A method and system for modeling a soil-rock interface of a sandy cobble stratum and bedrock

Abstract

The application discloses a kind of sand pebble stratum and bedrock's soil and stone interface modeling method and system, it is related to the three-dimensional modeling technical field of adverse geologic body, including: according to the drilling information of preliminary designed grouting hole, construct three-dimensional model of drilling;Select the drilling of the edge position of working face as probe hole, carry out field drilling and explore at working face probe hole, determine the soil and stone interface situation of sand pebble stratum and bedrock in hole, demarcate soil and stone interface point and form sequence;Carry out surface fitting, construct the three-dimensional curved surface model of soil and stone interface;Three-dimensional curved surface model is embedded three-dimensional model of drilling according to original coordinate, according to the intersection of drilling and surface, screen grouting hole in remaining drilling;Any grouting hole is carried out field drilling and explore, explore soil and stone interface point and update sequence, further update three-dimensional curved surface model and screen grouting hole again;Model is constantly iterated and updated, until meeting set condition, complete the modeling of soil and stone interface three-dimensional curved surface.

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 peering conditions of a few actual drill holes, 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 work amount, improves the construction efficiency, and further selects effective drill holes by iteration, 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 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.

[0009] A three-dimensional model of the drill holes is constructed according to the grouting hole drilling information of the tunnel excavation face preliminary design.

[0010] Based on the three-dimensional model of the drill holes, a drill hole at the edge position of the face is selected as a probe hole, on-site drilling peering is performed at the face probe hole, the soil-rock interface condition of the sand-pebble stratum and bedrock in the hole is determined, the soil-rock interface points are demarcated, and a sequence of the soil-rock interface points is formed.

[0011] A three-dimensional curved surface model of the soil-rock interface is constructed by surface fitting according to the sequence of the soil-rock interface points.

[0012] The three-dimensional curved surface model is embedded into the three-dimensional model of the drill holes according to the original coordinates, and the grouting drill holes are screened from the remaining drill holes according to the intersection condition of the drill holes and the curved surface.

[0013] On-site drilling peering is performed on any grouting drill hole, the soil-rock interface points in the drill hole are probed and the sequence is updated, and then the three-dimensional curved surface model is updated and the grouting drill holes are screened again; the model is continuously updated by iteration until the set condition is met, and the modeling of the three-dimensional curved surface of the soil-rock interface is completed.

[0014] 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.

[0015] In a further technical solution, the construction of the three-dimensional model of the drill holes comprises the following steps.

[0016] For each drill hole, the drill hole bottom coordinates are calculated according to the grouting hole orifice coordinates, combined with the drilling depth, drilling vertical angle and deflection angle.

[0017] The three-dimensional model of the drill holes is constructed according to the grouting hole orifice coordinates and the drill hole bottom coordinates of a plurality of drill holes.

[0018] Further technical solutions, on-site drilling is performed at the tunnel face exploration hole, the soil-rock interface condition of the sand-pebble stratum and the bedrock in the hole is determined, the soil-rock interface points are demarcated, and a soil-rock interface point sequence is formed, including:

[0019] On-site drilling is performed at the tunnel face exploration hole, the soil-rock interface condition of the sand-pebble stratum and the bedrock in the hole is determined, and if the soil-rock interface condition exists in the hole, the soil-rock interface point is marked and the distance between the soil-rock interface point position and the hole mouth is recorded, and the coordinates of the soil-rock interface point are calculated according to the distance; otherwise, if the soil-rock interface condition does not exist in the hole, the exploration hole is discarded.

[0020] 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.

[0021] Further technical solutions, according to the intersection condition of each drill hole and the soil-rock interface three-dimensional surface, the grouting drill holes are screened from the remaining drill holes, including:

[0022] According to the intersection condition of each drill hole and the soil-rock interface three-dimensional surface, the type of each drill hole is determined, that is, 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 grouting drill hole; 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 non-grouting drill hole.

[0023] According to the type determination of each drill hole in the remaining drill holes, all the grouting drill holes are screened.

[0024] Further technical solutions, the set condition is that all the drill holes intersecting with the soil-rock interface have completed drilling exploration and grouting reinforcement construction.

[0025] In a second aspect, the present application provides a soil-rock interface modeling system of a sand-pebble stratum and a bedrock.

