JP3735152B2 - Tunnel excavation method - Google Patents

Description

[0001]
BACKGROUND OF THE INVENTION
The present invention relates to a tunnel excavation method, and in particular, improves a well-known fore-peeling drilling machine, and enables reinforcement of the lower ground of the supporting leg by the fore-pyring drilling machine, thereby shortening the construction period and economical efficiency. The present invention relates to a tunnel excavation method aiming at improving the performance.
[0002]
[Prior art]
In recent years, large-scale tunnel construction has been increasing in the tunnel construction work in the collapsible ground where the structure is built in the upper part or the cover of the clot is thin.
Therefore, as an auxiliary method for large excavating machines, a fore-piling drilling machine is used prior to tunnel excavation in order to prevent leading loosening of the natural ground during excavation and to prevent the face and the top from collapsing. A front receiving method for stabilizing the face is widely adopted by forming a fore pile in front of the face in an arch shape along the cross section of the tunnel.
[0003]
FIGS. 15 to 18 show a fore-pile construction method using the double rotary type drilling device 1 shown in FIG. 19, which is a telescopic position ram of the fore-piling drilling machine 3 as shown in FIG. 5 and 7 are mounted on drill guides 9 and 11, respectively.
An inner rod (inner tube) 19 with an inner bit 17 attached to the tip is coaxially connected to the casing (reinforcing steel tube) 15 held by the rotary drive device 13 via a rotary impact device (hydraulic drifter) 21. An injection nozzle 23 is attached to the distal end side of the inner rod 19, and a ring bit 25 is attached to the distal end of the casing 15.
[0004]
Thus, the fore-pile is created by the hole drilling device 1 to appropriately extend and rotate the two telescopic position rams 5 and 7 to determine the height direction of the hole drilling device 1, and to determine the elevation angle. After the position of the target ground wall surface by the right and left inclination is determined, the inner rod 19 and the casing 15 are rotationally press-fitted into the peripheral ground 29 of the excavation target ground 27 shown in FIG. With the inner bit 17 at the tip of the rod 19 and the ring bit 25 at the tip of the casing 15, the ground 29 on the front surface of the bit is primarily drilled up to m before the improved formation portion in FIG.
[0005]
Then, after the completion of the primary drilling, as shown in FIG. 16, the injection nozzle 23 mounted on the front end side of the inner bit 17 and the inner rod 19 is protruded from the front end of the casing 15, and in this state, the inner rod 19 and the casing 15 are again connected. While being press-fitted into the peripheral ground 29, a hardened material G is injected from the spray nozzle 23 to the side at a high pressure to form a columnar solidified structure 31 in the improved structure m, and then the casing 15 is formed as shown in FIG. The fore pile 33 having the casing 15 as a core material is formed in the improved formation portion m by pulling out the inner rod 19 while remaining in the ground. Then, as shown in FIG. 18, the fore pile 33 is sequentially formed adjacently along the ground to be cut 27 to construct an arch-shaped covering body 35, and then the face inside the covering body 35 is covered with the covering body. The tunnel is excavated by repeating the process of excavating within a range of 35 or less and performing the supporting lining.
[0006]
In FIG. 19, reference numeral 37 denotes a soil discharge swivel, and 39 denotes a high pressure swivel.
By the way, when excavating the ground as described above and installing a support while building a tunnel, if the ground is unconsolidated ground such as earth and sand or cliff cone, It is difficult to form an arch, and the loose load and excavation pressure associated with tunnel excavation increase, and a large vertical force acts on the support legs. When the supporting force of the ground is insufficient, various problems occur, such as subsidence of the whole support work and deformation of the support work or the ground surface.
[0007]
Therefore, in order to prevent such problems, various leg reinforcement works are being constructed today, and one of them is a steel pipe pile made of small-diameter steel pipe and cement-based injection material in the leg part using a dedicated machine. Leg reinforcement work that strengthens the ground strength by improving the ground is known, such as the micropile construction method and the AGP construction method that uses a general-purpose machine to construct steel pipe piles with small-diameter steel pipes and urethane-based injection material. ing.
[0008]
In order to stabilize the tunnel structure by preventing the leg subsidence, increasing the earth bearing strength, and reinforcing the support structure, the micropile construction method is to cast steel pipe piles for injection around the tunnel legs as described above. Since drilling and steel pipe placement are performed by dedicated machines, various drilling methods such as down-the-hole hammer method, top hammer method and rotary method can be selected according to geological conditions. It has a wide range of adaptability up to cobblestone.
