Method for calculating the amount of medicine contained

Abstract

In blasting excavation, the amount of explosive charge per charging hole located on the outermost periphery of the face of the excavation shaft can be set to an appropriate amount that minimizes the amount of over-excavation and impact on the inner circumference of the excavation shaft. [Solution] Using the drilling energy obtained during drilling of the outer perimeter explosive hole H4 in the blasting excavation construction cycle, the amount of explosive charge to the outer perimeter explosive hole H4, and the amount of over-excavation (or hit amount) as variables, an inference model (AI numerical analysis model) is generated that determines the amount of explosive charge per outer perimeter explosive hole H4 so as to minimize the amount of over-excavation and hit amount and to obtain an appropriate amount of explosive charge. The amount of over-excavation (or hit amount) is defined as the distance d from the position of the outer perimeter explosive hole H4 to the excavation record line L3 of the completed excavation hole T.

Description

Technical Field

[0001] The present invention relates to a method for calculating the amount of explosive charge, and more particularly, to a method for calculating the amount of explosive charge per each outer peripheral charge hole located at the outermost periphery within the excavation face among a plurality of charge holes drilled in a rock formation when constructing a tunnel by blasting and excavating the natural ground.

Background Art

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

[0003] In this blasting excavation method, after drilling a plurality of holes (charge holes) in the rock formation using a drilling machine, explosives are loaded into each charge hole and blasted to form an excavation pit. However, considering the unevenness of the excavation face, the workability during the installation of support works, construction errors, and the reduction of the excavation cross-section over time due to rock pressure, the inner circumference of the excavation pit is excavated larger than the designed excavation cross-section, that is, over-excavation is performed.

[0004] Incidentally, the blasting excavation method is described in, for example, Patent Document 1, and a technique for calculating the amount of explosive charge into a charge hole to reduce the over-excavation 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 over-excavation amount and the per-unit amount in real time, so how to control the over-excavation amount and the per-unit amount has become an important issue.

[0007] 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 problems 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 burrowing (ground remaining inside the target excavation cross-section), and a lot of work will be spent on "scraping" to remove it.

[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 charge per charging hole located on the outermost periphery of the face of the excavation hole to be set to an appropriate amount of explosive charge in order to reduce the amount of over-excavation and contact with the inner circumference of the excavation hole during blasting excavation. [Means for solving the problem]

[0010] To solve the above problems, the method for calculating the amount of explosive charge according to claim 1 of the present invention is used when constructing a tunnel by repeatedly performing a construction cycle comprising: (a) the process of drilling a plurality of explosive holes in the face of the target of blasting; (b) the process of measuring the position of the explosive holes; (c) the process of loading explosives into the explosive holes; (d) the process of forming an excavated pit by detonating the explosives; and (e) the process of measuring the completed shape of the excavated pit, and in the process of performing the construction cycle multiple times, the method is used when a plurality of outer periphery explosive holes located on the outermost periphery of the explosive holes in the face of the tunnel are drilled in the process of (a). The method is characterized by comprising: a process of generating an inference model that infers an appropriate amount of explosive charge for each of the outer explosive charge holes by analyzing the relationship between variables, using machine learning, with the drilling energy, the amount of explosive charge loaded into each of the outer explosive charge holes in process (c), and the distance from the position of the bottom of the outer explosive charge hole obtained in process (b) to the position of the inner wall surface of the borehole in the normal direction of the borehole obtained in process (e), as variables; and a process of determining the amount of explosive charge to be loaded into each of the outer explosive charge holes in the construction cycle after the generation of the inference model, based on the inference model.

[0011] The method for calculating the amount of explosive charge according to claim 2 of the present invention is characterized in that, in the invention described in claim 1, the outer explosive charge hole is formed at an angle and is gradually located outward in the direction normal to the excavated hole in the depth direction.

[0012] The method for calculating the amount of propellant charge according to claim 3 of the present invention is characterized in that, in the invention according to claim 1 or 2 above, the amount of propellant charge in each of the outer periphery propellant holes is the number of cartridges in each of the outer periphery propellant holes that do not have a fuse and a detonator attached, or the total number of cartridges in each of the outer periphery propellant holes. [Effects of the Invention]

[0013] According to the present invention, in blasting excavation, the amount of explosive charge per charging hole located on the outermost periphery of the face of the excavated hole can be set to an appropriate amount of explosive charge in order to reduce the amount of over-excavation and contact with the inner circumference of the excavated hole. [Brief explanation of the drawing]