[0026] A soil-rock interface modeling system of a sand-pebble stratum and a bedrock, including:

[0027] A three-dimensional modeling module is configured to construct a drill hole three-dimensional model according to grouting hole drilling information of a tunnel face excavation tunnel face preliminary design;

[0028] A data acquisition module is configured to select a drill hole at an edge position of the tunnel face as an exploration hole based on the drill hole three-dimensional model, perform on-site drilling exploration at the tunnel face exploration hole, determine the soil-rock interface condition of the sand-pebble stratum and the bedrock in the hole, demarcate the soil-rock interface points, and form a soil-rock interface point sequence;

[0029] 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.

[0030] 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.

[0031] 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.

[0032] Thirdly, the present invention also 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 above-mentioned method for modeling the soil-rock interface between gravel strata and bedrock.

[0033] Fourthly, the present invention also provides a computer-readable storage medium storing executable instructions for causing a processor to execute the executable instructions to implement the above-mentioned method for modeling the soil-rock interface between gravel strata and bedrock.

[0034] Fifthly, the present invention also provides a computer program product comprising executable instructions stored in a computer-readable storage medium; wherein, when the processor of an electronic device reads the executable instructions from the computer-readable storage medium and executes the executable instructions, the above-mentioned method for modeling the soil-rock interface between gravel strata and bedrock is implemented.

[0035] The above one or more technical solutions have the following beneficial effects:

[0036] 1. The application provides a sand and gravel stratum and bedrock soil-rock interface modeling method and system, first, according to the actual few boreholes, the soil-rock interface point is determined and the soil-rock interface three-dimensional curved surface model is preliminarily fitted, then it is embedded into the constructed grouting hole three-dimensional model, according to the embedding result, that is, the intersection of the borehole and the interface, it is judged whether the borehole passes through the sand and gravel stratum, so as to optimize the borehole which does not intersect with the cross section, that is, the three-dimensional curved surface model is fitted through the initial exploration hole data, and the grouting hole intersecting with the sand and gravel stratum is dynamically screened out, so as to avoid the appearance of "invalid grouting hole", avoid the damage of bedrock, reduce the drilling grouting engineering quantity, reduce the invalid construction, save the drilling time and grouting material, and improve the construction efficiency; then the effective drilling is selected by iteration, the three-dimensional curved surface model of the soil-rock interface is iteratively optimized and updated, the updating and accurate division of the soil-rock interface of the sand and gravel stratum and bedrock are realized, 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 and gravel stratum tunnel is effectively guaranteed.

[0037] 2. The application is aimed at the heterogeneity and irregular contact surface of the sand and gravel stratum and bedrock, adopts the surface-embedded curved surface fitting technology, dynamically adjusts the model combined with the drilling data, effectively deals with the complex occurrence caused by structural movement such as fault and fold, realizes the accurate division and modeling of the soil-rock interface; on this basis, through model screening, only the effective drilling needs to be grouted and reinforced, reducing the need for a large number of trial and error drilling in the traditional empirical method, shortening the construction period, and reducing the consumption of manpower and material resources.

[0038] 3. The application realizes the visual superposition of the three-dimensional model of the drilling hole and the interface curved surface, assists the construction personnel to intuitively judge the relationship between the drilling hole and the interface, optimizes the layout of the grouting hole, and improves the scientific nature of the decision; through the method proposed in the application, the high-pressure grouting into the bedrock area can be avoided, the bedrock structure can be prevented from being damaged, the safety of tunnel construction can be enhanced, the grouting reinforcement effect of the sand and gravel stratum can be ensured, and the integrity of the bedrock and the construction safety can be guaranteed.

[0039] The advantages of the additional aspects of the 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 application. BRIEF DESCRIPTION OF DRAWINGS

[0040] The drawings accompanying the specification of the application form a part of the application and serve to provide further understanding of the application, the illustrative embodiments of the application and their descriptions serve to explain the application, and do not constitute improper limitations on the application.

