Tunnel supporting method based on three-dimensional geologic model and terminal equipment

Abstract

The invention belongs to the technical field of three-dimensional digital technical engineering application, and particularly discloses a tunnel supporting method and terminal equipment based on a three-dimensional geologic model.The supporting method comprises the steps that the three-dimensional geologic model corresponding to a tunnel is determined, and a tunnel model is created in the three-dimensional geologic model according to parameters of the tunnel; segmenting the tunnel model, and assigning the surrounding rock quality and ground stress of each tunnel section; according to the surrounding rock quality and the ground stress, inversely calculating surrounding rock mechanical parameters of each hole section, and determining the stability of each hole section according to the surrounding rock mechanical parameters; and determining a supporting scheme of each tunnel section according to the stability, and supporting on the tunnel model according to the supporting scheme. According to the method, the tunnel model is created in the three-dimensional geological model, so that the surrounding rock mechanical parameters considering the real geological information can be directly determined in the tunnel model, the supporting scheme is determined by utilizing the surrounding rock mechanical parameters, and designers do not need to manually draw two-dimensional supporting components.

Description

Technical Field

[0001] This invention belongs to the field of engineering application technology of three-dimensional digital technology, and discloses a tunnel support method and terminal equipment based on a three-dimensional geological model. Background Technology

[0002] Tunnels and underground engineering projects are critical infrastructure in railways, highways, water conservancy, and municipal engineering. During tunnel excavation, the exposure of the rock and soil mass disrupts the original stress state, potentially leading to geological disasters such as rock instability, collapse, and water inrush, seriously threatening construction safety and project progress. Therefore, accurately evaluating the stability of the tunnel's surrounding rock and designing a scientifically sound support scheme accordingly is a core element for the successful construction of tunnel projects.

[0003] Traditional methods for tunnel stability evaluation and support design primarily rely on engineering geological surveys, borehole data, two-dimensional cross-sections, and engineers' experience. Typically, designers infer the geological conditions of the entire tunnel route based on limited survey data, using two-dimensional plan or cross-sectional diagrams. Stability analysis and support design are then conducted using methods based on engineering analogies or simplified mechanical models (such as the load-structure method and convergence-constraint method). However, these traditional methods have significant limitations: First, two-dimensional representations cannot accurately and intuitively reflect the distribution and spatial interaction of complex geological bodies (such as faults, folds, fracture zones, and weak interlayers) in three-dimensional space, leading to significant loss and misjudgment of geological information. Second, inferences based on discrete point data are highly uncertain and subjective, failing to accurately quantify the impact of adverse geological bodies on specific tunnel sections. Finally, the traditional design and analysis processes are relatively independent, making it difficult to achieve real-time, dynamic linkage between design adjustments and stability assessments, thus hindering adaptation to the variable geological conditions of underground engineering projects.

[0004] With the development of computer technology and geological modeling theory, 3D geological modeling technology has provided a new approach to overcome the aforementioned limitations. This technology can integrate multi-source geological data such as borehole data, geophysical data, and surface mapping data to construct a visualized 3D geological model containing information on strata, structures, groundwater, and geostress fields, achieving a high-precision and comprehensive representation of the geological environment. Currently, 3D geological models are widely used in geological visualization and engineering quantity calculation, but their application in tunnel engineering stability analysis and support design remains insufficient. Most applications remain at the level of "visualization."

[0005] Therefore, there is an urgent need for a method that can fully utilize the advantages of massive data from three-dimensional geological models to organically unify geological information, mechanical analysis, and support design, so as to achieve a leap from the digitalization of the geological environment to the quantitative evaluation of stability, and then to the integrated optimization design of support schemes, thereby significantly improving the scientific nature, safety, and economy of tunnel engineering construction. Summary of the Invention

[0006] The purpose of this invention is to provide a tunnel support method and terminal equipment based on a three-dimensional geological model, so as to solve the technical problems of poor accuracy and inability to make real-time and dynamic adjustments in existing tunnel stability evaluation and support methods.

