JPH04360986A - Underground joining method for shield machine - 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]

0001

[Industrial Application Field] This invention is applicable to shield construction methods for constructing long-distance subways, roads, public ditches, etc. at deep depths that are difficult to access from the surface, or where the seabed section is long and it is impossible to occupy the sea surface. This paper relates to a method for horizontally joining shield machines underground, which is carried out in the construction of long-distance shield construction methods for constructing undersea tunnels, etc., using long routes.

0002

[Prior Art] Conventionally, several methods and techniques for underground bonding of shield machines have already been known (for example, Japanese Patent Application Laid-Open No.
288298, JP-A-63-167895, etc.). If the underground joining method using a shield machine can be implemented accurately and economically, vertical shafts can be omitted and long-distance shield construction can be carried out easily and economically. In addition, long-distance trans-seafloor shield construction can be carried out safely and economically by using the sub-seafloor underground bonding method. As a result, technical needs regarding underground bonding of shield machines are increasing, and research is currently underway.

0003

[Problems to be Solved by the Invention] Regarding the underground joining method for shield machines, the underground joining method combined with the freezing method is currently considered to be the only reliable practical technology. However, this underground bonding method requires a long time to freeze the ground, and the freezing costs are high, so it is difficult to say that it is a technology that can be used generally in terms of construction period and cost.

[0004] Even if the other joining methods described in the above-mentioned JP-A-62-288298 and JP-A-63-167895 are examined, they are established techniques that can replace the above-mentioned underground joining method combined with the freezing method. is not yet completed, so
This point is a problem to be solved by the present invention.

[0005]

[Means for Solving the Problems] As a means for solving the problems of the prior art described above, a method for underground joining of a shield machine according to a first invention is provided, as an example shown in the drawings. Two shield machines are used, one of which has diameter expansion bit 3.
The shield machine 1 for diameter expansion welding is equipped with a diameter expansion welding machine 1, and the other is a regular shield machine 2 that does not have a diameter expansion bit. While carrying out forward excavation to expand the diameter according to step 3, the excavation to expand the diameter is continued to several meters beyond the position of the joint planned line 4. Next, underwater concrete 6 is placed in the enlarged diameter excavation section 5 while replacing muddy water. After the concrete 6 has developed strength, the concrete mass 6 is excavated from the other side by a conventional shielding machine 2 to a position of the planned joining line 4, and the concrete mass 6 is excavated forward with a normal diameter to achieve joining between the shielding machines. (Figure 1).

[0006] In the second invention, one is a shielding machine 1 for expanding the diameter and the other is a regular type shielding machine 2, and the shielding machine 1 for expanding the diameter is connected from a position several meters beyond the planned joining line 4. Reverse excavation with an enlarged diameter is performed, and the concrete mass 6 which has developed strength by being cast in the enlarged diameter excavation portion 5 thus formed is
In this method, the conventional shield machine 2 performs forward excavation with a normal diameter from the other side to the position of the planned joint line 4 to achieve the underground joint (FIG. 2).

[0007] In the third invention, both shield machines 1A and 1B are used for expanding diameter joining, and one of the shielding machines 1A and 1B is used for expanding diameter joining.
performs forward diameter-expanding excavation from a position several meters in front of the joint planned line 4 to several meters beyond the joint planned line 4, and after retreating to the position of the joint planned line 4, goes to the expanded diameter excavation portion 5. Concrete is poured, and then the shield machine 1B for diameter expansion and joining on the other side performs forward excavation of the diameter expansion using the diameter expansion bit 3 up to the position of the joint planned line 4, and continues at that position to the diameter expansion excavation part 5. This method achieves underground bonding by placing concrete 6 (Figure 3).

[0008] In the fourth and fifth inventions, both shield machines 1A and 1B are used for diameter expansion and welding, and one of the shield machines for diameter expansion and welding 1A expands the diameter from the position of the welding plan line 4 to several meters in front. Backward excavation is performed, and underwater concrete 6 is placed in the enlarged diameter excavation portion 5. After the concrete 6 has developed strength, the concrete mass 6 is rejoined along the planned line 4.
The process is common up to the stage of forward excavation of a normal diameter up to the position. Subsequently, the other shield machine 1B for expanding the diameter joint performs forward excavation of the diameter expansion with the diameter expanding bit 3 to the position of the joint planned line 4, and pours concrete 6 at that position (Fig. 4). ), and the fifth invention is a method of performing backward excavation with an enlarged diameter from the position of the joint planned line 4, and placing concrete 6 in the enlarged diameter excavated portion 5 to achieve underground joint.

