Spatial three-dimensional suspended corridor and optimization method therefor

Abstract

Disclosed in the present invention is a spatial three-dimensional suspended corridor, comprising a suspended corridor that connects indoor floor passageways, wherein diagrid columns are provided on all edge portions of the indoor floor passageways; the suspended corridor comprises several fixed segments and several bridge deck segments from bottom to top; and the fixed segments or corner segments are all connected to the corresponding bridge deck segments by means of node connecting components. In the present invention, by means of some implementable tests and on the basis of having a preliminary understanding of the stress performance of a corridor structure, a corridor simulation model is also established, parameters of the model are continuously optimized for repeated debugging, preliminary stress performance calculations are then performed and compared with results of some previously conducted tests, and if results are quite similar to the test results, this proves that the model is relatively optimal, that is, an optimized model is obtained, and then this model is used to analyze other more complex performances of the corridor. The optimization objective of the present invention is to make the structure and stress of an aerial corridor safer, more reliable and more comfortable.

Description

A spatial three-dimensional suspension corridor and an optimization method thereof TECHNICAL FIELD

[0001] The present application relates to the technical field of steel structure buildings, in particular to a spatial three-dimensional suspension corridor and an optimization method thereof. BACKGROUND

[0002] With the rapid development of the national economy and the improvement of people's aesthetic demand for buildings and the increasing demand for building functions, various large venues are being built all over the country, which promotes the development of various fields of society. While meeting the needs of people for health, knowledge, communication, entertainment and exploration, the sightseeing experience of tourists is also particularly important. The existing large venue sightseeing corridors are relatively narrow, and the tourists' field of vision is limited, so they cannot have a good visual experience when visiting. The typical spatial three-dimensional traffic system, i.e. the bridge system, not only has an open view, but also is convenient for tourists to sightsee, and is particularly suitable for use as a large venue sightseeing corridor. However, directly using this system in a large venue has problems such as limited space and complex and variable structure system.

[0003] In the field of new corridor system invention, the applicant has previously disclosed a patent technology for an indoor folded-line suspension bridge structure, with patent publication number CN103967131B. In this technology, the folded-line suspension bridge deck (equivalent to the bridge deck section) is connected to the floor passage through a first connecting assembly, which includes a fixed plate and a bolt. That is, the connection between the bridge deck and the floor passage uses the cooperation of the fixed plate and the bolt, and no corresponding weakening member is provided. When the bridge deck is under stress, it will affect the stability between the bridge deck and the floor passage. The suspension bridge system and the large venue system are not organically connected, and the overall seismic stability and comfort of the suspension bridge structure cannot be guaranteed.

[0004] In the field of optimization of new corridor structure system, patent publication number CN108875286A discloses a parameterized optimization method for overall structure analysis of a suspension bridge. This method introduces the side span and the vector height as influencing factors, changes these two variables, and adjusts the cable force of the suspension bridge to achieve the optimization goal. Patent publication number CN104899377B discloses a suspension bridge cable force optimization method. This method forms an influence matrix of the suspension bridge structure based on the constant load stiffness, and then obtains the ideal cable force of the suspension bridge through iterative analysis. Both of the above-mentioned patents take the optimization of the suspender cable force as the starting point. However, in actual field construction, the application of the suspender cable force is greatly affected by workers, and it is difficult to apply it to the ideal state. Moreover, both of the above-mentioned patents only consider the optimization of the suspender cable force of the suspension bridge, and do not consider the position, material, quantity, size, etc. of the suspender and the overall comfort of the structure, so as to guarantee the safety, durability and comfort of the overall structure.

[0005] In summary, in order to meet the diversified needs of people on the building system, while ensuring the safety, comfort and technical feasibility of the structural system, it is urgent to combine the sightseeing needs of large venues to invent a space three-dimensional suspended corridor and its optimization method.

[0006] SUMMARY

[0007] The technical problem to be solved by the present application is how to solve the problems of insufficient stability of the space suspended corridor bridge section and unloading instability of the corridor.

[0008] To solve the above technical problems, the present application provides the following technical solutions:

[0009] A space three-dimensional suspended corridor, comprising a suspended corridor connecting between indoor floor corridors, characterized in that: the edge part of the indoor floor corridor is provided with a diagonal grid column;

[0010] The suspended corridor comprises a plurality of fixed sections and a plurality of bridge sections from top to bottom, wherein at least one corner section is provided between two adjacent fixed sections, and the fixed section or the corner section is connected to the corresponding bridge section through a node connecting part;

[0011] The corner section is connected to the corresponding diagonal grid column through a plurality of diagonal hangers, and each bridge section is connected to the top steel roof through a plurality of vertical hangers.

