A method for analyzing the design rationality of a steel structure overhanging corridor based on BIM technology

Abstract

The present application relates to the field of cantilevered corridor design rationality analysis, and specifically discloses a steel structure cantilevered corridor design rationality analysis method based on BIM technology, comprising the following steps: constructing a BIM model of the cantilevered corridor based on a preliminary design scheme; calculating the dead load, live load and wind load of the stack path, and generating multiple load cases according to preset rules and applying them to the model; determining whether there are abnormal nodes based on node stress and displacement; if there are no abnormalities, determining that the design is reasonable; if there are abnormalities, analyzing the risk factors of the abnormal nodes, identifying the components associated with the abnormal nodes through topological relationships, and comprehensively evaluating the risk level of the components by combining the position weight, correlation strength, number of abnormal nodes and risk factors. Through refined load calculation, multi-condition analysis and risk quantitative evaluation, the present application realizes systematic and automated judgment of the design rationality of the steel structure cantilevered corridor, effectively improving the accuracy and safety of the structural design.

Description

Technical Field

[0001] This invention relates to the field of rationality analysis of cantilevered corridor design, and specifically to a method for rationality analysis of steel structure cantilevered corridor design based on BIM technology. Background Technology

[0002] With the continuous development of modern building technology, steel cantilevered corridors have been widely used in commercial complexes, scenic viewing platforms, and transportation hubs due to their advantages such as lightweight structure, beautiful shape, and open views. In particular, steel cantilevered corridors in the form of glass walkways not only provide passage but also become important scenic facilities attracting tourists. However, such structures are often under complex stress states, especially under dynamic loads such as wind loads and live loads from pedestrians; therefore, the rationality of their design directly affects structural safety and performance.

[0003] Currently, the design of steel cantilevered corridors typically employs traditional structural analysis methods, combined with finite element analysis (FEM) software for mechanical performance evaluation. In existing technologies, designers often rely on experience to define load combinations and apply these loads to the structural model manually or semi-automatically before performing stress and displacement analysis. However, this method has the following shortcomings: (1) The calculation of dead load, live load and wind load mostly relies on simplified formulas or empirical values, and fails to fully consider the actual use function of the boardwalk, the dynamics of pedestrian flow, the terrain and wind field, etc., resulting in deviations between the load values ​​and the actual working conditions.

[0004] (2) Existing methods often only perform local strength checks after identifying structural abnormal nodes, lacking quantitative assessment of the impact range of abnormal nodes, related components and their risk levels, making it difficult to fully reflect the overall safety status of the structure.

[0005] (3) Due to the lack of an automatic identification and evaluation mechanism for the relationship between abnormal nodes and components, designers find it difficult to quickly locate key risk areas when optimizing and adjusting, resulting in long design iteration cycles and low efficiency.

[0006] Therefore, there is an urgent need for a design rationality analysis method that can integrate refined load calculation, multi-condition analysis, abnormal node identification and risk level assessment to improve the design quality and safety of steel structure cantilever corridors. Summary of the Invention

[0007] To address the aforementioned problems, this invention proposes a method for analyzing the design rationality of cantilevered steel structure corridors based on BIM technology. The specific technical solution is as follows: A method for analyzing the design rationality of cantilevered steel structure corridors based on BIM technology includes the following steps: S1. Based on the preliminary design scheme of the glass walkway steel structure cantilever corridor, construct its BIM detailed design model, denoted as the cantilever corridor BIM model.

[0008] S2. Calculate the dead load, live load and wind load of the walkway, combine the dead load, live load and wind load according to the preset load combination rules to generate multiple load conditions, and apply them to the suspended corridor BIM model.

[0009] S3. Based on the stress and displacement of each node in the BIM model of the cantilever under various load conditions, and combined with the preset anomaly judgment rules, determine whether there are any abnormal nodes.

[0010] If not, the design is deemed reasonable, and the result is output.

[0011] Otherwise, the design is deemed unreasonable, and the risk factors of abnormal nodes are analyzed before executing S4.

[0012] S4. Based on the topological relationship of the canopy structure, identify the components associated with the abnormal nodes and analyze their association strength. Based on the location of the component and the number of associated abnormal nodes, association strength, and abnormal node risk factors, assess the risk level of the component and output the assessment results in descending order of risk level.

