Modeling method and system for earth-rock interface of sandy gravel stratum and bedrock

Abstract

The invention discloses a sandy gravel stratum and bed rock earth-rock interface modeling method and system, and relates to the technical field of unfavorable geologic body three-dimensional modeling, and the method comprises the steps: building a drilling three-dimensional model according to preliminarily designed grouting hole drilling information; drilling holes in the edge position of the tunnel face are selected as exploration holes, field drilling and snooping are carried out at the exploration holes of the tunnel face, the earth-rock junction condition of a sandy gravel stratum in the holes and bed rock is determined, earth-rock junction points are delimited, and a sequence is formed; performing embedded surface fitting, and constructing a three-dimensional curved surface model of the soil-rock interface; the three-dimensional curved surface model is embedded into the drilling three-dimensional model according to original coordinates, and drilling holes needing grouting are screened out of the remaining drilling holes according to the intersection condition of the drilling holes and the curved surface; performing field drilling snooping on any drilling hole to be grouted, exploring a soil-rock junction point, updating a sequence, updating the three-dimensional curved surface model, and screening the drilling holes to be grouted again; and continuously iterating and updating the model until a set condition is met, and completing modeling of the three-dimensional curved surface of the soil-rock interface.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of three-dimensional modeling of adverse geological bodies, and particularly relates to a method and system for modeling a soil-rock interface between a sandy pebble stratum and bedrock. BACKGROUND

[0002] The statements in this section merely provide background information related to the present application and do not necessarily constitute prior art.

[0003] In tunnel engineering, the sandy pebble stratum is a typical mechanically unstable stratum, which has the properties of uneven rock properties, varying degrees of softness and hardness, and loose structure. In order to ensure the safety of tunnel excavation work, the sandy pebble stratum needs to be grouted and reinforced before the tunnel excavation work can be completely carried out. However, during the tunnel excavation process, the front of the tunnel face often simultaneously appears sandy pebble stratum and bedrock. Therefore, in the design of the grouting hole, there are often "ineffective grouting holes", that is, the grouting hole does not pass through the sandy pebble stratum, but is in the bedrock. The grouting operation of this hole not only cannot play a role in reinforcing the sandy pebble stratum, but also can damage the integrity of the original bedrock due to high-pressure grouting.

[0004] To avoid the above problems, the traditional way is to directly drill multiple holes according to experience, and then judge whether grouting is needed according to the observation of the inside of the drilling hole. However, with only a few drilling grouting, it is actually difficult to ensure that the entire sandy pebble stratum behind the tunnel face can be effectively grouted and reinforced, so a large number of drilling grouting is still needed, which will result in serious low efficiency, a cumbersome process, and the possibility of "ineffective grouting holes", wasting drilling time and human and material resources. Therefore, when facing the grouting operation of the sandy pebble stratum in front of the tunnel face, it is necessary to accurately demarcate the soil-rock interface between the sandy pebble stratum and the bedrock, so as to avoid the bedrock part and only grout and reinforce the sandy pebble stratum.

[0005] Usually, the demarcation of the interface between the strata is achieved by directly detecting using geophysical methods such as seismic waves, geological radar, etc. However, on the one hand, the sandy pebble stratum is composed of loose and disordered pebbles and sandy soil, and the bedrock may have a complex occurrence due to tectonic movement (such as faults, folds, etc.), the contact surface between the two is irregular due to the non-homogeneity, and there may be tilting, undulating or local embedding, etc., making it difficult to accurately demarcate the interface. On the other hand, since geophysical methods rely on wave velocity differences, the physical parameters of strongly weathered bedrock and dense sandy pebble are similar, resulting in multiple solutions in the interpretation results, and it is actually difficult to achieve the demarcation of the interface between the two geological strata. Therefore, there is currently no effective demarcation and modeling scheme for the soil-rock interface between the sandy pebble stratum and the bedrock. SUMMARY

[0006] To solve the above problems of the prior art, the present application provides a method and system for modeling the soil-rock interface of a sand-pebble stratum and bedrock, which determines the soil-rock interface points and preliminarily fits a three-dimensional curved surface model of the soil-rock interface according to the drilling peeping conditions of a few actual drill holes, and then embeds the three-dimensional curved surface model into a three-dimensional model of the grouting hole drill holes constructed, optimizes the drill holes that do not intersect with the cross section according to the embedding result, avoids the occurrence of "invalid grouting holes", avoids the damage to the bedrock, reduces the drilling and grouting workload, improves the construction efficiency, and then selects the effective drill holes by continuous iteration, iteratively optimizes and updates the three-dimensional curved surface model of the soil-rock interface, and realizes the division of the soil-rock interface of the sand-pebble stratum and the bedrock, thereby effectively ensuring the grouting reinforcement effect of the sand-pebble stratum tunnel.

