Underground structure steel grating design method, device and equipment based on BIM (Building Information Modeling) and medium

Abstract

The invention provides an underground structure steel grating design method and device based on BIM, equipment and a medium, and relates to the field of underground engineering design. In the prior art, the topological structure change of a cavern form needs to depend on a designer to repeatedly and manually adjust a BIM model, so that the modeling efficiency is low, and human errors are easily introduced; steel grating BIM model creation and supporting force calculation belong to independent processes and are executed by different persons through BIM software and finite element analysis software, so that model geometric features and mechanical requirements cannot be associated in real time, and the technical contradiction that the supporting capacity is insufficient or the design is conservative is generated. Geometric parameter analysis and supporting member parameter determination are performed according to the cavern form data, full-process automation of steel grating design and accurate matching of mechanical requirements are achieved, the automation degree and accuracy of underground structure steel grating design are improved, integration of BIM model creation and mechanical analysis is achieved, and the construction efficiency is improved. And the problems of personal error and design disjunction in the traditional method are reduced.

Description

Technical Field

[0001] This invention relates to the field of underground engineering design technology, and in particular to a BIM-based design method, device, equipment and medium for underground structural steel grids. Background Technology

[0002] With the increasing application of Building Information Modeling (BIM) technology in underground engineering projects such as water conservancy and tunnels, higher demands are being placed on the accuracy, efficiency, and informatization of engineering design. As a key component for maintaining the stability of the surrounding rock, the quality and efficiency of the BIM model design of steel grating in underground cavern support structures directly affect subsequent construction, quantity calculation, and mechanical analysis.

[0003] Currently, the industry mainly uses traditional manual BIM modeling methods: relying entirely on the manual operation of designers. Designers need to manually draw the model of each section of steel grid in BIM software based on geological survey data and cavern axis, and carry out segmentation, node design and engineering quantity statistics.

[0004] However, the above solution has significant drawbacks: for caverns with complex shapes, the model needs to be manually adjusted repeatedly to adapt to changes in topology, which greatly increases the time consumption. Furthermore, the creation of the BIM model of the steel grating and the calculation of the support force are separate processes, usually completed by different personnel using different software (such as BIM software and finite element analysis software). This separation leads to the model not matching the actual mechanical requirements, which may result in insufficient support capacity or conservative design, posing safety hazards and economic waste.

[0005] The aforementioned problems seriously affect the efficiency, accuracy, and economy of steel support design for underground engineering projects, thus necessitating a solution that can achieve automated and integrated design. Summary of the Invention

[0006] To address the shortcomings of existing technologies where changes in cavern morphology and topology require repeated manual adjustments to the BIM model, resulting in low modeling efficiency and susceptibility to errors; furthermore, steel grid BIM modeling and support force calculations are performed by different personnel using different software, making it impossible to correlate geometric features with mechanical requirements in real time, leading to insufficient support capacity or conservative designs, this invention proposes a BIM-based steel grid design method for underground structures, specifically including: Acquire tunnel morphology data, which includes at least one of the following: tunnel BIM model, two-dimensional contour line generated by gradient segment cutting, and tunnel parameters defined by axis equation and cross-section function; The cavern morphology is analyzed based on the cavern morphology data to obtain the cavern's geometric parameters; The initial support parameters are determined based on the surrounding rock type and geometric parameters of the cavern, and the initial support parameters include at least the parameters of the anchor bolts and the thickness of the shotcrete. The initial support force provided by the anchor bolts and shotcrete is calculated based on the initial support parameters. The safety factor under the initial support force is calculated by combining the convergence-constraint method with the support characteristic curve and the surrounding rock characteristic curve. If the safety factor does not meet the preset requirements, calculate the additional support force required to bring the safety factor up to the preset requirements; The type of support component is determined based on the geometric parameters, and the component parameters corresponding to the type of support component are determined based on the supplementary support force. The supporting components are segmented based on preset rules to obtain the segmentation results, and the bolt hole positions are located. Based on the component parameters and segmentation results, a BIM model with engineering quantity statistics is generated, and a bill of quantities for steel supports is output.

[0007] Furthermore, when calculating the safety factor using the convergence-constraint method, the first preset distance between the starting position of the support structure and the tunnel excavation face is one tunnel diameter, and the second preset distance for the steel supports is one meter; the second preset distance is adjusted during construction by supplementing the support force.

[0008] Furthermore, the geometric parameters include the cavity curvature radius, and the type of support member is determined based on the cavity curvature radius, including: When the radius of curvature of the cavern is not less than the preset cavern diameter, the type of support member selected is I-beam; When the radius of curvature of the cavern is less than the preset cavern diameter, the type of support component is selected as steel grid.

[0009] Furthermore, the preset hole diameter is 5 meters.

[0010] Furthermore, the segmentation of the steel grating based on preset rules includes: The support components are segmented based on a preset weight or preset length. The bolt hole positions are determined based on the location of the segments and supporting components.

