Cross-line steel bridge construction safety intelligent management and control method and system based on BIM

Abstract

The invention discloses a BIM-based overline steel bridge construction safety intelligent management and control method and system, and relates to the technical field of engineering management, and the method comprises the steps: recognizing a topological closed mutation region, and determining a shear sensitive region according to the topological closed mutation region; the topological distribution state of the crack initiation position of the bridge deck slab is analyzed based on the shear sensitive area, and a stud local strengthening area is determined according to the crack initiation position; establishing a topological space matching structure based on the shear sensitive area and the stud local strengthening area, and generating an initial stud arrangement scheme according to the topological space matching structure; based on the topological space matching structure of the initial stud arrangement scheme, analyzing a topological force transfer equilibrium mode of the stud position and the interface shear force transfer path, and generating a target stud arrangement scheme according to the topological force transfer equilibrium mode; according to the method, accurate matching between the stud layout of the overline steel bridge and the shear sensitive area is achieved, crack initiation of the bridge deck is effectively inhibited, and the construction safety management and control level is improved.

Description

Technical Field

[0001] This invention relates to the field of engineering management technology, specifically to a BIM-based intelligent management and control method and system for construction safety of cross-line steel bridges. Background Technology

[0002] As a common bridge structure, overpass steel bridges often encounter complex and variable shear force paths at the bridge deck interface during construction. Especially when the bridge deck structure is complex and the construction load distribution is diverse, the shear force transmission path within the structure may exhibit abnormal characteristics such as local concentration, path reversal, and closed loops. This can easily induce cracks in sensitive areas and reduce the overall safety and durability of the bridge structure. Traditional safety management methods often rely on experience-based design or simple finite element calculations, which cannot effectively and accurately identify these shear-sensitive areas and the corresponding crack initiation locations. Furthermore, the formulation of stud reinforcement measures lacks specificity and is insufficient to effectively suppress the occurrence and propagation of cracks.

[0003] In recent years, bridge construction safety management methods based on BIM technology have been gradually applied. However, existing BIM applications are mostly limited to the display of engineering geometric models and static mechanical calculations. Effective technical solutions have not yet been developed for identifying complex shear force topological transfer characteristics and spatial evolution patterns, failing to achieve refined and targeted optimization of stud placement under construction load conditions. Therefore, how to accurately capture the topological closure characteristics and spatial evolution patterns of bridge deck shear paths using BIM technology, clarify the topological distribution of crack initiation, and thus optimize stud placement to achieve effective force transmission balance between stud locations and interface shear force transfer paths has become a crucial technical issue that urgently needs to be addressed in the construction safety management of overpass steel bridges. Summary of the Invention

[0004] The purpose of this invention is to provide a BIM-based intelligent management and control method and system for construction safety of cross-line steel bridges, so as to solve the problems in the background art mentioned above.

[0005] To achieve the above objectives, the present invention provides the following technical solution: In a first aspect, the present invention provides a BIM-based intelligent management and control method for construction safety of cross-line steel bridges, characterized in that it includes: Based on the structural parameters of the steel-UHPC composite bridge deck and the construction load conditions in the BIM model of the overpass steel bridge, the topological closed abrupt change region of the interface shear force transmission path is identified, and the shear force sensitive region is determined according to the spatial evolution characteristics of the topological closed abrupt change region. Based on the spatial evolution characteristics of shear-sensitive areas, the topological distribution of bridge deck crack initiation locations is analyzed, and the local reinforcement areas of studs are determined according to the topological distribution of crack initiation locations. A topological space matching structure is established based on the shear-sensitive region and the local reinforcement region of the studs, and multiple initial stud arrangement schemes are generated based on the topological space matching structure. Based on the initial stud arrangement scheme, the topological force transmission balance mode of stud position and interface shear force transmission path is analyzed by topological space matching structure, and the target stud arrangement scheme is generated according to the topological force transmission balance mode.

[0006] Secondly, the present invention provides a BIM-based intelligent management and control system for the construction safety of overpass steel bridges, implemented based on the aforementioned BIM-based intelligent management and control method for the construction safety of overpass steel bridges, comprising: The first analysis module is used to identify the topologically closed abrupt change region of the interface shear force transmission path based on the structural parameters of the steel-UHPC composite bridge deck in the BIM model of the overpass steel bridge and the construction load conditions, and to determine the shear force sensitive region based on the spatial evolution characteristics of the topologically closed abrupt change region. The second analysis module is used to analyze the topological distribution of the crack initiation location in the bridge deck based on the spatial evolution characteristics of the shear-sensitive area, and to determine the local reinforcement area of ​​the studs based on the topological distribution of the crack initiation location. The initial generation module is used to establish a topological space matching structure based on the shear-sensitive area and the local reinforcement area of ​​the studs, and to generate multiple initial stud arrangement schemes based on the topological space matching structure. The scheme determination module is used to perform topological force balance analysis on the stud positions and interface shear force transmission paths based on the initial stud arrangement scheme, and to generate the target stud arrangement scheme based on the topological force balance scheme.

