Propellent charge calculation system

Abstract

In blasting excavation, the amount of explosives loaded into each explosive hole located on the outermost perimeter of the tunnel excavation surface can be set to an appropriate amount to reduce the amount of over-excavation and impact on the outer perimeter of the tunnel excavation. [Solution] Using the training data A1t-4 stored in the memory A1 of the explosive charge calculation system A, the AI ​​numerical analysis model created by the model generation unit A3 calculates the amount of explosive charge in each explosive hole of the outer perimeter hole R4, which is drilled in the excavation surface for new blasting excavation and has the greatest impact on the excavation shape, so that it is an appropriate amount of explosive charge to reduce the amount of over-excavation and impact on the outer perimeter of the tunnel T. This makes it possible to make the excavation shape of the tunnel T closer to the plan.

Description

Technical Field

[0001] The present invention relates to a charge amount calculation system, for example, to a system for calculating the charge amount into a charging hole drilled in a rock formation when constructing a tunnel by blasting and excavating the natural ground.

Background Art

[0002] In excavation work when constructing a tunnel in a mountainous area or the like, there is a blasting excavation method in which a tunnel is excavated by placing a charge wrapped in a predetermined amount of paper or resin film, such as dynamite or gunpowder, against a rock formation and blasting it.

[0003] In this blasting excavation method, after drilling a plurality of holes (charging holes) in the rock formation using a drilling machine, charges are loaded into each charging hole and blasted, and the displaced soil, rock, etc. are carried out of the pit. However, considering the unevenness of the excavation surface, improvement of workability during installation of support works, construction errors, and reduction of the excavation cross-section over time due to rock pressure, the excavation perimeter is excavated larger than the designed excavation cross-section, that is, overexcavation is carried out.

[0004] Note that the blasting excavation method is described, for example, in Patent Document 1, and a technique for calculating the charge amount for reducing the overexcavation amount is disclosed.

Prior Art Documents

Patent Documents

[0005]

Patent Document 1

Summary of the Invention

Problems to be Solved by the Invention

[0006] By the way, in the blasting excavation method, it is not possible to grasp the overexcavation amount and the hit amount in real time, so how to control the overexcavation amount and the hit amount has become an important issue.

[0007] [[ID=4o]] In other words, if the amount of explosives (charge amount) loaded into the charging hole is too large, excessive over-excavation will result, leading to increased excavation, sprayed concrete, and lining concrete, which not only incurs extra costs for the contractor but also raises concerns about issues such as loosening of the ground, localized stress concentration, and cracking of the lining concrete due to restraining forces caused by unevenness.

[0008] On the other hand, if the amount of explosive charge is too small, insufficient excavation will result in a lot of hits (ground remaining inside the target excavation cross-section), and a lot of work will be spent on "scraping" to remove them.

[0009] The present invention has been made in light of the above-mentioned technical background, and aims to provide a technology that allows the amount of explosive to be loaded into each explosive hole located on the outermost periphery of the tunnel excavation surface in a blasting excavation method to be set to an amount of explosive appropriate for reducing the amount of over-excavation and impact on the outer periphery of the tunnel excavation. [Means for solving the problem]

[0010] To solve the above problems, the explosive charge amount calculation system of the present invention as described in claim 1 is an explosive charge amount calculation system for calculating the amount of explosive charge for explosive holes in an explosive hole in a construction cycle in which a tunnel is constructed by blasting and excavating rock mass, and includes a storage means for storing as training data ground survey data and ground performance data of the ground in which the tunnel is to be constructed, mechanical performance data of the drilling machine when drilling a plurality of explosive holes that form the outermost outermost hole located within the excavation surface of the tunnel, drilling performance data of each explosive hole in the outermost hole, excavation performance data measuring the completed excavation of the tunnel, and total explosive charge amount performance data per explosive hole in the outermost hole, and using the training data stored in the storage means, when drilling each explosive hole in the outermost hole in a new blasting excavation The device comprises a model generation means that uses machine learning to generate a model in which the amount of explosive per hole in the outer perimeter drilled by a new blasting excavation is output data, with the machine's mechanical data, drilling data for each explosive hole in the outer perimeter, and excavation target data for the completed excavation as input data; an input means that receives the input data; and an output means that uses the model generated by the model generation means to output the amount of explosive per hole in the outer perimeter calculated from the input data received by the input means, wherein the excavation performance data is measurement data of the completed excavation in the tunnel transverse direction of the outer perimeter of the excavation in each construction cycle, and the excavation target data is data of the excavation plan line of the outer perimeter of the excavation, taking into account the amount of over-excavation in the excavation design line of the outer perimeter of the excavation.

[0011] The explosive charge amount calculation system of the present invention as described in claim 2 is characterized in that, in the invention described in claim 1, the model generation means performs a first analysis to generate the output data from the input data using the training data, and the output means outputs the explosive charge amount, which is the output data in the first analysis.

[0012] The explosive charge amount calculation system of the present invention as described in claim 3 is characterized in that, in the invention as described in claim 1, the model generation means performs a first analysis to generate output data from the input data using the training data, and then performs a second analysis to generate output data from the input data with the training data added, which is the amount of explosive charge per explosive hole in the outer circumference, which is the output data from the first analysis, and the output means outputs the amount of explosive charge per explosive hole in the outer circumference, which is the output data from the second analysis.

[0013] The propellant charge calculation system of the present invention as described in claim 4 is characterized in that, in the invention described in claim 1, the propellant charge per propellant hole of the outer periphery, which is the output data, is the number of cartridges in each propellant hole of the outer periphery that do not have a fuse and detonator attached, or the total number of cartridges in each propellant hole of the outer periphery.

[0014] The explosive charge amount calculation system of the present invention as described in claim 5 is characterized in that, in the invention described in any one of claims 1 to 4 above, the machine performance data, drilling performance data, excavation performance data, and total explosive charge amount performance data per explosive charge hole of the outer circumference hole, which are stored in the storage means as training data, are data that are added each time a construction cycle is completed.

[0015] The explosive charge amount calculation system of the present invention as described in claim 6 is characterized in that, in the invention described in any one of claims 1 to 4 above, the machine performance data, drilling performance data, excavation performance data, and total explosive charge amount performance data per explosive charge hole of the outer circumference hole, which are stored in the storage means as training data, are data accumulated over a predetermined number of construction cycles.