[0007] In a first aspect, the present application provides a method for modeling the soil-rock interface of a sand-pebble stratum and bedrock.

[0008] The method for modeling the soil-rock interface of a sand-pebble stratum and bedrock comprises the following steps. Constructing a three-dimensional model of the drill holes according to the grouting hole drilling information of the preliminary design of the tunneling face; Selecting the drill holes at the edge position of the tunneling face as the exploration holes based on the three-dimensional model of the drill holes, performing on-site drilling peeping at the tunneling face exploration holes, determining the soil-rock interface conditions of the sand-pebble stratum and the bedrock in the holes, demarcating the soil-rock interface points, and forming a sequence of the soil-rock interface points; Performing surface fitting according to the sequence of the soil-rock interface points to construct a three-dimensional curved surface model of the soil-rock interface; Embedding the three-dimensional curved surface model into the three-dimensional model of the drill holes according to the original coordinates, and screening the grouting drill holes from the remaining drill holes according to the intersection conditions of the drill holes and the curved surface; Performing on-site drilling peeping on any grouting drill hole, exploring the soil-rock interface points in the drill hole and updating the sequence, and then updating the three-dimensional curved surface model and screening the grouting drill holes again; continuously updating the model until the set conditions are met, and completing the modeling of the three-dimensional curved surface of the soil-rock interface.

[0009] In a further technical solution, the grouting hole drilling information comprises the grouting hole orifice coordinates, drilling depth, drilling vertical angle and deflection angle of a plurality of drill holes.

[0010] In a further technical solution, the construction of the three-dimensional model of the drill holes comprises the following steps. For each drill hole, calculating the drill hole bottom coordinates according to the grouting hole orifice coordinates, in combination with the drilling depth, drilling vertical angle and deflection angle; Constructing the three-dimensional model of the drill holes according to the grouting hole orifice coordinates and the drill hole bottom coordinates of a plurality of drill holes.

[0011] In a further technical solution, the on-site drilling at the tunneling face exploration holes, the demarcation of the soil-rock interface points, and the formation of the sequence of the soil-rock interface points comprise the following steps: On-site drilling and peeping are performed on the tunnel face exploration hole to determine the soil-rock interface condition of the sand-pebble stratum and the bedrock in the hole; if the soil-rock interface condition exists in the hole, the soil-rock interface point is marked and the interval distance of the soil-rock interface point from the hole mouth is recorded, and the coordinates of the soil-rock interface point are calculated according to the interval distance; otherwise, if the soil-rock interface condition does not exist in the hole, the exploration hole is discarded. Based on the coordinates of all the updated soil-rock interface points, a soil-rock interface point coordinate sequence, i.e., a soil-rock interface point sequence, is formed.

[0012] In a further technical solution, according to the intersection condition of each drill hole and the three-dimensional surface of the soil-rock interface, the drill holes requiring grouting are screened from the remaining drill holes, including: According to the intersection condition of each drill hole and the three-dimensional surface of the soil-rock interface, the type of each drill hole is determined, i.e., if the drill hole intersects with the soil-rock interface, the drill hole is determined as a drill hole passing through the sand-pebble stratum, i.e., a drill hole requiring grouting; otherwise, if the drill hole does not intersect with the soil-rock interface, the drill hole is determined as a drill hole located in the bedrock, i.e., a drill hole not requiring grouting. According to the type determination of each drill hole in the remaining drill holes, all the drill holes requiring grouting are screened.

[0013] In a further technical solution, the set condition is that all the drill holes intersecting with the soil-rock interface have completed drilling peeping exploration and grouting reinforcement construction.

[0014] In a second aspect, the present application provides a soil-rock interface modeling system of a sand-pebble stratum and a bedrock.

