Deep foundation pit side shift calculation method, device, electronic equipment, medium and program product

Abstract

The application relates to a deep foundation pit side displacement calculation method and device, electronic equipment, medium and program product. The method comprises the following steps: establishing a complete foundation pit BIM model based on the BIM family model of each foundation engineering component; determining a calculation model under each excavation step based on the foundation pit BIM model, and obtaining a node load matrix under the corresponding excavation step and a stiffness matrix under the corresponding excavation step based on the calculation model under each excavation step; obtaining the deformation increment of the supporting structure under each excavation step based on the node load matrix under each excavation step and the stiffness matrix under each excavation step, and sequentially superimposing the deformation increment of the supporting structure under each excavation step to obtain the foundation pit supporting deformation under each excavation step. Therefore, the problem of high cost and low efficiency of the full model finite element analysis method used in the prior art is solved, and the convenience and accuracy of the foundation pit side displacement deformation prediction work are greatly improved.

Description

Technical Field

[0001] The present application relates to the technical field of foundation pit support deformation calculation, and in particular to a method, device, electronic equipment, medium and program product for calculating the lateral displacement of a deep foundation pit. Background Art

[0002] With the development of urbanization, the field of underground engineering is moving towards deeper and larger scales. This trend is particularly prominent in deep foundation pit projects. In the practice of foundation pit construction, in order to ensure the stable service of the original structures in the construction area, the restrictions on the lateral displacement of the foundation pit are very strict, which brings new challenges to engineering design and safety assessment. In the early life cycle of existing deep foundation pit projects, engineers usually need to draw two-dimensional design drawings first, and then carry out computational modeling and analysis based on the two-dimensional design drawings. The secondary modeling of the same design results leads to a waste of human resources. BIM (Building Information Modeling), as a building information technology that integrates three-dimensional design and engineering information, has made it possible to solve the above problems. Forward engineering design based on BIM is the mainstream trend in the current civil engineering industry. Compared with traditional two-dimensional drawing design, BIM technology has more advantages in design three-dimensional visualization, engineering information integration, and data exchange and circulation.

[0003] In related technologies, it is generally considered to import the geometry, parameters and other data in BIM into calculation and analysis software for finite element analysis.

[0004] However, for the task of predicting the lateral displacement of foundation pits only, the finite element analysis of the entire model requires high computational costs and is inefficient, which needs to be solved urgently. Summary of the Invention

[0005] The present application provides a method, device, electronic equipment, medium and program product for calculating the lateral displacement of a deep foundation pit, so as to solve the problems of high calculation cost and low efficiency of the full-model finite element analysis method adopted in the prior art, and greatly improve the convenience and accuracy of the prediction of the lateral displacement deformation of the foundation pit.

[0006] To achieve the above objectives, a first embodiment of the present application provides a method for calculating the lateral displacement of a deep foundation pit, comprising the following steps:

[0007] Creating a BIM family model of each foundation pit engineering component, and building a complete foundation pit BIM model based on the BIM family model of each foundation pit engineering component;

[0008] Based on the foundation pit BIM model, determining a calculation model for each excavation step, and based on the calculation model for each excavation step, obtaining a node load matrix for the corresponding excavation step and a stiffness matrix for the corresponding excavation step;

[0009] Based on the node load matrix under each excavation step and the stiffness matrix under each excavation step, the deformation increment of the support structure under each excavation step is obtained, and the deformation increment of the support structure under each excavation step is superimposed in sequence to obtain the foundation pit support deformation under each excavation step.

[0010] According to one embodiment of the present application, determining the calculation model for each excavation step based on the foundation pit BIM model includes:

[0011] Determine the excavation step elevation plane corresponding to each excavation step based on the foundation pit BIM model;

[0012] The calculation model for each excavation step is determined according to the vertical coordinates of the upper and lower boundaries of each soil layer, the vertical coordinates of the supporting structure in each foundation pit, and the excavation step elevation plane corresponding to each excavation step.

[0013] According to one embodiment of the present application, obtaining the node load matrix and the stiffness matrix of the corresponding excavation step based on the calculation model of each excavation step includes:

[0014] Based on the mechanical parameters of each foundation pit engineering component and the calculation model under the current excavation step, the soil spring stiffness and the initial static earth pressure load of the foundation pit passive zone are calculated, and based on the preset bar system elements, the soil spring stiffness of the foundation pit passive zone and the initial static earth pressure load, a node load matrix under the current excavation step is generated;

[0015] Based on the stiffness of each non-soil structure in the foundation pit BIM model, the preset bar system unit and the soil spring stiffness, a stiffness matrix under the current excavation step is generated.

[0016] According to one embodiment of the present application, before obtaining the node load matrix and the stiffness matrix of the corresponding excavation step based on the calculation model of each excavation step, the method further includes:

[0017] Exporting the BIM foundation pit standard section to be analyzed in the foundation pit BIM model to a preset file;

[0018] Parsing the preset file to obtain the geometric coordinates of each foundation pit engineering component and the mechanical parameters of each foundation pit engineering component;

[0019] Based on the geometric coordinates and the mechanical parameters, the stiffness of each non-soil structure in the foundation pit BIM model is calculated.

[0020] According to one embodiment of the present application, before generating the node load matrix under the current excavation step based on the preset truss element, the soil spring stiffness of the passive zone of the foundation pit, and the initial static soil pressure load, the method further comprises:

[0021] A plurality of control nodes are generated at the elevation positions of the soil layer interface position, the erection position of the supporting structure, and the preset excavation step elevation plane, and a plurality of non-control nodes are uniformly generated between the plurality of control nodes;

[0022] The preset truss element is generated according to the coordinates of the plurality of control nodes and the coordinates of the plurality of non-control nodes.

[0023] According to one embodiment of the present application, the mechanical parameters of each foundation pit engineering component are created in the form of key-value pairs in the parameter attribute of the family model.