[0009]
[Problems to be solved by the invention]
However, in the micropile method and the AGP method as described above, both a dedicated machine and a general-purpose machine are required. However, the well-known fore-piling drilling machine has a drill guide in the lower ground direction of the support leg. If the fore-pipe drilling machine is used for the pre-payment method, these dedicated machines and general-purpose machines must be installed separately from the fore-pipe drilling machine. There was a problem to be solved, such as an increased risk due to the parallel work of these devices and the drilling machine.
[0010]
The present invention has been devised in view of such circumstances, and improves the conventional well-known fore-pile drilling machine, and enables the reinforcement of the lower ground of the supporting leg by the fore-pile drilling machine, thereby shortening the construction period. The purpose is to provide a tunnel excavation method with improved economic efficiency.
[0011]
[Means for Solving the Problems]
In order to achieve such an object, the invention according to claim 1 is provided by a drilling device on a drill guide supported by the telescopic position ram by expanding and contracting and rotating a telescopic position ram of a fore-piling drilling machine. After constructing an arched lining body by sequentially forming the fore-pile along the ground to be excavated, excavate the face inside the lining body within the length of the lining body and perform support lining In the tunnel excavation method in which the tunnel is excavated by repeating the steps to be performed, the drill guide of the above fore drilling drilling machine is configured to be able to tilt forward from the horizontal direction to the downward direction, and prior to the formation of the fore pile The horizontal or downward improved structure is formed on the lower ground of the supporting leg by a drilling device attached to the drill guide.
[0012]
According to a second aspect of the present invention, in the tunnel excavation method according to the first aspect, the improved structure is formed by drilling the lower ground of the supporting leg portion with a casing serving also as an injection injection pipe connected to the drilling device. Then, while rotating the casing and moving the casing backward or forward, the hardened material is jetted to the side from the jet nozzle attached to the tip side of the casing, and the ground is cut and mixed and stirred. According to a third aspect of the present invention, in the tunnel excavation method according to the first aspect, the improved structure is formed by drilling the lower ground of the supporting leg with a casing connected to the drilling device. The injection injection pipe is newly connected to the drilling device that has been removed, and this is inserted into the casing. After the casing is recovered, the injection injection pipe is rotated to retreat or advance, and is attached to the tip side. Curing material from spray nozzle By high-pressure injection laterally, it is characterized by cutting the ground mixture stirred to be reclamation.
[0013]
(Function)
In the tunnel excavation method according to claim 1, prior to the formation of the fore pile, the drill guide is tilted forward from the horizontal direction to the downward direction, and the support leg is mounted by the drilling device attached to the drill guide. A horizontal or downward improved structure will be created on the lower ground.
[0014]
According to the excavation method of claim 2, the improved structure is formed by drilling the support leg lower ground with the injection injection pipe-connected casing connected to the drilling device, and then rotating the casing. While moving backward or forward, the hardened material is sprayed from the spray nozzle mounted on the tip side to the side at high pressure, and the ground is cut and mixed and stirred.
[0015]
According to the excavation method according to claim 3, the improved structure is formed by cutting the support leg lower ground with a casing connected to the drilling device, and then inserting the injection injection pipe into the drilling device with the casing removed. Newly connected and inserted into the casing. After the casing is recovered, the injection injection pipe is rotated to retreat or advance, and the hardened material is pressurized to the side from the injection nozzle attached to the tip side. It is made by spraying, cutting the ground, mixing and stirring.
[0016]
And the improved structure formed will reinforce the supporting ground lower part ground to counter the vertical load and prevent ground subsidence.
[0017]
DETAILED DESCRIPTION OF THE INVENTION
Hereinafter, embodiments of the present invention will be described in detail with reference to the drawings.
[0018]
1 to 4 show a fore-piling drilling machine used in an embodiment of the invention according to claims 1 and 2, wherein 41 is a base that can be self-propelled by a caterpillar 43, 45 and 47 are The rotary ring slide base 45 mounted on the front and rear of the base 41, and the rotary ring slide base 45 positioned in front of the base 41 is provided with rotary rings 49 and 51 on the front guide 45a and the rear guide 45b, respectively. Also, the front and rear guides 47a and 47b of the rotary ring slide base 47 located on the rear side of the base 41 are provided with rotary rings 53 and 55, respectively. , 55 are moved up and down in the direction of the arrow on the guides 45a, 45b, 47a, 47b and rotated in the direction of the arrow over a predetermined angle as shown in FIG. And it has a possible structure.
