Deep foundation pit lateral displacement calculation method and device, electronic equipment, medium and program product

Abstract

The invention relates to a deep foundation pit lateral displacement calculation method and device, electronic equipment, a medium and a program product. The method comprises the steps that a complete foundation pit BIM model is established based on a BIM family model of each foundation pit engineering component; based on the foundation pit BIM model, determining a calculation model under each excavation step, and based on the calculation model under each excavation step, obtaining a node load matrix under the corresponding excavation step and a stiffness matrix under the corresponding excavation step; and on the basis of the node load matrix under each excavation step and the rigidity matrix under each excavation step, the deformation increment of the supporting structure under each excavation step is obtained, the deformation increments of the supporting structures under each excavation step are overlapped in sequence, and foundation pit supporting deformation under each excavation step is obtained. Therefore, the problems that a full-model finite element analysis mode adopted in the prior art is high in calculation cost and low in efficiency are solved, and the convenience and accuracy of foundation pit lateral 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 deep foundation pit lateral displacement calculation method, device, electronic equipment, medium and program product. Background Art

[0002] With the development of urbanization, the field of underground engineering is moving towards a deeper and larger direction, and this trend is particularly prominent in deep foundation pit engineering. In the practice of foundation pit engineering 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 source 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 interaction and circulation.

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

[0004] However, for the task of predicting the lateral displacement of foundation pit only, the finite element analysis of the whole model requires high computational cost and low efficiency, 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-mentioned purpose, the first embodiment of the present application proposes 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 establishing 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, determine the calculation model under each excavation step, and based on the calculation model under each excavation step, obtain the node load matrix under the corresponding excavation step and the stiffness matrix under 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 an embodiment of the present application, determining the calculation model for each excavation step based on the foundation pit BIM model includes:

[0011] Based on the foundation pit BIM model, determine the excavation step elevation plane corresponding to each excavation step;

[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 an 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 in the passive zone of the foundation pit are calculated, and 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, the 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 bar system unit, the soil spring stiffness of the passive zone of the foundation pit and the initial static earth pressure load, it also includes:

[0021] Generate multiple control nodes at the soil layer boundary position, the support structure erection position and the elevation position of the preset excavation step elevation plane, and evenly generate multiple non-control nodes between the multiple control points;

[0022] 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.

[0023] According to an 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.

[0024] 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, 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 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. In this way, the problem of high calculation cost and low efficiency of the full model finite element analysis method adopted in the prior art is solved, and the convenience and accuracy of the foundation pit lateral displacement deformation prediction work is greatly improved.

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

[0026] 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;

[0027] A first acquisition module is used 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 sequentially superimpose the deformation increment of the support structure under each excavation step to obtain the foundation pit support deformation under each excavation step.

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

[0030] Based on the foundation pit BIM model, determine the excavation step elevation plane corresponding to each excavation step;

[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 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 under the current excavation step, and generate a node load matrix under the current excavation step based on a preset bar system unit, 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 used 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 under 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, the first generating unit is further used to:

[0040] Generate multiple control nodes at the soil layer boundary position, the support structure erection 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 an 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, 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 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. In this way, the problem of high calculation cost and low efficiency of the full model finite element analysis method adopted in the prior art is solved, and the convenience and accuracy of the foundation pit lateral displacement deformation prediction work is greatly improved.

[0044] To achieve the above-mentioned objectives, the third aspect embodiment of the present application proposes an electronic device, comprising: 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 deep foundation pit lateral displacement calculation method as described in the above-mentioned embodiment.

[0045] To achieve the above-mentioned purpose, the fourth aspect 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] In order to achieve the above-mentioned objectives, the fifth aspect 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 given in part in the description below, and in part will become apparent from the description below, or will be learned through the practice of the present application. BRIEF DESCRIPTION OF THE DRAWINGS

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

[0049] Figure 1 A flowchart of a method for calculating the lateral displacement of a deep foundation pit provided according to an embodiment of the present application;

[0050] Figure 2 A flowchart of another method for calculating the lateral displacement of a deep foundation pit provided 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 is a schematic diagram of the plane dimensions of a foundation pit according to an embodiment of the present application;

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

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

[0055] Figure 7 is 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] Fig. 9 It is a block diagram of a deep foundation pit lateral displacement calculation device provided according to an embodiment of the present application;

[0058] Fig.10 It is a schematic diagram of the structure of an electronic device provided according to an embodiment of the present application. DETAILED DESCRIPTION