[0009]

[Function] Diameter expansion joining shield machine 1 equipped with diameter expansion bit 3
Alternatively, at the position of the joint planned line 4 where 1A and 1B meet underground, expand the diameter by about 1 to 2 m larger radius than the normal excavation diameter to form an expanded diameter excavation part 5, and then drill there. Since the underground connection of the two shield machines is achieved by hollowing out the concrete block 6 of the installed underwater concrete, the hollowed-out cylindrical body of the concrete block 6 serves as a reinforcing shell and a water-stop wall for the underground joint. Work as. Furthermore, even if the two shield machines that meet underground are slightly misaligned with each other, the misalignment can be safely absorbed within the layer thickness of the concrete block 6 cast in the enlarged diameter excavation section 5. It is.

0010

Embodiments Next, illustrated embodiments of the present invention will be described. FIG. 1A shows a stage in which two shield machines 1 and 2, which are to be joined horizontally underground, have approached the vicinity of a joint planned line 4. Both shield machines are mud water pressurization type shield machines, but the shield machine 1 on the right side of the figure excavates an enlarged diameter that is 1 m to 2 m larger in radius than the reported excavation diameter on the outer periphery of the cutter head. This is a shield machine for diameter expansion joining, which is equipped with a diameter expansion bit 3 that enables this. The shield machine 2 on the left side is a normal type shield machine that does not have the diameter expansion bit. In FIG. 1A, the diameter expansion joining shield machine 1 on the right side has a joining planned line 4
This shows the stage at which forward drilling with an expanded diameter using the expanded diameter bit 3 has started from a position 2 m in front of the . Meanwhile, the left conventional shield machine 2 reaches a position several meters in front of the welding planned line 4 and waits.

FIG. 1B shows a stage in which the diameter-expanding forward excavation by the diameter-expanding welding shield machine 1 on the right has progressed beyond the joint planned line 4, and FIG. 1C shows the stage where the diameter-expanding forward excavation has progressed beyond the joint planned line 4. The figure shows a state in which the diameter expanding bit 3 is retracted after the shield machine 1 has advanced to 3 m beyond the position 4, and the shielding machine 1 is retreated to the position of the welding plan line 4. In other words, the length of the enlarged diameter excavated portion 5 is 5 m. During the retreating process of the shield machine 1 or at the fully retreated position as shown in FIG.
On the other hand, underwater concrete 6 is poured through a concrete pipe 8 communicating with the enlarged diameter excavation part 5 from the lower part of the shield machine side while removing muddy water through the shield machine.

[0012] When excavating the enlarged diameter excavation part 5 using the shield machine 1 for diameter enlargement joining, or when pouring concrete into the enlarged diameter excavation part 5 by a mud water displacement method, there may be concerns about the stability of the surrounding ground. In some cases, it is preferable to improve and reinforce the ground around the enlarged diameter excavation section 5 in advance by injecting a chemical solution with a water glass injection material or the like. This point is common to each of the embodiments described below.

FIG. 1D shows that the conventional shield machine 2 on the left side, which was on standby during each of the above steps, excavates a normal diameter forward after the underwater concrete 6 placed as described above has developed a predetermined strength. Concrete mass built by starting 6
The figure shows the state in which the welding plan line 4 has been excavated and the welding shield machine 1 on the right side has been met. The next step is to dismantle the cutter face structure of both shield machines 1 and 2, and then destroy and remove the approximately 1m thick concrete wall that remains between them to allow the shield tunnel to penetrate. be done. after that,
A secondary lining will be constructed inside the outer shell of each shield machine, and the underground connection work will be completed.

[0014] When carrying out construction work to penetrate the shield tunnel, if there is any concern about the water-tightness of stopping underground water from flowing out, apply, for example, tax (registered To deal with this problem, perform a secondary injection of a water-stopping material with excellent water-stopping properties, such as (Trademark), in advance. This point is also common to each of the embodiments described below.

[0015]

[Second Embodiment] Also in the embodiment of FIG. 2, the shield machine 1 on the right side of the figure is a shield for diameter expansion joining equipped with a diameter expansion bit 3 that enables diameter expansion excavation with a radius of 1 m to 2 m. The shield machine 2 on the left is a normal shield machine without a diameter expansion bit. In FIG. 2A, the shield machine 1 for diameter expansion joining on the right side shows a stage in which forward drilling of a normal diameter without using a diameter expansion bit has progressed beyond the position of the joint planning line 4. Meanwhile, the normal shield machine 2 on the left,
It has reached a position several meters in front of the joint planned line 4 and is waiting.