[0007] The technical effects and advantages provided by the present invention in the above technical solution are as follows: This invention effectively identifies shear-sensitive areas under construction loads by recognizing the topologically closed abrupt change regions of the shear force path at the bridge deck interface. This achieves precise positioning of shear force accumulation areas, avoids safety hazards caused by relying on experience or rough calculations in traditional methods, and improves the accuracy of safety management of cross-line steel bridges during the construction phase.

[0008] This invention analyzes the topological distribution of crack initiation locations within shear-sensitive areas to determine the local reinforcement zones of studs, thereby achieving a precise match between stud placement and high-risk crack areas. This overcomes the shortcomings of traditional stud layouts, which are often blind and lack specificity, effectively suppressing the generation and propagation of bridge deck cracks and improving the safety and durability of bridge structures.

[0009] This invention constructs a topological spatial matching structure between shear-sensitive areas and stud-reinforced areas, and optimizes the target stud arrangement scheme accordingly. This ensures a reasonable spatial layout of stud positions and shear force transmission paths, resulting in a balanced distribution of shear force at the bridge deck interface. This effectively reduces the risk of cracks caused by local shear force concentration and improves the reliability and implementation effect of safety management during the construction of overpass steel bridges. Attached Figure Description

[0010] To more clearly illustrate the technical solutions in the embodiments of this application or the prior art, the drawings used in the embodiments will be briefly introduced below. Obviously, the drawings described below are only some embodiments recorded in this invention. For those skilled in the art, other drawings can be obtained based on these drawings.

[0011] Figure 1 This is a flowchart of a BIM-based intelligent management and control method for construction safety of cross-line steel bridges according to the present invention.

[0012] Figure 2 This is a framework diagram of a BIM-based intelligent management and control system for construction safety of cross-line steel bridges according to the present invention.

[0013] Figure 3 This is a schematic diagram of the shear force sensitive region of the present invention.

[0014] Figure 4 This is a schematic diagram of the topological distribution of the locations where cracks initiate in the bridge deck according to the present invention.

[0015] Figure 5 This is a schematic diagram of the local reinforcement area of ​​the stud in this invention. Detailed Implementation

[0016] Exemplary embodiments will now be described more fully with reference to the accompanying drawings. However, these exemplary embodiments can be implemented in many forms and should not be construed as limited to the examples set forth herein; rather, they are provided to make the description of this application more complete and comprehensive, and to fully convey the concept of the exemplary embodiments to those skilled in the art. The drawings are merely illustrative illustrations of this application and are not necessarily drawn to scale. The same reference numerals in the drawings denote the same or similar parts, and therefore repeated descriptions of them will be omitted.

[0017] Furthermore, the described features, structures, or characteristics can be combined in any suitable manner in one or more exemplary embodiments. Numerous specific details are provided in the following description to give a full understanding of the exemplary embodiments disclosed in this application. However, those skilled in the art will recognize that the technical solutions disclosed in this application can be practiced with one or more specific details omitted, or other methods, components, steps, etc., can be employed. In other instances, well-known structures, methods, implementations, or operations are not shown or described in detail to avoid obscuring various aspects of the disclosure of this application.

[0018] Example 1 like Figure 1 As shown in the figure, this embodiment discloses a BIM-based intelligent management and control method for construction safety of cross-line steel bridges, including: S101: Based on the structural parameters of the steel-UHPC composite bridge deck and the construction load conditions in the BIM model of the cross-line steel bridge, identify the topological closed abrupt change region of the interface shear force transmission path, and determine the shear force sensitive region according to the spatial evolution characteristics of the topological closed abrupt change region. Specifically, the structural parameters of the steel-UHPC composite bridge deck include: steel plate thickness, UHPC layer thickness, concrete strength grade, stud diameter, stud spacing, and overall bridge deck dimensions. The construction load conditions include: bridge deck self-weight load, concrete pouring construction load, and the location and corresponding load magnitude of temporary construction support equipment.

