Rock plug body connecting section rock mass excavation construction method

Abstract

The invention discloses a rock plug body connecting section rock mass excavation construction method, and relates to the technical field of water conservancy and hydropower engineering. Comprising the following steps that an excavation section contour line is determined according to a control wire in a tunnel hole, and a water milling drill drilling hole position and a middle splitting drilling hole position are arranged; drilling and coring are carried out on the drilling hole positions of the water milling drills, so that free faces of the continuous channels are formed; a splitting hole is drilled in the splitting drilling position in the contour line coring part of the excavation area; on the basis of the peripheral free face, a splitting machine acts on the splitting holes to split the rock from the periphery to the inside; and after the rock blocks are split, the rock blocks are pried off and removed. The technical problems that a traditional blasting excavation method has large disturbance on surrounding rock mass, excavation precision is difficult to control, and many potential safety hazards exist can be solved.

Description

Technical Field

[0001] The invention relates to the technical field of water conservancy and hydropower engineering, and in particular to a rock mass excavation construction method for a rock plug body connection section. Background Art

[0002] In water conservancy, hydropower and mining projects, rock excavation is a common and critical engineering link. The traditional excavation method mainly uses blasting, which is to place explosives in the rock mass and detonate them to break the rock. The rock plug is a rock structure formed by blasting or other means in the rock plug blasting project, which is used to block or control the water flow for construction or maintenance; the rock plug connection section refers to the transition area used to connect the rock plug with the surrounding rock mass in the rock plug blasting project, to ensure the stable connection between the rock plug and the surrounding rock mass after blasting, to prevent loosening or falling off, and to ensure the safety of the project.

[0003] However, there are many disadvantages when using blasting to excavate rock mass. For example, the strong shock waves and vibrations generated by blasting will seriously affect the stability of the surrounding rock mass, and may cause safety problems such as rock loosening and collapse. At the same time, it is difficult to accurately control the excavation contour by blasting, and it is easy to over-excavate or under-excavate, affecting the quality of the project. In addition, blasting will also generate a large amount of flying rocks, dust and noise, posing a threat to the surrounding environment and the safety of construction workers.

[0004] Specifically for the construction of the rock plug connection section of the Jinshuitan Water Diversion Project, the excavation of the surrounding rock revealed that the joints and fissures in the strong weathering zone were well developed, the rock mass was broken, the fissures had good connectivity, and the water permeability was strong. The rock test permeability was 14.5Lu~24.6Lu, which was medium permeability. At the same time, the rock plug connection section was located about 20m below the normal water level of the reservoir and was located within the reservoir area. The excavation section of the connection section gradually changed from 3.4m×3.4m to 3.4×5.2m (height×width). If the blasting method is used directly for excavation, it is easy to cause the grouting area to be connected to the reservoir. At the same time, considering the additional water pressure risks that may be caused by water level changes, the rock excavation operation needs to be completed efficiently within the safety window period when the water level is low. That is, the existing blasting method cannot meet the requirements for the construction of the rock plug connection section of the Jinshuitan Water Diversion Project. It is necessary to study a rock excavation construction method for the rock plug connection section with high impact force and safety. Summary of the invention

[0005] The invention provides a rock mass excavation construction method for a rock plug body connection section, which can solve the technical problems of a traditional blasting excavation method causing great disturbance to the surrounding rock mass, being difficult to control the excavation precision and having many potential safety hazards.

[0006] The present invention is achieved through the following technical solutions:

[0007] The present invention provides a rock plug body connection section rock body excavation construction method, comprising the following steps:

[0008] Determine the excavation section contour line according to the control wire in the tunnel, and arrange the drilling positions of the water-grinding drill and the middle splitting drilling positions;

[0009] Drill and coring are performed at each water-grinding drill hole position to form an open surface of a continuous channel;

[0010] Drilling split holes at split drill hole locations in the coring portion of the excavation area contour;

[0011] Based on the surrounding free surface, the rock blocks are split from the periphery to the inside through the splitting machine acting on the splitting hole;

[0012] After the rocks are split, they are pried off and removed.