[0059] The embodiments of the present application are described in detail below, and examples of the embodiments are shown in the accompanying drawings, wherein the same or similar reference numerals throughout represent the same or similar elements or elements having the same or similar functions. The embodiments described below with reference to the accompanying drawings are exemplary and are intended to be used to explain the present application, and should not be construed 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 It 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, 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] In order to ensure the smooth progress of the foundation pit project, first of all, the BIM family model of each foundation pit engineering component will be created. These family models are the basic elements that constitute the entire BIM model. These components include but are not limited to support systems, anchors, soil nail walls, retaining structures, etc. By accurately creating the BIM family models of these components, it can be ensured that the size, material and properties of each part are accurately represented. Next, based on these BIM family models of each foundation pit engineering component that have been created, a complete foundation pit BIM model can be further established. This complete model will integrate all individual component models to form a comprehensive three-dimensional representation. This process will ensure that the relationships and connection methods between the various foundation pit engineering components are accurately simulated, thereby ensuring the structural integrity and construction feasibility of the entire foundation pit project.

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

[0066] That is to say, in the foundation pit excavation project, each excavation step needs to be accurately calculated and analyzed to ensure the safety and stability of the project. Therefore, the calculation model corresponding to each excavation step can be determined based on the BIM model. The calculation model can be used to simulate each stage of the actual excavation, so as to understand how the various parts of the foundation pit structure will respond during these stages. After determining the calculation model of each excavation step, the node load matrix and stiffness matrix corresponding to each excavation step can be further obtained. Among them, the node load matrix refers to the load on each structural node during the excavation process, which can help engineers understand which parts bear the greatest pressure or tension; the stiffness matrix describes the stiffness characteristics of the structure when it is loaded, that is, the resistance of the structure to deformation. By analyzing these two matrices, it is possible to predict problems that may occur during the excavation process, and adjust the construction plan 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 the supporting structure in each foundation pit and the excavation step elevation plane corresponding to each excavation step.

[0069] Specifically, the excavation step elevation plane corresponding to each excavation step is created in the foundation pit BIM model (i.e., the entire excavation process is decomposed into several specific steps), and special marks are made, such as "excavation 1", "excavation 2", etc., to distinguish different excavation stages. In order to further refine the calculation model corresponding to different excavation steps, the upper and lower boundary 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, and the excavation step elevation plane corresponding to the current excavation step (i.e., the depth of the current excavation surface) can be determined. Taking the above factors into consideration, the calculation model under the current excavation step can be determined. The calculation model will provide scientific guidance for construction by combining the physical and mechanical properties of the soil layer, the bearing capacity of the support structure, and the specific requirements of the excavation steps. In this way, it can be ensured that every link in the foundation pit excavation process is accurately 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 the 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 the 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 earth pressure load in the passive zone of the foundation pit are calculated, and based on the preset bar system unit, the soil spring stiffness and the initial static earth 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 bar system unit and the soil spring stiffness, the stiffness matrix under the current excavation step is generated.

[0073] Specifically, in the process of foundation pit engineering design and construction, various mechanical parameters need to be considered, such as the elastic modulus, compressive strength, tensile strength, etc. of the material, which are crucial to ensure the safety and stability of the structure. On this basis, combined with the calculation model under the current excavation step, the soil spring stiffness and the initial static earth pressure load in the passive zone of the foundation pit can be calculated. Subsequently, the soil spring stiffness and the initial static earth pressure load in the passive zone of the foundation pit will be combined with the preset bar system unit to generate the node load matrix under the current excavation step. This matrix will record the load conditions borne by each node in detail, 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, by combining these stiffness information with the preset bar system unit and soil spring stiffness, the stiffness matrix under the current excavation step can be generated. This matrix can reflect the stiffness distribution of the entire foundation pit structure under the current excavation state, providing an important reference for evaluating the overall stability of the foundation pit and conducting structural design.

[0074] For ease of understanding, the following describes in detail 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; based on the geometric coordinates and the mechanical parameters, calculating the stiffness of each non-soil structure in the foundation pit BIM model.

[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 Industrial Foundation Classes (IFC) file format. 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 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. Combined with 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 specific physical and mechanical parameter names of the soil.

[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] That is to say, in the process of creating the BIM family model of each foundation pit engineering component, it is necessary to define the required mechanical parameters (such as cohesion, friction angle, etc.) in the form of key-value pairs in the parameter properties of the model. These parameters are crucial for subsequent structural analysis and calculations. Among them, the key-value pair means that each parameter has a corresponding name (key) and a numerical value (value). By creating these parameters in the parameter properties of the BIM family model, the accuracy of the design and the safety of the project 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 bar system units, 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 bar system units 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 junction of soil layer distribution, the 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 to ensure 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 force of the overall structure. Finally, by accurately calculating and arranging these control nodes and non-controlling nodes, the coordinate positions of each node can be obtained, and using these 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, which is widely used in bridges, buildings and other civil engineering projects in engineering to provide necessary support and stability.