[0014] [Figure 1] This is a block diagram of an example of a propellant charge calculation system according to one embodiment of the present invention. [Figure 2] This is a front view of the tunnel face in the blasting plan data. [Figure 3] (a) is a plan view of the borehole in the blasting plan data, (b) is a cross-sectional view of line XX in Figure 3(a), (c) is a cross-sectional view of line YY in Figure 3(a), and (d) is a cross-sectional view of line ZZ in Figure 3(a). [Figure 4] This is a front view of an example of a tunnel face in a borehole, as shown in the blasting plan data, with the addition of explosive charge holes. [Figure 5] This is a longitudinal cross-sectional view of the explosive charge hole in the blasting plan data. [Figure 6] This is a front view of an example of a tunnel face in a borehole, showing the starting end of the outer perimeter charge hole on the tunnel face in the blasting plan data. [Figure 7] This is a front view of an example of a tunnel face in a borehole, showing the end of the outer perimeter charge hole on the tunnel face in the blasting plan data. [Figure 8] This is a front view of the tunnel face after drilling the explosive holes for blasting. [Figure 9] Figure 8 is a longitudinal cross-sectional view of the main part of the natural ground. [Figure 10] Figure 8 shows a longitudinal cross-sectional view of the main part of the ground after explosives have been loaded into the charging holes. [Figure 11] This is a front view of the excavated pit after blasting. [Figure 12] Figure 11 is a longitudinal cross-sectional view of the main part of the natural ground. [Figure 13] This is a front view of the excavated shaft from the data, showing the completed shape of the excavated shaft with the end positions of the outer explosive charge holes superimposed. [Figure 14]It is an enlarged front view of the main part of an excavation pit showing a part of FIG. 13. [Figure 15] It is a cross-sectional view of the excavation pit after rock bolts are installed. [Figure 16] It is a longitudinal sectional view of the main part of the natural ground in FIG. 15. [Figure 17] It is a front view of the excavation pit after invert formation. [Figure 18] It is a longitudinal sectional view of the main part of the natural ground in FIG. 19. [Figure 19] It is a longitudinal sectional view of the natural ground after repeatedly performing a plurality of construction cycles of blast excavation.

Mode for Carrying Out the Invention

[0015] Hereinafter, embodiments as an example of the present invention will be described in detail based on the drawings. In the drawings for explaining the embodiments, the same reference numerals are generally given to the same components, and repeated explanations thereof are omitted.

[0016] FIG. 1 is a block diagram of an example of a charge amount calculation system in the present embodiment.

[0017] The charge amount calculation system A of the present embodiment uses, as variables, data on the amount of explosive (charge amount) loaded into each of a plurality of outer peripheral charge holes located on the outermost periphery among a plurality of charge holes drilled in the face during the blast excavation process, data on the drilling energy of each of the outer peripheral charge holes, and data on the overbreak amount or the amount per blow, and analyzes the relationship between these variables by machine learning (multiple regression analysis) to generate an inference model (AI numerical analysis model) that determines the charge amount per each outer peripheral charge hole so that the overbreak amount and the amount per blow are reduced.

[0018] Note that a charge hole is a hole for loading a charge, and as will be described later, it is drilled in a state intersecting the face (rock face or mirror surface). Further, a charge is a roll of paper or a resin film wrapping a predetermined amount of gunpowder or explosive (dynamite, water-containing explosive, ammonium nitrate fuel oil explosive, etc.).

[0019] The explosive charge calculation system A of this embodiment comprises an input unit A1, a model generation unit A2, and an output unit A3. The input unit A1 is an input means for inputting information related to blasting excavation, and comprises an explosive charging means A1-1, a drilling means A1-2, and a work-in-progress measurement means A1-3.

[0020] The charging mechanism A1-1 is a means for loading explosives into multiple charging holes. In the charging mechanism A1-1, data on the amount of explosives loaded into each of the multiple outer charging holes is input to the model generation unit A2. This data on the amount of explosives is the total number of explosive packets loaded, which is the sum of the main dies and auxiliary dies per outer charging hole. A main die is an explosive packet to which a fuse and detonator are attached, while an auxiliary die is an explosive packet to which a fuse and detonator are not attached and which explode in a chain reaction with the explosion of the main die. The main die is essential for detonation, but the number of auxiliary dies that explode in a chain reaction with the explosion of the main die is determined according to the desired explosive force, or they may be omitted.

[0021] The perforation means A1-2 is a perforation machine that perforates the explosive charge holes, and for example, a navigation jumbo or a fully automatic jumbo is used. The perforation means A1-2 inputs the machine data of the perforation machine and the perforation data of the outer explosive charge holes into the model generation unit A2.

[0022] The mechanical data 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 outer charge hole. However, the mechanical data for the drilling machine only needs to include at least one of the above-mentioned data.

[0023] The drilling data for the outer perimeter explosive hole includes data such as the drilling length of the outer perimeter explosive hole, the drilling energy when drilling the outer perimeter explosive hole, the shape of the outer perimeter explosive hole, the position of the outer perimeter explosive hole (distance from the center line (vertical coordinate line), distance from the spring line (horizontal coordinate line), and the distance to the nearest explosive hole), and the direction of the outer perimeter explosive hole (drilling angle: horizontal insertion angle, vertical insertion angle).