[0013] The invention provides a construction method for excavating a rock mass in a rock plug connection section. The method comprises the following steps: firstly determining the contour line of the excavation section according to the control wire in the tunnel, arranging the drilling hole positions of the water-grinding drill and the position of the middle splitting drill, and then respectively performing core drilling at each of the drilling hole positions of the water-grinding drill to form an air-facing surface of a continuous channel, drilling splitting holes at the splitting drill positions in the core-taking part of the contour line of the excavation area, and then based on the surrounding air-facing surface, splitting the rock blocks from the periphery to the inside through the splitting holes by a splitting machine, and finally prying and removing the rock blocks after splitting them to complete the excavation of the rock mass in the rock plug connection section.

[0014] Among them, the present invention adopts a water-grinding drill to form a surrounding free surface, and then combines a splitter to split the rock mass for excavation, thereby avoiding strong impact and vibration and ensuring the stability of the surrounding rock mass; at the same time, the water-grinding drill is used to drill holes and splitting holes in the area surrounded by the contour line of the excavation section, which can ensure that the excavation meets the design requirements and reduces over-excavation and under-excavation; and there is no blasting process, which can eliminate the safety hazards such as flying rocks and explosions caused by blasting, has high safety, and can also reduce the impact of construction on the environment, reduce the generation of pollutants such as dust and noise, and achieve environmentally friendly construction.

[0015] In an optional embodiment, when coring is performed at each water-grinding drill hole position, an interlocking circular hole is used to ensure the continuity of the rock mass at the end of the water-grinding drill hole position.

[0016] In an optional implementation, before arranging the drilling positions of the water-grinding drill and the middle splitting drilling positions, advance exploration drilling is carried out, and according to the water seepage of the advance exploration drilling, it is determined whether to carry out advance consolidation grouting reinforcement of the tunnel face, so as to carry out consolidation grouting on the rock mass that needs to be reinforced, thereby reinforcing the rock mass in advance and reducing the impact of subsequent construction on the rock mass.

[0017] In an optional embodiment, during the construction process of drilling holes, drilling split holes and splitting rock blocks with a water-grinding drill, the deformation and stress of the rock mass and the surrounding rock mass are dynamically predicted to maximize the safety and reliability of the construction process.

[0018] Specifically, a real-time prediction model of rock mass state is used to dynamically predict the deformation and stress of the rock mass and surrounding rock masses. The real-time prediction model of rock mass state is as follows: the existing rock mass state is taken as the target, and the construction parameters, construction methods and geological condition-related factors corresponding to the existing rock mass are taken as features, and the CatBoost-SHAP learning model is trained to obtain it.

[0019] Specifically, the construction parameters and methods corresponding to the existing rock mass include explosive consumption, explosive type, support type, excavation speed, blasting hole spacing, support parameters and blasting vibration; the existing rock mass address conditions include bedrock type, rock mass type, joint direction, rock mass density, rock mass porosity, rock mass permeability, compressive strength, ground stress distribution, groundwater level and water pressure.

[0020] Specifically, the steps for constructing the real-time prediction model of rock mass state are as follows:

[0021] The rock mass state prediction data set is randomly sorted, and a decision tree model is trained for each sample to obtain each training residual;

[0022] Convert training residuals into numerical features;

[0023] Fit the feature set to obtain the prediction result.

[0024] Specifically, the steps to obtain each training residual are:

[0025] Assume that the rock mass state prediction data set D = {x i ,y i}(i=1,2,…,m) contains m samples, where x i are the construction characteristics and geological characteristics corresponding to the i-th sample, y i is the label value of the i-th sample, and each x i Contains n-dimensional features, x ij is the j-th dimension feature of the i-th sample;

[0026] The rock mass state prediction data set D is randomly sorted to obtain a sequence set σ, σ = {σ(1), σ(2), …, σ(m)};

[0027] For each sample x i Train a decision tree model M i , get each training residual, the training residual is

[0028] r i =y i -M σ(i-1) (x i ).

[0029] Specifically, the numerical conversion model for converting training residuals into numerical features is:

[0030]

[0031] Where: For sample The corresponding target value is hour is equal to 1, otherwise it is equal to zero, a>0 represents the weight of the prior p.