[0024] According to the deep foundation pit lateral displacement calculation method proposed in the embodiments of the present application, by creating a BIM family model of each foundation pit engineering component, a complete foundation pit BIM model can be established based on the BIM family model of each foundation pit engineering component, then a calculation model under each excavation step is determined based on the foundation pit BIM model, and based on the calculation model under each excavation step, a node load matrix under the corresponding excavation step and a stiffness matrix under the corresponding excavation step are obtained, and finally, based on the node load matrix under each excavation step and the stiffness matrix under each excavation step, the deformation increment of the supporting structure under each excavation step is obtained, and the deformation increments of the supporting structures under each excavation step are sequentially superimposed, so that the foundation pit supporting deformation under each excavation step is obtained. Thus, the problem of high cost and low efficiency of the full model finite element analysis method used in the prior art is solved, and the convenience and accuracy of the deep foundation pit lateral displacement deformation prediction work are greatly improved.

[0025] To achieve the above-mentioned purpose, the second aspect of the present application proposes a deep foundation pit lateral displacement calculation device, comprising:

[0026] The establishing module is configured to create a BIM family model of each foundation pit engineering component, and establish a complete foundation pit BIM model based on the BIM family model of each foundation pit engineering component;

[0027] The first obtaining module is configured to determine a calculation model under each excavation step based on the foundation pit BIM model, and obtain a node load matrix under the corresponding excavation step and a stiffness matrix under the corresponding excavation step based on the calculation model under each excavation step;

[0028] The second acquisition module is used to obtain the deformation increment of the support structure under each excavation step based on the node load matrix under each excavation step and the stiffness matrix under each excavation step, and to superimpose the deformation increment of the support structure under each excavation step in sequence to obtain the foundation pit support deformation under each excavation step.

[0029] According to one embodiment of the present application, the first obtaining module is specifically configured to:

[0030] Determine the excavation step elevation plane corresponding to each excavation step based on the foundation pit BIM model;

[0031] The calculation model for each excavation step is determined according to the vertical coordinates of the upper and lower boundaries of each soil layer, the vertical coordinates of the supporting structure in each foundation pit, and the excavation step elevation plane corresponding to each excavation step.

[0032] According to one embodiment of the present application, the first obtaining module includes:

[0033] a first generating unit, configured to calculate the soil spring stiffness and the initial static earth pressure load of the passive zone of the foundation pit based on the mechanical parameters of each foundation pit engineering component and the calculation model of the current excavation step, and to generate a node load matrix of the current excavation step based on a preset bar system element, the soil spring stiffness of the passive zone of the foundation pit, and the initial static earth pressure load;

[0034] The second generating unit is used to generate a stiffness matrix under the current excavation step based on the stiffness of each non-soil structure in the foundation pit BIM model, the preset bar system unit and the soil spring stiffness.

[0035] According to one embodiment of the present application, before obtaining the node load matrix and the stiffness matrix of the corresponding excavation step based on the calculation model of each excavation step, the first obtaining module is further configured to:

[0036] Exporting the BIM foundation pit standard section to be analyzed in the foundation pit BIM model to a preset file;

[0037] Parsing the preset file to obtain the geometric coordinates of each foundation pit engineering component and the mechanical parameters of each foundation pit engineering component;

[0038] Based on the geometric coordinates and the mechanical parameters, the stiffness of each non-soil structure in the foundation pit BIM model is calculated.

[0039] According to one embodiment of the present application, before generating the node load matrix for the current excavation step based on the preset bar system elements, the soil spring stiffness of the foundation pit passive zone, and the initial static earth pressure load, the first generating unit is further configured to:

[0040] Generate multiple control nodes at the soil layer boundary position, the support structure installation position and the elevation position of the preset excavation step elevation plane, and evenly generate multiple non-control nodes between the multiple control points;

[0041] The preset bar system unit is generated according to the coordinates of the plurality of controllable nodes and the coordinates of the plurality of non-controllable nodes.

[0042] According to one embodiment of the present application, the mechanical parameters of each foundation pit engineering component are created in the parameter attributes of the family model in the form of key-value pairs.

[0043] According to the deep foundation pit lateral displacement calculation device proposed in the embodiment of the present application, by creating a BIM family model of each foundation pit engineering component, a complete foundation pit BIM model can be established based on the BIM family model of each foundation pit engineering component, and then the calculation model under each excavation step is determined based on the foundation pit BIM model, and based on the calculation model under each excavation step, the node load matrix under the corresponding excavation step and the stiffness matrix under the corresponding excavation step are obtained. Finally, based on the node load matrix under each excavation step and the stiffness matrix under each excavation step, the deformation increment of the support structure under each excavation step is obtained. By superimposing the deformation increment of the support structure under each excavation step in sequence, the foundation pit support deformation under each excavation step can be obtained. In this way, the problem of high calculation cost and low efficiency of the full-model finite element analysis method adopted in the existing technology is solved, and the convenience and accuracy of the foundation pit lateral displacement deformation prediction work are greatly improved.

[0044] To achieve the above-mentioned purpose, the third aspect embodiment of the present application proposes an electronic device, comprising: a memory, a processor, and a computer program stored on the memory and runnable on the processor, wherein the processor executes the program to implement the deep foundation pit lateral displacement calculation method as described in the above embodiment.

[0045] To achieve the above-mentioned objectives, the fourth embodiment of the present application proposes a computer-readable storage medium on which a computer program is stored. The program is executed by a processor to implement the deep foundation pit lateral displacement calculation method as described in the above-mentioned embodiment.

[0046] To achieve the above-mentioned objectives, the fifth embodiment of the present application proposes a computer program product, which includes a computer program. When the computer program is executed by a processor, it is used to implement the deep foundation pit lateral displacement calculation method as described in the above-mentioned embodiment.