[0024] The construction condition measurement means A1-3 is a measuring instrument that measures the construction condition of the excavation hole formed by blasting (i.e., the construction condition of the excavation hole in the transverse direction (in other words, the radial direction of the excavation hole) in each construction cycle). The construction condition measurement means A1-3 inputs the measurement data of the construction condition of the excavation hole into the model generation unit A2.

[0025] The model generation unit A2 of the propellant charge calculation system A is a model generation means that uses the drilling energy data of the outer propellant holes input from the input unit A1, the propellant charge data of the outer propellant holes, and the over-drilling amount or hit amount data as variables, and analyzes the relationship between these variables using machine learning (multiple regression analysis) to generate an inference model that infers the appropriate amount of propellant charge for each outer propellant hole in order to minimize the over-drilling amount or hit amount.

[0026] Here, as will be described later, when using a conventional jumbo drill without a navigation function for drilling the explosive holes, the over-excavation amount or contact amount is defined as the distance from the drilling plan line to the inner circumferential wall surface of the borehole in the direction normal to the borehole. In contrast, in this embodiment, the over-excavation amount or contact amount is defined as the distance from the end position of the outer explosive hole (obtained from drilling data) to the position of the inner circumferential wall surface of the borehole in the direction normal to the borehole (obtained from measurement data of the completed borehole). As a result, as will be described later, the accuracy of the over-excavation amount or contact amount can be improved, and thus the performance of the inference model can be improved. Therefore, by applying the inference model when setting the explosive charge amount for the outer explosive holes in blasting drilling, the explosive charge amount per outer explosive hole can be determined so that the over-excavation amount and contact amount are smaller.

[0027] The model generation unit A2 comprises a central processing unit A2-1 and a memory A2-2. During the learning period (multiple construction cycles), it creates the inference model based on the information input from the input unit A1 and stores it in the memory A2-2. During the model application period (multiple construction cycles), it applies the inference model based on the information input from the input unit A1 (such as data on the position and shape of the outer perimeter explosive holes and data on the drilling energy of the outer perimeter explosive holes) to calculate the amount of explosive charge per outer perimeter explosive hole and outputs it to the output unit A3.

[0028] Memory A2-2 stores the information mentioned above (data on drilling energy of the outer perimeter explosive holes, data on the amount of explosive charge in the outer perimeter explosive holes, and measurement data of the completed shape of the borehole), the generated inference model, and blasting plan data, as well as ground survey data and ground performance data of the ground where the borehole will be excavated.

[0029] Ground investigation data includes data such as RQD (Rock Quality Designation - an index related to the ease of fracture of rock and the frequency of rock mass discontinuities) and the investigated compressive strength of the ground obtained by advanced boring, while ground performance data includes data such as face evaluation points, crack direction, crack spacing, degree of crack adhesion, and compressive strength of the ground (in this embodiment, the compressive strength of the ground obtained by face observation is referred to as "observed compressive strength") obtained by face observation. However, ground investigation data only needs to include any of the multiple data obtained by the advanced boring described above, and ground performance data only needs to include at least one of the observation data obtained by face observation.

[0030] Output unit A3 of the propellant charge calculation system A is an output means that outputs the amount of propellant charge per outer perimeter charge hole. The output data output from output unit A3 is, for example, shown as the number of add-on dies per outer perimeter charge hole (hole number). The reason why only the number of add-on dies is output is that one main die is essential for each outer perimeter charge hole, and the number of add-on dies controls the explosive force of each outer perimeter charge hole, thereby excavating the ground to the target shape. Therefore, the number of propellant packets loaded into each outer perimeter charge hole is the number of add-on dies plus one main die. The total number of propellant packets per outer perimeter charge hole (i.e., the sum of the main die and add-on dies) may also be output as output data.

[0031] Such a drug charge calculation system A can be realized by installing a machine learning-based predictive analysis tool on a computer, such as "Prediction One" (registered trademark), an AI-based analysis tool provided by Sony Network Communications Inc.

[0032] Next, Figure 2 is a front view of the tunnel face in the excavation pit according to the blasting plan data, Figure 3(a) is a plan view of the excavation pit according to the blasting plan data, Figure 3(b) is a cross-sectional view of line XX in Figure 3(a), Figure 3(c) is a cross-sectional view of line YY in Figure 3(a), and Figure 3(d) is a cross-sectional view of line ZZ in Figure 3(a).