[0032] Specifically, when fitting a feature set, the calculation model of the feature attribute value is

[0033]

[0034] Where: x is the feature of the input sample, N is the feature dimension, M is the set of all features in the prediction dataset D, S is a feature subset of M, and f x (S) represents the fitting result when using feature set S, f x (S∪{x i,j}) means adding feature x to the set S i,j The fitting results after .

[0035] Compared with the prior art, the present invention has the following advantages and beneficial effects:

[0036] 1. The rock excavation construction method for the rock plug connection section provided by the present invention adopts a water-grinding drill to form a surrounding free surface, and then combines a splitter to split the rock mass for excavation, thereby avoiding strong impact and vibration and ensuring the stability of the surrounding rock mass.

[0037] 2. The rock excavation construction method for the rock plug connection section provided by the present invention uses a water-grinding drill to drill holes and split holes in the area surrounded by the contour line of the excavation section, which can ensure that the excavation meets the design requirements and reduce over-excavation and under-excavation.

[0038] 3. The rock excavation construction method for the rock plug connection section provided by the present invention adopts a water-grinding drill to form a surrounding free surface, and then combines a splitter to split the rock mass for excavation to complete the excavation of the rock mass. There is no blasting process, and the safety hazards such as flying rocks and explosions caused by blasting can be eliminated. It has high safety and can also reduce the impact of construction on the environment, reduce the generation of pollutants such as dust and noise, and achieve environmentally friendly construction. BRIEF DESCRIPTION OF THE DRAWINGS

[0039] In order to more clearly illustrate the technical solutions of the embodiments of the present application, the drawings required for use in the embodiments will be briefly introduced below. It should be understood that the following drawings only show certain embodiments of the present application and therefore should not be regarded as limiting the scope. For ordinary technicians in this field, other related drawings can be obtained based on these drawings without paying creative work.

[0040] in:

[0041] Figure 1 A schematic diagram of a process flow of a rock plug body connection section rock mass excavation construction method provided by an embodiment of the present invention;

[0042] Figure 2 It is a schematic diagram of the arrangement of the peripheral drilling coring cutting and center drilling splitting holes in an embodiment of the present invention.

[0043] Component names corresponding to the reference numerals:

[0044] 1-frame, 2-workbench, 3-balance box, 4-guide hole, 5-support slide rod, 6-floating piston, 7-linear drive, 8-clamping plate, 9-clamping rod, 10-clamping spring, 11-limiting protrusion, 12-limiting part, 13-installing slide, 14-cutting machine, 16-suction reset spring, 17-negative pressure suction cup, 18-negative pressure suction cylinder, 19-suction piston, 20-changing pulley block, 21-connecting cable. DETAILED DESCRIPTION

[0045] In order to make the purpose, technical solutions and advantages of the embodiments of the present application clearer, the technical solutions in the embodiments of the present application will be clearly and completely described below in combination with the drawings in the embodiments of the present application. Obviously, the described embodiments are only part of the embodiments of the present application, not all of the embodiments.

[0046] Therefore, the following detailed description of the embodiments of the present application provided in the accompanying drawings is not intended to limit the scope of the present application for which protection is sought, but merely represents selected embodiments of the present application. Based on the embodiments in the present application, all other embodiments obtained by ordinary technicians in the field without creative work are within the scope of protection of the present application.

[0047] It should be noted that the embodiments and features in the embodiments in this application can be combined with each other without conflict. In the following description, a large number of specific details are set forth in order to provide a thorough understanding of the present invention. However, it is obvious to those of ordinary skill in the art that these specific details do not need to be adopted to implement the present invention. In other embodiments, in order to avoid confusing the present invention, known methods are not specifically described.

[0048] Example

[0049] Combination Figure 1 This embodiment provides a rock plug body connection section rock body excavation construction method, comprising the following steps:

[0050] S100, advanced exploration drilling and processing.

[0051] Specifically in this embodiment, a YT-28 hand drill is used to drill holes. The hole depth is 3m, and advance drilling is carried out at the four corners and the center of the excavation surface. According to the water seepage conditions of the boreholes, it is determined whether to carry out advance consolidation grouting reinforcement of the face.