[0047] Additional aspects and advantages of the present application will be apparent from the following description of the application, taken in conjunction with the accompanying drawings. BRIEF DESCRIPTION OF DRAWINGS

[0048] The above and / or additional aspects and advantages of the present application will become apparent and be readily appreciated from the following description, taken in conjunction with the accompanying drawings, in which:

[0049] Figure 1 A flow chart of a deep foundation pit lateral displacement calculation method according to an embodiment of the present application;

[0050] Figure 2 A flow chart of another deep foundation pit lateral displacement calculation method according to an embodiment of the present application;

[0051] Figure 3 A schematic diagram of a foundation pit BIM model according to an embodiment of the present application;

[0052] Figure 4 A schematic diagram of a foundation pit plan size according to an embodiment of the present application;

[0053] Figure 5 A schematic diagram of a foundation pit BIM model labeled physical and mechanical parameters according to an embodiment of the present application;

[0054] Figure 6 A schematic diagram of a single excavation step foundation pit lateral displacement deformation increment solution process according to an embodiment of the present application;

[0055] Figure 7 A schematic diagram of a calculation model according to an embodiment of the present application;

[0056] Figure 8 A schematic diagram of a final foundation pit lateral displacement calculation result according to an embodiment of the present application;

[0057] Figure 9 A block schematic diagram of a deep foundation pit lateral displacement calculation device according to an embodiment of the present application;

[0058] Figure 10 A structural schematic diagram of an electronic device according to an embodiment of the present application. DETAILED DESCRIPTION

[0059] Embodiments of the present application are described in detail below with reference to the attached drawings, which show by way of example, embodiments in which like reference numerals refer to like elements or elements having similar functions. The embodiments described below are examples for explaining the present application and are not to be understood as limiting the present application.

[0060] The following describes the deep foundation pit lateral displacement calculation method, device, electronic equipment, medium and program product proposed according to the embodiments of the present application with reference to the accompanying drawings.

[0061] Figure 1 This is a flow chart of a method for calculating the lateral displacement of a deep foundation pit according to an embodiment of the present application.

[0062] For example, Figure 1 As shown in FIG, the deep foundation pit lateral displacement calculation method includes the following steps:

[0063] In step S101 , a BIM family model of each foundation pit engineering component is created, and a complete foundation pit BIM model is established based on the BIM family model of each foundation pit engineering component.

[0064] To ensure the smooth progress of the excavation project, BIM family models of each excavation component will first be created. These family models form the foundational elements of the entire BIM model. These components include, but are not limited to, support systems, anchors, soil nail walls, and retaining structures. By precisely creating these component BIM family models, we ensure that each part's dimensions, materials, and properties are accurately represented. Next, based on these pre-created BIM family models of each excavation component, we can further develop a complete excavation BIM model. This complete model integrates all individual component models into a comprehensive 3D representation. This process ensures that the interrelationships and connections between the various excavation components are accurately simulated, thereby ensuring the structural integrity and constructability of the entire excavation project.

[0065] In step S102, based on the foundation pit BIM model, the calculation model under each excavation step is determined, and based on the calculation model under each excavation step, the node load matrix under the corresponding excavation step and the stiffness matrix under the corresponding excavation step are obtained.

[0066] In other words, during foundation pit excavation, each excavation step requires precise calculation and analysis to ensure the project's safety and stability. Therefore, a calculation model corresponding to each excavation step can be determined based on the BIM model. This calculation model can be used to simulate each stage of actual excavation, thereby understanding how the various components of the foundation pit structure will respond during these stages. After determining the calculation model for each excavation step, the corresponding node load matrix and stiffness matrix can be further derived. The node load matrix describes the load conditions at each structural node during the excavation process, helping engineers understand which components experience the greatest compression or tension. The stiffness matrix describes the stiffness characteristics of the structure under load, specifically its resistance to deformation. By analyzing these two matrices, potential problems during excavation can be predicted and the construction plan adjusted accordingly to ensure the safety of the foundation pit.

[0067] Next, we will explain in detail how to determine the calculation model for each excavation step based on the foundation pit BIM model.

[0068] As a possible implementation method, in some embodiments, the calculation model for each excavation step is determined based on the foundation pit BIM model, including: determining the excavation step elevation plane corresponding to each excavation step based on the foundation pit BIM model; determining the calculation model for each excavation step according to the upper and lower boundary vertical coordinates of each soil layer, the vertical coordinates of each support structure in the foundation pit, and the excavation step elevation plane corresponding to each excavation step.

[0069] Specifically, an excavation step elevation plane corresponding to each excavation step is created in the foundation pit BIM model (i.e., the entire excavation process is broken down into several specific steps), and special labels such as "Excavation 1" and "Excavation 2" are added to distinguish different excavation stages. In order to further refine the calculation model corresponding to different excavation steps, the upper and lower vertical coordinates of each soil layer (i.e., the depth of the soil layer) and the position of the support structure in each foundation pit (the vertical coordinates of the support structure) can be compared, as well as the excavation step elevation plane corresponding to the current excavation step (i.e., the depth of the current excavation surface). By comprehensively considering the above factors, the calculation model for the current excavation step can be determined. This calculation model will combine the physical and mechanical properties of the soil layer, the bearing capacity of the support structure, and the specific requirements of the excavation step to provide scientific guidance for construction. In this way, it can be ensured that every link in the foundation pit excavation process is precisely controlled and managed, thereby improving construction efficiency, reducing safety risks, and ensuring the smooth progress of the project.

[0070] It should be noted that when the calculation model is determined for the first time, an excavation step with the maximum elevation can be selected from all excavation steps as the current excavation step. This excavation step with the maximum elevation usually represents the highest point of the current construction stage and is also an important reference for the construction progress. After determining the first current excavation step, in subsequent analysis steps, the next excavation step with a lower elevation can be selected as the current excavation step. In this way, by gradually lowering the elevation, each stage of the entire excavation process can be gradually analyzed and evaluated to ensure that the calculation model corresponding to each excavation step can accurately reflect the actual construction situation, thereby providing reliable technical support for foundation pit support design and construction.

[0071] The following will explain in detail how to obtain the node load matrix and stiffness matrix of the corresponding excavation step based on the calculation model of each excavation step.

[0072] As a possible implementation method, in some embodiments, based on the calculation model under each excavation step, the node load matrix under the corresponding excavation step and the stiffness matrix under the corresponding excavation step are obtained, including: based on the mechanical parameters of each foundation pit engineering component and the calculation model under the current excavation step, the soil spring stiffness and the initial static soil pressure load in the passive zone of the foundation pit are calculated, and based on the preset rod system unit, the soil spring stiffness and the initial static soil pressure load in the passive zone of the foundation pit, the node load matrix under the current excavation step is generated; based on the stiffness of each non-soil structure in the foundation pit BIM model, the preset rod system unit and the soil spring stiffness, the stiffness matrix under the current excavation step is generated.