[0007] The first aspect of the present invention provides a tunnel support method based on a three-dimensional geological model, comprising: Determine the three-dimensional geological model corresponding to the tunnel, and create a tunnel model within the three-dimensional geological model based on the parameters of the tunnel; The tunnel model is divided into segments, and the surrounding rock quality and ground stress of each segment are assigned values. The surrounding rock mechanical parameters of each tunnel section are calculated based on the surrounding rock quality and the in-situ stress, and the stability of each tunnel section is determined based on the surrounding rock mechanical parameters. Based on the stability, a support scheme for each tunnel segment is determined, and support is carried out on the tunnel model according to the support scheme.

[0008] Preferably, the support scheme for each tunnel segment is determined based on the stability, specifically as follows: Based on the stability described, a support scheme is matched from a plurality of candidate support schemes; Each candidate support scheme is based on the following methods: the Hydroelectric Code, the Q method, the CCM method, or the Ontario method.

[0009] Preferably, the support scheme is implemented on the tunnel model, specifically as follows: Receive the layout parameters corresponding to the support scheme, and arrange the support components in batches on the top arch, sidewalls and bottom plate of the tunnel model according to the layout parameters.

[0010] Preferably, the quality of the surrounding rock in each tunnel section is assigned a value, specifically as follows: The quality of the surrounding rock in each tunnel section is assigned using the RMR grading method, HC grading method, Q grading method, or BQ grading method.

[0011] Preferably, the surrounding rock mechanical parameters of each tunnel section are calculated based on the surrounding rock quality and the in-situ stress, specifically as follows: Based on the surrounding rock quality and the in-situ stress, the mechanical parameters of the surrounding rock for each tunnel section are calculated using the Hoek-Brown method.

[0012] Preferably, the surrounding rock mechanical parameters include geological strength indices, uniaxial compressive strength of the rock, cohesion, and friction angle.

[0013] Preferably, after calculating the surrounding rock mechanical parameters of each tunnel section based on the surrounding rock quality and the in-situ stress, the method further includes: The cavern pressure for each section is determined based on the aforementioned surrounding rock mechanical parameters.

[0014] Preferably, the cavern pressure of each tunnel section is determined based on the surrounding rock mechanical parameters, specifically as follows: Based on the surrounding rock mechanics parameters, the cavern pressure of each section is determined using Protodyakonov's theory, Terzaghi's theory, or loosened earth pressure theory.

[0015] Preferably, after supporting the tunnel model according to the support scheme, the method further includes: Output excavation work volume statistics, support work volume statistics, and cross-sectional diagrams.

[0016] A second aspect of the present invention provides a terminal device, including a memory, a processor, and a computer program stored in the memory and executable on the processor, wherein the processor executes the computer program to implement the steps of the tunnel support method based on the three-dimensional geological model described above.

[0017] The tunnel support method and terminal equipment based on a three-dimensional geological model of the present invention have the following advantages compared with the prior art: This invention proposes a tunnel stability evaluation method based on a three-dimensional geological model. Traditional methods require designers to manually convert geological information into parameters, which suffers from problems such as unreasonable parameter assignment and loss of important parameters. Furthermore, it necessitates the use of computational software, requiring significant time and effort for tunnel stability calculations. This invention, under the same interface and specifications, directly performs stability evaluation within the tunnel model based on an attributed three-dimensional geological model. It fully utilizes real geological information to conduct tunnel stability evaluation, achieving an integrated working mode from three-dimensional geological model to tunnel model to tunnel stability analysis and evaluation, greatly accelerating work efficiency and saving labor costs.

[0018] This invention proposes a tunnel support method incorporating multiple standards. Traditional support methods involve designers manually drawing 2D support diagrams for each section in CAD after consulting standards. Modifications to these diagrams are not linked, leading to discrepancies in geological information for the same location. Furthermore, manual drawing is labor-intensive, inefficient, and consumes significant manpower and resources. This invention, after tunnel stability evaluation, recommends specific support schemes based on the evaluation results for each tunnel segment. Designers can directly deploy the support in a 3D interface, and once deployed, 2D support design drawings and engineering quantity reports can be output. This method allows all design and support work to be completed in a 3D environment, facilitating designer operation and significantly improving work efficiency. This invention deeply integrates a 3D geological model with a professional geotechnical mechanics analysis model and support design algorithms, forming an integrated and intelligent analysis and decision-making method. Attached Figure Description

[0019] Figure 1 This is a flowchart of a tunnel support method based on a three-dimensional geological model, as described in an embodiment of the present invention.

