the suspension rod. The specific method is as follows: Formula (5) Medium, F Ｎ This is the design value of the suspension rod axial force, which has already been determined, f １ and f ２ The method for optimizing a spatial suspension corridor according to claim 7, characterized in that is the first and second natural frequencies of the suspension rod, which are given values, γ is the seismic action coefficient, and finally the specific values ​​of the mass and length of the suspension rod are calculated.

9. The specific procedure for step S25 is as follows: First, based on the specific mass and length of the obtained suspension rod, an optimized finite element simulation model is constructed, and the safety of the entire structure is verified. Next, the method for optimizing a three-dimensional suspended corridor according to claim 6, characterized by considering the most unfavorable combination effect of "constant load + active load + temperature + contraction creep", verifying the structure of the suspended corridor after optimization using finite element simulation software, outputting the results, and extracting deformation information for the entire suspended corridor.

10. The specific method of mode analysis in step S3 includes the following steps: First, we obtain the basic vibration characteristics of the corridor structure when it undergoes free vibration. These characteristics include parameters such as the natural modes of vibration, natural frequencies, and vibration type. Next, based on known vibration comfort evaluation indices, we evaluate whether the comfort of the corridor structure meets the requirements. There are mainly two types: natural frequency and acceleration. The method for optimizing a spatial three-dimensional suspended corridor according to claim 6, characterized in that if the natural frequency meets the requirements, comfort meets the requirements of the standard and no verification of acceleration is necessary, and if the natural frequency does not meet the requirements, it is necessary to determine the acceleration, and if it reaches the limit value, the requirements of the standard are met, and conversely, if it does not meet the requirements.

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