[0073] Specifically, during the design and construction of foundation pit projects, various mechanical parameters, such as the material's elastic modulus, compressive strength, and tensile strength, must be considered. These parameters are crucial for ensuring the safety and stability of the structure. Based on this, the soil spring stiffness and initial static earth pressure load in the passive zone of the foundation pit, combined with the calculation model for the current excavation step, can be calculated. Subsequently, these soil spring stiffness and initial static earth pressure load in the passive zone of the foundation pit are combined with pre-set bar elements to generate a node load matrix for the current excavation step. This matrix details the loads borne by each node, providing an important basis for subsequent structural analysis and design. Furthermore, based on the stiffness of each non-soil structure in the foundation pit BIM model, this stiffness information is combined with pre-set bar elements and soil spring stiffness to generate a stiffness matrix for the current excavation step. This matrix reflects the stiffness distribution of the entire foundation pit structure in the current excavation state, providing an important reference for assessing the overall stability of the foundation pit and conducting structural design.

[0074] To facilitate understanding, the following details how to obtain the stiffness of each non-soil structure in the foundation pit BIM model.

[0075] As a possible implementation method, in some embodiments, before obtaining the node load matrix and the stiffness matrix of the corresponding excavation step based on the calculation model of each excavation step, it also includes: exporting the BIM foundation pit standard section to be analyzed in the foundation pit BIM model to a preset file; parsing the preset file to obtain the geometric coordinates of each foundation pit engineering component and the mechanical parameters of each foundation pit engineering component; and calculating the stiffness of each non-soil structure in the foundation pit BIM model based on the geometric coordinates and mechanical parameters.

[0076] Specifically, the BIM foundation pit standard section that needs to be structurally analyzed in the foundation pit BIM model is exported as a preset file, that is, the International Industry Foundation Classes file format (IFC). The .IFC file is an international standard format for exchanging building information model data between different software. By exporting to an .IFC file, the compatibility and accuracy of data sharing and exchange between different software platforms can be ensured. Further parsing of the exported .IFC file can extract the elevation information of all excavation step planes and the geometric coordinate information of each foundation pit engineering component in the foundation pit BIM model. In addition, all mechanical parameters need to be extracted from the family parameter list. Combining the geometric coordinate data and mechanical parameters of the non-soil structure in the foundation pit BIM model, the stiffness of each non-soil structure can be calculated. Among them, in the process of parsing and obtaining mechanical parameters, the soil components and non-soil components in the foundation pit BIM model can be identified and distinguished by the names of specific soil special physical and mechanical parameters.

[0077] In some embodiments, the mechanical parameters of each foundation pit engineering component are created in the parameter attributes of the family model in the form of key-value pairs.

[0078] In other words, when creating a BIM family model for each foundation pit engineering component, it is necessary to define the required mechanical parameters (such as cohesion and friction angle) in the form of key-value pairs within the model's parameter properties. These parameters are crucial for subsequent structural analysis and calculations. A key-value pair refers to each parameter having a corresponding name (key) and a numerical value (value). By creating these parameters within the parameter properties of the BIM family model, design accuracy and project safety can be ensured.

[0079] The following describes in detail how to obtain the preset bar system elements.

[0080] As a possible implementation method, in some embodiments, before generating the node load matrix under the current excavation step based on the preset rod system unit, the soil spring stiffness of the passive zone of the foundation pit and the initial static earth pressure load, it also includes: generating multiple control nodes at the soil layer boundary position, the erection position of the support structure and the elevation position of the preset excavation step elevation plane, and evenly generating multiple non-controlling nodes between the multiple control points; generating the preset rod system unit according to the coordinates of the multiple control nodes and the coordinates of the multiple non-controlling nodes.

[0081] Specifically, multiple key control nodes are created at the intersection of soil layer distribution, the installation location of the support structure, and the specific elevation position of the excavation step elevation plane (i.e., the elevation position of the preset excavation step elevation plane). These control nodes will serve as the basis for the entire structural design, ensuring the accurate docking and stable support of each part. Then, multiple non-controlling nodes are evenly generated between these key control nodes. Although these non-controlling nodes do not bear the main support tasks, they play an important role in ensuring the integrity and uniform stress of the overall structure. Finally, by accurately calculating and laying out these control nodes and non-controlling nodes, the coordinate positions of each node can be obtained. Using this coordinate data, the preset bar system unit can be further generated. The bar system unit is a structural unit composed of a series of bars and is widely used in bridges, buildings and other civil engineering projects to provide necessary support and stability.

[0082] It should be noted that the pre-set bar element takes into account the updated changes in the passive zone soil spring stiffness and the non-limiting earth pressure in the active zone during the iterative solution process as the excavation progresses. The passive zone soil spring is updated during the iteration process by calculating the difference between the current passive zone soil pressure and the static earth pressure, dividing it by the displacement of the current node to obtain an update coefficient, which is then used to adjust the soil spring stiffness. This update process is intended to correct for changes in the passive zone soil's deformation resistance caused by excavation.

[0083] Specifically, considering the impact of the construction process on the deformation of the support structure, an incremental step calculation model is used for analysis. For each incremental step calculation model, the initial node load matrix can be calculated based on the difference in the static earth pressure on both sides of the support structure. If the current excavation step is not the first excavation, the reaction force of the soil spring removed in the previous incremental step must be reversed and applied to the relevant nodes to generate the initial stiffness matrix. By solving this matrix, the initial deformation of the support structure in the current incremental step can be obtained, as shown in the following formula:

[0084] K b δ=P a -P p ;

[0085] Among them, K b is the stiffness of the support structure, δ is the horizontal displacement of the support structure, P a is the active lateral earth pressure, P p is the passive lateral earth pressure.