[0011] Furthermore, determining the component parameters corresponding to the type of support component based on the supplementary support force includes: Select a set of component parameters based on the aforementioned supplementary support force; The selected component parameters are mechanically verified. If the verification fails, a new set of component parameters is selected for mechanical verification until the verification passes.

[0012] Furthermore, the selection of a set of component parameters based on the maximum support force includes: The supplementary support force is matched with the bearing capacity of support components of different specifications to obtain the matching result; Based on the matching results, the minimum or optimal specification that meets the load-bearing requirements is selected, and the selected specification is used as the component parameter.

[0013] A BIM-based design device for underground structural steel grating, the device employing a BIM-based design method for underground structural steel grating as described in any of the preceding claims, specifically comprising the following modules: The acquisition module is used to acquire tunnel morphology data, which includes at least one of the following: tunnel BIM model, two-dimensional contour line generated by gradient segment cutting, and tunnel parameters defined by axis equation and cross-section function; An analysis module, connected to the acquisition module, is used to analyze the cavern morphology based on the cavern morphology data to obtain the cavern's geometric parameters; The first determining module, connected to the analysis module, is used to determine the initial support parameters based on the surrounding rock type and geometric parameters of the cavern. The initial support parameters include at least the parameters of the anchor bolts and the thickness of the shotcrete. A first calculation module, connected to the first determination module, is used to calculate the initial support force provided by the anchor bolt and shotcrete based on the initial support parameters. The second calculation module, connected to the first calculation module, is used to calculate the safety factor under the initial support force by combining the support characteristic curve and the surrounding rock characteristic curve using the convergence-constraint method. The third calculation module, connected to the second calculation module, is used to calculate the supplementary support force required to bring the safety factor up to the preset requirement when the safety factor does not meet the preset requirement. The second determining module, connected to the third calculation module, is used to determine the type of support component and the component parameters corresponding to the type of support component based on the supplementary support force. The segmentation module, connected to the second determining module, is used to segment the support component based on preset rules, obtain the segmentation results, and locate the bolt hole positions; The generation module, connected to the segmentation module and the second determination module, is used to generate a BIM model with engineering quantity statistics based on the component parameters and segmentation results, and output the bill of quantities for steel supports.

[0014] An electronic device, the device comprising: a processor and a memory storing computer program instructions; When the processor executes the computer program instructions, it implements a BIM-based underground structure steel grid design method as described in any of the preceding claims.

[0015] A computer-readable storage medium storing computer program instructions that, when executed by a processor, implement a BIM-based underground structure steel grid design method as described in any of the preceding claims.

[0016] Compared with the prior art, the beneficial effects of the present invention are as follows: Firstly, by acquiring cavern morphology data and performing geometric parameter analysis and support component parameter determination based on the cavern morphology data, the entire process of steel grid design is automated and the mechanical requirements are precisely matched. This improves the automation and accuracy of underground structure steel grid design, integrates BIM model creation and mechanical analysis, and effectively avoids human error and design disconnect problems in traditional methods. Secondly, by integrating the length of the supporting components, the number of bolts, the type of supporting components, and the component parameters into the bill of quantities for steel supports, an organic connection with the pre-design process is achieved. In the process of generating the BIM model based on the cavity morphology data, the analysis results of geometric parameters directly drive the determination of the type of supporting components. The segmentation results and hole location data simultaneously determine the number of bolts, while the accurate calculation of component parameters ensures that the bill of quantities content is consistent with the mechanical verification results. This transforms the quantity statistics from a discrete operation that relies on manual intervention to an automated output process. The completeness of the bill of quantities elements eliminates information gaps, thereby ensuring the accurate alignment between design output and construction requirements. Attached Figure Description

[0017] To more clearly illustrate the specific embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the specific embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are some embodiments of the present invention. For those skilled in the art, other drawings can be obtained from these drawings without creative effort.

[0018] Figure 1 This is a flowchart illustrating a BIM-based steel grid design method for underground structures in Example 1. Figure 2 This is a structural block diagram illustrating a BIM-based underground structure steel grid design device in Example 2; Figure 3 This is a structural block diagram illustrating an electronic device in Example 3. Detailed Implementation

[0019] To make the objectives, technical solutions, and advantages of this invention clearer, the technical solutions of this invention will be clearly and completely described below. Obviously, the described embodiments are only a part of the embodiments of this invention, and not all of them. Based on the embodiments of this invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of this invention.

[0020] The specific embodiments of the present invention will be described below.