[0016] The explosive charge calculation system of the present invention as described in claim 7 is characterized in that, in the invention described in any one of claims 1 to 4 above, the ground survey data is data that includes at least one of the RQD obtained by advanced boring of the ground and the investigated compressive strength of the ground.

[0017] The explosive charge calculation system of the present invention as described in claim 8 is characterized in that, in the invention described in any one of claims 1 to 4 above, the ground performance data is data that includes at least one of the following obtained from the tunnel face observation: face evaluation points, crack direction, crack spacing, degree of crack adhesion, and observed compressive strength of the ground.

[0018] The explosive charge calculation system of the present invention as described in claim 9 is characterized in that, in the invention described in any one of claims 1 to 4 above, the machine performance data and the machine data are data that include at least one of the drilling speed of the drilling machine, the impact pressure of the drilling machine, the rotational pressure of the drilling machine, and the feed pressure of the drilling machine.

[0019] The explosive charge amount calculation system of the present invention as described in claim 10 is characterized in that, in the invention described in any one of claims 1 to 4 above, the perforation performance data and the perforation data are data that include at least one of the perforation length of each explosive hole in the outer periphery, the perforation energy of each explosive hole in the outer periphery, the position data of each explosive hole in the outer periphery, and the direction data of each explosive hole in the outer periphery.

[0020] The explosive charge amount calculation system of the present invention as described in claim 11 is characterized in that, in addition to the explosive charge hole of the outer periphery hole, an explosive charge hole for forming a core-removing hole which is a free surface in the approximate center of the excavation surface in the direction of travel of the tunnel, an explosive charge hole for forming a sweep hole which is sequentially cut into the free surface formed in the core-removing hole, and an explosive charge hole for forming a stepping hole below the sweep hole. [Effects of the Invention]

[0021] According to the present invention, in a blasting excavation method, it becomes possible to set the amount of explosive to be loaded into each explosive hole located on the outermost periphery of the tunnel excavation surface to an amount of explosive appropriate for reducing the amount of over-excavation and impact on the outer periphery of the tunnel excavation. [Brief explanation of the drawing]

[0022] [Figure 1] (a) is a conceptual diagram showing the construction site of a tunnel in blasting excavation according to an embodiment of the present invention from a plan view, and (b) is a conceptual diagram showing it from the side view of Fig. 1(a). [Figure 2] It is a flowchart showing the process of tunnel construction by blasting excavation in this embodiment. [Figure 3] It is an explanatory diagram showing the excavation line on the outer periphery of the excavation in the tunnel construction in this embodiment. [Figure 4] It is an explanatory diagram showing the mirror excavation line in the tunnel construction in this embodiment. (a) is a plan view of the tunnel, (b) is a side sectional view along the X line of (a), (c) is a side sectional view along the Y line of (a), and (d) is a side sectional view along the Z line of (a). [Figure 5] It is an explanatory diagram showing the blasting plan data along the excavation target final shape shown in Figs. 3 and 4. [Figure 6] It is a block diagram showing a charge amount calculation system for executing the creation of an AI numerical analysis model. [Figure 7] It is a flowchart showing the creation process of the AI numerical analysis model in the charge amount calculation system of Fig. 6. [Figure 8] It is a conceptual diagram showing the progress state of the tunnel construction in this embodiment from the side. [Figure 9] It is a conceptual diagram following Fig. 8 of the progress state of the tunnel construction in this embodiment. [Figure 10] It is an explanatory diagram showing the actual final shape of the tunnel cross-sectional direction excavation on the outer periphery of the excavation in the tunnel construction in this embodiment. [Figure 11] It is an explanatory diagram showing the actual final shape of the mirror excavation in the tunnel construction in this embodiment. (a) is a plan view of the tunnel, (b) is a side sectional view along the X line of (a), (c) is a side sectional view along the Y line of (a), and (d) is a side sectional view along the Z line of (a). [Figure 12] It is a conceptual diagram following Fig. 9 of the progress state of the tunnel construction in this embodiment. [Figure 13] This is a conceptual diagram following Figure 12 showing the progress of tunnel construction in the embodiment. [Figure 14] This is a conceptual diagram following Figure 13 showing the progress of tunnel construction in this embodiment. [Modes for carrying out the invention]

[0023] Hereinafter, an embodiment of the present invention will be described in detail with reference to the drawings. In the drawings used to illustrate the embodiments, the same reference numerals are generally used for identical components, and repeated descriptions of such components will be omitted.

[0024] First, the tunnel construction site using blasting excavation according to this embodiment will be described with reference to Figure 1. Here, Figure 1(a) is a conceptual diagram showing the tunnel construction site using blasting excavation according to this embodiment from a plan view, and Figure 1(b) is a conceptual diagram showing Figure 1(a) from a side view.

[0025] In Figure 1, in the construction method for building a mountain tunnel by blasting and excavating the rock mass, a belt conveyor system 1 for transporting spoil (excavated material) generated when the tunnel face K of the tunnel T is excavated by blasting is installed, and a crusher 2, a tailpiece trolley 3, and a belt conveyor 4 are arranged in a vertical line in order from the tunnel face K toward the tunnel entrance.

[0026] Crusher 2 is a self-propelled crusher that crushes the excavated material into pieces small enough to be transported by the belt conveyor 4. Tailpiece carriage 3 is a self-propelled relay transport device that transports the excavated material crushed by crusher 2 to the belt conveyor 4, and is installed at the front of the belt conveyor 4 (i.e., on the face K side of the belt conveyor 4). The belt conveyor 4 is a transport device that loads the excavated material transported via the tailpiece carriage 3 onto a long transport belt 4a and transports it toward the tunnel entrance of T, and is installed in a state that extends continuously from the rear end of the tailpiece carriage 3 to the tunnel entrance side of T.

[0027] Furthermore, as shown in the figure, the belt conveyor system 1 is positioned to one side of the tunnel T in the width direction, while the other side of the tunnel T in the width direction can be used as a passage for various heavy machinery, such as a spraying machine (not shown) for spraying concrete onto the excavated rock face, a drilling machine (not shown) for drilling holes (charge holes) in the tunnel face K for loading blasting, a self-propelled side dump 7 equipped with a shovel 7a for loading the excavated material onto a crusher 2, a backhoe and other loading equipment, and a breaker (not shown) for performing rock crushing, excavation and pulverization work. In addition, a materials storage area (not shown) for stocking rock bolts, steel supports, etc., is allocated at the work site.