[0086] Furthermore, based on the initial deformation state, the non-limiting earth pressure calculation model can be used to accurately calculate the earth pressure value after the support structure deforms. During this process, the earth pressure value in the active area will be updated to the calculated result, while the earth pressure in the passive area will remain at the static earth pressure state. To accurately simulate the changes in soil spring stiffness caused by compressive deformation in the passive area, the soil spring stiffness can be updated accordingly according to the following formula:

[0087]

[0088]

[0089] Among them, K p is the passive side soil spring stiffness, is the static earth pressure on the passive side, δ is the horizontal displacement of the supporting structure, P p is the earth pressure in the passive zone.

[0090] The updated nodal load matrix of the computational model is obtained by calculating the difference between the non-limiting earth pressure in the active zone and the static earth pressure in the passive zone and adding this difference back to the reaction force of the soil spring removed in the previous increment. Simultaneously, the support structure stiffness matrix, the updated soil spring stiffness, and the support stiffness are added together to form a new overall stiffness matrix. This iterative solution is performed until the deformation of the support structure reaches convergence.

[0091] In step S103, based on the node load matrix and the stiffness matrix under each excavation step, the deformation increment of the support structure under each excavation step is obtained, and the deformation increment of the support structure under each excavation step is superimposed in sequence to obtain the foundation pit support deformation under each excavation step.

[0092] Specifically, based on the node load matrix corresponding to the current excavation step and the stiffness matrix corresponding to the current excavation step, the deformation increment of the support structure corresponding to the current excavation step (i.e., the small displacement and deformation of the support structure in the current excavation step) can be solved. Similarly, based on the node load matrix corresponding to each excavation step and the stiffness matrix corresponding to each excavation step, the deformation increment of the support structure corresponding to each excavation step can be calculated. In order to obtain the cumulative effect of the entire excavation process, the deformation increment of the support structure under each excavation step can be superimposed in sequence. That is, in the calculation process, the foundation pit deformation at the end of the previous excavation step is used as the basis, and then the deformation increment caused by the current excavation step is added to this basis. In this way, the influence of each excavation step on the foundation pit deformation can be gradually accumulated, thereby obtaining the foundation pit support deformation at the end of each excavation step, that is, the total deformation experienced by the support structure from the beginning of excavation to the current step.

[0093] In order to facilitate those skilled in the art to further understand the deep foundation pit lateral displacement calculation method proposed in the embodiment of the present application, further supplements are made below in conjunction with specific embodiments.

[0094] Taking the deep foundation pit of a subway station and the prediction of foundation pit lateral displacement as an example, combined with Figure 2 shown.

[0095] Step 1: Create a BIM model of the subway station foundation pit standard section based on the engineering data (such as Figure 3 As shown in the figure), it includes the geometric model, the physical and mechanical parameters required for calculation, and the corresponding excavation elevation annotation, and exports the corresponding .IFC standard format file. The plane size of the foundation pit used in this embodiment can be as follows Figure 4 As shown, the physical and mechanical parameters of the foundation pit BIM model can be Figure 5 As shown ( Figure 5 (a) Physical and mechanical parameters of concrete, Figure 5 (b) Physical and mechanical parameters of steel support, Figure 5 (c) Physical and mechanical parameters of underground continuous wall): The mechanical parameters used can be shown in Table 1 (physical and mechanical parameters of soil) and Table 2 (physical and mechanical parameters of support structure):

[0096] Table 1

[0097]

[0098] Among them, h is the thickness of the soil layer, γ is the density of the soil layer, is the friction angle, c is the cohesion, v is the Poisson's ratio, E is the elastic modulus, K h is the horizontal base coefficient, and K0 is the static side pressure coefficient.

[0099] Table 2

[0100]

[0101] Step 2: Use IFC Open Shell to analyze the exported foundation pit BIM model to extract the geometric information, physical and mechanical parameters of each foundation pit component, and the excavation elevation data within the foundation pit BIM model. In this implementation, four excavation elevations were obtained, covering a total of four excavation steps.

[0102] Step 3: Compare the geometric vertical coordinates of all foundation pit engineering components with the elevation reached by the current excavation step to determine the calculation model corresponding to the current excavation step. In this process, the specific steps for determining the calculation model under the current excavation step state include: (1) Comparing the size relationship between the distribution position of each soil layer in space and the current excavation surface elevation. For soil layers higher than the current excavation step elevation, they are regarded as active areas and simplified as soil pressure loads acting on the interior of the foundation pit; for soil layers lower than the current excavation step elevation, they are regarded as passive areas and simplified as horizontal soil spring constraints. (2) Comparing the relationship between the distribution position of each internal support in space and the current excavation surface elevation. In this link, only when the internal support is higher than the current excavation step elevation, the internal support is activated in the current excavation step.

[0103] Step 4: Set control nodes at the soil layer boundaries, internal support locations, and excavation surfaces. Then, evenly generate other non-control nodes between these control nodes. In this example, the node spacing is strictly controlled within a range of 1 to 2 meters, so that the bar system elements are constructed from two adjacent nodes.

[0104] Step 5: Based on the calculation model determined in step 3, calculate the static pressure of the current excavation step based on the range of the active zone, and generate the initial load matrix based on the bar system element conversion determined in step 4.

[0105] Step 6: Since this embodiment involves multiple soil layers, it is necessary to homogenize the stiffness of different soil layers to determine the initial stiffness of the soil spring. The details are as follows: According to the soil layer horizontal base coefficient K in the geological survey report h , the area equivalence principle is used to determine the equivalent "m" value of multiple soil layers. The equivalent "m" value can be calculated as follows:

[0106]

[0107] Where n is the number of soil layers under the excavation surface, K hi is the horizontal base coefficient of the i-th layer of soil below the excavation surface, h i is the thickness of the i-th soil layer below the excavation surface, and m is the equivalent “m” value.

[0108] Step 7: Generate the initial overall stiffness matrix. This process involves the stiffness of three components: the underground continuous wall stiffness, the soil spring stiffness, and the internal support stiffness. The stiffness of the three components is calculated as follows:

[0109]

[0110] K sp =mzl;

[0111]

[0112] Among them, K w is the stiffness of the underground diaphragm wall, K sp is the soil spring stiffness, K sup is the stiffness of the internal support, is the elastic modulus of the E component, I is the moment of inertia of the section, l is the length of the component; m is the equivalent "m" value determined in step 6; z is the depth of the soil spring from the excavation surface; A is the cross-sectional area of ​​the internal support; S is the arrangement spacing of the internal supports.