[0021] The purpose of this invention is to overcome the shortcomings of existing technologies and provide a BIM-based design method, device, equipment, and medium for underground structural steel grids. This method achieves full-process automation, mechanical precision, and intelligent design from geological condition analysis to steel grid BIM model generation. The core of this method lies in forming a closed-loop design process that includes mechanical feedback. First, based on geological parameters, in-situ stress analysis is performed to determine the tunnel outline. Then, initial support parameters (anchor bolts, shotcrete) are selected according to specifications, and their support force is calculated. Next, the convergence-constraint method is introduced to verify the safety factor of the initial support scheme. If the initial support is insufficient to maintain the stability of the surrounding rock (insufficient safety factor), the supplementary support force that needs to be borne by steel supports is calculated. Subsequently, the steel supports are no longer designed independently but are used as a supplementary part of the support system. Based on this supplementary support force, precise parametric design (including type selection and specification determination) is performed. The designed steel supports are then intelligently segmented according to engineering constraints (transportation, installation). Finally, a BIM model and bill of quantities are automatically generated.

[0022] Example 1 like Figure 1 As shown, this invention proposes a BIM-based design method for underground structural steel grids, which specifically includes the following steps: Step S1: Obtain tunnel morphology data, which includes at least one of the following: tunnel BIM model, two-dimensional contour line generated by gradient segment cutting, and tunnel parameters defined by axis equation and cross-section function; Among them, the cave morphology data is a set of data describing the geometry of the cave.

[0023] For cavern BIM models: Existing cavern BIM models contain the cavern's three-dimensional geometric information. Cross-sectional locations can be specified, such as multiple cross-sectional locations along the cavern's axis. Using BIM software, the intersection of the specified cross-sectional locations and the BIM model is calculated, thereby extracting the two-dimensional cross-sectional profile.

[0024] For 2D contour lines generated by gradient segment cutting: The 2D contour line file contains polyline data for one or more sections, where the sections can be cutting operations from other software (such as CAD). When the 2D contour line file is acquired, the polyline data is parsed, and its closure and rationality are verified. If the polyline is not closed, it is automatically repaired or the user is prompted to make modifications.

[0025] For tunnel parameters defined by the axis equation and cross-section function: the user inputs the tunnel parameters, including: axis equation: for example, the equation of a straight line z=ax+b or the equation of a curve; cross-section function: for example, the circular cross-section function r=f(θ), where r is the radius and θ is the angle; or the horseshoe cross-section function.

[0026] For example, for a circular cross-section with radius R = 5m and axis equations x = t, y = 0, z = 0.1 × t, where t is a parameter, a cross-sectional polyline is generated at a specified location based on the axis equation and the cross-sectional function. First, sampling points are taken along the axis, and then the cross-sectional function is applied at each sampling point to generate a two-dimensional profile.

[0027] Step S2: Analyze the cave morphology based on the cave morphology data to obtain the cave's geometric parameters.

[0028] In this embodiment, the cavern morphology is analyzed based on the cavern morphology data to extract geometric parameters, such as the cavern radius of curvature or cross-sectional dimensions.

[0029] Step S3: Determine the initial support parameters based on the surrounding rock type and geometric parameters of the cavern. The initial support parameters include at least the parameters of the anchor bolts and the thickness of the shotcrete.

[0030] In this embodiment, based on the surrounding rock grade and tunnel diameter, the "Technical Specification for Anchor-Shotcrete Support in Hydropower and Water Conservancy Projects" is automatically queried to select anchor bolt parameters (e.g., length L=4.5m, spacing @1.2m×1.2m) and shotcrete thickness (e.g., shotcrete thickness t). c =150mm).

[0031] The surrounding rock grade can be determined using Table 1. Table 1

[0032] Step S4: Calculate the initial support force provided by the anchor bolt and shotcrete based on the initial support parameters.

[0033] In this embodiment, the geological parameters of the engineering area are obtained, including but not limited to the unit weight γ, cohesion c, internal friction angle φ, and burial depth H, such as γ=27kN / m³, c=1.5MPa, φ=40°, and H=100. The burial depth is determined according to the specific project. The geostress field is calculated using the geological parameters of the engineering area.

[0034] The geostress field includes vertical stress and horizontal stress. For vertical stress: σ v =γ×H, where γ is the unit weight, H is the burial depth, and σ v Vertical stress; Horizontal stress: σ h =K0×σ v Where K0 is the lateral pressure coefficient, σ h For horizontal stress (a) Calculation of surrounding rock pressure: Critical support pressure calculation formula: , where p cr For the critical support pressure, p o This represents the original ground stress at this location before tunnel excavation.

[0035] Formula for calculating the relationship between the radius of the plastic zone and the support resistance (p) i ≥p cr ): Where uie is the radial displacement around the tunnel in the elastic stage, pie is the support resistance provided to the tunnel by the support structure, and r o Let E be the excavation radius of the tunnel, v be the Poisson's ratio of the rock mass, which is an elastic constant of the material, representing the ratio of lateral deformation to axial deformation. m p is the elastic modulus of rock mass, which measures the rock mass's ability to resist elastic deformation under stress. o This represents the original ground stress at this location before tunnel excavation.

[0036] Formula for calculating the relationship between tunnel deformation and support resistance (p) i< p cr ): Where rp is the radius of the plastic zone formed around the tunnel, pip is the support resistance provided by the support structure during the plastic stage, and r o p is the excavation radius of the tunnel. o For the original geostress, σ cm σ is the uniaxial compressive strength of the rock mass, k is a constant related to the internal friction angle φ of the rock mass, usually k=(1+sinφ) / (1-sinφ), σ cm =2ccosφ / (1-sinφ), where c is the cohesive force.