[0033] In Figure 2, the symbol L1a represents the excavation design line for the outer perimeter of the excavation as defined in the design, and the symbol L2a represents the excavation plan line for 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 3, the symbol L1b represents the excavation design line for the face (mirror face) as defined in the design, and the symbol L2b represents the excavation plan line for 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 2 and 3, the symbol SL represents the spring line (horizontal coordinate line) that divides the excavation pit T into upper and lower halves, and the symbol CL represents the center line (vertical coordinate line) that divides the excavation pit T into left and right halves.

[0034] As shown in Figures 2 and 3, in this embodiment, for example, the excavation pit T is divided into an upper and lower half separated by a spring line SL, creating a stepped structure, and benches with a depth (bench length) of about 2m to 4m are formed to stabilize the excavation face, thus employing a full-section excavation method with auxiliary benches.

[0035] In this embodiment, the excavation plan line L2b on the tunnel face 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 on the tunnel face. In other words, the excavation plan line L2b on the tunnel face 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 on the tunnel face in this embodiment 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 on the tunnel face.

[0036] As shown in Figure 2, the reason for setting the excavation target shape as the excavation plan line L2a, which takes into account the amount of over-excavation in the inner circumference of the excavation shaft T, is as follows: If excavation is carried out along the excavation design line L1a, due to the irregularities of the inner wall surface of the excavation shaft T, contact (ground remaining on the inner side of the excavation target cross-section line) occurs, requiring a lot of work to remove the rock 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 rock 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 will not only incur extra costs for the contractor, but will also raise concerns about issues such as loosening of the ground, local stress concentration, and cracking of the lining concrete due to the restraining force caused by the irregularities. 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.

[0037] Furthermore, as shown in Figure 3, the reason for setting the excavation target shape at the face of the excavation shaft T 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 as follows: In other words, it is to ensure even greater stability of the excavation face in case there is a problem with the ground. That is, it takes into account cases where the excavation site is a problem with the ground from the beginning, or where the ground becomes a problem with 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 ground, there is a concern that the stabilization of the excavation face may be hindered or the work efficiency may deteriorate.

[0038] For these reasons, the target excavation shape for the excavated shaft T is the excavation plan line L2a, which takes into account the amount of over-excavation shown in Figure 2, and the target excavation shape for the excavated face of the shaft T is the excavation plan line L2b, which takes into account the amount of over-excavation and the amount of impact shown in Figure 3.

[0039] Next, Figure 4 is a front view of an example of a tunnel face in a borehole, as shown in the blasting plan data, with added explosive holes.

[0040] Within the face (mirror surface) K at the leading edge of the excavation pit T, there are, for example, 67 circular holes H(H1~H4) in the upper half and 36 in the lower half. The face K is divided into regions R1~R4. In region R1, approximately in the center of the face K, there are multiple core-removing holes H1(H) which form a free surface. In the outer periphery of region R1 and in the lower half of region R2 within the face K, there are multiple sweeping holes H2(H) which are progressively cut out from the free surface. In region R3 below region R2, there are multiple stepping holes H3(H). Furthermore, in the outermost region R4 within the face K, there are multiple outer periphery holes H4(H) along the excavation design line L1a. The excavation pit T is formed by loading explosive packets into these holes H(H1~H4) and detonating them.

[0041] In Figure 4, the labels "Core Removal" and (2) to (9) attached to the charge holes H connected by straight lines represent the number of detonation stages, and the explosives in the charge holes H from "Core Removal" to (9) are set to detonate in sequence. This blasting plan data is stored in memory A2-2 of the explosive amount calculation system A shown in Figure 1.

[0042] Next, Figure 5 is a longitudinal section view of the explosive hole in the blasting plan data, Figure 6 is a front view of an example of a tunnel face in the excavated pit showing the starting end of the outer explosive hole, and Figure 7 is a front view of an example of a tunnel face in the excavated pit showing the end of the outer explosive hole. Note that Figure 5 illustrates the case where the excavated pit T is excavated from right to left in the figure. Also, in Figures 6 and 7, the black circles indicate the outer explosive holes H4.

[0043] As shown in Figure 5, the outer perimeter explosive hole H4 is formed at an angle, gradually moving outward in the normal direction of the borehole T from the starting end H4s to the ending end H4e (bottom) in the depth direction, in order to minimize the amount of over-excavation. Therefore, as shown in Figures 6 and 7, when the face K is viewed from the front, the position of the same outer perimeter explosive hole H4 differs between the starting end H4s and the ending end H4e (bottom) within the face K. The inclination angle (drilling angle) of the outer perimeter explosive hole H4 is set to minimize the amount of over-excavation according to the ground conditions.

[0044] On the other hand, as shown in Figure 5, the explosive holes H(H1~H3) other than the outer periphery explosive hole H4 are formed horizontally in the depth direction from the starting end Hs of the explosive hole H to the ending end He (bottom), and when the face K is viewed from the front, the starting end Hs and the ending end He of the explosive holes H(H1~H3) are in the same position within the face K.