[0113] In the bar finite element, the element local stiffness matrix is ​​expressed as follows:

[0114]

[0115] After obtaining the element stiffness matrix of each bar system element, the overall initial stiffness matrix can be formed by superimposing and splicing them according to the direct stiffness method.

[0116] Step 8: Iteratively solve the excavation deformation increment of the current iterative excavation step based on the current load matrix and the current global stiffness matrix. In particular, when this step is first executed, the initial load matrix and initial global stiffness matrix generated by the initial static earth pressure are used. The specific process of solving the lateral deformation increment of the excavation in a single excavation step can be as follows: Figure 6 shown.

[0117] Step 9: Modify the current passive zone soil spring stiffness according to the current lateral deformation state of the foundation pit:

[0118]

[0119]

[0120] Among them, K p is the passive side soil spring stiffness, is the static earth pressure on the passive side, δ is the horizontal displacement of the supporting structure, P p is the earth pressure in the passive zone.

[0121] Step 10: Update the earth pressure on the active side and the earth pressure on the passive side based on the current deformation state.

[0122] For the active area, the current non-limit active earth pressure is determined by linear interpolation between the current node displacement and the displacement required to fully activate the ultimate active earth pressure. The ultimate active earth pressure is calculated using the Rankine active earth pressure formula, while the displacement required to fully activate the ultimate active earth pressure is set to 0.004 times the height of the retaining wall.

[0123] For the passive zone, the current non-limit passive earth pressure is determined by linear interpolation between the current node displacement and the displacement required to fully activate the ultimate passive earth pressure. The ultimate passive earth pressure is calculated using the Rankine passive earth pressure formula, while the displacement required to fully activate the ultimate passive earth pressure is set to 0.12 times the height of the retaining wall.

[0124] Step 11: Repeat steps 8 to 10 until the displacement of each node reaches a convergence accuracy of 0.002m. At this point, the lateral displacement calculation of the current excavation step incremental model is completed, such as Figure 7 As shown, the current foundation pit deformation increment (such as Figure 7 (c)) and the deformation state of the previous excavation (e.g. Figure 7 (b)) can be superimposed to obtain the deformation state of the foundation pit at the current excavation step (e.g. Figure 7 (a)), where is the increment of soil spring reaction force numbered j in the i-th excavation step, is the reaction force increment of the j-th support in the i-th excavation step, q is the earth pressure load in the current excavation step, and q1 is the earth pressure load in the previous excavation step.

[0125] Step 12: Repeat steps 3 to 11 to complete the lateral deformation state of all excavation construction steps. The comparison between the calculation results of the foundation pit lateral displacement of this embodiment and the actual detection value can be shown as follows: Figure 8 shown.

[0126] In summary, the deep foundation pit lateral displacement calculation method proposed in the embodiment of the present application has the following advantages:

[0127] (1) This application proposes a method for integrating the foundation pit BIM model with mechanical calculations. After completing the foundation pit support design in the BIM software, the foundation pit lateral displacement under various excavation construction conditions can be directly predicted without the need for other software or manual operation, thereby significantly improving the efficiency of foundation pit design.

[0128] (2) The foundation pit lateral displacement prediction method of this application takes into account the non-limit earth pressure factor. This method corrects the load on the foundation pit support in an iterative manner based on the real-time deformation data of the support structure during the calculation process. It effectively improves the problem of underestimation of the load on the foundation pit support structure caused by the direct use of the limit active earth pressure in the traditional method, thereby significantly improving the accuracy of the calculation.

[0129] (3) This application proposes a method for updating the soil spring in the passive area. This method updates the stiffness changes of the soil in the passive area of ​​the foundation pit due to compression based on the calculation process, effectively solving the problem that the stiffness of the soil spring is difficult to accurately determine in the traditional method.

[0130] According to the deep foundation pit lateral displacement calculation method proposed in the embodiment of the present application, by creating a BIM family model of each foundation pit engineering component, a complete foundation pit BIM model can be established based on the BIM family model of each foundation pit engineering component, and then the calculation model under each excavation step is determined based on the foundation pit BIM model, and based on the calculation model under each excavation step, the node load matrix under the corresponding excavation step and the stiffness matrix under the corresponding excavation step are obtained. Finally, based on the node load matrix under each excavation step and the stiffness matrix under each excavation step, the deformation increment of the support structure under each excavation step is obtained. By superimposing the deformation increment of the support structure under each excavation step in sequence, the foundation pit support deformation under each excavation step can be obtained. In this way, the problem of high calculation cost and low efficiency of the full-model finite element analysis method adopted in the existing technology is solved, and the convenience and accuracy of the foundation pit lateral displacement deformation prediction work are greatly improved.

[0131] Next, the deep foundation pit lateral displacement calculation device proposed in accordance with an embodiment of the present application will be described with reference to the accompanying drawings.

[0132] Figure 9 It is a block diagram of a deep foundation pit lateral displacement calculation device according to an embodiment of the present application.

[0133] like Figure 9 As shown, the deep foundation pit lateral displacement calculation device 10 includes: an establishment module 100, a first acquisition module 200 and a second acquisition module 300.

[0134] The establishment module 100 is used to create a BIM family model of each foundation pit engineering component, and establish a complete foundation pit BIM model based on the BIM family model of each foundation pit engineering component;

[0135] The first obtaining module 200 is used to determine the calculation model for each excavation step based on the foundation pit BIM model, and obtain the node load matrix and the stiffness matrix for the corresponding excavation step based on the calculation model for each excavation step;

[0136] The second acquisition module 300 is used to obtain the deformation increment of the support structure under each excavation step based on the node load matrix under each excavation step and the stiffness matrix under each excavation step, and to superimpose the deformation increment of the support structure under each excavation step in sequence to obtain the foundation pit support deformation under each excavation step.