[0019] It should be noted that the topological closure abrupt change region refers to a local area on the interface shear force transmission path where the shear force transmission direction reverses to form a closed loop, which is a region where the shear force at the bridge deck interface is significantly concentrated.

[0020] Specifically, the topological abrupt change region of the identified interface shear force transmission path includes: Based on the stud-plate element connection relationship of the steel-UHPC composite bridge deck in the BIM model, a directed connection sequence for interface shear force transfer is constructed. Specifically, the stud-plate element connection relationship is a defined shear force transfer path between the bridge deck steel plate nodes and the UHPC concrete element nodes via studs. In practice, the magnitude and direction of shear force are obtained through finite element analysis of the BIM model. Taking the stud node as the starting node, the shear force transfer direction from the steel plate stud node to the UHPC plate element node is determined, and a complete directed connection sequence is formed accordingly.

[0021] For example, if the steel plate node is numbered N1 and the UHPC plate element node is numbered U1, and the shear force is transmitted from the steel plate node N1 to the plate element node U1, then the connection sequence is represented as: N1→U1.

[0022] In a directed connection sequence, trace the node links where the shear force transmission direction reverses to form a candidate closed link set; The node links where the direction of shear force transmission reverses include: Based on the stress sequence of nodes under construction load conditions, determine the main shear force transmission direction between nodes; It should be noted that the principal shear force transmission direction is defined as the main direction of shear force flow between nodes under construction loads, i.e., the direction with the largest shear force value between nodes. In a specific embodiment, a BIM model is used for finite element analysis of construction loads, and the principal shear force transmission direction between nodes is determined based on the magnitude of the interface shear force between nodes.

[0023] For example, if the shear force between node N1 and node U1 is 120kN, and the shear force between U1 and N1 in the opposite direction is 15kN, then the main direction of shear force transmission between the nodes is determined to be N1→U1.

[0024] Based on the main shear force transmission direction, the directional consistency of the node connection sequence is checked, and the connection positions with inconsistent directions are marked. Specifically, the direction consistency verification method is as follows: compare the shear force transmission direction of the actual connection sequence with the main shear force transmission direction one by one. When the two directions are opposite, mark the connection position as the direction reversal position.

[0025] For example, if the main transmission direction of the node connection is N1→U1→N2, but the actual connection direction is U1→N1, then the connection position U1→N1 is marked as a position with inconsistent directions.

[0026] Based on the marked connection positions with inconsistent directions, the connection path is traced back node by node to extract the complete node link containing the node with reversed direction, and a candidate closed link set is generated. Specifically, the method for tracing the connection path back to the node is as follows: starting from the marked node at the direction reversal connection position, trace the shear flow path node by node in reverse along the connection sequence until the path returns to the initial direction reversal position, forming a complete closed loop structure.

[0027] For example, if the reverse position of the marker is the connection node U1→N1, the complete closed link obtained by backtracking in reverse may be: U1→N1→U2→N2→U1; the above link is added to the candidate closed link set as a candidate closed link.

[0028] The candidate closed link set is mapped to the actual spatial location of the bridge deck, and the topological closure abrupt change region of the interface shear force transmission path is selected based on the spatial continuity and closure of the closed links. Specifically, the spatial mapping process of the candidate closed link is as follows: the three-dimensional spatial coordinates of each node in the BIM model are matched one-to-one with the candidate closed link nodes to determine the actual spatial position of the link node in the bridge deck.

[0029] In one specific embodiment, the method for determining spatial continuity and closure is as follows: Spatial continuity: The distance between adjacent nodes of a candidate closed link in the actual space must be less than the set continuity judgment threshold. Preferably, the threshold is 50mm. Spatial closure: The coordinates of the first and last nodes of the candidate closed link completely coincide in actual spatial location.

[0030] For example, the coordinates of the adjacent nodes of the candidate closed link are respectively And the spatial distance between adjacent nodes is calculated as follows: ; ; ; like If all three distance values ​​are less than or equal to 50mm, and the coordinates of the first and last nodes A coincide, then the link space is determined to be continuous and closed, and it is included in the set of topological closure abrupt change regions.

[0031] It should be further explained that the specific implementation method for determining the shear-sensitive region based on the spatial evolution characteristics of the topologically closed abrupt change region is as follows: It is understandable that the shear-sensitive area is a set of areas where the topologically closed abrupt change region continuously repeats in the spatial location of the bridge deck or remains stable under multiple continuous construction load conditions.