[0045] Furthermore, the dashed line Sk in Figure 5 represents the virtual tunnel face, and the dashed line Se represents the evaluation cross-section. When the excavation pit T is viewed from the side, the positions of the terminals H4e and He (bottoms in the depth direction) differ between the outer charging hole H4 and the other charging holes H (H1 to H3).

[0046] Next, an example of a tunnel construction method using blasting excavation will be explained with reference to Figures 8 to 19. The excavation method in this embodiment is NATM (New Austrian Tunneling Method), in which concrete is sprayed onto the excavated area where the bedrock has been blasted and hardened rapidly, and rock bolts are driven deep into the bedrock to fix the bedrock and concrete in place, thereby holding the tunnel in place using the holding power of the ground itself.

[0047] First, prior to blasting excavation, preliminary boring is conducted. Preliminary boring is a boring survey conducted at the tunnel excavation site to identify fracture deposits and check groundwater conditions by performing horizontal boring over a length of, for example, 100m to 120m, in order to ensure the smooth progress of the excavation work. In this preliminary boring, for example, the RQD (Rounded Quality Diameter) and the compressive strength of the ground are investigated. After the initial preliminary boring of the blasting excavation work, it is conducted approximately once a month.

[0048] The results of this advanced boring survey are stored in memory A2-2 of the propellant charge calculation system A shown in Figure 1. Furthermore, ground investigation data such as RQD and the compressive strength of the ground obtained from the advanced boring may be used as training data in the propellant charge calculation system A. However, it is not necessary to use all the data obtained from the advanced boring as ground investigation data; it is sufficient to use data containing at least either RQD or the compressive strength of the ground as ground investigation data.

[0049] Next, Figure 8 is a front view of the tunnel face after drilling the explosive hole for blasting, and Figure 9 is a longitudinal cross-sectional view of the main part of the ground shown in Figure 8. In Figure 8, for clarity, the drilling design line L1a, drilling plan line L2a, center line CL, and spring line SL are added. Also, Figure 8 shows the starting end of the outer explosive hole H4.

[0050] As shown in Figures 8 and 9, multiple explosive holes H (H1 to H4) are drilled within the face K of the ground G using a drilling machine (not shown), such as a navigation jumbo or a fully automatic jumbo. As shown in Figure 8, the outermost explosive hole H4 is drilled on the excavation design line L1a. Also, as shown in Figure 9, the outermost explosive hole H4 is drilled at an angle, while the other explosive holes H1 to H3 are drilled horizontally.

[0051] In this embodiment, the drilling machine for drilling the explosive hole automatically measures the mechanical data of the drilling machine (drilling speed, impact pressure, rotational pressure, feed pressure, etc.) and the drilling data of the outer explosive hole H4 (drilling length, drilling energy, finished shape, position, direction (drilling angle), etc.) and stores them in memory A2-2 of the explosive amount calculation system A shown in Figure 1.

[0052] Next, Figure 10 is a longitudinal cross-sectional view of the main part of the ground after explosives have been loaded into the charging holes shown in Figure 8. In Figure 10, hatching is applied to the charging holes H into which the explosives have been loaded.

[0053] As shown in Figure 10, explosives are loaded into each of the multiple charging holes H (H1 to H4) on the face K. One main die is loaded into each charging hole H. In this embodiment, for example, 150g / stick of dynamite is used for both the main die and the add-on die. However, the weight of the main die and add-on die is not limited to this.

[0054] Next, the fuse and detonator for detonation are set. There are also various blasting methods, such as electric blasting using an electric fuse, electric detonator, and explosives, and fuse blasting using a string fuse, industrial detonator, and explosives.

[0055] At this time, the amount of propellant in the propellant package (main die + additional die) for each propellant hole H (H1~H4) is determined by the person in charge to be an appropriate amount of propellant in that state. In this embodiment, the amount of propellant in each of the multiple outer propellant holes H4 is stored in memory A2-2 of the propellant amount calculation system A shown in Figure 1.

[0056] It should be noted that the loading of propellant packets into the propellant holes H does not necessarily mean that all propellant packets will be loaded into all of them. In other words, for propellant holes that have been drilled but are deemed not to require propellant to achieve the target drilling shape, the main die and additional dies will not be loaded. Therefore, the amount of propellant per propellant hole H in this embodiment is a concept that includes cases where the amount of propellant is zero.

[0057] Next, Figure 11 is a front view of the excavated shaft after blasting, and Figure 12 is a longitudinal cross-sectional view of the main part of the ground shown in Figure 11. In addition, in Figure 11, the excavation design line L1a, the excavation plan line L2a, the center line CL, and the spring line SL have been added to make the drawing easier to understand.