[0137] Furthermore, in some embodiments, the first obtaining module 200 is specifically configured to:

[0138] Based on the foundation pit BIM model, determine the excavation step elevation plane corresponding to each excavation step;

[0139] The calculation model for each excavation step is determined based on the vertical coordinates of the upper and lower boundaries of each soil layer, the vertical coordinates of the supporting structure in each foundation pit, and the excavation step elevation plane corresponding to each excavation step.

[0140] Furthermore, in some embodiments, the first obtaining module 200 includes:

[0141] The first generation unit is used to calculate the soil spring stiffness and initial static earth pressure load of the passive zone of the foundation pit based on the mechanical parameters of each foundation pit engineering component and the calculation model of the current excavation step, and generate the node load matrix of the current excavation step based on the preset bar system elements, the soil spring stiffness and initial static earth pressure load of the passive zone of the foundation pit;

[0142] The second generation unit is used to generate the stiffness matrix under the current excavation step based on the stiffness of each non-soil structure in the foundation pit BIM model, the preset bar system unit and the soil spring stiffness.

[0143] Furthermore, in some embodiments, before obtaining the node load matrix and the stiffness matrix of each excavation step based on the calculation model of each excavation step, the first obtaining module 200 is further configured to:

[0144] Export the BIM foundation pit standard section to be analyzed in the foundation pit BIM model to a preset file;

[0145] Analyze the preset file to obtain the geometric coordinates and mechanical parameters of each foundation pit engineering component;

[0146] Based on geometric coordinates and mechanical parameters, the stiffness of each non-soil structure in the foundation pit BIM model is calculated.

[0147] Furthermore, in some embodiments, before generating the node load matrix for the current excavation step based on the preset bar system elements, the soil spring stiffness of the passive zone of the foundation pit, and the initial static earth pressure load, the first generating unit is further configured to:

[0148] Generate multiple control nodes at the soil layer boundary position, the support structure installation position and the elevation position of the preset excavation step elevation plane, and evenly generate multiple non-control nodes between the multiple control points;

[0149] A preset bar system element is generated according to the coordinates of the plurality of controllable nodes and the coordinates of the plurality of non-controllable nodes.

[0150] Furthermore, in some embodiments, the mechanical parameters of each foundation pit engineering component are created in the parameter attributes of the family model in the form of key-value pairs.

[0151] It should be noted that the aforementioned explanation of the embodiment of the deep foundation pit lateral displacement calculation method is also applicable to the deep foundation pit lateral displacement calculation device of this embodiment, and will not be repeated here.

[0152] According to the deep foundation pit lateral displacement calculation device proposed in the embodiment of the present application, by creating a BIM family model of each foundation pit engineering component, a complete foundation pit BIM model can be established based on the BIM family model of each foundation pit engineering component, and then the calculation model under each excavation step is determined based on the foundation pit BIM model, and based on the calculation model under each excavation step, the node load matrix under the corresponding excavation step and the stiffness matrix under the corresponding excavation step are obtained. Finally, based on the node load matrix under each excavation step and the stiffness matrix under each excavation step, the deformation increment of the support structure under each excavation step is obtained. By superimposing the deformation increment of the support structure under each excavation step in sequence, the foundation pit support deformation under each excavation step can be obtained. In this way, the problem of high calculation cost and low efficiency of the full-model finite element analysis method adopted in the existing technology is solved, and the convenience and accuracy of the foundation pit lateral displacement deformation prediction work are greatly improved.

[0153] Figure 10 This is a schematic diagram of the structure of an electronic device provided in an embodiment of the present application. The electronic device may include:

[0154] A memory 1001 , a processor 1002 , and a computer program stored in the memory 1001 and executable on the processor 1002 .

[0155] When the processor 1002 executes the program, the deep foundation pit lateral displacement calculation method provided in the above embodiment is implemented.

[0156] Furthermore, the electronic device further includes:

[0157] The communication interface 1003 is used for communication between the memory 1001 and the processor 1002 .

[0158] The memory 1001 is used to store computer programs that can be run on the processor 1002 .

[0159] The memory 1001 may include a high-speed RAM (Random Access Memory) memory, and may also include a non-volatile memory, such as at least one disk memory.

[0160] If the memory 1001, the processor 1002 and the communication interface 1003 are implemented independently, the communication interface 1003, the memory 1001 and the processor 1002 can be connected with each other through a bus and complete communication between each other. The bus can be an ISA (Industry Standard Architecture) bus, a PCI (Peripheral Component Interconnect) bus or an EISA (Extended Industry Standard Architecture) bus, etc. The bus can be divided into an address bus, a data bus, a control bus, etc. For the convenience of representation, Figure 10 Only one thick line is used in the figure to represent the bus, but it does not mean that there is only one bus or only one type of bus.

[0161] Optionally, in a specific implementation, if the memory 1001, the processor 1002 and the communication interface 1003 are integrated on a chip, the memory 1001, the processor 1002 and the communication interface 1003 can complete communication between each other through an internal interface.

[0162] The processor 1002 can be a CPU (Central Processing Unit), or an ASIC (Application Specific Integrated Circuit), or one or more integrated circuits configured to implement one or more embodiments of the present application.

[0163] The embodiment of the present application also provides a computer readable storage medium, which stores a computer program, and the program is executed by a processor to implement the deep foundation pit side displacement calculation method.

[0164] The embodiment of the present application also provides a computer program product, which includes a computer program, and the program is executed by a processor to implement the deep foundation pit side displacement calculation method.

[0165] In addition, the terms "first", "second" are only used for descriptive purposes, and cannot be understood as indicating or implying relative importance or implicitly indicating the number of the indicated technical features. Therefore, the features defined with "first", "second" can explicitly or implicitly include at least one of the features. In the description of the present application, the meaning of "a plurality of" is at least two, for example, two, three, etc., unless otherwise explicitly and specifically limited.