[0012] The present application rationally positions the fixed section in the air corridor system, connects the fixed section or the corner section to the bridge section through the node connecting part, and maximizes the safety of the air corridor; the corner section is freely cantilevered, avoiding the obstruction of the structure by the surrounding buildings, and facilitating pedestrians to view a wide range of surrounding landscape; the present application sets the air corridor in the atrium part of the large venue, which can be used as a passage to the corresponding floor, fully utilizes the atrium space, and meets the functional needs of the venue tour and fully reflects the beauty of the building.

[0013] As a further scheme of the present application: an angle a exists between each bridge section and the horizontal plane, wherein the value range of a is: 0° < a < 60°.

[0014] As a further scheme of the present application: the node connecting part comprises a first T-shaped steel plate embedded in the corresponding bridge section, a second T-shaped steel plate embedded in the corresponding fixed section or corner section, and the left and right sides of the first T-shaped steel plate and the second T-shaped steel plate are detachably connected through energy dissipation weakening parts, wherein the energy dissipation weakening parts are detachably connected with reinforcing connecting plates.

[0015] As a further scheme of the present application: the middle position of the energy dissipation weakening member is concave on the upper and lower sides, and a waist-shaped groove is formed in the horizontal direction of the middle position; the middle position of the reinforcing connecting plate is provided with an arc-shaped groove in the horizontal direction, wherein the arc-shaped groove corresponds to the corresponding waist-shaped groove, and the two are fixed by bolts.

[0016] As a further scheme of the present application: the diagonal grid column is installed around the indoor venue, and the whole is arranged in an "X" type structure or a "K" type structure or a "Y" type structure.

[0017] The present application also discloses a spatial three-dimensional suspension corridor optimization method, comprising the following steps:

[0018] S1, first, establish a model and preliminarily optimize;

[0019] S11, position the suspension corridor position and size;

[0020] S12, preliminarily determine the parameters and load form of the suspension corridor structure, and establish a whole simulation model of the suspension corridor;

[0021] S13, check the suspension corridor under the constant load condition to perform static operation;

[0022] S14, according to the obtained axial force value of the suspender and the whole deformation information of the corridor, compare the specification, verify whether the result is reasonable, if not, return to step S12 to recalculate, adjust the relevant coefficients, update the structure size, until the rationality and correctness of the simulation model are determined; otherwise, the next step is entered;

[0023] S2, second, optimize the suspender;

[0024] S21, determine the material and quantity of the suspender according to the given design value of the suspender axial force;

[0025] S22, iteratively calculate the sectional area of the suspender by using finite element software;

[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 suspender; if the optimization process converges, output the optimal parameter of the suspender sectional area;

[0027] S24, calculate the specific values of the suspender mass and length according to the suspender material density and volume by using a formula;

[0028] S25, establish an optimized simulation model, and perform whole structure safety checking to extract the whole deformation information of the suspension corridor;

[0029] S26, judge whether the force of the suspender and the overall deformation of the corridor structure are reasonable, whether the suspender axial force meets the limit value of the specification is reasonable; if all meet the requirements, then go to the next step, if one of them does not meet the requirements, then return to step S22 to re-optimize the parameters;

[0030] S3, finally, overall analysis of comfort is carried out;

[0031] Through modal analysis method or transient analysis method, or modal analysis method + transient analysis method, the analysis is carried out, and then the limit value of the dynamic response value in the known specification is compared to judge whether the comfort requirement is met, if the comfort requirement is not met, then re-enter the suspender optimization of step S2.

[0032] As a further scheme of the application: the specific method of cross-sectional area iterative calculation in step S22 is:

[0033] S221, in the finite element program, the tension force F of the suspender can be simulated by changing the temperature difference of the rod element T , that is, the axial force of the rod is simulated, wherein the tension force F T is approximately equal to the design value F N of the axial force.

[0034] S222, the linear expansion coefficient of the suspender material is defined as α T , and the relevant value is selected according to the category of the material.

[0035] S223, the elastic modulus of the suspender material is defined as E, which is determined according to the category of the material, that is, the elastic modulus E

[0036] S224, finally, the cross-sectional area A of the material is obtained by changing the unit temperature difference ΔT of the suspender and performing iterative operation i .

[0037] Wherein the iterative operation formula is: F T =α T ·(ΔT)·E·A i ……… formula (1).

[0038] As a further scheme of the application: the calculation method of the suspender mass and length in step S24 is:

[0039] The relationship between the mass and length of the suspender is obtained by formula ~, and the specific method is:

[0040] The formula is derived from formula and formula, that is, the relationship between the mass m and length l of the suspender is obtained, because the category of the material is known, that is, the density p of the material is determined, the volume V of the suspender is determined, the density p and cross-sectional area Ai are substituted into the formula, and the specific proportional relationship between the mass and length of the suspender is obtained.