[0028] In the construction of such a tunnel T, when blasting is performed, the tip of the crusher 2 located at the front is positioned at a retreat length LE (for example, about 40m from the tunnel face K) such that the debris scattered from the tunnel face K does not reach it. This prevents damage to the crusher 2, tailpiece trolley 3, and belt conveyor 4 caused by debris scattered from the tunnel face K during blasting.

[0029] Then, when transporting the spoil after blasting, the side dump truck 7 moves toward the face K, and the excavated spoil is loaded into the crusher 2 by the shovel 7a.

[0030] Next, an overview of the process for constructing a mountain tunnel using this type of blasting excavation will be explained with reference to Figures 2 to 14. In this embodiment, it is assumed that the installation of support structures and the driving of rock bolts have been carried out up to a certain point in the ground (see Figure 8). The excavation method is NATM (New Austrian Tunneling Method), in which concrete is sprayed onto the excavated area where the bedrock has been blasted to harden quickly, and rock bolts are driven deep into the bedrock to fix the bedrock and concrete in place, and the tunnel is held in place using the holding power of the ground itself.

[0031] Figure 2 is a flowchart showing the tunnel construction process by blasting excavation according to this embodiment. The construction cycle for executing the series of processes shown in Figure 2 is, for example, 4 to 6 cycles per day.

[0032] As shown in the flowchart in Figure 2, in the construction of a mountain tunnel using blasting excavation, the first step is to decide whether or not to conduct advance boring (Step St01). Advance boring is a boring survey conducted at the tunnel excavation site, ahead of the tunnel face, by horizontally boring a length of, for example, 100m to 120m to understand the presence of fracture deposits and the groundwater conditions, thereby ensuring the smooth progress of tunnel construction. In this advance boring, for example, RQD (Rock Quality Designation - an index related to the ease of fracture of rock and the frequency of rock mass discontinuities), and the compressive strength of the ground (in this application, the compressive strength of the ground in advance boring is referred to as "investigated compressive strength") are investigated. After the initial implementation of tunnel excavation work, advance boring is conducted approximately once a month.

[0033] If it is decided in step St01 to perform advanced boring, the process proceeds to step St02 to perform advanced boring, and then the results of the advanced boring are stored in memory (storage means) A1 of the computer-based propellant charge calculation system A (details will be described later) (step St03). The data obtained from the advanced boring, such as RQD and the investigated compressive strength of the ground, are used in the propellant charge calculation system A as ground investigation data A1t-1a, which constitutes the training data A1t (see Figure 6). However, it is not necessary for all data obtained from the advanced boring to be used as ground investigation data A1t-1a; it is sufficient if the data includes at least either RQD or the investigated compressive strength of the ground.

[0034] If the data obtained from the advanced boring in step St03 is stored in memory A1, or if it is decided in step St01 not to perform advanced boring, then a drilling machine is used to drill explosive holes in the rock mass so that the rock mass is blasted to the target excavation shape (step St04).

[0035] Here, a propellant port is a hole for loading a propellant package (a predetermined amount of gunpowder or explosive (dynamite, water-based explosive, ammonium nitrate oil-based explosive, etc.) wrapped in paper or plastic film), and is drilled in a direction intersecting the rock face of the tunnel face K. There are two types of propellant packages: one with a fuse and detonator attached (hereinafter referred to as "master package"), and another without a fuse and detonator attached that explodes in a chain reaction with the explosion of the master package (hereinafter referred to as "add-on package"). Of the propellant packages to be loaded, the master package with a fuse and detonator attached is essential for detonation, but the number of add-on packages that explode in a chain reaction with the explosion of the master package is determined according to the desired explosive force, or they may be omitted. Note that only one master package is loaded into each propellant port. In this embodiment, 150g / packet of dynamite is used for both the master package and the add-on package. However, the weight of the master package and add-on package is not limited to this. Blasting methods include electric blasting, which uses an electric fuse, an electric detonator, and explosives, and fuse blasting, which uses a string fuse, an industrial detonator, and explosives.

[0036] Figure 3 shows the excavation line around the outer perimeter of the excavation, and Figure 4 shows the excavation line on the face. In Figure 4, (a) is a plan view of the tunnel, (b) is a side section view along the X line in (a), (c) is a side section view along the Y line in (a), and (d) is a side cross-section view along the Z line in (a). In Figure 3, the symbol L1a is the excavation design line around the outer perimeter of the excavation as specified in the design, and the symbol L2a is the excavation plan line around the outer perimeter of the excavation (i.e., a line that takes into account the amount of over-excavation in addition to the excavation design line L1a). In Figure 4, the symbol L1b is the excavation design line on the face as specified in the design, and the symbol L2b is the excavation plan line on the face (i.e., a line that takes into account the amount of over-excavation and contact amount to stabilize the face in addition to the excavation design line L1b). The completed shape along the excavation plan lines L2a and L2b is the target completed shape of the excavation. In Figures 3 and 4, the symbol SL represents the spring line that divides the tunnel into upper and lower halves, and the symbol CL represents the center line that divides the tunnel into left and right halves.

[0037] As shown in these drawings, the tunnel excavation in this embodiment employs a method that stabilizes the tunnel face K by dividing the tunnel into an upper and lower half separated by a spring line SL, creating a stepped structure, and forming benches with a depth (bench length) of about 2m to 4m. This method is known as the full-section excavation method with auxiliary benches.

[0038] Furthermore, in this application, the excavation plan line L2b for the mirror surface does not need to be a line that considers both the amount of over-excavation and the amount of impact relative to the excavation design line L1b for the mirror surface. In other words, the excavation plan line L2b for the mirror surface does not need to have both an over-excavation portion and an impact portion relative to the excavation design line L1b; it may be an excavation plan line L2b that has only an over-excavation portion, or an excavation plan line L2b that has only an impact portion. That is, the excavation plan line L2b for the mirror surface in this application is a construction line that considers at least one of the amount of over-excavation and the amount of impact relative to the excavation design line L1b for the mirror surface.

[0039] In the excavation perimeter shown in Figure 3, the excavation plan line L2a, which takes into account the amount of over-excavation in addition to the excavation design line L1a, is set as the target excavation shape for the following reasons. Specifically, if excavation is carried out along the excavation design line L1a, the unevenness of the excavation surface will cause contact (ground remaining on the interior side of the excavation target cross-section line), requiring a lot of work to remove the bedrock in the contact area, reducing the spatial margin when erecting steel supports and worsening work efficiency, causing construction errors, and causing the excavation cross-section to shrink over time due to bedrock pressure. However, as mentioned above, if there is a lot of over-excavation, the amount of excavated material, shotcrete, lining concrete, etc. will increase, which not only incurs extra costs for the contractor but also raises concerns about issues such as loosening of the ground, localized stress concentration, and cracking of the lining concrete due to the restraining force caused by the unevenness. Therefore, over-excavation must be kept to a minimum. In this embodiment, the amount of over-excavation is set to 50 mm, but it is not limited to this value.