[0032] Specifically, identifying shear-sensitive areas includes: First, under multiple construction load conditions (such as the initial concrete pouring condition, the intermediate temporary support adjustment condition, and the equipment relocation condition), the above-mentioned topological closure abrupt change region identification process is repeatedly executed. Secondly, the bridge deck space is divided into fixed spatial analysis units, with each spatial unit specifically measuring 100mm × 100mm. Next, count the number of times a topological abrupt change region occurs in each spatial unit under all construction load conditions, and record it as the occurrence frequency F; Then, the spatial stability coefficient S is calculated using the following formula: Where F represents the number of times a topological closure abrupt change region occurs in the spatial analysis unit, and N is the total number of construction load cases.

[0033] For example, such as Figure 3As shown, if a spatial analysis unit is identified as a topologically closed abrupt change region in 6 out of a total of 8 construction load conditions, then the spatial stability coefficient S is calculated as follows: ; Preferably, when the spatial stability coefficient When this occurs, the spatial analysis unit is identified as a shear-sensitive region.

[0034] S102: Based on the spatial evolution characteristics of shear-sensitive areas, analyze the topological distribution of bridge deck crack initiation locations and determine the local reinforcement areas of studs based on the topological distribution of crack initiation locations. It should be noted that the topological distribution of the crack initiation location in the bridge deck refers to the node topological layout characteristics formed within the shear-sensitive area due to spatial changes in the shear force path (such as path convergence or bifurcation). The stud-reinforced local area is a local area of ​​the bridge deck that needs to be reinforced by increasing the stud density, determined based on the topological distribution of the crack initiation location.

[0035] Specifically, the analysis of the topological distribution of the locations where bridge deck cracks initiate includes: Within the shear-sensitive area, based on the spatial orientation change of the interface shear force transmission path, the locations of nodes where the shear force path bifurcates or converges are extracted; Specifically, the location of a shear force path bifurcation or convergence node refers to a topological node location in the shear force transmission path of the bridge deck interface that simultaneously has multiple incident paths or multiple outgoing paths. In practice, the topological characteristics of the node location are identified by analyzing the path connection relationships of nodes within the topological structure.

[0036] The extraction of the node locations where the shear force path branches or converges includes: Based on the node connection sequence of the interface shear force transmission path, the number of incident shear force paths and the number of outgoing shear force paths corresponding to a single node are counted. Specifically, based on nodes, the inflow and outflow relationships of shear paths in the topology are statistically analyzed, and the number of incident shear paths for a single node is defined as follows: The number of outgoing shear paths is .

[0037] Identify nodes where the number of incident shear paths is not equal to the number of outgoing shear paths, and determine these nodes as locations where shear paths bifurcate or converge based on this inequality. Specifically, when the number of incident paths and the number of outgoing paths to a certain node satisfy the following relationship: If the node is determined to be the location where the shear path bifurcates or converges, then the node is identified as the location where the shear path bifurcates or converges.

[0038] The locations of nodes where shear force paths bifurcate or converge are combined according to their relative spatial relationships in the bridge deck to form a group of candidate nodes for crack initiation. Specifically, the candidate node group for crack initiation is a collection of multiple shear path bifurcation or convergence nodes that are closely adjacent in spatial location on the bridge deck. In practice, the spatial distance between each node is calculated, and nodes whose spatial distance meets a preset threshold condition are grouped together to form a candidate node group.

[0039] For example, for any two node coordinates and spatial distance The calculation is as follows: If the spatial distance meets the conditions If so, then node i and node j will be grouped into the same crack emergence candidate node group.

[0040] Based on the spatial coverage pattern of the candidate node group for crack initiation in the shear-sensitive area, the topological distribution of the crack initiation location in the bridge deck is determined. Specifically, spatial coverage morphology represents the spatial distribution geometry of candidate node groups, typically including three types: clustered, annular, and linear distributions. In practice, the spatial shape factor is calculated using the spatial layout of each node within the candidate node group, along with the area and perimeter of the node's convex hull. ,in, A represents the area of ​​the convex hull of the candidate node group; L represents the perimeter of the convex hull of the candidate node group.

[0041] Furthermore, such as Figure 4 As shown, the criteria for determining spatial cover morphology are: when When the value is ≥ threshold A (e.g., 0.6), it is determined to be a clumped distribution; When the threshold B (e.g., 0.2) ≤ When the value is less than threshold A, it is determined to be a ring-shaped distribution; when When the value is less than the threshold B, it is determined to be a linear distribution.