[0058] By detonating the explosives in the multiple charging holes H shown in Figure 10, the tunnel face K is excavated as shown in Figures 11 and 12. Note that in Figure 11, the symbol L3 indicates the excavation line of the upper half of the tunnel face K (i.e., the inner circumference of the excavation shaft T).

[0059] In this embodiment, a construction size measuring device (not shown) is used to 3D measure the construction size (excavation measurement line L3) of the borehole T shown in Figure 11, and the measurement results are stored in memory A2-2 of the propellant charge calculation system A shown in Figure 1. In addition to measuring the construction size of the borehole T when viewed from the front, the construction size of the borehole T when viewed from the side is also measured.

[0060] Here, Figure 13 is a front view of the excavated shaft based on data, showing the completed shape of the excavated shaft with the end positions of the outer explosive holes superimposed, and Figure 14 is an enlarged front view of the main part of the excavated shaft, showing a part of Figure 13. In addition, Figure 13 also shows the measured excavation line L3 of the upper half of the face of the excavated shaft T.

[0061] As shown in Figures 13 and 14, the outlined rectangles indicate the completed shape of the borehole T (excavation record line L3) as measured by the completed shape measuring instrument. The black circles indicate the end H4e (bottom) of the outer charge hole H4 as measured by the drilling machine used for drilling the charge hole.

[0062] In this embodiment, the amount of over-excavation or hit-hole depth of the excavated pit T is calculated based on the distance between the position of the end H4e of the outer periphery charge hole H4 obtained by the drilling machine and the completed shape of the excavated pit T (excavation measurement line L3) obtained by the completed shape measuring machine, and stored in memory A2-2 of the charge amount calculation system A shown in Figure 1.

[0063] Here, when using a conventional jumbo without navigation capabilities, the over-excavation amount or impact amount of the borehole T is calculated as the distance from the drilling plan line L2a to the inner circumferential wall surface of the borehole T (drilling actual line L3) in the direction normal to the borehole T. This is because, with conventional jumbo, drilling information such as the explosive hole H cannot be recorded, so the over-excavation amount and impact amount must be calculated based on the "drilling plan line" and "drilled workmanship" that can be measured even with conventional jumbo. As a result, the workmanship is evaluated before the location where the blasting will take place, and the exact location of the explosives is unknown, which leads to errors in the calculation results of the over-excavation amount and impact amount.

[0064] In contrast, in this embodiment, the excess excavation amount or hit amount is calculated as the distance from the end H4e (bottom) of the outer periphery of the explosive hole H4 to the inner periphery of the borehole T (excavation record line L3) in the normal direction of the borehole T. Figure 14 illustrates the case where the excess excavation amount is calculated as the distance d from the center point H4c of the end H4e (bottom) of the outer periphery of the explosive hole H4 to the inner periphery of the borehole T (excavation record line L3).

[0065] Therefore, in this embodiment, the evaluation of the completed work is performed from the position of the terminal H4e of the outer charging hole H4, and it is possible to evaluate the blasting excavation results purely by explosive force. As a result, the impact on the ground due to blasting can be estimated more accurately, and the amount of over-excavation and the amount of impact can be calculated more accurately.

[0066] After this type of blasting excavation, the excavated material is removed from the tunnel. This excavation may be performed before the measurement of the completed shape of the excavated tunnel T as described above. After that, face observation is performed. During face observation, for example, face evaluation points, crack direction, crack adhesion, and observed compressive strength of the ground are observed, and the results of the face observation are stored in memory A2-2 of the propellant charge calculation system A shown in Figure 1. These face observation results are used as ground performance data for the propellant charge calculation system A. Face observation is performed, for example, about once a day, and may be omitted in some cases.

[0067] Next, Figure 15 is a cross-sectional view of the excavated shaft after the rock bolts have been installed, and Figure 16 is a longitudinal cross-sectional view of the main part of the ground shown in Figure 15. In Figure 15, a center line CL and a spring line SL have been added to make the drawing easier to understand.

[0068] After excavation, as shown in Figures 15 and 16, shoring SR is installed on the inner circumferential wall surface of the excavation pit T. For the installation of shoring SR, first, loose rocks and other debris are removed from the inner circumferential wall surface of the excavation pit T. Then, to ensure the safety of the workers, a thin concrete layer (not shown) of, for example, 5-10 cm thick is formed inside the excavation pit T using a spraying machine. Subsequently, after the concrete layer hardens, the steel shoring SR is erected. Note that if the ground G is in excellent condition, shoring SR may not be installed.