[0013] Compared with existing technologies, the BIM-based steel structure cantilever corridor design rationality analysis method described in this invention has the following advantages: 1. This invention, by constructing a pre-set database and a dynamic calculation mechanism, and combining factors such as the function of the walkway, pedestrian flow, and terrain conditions, accurately calculates dead load, live load, and wind load, significantly improving the accuracy and applicability of load values.

[0014] 2. Based on stress and displacement cloud maps, this invention automatically identifies abnormal nodes and calculates their risk factors, thereby achieving a quantitative assessment of local structural safety hazards.

[0015] 3. This invention identifies components associated with anomalous nodes through topological relationships, and comprehensively evaluates the risk level of components by combining location weight, association strength, number of anomalous nodes and risk factors, providing clear guidance for design optimization. Attached Figure Description

[0016] To more clearly illustrate the technical solutions of the embodiments of the present invention, the accompanying drawings used in the description of the embodiments will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0017] Figure 1 This is a schematic diagram of the method flow of the present invention.

[0018] Figure 2 This is a flowchart illustrating the workflow of the present invention.

[0019] Figure 3 This is a block diagram of the components of the present invention. Detailed Implementation

[0020] To further illustrate the technical means and effects adopted by the present invention to achieve its intended purpose, the following, in conjunction with the accompanying drawings and preferred embodiments, details the specific implementation, structure, features, and effects of a steel structure cantilever corridor design rationality analysis method based on BIM technology proposed in accordance with the present invention. In the following description, different "one embodiment" or "another embodiment" do not necessarily refer to the same embodiment. Furthermore, specific features, structures, or characteristics in one or more embodiments can be combined in any suitable form.

[0021] Unless otherwise defined, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this invention pertains.

[0022] The following description, in conjunction with the accompanying drawings, details the specific scheme of the design rationality analysis method for steel structure cantilevered corridors based on BIM technology provided by this invention.

[0023] Please see Figure 1 , Figure 2 and Figure 3 As shown, the present invention provides a method for analyzing the design rationality of a steel structure cantilevered corridor based on BIM technology, comprising the following steps: Step S1: Based on the preliminary design scheme of the glass walkway steel structure cantilever corridor, construct its BIM detailed design model, denoted as the cantilever corridor BIM model.

[0024] In one embodiment of the present invention, before conducting a rationality analysis of the design of a steel structure cantilevered corridor, it is first necessary to construct its BIM detailed design model, namely the corridor BIM model, based on the preliminary design scheme. This model can accurately reflect the geometric shape, component connection relationship, and material properties of the steel structure, providing a digital foundation for subsequent load analysis and structural response assessment.

[0025] It should be noted that, based on the preliminary design scheme of the glass walkway steel structure cantilever corridor, the steel structure BIM detailed design model of the cantilever corridor was constructed using BIM technology, which is a relatively mature existing technology and will not be elaborated here.

[0026] Step S2: Calculate the dead load, live load and wind load of the walkway, combine the dead load, live load and wind load according to the preset load combination rules to generate multiple load conditions, and apply them to the suspended corridor BIM model.

[0027] After constructing the BIM model of the canopy, it is necessary to accurately calculate and reasonably combine the various loads borne by the canopy. Considering that the canopy will be subjected to various loads such as dead load, live load, and wind load in actual use, this embodiment of the invention calculates various loads and combines them according to preset rules to generate multiple load cases, which are then applied to the BIM model of the canopy to simulate the structural response of the canopy under different stress states.

[0028] Considering that the dead load of the walkway mainly consists of its structural self-weight, glass panels, and ancillary facilities, and is the basic load that the walkway bears over a long period of time, its accuracy directly affects subsequent load combinations and structural safety assessments. Therefore, this embodiment of the invention calculates the dead load by obtaining the total weight and area of ​​the walkway, providing basic data for generating load conditions.

[0029] Based on this, in a preferred embodiment of the present invention, the method for calculating the constant load of the stack includes: The total weight of the walkway is obtained, which is the sum of the weight of the main structure, the weight of the glass panel, and the weight of the auxiliary facilities. The area of ​​the walkway is also obtained. Based on the total weight and the area, the constant load of the walkway is calculated.

[0030] As an example, the specific method for calculating the constant load of the stack is as follows: The density and volume of steel are extracted from the BIM model of the cantilever corridor, and the self-weight of the main structure is automatically calculated.

[0031] Calculate the weight of the glass panel based on the total area and weight per unit area.

[0032] Obtain the weight of the ancillary facilities.