[0019]
Further, telescopic position rams 59, 61, 63, 65 that are extendable in the axial direction are attached to the rotating rings 49, 51, 53, 55, respectively. As shown in FIG. 61, 63 and 65 are adapted to circularly move in the same direction in conjunction with the rotation of the respective rotating rings 49, 51, 53 and 55 in the direction of the arrows. As shown in FIGS. 1 to 4, a single drill guide 69 fitted with a hole drilling device 67 is horizontally mounted between the tip of the telescopic position ram 59 and the tip of the telescopic position ram 63, and the telescopic One drill guide 71 fitted with a drilling device 67 is horizontally mounted between the tip of the position ram 61 and the tip of the telescopic position ram 65.
[0020]
3 and 4, the rotating rings 53 and 55 mounted on the rotating ring slide base 47 at the rear of the base 41 are slid upward (in the direction of arrow A in the figure), and the front of the base 41 By arranging the rotary rings 49 and 51 mounted on the rotary ring slide base 45 below, the drill guides 69 and 71 can be tilted forward from the horizontal direction to the downward direction, respectively.
[0021]
When forming the fore-pile, the rotating rings 49 and 51 attached to the rotating ring slide base 45 are slid upward, and the rotating rings 53 and 55 attached to the rear rotating ring slide base 47 are arranged downward. Of course, the tip ends of the drill guides 69 and 71 can be tilted backward from the horizontal direction to the upward direction, respectively.
[0022]
The drilling device 67 moves on the drill guides 69 and 71 by wire feed, and, like the drilling device 1 shown in FIG. 19, is composed of a rotary drive device 73 and a rotary hammering device (hydraulic drifter) 75. . In forming the fore-pile, an inner rod (inner pipe) with an inner bit attached to the tip is coaxially connected to the casing (reinforcing steel pipe) held by the rotary drive device 73 via the rotary impact device 75. Inserted and held.
[0023]
Thus, fore-pile creation by the hole drilling device 67 is the same as in the prior art described with reference to FIGS. 15 to 18, first, telescopic position rams 59, 61, 63, 65 are expanded and rotated to perform cutting. The height direction of the hole device 67 is determined, and further, the position of the elevation angle and the position of the target ground wall surface by right and left inclination is determined, and then the inner rod and the casing are directed to the peripheral ground of the ground to be cut toward the digging direction. With the rotary press-fitting, the ground on the front face of the bit is primarily drilled to the front of the improved formation part with the inner bit at the tip of the inner rod and the ring bit at the tip of the casing.
[0024]
After the primary drilling is completed, the injection nozzle attached to the tip of the inner rod protrudes from the tip of the casing, and in this state, the inner rod and the casing are again press-fitted into the peripheral ground. High pressure injection to the side to create a cylindrical solidified structure in the improved structure, and then pull out the inner rod while leaving the casing in the ground so that the fore pile with the casing as the core can be formed It has become.
[0025]
In addition, in FIG. 1, 77 and 79 are conventionally well-known rod guides, 81 is a clamp and a joint breaker, 82 is a winch which gives pushing force and drawing force to the hole making device 67 at the time of hole making.
The fore-piling drilling machine 83 used in the present embodiment is configured as described above, and an embodiment of the inventive method according to claims 1 and 2 using such a fore-pilling drilling machine 83 is as follows. To be implemented.
[0026]
First, as shown in FIG. 5, the fore-peeling drilling machine 83 equipped with the drilling device 67 is run to the front face 85a of the ground 85 to be cut, and the rotating rings 49, 51, 53, 55 are rotated. The telescopic position rams 59, 61, 63, 65 are expanded and contracted, and the rotating rings 53, 55 mounted on the rotating ring slide base 47 at the rear of the base 41 are slid upward as shown in FIG. 41. Rotating rings 49 and 51 mounted on the rotating ring slide base 45 in front of 41 are disposed below, and the drill guides 69 and 71 are respectively tilted downward in the direction of the supporting leg lower ground 87.