[0020] Figure 2 This is a schematic diagram illustrating the creation of a tunnel cross-section according to an embodiment of the present invention.

[0021] Figure 3 This is an overall schematic diagram of the three-dimensional geological model and tunnel model in an embodiment of the present invention.

[0022] Figure 4 This is a schematic diagram illustrating the segmentation of a tunnel using a three-dimensional geological model interface to cut the tunnel model, as described in an embodiment of the present invention.

[0023] Figure 5 This is a schematic diagram illustrating the assignment of values ​​to the surrounding rock quality of each tunnel section in an embodiment of the present invention.

[0024] Figure 6 This is a schematic diagram illustrating the assignment of stress values ​​to various tunnel sections in an embodiment of the present invention.

[0025] Figure 7 This is a schematic diagram illustrating the back-calculation of the surrounding rock mechanical parameters for each tunnel section according to an embodiment of the present invention.

[0026] Figure 8 This is a schematic diagram illustrating the determination of tunnel segment stability in an embodiment of the present invention.

[0027] Figure 9 This is a schematic diagram illustrating the Q-method support method used in an embodiment of the present invention.

[0028] Figure 10 This is a schematic diagram illustrating the support provided for the deformed tunnel section according to an embodiment of the present invention.

[0029] Figure 11 This is a schematic diagram illustrating the support measures implemented on a tunnel model according to a support scheme, as described in an embodiment of the present invention.

[0030] Figure 12 This is a schematic diagram illustrating the quantity of work involved in the cavern project according to an embodiment of the present invention.

[0031] Figure 13 This is a schematic diagram illustrating the generation of support drawings according to an embodiment of the present invention.

[0032] Figure 14 This is a schematic diagram of the support report output according to an embodiment of the present invention. Detailed Implementation

[0033] In the following description, specific details such as particular system architectures and techniques are set forth for illustrative purposes and not for limitation, in order to provide a thorough understanding of the embodiments of the invention. However, those skilled in the art will understand that the invention can be implemented in other embodiments without these specific details. In other instances, detailed descriptions of well-known systems, apparatuses, circuits, and methods are omitted so as not to obscure the description of the invention with unnecessary detail.

[0034] A first aspect of this invention provides a tunnel support method based on a three-dimensional geological model, such as... Figures 1 to 14 As shown, it includes: Step 1: Determine the three-dimensional geological model corresponding to the tunnel, and create a tunnel model within the three-dimensional geological model based on the tunnel parameters.

[0035] This invention first creates or imports a three-dimensional geological model within the tunnel area, wherein the format of the imported three-dimensional geological model can be... It has the advantages of high flexibility and versatility.

[0036] The geological surfaces in the aforementioned three-dimensional geological model include: the surface, faults, weathered layers, lithological boundaries, and water levels. In this embodiment, the engineering characteristics of the surrounding rock on both sides of the three-dimensional geological model surface differ significantly.

[0037] After creating or importing a three-dimensional geological model within the tunnel area, this embodiment of the invention uses the tunnel axis and tunnel cross-section to create a tunnel model. The starting point can be switched arbitrarily when building the tunnel model, and the initial outline of the tunnel can be created quickly.

[0038] The aforementioned tunnel cross-sections can be quickly and efficiently created by inputting design parameters, including four types: circular, portal-shaped, rectangular, and combinations of various tunnel types. Figure 2 As shown, this allows for the fulfillment of various cross-sectional requirements in engineering projects.

[0039] The tunnel axis can be adjusted through the online editing function in the software, which supports editing of points on the axis, changing the line to an arc, extending the line, etc., to quickly complete the creation of the tunnel axis.