[0033] The total weight of the walkway is obtained by adding up the weight of the main structure, the glass panels, and the ancillary facilities.

[0034] Calculate the area of ​​the walkway based on its cantilever length and width.

[0035] The constant load of the stack is calculated by dividing the total weight of the stack by the area of ​​the stack.

[0036] It should be noted that when the walkway is irregularly shaped, the area of ​​the walkway can be calculated according to geometric principles.

[0037] After obtaining the constant load of the walkway, it is necessary to further determine the live load that the walkway may bear during use in order to comprehensively evaluate the stress state of the walkway under variable loads such as personnel activities.

[0038] Considering the different functions of the walkway, the standard live load value and the live load demand brought about by the actual flow of people may differ. In order to take into account both the standard requirements and the actual usage needs, this embodiment of the invention compares the standard live load value and the demand value, and introduces a safety margin to comprehensively determine the final live load, so as to ensure the safety and applicability of the walkway in design and use.

[0039] Based on this, in a preferred embodiment of the present invention, the method for calculating the live load of the stack includes: Based on the function of the stack, the corresponding live load standard value is retrieved from the preset database.

[0040] The live load requirement is calculated based on the expected passenger flow and the preset average adult weight of the walkway.

[0041] The larger of the standard live load value and the required live load value is taken as the benchmark value.

[0042] The safety margin is calculated based on the ratio between the preset safety margin and the benchmark value.

[0043] The final live load of the stack is determined by adding the safety margin to the baseline value.

[0044] It should be noted that the intended use of the walkway was selected during the preliminary design phase. These functions include, but are not limited to, one-way traffic, a viewing platform, and an emergency evacuation route.

[0045] It should be noted that the pre-set database stores the mapping relationship between different stacker functions and their corresponding live load standard values. The live load standard values ​​are values ​​pre-defined based on current load specifications and stacker design manuals. The pre-set database is constructed through the following steps: First, based on current load specifications and industry design manuals, the live load standard values ​​corresponding to different functional stackers are extracted; then, the mapping relationship between stacker functions and live load standard values ​​is established; finally, the mapping relationship is stored to generate the pre-set database.

[0046] It should be noted that the method for obtaining the estimated pedestrian flow varies depending on the intended use of the walkway. For example, if the walkway is an aerial corridor between commercial office buildings, the pedestrian flow can be estimated based on the number of commuters using the elevators; if the walkway is a viewing platform in a scenic area, the pedestrian flow can be estimated based on the number of tourists visiting the scenic area.

[0047] It should be noted that the specific value of the safety margin is configured based on the actual usage scenario and importance level of the boardwalk. For transportation hub boardwalks with long service lives and high pedestrian traffic, the highest safety level is required, and a higher safety margin should be assigned, for example, 40% of the baseline value. For scenic boardwalks with medium service lives and moderate pedestrian traffic, the safety level requirement is average, and a moderate safety margin can be used, for example, 20% of the baseline value. For temporary construction boardwalks with sparse pedestrian traffic, a lower safety margin can be assigned, for example, 10% of the baseline value. This tiered configuration mechanism achieves a balance between safety and economy.

[0048] As an example, suppose the function of the stack is a viewing platform, and the corresponding liveness standard value is retrieved from the pre-set database. According to the scenic area's operational data, the peak visitor flow was... Combined with the preset average adult weight , approximately The calculated live load requirement value is Since the live load demand value is greater than the standard live load value, the live load demand value is taken as the benchmark value, i.e., the live load benchmark value is [value missing]. Taking into account the dynamic effects of personnel movement and jumping, a safety margin is increased, and the safety margin is taken as 20% of the baseline value. The calculated safety margin is as follows: Based on the live load baseline value plus a safety margin, the final live load of the trestle is calculated as follows: .

[0049] After determining the dead load and live load, the influence of wind load on the trestle structure must also be considered, especially in cantilever structures where wind load often becomes one of the controlling loads.

[0050] Since the magnitude of wind load is affected by various factors such as geographical location, height above ground, structural shape and dynamic characteristics, the embodiments of the present invention obtain the basic wind pressure, wind pressure height variation coefficient, shape coefficient and wind vibration coefficient, and calculate the wind load based on the preset wind load analysis model, thereby accurately reflecting the dynamic effect of wind on the boardwalk structure.

[0051] Based on this, in a preferred embodiment of the present invention, the method for calculating the wind load on the trestle includes: Obtain the basic wind pressure at the location of the trestle. .