[0037] The total displacement up (pip) of the tunnel wall consists of the superposition of elastic and plastic displacements, calculated using the following formula: G=E m / 2(1+v), =(1+sinφ) / (1-sinφ), where ro p is the excavation radius of the tunnel. o p represents the original ground stress at this location before tunnel excavation. cr For the critical support pressure, σ cm G is the uniaxial compressive strength of the rock mass, G is the shear modulus of the rock mass, ξ is the intermediate coefficient, and p i For the support pressure of the support structure, E m ν is the elastic modulus of the rock mass, and v_rock is Poisson's ratio.

[0038] When p i ≥p cr At that time, the formula relating the plastic zone radius to the support resistance is used to calculate uie (pie), and data points (p) are generated. i , uie (pie)); when p i < cr At that time, the formula relating tunnel deformation and support resistance is used to calculate rp(pip), and the plastic displacement up(pip) is calculated to generate data points (p). i ,up(pip)), where p i To determine the supporting force of the support structure, characteristic curves of the surrounding rock are plotted using the generated data points.

[0039] (ii) Calculation of support force for support structure In this embodiment, the support parameters are automatically selected based on the tunnel diameter according to GB50086-2015 Technical Specification for Rock and Soil Anchors and Shotcrete Support Engineering, and the support force is calculated: Anchor bolt: Where psbmax is the maximum support resistance that the anchor bolt can provide, Tbf is the ultimate tensile bearing capacity of a single anchor bolt, and s l s represents the spacing of the anchor bolts along the tunnel axis. c This refers to the spacing of the anchor bolts in the circumferential direction of the tunnel.

[0040] Anchor bolt support stiffness: , of which E b L represents the elastic modulus of the anchor bolt steel. b s is the length of the anchor bolt. l s represents the spacing of the anchor bolts along the tunnel axis. c k represents the spacing of the anchor bolts in the circumferential direction of the tunnel. b This refers to the stiffness of the anchor bolt support.

[0041] Shotcrete: Where pscmax is the maximum support resistance that the shotcrete layer can provide, f c r is the design value of the compressive strength of shotcrete. o t is the excavation radius of the tunnel. c This refers to the thickness of the sprayed concrete layer.

[0042] Shotcrete support stiffness: ; Where, k c V represents the stiffness of the shotcrete support, Ec represents the elastic modulus of concrete, and V represents the elasticity of the shotcrete support. c The Poisson's ratio for concrete is taken as 0.2, t c This refers to the thickness of the sprayed concrete layer.

[0043] Total maximum support force: plim = psbmax + pscmax Total support stiffness: k s =k b +k c .

[0044] Initial displacement u0:

[0045] Among them, u pi=0 It is the ultimate displacement of the tunnel wall in the unsupported state, l d This refers to the distance from the starting point of the support to the working face.

[0046] During the displacement u≥u0 stage, the support force increases linearly with the displacement until it reaches the maximum support force: ; Based on the above data, displacement u and support force p s The curve, i.e., the characteristic curve of initial support force. in, It is the displacement at the turning point when the support system transitions from the elastic working section to the fully plastic (bearing capacity reaches its limit), u is the radial displacement of the tunnel wall (or the inner edge of the support) into the tunnel, u0 is the initial displacement, and k s For the total support stiffness, p s For support force.

[0047] Step S5: Using the convergence-constraint method, combining the support characteristic curve and the surrounding rock characteristic curve, calculate the safety factor under the initial support force.

[0048] When using the convergence-constraint method to calculate the safety factor, the first preset distance between the starting position of the support structure and the tunnel excavation face is 1 tunnel diameter, and the second preset distance of the steel support is 1 meter; the second preset distance is adjusted during construction by supplementing the support force.

[0049] In this embodiment, the convergence-constraint method is used to draw the surrounding rock characteristic curve and the initial support characteristic curve. The distance from the support starting point to the tunnel face is set to one tunnel diameter. This distance can be adjusted as needed. The surrounding rock characteristic curve and the initial support characteristic curve are drawn in the same coordinate system. The intersection of the two curves is the equilibrium point, with coordinates as follows: .

[0050] Calculate the safety factor under the current initial support: Where plim is the total maximum support force. To balance the support pressure, FS is the safety factor.

[0051] Step S6: If the safety factor does not meet the preset requirements, calculate the supplementary support force required to bring the safety factor up to the preset requirements. Based on the project level and risk level, a target safety factor FS is preset. target For example, Level 1 engineering (high risk): FS target =1.5; Level 2 Project (Medium Risk): FS target =1.35; Level 3 Project (Low Risk): FS target =1.2, where FS≥FS target The initial support meets the preset requirements; FS <FS targe The initial support does not meet the preset requirements and additional support is needed.