[0027]
Then, as shown in FIG. 6, a casing 89 is connected to the rotary impacting device 75 of the hole drilling device 67, and the rotary impacting device 75 hits the casing 89 while rotating it, and is attached to the tip thereof. A support leg lower ground 87 is drilled to a predetermined length by a well-known drill bit 91 shown in FIGS.
In FIG. 5 and subsequent figures, one drill guide 69 is illustrated, and the drilling of the support leg lower ground 87 and the formation of the fore pile by the drilling device 67 on the drill guide 69 will be described. The work by the drilling device 67 on the drill guide 71 is also performed simultaneously on the opposite side of the drill guide 69 with the base 41 interposed therebetween.
[0028]
By the way, in the present embodiment, the casing 89 is also used as an injection injection pipe for a hardener (cement milk).
Therefore, as shown in FIG. 7, the peripheral wall on the front end side of the casing 89 is provided with an injection nozzle 93 for injecting a hardened material to the side at a high pressure. Drilling water pumped from a high-pressure swivel (not shown) connected to the device 75 is injected at a high pressure in the drilling direction from a drilling water ejection hole 95 provided at the center of the drilling bit 91, and the drilling hole After the completion, the ball 97 introduced into the casing 89 closes the drilled water ejection hole 95 with the injection pressure of the hardener. The slime is discharged from between the casing 89 and the bore hole 99 to the outside.
[0029]
Thus, after the drilling of the support leg lower ground 87 is finished in this manner, the balls 97 are put into the casing 89 to switch the drilling water to the hardened material.
Then, the ball 97 closes the drilled water ejection hole 95 by the injection pressure of the curing material, so that the curing material G fed into the casing 89 as shown in FIG. The Rukoto.
[0030]
Therefore, as shown in FIG. 10, the casing 89 is rotated by the rotary impacting device 75 and retracted while the support leg lower ground 87 is cut and mixed and stirred by the hardened material G injected from the injection nozzle 93 to the side at a high pressure. Then, the cylindrical long improved structure 101 is formed downward to the vicinity of the face 85a.
Then, after completion of the formation of the improved formation body 101, the casing 89 is pulled out, and as shown in FIG. 11, the fore pile 103 having the casing (reinforcing steel pipe) as a core material as shown in FIG. After constructing the arched lining body by adjoining, the inside face 85a of the lining body is excavated within the range of the length of the lining body or less, and the support 105 is improved as shown in FIG. Then, the improved structure 101 is formed by repeating the above-described processes, and the tunnel is excavated while performing the support.
[0031]
Thus, the improved structure 101 reinforces the support leg lower ground 87 to resist vertical load and prevent ground subsidence.
As described above, this embodiment improves the conventionally known fore-pile drilling machine and enables the fore-pile drilling machine 83 to reinforce the support leg lower ground 87, so that the conventional micropile method is used. As a result, according to the present embodiment, the risk associated with the parallel work of these devices and the fore-peeling drilling machine 83 is eliminated, Compared to conventional examples using such a micropile method or AGP method, the construction period can be shortened and the economy can be improved.
[0032]
In the above embodiment, the improved formation body 101 is formed using the casing 89 also serving as the injection injection pipe shown in FIG. 7, but instead of such a method, the excavation method according to claim 1 and claim 3 is used. First, a known well-known casing used for fore-pile construction is connected to the rotating device 73 of the drilling device 67 using the fore-pile drilling machine 83, and then a drilling bit attached to the tip of the casing After drilling the support leg lower ground 87 with the clamp, the casing is clamped and clamped with the joint breaker 81 and removed from the drilling device 67. Then, as shown in FIGS. The injection injection pipe 109 equipped with the nozzle is connected to the rotary impact device 75 side and inserted into the casing. After the casing is recovered, the injection injection pipe 109 is rotated. Notwithstanding et retract it, curing material by high-pressure injection by cutting the 支保 Koashi portion lower ground 87 were mixed and stirred laterally from the injection nozzle 109 may construct a modified Construction body 101.
[0033]
Thus, according to such an embodiment, the intended purpose can be achieved as in the above-described embodiment.
Further, in each of the above embodiments, the improved molded body 101 is formed by rotating the casing 89 also serving as the injection injection pipe and the injection injection pipe 109 and retracting them, but in place of such a method, claim 1 and claim In the method of the invention of claim 2, the casing 89 is temporarily returned, and in the methods of the invention of claim 1 and claim 3, after the casing is recovered, the casing 89 and the injection injection pipe 109 are rotated and moved forward. It is also possible to create the improved product 101.
