JPS603396A - Tunnel drilling method - Google Patents

Abstract

(57) [Summary] This bulletin contains application data before electronic filing, so abstract data is not recorded.

Description

DETAILED DESCRIPTION OF THE INVENTION The present invention relates to a method for excavating a tocinel in hard rock without blasting.

In general, tosinel excavation can be carried out in soft rock or softer ground than medium-hard rock using a breaker or boom type tosinel excavator, but in the case of hard rock, excavation cannot be performed using this method.

For this reason, a method of excavating using blasting has been adopted, but during blasting, vibrations, noise, flying stones, etc. are generated, which has a significant negative impact on the surrounding environment.

Therefore, a method of excavating hard rock without blasting was considered, and as shown in Figure 8.9, the conventional method was to reduce the strength of the rock by drilling a large number of barge holes □) in the face. Later, a method was used in which the center part of the toshinel was excavated, but the finishing excavation of the wall surface was not completed and the chisel of one car was on the inner side. Due to slipping, it is difficult to finish with a regular cross section, and in addition, when excavating near the top, there is a
) has to be used in an upward direction, resulting in a significant drop in drive rate and poor excavation efficiency.

In addition, as shown in Figures 10 and 11, a borehole (
A hole C) is drilled, and an expanding agent made of a cementitious substance is filled into the hole to create a crack (d) in the rock between the boreholes (C) and (C), followed by crushing with a pusher (b).・Although there is a method of excavating, it takes a long time for the expansion agent to harden and generate the specified expansion pressure. More time will be lost.

Furthermore, in these excavation methods, a breaker (b
), but crushing using a breaker is mainly a shear fracture, and since the shear strength of hard rock is approximately twice the tensile strength, it is inferior in terms of workability compared to tensile fracture. There are drawbacks.

In order to eliminate such drawbacks, the present invention firstly drills a series of groove holes along the outer periphery of the cross-sectional shape of the planned tocinel in the excavation direction of the tocinel, and further horizontalizes the rock area surrounded by these groove holes. Work that involves dividing the rock mass into multiple sections using vertical grooves, and then dividing the rock mass surrounded by the grooves that instantly touch each other into multiple sections using vertical grooves, and cutting out these divided sections to allow the insertion of the excavated portion of an excavator such as a breaker. The present invention provides a tocinel excavation method characterized in that a space is formed, and then, an excavator sequentially excavates the rock portion surrounded by the trenches.

To explain the embodiment of the present invention with reference to the drawings, (1) is a series of outer circumferential groove holes drilled in the rock (3) along the outer circumference of the cross-sectional shape of the tocinel (2) to be excavated. A hole is drilled in the length direction of the planned tocinel by a drilling machine (4).

As shown in Fig. 3, the slot drilling machine (4) has a tip G.
A plurality of holes and rads (6) having small pits (5) are arranged in parallel, and these 0s and rads (6) can be rotated by a t-ta (7) through an appropriate meshing gear train (not shown). When it becomes G
By striking the end face of the slot (6) with a striking device (8), the slot (9) as shown in Fig. 4 can be drilled by impact. 9) to obtain the front horseshoe-shaped outer circumferential groove (1) as described above.

Next, a plurality of horizontal grooves α0 (10-
111 αQ are sequentially drilled at appropriate intervals in the vertical direction using the hole drilling machine (4). These horizontal slots (
10) is also drilled to a desired depth in the length direction of the planned tocinel, like the outer circumferential slot (1).

Next, the rock area surrounded by the uppermost horizontal groove hole and the upper part of the outer circumferential groove hole (1) is drilled horizontally at appropriate intervals (
1]) αJ) (Divide by 1υ. This vertical slot (11)
(11) (1υ is also the slot drilling machine (4)
The holes are drilled to a desired depth in the length direction of the planned tochinel.

In this way, the outer circumferential groove (
The ground surrounded by
After dividing into multiple blocks using υ(11), the block-shaped rock portion (b) is removed.

This removal method involves, for example, drilling a borehole (13) of an appropriate depth in the center of a block-shaped rock section, and inserting a sear bolt 04) into this borehole θ3).
When a handling force is applied to the sear port after inserting the sear port, a crack due to tensile fracture will occur at the bottom of the pore hole from the tip of the sear car toward the four slots, and the block-shaped rock portion (+2 ) is extracted.

After removing all of the above-mentioned groove-shaped rock parts by such a method, the space obtained by this removal part is used as a working space part θ5), and the space part (15) is used as a breaker (16).
), the upper surface of the rock exposed in the space (15) is cut toward the next horizontal groove QO, and the rock portion 07) is removed, and this work is carried out at the bottom. This is done sequentially up to the horizontal slot (11).

In this way, the block-shaped rock section θ2) was removed and the rock section (17) between the vertically adjacent horizontal slots (10αQ) was removed using the slot drilling machine (4).
ot (repeatedly over the entire length of 1υ for each appropriate length section, and then again groove hole (1) This is to excavate a tunnel (2).

Next, we will discuss the case of carrying out large-diameter Toshineru excavation. The lower half (B) whose top surface is exposed to the upper half (A)
) along the length of the tunnel at appropriate intervals (2)
After dividing the rock mass, the divided rock parts (19) (19) (19) are sequentially removed using vesitic cut.

At this time, the vertical groove hole (E) is cut using the slot drilling machine (4) mentioned above.
The vesic cut is installed until it reaches the bottom of the planned tunnel, and as shown in Figure 12, the vesic cut is
This method involves driving a wedge into the vertical groove ◇8) or inserting a rock cracker to create a crack at the bottom of the divided rock section (19) and push it down toward the tunnel opening.