FIG. 2B shows the shielding machine 1 for diameter expansion joining on the right side.
When the normal diameter forward drilling has progressed to approximately 2.5 m beyond the joint planned line 4, the diameter expanding bit 3 of the shield machine 1 is pushed out, and the shield machine performs diameter expanding backward drilling. 1 approximately 2.
The state is shown in which the diameter-enlarged excavation portion 5 has been formed by retreating to 5 m. In other words, during the retreating process of the shield machine 1, which has a length of 5 m, or at the position where the shield machine 1 has completely retreated as shown in FIG. While muddy water is removed through the water pipe, underwater concrete 6 is placed through a concrete pipe that communicates with the enlarged diameter excavation section 5 from the lower part of the shield machine side.

FIG. 2C shows a plan in which, after the concrete 6 placed as described above has developed strength, the shielding machine 1 on the right side joins the concrete mass 6 as a forward excavation of a normal diameter with the enlarged diameter bit 3 accommodated. This shows the state where the excavation has been made to the position of line 4. In FIG. 2D, the conventional shielding machine 2 on the left side, which was on standby during each of the above steps, moves forward to excavate the concrete mass 6 constructed as described above and reaches the position of the joint planned line 4, and then on the right side It shows the state where it meets the shield machine 1 for diameter expansion joining. After this, both shield machines 1,
The process of dismantling the cutter face structure part 2 and further destroying and removing the approximately 1 m thick concrete wall remaining between the two to penetrate the shield tunnel is the same as in the first embodiment above. It is.

[0018]

[Third Embodiment] In the embodiment shown in FIG. 3, the two shield machines 1A and 1B on both sides have a radius of 1
This is a shield machine for diameter expansion joining that is equipped with a diameter expansion bit 3 that enables diameter expansion excavation as large as 2 m to 2 m. Of course, it is also a pressurized muddy water shield machine. FIG. 3A shows a stage in which the diameter-expanding welding shield machine 1A on the right has started forward excavation of the diameter-expanding joint using the diameter-expanding bit 3 from a position approximately 2.5 m before the welding planned line 4. At this time, the shield machine 1B on the left side reaches a position several meters in front of the welding planned line 4 and waits.

FIG. 3B shows the shielding machine 1A for diameter expansion joining on the right side.
This shows a stage in which the diameter-expanding forward excavation has progressed approximately 1 m beyond the position of the joint planned line 4. FIG. 3C shows a state in which the diameter expanding bit 3 has been retracted at the stage shown in FIG. 3B and the shielding machine 1A has been retreated to the position of the welding plan line 4. In the course of the retreat of the shield machine 1A, or at the fully retreated position as shown in FIG. Underwater concrete 6 is passed through a concrete pipe 8 that communicates with the enlarged diameter excavation part 5 from the lower part of the side.
is poured.

FIG. 3D shows that after the underwater concrete 6 cast as described above has developed a predetermined strength, the shielding machine 1 for expanding the diameter and joining on the left side, which was on standby during each of the above steps, is moved.
B starts forward excavation to expand the diameter using the diameter-expanding bit 3 from a position approximately 2.5 m before the joint planned line 4, and excavates the concrete mass 6 constructed as described above to reach the joint planned line. Reach position 4 and move the diameter expansion joining shield machine 1A on the right side.
It shows the state in which it was encountered. Thereafter, underwater concrete 6 is poured into the diameter-expanded excavation section 5 by the method of replacing muddy water using the muddy water pipe 7 and concrete pipe 8 of the shield machine 1B. After this concrete 6 has developed strength, the cutter face structure parts of both shield machines 1A and 1B are dismantled, and the concrete wall approximately 1 m thick remaining between the two is destroyed and removed to provide a shield. The tunnel is penetrated. Furthermore, a secondary lining is constructed inside the outer shell of each shield machine, and the underground connection work is completed.

[0021]

[Fourth Embodiment] The embodiment of FIG. 4 also has shield machines 1 on both sides.
Both A and 1B are 1m to 2m in radius from the normal excavation diameter.
This is a shield machine for diameter expansion joining that is equipped with a diameter expansion bit 3 that enables large diameter expansion excavation, and is also a mud water pressurization type shield machine. In FIG. 4A, the diameter expansion joining shield machine 1A on the right side is
This shows a stage in which forward excavation of a normal diameter without using an enlarged diameter bit has been advanced to the position of joint planned line 4. Meanwhile, the shield machine 1B on the left side has reached a position several meters in front of the welding planned line 4 and is on standby.