[0040] Furthermore, in the mirror surface of Figure 4, the reason for setting the excavation target shape as the excavation plan line L2b, which takes into account the amount of over-excavation and the amount of contact with the excavation design line L1b, is to ensure even greater stability of the tunnel face K in case of the presence of poor ground. In other words, this takes into account cases where the excavation site is poor ground from the beginning, or where poor ground develops due to subsequent reasons such as the ground being loosened by drilling work or blasting. On the other hand, if there is an excess or deficiency in over-excavation or contact with the excavation, there is a concern that the stabilization of the tunnel face K may be hindered or work efficiency may deteriorate.

[0041] For these reasons, the target excavation shape is set as the excavation plan line L2a, which is the excavation shape of the outer perimeter of the excavation considering the amount of over-excavation shown in Figure 3, and the excavation plan line L2b, which is the mirror-finish excavation shape of the excavation considering the amount of over-excavation and the amount of contact shown in Figure 4. The holes for loading the main die and additional die to obtain such excavation shapes are the charging holes.

[0042] Figure 5 shows an example of blasting plan data indicating the explosive holes in this embodiment. In Figure 5, the circles represent explosive holes, with 67 holes drilled in the upper half and 36 holes drilled in the lower half. Furthermore, for each region enclosed by a solid line, the symbol R1 is a core-removal hole that becomes a free surface approximately in the center of the excavation surface (mirror surface) in the direction of tunnel travel, the symbol R2 is a clearing hole that is sequentially cut open from the free surface formed in the core-removal hole R1, the symbol R3 is a stepping hole located below the clearing hole, and the symbol R4 is an outer perimeter hole containing multiple explosive holes located on the outer perimeter of the excavation (i.e., the outermost perimeter within the excavation surface of the tunnel). By loading explosive packets into the explosive holes formed within the regions of the core-removal hole R1, clearing hole R2, stepping hole R3, and outer perimeter hole R4 and detonating them, holes R1 to R4 are formed. In Figure 5, the labels "Core Removal" and (2) to (9) attached to the charge holes connected by straight lines represent the number of blast stages, and the charge in the charge holes from "Core Removal" to (9) is set to blast sequentially. In this embodiment, this blasting plan data is stored, for example, in memory A1 of the charge amount calculation system A. In Figure 5, the symbol L1a is the excavation design line, and the symbol L2a is the excavation plan line.

[0043] In step St04, the following data is acquired during the new blasting excavation: mechanical data of the drilling machine when drilling the outer perimeter hole R4 of the explosive charge hole into the rock mass, drilling data of the outer perimeter hole R4 of the explosive charge hole drilled into the rock mass, and excavation target data for the completed excavation (data along the excavation plan lines L2a and L2b). This data becomes input data D1 for the creation of the AI ​​numerical analysis model described later (step St07) (see Figure 6).

[0044] Now, if the drilling machine has drilled the charging holes in the rock mass in step St04, the next step is to decide whether or not to calculate the amount of explosive charge per charging hole in the outer perimeter hole R4 using AI numerical analysis (step St05). At this time, if the number of construction cycles is small and there is insufficient training data to collect for the AI ​​numerical analysis, it is decided not to perform the AI ​​numerical analysis, and the person in charge determines the amount of explosive charge (parent die + additional die) for each charging hole (step St06).

[0045] On the other hand, in step St05, if it is determined that AI numerical analysis should be performed because sufficient training data necessary for AI numerical analysis has been collected, the creation of an AI numerical analysis model is performed (step St07). In this embodiment, instead of creating an AI numerical analysis model for all of the multiple explosive holes drilled in the tunnel excavation face, an AI numerical analysis model is created for the multiple explosive holes in the outer perimeter hole R4. This is because, in blast excavation, the explosions in the multiple explosive holes in the outer perimeter hole R4 have the greatest impact on the excavation shape. In other words, by determining the amount of explosive to be loaded into the explosive holes in the outer perimeter hole R4, which has the greatest impact on the excavation shape, using the AI ​​numerical analysis model, the amount of explosive in the explosive holes in the outer perimeter hole R4 can be set with higher accuracy in reducing the amount of over-excavation and impact on the outer perimeter of the tunnel excavation, and the excavation shape can be made closer to the plan.

[0046] Furthermore, by limiting the creation of the AI ​​numerical analysis model to multiple charging holes in the outer perimeter hole R4, the amount of data can be significantly reduced. This shortens data acquisition time and data analysis time, and the reduced capacity allows for simpler equipment and reduced costs.

[0047] Next, the creation of such an AI numerical analysis model will be explained using Figures 6 and 7. Figure 6 is a block diagram showing the explosive charge calculation system for creating the AI ​​numerical analysis model, and Figure 7 is a flowchart showing the process of creating the AI ​​numerical model in the explosive charge calculation system of Figure 6.

[0048] In Figure 6, the explosive charge calculation system A includes a memory (storage means) A1 that stores training data A1t and blasting plan data (Figure 5), an input unit (input means) A2 that receives the aforementioned input data D1 (i.e., mechanical data D1-1 of the drilling machine used to drill explosive holes in the rock mass during a new blasting excavation, drilling data D1-2 of the explosive holes drilled in the rock mass, and drilling target data D1-3 of the completed excavation), a model generation unit (model generation means) A3 that uses the training data A1t to generate a model by machine learning that outputs the amount of explosive per explosive hole drilled in a new blasting excavation from the input data, and an output unit (output means) A4 that uses the model generated by the model generation unit A3 to output the amount of explosive per explosive hole calculated from the input data D1 received by the input unit (input means) A2.

[0049] Such a drug charge calculation system A can be realized by installing a predictive analysis tool using machine learning on a computer, such as "Prediction One" (registered trademark), an AI-based analysis tool provided by Sony Network Communications Inc.

[0050] Here, the training data A1t consists of ground survey data A1t-1a and ground performance data A1t-1b of the ground where the tunnel will be constructed, machine performance data A1t-2 of the drilling machine used to drill the perimeter boreholes R4 of the explosive charge holes into the bedrock, drilling performance data A1t-3 of the explosive charge holes of the perimeter boreholes R4 drilled into the bedrock, drilling performance data A1t-4 of the completed excavation, and actual data A1t-5 of the total amount of explosive charge per explosive charge hole of the perimeter boreholes R4.