[0069] Next, after installing the support structure SR, concrete is sprayed onto the inner circumferential wall surface and the face surface K of the excavation pit T as a covering material using a spraying machine to form a concrete layer CC of, for example, 10 to 25 cm thick. After the concrete layer CC hardens, rock bolts B are driven in. When driving the rock bolts B, first, a face drilling machine (not shown) is used to drill multiple bolt holes from the surface of the concrete layer CC into the ground. The bolt holes are drilled radially from the center of the excavation pit T at predetermined intervals along the inner circumferential wall surface of the excavation pit T. Subsequently, after filling each bolt hole with an anchoring material (not shown), metal rock bolts B are driven deep into each bolt hole. This fixes and integrates the ground G and the concrete layer CC.

[0070] Next, Figure 17 is a front view of the excavated shaft after invert formation, and Figure 18 is a longitudinal cross-sectional view of the main part of the ground shown in Figure 17. In addition, a center line CL and a spring line SL have been added to Figure 17 to make the drawing easier to understand.

[0071] After the rock bolts are installed, an invert section V is formed at the bottom of the excavation pit T, as shown in Figures 17 and 18. That is, the bottom surface of the excavation pit T is excavated to form an inverted arch-shaped depression Vr when viewed from the front (see Figure 17). Subsequently, invert reinforcement (not shown) is installed in the inverted arch-shaped depression Vr, and then invert concrete layers Vc1 and Vc2 are poured in order.

[0072] Next, Figure 19 is a longitudinal cross-sectional view of the ground after the blasting excavation construction cycle has been repeated multiple times. The excavation hole T is drilled by repeating the blasting excavation construction cycle shown in Figures 8 to 18 multiple times. At the same time, for each construction cycle, the mechanical data of the drilling machine, drilling data of the outer perimeter explosive hole H4 (such as the drilling energy when drilling the outer perimeter explosive hole H4), data on the amount of explosive to be charged into the outer perimeter explosive hole H4, data on the completed shape of the excavation hole, and data on the amount of over-excavation (or hit amount) are stored in memory A2-2 of the explosive calculation system A shown in Figure 1, as described above.

[0073] The construction cycle performed in one day is, for example, about 4 to 6 cycles. In this embodiment, the performance data is stored sequentially in memory A2-2 as it is obtained, but the various performance data may also be stored in memory A2-2 once a construction cycle is completed.

[0074] In this embodiment, once sufficient training data necessary for AI numerical analysis has been collected in the explosive charge amount calculation system A by repeatedly performing the blasting excavation construction cycle multiple times, the drilling energy obtained during drilling of the outer explosive charge hole H4 in each construction cycle, the amount of explosive charge and the amount of over-excavation (or hit amount) into the outer explosive charge hole H4 are used as variables. The relationship between these variables is analyzed by machine learning (multiple regression analysis), thereby generating an inference model (AI numerical analysis model) that determines the amount of explosive charge per outer explosive charge hole H4 in order to minimize the amount of over-excavation and hit amount and to obtain an appropriate amount of explosive charge. The generated inference model is then stored in the memory A2-2 of the explosive charge calculation system A shown in Figure 1.

[0075] Thus, in this embodiment, instead of creating an inference model based on all the explosive holes H within the face K, the inference model is created based on some of the outer perimeter explosive holes H4. This is because, in blasting excavation, the explosion at the outer perimeter explosive holes H4 has the greatest impact on the shape of the borehole T. In other words, by determining the amount of explosive in the outer perimeter explosive holes H4, which have the greatest impact on the shape of the borehole T, using an inference model, the amount of explosive per outer perimeter explosive hole H4 can be set with higher accuracy in reducing the amount of over-excavation and the amount of impact, and the shape of the borehole T can be made closer to the plan.

[0076] Furthermore, by limiting the creation of the inference model to the outer charging port H4, the amount of data can be significantly reduced, shortening data acquisition time and data analysis time, and simplifying the equipment due to the reduced capacity can reduce costs.

[0077] After generating an inference model in the explosive charge calculation system A in this manner, in subsequent blasting excavation construction cycles, when charging explosives into the outer perimeter explosive holes in each construction cycle, the inference model is applied to the information input to the explosive charge calculation system A (such as data on the location and completed state of the outer perimeter explosive holes H4 and data on the drilling energy of the outer perimeter explosive holes H4) to determine the amount of explosive charge per outer perimeter explosive hole H4.

[0078] In this embodiment, as described above, the over-excavation amount or hit amount is calculated as the distance from the end H4e (bottom) of the outer perimeter explosive hole H4 to the inner perimeter wall surface of the borehole T (excavation record line L3) in the normal direction of the borehole T. This allows for an evaluation of the completed work from the position of the end H4e of the outer perimeter explosive hole H4, and enables an evaluation of the blasting excavation results purely due to explosive force. Therefore, the impact on the ground due to blasting can be estimated more accurately, and the over-excavation amount and hit amount can be calculated more accurately. In other words, the accuracy of the over-excavation amount or hit amount can be improved, thereby improving the performance of the inference model.