[0082] It should be noted that the preset bar system unit takes into account the updated changes of the soil spring stiffness in the passive zone and the non-limiting soil pressure in the active zone with the deformation of the foundation pit excavation construction during the iterative solution process. Among them, the updating method of the soil spring in the passive zone during the iteration process is to calculate the difference between the current soil pressure in the passive zone and the static soil pressure, and divide it by the displacement of the current node to obtain an update coefficient, and then use this coefficient to adjust the stiffness of the soil spring. This updating process is to correct the changes in the deformation resistance of the soil in the passive zone caused by excavation construction.

[0083] Specifically, considering the influence of the construction process on the deformation of the support structure, the incremental step calculation model is used for analysis. For the calculation model of each incremental step, the initial node load matrix can be calculated based on the difference in 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 needs to be applied in reverse to the relevant nodes to generate the initial stiffness matrix. By solving this matrix, the initial deformation of the support structure under 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 supporting structure, δ is the horizontal displacement of the supporting 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 soil pressure value after the deformation of the support structure can be accurately calculated according to the non-limiting soil pressure calculation model. In this process, the soil pressure value in the active area will be updated to the result obtained through calculation, while the soil pressure in the passive area will be maintained at the static soil pressure state. In order to accurately simulate the change of soil spring stiffness caused by the compression deformation of the passive area soil, 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 node load matrix of the updated calculation 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 then adding this difference to the reaction force of the soil spring removed in the previous increment. At the same time, the stiffness matrix of the support structure, the updated soil spring stiffness, and the support stiffness are superimposed to form a new overall stiffness matrix. The iterative solution is performed until the deformation of the support structure reaches a convergence state.

[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, according to 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, according to 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 to say, in the calculation process, the foundation pit deformation at the end of the previous excavation step is taken 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, so as to obtain 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: Establish the BIM model of the subway station foundation pit corresponding to the standard section according to 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 dimensions of the foundation pit used in this embodiment can be as follows Figure 4 As shown in the figure, the physical and mechanical parameters annotated in 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 weight 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 the IFC Open Shell tool to parse the exported foundation pit BIM model to extract the geometric information, physical and mechanical parameters of each foundation pit engineering component and the excavation construction elevation data in the foundation pit engineering BIM model. In this implementation case, four excavation construction elevations were obtained, so this implementation case covers a total of four excavation construction 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 to determine the calculation model under the current excavation step state include: (1) Compare 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 inside of the foundation pit; for soil layers lower than the current excavation step elevation, they are regarded as passive areas and simplified as soil spring constraints in the horizontal direction. (2) Compare 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: Control nodes are set at the boundary area of ​​soil layer distribution, the internal support erection position and the excavation surface, and then other non-control nodes are evenly generated between these control nodes. In this embodiment, the node spacing is strictly controlled within the range of 1 meter to 2 meters to construct a bar system unit through two adjacent nodes.

[0104] Step 5: According to the calculation model determined in step 3, the static pressure of the current excavation step is calculated based on the range of the active zone, and the initial load matrix is ​​generated according to the bar system unit 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 bed coefficient K in the geological survey report h , the area equivalence principle is used to determine the equivalent "m" value of multiple unified 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, namely the underground continuous wall stiffness, soil spring stiffness and internal support stiffness. The stiffness of the three is calculated as follows:

[0109]

[0110] K sp =mzl;

[0111]

[0112] Among them, K w is the underground continuous wall stiffness, 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, it can be superimposed and spliced ​​according to the direct stiffness method to form the overall initial stiffness matrix.

[0116] Step 8: Iteratively solve the foundation pit 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 executed for the first time, the initial load matrix and the initial global stiffness matrix generated by the initial static earth pressure are used. The specific process of solving the foundation pit lateral displacement deformation increment in a single excavation step can be as follows: Figure 6 shown.

[0117] Step 9: Correct 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 current 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 value is determined by the linear interpolation method between the current node displacement and the displacement required to fully excite the limit active earth pressure. The limit active earth pressure is calculated according to the Rankine active earth pressure formula, and the displacement required to fully excite the limit active earth pressure is set to 0.004 times the height of the retaining wall.