[0041] Then the proportional relationship of the formula obtained by the boom mass and length is substituted into the formula, and the specific values of the boom mass and length are obtained, and the specific method is:

[0042] In the formula, F N is the design value of the boom axial force, which has been determined; f1 and f2 are the first-order and second-order inherent frequencies of the boom; and γ is the seismic action partial coefficient, and the mass and length of the boom are finally calculated.

[0043] As a further scheme of the application, the specific operation method of the step S25 is:

[0044] Firstly, according to the obtained specific mass and length of the boom, an optimized finite element simulation model is established, and the overall safety of the structure is calculated;

[0045] Secondly, considering the most unfavorable combined effect of the dead load, the live load, the temperature and the shrinkage and creep, the optimized suspended corridor is calculated by the finite element simulation software, and the overall deformation information of the suspended corridor is output.

[0046] As a further scheme of the application, the specific method of the modal analysis in the step S3 comprises:

[0047] Firstly, the basic vibration characteristics of the corridor structure when free vibration occurs are obtained, including the natural mode, the natural frequency and the vibration mode and other parameters;

[0048] Then, whether the comfort degree of the corridor structure meets the requirements is evaluated according to the known vibration comfort degree evaluation index, mainly including the self-vibration frequency and the acceleration;

[0049] If the self-vibration frequency meets the requirements, the comfort degree meets the specification requirements, and the acceleration does not need to be verified; if the self-vibration frequency does not meet the requirements, the acceleration needs to be judged, and the limit value is reached, the specification requirements are met, and vice versa.

[0050] Compared with the prior art, the application has the beneficial effects that:

[0051] 1. The fixed section is arranged at a reasonable position in the air corridor system, and is connected and fixed between the bridge deck sections and the bridge deck sections and between the bridge deck sections and the corridor through the node connecting components, so that the safety of the air corridor is maximized; the corner section is freely cantilevered, the structure is avoided from being blocked by the surrounding buildings, and people can conveniently watch the large-range surrounding landscape; the air corridor is arranged at the atrium part of the large-scale venue in the application, can be used as a passage to the corresponding floor, fully utilizes the atrium space, meets the functional requirements of the venue visiting and touring, and fully reflects the beauty of the building;

[0052] Secondly, the application effectively guarantees the stability of the air corridor in the horizontal direction by connecting the oblique grid columns with the fixed section and the oblique hanging rod of the air corridor, and the oblique grid column itself has the function of a shear wall, and the continuous setting from bottom to top can improve the overall structural seismic toughness of the venue under the condition of increasing the venue layer height, and also provide an open view, especially suitable for visiting venues;

[0053] Thirdly, the application sets the energy dissipation weakening member and the reinforcing connecting plate between the bridge section and the fixed section or the corner section, and between the fixed section and the main structure of the corridor, and the stress of the section with the weakening member is smaller than that of the section without the weakening member (single connecting square steel plate), the stress of the section without the weakening member reaches 500MPa to exceed the ultimate strength of the component, and the damage is serious, while the stress of the section with the weakening member reaches 375MPa without reaching the ultimate strength, and the component is stable, because the arc in the energy dissipation weakening member effectively releases the stress transmitted around, so that the bridge section and the fixed section or the corner section, and the fixed section and the main structure of the corridor are stably stressed as a whole.

[0054] Fourthly, the suspension corridor channel of the optimized model is more uniformly stressed and deformed, the rod material is more fully utilized, and the compression instability of the rod is avoided, the number of the hanging rods of the optimized model is reduced, which is more conducive to construction, the material of the hanging rods of the optimized model is reduced, and the economic index is better, and the simulation model of the application is only a tool for rationality test through the parameters obtained by the formula;

[0055] Fifthly, the optimized model is more reliable in safety, and meets the requirements of engineering comfort in modal analysis under the condition of only considering the self weight or in transient analysis under the condition of considering the pedestrian load, resonance of the corridor structure and the pedestrian load is avoided, sympathetic nervous tension, heart rate acceleration and other mental stimulation and damage to the suspension corridor are avoided, and the overall comfort of the suspension corridor is very good.