[0042] It should be further explained that, based on the topological distribution of the crack initiation locations determined above, the specific implementation method for determining the local reinforcement region of the stud is as follows: Specifically, based on the convex hull boundary of the candidate crack initiation node group, a certain width (e.g., 250 mm) is extended outward to form a closed stud-reinforced local area on the bridge deck. For example... Figure 5 As shown, this area is used to guide the reinforcement and optimization of subsequent stud layout in order to suppress the initiation and development of bridge deck cracks.

[0043] S103: Establish a topological space matching structure based on the shear-sensitive region and the local reinforcement region of the studs, and generate multiple initial stud arrangement schemes based on the topological space matching structure; It should be noted that the topological space matching structure is used to describe the correspondence between shear-sensitive areas and stud-reinforced areas in the bridge deck space. This structure does not involve material parameters or construction equipment parameters, but only reflects the coupling relationship between the two in terms of spatial location and scale, which facilitates the generation of feasible stud arrangement schemes under the conditions of meeting construction and specification constraints.

[0044] Specifically, establishing the topological space matching structure includes: The spatial boundaries of shear-sensitive regions and local reinforcement regions of studs are extracted, and multi-scale topological mesh units are constructed based on the spatial boundaries; It should be understood that the spatial boundary refers to the outer contour of each region within the plane of the bridge deck. In specific implementation, the planar coordinates of all nodes in the shear-sensitive region and the local reinforcement region of the studs are extracted respectively, and the outer contour polygon of the corresponding region is obtained by convex hull operation. This polygon is used as the spatial boundary of the region.

[0045] The construction of multi-scale topological mesh units includes: Based on the spatial morphological variation characteristics of the local reinforcement region of the stud, the initial size of the multi-scale topological mesh unit is determined; Understandably, spatial morphological variations are used to reflect the overall spatial scale of the reinforced area. Specifically, the regional characteristic scale D is determined by calculating the area A and perimeter P of the local reinforced area of ​​the stud, and the calculation method is as follows: ; Preferably, the regional feature scale D is used as the initial size of the multi-scale topological grid unit to perform regular grid division of the reinforced region.

[0046] Based on the local spatial density of the stud local reinforcement region and the shear force sensitive region, the initial size is adaptively adjusted to obtain the scale-adapted multi-scale topological mesh element. Specifically, the local spatial density is used to reflect the density of node distribution within a region, and it is calculated as follows: Where N is the number of nodes in the region and A is the area of ​​the region.

[0047] In some specific embodiments, when the local spatial density meets the requirements When, the initial mesh size is scaled down proportionally; when At the same time, keep the initial grid size unchanged.

[0048] in, A preset density threshold is used to distinguish between high-density and low-density regions. This method yields scale-adaptive multi-scale topological grid cells, ensuring that the grid scale matches the feature distribution within the region.

[0049] Based on the local spatial overlap of multi-scale topological mesh elements, the mesh elements in the shear-sensitive region are mapped to the mesh elements in the local reinforcement region of the stud. Specifically, the local spatial overlap is determined by the spatial distance between the center points of the grid cells. Let the coordinates of the center point of the i-th grid cell in the shear-sensitive region be... The coordinates of the center point of the j-th grid cell in the local reinforcement region of the stud are The distance between the two The calculation is as follows: ; when When the shear force sensitive area mesh element is determined to have a spatial overlap relationship with the corresponding stud local reinforcement area mesh element, a mapping relationship is established.

[0050] in, The preset threshold for determining spatial overlap.

[0051] Based on the mapping relationship between the mesh elements of the shear-sensitive region and the mesh elements of the local reinforcement region of the stud, a topological space matching structure is established; It is understandable that the topological space matching structure, with mapping relationships at its core, is used to express the correspondence between mesh elements in shear-sensitive regions and mesh elements in locally reinforced regions of studs. Preferably, this structure is described in matrix form, defining the topological space matching matrix T, where: The row index corresponds to the mesh element in the shear-sensitive region; The column index corresponds to the grid cell of the local reinforcement region of the stud; When there is a mapping relationship between the i-th shear-sensitive region mesh element and the j-th shear pin local reinforcement region mesh element... ;otherwise .

[0052] Based on this, multiple initial stud arrangement schemes are generated according to the topological space matching structure. Specifically, while keeping the total number of studs unchanged and meeting the minimum spacing constraints required by the specifications, the original stud arrangement is locally adjusted so that the stud positions are preferentially distributed in the reinforced region mesh cells that have a mapping relationship with the shear-sensitive region.

[0053] In some specific embodiments, by changing the relative position combination of the studs within the reinforced region grid cells, multiple different initial stud arrangement schemes can be formed for subsequent force transmission balance analysis and optimization.