[0052] If advance consolidation grouting is required, the advance drilling holes shall be spaced 2m apart, with a spacing of 0.5m between each row of holes, and arranged in a plum blossom shape, with an outward inclination angle of 30° for the surrounding grouting holes.

[0053] Generally, 42.5 silicate cement is used for consolidation grouting. The cement used for grouting should be kept fresh. Cement that has become damp and agglomerated or has exceeded its shelf life shall not be used. It is strictly forbidden to pour unqualified materials into the hole. The water used for grouting should meet the requirements for water for mixing concrete. Water containing oil, organic matter and impurities shall not be used for grouting. The water-cement ratio of the initial slurry output by the centralized slurry-making station is 1:1, and the feeding error should be less than 5%. When the water seepage is large, double-liquid slurry is used, and the volume ratio of cement slurry to water glass solution is 1:1.

[0054] At the same time, the consolidation grouting pressure is 1.5~3Mpa. The grouting pressure is based on the reading of the pressure gauge on the orifice return grouting pipe. The reading of the pressure gauge is the median value of the swing range of the pressure pointer.

[0055] During the grouting process, lifting observations should be carried out and attention should be paid to observing the deformation of the ground surface. If any abnormality is found, the pressure should be reduced immediately, the relevant personnel should be reported, and detailed records should be made.

[0056] S200, measurement, layout and hole arrangement: determine the contour of the excavation section according to the control wire in the tunnel, and arrange the water-grinding drill hole position and the middle splitting drill hole position.

[0057] Specifically, surveyors can use professional surveying instruments to accurately measure and set the contour line of the excavation section. Among them, the water-grinding drill holes are arranged continuously along the contour line. In order to ensure the continuity of the rock mass at the end of the hole, the holes are opened in a bite circle type. The middle splitting holes are arranged according to the preset spacing and row spacing (such as 40cm hole spacing and 40cm row spacing), and the holes are drilled using a TY28 drilling rig.

[0058] S300. Set up a simple platform to provide an operating platform for drilling and splitting operations to ensure safe and convenient construction.

[0059] Specifically, double-row scaffolding is used for areas with drilling and splitting heights above 1.7m. The horizontal spacing of the vertical poles of the through slot is 1.5m, the vertical spacing of the vertical poles is 1.2m, the horizontal pole step is 1.5m, and a sweeping pole is set 20cm away from the base. Of course, other specifications of scaffolding can also be used. At the same time, the platform is laid with scaffolding boards and fixed firmly, and ladders are set up for people to go up and down to ensure the strength, stability and safety of the platform.

[0060] S400, drilling holes with a water-mill drill and removing surrounding cores: drilling and coring are performed at each water-mill drill hole position to form an open surface of a continuous groove.

[0061] In this embodiment, by fixing the vertical and horizontal sliding supports and adjusting the position of the water-grinding drill, a manual handheld coring drill is used to drill and coring holes in a secant circle manner to form a continuous channel free surface.

[0062] Combination Figure 2 Specifically, fix the vertical sliding support of the water-grinding drill with a lead screw, then install the horizontal sliding support and suspend it, and adjust the position after connecting the water-grinding drill. After the machine is turned on and checked to be normal, a handheld coring drill is used to drill and coring in the horizontal direction of the tunnel contour line in a secant circle manner. The center spacing between adjacent boreholes is 13cm, the two holes overlap by 2cm, and the drilling depth is about 50cm each time. After the coring is in place, the water-grinding drill is manually pulled out, the core body is knocked to disconnect it from the parent rock and removed, and then the water-grinding drill is moved to the next hole position.

[0063] S500, drilling splitting holes: drilling splitting holes at the splitting drilling positions in the coring part of the contour line of the excavation area.

[0064] Specifically, the YT28 rock drill is used to drill holes in the middle of the core of the excavation area contour line. The spacing between adjacent holes is 40 cm, and the hole diameter is 4.2 cm. Drilling can be done before setting up a simple stand, drilling 2 to 3 meters at a time to meet multiple splitting cycle operations (one excavation cycle is about 1 meter, and each splitting cycle is about 0.5 meters).

[0065] S600, splitting rock blocks: Based on the surrounding free surface, the splitting machine acts on the splitting hole to split the rock blocks from the periphery to the inside.