[0052] Supplementary support force calculation formula: Where plim is the total maximum support force, FS target For the target safety factor, To balance the support pressure, Δp i To supplement the support force.

[0053] Step S7: Determine the type of support component based on the geometric parameters, and determine the component parameters corresponding to the type of support component based on the supplementary support force; The geometric parameters include the radius of curvature of the cavern. The type of support component is determined based on the geometric parameters, including: if the radius of curvature of the cavern is not less than the preset cavern diameter, the support component type is selected as I-beam; if the radius of curvature of the cavern is less than the preset cavern diameter, the support component type is selected as steel grid. The preset cavern diameter is 5 meters.

[0054] Among them, the curvature radius of the cavern refers to the geometric measure of the degree of curvature of the cavern axis. It can be calculated using BIM model curvature analysis algorithms or contour line fitting, thereby objectively quantifying the stress distribution characteristics of the surrounding rock and providing a quantifiable physical basis for the selection of support component types. The preset cavern diameter refers to the pre-set curvature radius threshold, which can be determined based on engineering specifications or historical project data. It can also be modified as needed later, thereby establishing a quantitative decision-making standard for the selection of support component types and avoiding the arbitrariness caused by subjective experience judgment.

[0055] When the radius of curvature of the tunnel is not less than the preset tunnel diameter, I-beams are selected to utilize their high rigidity and strength characteristics, ensuring sufficient support in gentle sections and simplifying the installation process. When the radius of curvature of the tunnel is less than the preset tunnel diameter, conditional steel grating is selected to utilize its flexibility and plasticity, enabling it to adapt to the shape changes in sharp bends and preventing the risk of local failure due to the inability of rigid components to fit properly.

[0056] The step of determining the component parameters corresponding to the type of support component based on the supplementary support force includes: selecting a set of component parameters based on the supplementary support force; performing mechanical verification on the selected component parameters; if the verification fails, selecting a new set of component parameters for mechanical verification until the verification passes.

[0057] In this embodiment, a set of component parameters is selected based on the supplementary support force, so that the parameter selection directly responds to the support requirements. Finally, the mechanical reliability of the parameters is continuously verified through mechanical verification and iteration mechanism, and the parameter selection is dynamically adjusted according to the verification results, forming a closed-loop optimization process. This ensures that the component parameters of the steel grating meet the safety requirements and avoid resource waste, thus solving the problem of the disconnect between support requirements and parameter selection.

[0058] For example, when designing a tunnel project, the BIM model of the tunnel is first imported using BIM software to extract the radius of curvature. Based on the relationship between the radius of curvature and the preset tunnel diameter, it is determined whether to select I-beams or steel grids. Based on the calculated supplementary support force, the smallest specification that can withstand the supplementary support force is selected from the specification library of the selected I-beams or steel grids as the initial component parameters. Finally, a mechanical verification is performed. If the verification shows that the stress exceeds the standard, a larger specification component is selected for verification again until the verification passes.

[0059] The above scheme ensures that the steel grating design meets the safety requirements for surrounding rock stability, while avoiding insufficient support capacity or conservative design due to improper parameter selection, thereby eliminating safety hazards and reducing material waste.

[0060] The step of selecting a set of component parameters based on the supplementary support force includes: matching the supplementary support force with the bearing capacity of support components of different specifications to obtain a matching result; selecting the minimum or optimal specification that meets the bearing requirements based on the matching result, and using the selected specification as the component parameter.

[0061] In this embodiment, the supplementary support force is first matched with the load-bearing capacity of support components of different specifications to generate matching results, thereby quantifying the correlation between mechanical requirements and component capacity. Next, a set of specifications that meet the load-bearing requirements is selected based on the matching results. Finally, the minimum or optimal specification is selected from this set as the component parameter. Quantitative matching ensures the scientific basis for parameter selection and avoids the arbitrariness of traditional experience-based selection. The minimum specification selection mechanism prioritizes material economy under the premise of safe load-bearing capacity, while the optimal specification selection mechanism incorporates comprehensive factors such as construction feasibility, effectively balancing safety and efficiency. Finally, the selected specification is directly output as the component parameter, reducing the number of iterations in subsequent mechanical verification and achieving seamless integration of mechanical analysis and BIM design processes.

[0062] In this embodiment, the calculated supplementary support force value is input into the support component specification database, which stores the load-bearing capacity data of I-beams and steel grids of different specifications. After identifying all specifications that meet the load-bearing requirements through a numerical comparison algorithm, the smallest specification is selected as the component parameter. If the smallest specification is difficult to operate during construction and installation, the second smallest specification is automatically selected to take into account the feasibility of on-site construction.

[0063] In other alternative embodiments, it can also be done through formula Calculate the required cross-sectional area A of the I-beams or steel grating. s This allows selection of the corresponding I-beams or steel gratings, where the preset spacing of the I-beams or steel gratings is 1m. f is the maximum support resistance that the steel grating can provide. y s represents the yield strength of the grating steel. l The spacing of the steel grating (along the tunnel axis), r o This is the excavation radius of the tunnel.