[0052] Based on the height of the walkway above the ground and the surface roughness type, determine the corresponding wind pressure height variation coefficient. .

[0053] Based on the cross-sectional shape of the aforementioned walkway structure, determine the corresponding shape coefficient. .

[0054] The wind vibration coefficient of the walkway was obtained by performing structural dynamics analysis. .

[0055] The basic wind pressure Wind pressure height variation coefficient Body shape coefficient and wind vibration coefficient The wind load of the trestle is calculated by inputting the data into a preset wind load analysis model. The wind load analysis model is as follows: .

[0056] It should be noted that the basic wind pressure at the location of the walkway was obtained by consulting the "Code for Design of Building Structures" or meteorological data of the location of the walkway stored in the database.

[0057] It should be noted that, based on the height of the walkway above the ground and the ground roughness category (e.g., Category B - field, Category C - urban suburbs), the corresponding wind pressure height variation coefficient is matched by consulting the "Code for Design of Building Structures" stored in the database. The higher the height and the flatter and more open the ground, the greater the wind pressure height variation coefficient.

[0058] It should be noted that the shape coefficient of the walkway can be obtained by referring to the provisions on cantilevered roofs in the "Code for Design of Building Structures" based on the cross-sectional shape of the walkway structure (such as rectangular or box-shaped) or by obtaining a wind tunnel test report (for complex shapes).

[0059] It should be noted that if the walkway is an unconventional structure, its wind vibration coefficient will be determined through wind tunnel testing.

[0060] As an example, suppose the walkway is located in a canyon in the southwestern mountains, and the basic wind pressure at that location is... Wind pressure height variation coefficient (The plank road is located on the mountainside, with its relative height taken as a baseline, and is classified as Class C terrain); Shape coefficient (Upper surface pressure 0.8, lower surface suction 0.5); Calculated wind vibration coefficient Then wind load .

[0061] After obtaining the specific values ​​of dead load, live load, and wind load, they need to be further combined into various load cases to comprehensively evaluate the structural performance of the trestle under different control loads.

[0062] Given that different loads have varying degrees of impact on the structure under different working conditions, this embodiment of the invention generates load conditions under dead load control, live load control, and wind load control by setting load partial factors corresponding to dead load, live load control, and wind load control, respectively, providing multi-scenario stress simulation for subsequent structural response analysis.

[0063] Based on this, in a preferred embodiment of the present invention, the method for generating multiple load conditions includes: Set load partial factors corresponding to dead load control, live load control, and wind load control, respectively.

[0064] Based on the values ​​of the dead load, live load, and wind load of the aforementioned trestle, and combined with the load partial factor corresponding to the dead load control, the load values ​​are multiplied by their corresponding partial factors and then summed to obtain the load condition under the dead load control.

[0065] Using the same method, load conditions under live load control and wind load control were obtained respectively.

[0066] As an example, suppose the constant load of the stack is calculated. Live load Wind load The process of generating multiple load cases is as follows: Load under dead load control = .

[0067] Load under live load control = .

[0068] Load under wind load control = .

[0069] Step S3: Based on the stress and displacement of each node in the suspended corridor BIM model under various load conditions, and combined with the preset anomaly judgment rules, determine whether there are any abnormal nodes.

[0070] If not, the design is deemed reasonable, and the result is output.

[0071] Otherwise, the design is deemed unreasonable, and the risk factors of abnormal nodes are analyzed before executing S4.

[0072] After applying various load conditions to the BIM model of the cantilever corridor, it is necessary to determine whether there are any abnormal nodes in the structure based on the stress and displacement responses of each node in the model under various load conditions. If abnormal nodes are found, it indicates that the current design scheme may have safety hazards in some areas, and further analysis of the risk level of the abnormal nodes and their impact on the overall structure is required.

[0073] To accurately identify abnormal nodes, this embodiment of the invention extracts the stress and displacement values ​​of each node under various load conditions and compares them with the design allowable stress and displacement limits, thereby scientifically determining whether the node is in a safe state.

[0074] Based on this, in a preferred embodiment of the present invention, the method for determining whether there are abnormal nodes includes: Based on the stress cloud map and displacement cloud map of the suspended corridor BIM model, the stress and displacement values ​​of each node in the model under various load conditions are obtained.