[0041] Figure 1 The overall flowchart of the sand and gravel stratum and bedrock soil-rock interface modeling method described in the embodiments of the application;

[0042] Figure 2A schematic diagram of a drilling design in an embodiment of the present application;

[0043] Figure 3 A schematic diagram of a distribution of exploration holes in an embodiment of the present application;

[0044] Figure 4 A three-dimensional diagram of the intersection of a soil-rock interface and a drilling hole in an embodiment of the present application;

[0045] Figure 5 A plan view of the intersection of a soil-rock interface and a drilling hole in an embodiment of the present application;

[0046] Figure 6 A front view of the intersection of a soil-rock interface and a drilling hole in an embodiment of the present application;

[0047] Figure 7 A side view of the intersection of a soil-rock interface and a drilling hole in an embodiment of the present application.

[0048] 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

[0049] It should be noted that the following detailed description is exemplary only, is intended to describe specific embodiments, and is intended to provide further explanation of the present application, and is not intended to limit the exemplary embodiments according to the present application. Unless otherwise indicated, all technical and scientific terms used herein have the same meaning as ordinarily understood by a person of ordinary skill in the art to which the present application belongs. In addition, it should be understood that when the terms "comprise" and / or "include" are used in the present specification, they indicate the presence of a feature, step, operation, device, component, and / or combination thereof.

[0050] The present application proposes a soil-rock interface modeling method and system for a sand-pebble stratum and bedrock, in which a three-dimensional model of an initial design of a grouting hole is established, an exploration hole is applied to an edge portion of a working face in a construction site, a drilling peep technology is used to observe whether a soil-rock interface occurs in the exploration hole, and a soil-rock interface point is demarcated; three-dimensional surface fitting is performed on all soil-rock interface points to preliminarily establish a three-dimensional model of the soil-rock interface; thereafter, based on the two models constructed, according to the intersection of the designed grouting hole and the soil-rock interface, the drilling holes that do not intersect with the cross section are optimized, the engineering quantity is reduced, and the construction efficiency is increased; in actual grouting operation, effective drilling holes are selected by iteration, 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 continuously iteratively optimized according to the peep result, the modeling of the soil-rock interface is completed, the division of the soil-rock interface of the sand-pebble stratum and the bedrock is realized, and the grouting reinforcement effect of the sand-pebble stratum tunnel is effectively guaranteed.

[0051] Embodiment one

[0052] The embodiment provides a method for modeling a soil-rock interface between a sandy pebble stratum and a bedrock, and the method comprises the following steps: Figure 1 as shown, specifically comprising the following steps:

[0053] Step S1, constructing a three-dimensional drilling model according to grouting hole drilling information of a tunneling face preliminary design.

[0054] In the embodiment, a corresponding grouting hole drilling scheme is preliminarily designed according to experience for a tunneling face, and grouting hole drilling information in the drilling scheme includes grouting hole orifice coordinates, drilling depth, drilling vertical angle and deflection angle of a plurality of drillings. Further, a three-dimensional drilling model is constructed according to the grouting hole drilling information, and the three-dimensional drilling model is as follows:

[0055] First, for each drilling, grouting hole orifice coordinates (x start , y start , z start ) in the original design scheme are combined with drilling depth L, drilling vertical angle α and deflection angle β to calculate hole bottom coordinates (x end , y end , z end ), and the calculation formula is as follows:

[0056] ;

[0057] Then, grouting hole orifice coordinates (x start , y start , z start ) and drilling hole bottom coordinates (x end , y end , z end ) of a plurality of drillings are used to draw a corresponding three-dimensional drilling diagram, so as to construct a three-dimensional drilling model, as shown in Figure 2 .

[0058] Step S2, selecting a drilling at an edge position of the tunneling face as a probe hole based on the three-dimensional drilling model, performing on-site drilling peeping at the tunneling face probe hole, determining a soil-rock interface condition of a sandy pebble stratum and a bedrock in the hole, marking a soil-rock interface point, and forming a soil-rock interface point sequence.