[0064] pass The calculation of support stiffness, where Kss is the support stiffness of the steel grating, representing the force required for the grating to generate a unit radial displacement, and A... s Let be the total cross-sectional area within a single spacing unit of the steel grating, and let Es be the elastic modulus of the steel. l r is the spacing of the steel grating. o This is the excavation radius of the tunnel.

[0065] Step S8: Divide the support component into segments based on preset rules to obtain the segmentation results, and locate the bolt hole positions; The segmentation of the steel grating based on preset rules includes: segmenting the supporting components based on preset weight or preset length; and determining the bolt hole positions based on the segmentation and the location of the supporting components.

[0066] The preset weight is the maximum permissible weight of the segmented support component, which can be set based on the upper limit of the handling capacity of construction equipment or the load limit of transport vehicles. This ensures that the weight of the segmented component meets the on-site construction conditions and avoids installation difficulties and safety risks caused by excessive component weight. The preset length is the maximum permissible length of the segmented support component, which can be set based on the standard length of the tunnel construction section or the size of the transport channel. This ensures that the segmentation results adapt to the actual space constraints of the engineering site and guarantee the transportability and ease of installation of the component. Segmentation is the process of cutting the support component into multiple independent segments along the tunnel axis. This can be achieved by automatic segmentation using software algorithms or manual adjustment based on geometric continuity to facilitate production and installation. Bolt hole positioning refers to determining the specific location of the bolt holes at the connection of the support component. This can be achieved using coordinate calculation or geometric projection methods, such as a single section weight ≤ 8 tons (based on the on-site crane capacity) and a length ≤ 12 meters (based on transport vehicles). This ensures that the joint avoids high stresses such as the arch waist, and a connecting plate and bolt group are designed for each joint. The bolt hole positioning accuracy is controlled within ±2mm.

[0067] In this embodiment, the supporting component is first segmented according to a preset weight or preset length to generate a segmentation result. Then, based on the segmentation result and the specific location information of the supporting component in the cavern, the bolt hole positions are accurately calculated, thereby ensuring that the segmentation process strictly follows the actual engineering constraints. Meanwhile, the hole positioning dynamically matches the local geometry of the cavern, thus achieving an organic connection between segmentation and positioning and effectively eliminating reliance on manual experience.

[0068] In this embodiment, a preset weight can be set as the maximum lifting capacity of the construction crane, and the support component can be automatically divided into segments whose weight does not exceed the limit. After segmentation, the bolt hole positions are calculated based on the radius of curvature of each support component in the cavern to ensure the geometric continuity of the connection.

[0069] Through the above scheme, the segmentation process has been standardized and automated, significantly reducing design time; the segmentation results strictly comply with the handling capacity and transportation limitations of construction equipment, avoiding installation problems caused by excessively heavy or long components; and the precise positioning of bolt holes has improved the installation accuracy and overall stability of the support structure.

[0070] Step S9: Generate a BIM model with engineering quantity statistics based on the component parameters and segmentation results, and output the bill of quantities for steel support.

[0071] The bill of quantities for the steel support works includes, but is not limited to, the length of the support components, the specifications and quantity of bolts, the type of support components, the parameters of the components, and the total weight of the support components.

[0072] Among them, the length of the supporting component is the actual physical dimension of each segment of the steel grating, which can be determined by automatic measurement using a BIM model or by analysis of geometric parameters; the number of bolts refers to the total number of fasteners required at the connection node, which can be statistically calculated by algorithms based on the segmentation results and hole positioning data; the type of supporting component is the structural form category of the steel grating, including I-beams, steel gratings, or other supporting forms adapted to the geometric conditions of the cavern; the component parameters refer to the specific specifications and attributes of the supporting component, which can include generalized parameters such as cross-sectional dimensions, material grade, or mechanical performance indicators.

[0073] In this embodiment, when generating the bill of quantities for steel supports, the segment length data of each support component in the BIM model is automatically extracted, and the total number of bolts required for each connection node is calculated based on the segmentation results. At the same time, the support component type and its corresponding specific specifications determined according to the geometric parameters of the cavern are included in the bill of quantities, so that construction personnel can directly complete the material preparation and installation work based on the bill of quantities without the need to supplement key information.

