JP5642652B2 - Tunnel construction method - Google Patents

Description

  The present invention relates to a tunnel construction method suitable for use in drilling in tunnel excavation work.

  Conventionally, for example, in tunnel excavation, a plurality of blast holes parallel to the axis of the planned tunnel are drilled from the face of the tunnel using a drilling machine such as a drill jumbo, and detonators, explosives, and inclusions are loaded into the blast hole. The ground is excavated by the explosive energy of explosives. In addition, blasting holes are formed with long holes of about 4 to 5 m, for example, explosives are dispersed in the long holes, and a large amount of rock mass (ground) is excavated at once, so-called long hole blasting is efficiently drilled. Has been done. In performing such long hole blasting, it is preferable that the drilling hole has a predetermined angle with respect to the axis of the planned tunnel.

Moreover, when positioning a drilling machine such as a drill jumbo, it is necessary to position a guide shell that supports a drilling rod in the drill jumbo. As a method for this purpose, a guide shell that supports a rock drilling machine is used. Various sensors (rotation angle sensor, displacement sensor, proximity sensor, etc.) are attached to each joint of the boom, and the movement amount and angle data of each joint are calculated by the computer based on the position of the reference point of the drill jumbo. Drilling positioning method has been adopted in which the rock drilling machine's positioning coordinates are calculated, and the rock drilling machine is automatically moved to the positioning coordinates by a servo mechanism that operates the guide shell and boom. . As a working machine for performing such positioning, there is one disclosed in JP-A-2001-73412.
JP 2001-73412 A

  The drill jumbo with various sensors used in the conventional tunnel construction method is very expensive, and if the tunnel construction is carried out by introducing such a drill jumbo on site, the construction cost will increase. There was a problem.

In order to solve the above problems, the invention according to claim 1 is used for positioning a guide shell that supports a rod for drilling, and for loading explosives at the time of blasting on the face of a tunnel. A tunnel construction method for drilling a hole to be drilled, the step of irradiating the first irradiation point P _n on the face by laser irradiation of a total station , and the length of the first irradiation point P _n that can be adjusted in posture. a step of abutting the rod end portion of the guide shell is L, and a line having as drilling angle θ of the first irradiation point P _n, when the intersection of the axis of the virtual center of the tunnel and O _n , line P _n O _n is the, and a step of distance from the first irradiation point P _n is computed the second irradiation point Q _n is L, and the second irradiation point Q _n by laser irradiation of the total station And the guide A target provided at the rear end of the E le, by adjusting the orientation of the guide shell so that the irradiation point is formed, the rod end portion of the guide shell in the first irradiation point P _n is, also The step of adjusting the attitude of the guide shell so that the rear end portion of the guide shell comes to the second irradiation point Q _n , and the step of drilling with the rod of the guide shell whose attitude has been adjusted. It is characterized by becoming.

According to a second aspect of the present invention, in the tunnel construction method according to the first aspect, the step of preparing a tunnel design database in which the drilling position coordinates corresponding to the tunnel distance are stored, and the face is divided into a plurality of regions. split, measuring a tunnel distance in accordance with the divided regions, and the tunnel design database, based on the measured tunneling distance, and obtaining a first irradiation point P _n, further comprising a Features.

According to the tunnel construction method of the present invention, even if a drill jumbo is not equipped with various sensors, the guide shell can be easily positioned simply by introducing a total station. Construction costs can be reduced.

It is a figure explaining the tunnel construction method which concerns on embodiment of this invention. It is an image figure of the data structure of the drilling position data in a tunnel design database. It is a figure explaining the drilling angle in the tunnel construction method which concerns on embodiment of this invention. It is a flowchart which shows the procedure of the drilling operation | work in the tunnel construction method which concerns on embodiment of this invention. It is a figure explaining the attitude | position adjustment method of the guide shell in the tunnel construction method which concerns on embodiment of this invention. It is a figure explaining a problem when there is unevenness from a reference plane. It is a figure explaining the area | region division of a face. It is a figure which shows the division area to which each drilling position coordinate _Pn belongs. It is a flowchart which shows the procedure of TD acquisition work according to area | region in the tunnel construction method which concerns on other embodiment of this invention. It is a flowchart which shows the procedure of the drilling operation | work in the tunnel construction method which concerns on other embodiment of this invention. It is a figure which shows the tendency of the correlation between the area of the divided | segmented area | region, and a drilling error average.