[0059] Specifically, based on the three-dimensional drilling model constructed above, one drilling is randomly selected as a probe hole at each of the edge positions of the tunneling face drilling design diagram, such as the upper, lower, left and right positions and the center position, and drilling peeping or peering 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, and No. 5 probe hole 5) at the tunneling face, as shown in Figure 3As shown, in addition, the embodiment is labeled according to the outer-to-inner labeling C~G and the clockwise labeling sequence number for each borehole. Taking the exploration hole 1 as an example, the on-site borehole peeping of the working face exploration hole is performed to view the soil-rock interface condition of the sand-pebble stratum and bedrock in the hole, that is, to determine whether the soil-rock interface condition exists 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 position from the hole is recorded l 1, the coordinates (x1, y1, z1) of the soil-rock interface point can be calculated according to the interval distance, which are:

[0060] ;

[0061] On the contrary, if the soil-rock interface condition does not exist in the hole, the exploration hole is discarded.

[0062] Through the above-mentioned manner, the coordinates of the soil-rock interface points in all exploration holes can be obtained, and based on the coordinates of all updated soil-rock interface points, a soil-rock interface point sequence, 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.

[0063] 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.

[0064] Specifically, the soil-rock interface point coordinate sequence is imported into the Rhino software, and all soil-rock interface points are selected to perform a surface fitting, that is, a fitting surface is generated, that is, a three-dimensional curved surface model of the soil-rock interface is generated. In the option setting, the sampling point interval is taken as 1, the U direction span number of the surface is taken as 10, the V direction span number of the surface is taken as 10, and the hardness is taken as 5-15. The greater the hardness value is, the smoother the fitting surface is.

[0065] Step S4, the three-dimensional curved surface model is embedded into the borehole three-dimensional model according to the original coordinates, and according to the intersection condition of the borehole and the surface, the boreholes needing grouting are screened from the remaining boreholes.

[0066] Specifically, the fitting surface generated by the Rhino software is exported in the DWG file, and then opened in the CAD software. The surface is copied and pasted to the borehole three-dimensional drawing in the original coordinates, as shown in Figures 4-7 . Then, according to the three-dimensional graphic, the intersection condition of the borehole and the soil-rock interface is viewed, and according to the intersection condition of each borehole and the three-dimensional surface of the soil-rock interface, the boreholes needing grouting are screened from the remaining boreholes, which are:

[0067] Firstly, according to the intersection of each borehole and the three-dimensional surface of the soil-rock interface, the type of each borehole is judged, that is, if the borehole intersects with the soil-rock interface, it is determined that the borehole passes through the sand and gravel stratum, and grouting reinforcement is required, that is, it is determined that the borehole needs grouting; otherwise, if the borehole does not intersect with the soil-rock interface, it is determined that the borehole is located in the bedrock, and grouting reinforcement is not required, that is, it is determined that the borehole does not need grouting.

[0068] Secondly, according to the type judgment of each borehole in the remaining boreholes, all boreholes that need grouting are screened out.

[0069] Step S5, on-site borehole peeping is performed on any borehole that needs grouting, the soil-rock interface point in the borehole is explored, and the sequence is updated, and the three-dimensional surface model is updated and the borehole that needs grouting is screened again; the model is updated iteratively 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 boreholes intersecting with the soil-rock interface have completed borehole peeping exploration and grouting reinforcement construction.

[0070] Specifically, for any borehole that needs grouting reinforcement (i.e. borehole that needs grouting), borehole peeping is performed before grouting construction to explore whether the borehole contains soil-rock interface (i.e. soil-rock interface point). If there is a soil-rock interface point, the coordinate information of the point is added and updated to the soil-rock interface point coordinate sequence; each added soil-rock interface point, according to the updated soil-rock interface point coordinate sequence, the soil-rock interface is refitted, the intersection of the borehole and the interface is rejudged, and the borehole that needs grouting is reselected from the remaining boreholes, so as to iteratively update the above steps and iteratively optimize the soil-rock interface during the construction process.

[0071] Embodiment Two

[0072] The embodiment provides a soil-rock interface modeling system of a sand and gravel stratum and a bedrock, comprising:

[0073] A three-dimensional modeling module is configured to construct a three-dimensional borehole model according to grouting hole drilling information of a tunneling face-oriented preliminary design.

[0074] A data acquisition module is configured to select a borehole at an edge position of the face as a probe hole based on the three-dimensional borehole model, perform on-site borehole peeping at the face probe hole, determine a soil-rock interface condition of the sand and gravel stratum and the bedrock in the hole, demarcate a soil-rock interface point, and form a soil-rock interface point sequence.