[0040] The result of creating the tunnel model in this embodiment of the invention is as follows: Figure 3 As shown, the tunnel model can be edited at any time after it is created. The tunnel shape can be adjusted according to the segmentation of the axis, and the modification and adjustment of the tunnel model can be completed quickly.

[0041] After the tunnel model is constructed, it can be exported to external computing software for direct calculation. This eliminates the need to spend a lot of time and effort on tunnel model creation, mesh generation, and parameter assignment in external software. The tunnel safety factor can be obtained directly through numerical calculation, which greatly speeds up work efficiency and saves manpower costs.

[0042] In Embodiment 1 of the present invention, after the tunnel model is constructed, subsequent calculations can also be performed.

[0043] Step 2: Divide the tunnel model into segments and assign values ​​to the surrounding rock mass and in-situ stress of each segment, specifically as follows: This invention utilizes a three-dimensional geological model to cut a tunnel model. Through cutting calculations, the tunnel is divided into multiple segments with different engineering geological characteristics according to the actual geological conditions it traverses, such as... Figure 4 As shown in the figure. The tunnel model is in a continuous data format, while the 3D geological model is in a non-continuous data format. This invention is compatible with both data formats and can quickly and efficiently complete the segmentation of the tunnel model.

[0044] This invention utilizes the RMR grading method, HC grading method, Q grading method, or BQ grading method to assign values ​​to the surrounding rock quality of each tunnel section based on its engineering geological characteristics. Figure 5 As shown.

[0045] In this embodiment of the invention, when assigning values ​​to the surrounding rock quality of each tunnel section, there is no need to manually input them. The method has built-in conversion methods for the surrounding rock quality of four grading methods (RMR grading method, HC grading method, Q grading method and BQ grading method). Dragging the pointer to select the surrounding rock quality of each tunnel section can directly display the grading index of the surrounding rock quality of the four methods.

[0046] The above-mentioned assignment of geostress values ​​is shown in [reference]. Figure 6 .

[0047] Step 3: Calculate the surrounding rock mechanical parameters of each tunnel section based on the surrounding rock quality and ground stress, and determine the stability of each tunnel section based on the surrounding rock mechanical parameters.

[0048] In this embodiment of the invention, the mechanical parameters of the surrounding rock in each tunnel section are calculated using the Hoek-Brown method based on the surrounding rock quality and in-situ stress, such as... Figure 7 As shown. This embodiment of the invention also provides a "lookup table" function for retrieving values ​​from hydropower specifications, allowing for immediate comparison and verification with back-calculated parameters to complete the check of mechanical parameters. These surrounding rock mechanical parameters include geological strength indices, uniaxial compressive strength of the rock, rock material properties, cohesion, and friction angle.

[0049] After calculating the surrounding rock mechanical parameters of each tunnel section based on the surrounding rock quality and in-situ stress, the process also includes: determining the tunnel pressure of each tunnel section using Protodyakonov's theory, Terzaghi's theory, or loosened earth pressure theory based on the surrounding rock mechanical parameters.

[0050] After determining the surrounding rock mechanical parameters and cavern pressure for each tunnel section, this embodiment of the invention can determine the stability of each tunnel section based on the surrounding rock mechanical parameters. Stability can be characterized by stability conditions / problems and the degree of hazard, such as... Figure 8 As shown. For example, the stability conditions / problems and hazard levels of each tunnel section can be determined based on the surrounding rock mechanical parameters of each tunnel section. The stability conditions / problems are divided into four types: stable, relaxed, deformable, and rockburst. The hazard levels are divided into four types: weak, medium, strong, and extremely strong.

[0051] Step 4: Determine the support scheme for each tunnel section based on stability, and implement the support scheme on the tunnel model.

[0052] In this embodiment of the invention, the support scheme for each tunnel section is determined based on stability. Specifically, based on stability, a support scheme is matched from multiple candidate support schemes. The method for each candidate support scheme is the hydroelectric code method, the Q method, the CCM method, or the Ontario method.

[0053] The embodiments of the present invention include a variety of standardized tunnel support schemes, and the support design can be carried out according to the recommended support scheme based on stability and specifications.