[0054] S104: Based on the initial stud arrangement scheme, the topological force transmission balance mode of stud position and interface shear force transmission path is analyzed by topological space matching structure, and the target stud arrangement scheme is generated according to the topological force transmission balance mode. It should be noted that the topological force transmission equilibrium mode reflects the spatial rationality of the shear force transmission path of the studs at the inner interface of the bridge deck, specifically manifested in the degree of spatial balance of the number of shear force paths borne by the stud locations. The target stud arrangement scheme is the optimal stud arrangement scheme that can effectively reduce shear force concentration and improve the overall structural safety while meeting the requirements of shear force transmission performance and construction specifications.

[0055] Specifically, the analysis of the topological force transmission equilibrium mode of the stud location and the interface shear force transmission path includes: Based on the initial stud arrangement scheme, the mapping relationship between the position of each stud and the node of the corresponding mesh cell in the topological space matching structure is determined; The determination of the mapping relationship between the position of each stud and the node of the corresponding mesh cell in the topological space matching structure includes: Based on the principle of spatial nearest neighbor between the pin location and the grid cell node, a preliminary set of candidate mapping nodes for the pin location is determined; Specifically, the spatial nearest neighbor principle is determined using the Euclidean distance between the pin location and the grid cell node. Let the pin location coordinates be... The coordinates of the grid cell nodes are The spatial distance between the stud position and the node The calculation formula is: ; For example, if the above spatial distance Then the node Included in the stud position Within the set of candidate mapping nodes.

[0056] Based on the contribution of each node in the candidate mapping node set to the topological connectivity of the shear force transmission path, the node with the highest topological connectivity of the shear force transmission path is determined, and the node mapping relationship between each stud position and the corresponding grid element in the topological space matching structure is determined based on this node. It is understandable that the topological connectivity of the shear force transfer path represents the number of connected paths between nodes in the topological space matching structure. In practice, the number of path connections (topological degree) of each node in the candidate mapping node set is counted, and the node with the highest degree is selected as the final mapping node.

[0057] For example, the candidate mapping node set includes nodes A, B, and C. Node A has a topological degree of 4, node B has a topological degree of 7, and node C has a topological degree of 5. In this case, node B is finally determined as the mapping node for the pin position.

[0058] Based on the node mapping relationship, the number of shear force paths borne by each stud position is calculated, and a spatial comparison analysis is performed between the number of shear force paths borne by adjacent stud positions. Specifically, the number of shear force paths borne by each shear pin location is defined as the total number of topological connection paths mapped to the corresponding mesh element node of that shear pin location. In practice, the number of paths directly connected to the corresponding node of each shear pin location is counted by matching the node connection relationships recorded in the topological space structure, and recorded as the number of shear force borne paths. .

[0059] Furthermore, spatial comparative analysis methods include: First, for each anchor position, determine its adjacent anchor positions in the bridge deck space. In practice, the adjacency relationship is determined by the spatial distance between anchor positions. When the spatial distance between two anchor positions is less than a preset distance threshold (e.g., 150mm), they are considered to be adjacent anchor positions.

[0060] Secondly, calculate the difference in shear force path load between each stud location and its adjacent stud locations: ;in, and These represent the number of shear force paths borne by the i-th and j-th adjacent stud positions, respectively.

[0061] For example, if the number of shear force paths at the stud location P1 is 6, and the number of shear force paths at the spatially adjacent stud location P2 is 3, then the difference in the number of shear force paths between the two is calculated as follows: .

[0062] Based on spatial comparative analysis, identify the locations of shear studs where the shear force path load-bearing capacity undergoes local abrupt changes, and determine the topological force transmission equilibrium mode between the shear stud locations and the interface shear force transmission path; Specifically, the location where the number of shear path bearing capacity changes abruptly is defined as the location where the difference between the number of shear path bearing capacity and that of the adjacent stud location meets the following criteria: ;in, The preset mutation threshold is preferably set to two paths.

[0063] For example, in the above calculation results, if the difference Then, the position with the larger number of shear force paths between the stud positions P1 and P2 is determined to be the position where the number of shear force paths changes abruptly.

[0064] Furthermore, based on the identified locations of abrupt changes in load capacity, a spatial distribution map of the shear force path quantity is drawn to visually display the degree of spatial distribution balance of the shear force transmission path at the stud locations, thereby determining the topological force transmission balance mode.

[0065] Preferably, based on the topological force transmission balance mode, the optimization objective function Z is established as follows: Where M is the total number of all stud positions; This represents the number of shear force paths at the j-th stud location; The average number of shear force paths at all stud locations is calculated as follows: .