[0051] Among these, the ground investigation data A1t-1a consists of data such as RQD and the investigated compressive strength of the ground obtained by advanced boring, while the ground performance data A1t-1b consists of data such as face evaluation points, crack direction, crack spacing, degree of crack adhesion, and compressive strength of the ground (in this application, the compressive strength of the ground in face observation is referred to as "observed compressive strength") obtained by face observation performed in step St13 described later.

[0052] The machine performance data A1t-2 for the drilling machine includes data such as the drilling speed, impact pressure, rotational pressure, and feed pressure of the drilling machine when drilling the explosive charge hole in the outer circumference hole R4. The explosive charge hole drilling performance data A1t-3 includes data such as the drilling length of the explosive charge hole in the outer circumference hole R4, the drilling energy of the explosive charge hole in the outer circumference hole R4, the position data of the explosive charge hole in the outer circumference hole R4 (distance from the center line CL, distance from the spring line SL, distance to the nearest explosive charge hole), and the direction data of the explosive charge hole in the outer circumference hole R4 (drilling angle: horizontal insertion angle, vertical insertion angle).

[0053] The excavation data A1t-4, which measures the excavation shape, is the excavation shape after blasting measured in step St10 described later, that is, the measurement data of the excavation shape in the tunnel transverse direction (in other words, the tunnel radial direction) of the outer circumference of the excavation in each construction cycle, and the measurement data of the excavation shape of the mirror surface in each construction cycle. Here, the excavation data A1T-4 can be expressed, for example, as the distance from the excavation plan lines L2a and L2b described above to the excavation actual line (the inner circumference of the excavation shaft).

[0054] The data A1t-5, which represents the total amount of explosive charge per charging hole in the outer perimeter R4, shows the total number of explosive packets loaded per charging hole, including the parent die and additional die.

[0055] Furthermore, in the excavation performance data A1t-4, if the mirror surface is to be used as the target over-excavation amount and hit amount, the measurement data of the excavated shape on the outer perimeter of the excavation may be omitted. Also, the ground survey data A1t-1a, which will be used as the training data A1t, only needs to include any of the multiple data obtained by the advanced boring described above, and the ground performance data A1t-1b only needs to include at least one of the observation data obtained by face observation. In addition, the machine performance data A1t-2 of the drilling machine only needs to include at least one of the multiple data described above, and the drilling performance data A1t-3 of the charging hole also only needs to include at least one of the multiple data described above.

[0056] As a specific example of the machine data D1-1, drilling data D1-2, and drilling target data D1-3 that constitute the input data D1, the machine data D1-1 of the drilling machine includes data such as the drilling speed of the drilling machine, the impact pressure of the drilling machine, the rotational pressure of the drilling machine, and the feed pressure of the drilling machine when drilling the explosive hole of the outer circumference hole R4.

[0057] The drilling data D1-2 for the explosive charge hole includes data such as the drilling length of the explosive charge hole in the outer perimeter hole R4, the drilling energy of the explosive charge hole in the outer perimeter hole R4, the positional data of the explosive charge hole in the outer perimeter hole R4 (distance from the center line CL, distance from the spring line SL, distance to the nearest explosive charge hole), and the directional data of the explosive charge hole in the outer perimeter hole R4 (drilling angle: horizontal insertion angle, vertical insertion angle).

[0058] The excavation target data D1-3 for the completed excavation consists of data for the excavation plan line L2a, which takes into account the amount of over-excavation in addition to the excavation design line L1a of the outer perimeter of the excavation mentioned above, and data for the excavation plan line L2b, which takes into account the amount of over-excavation and the amount of impact in addition to the excavation design line L1b of the mirror surface.

[0059] Furthermore, in the drilling target data D1-3, the data for the drilling plan line L2a on the outer perimeter of the drilling can be omitted if the mirror surface is to be used as the target over-excavation amount and impact amount. Also, the machine data D1-1 of the drilling machine when drilling the explosive hole of the outer perimeter bore R4, which is input data D1, only needs to include at least one of the above-mentioned data, and the drilling data D1-2 of the explosive hole of the outer perimeter bore R4 also only needs to include at least one of the above-mentioned data.

[0060] In this embodiment, the output data D2 output from output unit A4 is the number of additional dies (propellant packets without fuses and detonators) per propellant hole (hole number) in the outer perimeter hole R4, as shown in Figure 6. The reason why only the number of additional dies is output is that one main die (propellant packet with fuse and detonator attached) is required for each propellant hole, and the explosive force of each propellant hole is controlled by the number of additional dies to excavate the target ground shape. Therefore, the number of propellant packets loaded into each propellant hole in the outer perimeter hole R4 is the number of additional dies plus one main die. Alternatively, the output data D2 could be set to output the total number of propellant packets per propellant hole in the outer perimeter hole R4 (i.e., the sum of main dies and additional dies).

[0061] Now, in the process of creating an AI numerical analysis model using the propellant charge calculation system A configured as shown in Figure 7, first, the AI ​​numerical analysis model created using the training data A1t (ground investigation data A1t-1a, ground performance data A1t-1b, machine performance data A1t-2, drilling performance data A1t-3, excavation performance data A1t-4, total propellant charge performance data A1t-5) stored in memory A1 is loaded (step St07-1). Note that if the values ​​of the investigated compressive strength of the ground in advanced boring obtained from the ground investigation data A1t-1a and the observed compressive strength of the ground in face observation obtained from the ground performance data A1t-1b are different, the value of the observed compressive strength of the ground (i.e., the compressive strength of the ground in face observation) is used.

[0062] Next, the input unit A2 receives input data D1 (machine data D1-1, drilling data D1-2, drilling performance data, and drilling target data D1-3 when drilling the outer perimeter bore R4 explosive holes in the rock mass during a new blasting excavation) (step St07-2). Then, the model generation unit A3 uses the loaded AI numerical analysis model to perform a first AI numerical analysis (first analysis) to output data D2, which is the amount of explosive charge per explosive hole in the outer perimeter bore R4 from the input data D1 (step St07-3). In other words, training data A1t, which consists of ground survey data A1t-1a, ground performance data A1t-1b, and various data A1t-2 to A1t-5 from previously performed rock blasting excavations, is machine-learned to generate a model that outputs the amount of explosive charge per explosive hole in the outer perimeter bore R4 drilled for new blasting excavations from the input data D1. Then, the amount of propellant charge per propellant charge hole in the outer peripheral hole R4 is output (step St07-4).