[0074] Example 2 like Figure 2 As shown, the present invention also proposes a BIM-based underground structure steel grid design device, which uses a BIM-based underground structure steel grid design method as described in any one of Embodiment 1, including the following modules: The acquisition module is used to acquire tunnel morphology data, which includes at least one of the following: tunnel BIM model, two-dimensional contour line generated by gradient segment cutting, and tunnel parameters defined by axis equation and cross-section function; An analysis module, connected to the acquisition module, is used to analyze the cavern morphology based on the cavern morphology data to obtain the cavern's geometric parameters; The first determining module, connected to the analysis module, is used to determine the initial support parameters based on the surrounding rock type and geometric parameters of the cavern. The initial support parameters include at least the parameters of the anchor bolts and the thickness of the shotcrete. A first calculation module, connected to the first determination module, is used to calculate the initial support force provided by the anchor bolt and shotcrete based on the initial support parameters. The second calculation module, connected to the first calculation module, is used to calculate the safety factor under the initial support force by combining the support characteristic curve and the surrounding rock characteristic curve using the convergence-constraint method. The third calculation module, connected to the second calculation module, is used to calculate the supplementary support force required to bring the safety factor up to the preset requirement when the safety factor does not meet the preset requirement. The second determining module, connected to the third calculation module, is used to determine the type of support component and the component parameters corresponding to the type of support component based on the supplementary support force. The segmentation module, connected to the second determining module, is used to segment the support component based on preset rules, obtain the segmentation results, and locate the bolt hole positions; The generation module, connected to the segmentation module and the second determination module, is used to generate a BIM model with engineering quantity statistics based on the component parameters and segmentation results, and output the bill of quantities for steel supports.

[0075] This invention addresses the shortcomings of existing technologies. In existing methods, changes in the topological structure of caverns require repeated manual adjustments to the BIM model by designers, leading to low modeling efficiency and susceptibility to human error. Furthermore, the creation of the steel grating BIM model and the calculation of support forces are separate processes performed by different personnel using BIM software and finite element analysis software. This results in a lack of real-time correlation between the model's geometric features and mechanical requirements, leading to technical contradictions such as insufficient support capacity or conservative design, directly impacting project safety and economic indicators. This invention, by acquiring cavern morphology data and performing geometric parameter analysis and support component parameter determination based on this data, achieves full automation of the steel grating design process and precise matching of mechanical requirements. It improves the automation and accuracy of underground structure steel grating design, integrates BIM model creation and mechanical analysis, and effectively avoids the human error and design disconnect problems inherent in traditional methods.

[0076] Example 3 Figure 3 This is a structural block diagram of an electronic device provided in an embodiment of this application. Figure 3 As shown, the electronic device includes a memory, a processor, and a communication bus; the memory and the processor are connected via the communication bus. The memory stores a ship draft video tracking method based on tide data, which can be loaded and executed by the processor, as provided in the above embodiment.

[0077] The memory can be used to store instructions, programs, code, code sets, or instruction sets. The memory 301 may include a program storage area and a data storage area. The program storage area may store instructions for implementing an operating system, instructions for at least one function, and instructions for implementing the BIM-based underground structure steel grid design method provided in the above embodiments. The data storage area may store data involved in the BIM-based underground structure steel grid design method provided in the above embodiments.

[0078] The processor may include one or more processing cores. The processor executes instructions, programs, code sets, or instruction sets stored in memory, and calls data stored in memory to perform various functions and process data as described in this application. The processor may be at least one of the following: Application-Specific Integrated Circuit (ASIC), Digital Signal Processor (DSP), Digital Signal Processing Device (DSPD), Programmable Logic Device (PLD), Field Programmable Gate Array (FPGA), Central Processing Unit (CPU), controller, microcontroller, and microprocessor. It is understood that, for different devices, the electronic devices used to implement the above-described processor functions may also be other types, and the embodiments of this application do not specifically limit this.

[0079] A communication bus can include a pathway for transmitting information between the aforementioned components. The communication bus can be a PCI (Peripheral Component Interconnect) bus or an EISA (Extended Industry Standard Architecture) bus, etc. Communication buses can be categorized into address buses, data buses, control buses, etc. For ease of representation, Figure 3 The symbol is represented by a single double arrow, but this does not mean that there is only one bus or one type of bus.

[0080] Example 4 This application provides a computer-readable storage medium storing a computer program that can be loaded by a processor and executed as described in the above embodiments, a BIM-based underground structure steel grid design method.

[0081] In this embodiment, the computer-readable storage medium can be a tangible device that holds and stores instructions used by an instruction execution device. The computer-readable storage medium can be, but is not limited to, an electrical storage device, a magnetic storage device, an optical storage device, an electromagnetic storage device, a semiconductor storage device, or any combination thereof. Specifically, the computer-readable storage medium can be a portable computer disk, a hard disk, a USB flash drive, random access memory (RAM), read-only memory (ROM), erasable programmable read-only memory (EPROM or flash memory), staging random access memory (SRAM), portable compact disc read-only memory (CD-ROM), digital multifunction disc (DVD), memory stick, floppy disk, optical disk, magnetic disk, mechanical encoding device, or any combination thereof.

[0082] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention, and not to limit them; although the present invention has been described in detail with reference to the foregoing embodiments, those skilled in the art should understand that modifications can still be made to the technical solutions described in the foregoing embodiments, or equivalent substitutions can be made to some or all of the technical features; and these modifications or substitutions do not cause the essence of the corresponding technical solutions to deviate from the technical solutions of the embodiments of the present invention.