[0015] A soil-rock interface modeling system of a sand-pebble stratum and a bedrock, including: A three-dimensional modeling module for constructing a drill hole three-dimensional model according to the grouting hole drilling information of the preliminary design of the tunnel excavation tunnel face; A data acquisition module for selecting a drill hole at the edge position of the tunnel face as an exploration hole based on the drill hole three-dimensional model, performing on-site drill hole peeping at the tunnel face exploration hole, determining the soil-rock interface condition of the sand-pebble stratum and the bedrock in the hole, marking the soil-rock interface point, and forming a soil-rock interface point sequence; A curved surface fitting and model construction module for fitting a surface-embedded curved surface according to the soil-rock interface point sequence and constructing a three-dimensional curved surface model of the soil-rock interface; A drill hole optimization module for embedding the three-dimensional curved surface model into the drill hole three-dimensional model according to the original coordinates, and screening the drill holes requiring grouting from the remaining drill holes according to the intersection condition of the drill holes and the curved surface. The model dynamic optimization module is used for on-site drilling peeping of any grouting borehole, probing the soil-rock interface point in the borehole and updating the sequence, and then updating the three-dimensional curved surface model and screening the grouting borehole again; the model is iteratively updated until the set condition is met, and the modeling of the three-dimensional curved surface of the soil-rock interface is completed.

[0016] In a third aspect, the present application further provides an electronic device, comprising: a memory for storing executable instructions; and a processor for executing the executable instructions stored in the memory to implement the modeling method of the soil-rock interface of the sand-pebble stratum and bedrock.

[0017] In a fourth aspect, the present application further provides a computer readable storage medium storing executable instructions for causing a processor to execute the executable instructions to implement the modeling method of the soil-rock interface of the sand-pebble stratum and bedrock.

[0018] In a fifth aspect, the present application further provides a computer program product comprising executable instructions stored in a computer readable storage medium; wherein the processor of an electronic device reads the executable instructions from the computer readable storage medium and executes the executable instructions to implement the modeling method of the soil-rock interface of the sand-pebble stratum and bedrock.

[0019] The above one or more technical solutions have the following beneficial effects: 1. The present application provides a modeling method and system of the soil-rock interface of the sand-pebble stratum and bedrock. Firstly, the soil-rock interface point is determined and the three-dimensional curved surface model of the soil-rock interface is preliminarily fitted according to the peeping condition of a few actual boreholes, and then the model is embedded into the three-dimensional model of the grouting borehole. According to the embedding result, i.e. the intersection condition of the borehole and the interface, it is determined whether the borehole passes through the sand-pebble stratum, so as to optimize the borehole which does not intersect with the cross section, i.e. the three-dimensional curved surface model is fitted through the initial probe hole data, and the grouting borehole intersecting with the sand-pebble stratum is dynamically selected, so as to avoid the appearance of "invalid grouting borehole", avoid the damage of the bedrock, reduce the drilling grouting workload, reduce invalid construction, save drilling time and grouting materials, and improve the construction efficiency. Then, the effective borehole drilling is iteratively selected, the three-dimensional curved surface model of the soil-rock interface is iteratively optimized and updated, the soil-rock interface of the sand-pebble stratum and bedrock is updated and accurately divided, the accuracy of the model is gradually improved, the complex geological conditions such as inclination, fluctuation or local embedding are adapted, and the grouting reinforcement effect of the sand-pebble stratum tunnel is effectively ensured.

[0020] 2、The present application is aimed at the non-homogeneity of sand-pebble stratum and bedrock and irregular contact surface, adopts surface fitting technology, dynamically adjusts the model in combination with drilling data, effectively deals with complex occurrence caused by structural movement such as fault and fold, and realizes accurate division and modeling of the soil-rock interface; on the basis, through model screening, only effective drilling needs to be grouted, the demand of a large number of trial and error drilling in the traditional experience method is reduced, the construction period is shortened, and the consumption of manpower and material resources is reduced.

[0021] 3、The present application realizes visual superposition of the three-dimensional model of drilling and the interface surface, assists the construction personnel in intuitively judging the relationship between the drilling and the interface, optimizes the layout of the grouting hole, and improves the scientific nature of the decision; through the method, high-pressure grouting into the bedrock region is avoided, the bedrock structure is prevented from being damaged, the safety of tunnel construction is enhanced, the grouting reinforcement effect of the sand-pebble stratum is ensured, and the integrity of the bedrock and the construction safety are ensured.