[0063] Steps St07-2 to St07-4 described above constitute the first AI numerical analysis. In this analysis, the powder packets may be loaded into each powder port according to the output data D2 of the amount of powder per port of the outer periphery R4 obtained.

[0064] However, in this embodiment, the accuracy of the calculated output data D2 is improved by performing a second AI numerical analysis.

[0065] In other words, after performing step St07-4 as described above, the unit volume charge is calculated from the amount of charge in each charging hole of the outer perimeter R4 (step St07-5). Here, the unit volume charge is the number of charge packets in the area formed by a circle with a radius of 1 m drawn around the charging hole of the outer perimeter R4 and the hole length. By examining whether there are too many or too few charge packets locally based on this number, the amount of charge per charging hole obtained in the first AI numerical analysis can be corrected.

[0066] Now, once the unit volume of explosive charge has been calculated in step St07-5, this unit volume of explosive charge is added to input data D1 (step St07-6). In other words, in the second AI numerical analysis, the unit volume of explosive charge becomes input data D1 in addition to the machine data D1-1, drilling data D1-2, and drilling target data D1-3.

[0067] Next, similar to step St07-3 described above, the model generation unit A3 performs a second AI numerical analysis (second analysis) using the AI ​​numerical analysis model to obtain the amount of propellant charge per propellant hole in the outer perimeter hole R4 as output data D2 from the input data D1 (step St07-7), and outputs the corrected amount of propellant charge per propellant hole in the outer perimeter hole R4 (step St07-8).

[0068] Steps St07-6 to St07-8 described above constitute the second AI numerical analysis. In this embodiment, the powder packets are loaded into each of the outer perimeter holes R4 according to the output data D2 of the amount of powder charge per hole obtained in this analysis. However, as mentioned above, the output data D2 obtained only from the first AI numerical analysis may be used without performing the second AI numerical analysis. For example, if there is almost no difference between the output data D2 obtained only from the first AI numerical analysis (amount of powder charge per hole in the outer perimeter holes R4) and the output data D2 obtained after performing the second AI numerical analysis (amount of powder charge per hole in the outer perimeter holes R4), the second AI numerical analysis can be omitted.

[0069] Returning to Figure 2, once the AI ​​numerical analysis model has been created in step St07, or once the person in charge has determined the amount of propellant for each propellant hole in the outer perimeter R4 in step St06, the propellant is loaded (propellant packets are loaded) (step St08). That is, the main die and detonator dies are loaded into each propellant hole according to the amount of propellant for each propellant hole in the outer perimeter R4 output from the AI ​​numerical analysis model. At the same time, the fuse and detonator for detonation are set. In addition, the main die and detonator dies are loaded into the propellant holes other than the outer perimeter R4 according to the amount of propellant determined by the person in charge.

[0070] Furthermore, in either step St06, when the amount of propellant in each propellant hole is determined by the person in charge, or in step St07, when the amount of propellant in each propellant hole of the outer perimeter R4 is determined by creating an AI numerical analysis model, it is not guaranteed that propellant will be loaded into all drilled propellant holes. In other words, for propellant holes that have been drilled but are deemed not to require propellant to obtain the target excavation shape, the parent die and additional dies will not be loaded. Therefore, the amount of propellant per propellant hole (hole) in this application is a concept that includes cases where the amount of propellant is zero.

[0071] Next, blasting is performed (step St09). That is, as shown in Figure 8, the workers and the tip of the crusher 2 located at the front of the continuous belt conveyor system 1 are moved away from face K1 to a retraction position LEp with a retraction length LE that is such that the mouldron scattered from face K1 does not reach them, and then the rock mass is excavated by blasting. Then, as shown in Figure 9, the rock mass is excavated by blasting, and face K1 advances to face K2, and mouldron (excavated material) Za is generated.

[0072] In Figures 8, 9, and 12-14, the dotted lines extending horizontally indicate the installation area of ​​the support structure along the length of tunnel T, and the symbol B indicates a rock bolt driven into the concrete. In Figures 9 and 12-14, the symbol Za indicates the excavated material generated by blasting, and the symbol Zb indicates the excavated material discharged from crusher 2. Furthermore, in Figures 1, 8, 9, and 12-14, for the sake of simplifying the drawings, the tunnel face K is depicted as if the entire cross-section of the tunnel was excavated by blasting simultaneously.

[0073] Now, if blasting is performed in step St09, the excavation progress is measured (step St10). Here, in Figure 10, which shows the excavation progress in the transverse direction of the tunnel outer perimeter, and in Figure 11, which shows the excavation progress of the mirror surface, the dashed line indicated by symbol L3 is the excavation progress line. In Figure 11, (a) is a plan view of the tunnel, (b) is a side section view along the X line of (a), (c) is a side section view along the Y line of (a), and (d) is a side cross-section view along the Z line of (a). In step St10, the excavation progress is measured in this manner, including the over-excavation and contact in the transverse direction of the tunnel outer perimeter, as well as the over-excavation and contact of the mirror surface. Here, the excavation progress data, which is the measurement data of the excavation progress, can be expressed, for example, as the distance from the planned excavation lines L2a, L2b to the actual excavation line L3.

[0074] Next, the spoil is removed (step St11). That is, as shown in Figure 12, the spoil Za is loaded into the crusher 2 by the shovel 7a of the side dump 7, and the spoil Zb crushed in the crusher 2 is transferred to the tailpiece trolley 3. As a result, the spoil Zb is loaded onto the belt 4a and sent from the tailpiece trolley 3 to the belt conveyor 4, where it is transported by the belt 4a towards the tunnel entrance T and removed outside the tunnel. In the removal of spoil Za, breakers are used for scraping the excavation face or surrounding ground (cutting off loose rocks and protruding parts) and for breaking up large pieces of spoil, and backhoes are used for accumulating the spoil scattered at the tunnel face. Note that the removal of spoil may be carried out before the measurement of the excavation size (step St10). Figure 13 shows the state after the excavated spoil Za has been removed from the tunnel face K2. As shown in the diagram, in the tunnel face progression area (the area between tunnel face K1 and tunnel face K2), the installation of shoring and the placement of rock bolts B have not yet been carried out.