[0166] In the description of this specification, the description with reference to the terms "one embodiment", "some embodiments", "example", "specific example", or "some examples" means that the specific features, structures, materials or characteristics described in conjunction with the embodiment or example are included in at least one embodiment or example of the present application. In this specification, the schematic representations of the above terms do not necessarily refer to the same embodiment or example. Moreover, the specific features, structures, materials or characteristics described can be combined in any one or more embodiments or examples in a suitable manner. In addition, those skilled in the art can combine and combine different embodiments or examples described in this specification and features of different embodiments or examples without contradiction.

[0167] Although the embodiments of the present application have been shown and described above, it can be understood that the above embodiments are exemplary and cannot be understood as limitations on the present application. Ordinary technicians in this field can change, modify, replace and modify the above embodiments within the scope of the present application.

Claims

1. A method for calculating the lateral displacement of a deep foundation pit, characterized in that: The following steps are involved: Creating a BIM family model of each foundation pit engineering component, and building a complete foundation pit BIM model based on the BIM family model of each foundation pit engineering component; Based on the foundation pit BIM model, determining a calculation model for each excavation step, and based on the calculation model for each excavation step, obtaining a node load matrix for the corresponding excavation step and a stiffness matrix for the corresponding excavation step; Based on the node load matrix and the stiffness matrix under each excavation step, a deformation increment of the support structure under each excavation step is obtained, and the deformation increments of the support structure under each excavation step are sequentially superimposed to obtain the foundation pit support deformation under each excavation step; Wherein, determining the calculation model for each excavation step based on the foundation pit BIM model includes: determining the excavation step elevation plane corresponding to each excavation step based on the foundation pit BIM model, and determining the calculation model for each excavation step according to the upper and lower boundary vertical coordinates of each soil layer, the vertical coordinates of each support structure in the foundation pit, and the excavation step elevation plane corresponding to each excavation step; The obtaining of the node load matrix and the stiffness matrix of the corresponding excavation step based on the calculation model of each excavation step includes: calculating the soil spring stiffness and the initial static earth pressure load of the passive zone of the foundation pit based on the mechanical parameters of each foundation pit engineering component and the calculation model of the current excavation step, and generating the node load matrix of the current excavation step based on the preset bar system unit, the soil spring stiffness of the passive zone of the foundation pit, and the initial static earth pressure load; and generating the stiffness matrix of the current excavation step based on the stiffness of each non-soil structure in the foundation pit BIM model, the preset bar system unit, and the soil spring stiffness; Before obtaining the node load matrix and the stiffness matrix under the corresponding excavation step based on the calculation model under each excavation step, it also includes: exporting the BIM foundation pit standard section to be analyzed in the foundation pit BIM model to a preset file, parsing the preset file, obtaining the geometric coordinates of each foundation pit engineering component and the mechanical parameters of each foundation pit engineering component, and calculating the stiffness of each non-soil structure in the foundation pit BIM model based on the geometric coordinates and the mechanical parameters.

2. The method according to claim 1, characterized in that Before generating the node load matrix for the current excavation step based on the preset bar system elements, the soil spring stiffness of the passive zone of the foundation pit, and the initial static earth pressure load, the method further includes: Generate multiple control nodes at the soil layer boundary position, the support structure installation position and the elevation position of the preset excavation step elevation plane, and evenly generate multiple non-control nodes between the multiple control points; The preset bar system unit is generated according to the coordinates of the plurality of controllable nodes and the coordinates of the plurality of non-controllable nodes.

3. The method according to claim 1, characterized in that The mechanical parameters of each foundation pit engineering component are created in the parameter attributes of the family model in the form of key-value pairs.

4. A deep foundation pit lateral displacement calculation device, characterized in that: include: Establishing a module for creating a BIM family model of each foundation pit engineering component, and establishing a complete foundation pit BIM model based on the BIM family model of each foundation pit engineering component; A first obtaining module is configured to determine a calculation model for each excavation step based on the foundation pit BIM model, and obtain a node load matrix and a stiffness matrix for the corresponding excavation step based on the calculation model for each excavation step; A second obtaining module is configured to obtain a deformation increment of the support structure under each excavation step based on the node load matrix under each excavation step and the stiffness matrix under each excavation step, and to sequentially superimpose the deformation increments of the support structure under each excavation step to obtain the foundation pit support deformation under each excavation step; The first obtaining module is specifically configured to: determine the excavation step elevation plane corresponding to each excavation step based on the foundation pit BIM model, and determine the calculation model for each excavation step according to the upper and lower boundary vertical coordinates of each soil layer, the vertical coordinates of the supporting structure in each foundation pit, and the excavation step elevation plane corresponding to each excavation step; The first acquisition module includes: a first generation unit, which is used to calculate the soil spring stiffness and the initial static earth pressure load of the passive zone of the foundation pit based on the mechanical parameters of each foundation pit engineering component and the calculation model of the current excavation step, and generate a node load matrix of the current excavation step based on the preset bar system unit, the soil spring stiffness of the passive zone of the foundation pit and the initial static earth pressure load; a second generation unit, which is used to generate the stiffness matrix of the current excavation step based on the stiffness of each non-soil structure in the foundation pit BIM model, the preset bar system unit and the soil spring stiffness; Before obtaining the node load matrix and the stiffness matrix under the corresponding excavation step based on the calculation model under each excavation step, the first acquisition module is also used to: export the BIM foundation pit standard section to be analyzed in the foundation pit BIM model to a preset file, parse the preset file, obtain the geometric coordinates of each foundation pit engineering component and the mechanical parameters of each foundation pit engineering component, and calculate the stiffness of each non-soil structure in the foundation pit BIM model based on the geometric coordinates and the mechanical parameters.

5. An electronic device, characterized in that: include: A memory, a processor, and a computer program stored in the memory and executable on the processor, wherein the processor executes the program to implement the method for calculating the lateral displacement of a deep foundation pit as described in any one of claims 1 to 3.

6. A computer-readable storage medium having a computer program stored thereon, characterized in that: The program is executed by a processor to implement the deep foundation pit lateral displacement calculation method as described in any one of claims 1 to 3.

7. A computer program product, characterized in that It includes a computer program, which, when executed by a processor, is used to implement the deep foundation pit lateral displacement calculation method described in any one of claims 1 to 3.

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