[0022] The advantages of the additional aspects of the present application will be partially given in the following description, partially will become obvious from the following description, or will be known by the practice of the present application. BRIEF DESCRIPTION OF DRAWINGS

[0023] The drawings accompanying the specification of the present application form a part thereof, serve to provide further understanding of the present application, and together with the description of the exemplary embodiments of the present application and the explanation thereof serve to explain the present application, and do not constitute an improper limitation of the present application.

[0024] Figure 1 The overall flow chart of the soil-rock interface modeling method of the sand-pebble stratum and bedrock in the embodiment of the present application; Figure 2 The schematic diagram of drilling design in the embodiment of the present application; Figure 3 The distribution schematic diagram of the exploration hole in the embodiment of the present application; Figure 4 The three-dimensional diagram of the soil-rock interface and drilling intersection in the embodiment of the present application; Figure 5 The plan view of the soil-rock interface and drilling intersection in the embodiment of the present application; Figure 6 The front view of the soil-rock interface and drilling intersection in the embodiment of the present application; Figure 7 The side view of the soil-rock interface and drilling intersection in the embodiment of the present application.

[0025] Wherein, 1, No. 1 exploration hole; 2, No. 2 exploration hole; 3, No. 3 exploration hole; 4, No. 4 exploration hole; 5, No. 5 exploration hole. DETAILED DESCRIPTION

[0026] It should be noted that the following detailed description is exemplary only and is intended to provide further description of the present application in order to provide further explanation of the exemplary embodiments according to the present application and is not intended to limit the same. Unless otherwise defined, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which the present application pertains. Furthermore, it is to be understood that the use of the terms "including", "comprising", "having" and "containing" are used herein to specify the presence of stated features, steps, operations, devices, components and / or combinations thereof, but do not preclude the presence or addition of one or more other features, steps, operations, devices, components and / or combinations thereof.

[0027] The present application provides a method and system for modeling the soil-rock interface between the sand-pebble stratum and the bedrock. In the method, a three-dimensional model of the initial design of the grouting hole is established, a probe hole is applied to the edge part of the working face in the construction site, the drilling peep technology is used to observe whether the soil-rock interface appears in the probe hole, and the soil-rock interface point is marked; three-dimensional surface fitting is performed on all soil-rock interface points to preliminarily establish a three-dimensional model of the soil-rock interface; then, based on the two models constructed, the intersection of the designed grouting hole and the soil-rock interface is determined, the drilling hole not intersecting with the cross section is optimized, the engineering quantity is reduced, and the construction efficiency is increased; in the actual grouting operation, the effective drilling hole is selected by iteration, the drilling peep is carried out on the grouting hole in the construction process, the three-dimensional curve model of the soil-rock interface preliminarily constructed is iteratively optimized according to the peep result, the modeling of the soil-rock interface is completed, the soil-rock interface division between the sand-pebble stratum and the bedrock is realized, and the grouting reinforcement effect of the sand-pebble stratum tunnel is effectively ensured.

[0028] Embodiment one The present embodiment provides a method for modeling the soil-rock interface between the sand-pebble stratum and the bedrock, as shown in Figure 1 The method specifically comprises the following steps: Step S1, constructing a three-dimensional model of the drilling hole according to the grouting hole drilling information of the preliminary design of the tunneling working face.

[0029] In the present embodiment, the drilling hole scheme of the corresponding grouting hole is preliminarily designed according to the experience for the tunneling working face, the grouting hole drilling information in the drilling hole scheme includes the grouting hole orifice coordinates, drilling depth, drilling vertical angle and deflection angle of a plurality of drilling holes. Further, a three-dimensional model of the drilling hole is constructed according to the grouting hole drilling information, which is: Firstly, for each drilling hole, the bottom coordinates (x end , y end , z end ) are calculated according to the orifice coordinates (x start , y start , z start ) of the grouting hole in the original design scheme, combined with the drilling depth L, the drilling vertical angle a and the deflection angle b, and the calculation formula is: ; Then, according to the grouting hole orifice coordinates (x start , y start , z start ) and the borehole bottom coordinates (x end , y end , z end ) of the multiple boreholes, a corresponding borehole three-dimensional graph is drawn to construct a borehole three-dimensional model, as shown in Figure 2 .

[0030] Step S2, based on the borehole three-dimensional model, a borehole at the edge position of the working face is selected as a probe hole, and on-site borehole peeping is performed at the working face probe hole to determine the soil-rock interface condition of the sand and gravel stratum and the bedrock in the hole, and the soil-rock interface points are demarcated to form a soil-rock interface point sequence.