[0075] Next, a decision is made as to whether or not to perform a face observation (Step St12). Face observations are performed, for example, once a day, and if it is decided to perform one, the face observation is carried out (Step St13). During the face observation, for example, face evaluation points, crack direction, degree of crack adhesion, and observed compressive strength of the ground are observed. If a face observation is performed, the observation results are stored in memory A1 (Step St14). As mentioned above, the face observation results are used as ground performance data A1t-1b, which constitutes the training data A1t of the propellant charge calculation system A.

[0076] If the face observation results are stored in memory A1 in this manner, or if it is decided in step St12 not to perform face observation, then the shoring is installed as shown in Figure 14 (step St15). In this shoring installation, first, in order to ensure the safety of the workers, concrete is sprayed thinly (for example, to about 5-10 cm) using a spraying machine. Then, once the concrete has hardened, the steel shoring is erected. That is, the erector mounted on the spraying machine is used to erect the steel shoring. If the spraying machine is not equipped with an erector, a face drilling machine is used. Note that if the ground is in excellent condition, shoring may not be installed, meaning step St15 may be skipped.

[0077] In step St15, once the support structure is installed, concrete spraying is performed (step St16). That is, a spraying machine is used to spray concrete to a predetermined thickness as a covering material onto the excavation surface of tunnel T (outer perimeter and surface). The thickness of the sprayed concrete is, for example, about 10 to 25 cm.

[0078] Next, once the concrete sprayed onto the excavation face of tunnel T has hardened, rock bolts B are installed (step St17) as shown in the same Figure 14. Specifically, a face drilling machine is used to drill holes radially from the center of tunnel T from the concrete into the ground, and metal rock bolts B are driven deep into the tunnel to fix and integrate the ground and concrete. Multiple rock bolts B are installed at predetermined intervals. The number and length of rock bolts B are determined in advance through geological surveys.

[0079] Next, various performance data from this blasting excavation (i.e., the drilling machine data D1-1 entered into the explosive charge calculation system A, the drilling data D1-2 of the explosive holes, the explosive charge amount data for each explosive hole (i.e., the explosive charge amount data obtained by creating an AI numerical analysis model, or the explosive charge amount data determined by the person in charge), and the excavation performance data measuring the completed excavation) are stored in memory A1 (step St18).

[0080] In this embodiment, various performance data are stored in memory A1 at this stage, but it is also possible to store each performance data sequentially in memory A1 as it is obtained.

[0081] In this embodiment, these data are added to the machine performance data A1t-2, drilling performance data A1t-3, excavation performance data A1t-4, and total charge amount performance data A1t-5, which constitute the training data A1t, when creating the AI ​​numerical analysis model in the next construction cycle (step St07). In other words, these data are added with each construction cycle. Therefore, as the number of construction cycles increases, the amount of data increases, and more accurate AI numerical analysis is performed.

[0082] However, instead of adding to the training data A1t after each construction cycle, the training data A1t may be made from machine performance data A1t-2, drilling performance data A1t-3, excavation performance data A1t-4, and total charge amount performance data A1t-5 per charging hole, which have been accumulated over a predetermined number of construction cycles (for example, 10 cycles from the start of construction).

[0083] Then, after storing various data in memory A1 in step St18, it is determined (step St19) whether the scheduled work (for example, a one-day or half-day scheduled work) has been completed. If it has been completed, the series of processes is terminated. If the scheduled work has not been completed, the process returns to step St01 and the subsequent processes are executed sequentially.

[0084] In addition to the work described above, from excavating the rock mass to installing rock bolts B, the construction of tunnel T also involves applying waterproof sheets to prevent water leakage into tunnel T, pouring lining concrete, or fitting semi-cylindrical formwork (centering) to finish the concrete walls. This finishing work is carried out, for example, every other day.

[0085] As described above, the explosive charge calculation system A of this embodiment has a memory A1 that stores the following as training data A1t: ground survey data A1t-1a, ground performance data A1t-1b, drilling machine performance data A1t-2 when drilling the explosive holes of the outer perimeter bore R4, drilling performance data A1t-3 for the explosive holes of the outer perimeter bore R4, drilling performance data A1t-4 measuring the completed excavation, and total explosive charge performance data A1t-5 for each explosive hole of the outer perimeter bore R4. The system includes an input unit A2 that accepts the shape of the excavation target data D1-3 as input data D1, a model generation unit A3 that generates the amount of explosive charge per explosive hole of the outer perimeter hole R4 drilled in the new blasting excavation using machine learning, and an output unit A4 that outputs the amount of explosive charge per explosive hole of the outer perimeter hole R4 calculated by the model generation unit A3 as output data D2. The excavation performance data A1t-4 is used as measurement data of the excavation shape of the mirror surface in each construction cycle, and the excavation target data D1-3 is used as data for the excavation plan line L2b that takes into account at least one of the over-excavation amount and the hit amount in the excavation design line L1b of the mirror surface.

[0086] Then, using the training data A1t-4, the AI ​​numerical analysis model created by the model generation unit A3 calculates the amount of explosive charge in each of the outermost holes R4, which are drilled into the excavation surface for new blasting and have the greatest impact on the excavated shape, so as to minimize the amount of over-excavation and impact on the outer perimeter of the tunnel excavation. This allows the amount of explosive charge to be loaded into each explosive charge hole located on the outermost perimeter of the tunnel excavation surface in the blasting excavation method to be set to an appropriate amount that reduces the amount of over-excavation and impact on the outer perimeter of the tunnel excavation, thereby making the excavated shape closer to the plan.

[0087] Therefore, the amount of excess excavation can be reduced, thus reducing the need for excavation, sprayed concrete application, and lining concrete application. In other words, construction costs can be reduced and construction time can be shortened. Furthermore, problems such as loosening of the ground caused by increased excess excavation can be suppressed or prevented. On the other hand, since the amount of impact can be reduced, the amount of shoveling work required to remove the impact can be reduced. Therefore, construction costs can be reduced and construction time can be shortened.

[0088] Furthermore, by limiting the application of the AI ​​numerical analysis model to multiple charging holes in the outer perimeter bore R4, the amount of data can be significantly reduced. This shortens data acquisition time and data analysis time, and the reduced capacity allows for simpler equipment and reduced costs.

[0089] Although the invention made by the present inventors has been specifically described above based on embodiments, the embodiments disclosed herein are illustrative in all respects and are not limited to the disclosed art. That is, the technical scope of the present invention should not be interpreted restrictively based on the description in the embodiments above, but rather should be interpreted in accordance with the claims, and includes art equivalent to the art described in the claims and all modifications that do not depart from the gist of the claims.