[0056] Sixthly, the application proposes the air corridor structure, and then establishes a corridor simulation model on the basis of preliminary understanding of the stress performance of the corridor structure through part of the implementable test, repeatedly optimizes the model parameters for trial, then performs preliminary stress performance calculation and comparison with the test results, if the results are similar, it is proved that the model is better, that is, the optimized model is obtained, and other more complex performances of the corridor are analyzed through the model; the optimization purpose of the application is to make the air corridor structure and stress safer, more reliable and comfortable. BRIEF DESCRIPTION OF DRAWINGS

[0057] Fig. 1 is a schematic diagram of the overall structure of a space three-dimensional suspension corridor according to an embodiment of the application;

[0058] Fig. 2 is a schematic diagram of the bottom structure of the suspension corridor according to the embodiment of the present application;

[0059] Fig. 3 is a schematic diagram of the front structure of the suspension corridor according to the embodiment of the present application;

[0060] Fig. 4 is a schematic diagram of the structure of the node connecting component according to the embodiment of the present application;

[0061] Fig. 5 is a partial enlarged view of the node connecting component according to the embodiment of the present application;

[0062] Fig. 6 is a schematic diagram of the partial structure of the node connecting component according to the embodiment of the present application;

[0063] Fig. 7 is a schematic diagram of the partial structure of the vertical suspension rod according to the embodiment of the present application;

[0064] Fig. 8 is a Mises stress nephogram of the node connecting position without the weakening component according to the embodiment of the present application;

[0065] Fig. 9 is a Mises stress nephogram of the node connecting position with the weakening component according to the embodiment of the present application;

[0066] Fig. 10 is a structure flowchart of the model establishment and preliminary optimization according to the embodiment of the present application;

[0067] Fig. 11 is a structure flowchart of the suspension rod optimization according to the embodiment of the present application;

[0068] Fig. 12 is a structure flowchart of the overall comfort analysis according to the embodiment of the present application;

[0069] Legend: 1, suspension corridor; 101, fixed section; 102, bridge section; 103, corner section; 112, vertical suspension rod; 1121, first rod; 1122, limiting sleeve; 1123, second rod; 113, inclined suspension rod; 114, first T-shaped steel plate; 115, second T-shaped steel plate; 116, fastening bolt; 117, energy-dissipation weakening component; 118, reinforcing connecting plate; 119, waist-shaped groove; 2, top steel roof; 3, diagonal grid column; 4, main structure plate. DETAILED DESCRIPTION

[0070] To make the objectives, technical solutions and advantages of the embodiments of the present application clearer, the technical solutions in the embodiments of the present application will be described below in connection with the embodiments of the present application. Obviously, the described embodiments are only some of the embodiments of the present application, but not all the embodiments. Based on the embodiments in the present application, all other embodiments obtained by those skilled in the art without creative work fall within the scope of protection of the present application.

[0071] Referring to Fig. 1, a kind of space stereo suspension corridor, including suspension corridor 1, top steel roof 2, skew grid column 3 and main structure plate 4, wherein suspension corridor 1 is arranged in indoor venue atrium, top steel roof 2 is fixed in venue top, and skew grid column 3 is arranged around venue, and skew grid column 3 is arranged from top to bottom, to support the main structure plate 4 of indoor floor.

[0072] Referring to Fig. 1, Fig. 2 and Fig. 3, suspension corridor 1 includes several fixed sections 101, several bridge sections 102, several corner sections 103, vertical hanger 112 and inclined hanger 113, wherein the specific setting of bridge section 102 is related to indoor floor height, bridge section 102, horizontal plane angle and floor height;Each group of bridge section 102 is arranged obliquely upwards, and there is an angle α between each group of bridge section 102 and horizontal plane, wherein the value range of α is: 0 ° < α < 60 °, and the upper of each group of bridge section 102 is provided with ladder walking upwards.

[0073] Referring to Fig. 4, Fig. 5 and Fig. 6, the bridge section 102 of the application is connected by node connecting component between corner section 103, and bridge section 102 and fixed section 101 are also connected by node connecting component, and the connection principle of two places is same.

[0074] The connection between bridge section 102 and fixed section 101 is taken as an example, and the connection relationship between node connecting component is introduced: node connecting component specifically includes first T-shaped steel plate 114, second T-shaped steel plate 115, wherein first T-shaped steel plate 114 is the reserved section of bridge section 102, and first T-shaped steel plate 114 is integrally formed by pouring with bridge section 102;And second T-shaped steel plate 115 is the reserved section of fixed section 101, and second T-shaped steel plate 115 is integrally formed by pouring with fixed section 101;