[0031] Specifically, based on the above-constructed borehole three-dimensional model, a borehole is randomly selected at each of the edge positions of the working face borehole design graph, such as up, down, left, right and center, as a probe hole, and on-site borehole peeping or peeping is performed on the five probe holes (i.e., No. 1 probe hole~No. 5 probe hole: No. 1 probe hole 1, No. 2 probe hole 2, No. 3 probe hole 3, No. 4 probe hole 4, No. 5 probe hole 5), as shown in Figure 3 , in addition, each borehole is labeled according to the labeling mode of C~G from outside to inside and the sequence number in clockwise direction. Taking the probe hole 1 as an example, on-site borehole peeping is performed on the working face probe hole to check the soil-rock interface condition of the sand and gravel stratum and the bedrock in the hole, that is, to determine whether there is a soil-rock interface condition in the hole, if there is a soil-rock interface condition in the hole, the soil-rock interface point is marked and the distance of the soil-rock interface point position from the orifice is recorded l 1, then the coordinates (x1, y1, z1) of the soil-rock interface point can be calculated according to the interval, which are: ; On the contrary, if there is no soil-rock interface condition in the hole, the probe hole is discarded.

[0032] Through the above-mentioned mode, the coordinates of the soil-rock interface points in all the probe holes can be obtained, based on the coordinates of all the updated soil-rock interface points, a soil-rock interface point sequence is formed, that is, a soil-rock interface point coordinate sequence (x n , y n , z n ), n∈(1, N), N is the total number of points.

[0033] Step S3, according to the soil-rock interface point sequence, a surface fitting is performed to construct a three-dimensional curved surface model of the soil-rock interface.

[0034] Specifically, the coordinates of the soil-rock interface points are imported into Rhino software, and the surface fitting is generated by embedding the surface of all the soil-rock interface points, that is, the three-dimensional surface model of the soil-rock interface is generated. In the option setting, the sampling point interval is 1, the U direction span number of the surface is 10, the V direction span number of the surface is 10, and the hardness is 5-15. The larger the hardness value is, the smoother the fitting surface is.

[0035] Step S4: Embedding the three-dimensional surface model into the three-dimensional model of the drill hole according to the original coordinates, and screening the grouting drill holes from the remaining drill holes according to the intersection of the drill hole and the surface.

[0036] Specifically, the fitting surface generated by Rhino software is exported in DWG file, and then opened in CAD software. The surface is copied and pasted into the three-dimensional graph of the drill hole with the original coordinates, as shown in Figures 4-7 After that, the intersection of the drill hole and the soil-rock interface is checked according to the three-dimensional graph, and the grouting drill holes are screened from the remaining drill holes according to the intersection of each drill hole and the three-dimensional surface of the soil-rock interface, as follows: Firstly, the type of each drill hole is judged according to the intersection of each drill hole and the three-dimensional surface of the soil-rock interface, that is, if the drill hole intersects with the soil-rock interface, it is determined that the drill hole passes through the sand and gravel stratum, and grouting reinforcement is needed, that is, it is determined that the hole is a grouting drill hole; otherwise, if the drill hole does not intersect with the soil-rock interface, it is determined that the drill hole is located in the bedrock, and grouting reinforcement is not needed, that is, it is determined that the hole is a non-grouting drill hole.

[0037] Secondly, all the grouting drill holes are screened according to the type judgment of each drill hole in the remaining drill holes.

[0038] Step S5: On-site drill hole peeping is performed on any grouting drill hole, the soil-rock interface points in the drill hole are explored, and the sequence is updated, and then the three-dimensional surface model is updated and the grouting drill hole is screened again; the model is continuously updated until the set condition is met, and the modeling of the three-dimensional surface of the soil-rock interface is completed. The set termination condition is that all drill holes intersecting with the soil-rock interface have completed drill hole peeping exploration and grouting reinforcement construction.

[0039] Specifically, the drill hole peeping is performed on any drill hole that needs to be grouted and reinforced (i.e. grouting drill hole) before grouting construction, and the drill hole is explored to see if it contains soil-rock interface points (i.e. soil-rock interface points). If there are soil-rock interface points, the coordinate information of the point is added and updated to the soil-rock interface point coordinate sequence; each time a soil-rock interface point is added, the soil-rock interface is re-fitted according to the updated soil-rock interface point coordinate sequence, the intersection of the drill hole and the interface is re-judged, and the grouting drill hole is re-screened from the remaining drill holes, so as to continuously iterate the above steps and continuously optimize the soil-rock interface in the drill hole construction process.