[0054] The software in this embodiment of the invention has a built-in reinforcement library, which can be expanded as needed. Reinforcement schemes can be generated by combining the reinforcement libraries and can be quickly called for support.

[0055] The reinforcement component library includes various types of commonly used engineering reinforcement components such as anchor cables, anchor piles, anchor rods, linings, shotcrete layers, cast-in-place layers, steel mesh, drainage holes, steel arch frames, and steel ribs, and can be expanded at any time according to project needs.

[0056] Regardless of the evaluation results, reinforcement design can be carried out using the hydroelectric code method and the Q method. The hydroelectric code method is only applicable to tunnels, while the Q method is applicable to large caverns and tunnels. The hydroelectric code method and the Q method are most suitable for situations where the assessment results are stable, relaxed, weak deformation, and moderate to low rockburst. For deformation situations of strong and extremely strong severity, the CCM method can be used; for rockburst situations of moderate to high severity, the Ontario method can be used. For example, Figure 9 This is a schematic diagram of support using the Q method. Figure 10 This is a schematic diagram of the support provided for the deformed tunnel section.

[0057] In this embodiment of the invention, support is provided on the tunnel model according to the support scheme, specifically as follows: Receive the layout parameters corresponding to the support scheme, and batch-lay out support components on the arch, sidewalls, and bottom slab of the tunnel model according to the layout parameters, such as... Figure 11 As shown in the image. The layout parameters include row spacing, starting height, etc., and a preview of the 3D effect after layout can be obtained.

[0058] In this embodiment of the invention, after the tunnel support design and layout are completed, the results can be output, including the following: Figure 12 The statistics on excavation work volume, support work volume, and cross-sectional diagrams shown are as follows: Figure 13 The support drawings shown and such Figure 14 The report shown meets the project requirements.

[0059] This invention proposes a tunnel stability evaluation method based on a three-dimensional geological model. Traditional methods require designers to manually convert geological information into parameters, which suffers from problems such as unreasonable parameter assignment and loss of important parameters. Furthermore, it necessitates the use of computational software, requiring significant time and effort for tunnel stability calculations. This invention, under the same interface and specifications, directly performs stability evaluation within the tunnel model based on an attributed three-dimensional geological model. It fully utilizes real geological information to conduct tunnel stability evaluation, achieving an integrated working mode from three-dimensional geological model to tunnel model to tunnel stability analysis and evaluation, greatly accelerating work efficiency and saving labor costs.

[0060] This invention proposes a tunnel support method incorporating multiple standards. Traditional support methods involve designers manually drawing 2D support diagrams for each section in CAD after consulting standards. Modifications to these diagrams are not linked, leading to discrepancies in geological information for the same location. Furthermore, manual drawing is labor-intensive, inefficient, and consumes significant manpower and resources. This invention, after tunnel stability evaluation, recommends specific support schemes based on the evaluation results for each tunnel segment. Designers can directly deploy the support in a 3D interface, and once deployed, 2D support design drawings and engineering quantity reports can be output. This method allows all design and support work to be completed in a 3D environment, facilitating designer operation and significantly improving work efficiency. This invention deeply integrates a 3D geological model with a professional geotechnical mechanics analysis model and support design algorithms, forming an integrated and intelligent analysis and decision-making method.

[0061] A second aspect of the present invention provides a terminal device, including a memory, a processor, and a computer program stored in the memory and executable on the processor, wherein the processor executes the computer program to implement the steps of the tunnel support method based on the three-dimensional geological model described above.

[0062] This invention addresses the engineering challenge of tunnel stability evaluation and support design by employing a three-dimensional digital system approach. It proposes a tunnel support method and terminal equipment based on a three-dimensional geological model, integrating the discontinuous data structure of the three-dimensional geological model and the continuous data structure of the tunnel model into a single method. This fully utilizes the geological attribute information stored in both the three-dimensional geological model and the tunnel model. Based on this, and according to the assigned physical and mechanical parameters of each tunnel segment, and using built-in, standardized calculation and evaluation criteria, the method achieves efficient and rapid assessment of the stability of the tunnel surrounding rock, provides targeted support layout schemes, completes support creation, and outputs engineering quantities, drawings, and reports. The application of this method enables a fully digitalized application of tunnel model creation, analysis and evaluation, support design, and output results based on a three-dimensional geological model, providing assurance for safe tunnel construction and quality control.