[0066] In practice, by solving for the minimum value of the above-mentioned objective function, the optimal target stud arrangement scheme is determined to achieve a spatially balanced distribution of shear force path load and improve the safety of bridge deck construction.

[0067] For example, the optimization objective function values ​​of the multiple stud placement schemes A, B, and C obtained through optimization calculation are respectively Therefore, scheme B is determined as the target stud placement scheme because it minimizes the objective function.

[0068] Example 2, as Figure 2 As shown in the example, the parts not detailed in this embodiment are as shown in Example 1. This embodiment discloses a BIM-based intelligent management and control system for the construction safety of cross-line steel bridges, including: The first analysis module 201 is used to identify the topological closed abrupt change region of the interface shear force transmission path based on the structural parameters of the steel-UHPC composite bridge deck in the BIM model of the cross-line steel bridge and the construction load conditions, and to determine the shear force sensitive region based on the spatial evolution characteristics of the topological closed abrupt change region. The second analysis module 202 is used to analyze the topological distribution of the crack initiation location in the bridge deck based on the spatial evolution characteristics of the shear-sensitive area, and to determine the local reinforcement area of ​​the studs based on the topological distribution of the crack initiation location. The initial generation module 203 is used to establish a topological space matching structure based on the shear-sensitive area and the local reinforcement area of ​​the studs, and to generate multiple initial stud arrangement schemes based on the topological space matching structure. The scheme determination module 204 is used to perform topological force balance analysis on the stud position and interface shear force transmission path based on the topological space matching structure analysis of the initial stud arrangement scheme, and to generate the target stud arrangement scheme according to the topological force balance mode.

[0069] The above formulas are all dimensionless calculations. The formulas are derived from software simulations based on a large amount of collected data to obtain the most recent real-world results. The preset parameters, weights, and thresholds in the formulas are set by those skilled in the art according to the actual situation.

[0070] The foregoing has only described certain exemplary embodiments of the present invention by way of illustration. Undoubtedly, those skilled in the art can modify the described embodiments in various ways without departing from the spirit and scope of the present invention. Therefore, the foregoing drawings and descriptions are illustrative in nature and should not be construed as limiting the scope of protection of the claims of the present invention.

Claims

1. A BIM-based intelligent management and control method for construction safety of overpass steel bridges, characterized in that, include: Based on the structural parameters of the steel-UHPC composite bridge deck and the construction load conditions in the BIM model of the overpass steel bridge, the topological closed abrupt change region of the interface shear force transmission path is identified, and the shear force sensitive region is determined according to the spatial evolution characteristics of the topological closed abrupt change region. Based on the spatial evolution characteristics of shear-sensitive areas, the topological distribution of bridge deck crack initiation locations is analyzed, and the local reinforcement areas of studs are determined according to the topological distribution of crack initiation locations. A topological space matching structure is established based on the shear-sensitive region and the local reinforcement region of the studs, and multiple initial stud arrangement schemes are generated based on the topological space matching structure. Based on the initial stud arrangement scheme, the topological force transmission balance mode of stud position and interface shear force transmission path is analyzed by topological space matching structure, and the target stud arrangement scheme is generated according to the topological force transmission balance mode.

2. The intelligent management and control method for construction safety of overpass steel bridges based on BIM according to claim 1, characterized in that, The topological abrupt change region of the shear force transmission path at the identification interface includes: Based on the stud-plate element connection relationship of the steel-UHPC composite bridge deck in the BIM model, a directed connection sequence for interface shear force transfer is constructed. In a directed connection sequence, trace the node links where the shear force transmission direction reverses to form a candidate closed link set; The candidate closed link set is mapped to the actual spatial location of the bridge deck, and the topological closure abrupt change region of the interface shear force transmission path is selected based on the spatial continuity and closure of the closed links.

3. The intelligent management and control method for construction safety of cross-line steel bridges based on BIM according to claim 2, characterized in that, The node link where the direction of shear force transmission reverses includes: Based on the stress sequence of nodes under construction load conditions, determine the main shear force transmission direction between nodes; Based on the main shear force transmission direction, the directional consistency of the node connection sequence is checked, and the connection positions with inconsistent directions are marked. Based on the marked connection positions with inconsistent directions, the connection path is traced back node by node, and the complete node link containing the node with the reversed direction is extracted to generate a candidate closed link set.