[0040] Embodiment Two The embodiment provides a sand-pebble stratum and bedrock soil-rock interface modeling system, which comprises: a three-dimensional modeling module configured to construct a three-dimensional drilling model according to grouting hole drilling information of a tunneling face preliminary design; a data acquisition module configured to select a drilling hole at an edge position of the tunneling face as a probe hole based on the three-dimensional drilling model, perform on-site drilling peeping at the tunneling face probe hole, determine a soil-rock interface condition of a sand-pebble stratum and a bedrock in the hole, demarcate a soil-rock interface point, and form a soil-rock interface point sequence; a curved surface fitting and model construction module configured to perform surface-embedding curved surface fitting according to the soil-rock interface point sequence, and construct a three-dimensional curved surface model of the soil-rock interface; a drilling optimization module configured to embed the three-dimensional curved surface model into the three-dimensional drilling model according to original coordinates, and select grouting drilling holes in the remaining drilling holes according to an intersection condition of the drilling holes and the curved surface; a model dynamic optimization module configured to perform on-site drilling peeping on any grouting drilling hole, probe a soil-rock interface point in the drilling hole and update the sequence, and then update the three-dimensional curved surface model and select the grouting drilling holes again; the model is iteratively updated until a set condition is met, and the modeling of the three-dimensional curved surface of the soil-rock interface is completed.

[0041] Embodiment Three The embodiment provides an electronic device, comprising a memory configured to store executable instructions, and a processor configured to execute the executable instructions stored in the memory to implement the above method provided by the embodiment.

[0042] Embodiment Four The embodiment also provides a computer readable storage medium storing executable instructions, which, when executed by a processor, cause the processor to execute the above method provided by the embodiment.

[0043] Embodiment Five The embodiment provides a computer program product, which comprises executable instructions, and the executable instructions are computer instructions; the executable instructions are stored in a computer readable storage medium. When a processor of an electronic device reads the executable instructions from the computer readable storage medium, the processor executes the executable instructions, so that the electronic device executes the above method provided by the embodiment.

[0044] The steps involved in the above embodiments two to five correspond to the method of embodiment one, and the specific implementation can refer to the relevant description of embodiment one. The term "computer readable storage medium" should be understood to include a single medium or multiple media of one or more instruction sets; it should also be understood to include any medium capable of storing, encoding, or carrying the instruction sets for execution by a processor and causing the processor to perform any of the methods in the present application.

[0045] Those skilled in the art should understand that each module or step of the present application described above can be realized by a general computer device, alternatively, they can be realized by program codes executable by a computing device, so that they can be stored in a storage device for execution by a computing device, or they can be respectively manufactured into individual integrated circuit modules, or a plurality of modules or steps among them can be manufactured into a single integrated circuit module to realize. The present application is not limited to any specific combination of hardware and software.

[0046] The above description is only the preferred embodiments of the present application, although the specific embodiments of the present application are described in conjunction with the drawings, but it is not a limitation on the scope of protection of the present application, those skilled in the art should understand that various modifications or variations made on the basis of the technical solutions of the present application without the need for creative labor are still within the scope of protection of the present application.

Claims

1. A method for modeling the interface between sandy gravel strata and bedrock, characterized in that, include: Based on the drilling information of the grouting holes in the preliminary design of the tunnel face, a three-dimensional model of the boreholes is constructed. Based on the three-dimensional model of the borehole, the borehole at the edge of the working face is selected as the exploration hole. On-site drilling exploration is carried out at the exploration hole at the working face to determine the soil-rock interface between the sand and gravel strata and the bedrock in the hole, delineate the soil-rock interface points, and form a soil-rock interface point sequence. Based on the sequence of soil-rock interface points, a mosaic surface is fitted to construct a three-dimensional surface model of the soil-rock interface. The three-dimensional surface model is embedded into the three-dimensional borehole model according to the original coordinates. Based on the intersection of the borehole and the surface, the boreholes that need grouting are selected from the remaining boreholes. For any borehole requiring grouting, conduct on-site borehole exploration to investigate the soil-rock interface points within the borehole and update the sequence. Then, update the 3D surface model and re-select the boreholes requiring grouting. Continuously iterate and update the model until the set conditions are met, and complete the modeling of the 3D surface of the soil-rock interface.