[0075] A surface fitting and model construction module is configured to perform surface fitting according to the soil-rock interface point sequence, and construct a three-dimensional surface model of the soil-rock interface.

[0076] The drilling optimization module is used for embedding the three-dimensional curved surface model into the drilling three-dimensional model according to the original coordinates, screening the grouting drilling holes in the remaining drilling holes according to the intersection between the drilling holes and the curved surface;

[0077] The model dynamic optimization module is used for performing on-site drilling exploration on any grouting drilling hole, exploring the soil-rock interface point in the drilling hole and updating the sequence, further updating the three-dimensional curved surface model and screening the grouting drilling hole 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.

[0078] Embodiment three

[0079] The embodiment provides an electronic device, comprising: a memory for storing executable instructions; a processor for executing the executable instructions stored in the memory, realizing the above-mentioned method provided by the embodiment.

[0080] Embodiment four

[0081] The embodiment also provides a computer readable storage medium storing executable instructions, when the executable instructions are executed by the processor, the processor will execute the above-mentioned method provided by the embodiment.

[0082] Embodiment five

[0083] The embodiment provides a computer program product, which comprises executable instructions, and the executable instructions are a kind of computer instructions; The executable instructions are stored in computer readable storage medium.When the processor of the 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-mentioned method provided by the embodiment.

[0084] The steps and method embodiments one corresponding to the above embodiments two to five are involved, and the specific embodiments can refer to the related description part of embodiment one.The term "computer readable storage medium" should be understood as including a single medium or multiple media of one or more instruction sets;It should also be understood as including any medium capable of storing, encoding or carrying instruction sets for execution by a processor and causing the processor to execute any method in the present application.

[0085] Those skilled in the art should understand that the above-mentioned modules or steps of the present application can be realized by general computer devices, alternatively, they can be realized by program codes executable by computing devices, so that they can be stored in storage devices and executed by computing devices, or they can be made into individual integrated circuit modules, or a plurality of modules or steps among them can be made into a single integrated circuit module to realize.The present application is not limited to any specific combination of hardware and software.

[0086] The above merely describes the preferred embodiments of the present application, and the specific embodiments of the present application are described in conjunction with the drawings, but are not intended to limit the scope of protection of the present application, and those skilled in the art should understand that various modifications or changes 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 of modeling a soil-rock interface of a sandy cobble stratum and bedrock, characterized by, The method comprises the following steps: According to the drilling information of the grouting hole in the preliminary design of the tunneling face, a three-dimensional model of the drilling is constructed; The construction of the three-dimensional model of the drilling comprises: for each drilling, the coordinates of the bottom of the drilling are calculated according to the coordinates of the grouting hole, combined with the depth of the drilling, the vertical angle and the deflection angle of the drilling; and the three-dimensional model of the drilling is constructed according to the coordinates of the grouting hole and the coordinates of the bottom of the drilling of a plurality of drillings; Based on the three-dimensional model of the drilling, a drilling at the edge position of the face is selected as a probe hole, and on-site drilling exploration is performed at the probe hole of the face 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 sequence of soil-rock interface points; According to the sequence of soil-rock interface points, a three-dimensional curved surface model of the soil-rock interface is constructed by fitting the curved surface of the face; The three-dimensional curved surface model is embedded into the three-dimensional model of the drilling according to the original coordinates, and the drilling holes that need to be grouted are selected in the remaining drillings according to the intersection condition of the drilling and the curved surface; On-site drilling exploration is performed on any drilling hole that needs to be grouted to explore the soil-rock interface points in the drilling hole and update the sequence, and then the three-dimensional curved surface model is updated and the drilling holes that need to be grouted are selected again; the model is updated iteratively until the set condition is met, and the modeling of the three-dimensional curved surface of the soil-rock interface is completed; According to the intersection condition of each drilling and the three-dimensional curved surface of the soil-rock interface, the drilling holes that need to be grouted are selected from the remaining drillings, which comprises: According to the intersection condition of each drilling and the three-dimensional curved surface of the soil-rock interface, the type of each drilling is determined, that is, if the drilling intersects with the soil-rock interface, it is determined that the drilling is a drilling that passes through the sand and gravel stratum, that is, a drilling hole that needs to be grouted; otherwise, if the drilling does not intersect with the soil-rock interface, it is determined that the drilling is a drilling located in the bedrock, that is, a drilling hole that does not need to be grouted; According to the type determination of each drilling in the remaining drillings, all drilling holes that need to be grouted are selected.