[0079] As a result, in this embodiment, the amount of explosive charge per outer perimeter charging hole H4 can be set to an appropriate amount for reducing the amount of over-excavation and the amount of impact. Therefore, the amount of over-excavation or the amount of impact can be reduced in the borehole T formed by blasting.

[0080] In other words, since the amount of excess excavation can be reduced, the amount of excavation, sprayed concrete application, and lining concrete application can be reduced. As a result, construction costs can be reduced and construction time can be shortened. In addition, problems such as loosening of the ground and localized stress concentration caused by increased excess excavation, as well as defects such as cracking of the lining concrete due to restraining forces caused by unevenness, can be suppressed or prevented. On the other hand, since the amount of shoveling work to remove the excess material can be reduced, construction costs can be reduced and construction time can be shortened.

[0081] Furthermore, in this embodiment, even after the learning period for generating the inference model, the inference model may be adjusted again based on the drilling energy obtained during drilling of the outer perimeter charging hole H4, the amount of explosive charged into the outer perimeter charging hole H4, and the amount of over-excavation (or hit amount) in the construction cycle after the generation of the inference model.

[0082] This allows for adjustment of the inference model according to the blasting excavation site. Furthermore, the amount of training data can be increased, further improving the performance of the inference model. Therefore, by applying the readjusted inference model in subsequent blasting excavation construction cycles, the amount of explosive charge per outer perimeter charging hole H4 can be set to a more appropriate amount in order to reduce the amount of over-excavation and contact area.

[0083] 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.

[0084] For example, in this embodiment, the full-section excavation method with auxiliary benches is applied, 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 excavation 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).

[0085] Furthermore, in this embodiment, the over-excavation amount or hit amount is defined as the distance from the end (bottom) of the outer periphery of the explosive charge hole to the inner periphery of the borehole in the direction normal to the borehole. However, it is not limited to this, and for example, instead of the end of the outer periphery of the explosive charge hole, it may be defined as the position of the evaluation cross section Se (see Figure 5) at a position midway along the drilling direction of the outer periphery of the explosive charge hole. [Industrial applicability]

[0086] The method for calculating the amount of explosive charge according to the present invention can be used to calculate the amount of explosive charge per outer perimeter explosive hole in blast excavation in various locations, such as when constructing a mountain tunnel by blast excavation, or when constructing a tunnel by blast excavation in locations other than mountainous areas made of hard rock. [Explanation of Symbols]

[0087] A. Propellent charge calculation system A1 Input Section A1-1 Charge means A1-2 Perforation means A1-3 Measurement method for measuring completed work A2 Model Generation Unit A2-1 Central Processing Unit A2-2 Memory A3 Output Section T drill hole K face CL Centerline SL Springline L1a Excavation Design Line L1b Excavation Design Line L2a Excavation Plan Line L2b Excavation Plan Line L3 Excavation Record Line R1~R4 area H Charge hole H1 Core removal port H2 Discharge port H3 Based on the charging hole H4 Outer periphery of the explosive charge port H4s starting end H4e termination H4c center point G Ground SR shoring B Lock bolt CC concrete layer V Invert Section Vr recessed area Vc1, Vc2 Invert concrete layer

Claims

1. (a) The process of drilling multiple explosive holes within the face of the target of blasting, (b) The process of measuring the position of the propellant hole, (c) The process of loading explosives into the propellant hole, (d) The process of forming a borehole by detonating the explosives, (e) The process of measuring the completed state of the excavated pit, When constructing a tunnel by repeatedly carrying out a construction cycle that has the following characteristics, In the process of performing the aforementioned construction cycle multiple times, the process involves generating an inference model that infers an appropriate amount of explosive charge for each of the outermost explosive charge holes by analyzing the relationships between the variables, using machine learning, with the following variables: the drilling energy obtained when drilling multiple outermost explosive charge holes located on the outermost periphery of the explosive charge hole within the face in process (a), the amount of explosive charge loaded into each of the outermost explosive charge holes in process (c), and the distance from the position of the bottom of the outermost explosive charge hole obtained in process (b) to the position of the inner periphery wall surface of the borehole in the normal direction of the borehole obtained in process (e). In the construction cycle after the generation of the inference model, the process of determining the amount of propellant to be loaded into each of the outer periphery propellant holes based on the inference model, A method for calculating the amount of explosive charge, characterized by having the following features.

2. The method for calculating the amount of explosive charge according to claim 1, characterized in that the outer explosive charge hole is formed at an angle and is gradually located outward in the direction normal to the excavated hole in the depth direction.

3. The amount of propellant in each of the outer periphery propellant holes is the number of cartridges in each of the outer periphery propellant holes that do not have a fuse and detonator attached, or the total number of cartridges in each of the outer periphery propellant holes. The method for calculating the amount of explosive charge according to feature 1 or 2.

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