[0075] The stress values ​​of each node under the various load conditions are compared with the allowable stress of the node design, and the displacement values ​​of each node under the various load conditions are compared with the specified limit of the node design.

[0076] A node is considered a normal node if it meets all of the following conditions: (1) The stress value under each load condition is not greater than the allowable stress of the node design.

[0077] (2) The displacement value under each load condition shall not exceed the specified limit value of its node design.

[0078] If a node does not meet any of the above conditions, then the node is determined to be an abnormal node.

[0079] Count the number of all abnormal nodes.

[0080] It should be noted that the nodes referred to are finite element mesh nodes in the suspended corridor BIM model.

[0081] It should be noted that the allowable stress and displacement limits for each node are determined based on its specific design requirements, location, and structural function, and therefore, differences in their specific values ​​are permissible.

[0082] After identifying abnormal nodes, it is necessary to further quantify their risk level to provide a basis for subsequent component risk assessment.

[0083] Considering that the risks of abnormal nodes are not only reflected in stress or displacement exceeding limits under a single working condition, but may also accumulate under different working conditions, this embodiment of the invention calculates the stress exceeding ratio and displacement exceeding ratio, and accumulates them to obtain a risk factor, thereby comprehensively reflecting the overall risk level of abnormal nodes.

[0084] Based on this, in a preferred embodiment of the present invention, the method for analyzing the risk factors of abnormal nodes includes: Calculate the stress excess of the abnormal node under each load condition. The stress excess is the value of the abnormal node exceeding its design allowable stress.

[0085] Based on the stress excess, the stress excess ratio of the abnormal node under each load condition is calculated, whereby the stress excess ratio is the ratio of the stress excess to the design allowable stress.

[0086] The cumulative stress excess ratio of the abnormal node is obtained by summing the stress excess ratios of the abnormal node under all load conditions.

[0087] The cumulative displacement excess ratio of the abnormal node is calculated in the same manner as the cumulative stress excess ratio, wherein the displacement excess is the value of the abnormal node's displacement exceeding its design limit, and the displacement excess ratio is the ratio of the displacement excess to the design limit.

[0088] The risk factor of the abnormal node is obtained by adding the cumulative stress excess ratio and the cumulative displacement excess ratio of the abnormal node.

[0089] Step S4: Based on the topological relationship of the canopy structure, identify the components associated with the abnormal nodes and analyze their association strength. Based on the location of the component and the number of associated abnormal nodes, association strength, and abnormal node risk factors, assess the risk level of the component and output the assessment results in descending order of risk level.

[0090] Once the design is deemed unreasonable and the risk factors of abnormal nodes are identified, further analysis of the impact of these abnormal nodes on the overall structure is required. This invention provides targeted guidance for design optimization by identifying components associated with abnormal nodes and assessing their risk levels.

[0091] To accurately identify components affected by abnormal nodes, this embodiment of the invention locates the rods directly connected to the abnormal nodes based on the topological relationship of the canopy structure and traces the components to which they belong, thereby establishing the association between abnormal nodes and components.

[0092] Based on this, in a preferred embodiment of the present invention, the method for identifying components associated with abnormal nodes includes: Locate abnormal nodes in the suspended corridor BIM model.

[0093] Query the topological relationship of the canopy structure to obtain the rods directly connected to the abnormal node.

[0094] By tracing the associated components, the component to which the rod belongs is located, and the found component is identified as the component associated with the abnormal node.

[0095] After identifying the components associated with the anomalous nodes, it is necessary to further analyze the strength of the association between the components and the anomalous nodes in order to assess the degree of impact of the anomalous nodes on the components.

[0096] Considering that the correlation strength between a component and an abnormal node is affected by various factors such as the number of connecting rods, the connection method, and the internal connection relationship of the component, this embodiment of the invention introduces a correlation weakening factor and connection firmness to comprehensively calculate the correlation strength, thereby quantifying the actual impact of the abnormal node on the component.

[0097] Based on this, in a preferred embodiment of the present invention, the method for analyzing correlation strength includes: Obtain the cumulative number of rods directly connected to the abnormal node, and multiply the cumulative number by the association weakening factor corresponding to the preset unit number of connected rods to obtain the association weakening coefficient.

[0098] Identify the connection method between each of the aforementioned rods and abnormal nodes, and match the connection strength of each rod according to the preset connection strength corresponding to different connection methods.

[0099] The correlation weakening coefficient is subtracted from the connection strength of each member to obtain the correlation strength between the member and the abnormal node.