[0075] The first T-shaped steel plate 114 is attached to the second T-shaped steel plate 115, and the energy dissipation weakening member 117 is installed on both sides of the connection between the two. Four circular arc holes are formed on the energy dissipation weakening member 117 on the front and back sides, and the two circular arc holes on the left side are connected to the second T-shaped steel plate 115 through the fastening bolts 116, and the two circular arc holes on the right side are connected to the first T-shaped steel plate 114 (the left and right directions are referred to FIG. 5). The purpose of the circular arc hole instead of the circular hole is to have a certain buffering effect on the bolt during the stress process, so as to achieve the effect of energy dissipation and safe and stable bridge deck section 102; the middle and upper and lower sides of the energy dissipation weakening member 117 are designed as arc-shaped concave structures, which can reduce energy transmission, and this component is demonstrated by ABAQUS software; and a waist-shaped groove 119 is transversely formed in the middle position of the energy dissipation weakening member 117, and a reinforcing connecting plate 118 is provided outside the waist-shaped groove 119. An arc-shaped groove is also formed on the reinforcing connecting plate 118 at the corresponding position, and the arc-shaped groove corresponds to the waist-shaped groove 119. Both are reinforced by bolts. After the final installation is completed, a cover plate can be installed on the top to cover the gap at the connection, which is convenient for subsequent mechanical maintenance. The purpose of the design of the waist-shaped groove and the arc-shaped groove is also to have a certain buffering effect on the bolt during the stress process, so as to achieve the effect of energy dissipation and safe and stable bridge deck section 102.

[0076] The effectiveness of the above node connection component is demonstrated by ABAQUS as follows. The energy dissipation effect of the square plate and the energy dissipation weakening member 117 designed by us is compared to demonstrate the effectiveness of the component. The Mises stress nephogram result obtained by ABAUQS analysis shows (refer to FIG. 8 and FIG. 9) that the stress received by the weakening member of the design is smaller than that of the non-weakening member (single connecting square steel plate). The stress of the non-weakening member reaches 500 MPa and exceeds the ultimate strength of the component, and the damage is serious. The stress of the weakening member reaches 375 MPa and does not reach the ultimate strength, and the component is stable. This is because the arc in the middle effectively releases the stress transmitted around, so that the whole component is stably stressed.

[0077] Referring to FIG. 1, the top steel roof 2 is installed in a grid manner on the top of the venue, which is used to support the vertical lifting rod 112, wherein the top steel roof is constructed by using a combined truss steel roof; considering the influence of factors such as site conditions, engineering characteristics and construction cost, it is difficult to use construction methods such as high-altitude bulk loading, integral hoisting, and overall sliding of the roof, the present application uses BIM technology to establish a steel roof X-steel model to realize three-dimensional numerical control processing, pre-assembly, simulation hoisting and the like, which not only ensures hoisting accuracy, but also reduces operation difficulty, and the above design can ensure accurate positioning of the steel structure space component and reasonable optimization of special nodes; at the same time, considering that the steel roof is located inside the building, it is difficult for hoisting equipment to enter, the present application can use the method of reserving hoisting openings, set top plate reserved openings and external wall storage channels in the basement, and the crane enters the underground courtyard to directly hoist, which speeds up the construction period and saves cost, and the technical effect is remarkable, through segmented hoisting of the steel truss, the hoisting weight of single component is reduced, which is safe and reliable and simple to construct.

[0078] Referring to FIG. 1, the diagonal grid column 3 is installed in an "X" shape around the venue, which is used to support between the floors of the venue, the installation of the diagonal grid reinforced concrete column of the present application uses the method of reserving hoisting openings, and is hoisted in segments as a whole, rather than erecting scaffolding and integral assembly, and is hoisted by using a tower crane and a giant automobile crane, and the technical effect is remarkable. The reinforced concrete column is formed by self-compacting pouring once, which reduces the construction process, saves the construction period, avoids the secondary treatment cost of the concrete joint, and the installation of the diagonal grid reinforced concrete column fully utilizes BIM technology, which can optimize the steel structure and complex nodes, not only saves steel, but also reduces operation difficulty and saves construction period.

[0079] The diagonal grid column 3 can also adopt a "Y" shape or a "K" shape, and the present application does not limit the shape, which is determined by the staff according to the site conditions.

[0080] The air corridor structure is composed of a bridge section 102, a corner section 103, a fixed section 101, a vertical lifting rod 112, an inclined lifting rod 113 and corresponding railings, the corner section 103 and the fixed section 101 divide the air corridor into a plurality of bridge sections 102; from top to bottom, the starting and ending positions are the fixed section 101, at least one corner section 103 is arranged between the adjacent two fixed sections 101, the corner section 103 is freely cantilevered, except that the ending position fixed section 101 is connected with the ground, the remaining fixed sections 101 are connected with the floor main body structure plate 4; the corner section 103 is connected with the diagonal grid column 3 through a plurality of inclined lifting rods 113, and the bridge section 102 is connected with the top steel roof 2 through a plurality of vertical lifting rods 112.