[0063] The above descriptions are merely a few embodiments of the present invention and are not intended to limit the present invention in any way. Although the present invention has been disclosed above with reference to preferred embodiments, it is not intended to limit the present invention. Any modifications or alterations made by those skilled in the art without departing from the scope of the technical solution of the present invention using the disclosed technical content are equivalent to equivalent implementation cases and fall within the scope of the technical solution.

Claims

1. A tunnel support method based on a three-dimensional geological model, characterized in that, include: Determine the three-dimensional geological model corresponding to the tunnel, and create a tunnel model within the three-dimensional geological model based on the tunnel's parameters; The tunnel model is divided into segments, and the surrounding rock quality and ground stress of each segment are assigned values. The surrounding rock mechanical parameters of each tunnel section are calculated based on the surrounding rock quality and the in-situ stress, and the stability of each tunnel section is determined based on the surrounding rock mechanical parameters. Based on the stability, a support scheme for each tunnel segment is determined, and support is carried out on the tunnel model according to the support scheme.

2. The tunnel support method based on a three-dimensional geological model according to claim 1, characterized in that, Based on the aforementioned stability, the support scheme for each tunnel section is determined as follows: Based on the stability described, a support scheme is matched from a plurality of candidate support schemes; Each candidate support scheme is based on the following methods: the Hydroelectric Code, the Q method, the CCM method, or the Ontario method.

3. The tunnel support method based on a three-dimensional geological model according to claim 1, characterized in that, The support scheme is implemented on the tunnel model as follows: Receive the layout parameters corresponding to the support scheme, and arrange the support components in batches on the top arch, sidewalls and bottom plate of the tunnel model according to the layout parameters.

4. The tunnel support method based on a three-dimensional geological model according to claim 1, characterized in that, The quality of the surrounding rock in each tunnel section is assigned a value, specifically as follows: The quality of the surrounding rock in each tunnel section is assigned using the RMR grading method, HC grading method, Q grading method, or BQ grading method.

5. The tunnel support method based on a three-dimensional geological model according to claim 1, characterized in that, Based on the surrounding rock quality and the in-situ stress, the mechanical parameters of the surrounding rock for each tunnel section are calculated as follows: Based on the surrounding rock quality and the in-situ stress, the mechanical parameters of the surrounding rock for each tunnel section are calculated using the Hoek-Brown method.

6. The tunnel support method based on a three-dimensional geological model according to claim 5, characterized in that, The surrounding rock mechanical parameters include geological strength indices, uniaxial compressive strength of the rock, cohesion, and friction angle.

7. The tunnel support method based on a three-dimensional geological model according to claim 1, characterized in that, After calculating the surrounding rock mechanical parameters of each tunnel section based on the surrounding rock quality and the in-situ stress, the method further includes: The cavern pressure for each section is determined based on the aforementioned surrounding rock mechanical parameters.

8. The tunnel support method based on a three-dimensional geological model according to claim 7, characterized in that, The cavern pressure for each section is determined based on the aforementioned surrounding rock mechanical parameters, specifically as follows: Based on the surrounding rock mechanics parameters, the cavern pressure of each section is determined using Protodyakonov's theory, Terzaghi's theory, or loosened earth pressure theory.

9. The tunnel support method based on a three-dimensional geological model according to any one of claims 1-8, characterized in that, After supporting the tunnel model according to the support scheme, the method further includes: Output excavation work volume statistics, support work volume statistics, and cross-sectional diagrams.

10. A terminal device, comprising a memory, a processor, and a computer program stored in the memory and executable on the processor, characterized in that, When the processor executes the computer program, it implements the steps of the tunnel support method based on a three-dimensional geological model as described in any one of claims 1-9.

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