[0123] For the passive area, the current non-limit passive earth pressure value is determined by the linear interpolation method between the current node displacement and the displacement required to reach the fully activated ultimate passive earth pressure. The ultimate passive earth pressure is calculated according to the Rankine passive earth pressure formula, and the displacement required to reach the fully activated 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. 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 jth 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 displacement deformation state of all excavation construction steps. The comparison between the lateral displacement calculation result of the foundation pit in 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 way to integrate the foundation pit BIM model with mechanical calculations. On the basis of completing the foundation pit support design in the BIM software, the lateral displacement of the foundation pit under various excavation construction conditions can be directly predicted without the need for other software or manual operation, thereby significantly improving the work efficiency of the foundation pit design.

[0128] (2) The foundation pit lateral displacement prediction method of the present application takes into account the non-limit earth pressure factor. The 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. This effectively improves the problem of underestimation of the load on the foundation pit support structure that may be 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) The present application proposes a method for updating the soil spring in the passive area. The method updates the stiffness change of the soil in the passive area of ​​the foundation pit due to compression based on the calculation process, which effectively solves 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, 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 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. In this way, the problem of high calculation cost and low efficiency of the full model finite element analysis method adopted in the prior art is solved, and the convenience and accuracy of the foundation pit lateral displacement deformation prediction work is greatly improved.

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

[0132] Fig. 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 Fig. 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] Among them, 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 under each excavation step based on the foundation pit BIM model, and obtain the node load matrix under the corresponding excavation step and the stiffness matrix under the corresponding excavation step based on the calculation model under 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 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.

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

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

[0142] The second generation 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.

[0143] Further, 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, the first obtaining module 200 is further used to:

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

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

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

[0147] Further, in some embodiments, before generating the node load matrix under 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, the first generating unit is further used to:

[0148] Generate multiple control nodes at the soil layer boundary position, the support structure erection 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 unit 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, 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 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. In this way, the problem of high calculation cost and low efficiency of the full model finite element analysis method adopted in the prior art is solved, and the convenience and accuracy of the foundation pit lateral displacement deformation prediction work is greatly improved.

[0153] Fig.10 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 comprises:

[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 executed 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 to each other through a bus and communicate with 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 ease of representation, Fig.10 Only one thick line is used in the diagram, but this 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 communicate with each other through an internal interface.

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

[0163] An embodiment of the present application also provides a computer-readable storage medium having a computer program stored thereon, which, when executed by a processor, implements the above-mentioned method for calculating the lateral displacement of a deep foundation pit.

[0164] An embodiment of the present application also provides a computer program product, which includes a computer program. When the computer program is executed by a processor, the program implements the above-mentioned deep foundation pit lateral displacement calculation method.

[0165] In addition, the terms "first" and "second" are used for descriptive purposes only and should not be understood as indicating or implying relative importance or implicitly indicating the number of the indicated technical features. Therefore, the features defined as "first" and "second" may explicitly or implicitly include at least one of the features. In the description of this application, the meaning of "plurality" is at least two, such as two, three, etc., unless otherwise clearly and specifically defined.

[0166] In the description of this specification, the description with reference to the terms "one embodiment", "some embodiments", "example", "specific example", or "some examples" etc. 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 are not necessarily directed to the same embodiment or example. Moreover, the specific features, structures, materials or characteristics described may be combined in any one or more embodiments or examples in a suitable manner. In addition, those skilled in the art may combine and combine the different embodiments or examples described in this specification and the features of the 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 establishing 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, determine the calculation model under each excavation step, and based on the calculation model under each excavation step, obtain the node load matrix under the corresponding excavation step and the stiffness matrix under the corresponding excavation step; 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.

2. The method according to claim 1, characterized in that Determining the calculation model for each excavation step based on the foundation pit BIM model includes: Based on the foundation pit BIM model, determine the excavation step elevation plane corresponding to each excavation step; 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.

3. The method according to claim 1, characterized in that The step of obtaining the node load matrix and the stiffness matrix of the corresponding excavation step based on the calculation model of each excavation step includes: 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 in the passive zone of the foundation pit are calculated, and 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, 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 bar system unit and the soil spring stiffness, a stiffness matrix under the current excavation step is generated.

4. The method according to claim 3, characterized in that: 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: 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; Based on the geometric coordinates and the mechanical parameters, the stiffness of each non-soil structure in the foundation pit BIM model is calculated.

5. The method according to claim 3, characterized in that: Before generating the node load matrix under 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 soil pressure load, the method further includes: Generate multiple control nodes at the soil layer boundary position, the support structure erection 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.

6. The method according to claim 3, 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.

7. 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 acquisition module is used 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; 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 sequentially superimpose the deformation increment of the support structure under each excavation step to obtain the foundation pit support deformation under each excavation step.

8. 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 6.

9. 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 1-6.

10. A computer program product, characterized in that It comprises 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 1-6.

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