[0081] It should be noted that the upper end of the vertical suspender 112 is connected with the steel roof 2 by an ear plate and a pin, and the middle part of the vertical suspender 112 is connected with the first rod 1121 and the second rod 1123 by a limiting sleeve 1122 (referring to FIG. 7), the inner wall of the limiting sleeve 1122 is provided with an internal thread, one end of the first rod 1121 is provided with an external thread matched with the internal thread of the limiting sleeve, one end of the second rod 1123 is provided with an external thread matched with the internal thread of the limiting sleeve, and the other end of the second rod 1123 is connected with the limiting sleeve 1122; the same as the vertical suspender, the middle part of the inclined suspender 113 is connected with the first rod and the second rod by a limiting sleeve, the inner wall of the limiting sleeve is provided with an internal thread, one end of the first rod is provided with an external thread matched with the internal thread of the connecting sleeve, and one end of the second rod is provided with an external thread matched with the internal thread of the connecting sleeve, but one end of the first rod of the inclined suspender is hinged with the structure of the diagonal grid column 3, and the other end is connected with the limiting sleeve, and one end of the second rod is connected with the limiting sleeve.

[0082] The application also provides a parameterized optimization and overall comfort evaluation method for a spatial three-dimensional suspended corridor.

[0083] S1, model establishment and preliminary optimization;

[0084] S11, positioning of the bridge position and size:

[0085] The three-dimensional scanning robot is used to perform three-dimensional scanning on the completed main structure, and the suspended corridor and size are positioned;

[0086] S12, preliminary establishment of a simulation model:

[0087] The geometric parameters, load forms and other data of the suspended corridor structure are initially determined, and the ANASY finite element software is used to establish an overall simulation model of the suspended corridor;

[0088] S13, static force calculation of the bridge:

[0089] The static force calculation of the suspended corridor under the constant load (self weight) is performed;

[0090] S14, judgment of whether the stress and deformation of the suspended corridor under the constant load are reasonable;

[0091] According to the obtained axial force value of the suspender and the overall deformation information of the corridor (or bridge, the same hereinafter), the specification is compared to verify whether the result is reasonable, if not, then return to step S12 to recalculate, adjust the relevant coefficients, and update the structure size until the reasonableness and correctness of the simulation model are determined; otherwise, the next step of secondary optimization is entered.

[0092] S2, suspender optimization;

[0093] S21, determine the material and quantity of the boom (including vertical boom and inclined boom, consistent with the following), according to the design value of the given boom axial force;

[0094] S22, use formula (1) to iteratively calculate the cross-sectional area of the boom by using finite element software, and the specific method is:

[0095] In the relevant finite element program, the tension force F of the boom can be simulated by changing the temperature difference of the rod element T , that is, the axial force of the rod; wherein the tension force F T is approximately equal to the design value of the boom axial force F N ; the linear expansion coefficient α of the material is selected according to the type of the material, such as Table 1 below; the elastic modulus E of the material is known according to the type of the material, that is, the elastic modulus E is determined; finally, the cross-sectional area Ai of the boom material is obtained by changing the unit temperature difference ΔT of the boom and performing related iterative operations; F T = α T · (ΔT) · E · A i ……… formula (1)

[0096] Table 1 Linear expansion coefficient α of commonly used materials

[0097] S23, judge whether the optimization process converges, that is, whether the result tends to 0, if the optimization process does not converge, return to step S21 to re-determine the material, quantity and position of the boom; if the cross-sectional area of the optimized boom converges, output the optimal parameter of the cross-sectional area Ai;

[0098] S24, use formulas (2)-(4) to obtain the relationship between the boom mass and length, and the specific method is:

[0099] From formulas (2) and (3), formula (4) is obtained, that is, the relationship between the boom mass and length is obtained; since the type of the boom material is known, that is, the density ρ of the boom material is determined, the volume V of the boom 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 boom mass and length.

[0100] Specifically, the proportional relationship between the boom mass and length obtained from formula (4) is substituted into formula (5) to obtain the specific values of the boom mass and length, and the specific method is:

[0101] In formula (5), F N is the design value of the boom axial force, which has been determined; f1 and f2 are the first and second order inherent frequencies of the boom; γ is the seismic action partial coefficient, which can be selected according to the specific requirements according to Table 2, and finally the specific values of the mass and length of the boom are calculated.

[0102] Table 2 seismic action partial coefficient

[0103] γh: is the horizontal seismic partial coefficient.

[0104] γv: is the vertical seismic partial coefficient.