[0066] Specifically, after the coring hole is completed, the wedge of the hydraulic splitter is inserted into the splitting hole, and then the hydraulic system is started to apply pressure to make the wedge expand outward to split the rock mass. In this embodiment, the splitting operation is carried out from top to bottom, and the rock blocks after the split are manually pried off.

[0067] S700, clearing the split rock mass: after the rock blocks are split, pry them off and clear them away.

[0068] Generally, after the rock mass is split, the rocks are transported to a temporary pile 3m away from the face by handcarts, and then 0.3m 3 The backhoe is used to load the track slag trolley, which is transported to the working gate by a 5t winch, lifted out by a 25t truck crane, loaded into a 5t dump truck and transported to the slag dump. The track is made of 14 I-beams laid flat, with a distance of 60cm between the two tracks. The slag trolley is made of 1cm thick steel plate with a size of 1×1×1m. The bottom of the track is flat, and dowels are set every 2m to fix it to the track.

[0069] In addition, during the construction process of drilling holes, drilling split holes and splitting rock blocks with a water-grinding drill, this embodiment dynamically predicts the deformation and stress of the rock mass and the surrounding rock mass to maximize the safety and reliability of the construction process.

[0070] Specifically, a real-time prediction model of rock mass state is used to dynamically predict the deformation and stress of the rock mass and surrounding rock masses. The real-time prediction model of rock mass state is as follows: the existing rock mass state is taken as the target, and the construction parameters, construction methods and geological condition-related factors corresponding to the existing rock mass are taken as features, and the CatBoost-SHAP learning model is trained to obtain it.

[0071] Specifically, the construction parameters and methods corresponding to the existing rock mass include explosive consumption, explosive type, support type, excavation speed, blasting hole spacing, support parameters and blasting vibration; the existing rock mass address conditions include bedrock type, rock mass type, joint direction, rock mass density, rock mass porosity, rock mass permeability, compressive strength, ground stress distribution, groundwater level and water pressure.

[0072] That is to say, this embodiment uses the CatBoost ensemble learning algorithm to construct a nonlinear relationship between construction parameters, construction methods, geological conditions, and possible deformation and stress of the rock mass and surrounding rock mass, and obtains a real-time prediction model for the rock mass state.

[0073] In this embodiment, the steps of constructing the real-time prediction model of rock mass state are:

[0074] S10. Randomly sort the rock state prediction data set and train a decision tree model for each sample to obtain each training residual.

[0075] When training the model, it is assumed that the rock mass state prediction data set D = {x i ,y i}(i=1,2,…,m) contains m samples, where x i are the construction characteristics and geological characteristics corresponding to the i-th sample, y i is the label value of the i-th sample (i.e., the harmful gas monitoring value), and each x i Contains n-dimensional features, x ijis the j-th dimension feature of the i-th sample.

[0076] Then, the rock mass state prediction data set D is randomly sorted to obtain a sequence set σ, σ = {σ(1), σ(2), …, σ(m)}; and for each sample x i Train a decision tree model M i , get each training residual, the training residual is

[0077] r i =y i -M σ(i-1) (x i ).

[0078] It is understandable that some of the factors considered are categorical features, including bedrock type, rock mass type, joint orientation, explosive type, and support type. In this regard, the CatBoost algorithm can directly process categorical features and convert them into numerical features for model training without losing information in the data.

[0079] In this embodiment, the rock mass state prediction data set D = {x i ,y i In the n features (i=1, 2,…, m), there are both numerical features and categorical features. During training, bedrock category, rock mass type, joint direction, explosive type, and support type are marked as categorical features.

[0080] S20, converting the training residuals into numerical features. The numerical conversion model for converting the training residuals into numerical features is:

[0081]

[0082] Where: For sample The corresponding target value is hour is equal to 1, otherwise it is equal to zero, a>0 represents the weight of the prior p.

