JPS59141694A - Detonation free 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 construction method for efficiently excavating a tunnel by utilizing expandable crushing a without using explosives such as dynamite.

Conventionally, various construction methods have been used for tunnel excavation work such as rock tunnels, such as full section excavation, upper half section advanced excavation, and bottom membrane guide shaft advanced excavation, but since most tunnel construction involves blasting, there are problems with pollution such as vibration. A house with a
It has become difficult to carry out construction work in areas where safety features such as roads and railways are nearby, and there are also various safety issues such as over-drilling due to blasting, the impact on surrounding rocks, and soil cover over the top of the tunnel. I am holding. Under these circumstances, various mechanical excavation methods using tunnel excavators have been developed in recent years as construction methods that do not involve blasting. In the case of the above-mentioned rocks, mechanical wear and tear is severe, making it difficult to use due to issues such as irrigation and excavation speed.

In addition, when excavating a tunnel using only the crushing force of expandable fracture et, there is only one free surface, the cross section of the tunnel face, so even if you simply drill horizontally to the cross section of the tunnel face, the surrounding area is completely restrained. , it is difficult to generate cracks due to the fracture side;
Excavation is difficult. Therefore, when drilling, a diagonal hole is made and the bottom of the hole is placed as close to the face cross section as possible (a method that holds the rock toward the center from both lateral directions, or a method of drilling downward from an oblique upward direction and placing the hole bottom as close as possible to the face cross section). (e.g. horizontal drilling method)
Therefore, one possible method is to fill this hole with an expandable crushing agent and core it, and then widen the area around the core, but even if it is possible to drill the tunnel entrance, the excavation will proceed inside the tunnel. As a result, walls, ceilings, etc. get in the way, making it difficult to drill at an angle.Depending on the tunnel dimensions, the cored part becomes smaller, and the tunnel excavation speed becomes extremely slow. Excavation using this method is difficult even when considering uniformity.

Unexploded B) U provides an efficient tunnel excavation method in environments where the implementation of blasting methods is restricted or in hard rock areas where excavation is difficult with mechanical methods alone. The core is removed using an excavation machine, and the hole gap 2 is removed by sliding around the outer periphery of the planned tunnel excavation area.
The method is characterized in that line drilling is carried out at 0 to 50 degrees, the drilled holes are filled with an expandable crushing agent to generate cracks connecting the holes, and then the remaining rock is excavated.

The present invention will be explained in detail below with reference to the drawings.

FIG. 1 is an explanatory diagram showing an embodiment of the excavation method according to the present invention. In the four-bend cutting method of the present invention, the central part 1a of the planned tunnel excavation section 1 is cored using a large hydraulic breaker-1 excavating machine such as a large hydraulic rock splitter or a rock excavator, and the cross section of the tunnel face is 2 free surfaces are provided, and if necessary, the width of the cored peripheral area 1ci is widened using the above-mentioned heavy machinery or an expansive crushing agent, and along the outer periphery 1b of the planned tunnel excavation section 1, 20 to 20 mm (depending on the rock quality, joints, and rock strength) Line IJ IJ song is performed in the hole gap of 50G1, and the drilled hole 2 is filled with an expanding crushing agent such as Plystar (manufactured by Onoda Cement ■) to generate cracks that connect the holes and prevent over-drilling. After that, the rock within the outer periphery is destroyed and excavated using a large hydraulic breaker or the like. Furthermore, when the tunnel shape is circular, the rocks inside the line drilling ring are pounded against each other by arch action, so even if a crack occurs on the line IJ ring due to expansive fracturing 1'J, it is difficult to destroy the rock inside. To become
As a method for releasing the restraint caused by this ate action, the core part 1a and the hole 2.2.2. It is necessary to perform partial crushing 3 using an expansive crushing agent or other machinery at one or more places in the rock between... (see Figures 2 and 3). In addition, line IJ IJ is used to improve tunnel dimensional accuracy.
When performing song perforation Hole 2.2.2. It is desirable to use measuring equipment such as a pendulum type or gyro compass that can drill holes while measuring the directionality (horizontal angle, tunnel axis direction angle). The length of the line drilling part depends on the capacity of the drilling machine, but as the length of the hole increases, the hole tends to be drilled outward from the planned tunnel excavation area 1, so generally it is 2.5 to 3 m. The shorter the appropriate length, the better the dimensional accuracy will be, but since it takes a long curing time to reach the required crushing force after expanding crushing and filling, it is inappropriate to use a slow tunnel excavation speed or a short hole length: 6° line When using an expandable crushing agent in areas other than the drilling area, even if the hole length is made as long as possible, the crack width may widen as the expandable crushing agent will be able to cure sufficiently while core removal and width widening work is being carried out. This is expected to result in faster rock excavation speed. Although it depends on the condition of joints in the rock, the improvement in dimensional accuracy achieved by line drilling reduces the amount of excess excavation, making it possible to increase the shoring pinch by 10 to 20%.

According to the construction method of the present invention described above, tunnels can be efficiently excavated in hard rock areas where it is difficult to excavate using only mechanical construction methods in an environment where the implementation of blasting construction methods is restricted.

Furthermore, since the excess trench is drastically reduced, the durability of the tunnel itself is improved, and the support pitch can be reduced by 10 to 20%.
Construction costs can be reduced and safety can be ensured. Next, embodiments of the present invention will be described.

Example 1 A hydraulic crawler drill (
Furukawa Saku Iwatsuki Hansha HCR-260) Pid is 65 reps,
100μ51150 parent and child, large hydraulic side Iwatsuki (-Bitsuka made by Shiraki Iron Works) large hydraulic breaker (o, 71r?
[)k was used and all excavations were carried out according to the following procedure.