  Hereinafter, embodiments of the present invention will be described with reference to the drawings. FIG. 1 is a diagram for explaining a tunnel construction method according to an embodiment of the present invention. In the tunnel construction method according to the embodiment of the present invention, in particular, the efficiency of the guide shell 11 that supports the drilling rod 13 when drilling a drilling hole used for loading explosives or the like when performing blasting. This is a technique for performing an effective positioning.

FIG. 1 shows a construction in which a drill hole is provided in a face by a drill jumbo 10 in a tunnel T.

  The drill jumbo 10 is provided with an arm or boom that can freely control the posture of the guide shell 11 on which the rod 13 for drilling is mounted. Details of these drive mechanisms are omitted.

The guide shell 11 is provided with a rod 13 which is inserted in the longitudinal direction of the guide shell 11 and performs drilling while drilling the rock. In the state shown in FIG. 1, the tip (bit) of the rod 13 is in contact with the point P _n on the face. On the other hand, at the rear end of the guide shell 11 in the longitudinal direction, a target 15 for forming an irradiation point by a laser beam irradiated from a total station 20 as described later is provided.

  The total station 20 installed at a known position is a motor-driven non-prism total station with a laser guide capable of irradiating a laser beam that passes through a pre-programmed point. For example, NET1 manufactured by Sochia Topcon Corporation can be used.

  The total station 20 is connected to a general information processing apparatus such as a personal computer 30 so that data communication is possible. For example, the total station 20 can irradiate a laser beam toward a position coordinate designated by the personal computer 30. It has become.

The storage means of the personal computer 30 is provided with a tunnel design database 35, for example, data related to the drilling position coordinates _Pn in a predetermined tunnel distance (TD) is stored.

Further, the personal computer 30 can perform a predetermined calculation for calculating a position coordinate Q _{n and the} like which will be described later.

FIG. 2 is an image diagram of the data structure of the drilling position data in the tunnel design database 35 as described above. In the tunnel design database 35, the drilling position coordinates (P ₁ , P ₂ ) corresponding to each tunnel distance (TD) are shown. , P ₃ ,... P _N−1 , P _N ).

FIG. 3 is a view for explaining the drilling angle θ in the tunnel construction method according to the embodiment of the present invention, and is a view of the side surface of the tunnel T. FIG. As a hole used for loading explosives or the like when performing blasting, it is preferable to have a predetermined angle with respect to the tunnel axis, and the direction of drilling by the rod 13 is, for example, as shown in FIG. It is planned to have a drilling angle θ with respect to the axis. For this reason, it is necessary to set the guide shell 11 on which the rod 13 is mounted to a prescribed posture as shown in FIG. 3 before the actual drilling with the rod 13. Here, when drilling at the drilling position P _n , the position coordinate of the rear end portion of the guide shell 11 to be positioned is defined as Q _n .

An outline of a method for calculating the position coordinates Q _n as described above will be described. _Let O _n be the intersection of a line passing through the drilling position P _n and having a drilling angle θ and the axis of the virtual center of the tunnel T. If the length of the guide shell 11 is L, the position coordinates Q _n is an on line P _n O _n, and the distance from the position coordinate P _n is calculated as coordinates is L.

  Next, the procedure of the work of drilling with the drill jumbo 10 under the above configuration will be described. FIG. 4 is a flowchart showing a drilling operation procedure in the tunnel construction method according to the embodiment of the present invention.

  When the start of work is started in step S100, first, 1 is set to n in step S101.

Subsequently, in step S102, the position coordinate _Pn is acquired with reference to the tunnel design database 35 based on the tunnel distance (TD). The next, at step S103, in the manner shown in FIG. 3, the coordinate P _n, the length L of the coordinates O _n and guide shell 11, calculates the coordinates Q _n.

First, in step S104, the total station 20 performs laser irradiation toward the coordinate P _n . In step S105, the tip of the rod 13 is brought into contact with the irradiation point of the laser beam formed on the face.

Then, in step S106, toward the total station 20 to the coordinates Q _n is irradiated with a laser beam. In step S107, the posture of the guide shell 11 is adjusted so that the irradiation point coincides with the target 15 at the rear end of the guide shell 11.

As described above, when the position of the guide shell 11 is adjusted so that the front end portion of the guide shell 11 comes to the coordinate P _n and the rear end portion of the guide shell 11 comes to the coordinate Q _n , the guide shell 11 is driven. The drilling angle θ of the rod 13 can be made to be the same.