[0105] All formulas are:

[0106] In the formula: F N is the design value of the boom axial force; F T is the tension of the boom;

[0107] f1 and f2 are the first and second order natural frequencies of the boom, respectively;

[0108] γ is the seismic action partial coefficient;

[0109] α T is the linear expansion coefficient of the material; E is the elastic modulus of the material;

[0110] △T is the temperature load variable of the i-th boom unit;

[0111] Ai is the cross-sectional area of the i-th boom;

[0112] V, m, l, ρ are the volume, mass, length and density of the boom.

[0113] S25, establish an optimized simulation model:

[0114] According to the specific mass and length of the boom obtained, an optimized finite element simulation model is established, and the overall safety of the structure is calculated; considering the most unfavorable combination effects of "dead load + live load + temperature + shrinkage and creep", the optimized suspension gallery / suspension bridge is calculated by the finite element simulation software, the output results are output, and the overall deformation information of the suspension gallery / suspension bridge is extracted;

[0115] S26, judge whether the force of the boom and the overall deformation of the structure are reasonable, and whether the engineering cost of the optimized scheme is reduced?

[0116] Judge whether the boom axial force meets the limit value of the specification, or is too large to be uneconomical, or too small to make the material unable to fully play its performance?

[0117] If all requirements are met, proceed to the next step of overall optimization, if one of the requirements is not met, return to step S22 to perform secondary parameter optimization again.

[0118] S3, overall analysis (comfort evaluation);

[0119] The optimized mathematical model is used to evaluate the overall comfort of the suspended gallery structure. The comfort evaluation methods include modal analysis and transient analysis. According to the engineering requirements, the structure is subjected to modal analysis (step S31) or transient analysis (step S32), or both modal analysis and transient analysis, to avoid resonance or to make the structure vibrate at a specific frequency.

[0120] Determine the loading method:

[0121] Modal analysis loading method: modal analysis of the structure considering only the self-weight of the gallery is performed using finite element software.

[0122] Transient analysis loading method: determine the human load loading method, which is divided into two loading methods; one is to consider the single person walking load; the other is to consider the crowd load. Different loading methods use different function expressions, and the appropriate loading method can be selected according to the engineering requirements, or both methods can be verified.

[0123] S31, determine the modal analysis method:

[0124] Modal analysis first determines a reasonable modal analysis method; different finite element software has different built-in modal analysis methods, such as ANSYS finite element software provides seven modal analysis methods: ① Block Lanzcos method, ② subspace (Subspace) method, ③ unsymmetrical (Unsymmetric) method, ④ reduction (Reduced), ⑤ power dynamics method, ⑥ QR damping method, ⑦ damping (Damped) method, etc. Selecting a reasonable modal analysis method not only considers the complete stiffness matrix of the structure, but also ensures the calculation accuracy and fast calculation speed;

[0125] Modal analysis is performed to obtain the basic vibration characteristics of the gallery structure when it occurs free vibration, including natural mode, natural frequency and vibration mode parameters. According to the engineering requirements, the comfort of the structure is evaluated to determine whether it meets the requirements. The comfort evaluation indexes of different countries are different, as shown in Table 3.

[0126] There are mainly two kinds of self-vibration frequency and acceleration. If the self-vibration frequency meets the requirements, the comfort meets the specification requirements, and there is no need to verify the acceleration; if the self-vibration frequency does not meet the requirements, the acceleration needs to be judged, and if it reaches the limit value, it meets the specification requirements, otherwise it does not meet the requirements. The structure's mass, stiffness distribution and stiffness size can also be analyzed according to the natural frequency and vibration mode curve.

[0127] Compare the dynamic response value limit value specified in the domestic and foreign specifications to determine whether the comfort requirements are met. If the comfort requirements are not met, go back to step S2 to optimize the suspender;

[0128] Table 3: Evaluation index of vibration comfort at home and abroad

[0129] S32, determining the analysis method of transient analysis:

[0130] The transient analysis is performed, and the ratio of the vibration frequency to the natural frequency of the gallery structure, the time-history-acceleration dynamic curve, the time-history-displacement curve and other data are calculated by the finite element simulation software;

[0131] S33, comparing the dynamic response value limit value in the domestic and foreign specifications to see if the comfort requirement is met. If the comfort requirement is not met, the boom optimization is re-entered into step S2.

[0132] The above examples are only used to illustrate the technical solutions of the present application, but not to limit it; although the present application has been described in detail with reference to the foregoing examples, those skilled in the art should understand that the technical solutions recorded in the foregoing examples can be modified, or some technical features can be replaced by equivalents; and these modifications or replacements do not make the essence of the corresponding technical solutions deviate from the spirit and scope of the technical solutions of the embodiments of the present application.