4. The intelligent management and control method for construction safety of overpass steel bridges based on BIM according to claim 3, characterized in that, The analysis of the topological distribution of the locations where bridge deck cracks initiate includes: Within the shear-sensitive area, based on the spatial orientation change of the interface shear force transmission path, the locations of nodes where the shear force path bifurcates or converges are extracted; The locations of nodes where shear force paths bifurcate or converge are combined according to their relative spatial relationships in the bridge deck to form a group of candidate nodes for crack initiation. Based on the spatial coverage morphology of the candidate node group for crack initiation within the shear-sensitive area, the topological distribution of the crack initiation location in the bridge deck is determined.

5. The BIM-based intelligent management and control method for construction safety of overpass steel bridges according to claim 4, characterized in that, The extraction of the node locations where the shear path branches or converges includes: Based on the node connection sequence of the interface shear force transmission path, the number of incident shear force paths and the number of outgoing shear force paths corresponding to a single node are counted. Identify nodes where the number of incident shear paths is not equal to the number of outgoing shear paths, and determine these nodes as locations where shear paths bifurcate or converge based on this inequality.

6. The intelligent management and control method for construction safety of overpass steel bridges based on BIM according to claim 5, characterized in that, The establishment of the topological space matching structure includes: The spatial boundaries of shear-sensitive regions and local reinforcement regions of studs are extracted, and multi-scale topological mesh units are constructed based on the spatial boundaries; Based on the local spatial overlap of multi-scale topological mesh elements, the mesh elements in the shear-sensitive region are mapped to the mesh elements in the local reinforcement region of the stud. Based on the mapping relationship between the mesh elements in the shear-sensitive region and the mesh elements in the local reinforcement region of the stud, a topological space matching structure is established.

7. The intelligent management and control method for construction safety of overpass steel bridges based on BIM according to claim 6, characterized in that, The construction of multi-scale topological mesh units includes: Based on the spatial morphological variation characteristics of the local reinforcement region of the stud, the initial size of the multi-scale topological mesh unit is determined; Based on the local spatial density of the stud reinforcement region and the shear-sensitive region, the initial size is adaptively adjusted to obtain a scale-adapted multi-scale topological mesh element.

8. The intelligent management and control method for construction safety of cross-line steel bridges based on BIM according to claim 7, characterized in that, The analysis of the topological force transmission equilibrium mode of the stud location and the interface shear force transmission path includes: Based on the initial stud arrangement scheme, the mapping relationship between the position of each stud and the node of the corresponding mesh cell in the topological space matching structure is determined; Based on the node mapping relationship, the number of shear force paths borne by each stud position is calculated, and a spatial comparison analysis is performed between the number of shear force paths borne by adjacent stud positions. Based on spatial comparative analysis, the locations of studs where the shear force path load-bearing capacity undergoes local abrupt changes are identified, and the topological force transmission equilibrium mode between the stud locations and the interface shear force transmission path is determined.

9. The intelligent management and control method for construction safety of overpass steel bridges based on BIM according to claim 8, characterized in that, The determination of the mapping relationship between the position of each stud and the node of the corresponding mesh cell in the topological space matching structure includes: Based on the principle of spatial nearest neighbor between the pin location and the grid cell node, a preliminary set of candidate mapping nodes for the pin location is determined; Based on the contribution of each node in the candidate mapping node set to the topological connectivity of the shear force transfer path, the node with the highest topological connectivity of the shear force transfer path is determined, and the node mapping relationship between each stud position and the corresponding grid element in the topological space matching structure is determined based on this node.

10. A BIM-based intelligent management and control system for construction safety of overpass steel bridges, implemented based on any one of claims 1-9, characterized in that, include: The first analysis module is used to identify the topologically closed abrupt change region of the interface shear force transmission path based on the structural parameters of the steel-UHPC composite bridge deck in the BIM model of the overpass steel bridge and the construction load conditions, and to determine the shear force sensitive region based on the spatial evolution characteristics of the topologically closed abrupt change region. The second analysis module is used to analyze the topological distribution of the crack initiation location in the bridge deck based on the spatial evolution characteristics of the shear-sensitive area, and to determine the local reinforcement area of ​​the studs based on the topological distribution of the crack initiation location. The initial generation module is used to establish a topological space matching structure based on the shear-sensitive area and the local reinforcement area of ​​the studs, and to generate multiple initial stud arrangement schemes based on the topological space matching structure. The scheme determination module is used to perform topological force balance analysis on the stud positions and interface shear force transmission paths based on the initial stud arrangement scheme, and to generate the target stud arrangement scheme based on the topological force balance scheme.

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