Claims

1. A BIM-based design method for underground structural steel grids, characterized in that, include: Acquire tunnel morphology data, which includes at least one of the following: tunnel BIM model, two-dimensional contour line generated by gradient segment cutting, and tunnel parameters defined by axis equation and cross-section function; The cavern morphology is analyzed based on the cavern morphology data to obtain the cavern's geometric parameters; The initial support parameters are determined based on the surrounding rock type and geometric parameters of the cavern, and the initial support parameters include at least the parameters of the anchor bolts and the thickness of the shotcrete. The initial support force provided by the anchor bolts and shotcrete is calculated based on the initial support parameters. The safety factor under the initial support force is calculated by combining the convergence-constraint method with the support characteristic curve and the surrounding rock characteristic curve. If the safety factor does not meet the preset requirements, calculate the additional support force required to bring the safety factor up to the preset requirements; The type of support component is determined based on the geometric parameters, and the component parameters corresponding to the type of support component are determined based on the supplementary support force. The supporting components are segmented based on preset rules to obtain the segmentation results, and the bolt hole positions are located. Based on the component parameters and segmentation results, a BIM model with engineering quantity statistics is generated, and a bill of quantities for steel supports is output.

2. The BIM-based steel grid design method for underground structures according to claim 1, characterized in that, When using the convergence-constraint method to calculate the safety factor, the first preset distance between the starting position of the support structure and the tunnel excavation face is 1 tunnel diameter, and the second preset distance of the steel support is 1 meter. The second preset distance is adjusted during construction by supplementing the support force.

3. The BIM-based steel grid design method for underground structures according to claim 1, characterized in that, The geometric parameters include the radius of curvature of the cavity, and the determination of the support member type based on the geometric parameters includes: When the radius of curvature of the cavern is not less than the preset cavern diameter, the type of support member selected is I-beam; When the radius of curvature of the cavern is less than the preset cavern diameter, the type of support component is selected as steel grid.

4. The BIM-based steel grid design method for underground structures according to claim 3, characterized in that, The preset hole diameter is 5 meters.

5. The BIM-based steel grid design method for underground structures according to claim 1, characterized in that, The segmentation of the steel grating based on preset rules includes: The support components are segmented based on a preset weight or preset length. The bolt hole positions are determined based on the location of the segments and supporting components.

6. The BIM-based steel grid design method for underground structures according to claim 1, characterized in that, The step of determining the component parameters corresponding to the type of support component based on the supplementary support force includes: Select a set of component parameters based on the aforementioned supplementary support force; The selected component parameters are mechanically verified. If the verification fails, a new set of component parameters is selected for mechanical verification until the verification passes.

7. The BIM-based steel grid design method for underground structures according to claim 6, characterized in that, The selection of a set of component parameters based on the maximum support force includes: The supplementary support force is matched with the bearing capacity of support components of different specifications to obtain the matching result; Based on the matching results, the minimum or optimal specification that meets the load-bearing requirements is selected, and the selected specification is used as the component parameter.

8. A BIM-based design device for underground structural steel grids, characterized in that, The system employs a BIM-based steel grid design method for underground structures as described in any one of claims 1 to 7, specifically comprising the following modules: The acquisition module is used to acquire tunnel morphology data, which includes at least one of the following: tunnel BIM model, two-dimensional contour line generated by gradient segment cutting, and tunnel parameters defined by axis equation and cross-section function; An analysis module, connected to the acquisition module, is used to analyze the cavern morphology based on the cavern morphology data to obtain the cavern's geometric parameters; The first determining module, connected to the analysis module, is used to determine the initial support parameters based on the surrounding rock type and geometric parameters of the cavern. The initial support parameters include at least the parameters of the anchor bolts and the thickness of the shotcrete. A first calculation module, connected to the first determination module, is used to calculate the initial support force provided by the anchor bolt and shotcrete based on the initial support parameters. The second calculation module, connected to the first calculation module, is used to calculate the safety factor under the initial support force by combining the support characteristic curve and the surrounding rock characteristic curve using the convergence-constraint method. The third calculation module, connected to the second calculation module, is used to calculate the supplementary support force required to bring the safety factor up to the preset requirement when the safety factor does not meet the preset requirement. The second determining module, connected to the third calculation module, is used to determine the type of support component and the component parameters corresponding to the type of support component based on the supplementary support force. The segmentation module, connected to the second determining module, is used to segment the support component based on preset rules, obtain the segmentation results, and locate the bolt hole positions; The generation module, connected to the segmentation module and the second determination module, is used to generate a BIM model with engineering quantity statistics based on the component parameters and segmentation results, and output the bill of quantities for steel supports.

9. An electronic device, characterized in that, The device includes: a processor and a memory storing computer program instructions; When the processor executes the computer program instructions, it implements a BIM-based underground structure steel grid design method as described in any one of claims 1-7.

10. A computer-readable storage medium, characterized in that, The computer-readable storage medium stores computer program instructions, which, when executed by a processor, implement a BIM-based steel grid design method for underground structures as described in any one of claims 1-7.

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