[0100] For each member, perform the following steps: Get the total number of members contained in the component to which the member belongs.

[0101] Identify the connection method between the rod and the component to which it belongs.

[0102] The same method used to calculate the correlation strength between the member and the component to which it belongs is employed to calculate the correlation strength between the member and the abnormal node.

[0103] The correlation strength between the abnormal node and the member is obtained by multiplying the correlation strength between the member and its parent component.

[0104] The correlation strength of each component associated with the abnormal node is statistically analyzed.

[0105] It should be noted that the correlation weakening factor is a preset empirical coefficient used to quantify the attenuation of the contribution of a single connection to the overall correlation strength due to an increase in the number of connecting members. Its value typically ranges from 0 to 1, for example, 0.1. The specific setting of this value can be calibrated based on historical engineering data or finite element analysis results. The more members there are, the greater the cumulative correlation weakening coefficient, indicating a decrease in the relative importance of a single connection.

[0106] After obtaining the correlation strength between components and abnormal nodes, it is necessary to further evaluate the risk level of the components by integrating multiple parameters, so as to output optimization suggestions in order of risk level.

[0107] To comprehensively assess the risk level of components, this embodiment of the invention comprehensively considers multiple indicators such as the location of the component, the number of associated abnormal nodes, the overall association strength, and the overall risk factors, and calculates the risk level through a sorting and accumulation method, thereby realizing the quantitative sorting and priority division of component risks.

[0108] Based on this, in a preferred embodiment of the present invention, the method for assessing the risk level of a component includes: Based on the stress cloud map of the suspended corridor BIM model and the preset stress value ranges corresponding to the high stress area and low stress area, the high stress area and low stress area are divided, and a corresponding position weight is set for each stress area.

[0109] Based on the actual location of the component in the model, determine its stress zone and match the corresponding position weight.

[0110] Count the number of abnormal nodes associated with the component.

[0111] The overall association strength between the component and each associated abnormal node is obtained by summing the association strengths.

[0112] The risk factors of each abnormal node associated with the component are summed to obtain the comprehensive risk factor of the abnormal nodes associated with the component.

[0113] Arrange all components in ascending order of their values ​​according to the following four parameters to obtain four independent priority sequences: (1) Position weight.

[0114] (2) Number of abnormal nodes.

[0115] (3) Overall correlation strength.

[0116] (4) Comprehensive risk factors.

[0117] For each component, the sum of its ranking number in the four priority sequences is calculated, and this sum is used as the risk level of the component.

[0118] In one specific embodiment, the high-stress area of ​​the cantilever includes the cantilever root, the periphery of the pin hole, the cable anchor point, the truss node plate, and the bottom of the steel pipe lattice column, etc.

[0119] It should be noted that the greater the positional weight of a component, the more abnormal nodes it has, the stronger the overall correlation with abnormal nodes, and the greater the overall risk factor of associated abnormal nodes, the greater the sum of its ranking numbers in the four priority sequences, meaning the higher the risk level of that component.

[0120] It should be noted that the above method for assessing the risk level of components by accumulating ranking numbers is an optional implementation scheme for comprehensively quantifying component risk. Those skilled in the art will understand that other comprehensive evaluation methods can also be used, such as assigning different weights to the four parameters for weighted summation, or directly setting thresholds to classify each parameter. The core of this invention lies in using indicators such as position weight, number of abnormal nodes, comprehensive correlation strength, and comprehensive risk factors to collaboratively assess risk, and is not limited to a specific ranking accumulation algorithm.

[0121] In summary, this invention constructs a BIM model of the cantilevered walkway based on the preliminary design scheme; calculates the dead load, live load, and wind load of the walkway, and generates various load conditions to be applied to the model according to preset rules; determines whether there are abnormal nodes based on nodal stress and displacement; if there are no abnormalities, the design is deemed reasonable; if there are abnormalities, the risk factors of the abnormal nodes are analyzed, and components associated with the abnormal nodes are identified through topological relationships. Combining location weights, association strength, number of abnormal nodes, and risk factors, the risk level of the components is comprehensively evaluated, and the evaluation results are output in descending order of level. This invention, through refined load calculation, multi-condition analysis, and risk quantification assessment, achieves a systematic and automated judgment of the rationality of steel structure cantilevered walkways, effectively improving the accuracy and safety of structural design. It is applicable to the engineering design optimization and risk management of various cantilevered structures such as glass walkways and aerial corridors.