[0083] It should be noted that k is the dimension of a feature when processing a certain category feature, such as the bedrock category for each sample x i The sixth feature of the 17 features in the stratum lithology is k = 6. For the prediction data set D, firstly, random sorting is performed to obtain σ, σ = {σ(1), σ(2), …, σ(m)}. For the sample corresponding to the sequence σ(p), The target value is taken as the mean, and the prior value and the weight coefficient of the prior value are added to make a certain category feature of the sample Convert to numeric type.

[0084] S30, fitting the feature set to obtain a prediction result.

[0085] Specifically, when fitting a feature set, the calculation model of the feature attribute value is

[0086]

[0087] Where: x is the feature of the input sample, N is the feature dimension, M is the set of all features in the prediction dataset D, S is a feature subset of M, and f x (S) represents the fitting result when using feature set S, f x (S∪{x i,j}) means adding feature x to the set S i,j The fitting results after .

[0088] It can be understood that SHAP can be used to enhance the interpretability of the model and reveal the influence of these factors on the deformation and stress of the rock mass and surrounding rock mass. Specifically, the additive interpretation model of SHAP for the harmful gas prediction model is as follows:

[0089]

[0090] Where: M is the number of input features, z' i = 1 means the feature has been observed and z' i =0 means unknown feature, φ i Represents the feature attribute value, z'∈{0,1} M ,φ i ∈R.

[0091] At the same time, SHAP defines Where S is the set of non-zero indicators in z', assuming that the jth influencing feature of the i-th sample is x i,j , φ i Assign characteristics such as "bedrock type", "rock structure", "joint direction", and "rock density".

[0092] Based on this, in this embodiment, when the construction parameters and construction methods to be implemented are known and the surrounding geological conditions are explored in detail, the deformation and stress of the rock mass and surrounding rock mass can be predicted in advance through the model and the construction parameters and construction methods can be reasonably adjusted based on the model.

[0093] It should be noted that, while the present embodiment makes predictions in advance, it also monitors the state of the rock mass in real time during construction. If it is found that the rock mass is deformed too much or the stress exceeds the allowable range, the construction is stopped immediately, the cause is analyzed, and the drilling spacing and splitter pressure are adjusted accordingly, or measures such as strengthening support are taken.

[0094] At the same time, according to the actual rock geological conditions revealed, the construction plan is adjusted in a timely manner, such as increasing the number of drilling holes, adjusting the working parameters of the splitter, or adopting auxiliary support measures, so as to maximize the safety and reliability of the construction process.

[0095] That is, this embodiment combines equipment such as rock deformation monitors and stress monitors to monitor the state of the rock mass during the construction process in real time, achieving dual guarantees of prediction and monitoring, thereby effectively improving construction safety and stability.

[0096] In summary, the rock excavation construction method for the rock plug connection section provided in the present embodiment performs advance exploration drilling and treatment before construction to carry out consolidation grouting for the rock mass that needs to be reinforced, thereby reinforcing the rock mass in advance and reducing the impact of subsequent construction on the rock mass. The excavation section contour line is first determined according to the control wire in the tunnel, and the water-grinding drill hole position and the middle splitting drill hole position are arranged. Then, core drilling is carried out at each water-grinding drill hole position to form an empty surface of a continuous groove, and splitting holes are drilled at the splitting drill hole position in the coring part of the excavation area contour line. Then, based on the surrounding empty surface, a splitter is used to act on the splitting hole to split the rock blocks from the periphery to the inside. Finally, after the rock blocks are split, the rock blocks are pried off and removed to complete the excavation of the rock mass in the rock plug connection section.

[0097] In summary, the present embodiment adopts a water-grinding drill to form a surrounding free surface, and then combines a splitter to split the rock mass for excavation, thereby avoiding strong impact vibration and ensuring the stability of the surrounding rock mass; at the same time, the water-grinding drill is used to drill holes and splitting holes in the area surrounded by the contour line of the excavation section, which can ensure that the excavation meets the design requirements and reduces over-excavation and under-excavation; and there is no blasting process, which can eliminate the safety hazards such as flying rocks and explosions caused by blasting, has high safety, and can also reduce the impact of construction on the environment, reduce the generation of pollutants such as dust and noise, and achieve environmentally friendly construction.