Claims

1. A three-dimensional suspended corridor, comprising a suspended corridor (1) connecting indoor floor corridors, characterized in that: The edges of the indoor floor corridors are all provided with oblique grid columns (3); The suspended corridor (1) comprises a plurality of fixed sections (102) and a plurality of bridge deck sections (102) from top to bottom, wherein at least one corner section (103) is provided between two adjacent fixed sections (102), and the fixed sections (102) or the corner sections (103) are connected to corresponding bridge deck sections (102) via node connection components; The corner sections are connected to corresponding oblique grid columns (3) via a plurality of oblique hangers (113), and each bridge deck section (102) is connected to the top steel roof (2) via a plurality of vertical hangers (112).

2. The three-dimensional suspended corridor according to claim 1, characterized in that: There is an angle α between each bridge deck section and the horizontal plane, where the value range of α is: 0°<α<60°.

3. The three-dimensional suspended corridor according to claim 1, characterized in that: The node connection 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 the corner section (103). The left and right sides of the first T-shaped steel plate (114) and the second T-shaped steel plate (115) are detachably connected through energy dissipation weakening parts (117), wherein the energy dissipation weakening parts (117) are detachably connected to a reinforcement connection plate (118).

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

5. The three-dimensional suspended corridor according to claim 1, characterized in that: The oblique grid columns (3) are installed around the indoor venue, and are arranged in an "X"-shaped structure, a "K"-shaped structure, or a "Y"-shaped structure as a whole.

6. A method for optimizing a three-dimensional suspended corridor 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 corridor; 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. Based on the obtained axial force value of the hanger and the overall deformation information of the corridor, compare the results with the specifications to verify whether the results are reasonable. If not, return to step S12 to recalculate, adjust the correlation coefficient, and update the structural dimensions until the rationality and correctness of the simulation model are determined; Otherwise, proceed to the next step; S2, then perform boom optimization; S21. Determine the material and quantity of the suspenders based on the design value of the axial force of the given suspenders; S22. Iteratively calculate the cross-sectional area of ​​the boom using finite element software; S23, determining whether the optimization process has converged. If the optimization process has not converged, returning to step S21 to redetermine the material, quantity, and position of the boom; if the optimization process has converged, outputting the optimal parameters of the boom cross-sectional area; S24. Calculate the specific values ​​of the boom mass and length using a formula based on the boom material density and volume; S25. Establish an optimized simulation model, perform overall structural safety verification, and extract overall deformation information of the suspended corridor; S26: Determine whether the force on the suspender and the overall deformation of the corridor structure are reasonable, and determine whether the axial force of the suspender meets the limit value of the specification; if both meet the requirements, 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 using the modal analysis method or the transient analysis method, or the modal analysis method plus the 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, the boom optimization of step S2 is re-entered.

7. The method for optimizing a three-dimensional suspended corridor 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 suspender 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 category of the material; S223. The elastic modulus of the hanger rod material is determined to be 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 suspender, the material cross-sectional area A is obtained by iterative calculation. i ; The iterative calculation formula is: F T =α T ·(ΔT)·E·A i ………Formula (1).

8. The method for optimizing a three-dimensional suspended corridor according to claim 7, characterized in that: The method for calculating 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), which gives the relationship between the mass m and length l of the boom. Since the type of material is known, that is, the density ρ of the material is determined, and the volume V of the boom 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 boom. Then substitute the proportional relationship between the boom mass and length obtained from formula (4) into formula (5) to obtain the specific values ​​of the boom mass and length. 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 optimizing a three-dimensional suspended corridor according to claim 6, characterized in that: The specific operation method of step S25 is: First, based on the specific mass and length of the boom, an optimized finite element simulation model is established, and the overall safety calculation of the structure is performed; Secondly, considering the most unfavorable combined effects of "dead load + live load + temperature + shrinkage creep", the optimized suspended corridor was structurally verified using finite element simulation software, the results were output, and the overall deformation information of the suspended corridor was extracted.

10. The method for optimizing a three-dimensional suspended corridor according to claim 6, characterized in that: The specific method of modal analysis in step S3 includes: First, the basic vibration characteristics of the corridor structure during free vibration are obtained, including parameters such as the natural mode, natural frequency, and mode shape of vibration. Then the corridor structure comfort is evaluated based on known vibration comfort evaluation indicators to see whether it meets the requirements, mainly natural frequency and acceleration; If the natural frequency meets the requirements, the comfort level meets the specification requirements, and there is no need to verify the acceleration; if the natural frequency meets the requirements, the comfort level meets the specification requirements, and there is no need to verify the acceleration; If the rate is not satisfied, it is necessary to judge the acceleration. If it reaches the limit, it meets the specification requirements, otherwise it does not meet the requirements.

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