2. The method for modeling the interface between sandy gravel strata and bedrock as described in claim 1, characterized in that, The drilling information for the grouting holes includes the coordinates of the grouting hole openings, drilling depth, drilling angle, and deflection angle of multiple holes.

3. The method for modeling the interface between sandy gravel strata and bedrock as described in claim 2, characterized in that, The construction of the borehole 3D model includes: For each borehole, the coordinates of the bottom of the borehole are calculated based on the coordinates of the grouting hole opening, combined with the borehole depth, borehole vertical angle, and borehole deflection angle. A three-dimensional model of the boreholes is constructed based on the coordinates of the grouting hole openings and the bottom coordinates of the boreholes.

4. The method for modeling the interface between sandy gravel strata and bedrock as described in claim 1, characterized in that, On-site drilling was conducted at the exploration borehole at the working face to determine the soil-rock boundary between the sand and gravel strata and the bedrock, delineating the soil-rock boundary points and forming a sequence of soil-rock boundary points, including: On-site drilling and inspection of the exploration boreholes at the working face are conducted to determine the soil-rock boundary between the sand and gravel strata and the bedrock. If a soil-rock boundary exists in the borehole, the boundary point is marked and the distance between the boundary point and the borehole opening is recorded. The coordinates of the boundary point are calculated based on the distance. Conversely, if no soil-rock boundary exists in the borehole, the exploration borehole is discarded. Based on the updated coordinates of all soil-rock interface points, a soil-rock interface point coordinate sequence is formed, i.e., the soil-rock interface point sequence.

5. The method for modeling the interface between sandy gravel strata and bedrock as described in claim 1, characterized in that, Based on the intersection of each borehole with the three-dimensional curved surface of the soil-rock interface, boreholes requiring grouting are selected from the remaining boreholes, including: Based on the intersection of each borehole with the three-dimensional curved surface of the soil-rock interface, the type of each borehole is determined as follows: if the borehole intersects with the soil-rock interface, it is determined that the borehole passes through the sand and gravel strata, and therefore requires grouting; conversely, if the borehole does not intersect with the soil-rock interface, it is determined that the borehole is located in the bedrock, and therefore does not require grouting. Based on the type of each of the remaining boreholes, all boreholes that require grouting are selected.

6. The method for modeling the interface between sandy gravel strata and bedrock as described in claim 1, characterized in that, The specified conditions are: all boreholes intersecting the soil-rock interface have completed borehole inspection and grouting reinforcement construction.

7. A modeling system for the interface between sandy gravel strata and bedrock, characterized in that, include: The 3D modeling module is used to construct a 3D model of the borehole based on the borehole information of the grouting holes in the preliminary design of the tunnel face. The data acquisition module is used to select boreholes at the edge of the working face as exploration holes based on the 3D model of the borehole, and to conduct on-site borehole exploration at the exploration holes on the working face to determine the soil-rock interface between the sand and gravel strata and the bedrock in the borehole, delineate the soil-rock interface points, and form a sequence of soil-rock interface points. The surface fitting and model building module is used to perform mosaic surface fitting based on the sequence of soil-rock interface points and build a three-dimensional surface model of the soil-rock interface. The borehole optimization module is used to embed the 3D surface model into the borehole 3D model according to the original coordinates, and select the boreholes that need grouting from the remaining boreholes based on the intersection of the borehole and the surface. The model dynamic optimization module is used to conduct on-site borehole exploration for any borehole that needs grouting, explore the soil-rock interface points in the borehole and update the sequence, thereby updating the three-dimensional surface model and re-selecting boreholes that need grouting; continuously iterate and update the model until the set conditions are met, and complete the modeling of the three-dimensional surface of the soil-rock interface.

8. An electronic device, characterized in that, include: Memory, used to store executable instructions; The processor, when executing executable instructions stored in the memory, implements the soil-rock interface modeling method for sand and gravel strata and bedrock as described in any one of claims 1-6.

9. A computer-readable storage medium, characterized in that, The system stores executable instructions that, when executed by a processor, implement the soil-rock interface modeling method for sand and gravel strata and bedrock as described in any one of claims 1-6.

10. A computer program product, characterized in that, The computer program product includes executable instructions stored in a computer-readable storage medium; When the processor of the electronic device reads the executable instructions from the computer-readable storage medium and executes the executable instructions, it implements the soil-rock interface modeling method of any one of claims 1-6.

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