[0122] It should be noted that the order of the above embodiments of the present invention is merely for descriptive purposes and does not represent the superiority or inferiority of the embodiments. The processes depicted in the accompanying drawings do not necessarily require a specific or sequential order to achieve the desired result. In some embodiments, multitasking and parallel processing are also possible or may be advantageous.

[0123] The various embodiments in this specification are described in a progressive manner. For the same or similar parts between the various embodiments, please refer to each other. Each embodiment focuses on describing the differences from other embodiments.

[0124] The above embodiments can be implemented, in whole or in part, by software, hardware, firmware, or any other combination thereof. When implemented using software, the above embodiments can be implemented, in whole or in part, in the form of a computer program product.

[0125] Those skilled in the art will recognize that the modules and algorithm steps of the various examples described in conjunction with the embodiments disclosed herein can be implemented in electronic hardware, or a combination of computer software and electronic hardware. Whether these functions are implemented in hardware or software depends on the specific application and design constraints of the technical solution. Those skilled in the art can use different methods to implement the described functions for each specific application, but such implementation should not be considered beyond the scope of this application.

[0126] In addition, the functional modules in the various embodiments of this application can be integrated into one processing module, or each module can exist physically separately, or two or more modules can be integrated into one module.

[0127] The above description is merely a specific embodiment of this application, but the scope of protection of this application is not limited thereto. Any variations or substitutions that can be easily conceived by those skilled in the art within the scope of the technology disclosed in this application should be included within the scope of protection of this application. Therefore, the scope of protection of this application should be determined by the scope of the claims.

[0128] Finally, the above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of the present invention should be included within the protection scope of the present invention.

Claims

1. A method for analyzing the design rationality of cantilevered steel structure corridors based on BIM technology, characterized in that, Includes the following steps: S1. Based on the preliminary design scheme of the glass walkway steel structure cantilever corridor, construct its BIM detailed design model, denoted as the cantilever corridor BIM model; S2. Calculate the dead load, live load and wind load of the walkway, combine the dead load, live load and wind load according to the preset load combination rules to generate multiple load conditions, and apply them to the suspended corridor BIM model. S3. Based on the stress and displacement of each node in the BIM model of the cantilever under various load conditions, and combined with the preset anomaly judgment rules, determine whether there are any abnormal nodes. If not, the design is deemed reasonable, and the result is output. Otherwise, determine that the design is unreasonable, analyze the risk factors of abnormal nodes, and execute S4; S4. Based on the topological relationship of the canopy structure, identify the components associated with the abnormal nodes and analyze their association strength. Based on the location of the component and the number of associated abnormal nodes, association strength, and abnormal node risk factors, assess the risk level of the component and output the assessment results in descending order of risk level. The methods for analyzing the risk factors of the abnormal nodes include: Calculate the stress excess of the abnormal node under each load condition. The stress excess is the value of the abnormal node exceeding its design allowable stress. Based on the stress excess, the stress excess ratio of the abnormal node under each load condition is calculated, where the stress excess ratio is the ratio of the stress excess to the design allowable stress. The cumulative stress excess ratio of the abnormal node is obtained by summing the stress excess ratios of the abnormal node under all load conditions. The cumulative displacement excess ratio of the abnormal node is calculated in the same way as the cumulative stress excess ratio, wherein the displacement excess is the value of the abnormal node's displacement exceeding its design limit, and the displacement excess ratio is the ratio of the displacement excess to the design limit. The risk factor of the abnormal node is obtained by adding the cumulative stress excess ratio and the cumulative displacement excess ratio of the abnormal node. The method for identifying components associated with anomalous nodes includes: Locate abnormal nodes in the BIM model of the suspended corridor; Query the topological relationship of the canopy structure to obtain the rods directly connected to the abnormal node; By tracing the associated components, the component to which the rod belongs is located, and the found component is identified as the component associated with the abnormal node; The analysis method for the correlation strength includes: Obtain the cumulative number of rods directly connected to the abnormal node, and multiply the cumulative number by the association weakening factor corresponding to the preset unit number of connected rods to obtain the association weakening coefficient. Identify the connection method between each of the aforementioned rods and abnormal nodes, and match the connection strength of each rod according to the preset connection strength corresponding to different connection methods; Subtract the correlation weakening coefficient from the connection strength of each member to obtain the correlation strength between the member and the abnormal node; For each member, perform the following steps: Get the total number of members contained in the component to which the member belongs; Identify the connection method between the rod and the component to which it belongs; The same method used to calculate the correlation strength between the member and the component to which it belongs is employed to calculate the correlation strength between the member and the abnormal node. Multiply the correlation strength between the abnormal node and the member and the correlation strength between the member and its parent component to obtain the correlation strength between the member and the abnormal node. Statistically analyze the correlation strength of each component associated with the abnormal node; The methods for assessing the risk level of components include: Based on the stress cloud map of the suspended corridor BIM model and the preset stress value ranges corresponding to the high stress area and low stress area, the high stress area and low stress area are divided, and a corresponding position weight is set for each stress area. Based on the actual location of the component in the model, determine its stress zone and match the corresponding position weight; Count the number of abnormal nodes associated with the component; The overall association strength between the component and each associated abnormal node is obtained by summing the association strengths between the component and the abnormal node. The risk factors of each abnormal node associated with the component are summed to obtain the comprehensive risk factor of the abnormal nodes associated with the component. Arrange all components in ascending order of their values ​​according to the following four parameters to obtain four independent priority sequences: (1) Position weight; (2) Number of abnormal nodes; (3) Overall correlation strength; (4) Comprehensive risk factors; For each component, the sum of its ranking number in the four priority sequences is calculated, and this sum is used as the risk level of the component.