(1) Use a 65-meter pit to drill guide holes so that there are 80 holes between holes, and immediately use a 150M parent-child pit to destroy the guide holes to a depth of 2. A slit with a width of 1.5 m and a width of 5 m was formed.

(I+) Drill holes around the slit to a depth of 5 m with a hole spacing of 50' around the entire circumference of the 100-hole pit, and then fill holes with expandable crushing t and l using a pit of 65 and a hole spacing of 40' in the line drilling part. Hole spacing is 50 LM and hole length is 5 m at a distance of 50 ω inside the hole, and immediately fill with expandable crushing agent J.
(Plystar manufactured by Onoda Cement ■) was mixed with water and then filled.

(11D At the same time as above (11), in order to carry out partial crushing to completely release the arch action restraint, line drilling 5 holes with a pitch of only 65 holes and 15 holes in 2 locations inside the pit and 2 holes in the inner line) A hole was drilled at a depth of 5 m and immediately filled with an expandable crushing agent.

(1■) From the shortest part of the slit, use a hydraulic rock breaker to crack the rock, then break it with a hydraulic breaker and transport the rock mass. The depth of destruction at this time was 0.9 m. Afterwards, similar work was carried out on the interior, which had been widened by the fire, using a hydraulic iwatsuki to destroy and remove the rocks in the center.

Although the depth was further excavated by 0.9 m, the fractured part of the second time was 50 degrees inside of the first time, that is, it was tapered.

(V) While performing the above ((V)), cracks connecting the filling holes (2-38 in 20 hours) occurred due to the expanded crushing agent filled, so the restraint of the arch action was immediately released. After destroying the constructed area using a hydraulic breaker, widening work was carried out.As a result of this destruction work, most of the rock outside the line drilling was destroyed, and there was hardly any over-drilling.

The tunnel was excavated by repeating the above steps in sequence.

In addition, when drilling the line drilling part, it was possible to drill 5 m horizontally since the first round was carried out at the tunnel entrance, but from now on, it was possible to drill 2.5 m horizontally at an angle of 3 to 5 degrees toward the outside of the tunnel.At the same time, the line drilling IJ The filling of the inner part of the ring with expandable crushing agent was carried out to a depth of 5 m.

When the tunnel was excavated for the above work, 7OCn&
It was possible to excavate for /day (12 hours of work).

In addition, almost no excess excavation was observed around the outer periphery of the tunnel.

Example 2 In the construction of an advanced excavation shaft tunnel with a radius of 2.6 m in the upper half of a granite area, a tunnel excavator (S-125 type Road Hestar manufactured by Sakaki Mitsui Miike Manufacturing Co., Ltd.) and a hydraulic crawler drill (Furukawa Za, Iwatsuki) were used. Sales ■ Manufactured by Crawler Jumbo HD
-100) and expansive crushing agent (Onoda Shichimen) (IQ
EXAMPLE (1) Using a road header, excavation was carried out according to the following procedure using a load header to core a portion of width Im, depth 1m, and length 4.5m at a location approximately 1.5m from the ground. At this time, the wear of the small tooth 1 (big) attached to the rotating drum of the rock excavation part of the road header was 15 wood/lr.
It was i.

(11) The area around the cored part is line-trimmed with a hole diameter of 50mm, hole spacing of 50mm, and hole length of 5m. Partial crushing for release was performed by drilling 2 care 5JT holes with 15 hole spacing and 5 m hole length at 1 location in the same hole pot and immediately filling them with plyster.

(After filling the 110 blister at 15:00, cracks connecting the holes appeared, and it was observed that the crack width tended to be larger (3 to 5 times) closer to the cored part. Immediately replace the load header. It is possible to excavate rock as deep as 0.9m using head-sized lumps, and the consumption of the road header is extremely reduced to 1/-, and the line IJ
There was almost no excess trench in the 1727 section, so we were able to excavate it.

(1v) After core removal was carried out again using a load header at the same location as before, while ancillary work such as shoring work was being carried out, cracks occurred due to the plyster that had already been filled, and the load When excavating with a header, rock excavation to the core depth can be done with a big consumption of about 1 piece/R, and the amount of excess excavation in the lined IJ 1727 area can be extremely reduced.

It was possible to excavate the tunnel by repeating the above operations.

[Brief explanation of drawings]

Fig. 1 is a front view showing an embodiment of the present invention, Fig. 2 is a front view showing a method of removing the restraint of the arch action by using an expansive crushing agent, and Fig. 3 is a front view showing the method of removing the restraint of the arch action by using an excavating machine. It is a front view showing the method of exclusion. Figure Plane The part 1a to be tunneled in the middle IVi rock is the center part, and the core part lb is the outer periphery 2. The hole 3 formed by line drilling is the hole 2.2. . . . shows a partially fractured portion between the cored portion 1a. Patent applicant: Onoda Cement Co., Ltd. Chugoku 1 Pyeosatsu Construction Co., Ltd. Agent: Patent attorney Shibu Mitsuishi (and 1 other person) Figure 1 Figure 3 Figure 2

Claims (2)

[Claims] (1) During tunnel excavation work, core drilling is performed using an excavation machine, and line drilling is performed at each predetermined hole gap around the outer periphery of the planned tunnel excavation area, and expandable crushing sound J is generated in the drilled hole. A non-blasting tunnel excavation method characterized by filling the holes to create cracks that connect them, and then excavating the remaining rock. (2) Expansive crushing #! In the excavation of the remaining rock after the occurrence of cracks according to 1, a part of the hole between the cored part and the hole is drilled and an expandable crushing agent is injected and filled. A non-blasting tunnel excavation method according to claim 1, characterized in that the tunnel excavation method is carried out by crushing or crushing using an excavating machine.