In the claims, the coordinate P _n is _expressed as “first irradiation point”, and the coordinate Q _n is expressed as “second irradiation point”.

  In step S108, the drilling operation is executed by driving the rod 13 into the rock from the guide shell 11 whose posture is adjusted as described above.

  In step S109, it is determined whether or not n <N. If the determination is NO, the process proceeds to step S110, where n is incremented by one. If the determination is YES, all holes in the TD have been completed, so the process proceeds to step S111 and the work is finished.

  According to the tunnel construction method of the present invention as described above, even if the drill jumbo is not equipped with various sensors, the guide shell 11 can be simply positioned simply by introducing the total station 20 basically. Therefore, the cost of tunnel construction can be suppressed.

  Further, in the above embodiment, the positioning of the guide shell 11 for piercing the piercing hole on the face has been described as an example. However, the tunnel construction method of the present invention is, for example, for fore-pilling drilling. It can also be applied to positioning of the guide shell 11.

  Next, another embodiment of the present invention will be described. The actual face face is not a constant tunnel distance (TD) as a reference, and is a non-land surface having irregularities. First, problems in the case of an uneven surface with unevenness will be described with reference to FIG.

In FIG. 6, the reference plane is indicated by a dotted line and the actual face is indicated by a solid line. (A) is a case where the posture of the guide shell 11 is adjusted by irradiating laser light from the total station 20 to the coordinates P _n and the coordinates Q _n obtained based on the reference plane. Since the actual face surface is a non-land surface having irregularities as shown by a solid line, the guide shell 11 cannot take the posture shown in FIG. The laser light emitted from the total station 20 toward the coordinate P _n hits the coordinate P _n ′, and the tip of the guide shell 11 comes into contact with the coordinate P _n ′.
Further, when the attitude of the guide shell 11 is adjusted so that an irradiation point is formed on the target 15 at the rear end of the guide shell 11 based on the laser light emitted from the total station 20 toward the coordinate Q _n , the guide shell 11 The rear end of 11 comes to the coordinate Q _n ′.
Thus, the attitude | position of the guide shell 11 adjusted based on the actual face surface which has an unevenness | corrugation becomes (b) of FIG. 6, and will produce an error in a drilling position.

In order to eliminate the errors (a) and (b), it is necessary to measure the actual tunnel distance (TD ′) for each drilling point on the uneven surface having irregularities. However, there are about 1.5 drilling points per unit area (m ² ), and a general tunnel cross section (70 to
At 120 m ² ), since the number of drilling points exceeds 100, when the total station 20 is used to measure the total number of points, the measurement time is one hour or more.

Therefore, in another embodiment, an actual face having an area of about 100 m ² is used, for example, as shown in FIG.
And the tunnel distance (TD ′) for each area is measured in advance using the total station 20 to minimize the above-described deviation in the attitude of the guide shell 11. I try to suppress it. The reason why the deviation of the attitude of the guide shell 11 can be suppressed to the minimum is that it is possible to assume that the tunnel distance (TD ′) in the divided area is substantially the same. is there.

FIG. 11 is a diagram showing the tendency of the correlation between the area of the divided area and the average drilling error. Here, the area of the divided region in FIG. 11 is obtained by dividing the face cross-sectional area by the number of divided regions. Further, the drilling error occurs when the coordinate P _n ′ where the tip of the guide shell 11 is in contact with the actual face surface is projected in a direction perpendicular to the reference plane with respect to the reference plane, and on the reference plane. The distance Δd between the coordinates P _n (see FIG. 6) and the average drilling error is the drilling error Δd.
Is the average value.

For a general tunnel cross section (70 to 120 m ² ), the assumed excavation length per blast of the tunnel is 1.5 to 6.5 m. In order to minimize the deviation of the attitude of the guide shell 11, if one tunnel distance (TD ′) is measured per 10 to 20 m ² as shown in FIG. 11, the error of the excavation position is greatly reduced. It becomes possible to do.

FIG. 7 is a diagram for explaining the area division of the face. As shown in FIG. 8, each of the drilling position coordinates P _n belongs to one of the divided areas. These items are also stored in the tunnel design database 35.

  Although the present embodiment will be described based on an example in which an actual face is divided into 10 regions, the number of regions to be divided is not limited to this. Of course, it should be noted that the area division in the present embodiment is virtual.

As described above, after the actual face is divided into regions, the operation of measuring the tunnel distance TD _m of each region (m) using the total station 20 is performed. FIG. 9 is a flowchart showing a procedure of region-specific TD (tunnel distance) acquisition work in the tunnel construction method according to another embodiment of the present invention.