FIG. 4B shows the shielding machine 1 for diameter expansion joining on the right side.
However, from the position of the joint planned line 4, we performed backward drilling to expand the diameter by protruding the diameter expanding bit 3 that the shield machine 1A is equipped with, and performed backward drilling to about 3 m before the position of the joint planned line 4. This shows a state in which the enlarged diameter excavated portion 5 is formed. In the process of retreating excavation of the shield machine 1A, or at the position where it has completely retreated as shown in FIG. Underwater concrete 6 is placed through a concrete pipe that communicates with the enlarged diameter excavation section 5 from the lower part.

FIG. 4C shows that after the concrete 6 placed as described above has developed strength, the shielding machine 1 on the right side is
A shows a state in which the concrete mass 6 has been excavated to the position of the joint planned line 4 as normal diameter forward excavation with the expanded diameter bit 3 accommodated. FIG. 4D shows the diameter expansion joining shield machine 1 on the left, which was on standby during each of the above steps, after the underwater concrete 6 cast as described above has developed a predetermined strength.
B starts forward excavation to expand the diameter using the diameter-expanding bit 3 from a position approximately 2.5 m before the joint planned line 4, and excavates the concrete mass 6 constructed as described above to reach the joint planned line. Reach position 4 and move the diameter expansion joining shield machine 1A on the right side.
It shows the state in which it was encountered. Thereafter, underwater concrete 6 is poured into the diameter-expanded excavation section 5 by a muddy water replacement method using the muddy water pipe 7 and concrete pipe 8 of the shield machine 1B. After this concrete 6 has developed strength, the cutter face structure parts of both shield machines 1A and 1B are dismantled, and the concrete wall approximately 1 m thick remaining between them is destroyed and removed to provide a shield. The tunnel is penetrated. Furthermore, a secondary lining is constructed inside the outer shell of each shield machine, and the underground connection work is completed.

[0024]

[Fifth Embodiment] In the embodiment shown in FIG. 5, the shield machine 1A for expanding the diameter joining on the right performs backward diameter expanding excavation from the position of the joint planned line 4, pours concrete, and completes the concrete mass 6. After that, the steps up to the step (FIG. 5C) in which the concrete mass 6 is advanced excavated with a normal diameter to reach the position of the joint planned line 4 (FIG. 5C) are the same as the steps up to FIG. 4C of the fourth embodiment. This embodiment differs in subsequent steps as follows. The diameter expansion welding shield machine 1B on the left performs forward excavation of a normal diameter up to the position of the joint planned line 4 without using a diameter expansion bit. and,
From the position of the joint planning line 4, expand the diameter bit 3 as shown in Fig. 5C.
Start backward excavation of diameter expansion using.

FIG. 5D shows a stage in which the diameter-expanding backward excavation has progressed to about 2.5 m in front of the joint planned line 4. In the process of retreating excavation of the shield machine 1B, or at the position where it has completely retreated as shown in FIG. Underwater concrete 6 is poured through a concrete pipe that communicates with the enlarged diameter excavation section 5 from the lower part of the shield machine side.

FIG. 5E shows that after the underwater concrete 6 placed as described above has developed a predetermined strength, the shielding machine 1B on the left side starts forward excavation of the normal diameter without using the diameter expanding bit 3. The constructed concrete mass 6 is excavated to reach the position of the joint planned line 4, and the state is shown where it meets the diameter-expanding joint shield machine 1A on the right side. After this, the cutter face structure parts of both shield machines 1A and 1B are disassembled, and the remaining thickness of approximately 1
The shield tunnel is penetrated by destroying and removing m concrete walls, which is the same procedure as in each of the above embodiments.

[0027]

[Effects achieved by the present invention] According to the underground bonding method for a shield machine according to the present invention, the construction period can be significantly shortened while ensuring the same level of reliability as the current underground bonding method that uses a combination of freezing methods. In addition, extremely simple construction equipment allows for good construction efficiency and significant cost reductions. Furthermore, regarding the positional deviation of the two shield machines that are to be joined underground, it can be implemented with a wide tolerance range and is highly flexible, contributing to the easy and economical implementation of long-distance shield construction methods.

[Brief explanation of the drawing]

FIGS. 1A to 1D are construction procedure diagrams of a first embodiment.

FIGS. 2A to 2D are construction procedure diagrams of the second embodiment.

FIGS. 3A to 3E are construction procedure diagrams of a third embodiment.

FIGS. 4A to 4D are construction procedure diagrams of a fourth embodiment.

FIGS. 5A to 5E are construction procedure diagrams of the fifth embodiment.