[0090] For example, in this embodiment, the tunnel excavation method is the full-section method with auxiliary benches, but the method is not limited to this method. Various excavation methods can be applied, such as the full-section excavation method (a method in which the entire cross-section of the tunnel is excavated simultaneously) or the upper half-section advanced method (a method in which the tunnel is divided into an upper and lower half separated by a spring line SL, the upper half is excavated first, and the lower half is excavated following suit). [Industrial applicability]

[0091] The explosive charge calculation system according to the present invention can be used to calculate the amount of explosive charge per explosive hole in the outer perimeter of the tunnel face that forms a mirror surface for stabilizing the tunnel face in various locations, including not only when constructing mountain tunnels by blast excavation, but also when constructing tunnels by blast excavation in locations other than mountainous areas made of hard rock, etc. [Explanation of Symbols]

[0092] 1. Belt conveyor system 2 Crusher 3. Tailpiece trolley 4 Belt conveyor 7 Side Dump A. Propellent charge calculation system A1 Memory (storage method) A1t training data A1t-1a Ground Survey Data A1t-1b Ground Condition Data A1t-2 Machine Performance Data A1t-3 Drilling Performance Data A1t-4 Excavation Performance Data A1t-5 Total Charge Amount Data A2 Input section (input means) A3 Model generation unit (model generation means) A4 output unit (output means) B Lock bolt CL Centerline D1 Input Data D1-1 Machine Data D1-2 Drilling Data D1-3 Excavation Target Data D2 Output Data K, K1, K2 slits L1a Excavation design line (Excavation design line for the outer perimeter of the excavation) L1b Excavation design line (mirror surface excavation design line) L2a Excavation plan line (Excavation plan line for the outer perimeter of the excavation) L2b Excavation plan line (Excavation plan line for mirror surface) L3 Excavation Record Line R1 Core removal hole R2 Cleaning hole R3 Front hole R4 outer hole SL Springline T Tunnel

Claims

1. A system for calculating the amount of explosive charge for a charging hole in a construction cycle that involves blasting and excavating rock to construct a tunnel, A storage means for storing ground survey data and ground performance data of the ground where the tunnel is constructed, mechanical performance data of the drilling machine when drilling multiple explosive holes that form the outermost outermost hole within the excavation surface of the tunnel, drilling performance data for each explosive hole of the outermost hole, excavation performance data measuring the completed excavation of the tunnel, and total explosive charge performance data per explosive hole of the outermost hole as training data, A model generation means generates a model using machine learning, with the training data stored in the storage means, taking the machine data of the drilling machine used when drilling each of the charging holes in the outer perimeter hole in a new blasting excavation, the drilling data of each of the charging holes in the outer perimeter hole, and the drilling target data of the completed excavation as input data, and the amount of explosive charge per charging hole in the outer perimeter hole drilled in the new blasting excavation as output data. An input means for receiving the aforementioned input data, The system includes an output means that outputs the amount of explosive charge per explosive hole in the outer circumference, calculated from the input data received by the input means, using the model generated by the model generation means. The aforementioned excavation data consists of measurement data of the completed excavation in the transverse direction of the tunnel on the outer perimeter of the excavation during each construction cycle. The aforementioned excavation target data is data for the excavation plan line around the perimeter of the excavation, taking into account the amount of over-excavation. A propellant charge calculation system characterized by the following features.

2. The aforementioned model generation means is A first analysis is performed to generate the output data from the input data using the training data. The output means outputs the amount of powder charge, which is the output data in the first analysis. The explosive charge amount calculation system according to claim 1.

3. The aforementioned model generation means is After performing a first analysis to generate the output data from the input data using the aforementioned training data, Using the aforementioned training data, a second analysis is performed to generate the output data from the input data, which is obtained by adding the unit volume amount of explosive charge obtained from the amount of explosive charge per explosive hole in the outer circumference, which is the output data from the first analysis. The output means outputs the amount of explosive charge per explosive hole in the outer circumference, which is the output data in the second analysis. The explosive charge amount calculation system according to claim 1.

4. The amount of explosive charge per charging hole in the outer peripheral hole, which is the output data, is The number of cartridges in each of the aforementioned outer periphery holes that do not have a fuse and detonator attached, Alternatively, the total number of cartridges per charge hole in the outer peripheral hole, The explosive charge amount calculation system according to claim 1.

5. The machine performance data, drilling performance data, excavation performance data, and total charge amount data per charge hole in the outer perimeter hole, which are stored in the storage means as training data, are data that is added each time a construction cycle is completed. A propellant charge calculation system according to any one of claims 1 to 4.

6. The machine performance data, drilling performance data, excavation performance data, and total charge amount data per charge hole in the outer perimeter hole, which are stored in the storage means as training data, are data accumulated over a predetermined number of construction cycles. A propellant charge calculation system according to any one of claims 1 to 4.

7. The aforementioned ground survey data is This data includes at least one of the RQD obtained from advanced boring of the aforementioned ground and the investigated compressive strength of the ground. A propellant charge calculation system according to any one of claims 1 to 4.

8. The aforementioned ground conditions data is This data includes at least one of the following: face evaluation points, crack direction, crack spacing, degree of crack adhesion, and observed compressive strength of the ground, obtained from face observation of the aforementioned tunnel. A propellant charge calculation system according to any one of claims 1 to 4.

9. The aforementioned machine performance data and machine data are The data includes at least one of the following: the drilling speed of the drilling machine, the impact pressure of the drilling machine, the rotational pressure of the drilling machine, and the feed pressure of the drilling machine. A propellant charge calculation system according to any one of claims 1 to 4.

10. The aforementioned perforation performance data and the aforementioned perforation data are The data includes at least one of the following: the perforation length of each propellant hole in the outer periphery, the perforation energy of each propellant hole in the outer periphery, the positional data of each propellant hole in the outer periphery, and the directional data of each propellant hole in the outer periphery. A propellant charge calculation system according to any one of claims 1 to 4.

11. Within the excavation surface of the tunnel, in addition to the charging holes of the outer perimeter hole, there are charging holes for forming a core-removing hole that becomes a free surface approximately in the center of the excavation surface in the direction of travel of the tunnel, charging holes for forming a sweep hole that is progressively cut into the free surface formed in the core-removing hole, and charging holes for forming a stepping hole below the sweep hole. A propellant charge calculation system according to any one of claims 1 to 4.

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