  In FIG. 9, when the area-specific TD acquisition operation is started in step S200, 1 is set in m in step S201. In step S202, the total station 20 acquires position coordinates at appropriate points on the area (m).

In step S203, it calculates the tunnel distance TD _m regions (m) from the mean value of the position coordinates acquired in step S202, in step S204, and stores the calculated TD _m to a personal computer 30.

  In step S205, it is determined whether or not m <10. If the determination is NO, the process proceeds to step S206, and m is incremented by one. If the determination is YES, the process proceeds to step S207, and the region-specific TD acquisition operation is terminated.

  Next, the procedure of the work of drilling with the drill jumbo 10 executed after the area-specific TD acquisition work as described above will be described. FIG. 10 is a flowchart showing a drilling operation procedure in a tunnel construction method according to another embodiment of the present invention.

  When the start of work is started in step S300, first, 1 is set to n in step S301.

Subsequently, in step S302, information related to the region (m) to which the coordinate P _n belongs is acquired.
In step S303, the position coordinates P _n are obtained by referring to the tunnel design database 35 based on the tunnel distance (TD _m ). The next, at step S304, in the manner shown in FIG. 3, the coordinate P _n, the length L of the coordinates O _n and guide shell 11, calculates the coordinates Q _n.

First, in step S305, the total station 20 performs laser irradiation toward the coordinate P _n . In step S306, the tip of the rod 13 is brought into contact with the irradiation point of the laser beam formed on the face.

Then, in step S307, toward the total station 20 to the coordinates Q _n is irradiated with a laser beam. In step S308, the posture of the guide shell 11 is adjusted so that an irradiation point is formed on the target 15 at the rear end of the guide shell 11.

As described above, when the position of the guide shell 11 is adjusted so that the front end portion of the guide shell 11 comes to the coordinate P _n and the rear end portion of the guide shell 11 comes to the coordinate Q _n , the guide shell 11 is driven. The drilling angle θ of the rod 13 can be made to be the same.

In the claims, the coordinate P _n is _expressed as “first irradiation point”, and the coordinate Q _n is expressed as “second irradiation point”.

  In step S309, the drilling operation is executed by driving the rod 13 into the rock from the guide shell 11 whose posture is adjusted as described above.

  In step S310, it is determined whether or not n <N. If the determination is NO, the process proceeds to step S311 and n is incremented by one. If the determination is YES, all holes in the TD have been completed, so the process proceeds to step S312 and the work is finished.

  According to the tunnel construction method according to the other embodiments as described above, even if the drill jumbo is not equipped with various sensors, the guide shell 11 can be easily positioned simply by introducing the total station 20 basically. Therefore, the cost of tunnel construction can be reduced. Furthermore, by dividing the actual cutting face into regions, the guide shell 11 can be positioned more accurately, and accurate drilling can be made.

10 ... Drill jumbo 11 ... Guide shell 13 ... Rod 15 ... Target 20 ... Total station 30 ... Personal computer 35 ... Tunnel design database

Claims (2)

A tunnel construction method for positioning a guide shell that supports a rod for drilling, and drilling a drill hole used for loading an explosive at the time of blasting on the face of the tunnel,
Irradiating the first irradiation point P _n on the face by laser irradiation of the total station;
A step of abutting the rod end portion of the guide shell capable attitude adjustment in the first irradiation point P _n, the length is L, the
A line having as drilling angle θ of the first irradiation point P _n, when the intersection of the axis of the virtual center of the tunnel and O _n, the line P _n O _n is the, and, the first irradiation point P a step of distance for calculating the second irradiation point Q _n is L from _n,
Irradiating the second irradiation point Q _n by laser irradiation of the total station,
By adjusting the position of the guide shell so that an irradiation point is formed on the target provided at the rear end of the guide shell, the rod tip of the guide shell is located at the first irradiation point P _n . A step of adjusting the posture of the guide shell so that the rear end portion of the guide shell comes to the second irradiation point Q _n ;
And a step of drilling with the rod of the guide shell whose posture is adjusted. Preparing a tunnel design database in which the drilling position coordinates corresponding to the tunnel distance are stored;
Dividing the face into a plurality of regions and measuring a tunnel distance according to the divided regions;
And the tunnel design database, based on the measured tunneling distance, tunnel construction method according to claim 1, characterized by further comprising the a step of obtaining the first irradiation point P _n.

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