[0034]
【The invention's effect】
As described above, according to the tunnel excavation method according to each claim, it is possible to reinforce the lower ground of the supporting leg by the fore-piling drilling machine. Therefore, in the conventional micropile method and AGP method, This eliminates the need for dedicated machines and general-purpose machines, which eliminates the danger associated with the parallel work of these equipment and the fore-pipe drilling machine, and shortens the construction period and improves the economic efficiency compared to conventional machines. It was to be planned.
[Brief description of the drawings]
FIG. 1 is a side view of a fore-piling drilling machine used in an embodiment of the invention according to claim 1 and claim 2;
FIG. 2 is a front view of the fore-piling drilling machine shown in FIG.
FIG. 3 is a side view of a fore-piling drilling machine in which a drill guide is inclined.
4 is a front view of the fore-piling drilling machine shown in FIG. 3. FIG.
FIG. 5 is a process explanatory diagram of an embodiment of a tunnel excavation method according to claim 1 and claim 2;
FIG. 6 is a process explanatory diagram of an embodiment of a tunnel excavation method according to claim 1 and claim 2;
FIG. 7 is a sectional side view of the front end of a casing used in an embodiment of a tunnel excavation method according to claim 1 and claim 2;
FIG. 8 is a front view of a drill bit installed at the tip of the casing.
9 is a cross-sectional view taken along line IX-IX in FIG.
FIG. 10 is a process explanatory diagram of an embodiment of a tunnel excavation method according to claim 1 and claim 2;
FIG. 11 is a process explanatory diagram of an embodiment of a tunnel excavation method according to claim 1 and claim 2;
FIG. 12 is a process explanatory diagram of one embodiment of a tunnel excavation method according to claim 1 and claim 2;
FIG. 13 is a cross-sectional side view of a tip end of an injection injection pipe used in an embodiment of a tunnel excavation method according to claims 1 and 3;
14 is a cross-sectional view taken along line XIII-XIII in FIG.
FIG. 15 is a cross-sectional view of the ground to be cut and the peripheral ground.
FIG. 16 is an explanatory view showing a conventional fore-pile construction method.
FIG. 17 is a cross-sectional view of a forepile in the ground.
FIG. 18 is a cross-sectional view of a tunnel in which a cover body is formed by fore pile.
FIG. 19 is a side view of a conventional drilling device.
FIG. 20 is an overall side view of a conventional fore-piling drilling machine.
[Explanation of symbols]
41 Base 45, 47 Rotating ring slide base 49, 51, 53, 55 Rotating ring 57 Motor 59, 61, 63, 65 Telescopic position ram 67 Drilling device 69, 71 Drill guide 83 Fore drilling drilling machine 85 Ground to be cut 85a Face 87 Lower ground of support leg 89 Casing 91 Drilling bit 93, 107 Injection nozzle 99 Boring hole 101 Improved product 103 Fore pile 105 Supporting 109 Injection injection pipe G Hardening material

Claims (3)

The telescopic position ram of the fore-piling hole drilling machine is extended and contracted and rotated, and the fore pile is successively formed along the ground to be cut by the drilling device on the drill guide supported by the telescopic position ram. After constructing the lining body of the tunnel, excavating the tunnel by excavating the face inside the lining body within the range of the length of the lining body and repeatedly performing the supporting lining process In the method,
The drill guide of the above fore drilling drilling machine is configured to be able to tilt forward from the horizontal direction to the downward direction. Prior to the creation of the fore pile, the drill guide attached to the drill guide can be used horizontally or downward on the lower ground of the support leg. A method for excavating a tunnel, characterized in that an improved structure is produced. The improved structure is a spray attached to the tip side of the support leg lower ground with a casing also serving as an injection injection pipe connected to the drilling device, rotating the casing and moving it backward or forward. The tunnel excavation method according to claim 1, wherein the hardened material is sprayed from the nozzle to the side at a high pressure, and the ground is cut, mixed and stirred to form. The improved structure is formed by drilling the lower ground of the supporting leg with a casing connected to the drilling device, newly connecting the injection injection pipe to the drilling device with the casing removed, and inserting this into the casing. After the recovery, the injection injection pipe is rotated to retreat or advance, and then the hardened material is injected to the side from the injection nozzle attached to the tip side, and the ground is cut and mixed and stirred. The tunnel excavation method according to claim 1.

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