[Explanation of symbols]

1, 1A, 1B Diameter expansion joining shield machine 2
Normal type shield machine 3 Diameter expansion bit 4 Joint planning line 5 Diameter expansion excavation section 6 Concrete

Claims (5)

[Claims] [Claim 1] Of the two shield machines that are joined underground, one is a shield machine for diameter expansion joining equipped with a diameter expansion bit,
The other is a regular type shield machine that does not have a diameter expansion bit. First, the diameter expansion joining shield machine performs forward drilling to expand the diameter with the diameter expansion bit from a position several meters in front of the joint planned line. Diameter expansion excavation is carried out to several meters beyond the diameter, and then the shield machine for diameter expansion joining is retreated to the position of the joint planned line, and underwater concrete is placed in the diameter expansion excavation part while replacing it with muddy water. After the concrete has developed strength, a conventional shield machine performs forward excavation of a normal diameter from the other side to the position of the joint planned line to achieve the joint between the shield machines. Underground bonding method. [Claim 2] Of the two shield machines that are joined underground, one is a shield machine for diameter expansion joining equipped with a diameter expansion bit,
The other is a regular shield machine that does not have a diameter expansion bit. First, the diameter expansion joint shield machine performs forward drilling of a normal diameter without using a diameter expansion bit to a depth of several meters beyond the position of the joint planning line, and then Backward drilling with an enlarged diameter using an enlarged diameter bit is carried out several meters in front of the joint planned line, and underwater concrete is placed in the enlarged diameter excavated part while replacing mud with water. After the concrete has developed strength, The diameter-expanding joint shield machine excavates the concrete mass forward to the position of the joint planned line, and then the conventional shield machine excavates the concrete mass from the other side to the position of the joint planned line. A method for underground joining of shield machines, which is characterized by performing excavation to achieve the joining of shield machines. [Claim 3] Both of the two shielding machines for joining underground are diameter expanding joining shield machines equipped with a diameter expanding bit, and first, one of the diameter expanding joining shield machines is installed several meters before the joining planned line.
While performing forward drilling to expand the diameter with the diameter-expanding bit from the position, continue to expand the diameter by several meters beyond the position of the joint planned line, and then use the shield machine for diameter-expanding joining to at least the position of the joint planned line. Then, underwater concrete is placed in the diameter-expanding excavation part while replacing it with muddy water, and after the concrete has developed strength, the other diameter-expanding joint shield machine starts from a position several meters in front of the joint planned line and places underwater concrete in the diameter-expanding excavation part while displacing muddy water. A shielding machine characterized by performing forward excavation of a concrete block with an enlarged diameter to the position of a joint planned line, and placing concrete in the enlarged diameter excavation part while displacing muddy water to achieve joining between shield machines. Underground bonding method. Claim 4: Both of the two shielding machines for joining underground are diameter expanding joining shield machines equipped with a diameter expanding bit, and one of the diameter expanding joining shield machines is a regular diameter joining shield machine that does not use a diameter expanding bit. Perform forward excavation to the position of the planned joint line, then perform backward excavation with an enlarged diameter using an enlarged diameter bit to several meters before the planned joint line, and pour underwater concrete into the enlarged diameter excavated area while replacing it with muddy water. is cast and after the concrete has developed strength, the shield machine for expanding the diameter joint excavates the concrete mass forward to the position of the planned joining line, and then the other shield machine for expanding the diameter joint excavates the concrete mass to the position of the planned joint line. From a position several meters in front of the joint planned line, use an expanding diameter bit to perform forward excavation to expand the diameter to the joint planned line position, and pour concrete into the expanded diameter excavation to achieve the joint between the shield machines. An underground joining method for a shield machine, which is characterized by the following. 5. Both of the two shield machines used for joining underground are diameter expansion joining shield machines equipped with a diameter expansion bit, and one diameter expansion joining shield machine is a regular diameter joining shield machine that does not use a diameter expansion bit. Perform forward excavation to the position of the planned joint line, then perform backward excavation with an enlarged diameter using an enlarged diameter bit to several meters before the planned joint line, and pour underwater concrete into the enlarged diameter excavated area while replacing it with muddy water. is cast, and after the concrete has developed strength, the concrete mass is excavated forward with a normal diameter to the position of the planned joint line by the shield machine for expanding the diameter, and then the other shield machine for expanding the diameter joins. perform forward drilling of normal diameter without using an enlarged diameter bit to the position of the planned joint line, perform backward drilling of enlarged diameter using an enlarged diameter bit up to several meters in front of the planned joint line, and then Concrete is placed while displacing muddy water, and after the concrete has developed strength, the diameter expansion joining shield machine performs forward excavation of a normal diameter without using a diameter expansion bit to place the concrete mass at the joint planned line position. An underground joining method for shield machines, which is characterized in that the shield machines are joined together by performing the steps up to the point of joining the shield machines.