This work will be carried out following the excavation of the Toshinel 1/5 section, and a large diameter tunnel (2) will be excavated.

In addition, in the above example, first of all, at the top of the planned tunnel, [1+y-shaped rock part (b) was cut out, but this block-shaped rock part (b) was cut out at any horizontal groove hole QC).
After going to the bedrock part of 00111J, turn on the breaker.
) may be used to cut the rock surrounded by the outer circumferential groove (<1.) and the horizontal groove <1.

As described above, the present invention involves drilling a series of grooves in the rock along the outer periphery of the cross section of the tunnel to be excavated, and horizontally drilling holes in the rock surrounded by the grooves at appropriate intervals in the vertical direction. The block is divided into a plurality of grooves, and then only the rock area surrounded by any vertically adjacent grooves is divided into multiple vertical grooves to define a Shiro-Tsuku-shaped rock area. After cutting out a shaped rock section to form a working space, an appropriate excavator is placed in this working space to excavate and remove the rock section between the horizontal grooves adjacent to the working space, and this excavation work is carried out. This is a tunnel excavation method characterized by sequentially performing the above-mentioned trenches on the bedrock between the horizontal trenches, and then repeatedly drilling each of the trenches and excavating the bedrock. Since grooves are drilled in the corresponding areas, the tunnel wall surface can be made smooth with high precision, there is less concentration of stress and there is no risk of loosening the rock, and the tunnel is surrounded by grooves on the outer periphery. When excavating a rock mass that has been eroded, first, the rock mass is divided into multiple horizontal trenches, and only the part of the rock that is depressed between the vertically adjacent trenches is drilled using vertical trenches. Since the block-shaped rock part is cut out by dividing into a plurality of shapes, the cutting work is easy because the block-shaped rock part is cut off from its surroundings and the bedrock. Since the space is used to excavate the rock between the horizontal grooves with an appropriate excavator, the upper surface of the rock sound IS is largely exposed in the space, so cutting from above can be done without tensile destructive force. can be efficiently broken and removed into large blocks.

Further, in the present invention, when excavating a large diameter tunnel, after excavating the upper half of the planned tunnel cross section by the method described above, the lower half of the rock is excavated using the space in the upper half. Vertical grooves are drilled in the rock at appropriate intervals along the length of the tunnel, and the rock is sequentially cut into blocks through these vertical grooves, so it is cut into large blocks. Since the material is crushed, it is possible to excavate the toshinel efficiently with less energy.

[Brief explanation of the drawing]

Fig. 1 is a front view showing an embodiment of the present invention, Fig. 2 is a vertical side view showing its excavation state, Fig. 3 is a simplified side view of the slot drilling machine, Fig. 4 is a sectional view of the slot, and Fig. 4 is a sectional view of the slot. Figure 5 is a front view during large-diameter Toshinel excavation, Figure 6 is a vertical side view, Figure 7 is a sectional view showing the state of pulling out a block-shaped rock section, and Figure 8 is a front view of the conventional method. Figures 1Iiii and 9 are longitudinal side views of the same, Figure 10 is a front view for explaining the same conventional method, Figure 11 is a longitudinal side view thereof, and Figure 12 is a sectional view of the state in which the beshichikatsu 1 to 1 are performed. It is. (1) --One outer circumferential groove, (3--rock, (4)-
m-slot drilling machine, m-horizontal slot, (]]) −
-One vertical groove, (+2) ---Block-shaped rock section,
θ5) - 11 working space section, (16) - 1 raker. Ube 5 Hakagebe 7 Hashipe 6 included! 6 Sabe /2 Harape 6 to≧be io Harabe '7 Bar 7 ＼ 1 to Shinobu

Claims (1)

[Claims] ■ A series of grooves are drilled in the rock along the outer periphery of the cross section of the tunnel to be excavated, and horizontal grooves are drilled vertically at appropriate intervals in the rock surrounded by the grooves. The rock mass is divided into multiple sections by grooves, and then only the rock area surrounded by the vertical grooves of Nendo is divided into multiple vertical grooves to define block-shaped rock sections. After cutting out a portion to form a working space, an appropriate excavator is placed in this working space to excavate and remove the rock portion between the horizontal grooves adjacent to the working space, and this excavation work is carried out sequentially. A method for excavating a tunnel, which comprises repeatedly drilling each of the grooves and excavating the rock after drilling the rock between the horizontal grooves. ■ The upper half of the planned tunnel cross-section in the rock surrounded by rocks along the outer periphery of the tunnel cross-section to be excavated is divided into multiple horizontal trenches drilled at appropriate intervals in the vertical direction, and further vertically adjacent. Divide only the h'1-rock part surrounded by arbitrary trenches into multiple square trenches to define a block-shaped rock part, and then cut out this block-shaped rock part to create a working space. After forming a section, an appropriate excavator is placed in this working space S to excavate and remove the rock section between the horizontal trenches adjacent to the working space, and this excavation work is sequentially performed to remove the rock section between the horizontal trenches. After excavating and forming the upper half of the tunnel of an appropriate length, vertical grooves are drilled at appropriate intervals in the length direction of the tunnel into the rock of the upper half of the tunnel to be excavated from the bottom of the upper half of the tunnel. The method is characterized in that the rock portion of the lower half of the tunnel is sequentially cut into blocks through the vertical groove, and the excavation of the upper half of the tunnel is repeatedly performed subsequent to the excavation of the upper half of the tunnel. How to excavate a tunnel.