2. The method of modeling the soil-rock interface of a sand-pebble stratum and bedrock according to claim 1, characterized in that, The drilling information of the grouting hole comprises the coordinates of the grouting hole, the depth of the drilling, the vertical angle and the deflection angle of the drilling of a plurality of drillings.

3. The method of modeling the soil-rock interface of a sand-pebble stratum and bedrock according to Claim 1, wherein, On-site drilling is performed at the probe hole of the face 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 sequence of soil-rock interface points, which comprises: On-site drilling exploration is performed on the probe hole of the face to determine the soil-rock interface condition of the sand and gravel stratum and the bedrock in the hole; wherein, 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 hole is recorded, and the coordinates of the soil-rock interface point are calculated according to the distance; otherwise, if there is no soil-rock interface condition in the hole, the probe hole is discarded; Based on the coordinates of all the updated soil-rock interface points, a sequence of soil-rock interface point coordinates is formed, that is, a sequence of soil-rock interface points.

4. The method of modeling the soil-rock interface of a sand-pebble stratum and bedrock according to Claim 1, wherein, The set condition is that all drillings that intersect with the soil-rock interface have completed drilling exploration and grouting reinforcement construction.

5. A system for modeling a soil-rock interface of a sand-pebble stratum and bedrock, the system comprising: The method comprises the following steps: A three-dimensional modeling module is used to construct a three-dimensional model of the drilling according to the drilling information of the grouting hole in the preliminary design of the tunneling face; The construction of the three-dimensional model of the drilling comprises: for each drilling, the coordinates of the bottom of the drilling are calculated according to the coordinates of the grouting hole, combined with the depth of the drilling, the vertical angle and the deflection angle of the drilling; and the three-dimensional model of the drilling is constructed according to the coordinates of the grouting hole and the coordinates of the bottom of the drilling of a plurality of drillings; The data acquisition module is configured to select a borehole at an edge position of the working face as a probe hole based on the three-dimensional borehole model, perform on-site borehole peeping at the working face probe hole, determine a soil-rock interface condition of a sand-pebble stratum and a bedrock in the borehole, demarcate a soil-rock interface point, and form a soil-rock interface point sequence. The curved surface fitting and model construction module is configured to perform surface-embedding curved surface fitting based on the soil-rock interface point sequence, and construct a three-dimensional curved surface model of the soil-rock interface. The borehole optimization module is configured to embed the three-dimensional curved surface model in the three-dimensional borehole model according to original coordinates, and screen a grouting borehole from the remaining boreholes according to an intersection condition of the borehole and the curved surface. The model dynamic optimization module is configured to perform on-site borehole peeping on any grouting borehole, probe a soil-rock interface point in the borehole, and update the sequence, and then update the three-dimensional curved surface model and screen the grouting borehole 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. According to the intersection condition of each borehole and the three-dimensional curved surface of the soil-rock interface, the grouting borehole is screened from the remaining boreholes, including: According to the intersection condition of each borehole and the three-dimensional curved surface of the soil-rock interface, the type of each borehole is determined. If the borehole intersects with the soil-rock interface, the borehole is determined to be a borehole passing through the sand-pebble stratum, i.e., a grouting borehole. Otherwise, if the borehole does not intersect with the soil-rock interface, the borehole is determined to be a borehole located in the bedrock, i.e., a non-grouting borehole. According to the type determination of each borehole in the remaining boreholes, all grouting boreholes are screened.

6. An electronic device, comprising: The memory is configured to store executable instructions. The processor is configured to execute the executable instructions stored in the memory to implement the method for modeling the soil-rock interface of the sand-pebble stratum and the bedrock according to any one of claims 1-4. The computer program product includes executable instructions stored in a computer-readable storage medium.

7. A computer readable storage medium characterized by When the processor of the electronic device reads the executable instructions from the computer-readable storage medium and executes the executable instructions, the method for modeling the soil-rock interface of the sand-pebble stratum and the bedrock according to any one of claims 1-4 is implemented.

8. A computer program product, characterised in that, ​ ​

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