2. The method for analyzing the design rationality of a steel structure cantilevered corridor based on BIM technology according to claim 1, characterized in that: Methods for calculating the constant load of a stack path include: The total weight of the walkway is obtained, which is the sum of the weight of the main structure, the weight of the glass panel, and the weight of the auxiliary facilities. The area of ​​the walkway is also obtained. Based on the total weight and the area, the constant load of the walkway is calculated.

3. The method for analyzing the design rationality of a steel structure cantilevered corridor based on BIM technology according to claim 1, characterized in that: Methods for calculating stack liveness include: Based on the function of the stack, the corresponding live load standard value is retrieved from the preset database; The live load requirement is calculated based on the expected passenger flow and the preset average adult weight of the walkway. Compare the standard live load value with the live load requirement value, and take the larger value as the benchmark value; Calculate the safety margin based on the ratio between the preset safety margin and the benchmark value; The final live load of the stack is determined by adding the safety margin to the baseline value.

4. The method for analyzing the design rationality of a steel structure cantilevered corridor based on BIM technology according to claim 1, characterized in that: Methods for calculating wind loads on walkways include: Obtain the basic wind pressure at the location of the trestle. ; Based on the height of the walkway above the ground and the surface roughness type, determine the corresponding wind pressure height variation coefficient. ; Based on the cross-sectional shape of the aforementioned walkway structure, determine the corresponding shape coefficient. ; The wind vibration coefficient of the walkway was obtained by performing structural dynamics analysis. ; The basic wind pressure Wind pressure height variation coefficient Body shape coefficient and wind vibration coefficient The wind load of the trestle is calculated by inputting the data into a preset wind load analysis model. The wind load analysis model is as follows: 。 5. The method for analyzing the design rationality of a steel structure cantilevered corridor based on BIM technology according to claim 1, characterized in that: The method for generating multiple load cases includes: Set load partial factors corresponding to dead load control, live load control, and wind load control respectively; Based on the values ​​of dead load, live load and wind load of the trestle, and combined with the load partial factor corresponding to the dead load control, the load values ​​are multiplied by their corresponding partial factors and then summed to obtain the load condition under dead load control. Using the same method, load conditions under live load control and wind load control were obtained respectively.

6. The method for analyzing the design rationality of a steel structure cantilevered corridor based on BIM technology according to claim 1, characterized in that: The method for determining whether there are abnormal nodes includes: Based on the stress cloud map and displacement cloud map of the suspended corridor BIM model, the stress value and displacement value of each node in the model under various load conditions are obtained. The stress values ​​of each node under the various load conditions are compared with the allowable stress of the node design, and the displacement values ​​of each node under the various load conditions are compared with the specified limit of the node design. A node is considered a normal node if it meets all of the following conditions: (1) The stress value under each load condition shall not exceed the allowable stress of its node design; (2) The displacement value under each load condition shall not exceed the specified limit value of its node design; If a node does not meet any of the above conditions, then the node is determined to be an abnormal node; Count the number of all abnormal nodes.

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