[0098] The specific implementation methods described above further illustrate the objectives, technical solutions and beneficial effects of the present invention in detail. It should be understood that the above description is only a specific implementation method of the present invention and is not intended to limit the scope of protection of the present invention. Any modifications, equivalent substitutions, improvements, etc. made within the spirit and principles of the present invention should be included in the scope of protection of the present invention.

Claims

1. A method for excavating a rock mass at a rock plug connection section, characterized in that: The following steps are involved: Determine the excavation section contour line according to the control wire in the tunnel, and arrange the drilling positions of the water-grinding drill and the middle splitting drilling positions; Drill and coring are performed at each water-grinding drill hole position to form an open surface of a continuous channel; Drilling split holes at split drill hole locations in the coring portion of the excavation area contour; Based on the surrounding free surface, the rock blocks are split from the periphery to the inside through the splitting machine acting on the splitting hole; After the rocks are split, they are pried off and removed.

2. The rock plug connection section rock mass excavation construction method according to claim 1 is characterized in that: When drilling and coring holes at each water-grinding drill hole position, an interlocking circular hole is used.

3. The rock plug connection section rock mass excavation construction method according to claim 1 is characterized in that: Before arranging the drilling positions of the water-grinding drill and the middle splitting drilling positions, advance exploration drilling is carried out, and based on the water seepage conditions of the advance exploration drilling, it is determined whether to carry out advance consolidation grouting reinforcement of the tunnel face.

4. The rock mass excavation construction method for the rock plug connection section according to any one of claims 1 to 3, characterized in that: During the construction process of drilling holes, drilling split holes and splitting rock blocks with water-grinding drills, the deformation and stress of the rock mass and surrounding rock masses are dynamically predicted.

5. The rock mass excavation construction method of the rock plug connection section according to claim 4 is characterized in that: A real-time prediction model of rock mass state is used to dynamically predict the deformation and stress of the rock mass and surrounding rock mass. The real-time prediction model of rock mass state is as follows: the existing rock mass state is taken as the target, and the construction parameters, construction methods and geological condition-related factors corresponding to the existing rock mass are taken as features, and the CatBoost-SHAP learning model is trained to obtain it.

6. The rock plug connection section rock mass excavation construction method according to claim 5 is characterized in that: The construction parameters and methods corresponding to the existing rock mass include explosive consumption, explosive type, support type, excavation speed, blasting hole spacing, support parameters and blasting vibration; Existing rock mass site conditions include bedrock category, rock mass type, joint direction, rock mass density, rock mass porosity, rock mass permeability, compressive strength, ground stress distribution, groundwater level and water pressure.

7. The rock plug connection section rock mass excavation construction method according to claim 5, characterized in that: The steps for constructing the rock mass state real-time prediction model are as follows: The rock mass state prediction data set is randomly sorted, and a decision tree model is trained for each sample to obtain each training residual; Convert training residuals into numerical features; Fit the feature set to obtain the prediction result.

8. The rock plug connection section rock mass excavation construction method according to claim 7 is characterized in that: The steps to obtain each training residual are: Assume that the rock mass state prediction data set D = {x i ,y i }(i=1,2,…,m) contains m samples, where x i are the construction characteristics and geological characteristics corresponding to the i-th sample, y i is the label value of the i-th sample, and each x i Contains n-dimensional features, x ij is the j-th dimension feature of the i-th sample; The rock mass state prediction data set D is randomly sorted to obtain a sequence set σ, σ = {σ(1), σ(2), …, σ(m)}; For each sample x i Train a decision tree model M i , get each training residual, the training residual is ri=yi-M σ( i -1 ) (xi).

9. The rock plug connection section rock mass excavation construction method according to claim 8, characterized in that: The numerical conversion model for converting training residuals into numerical features is: Where: For sample The corresponding target value is hour is equal to 1, otherwise it is equal to zero, a>0 represents the weight of the prior p.

10. The rock plug connection section rock mass excavation construction method according to claim 9, characterized in that: When fitting a feature set, the calculation model of the feature attribute value is Where: x is the feature of the input sample, N is the feature dimension, M is the set of all features in the prediction dataset D, S is a feature subset of M, and f x (S) represents the fitting result when using feature set S, f x (S∪{x i,j }) means adding feature x to the set S i,j The fitting results after .

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