JPH0588350B2 - - Google Patents

Description

[Detailed Description of the Invention] "Industrial Application Field" This invention is a shield method used when excavating tunnels underground, in which a tunnel is excavated from both ends of the tunnel to be manufactured using a shield excavator. The present invention relates to a method for confirming the relative position of a shield excavator used in an underground joining method for shield tunnels in which a tunnel is completed by joining them in the middle, and a manhole used therein.

``Conventional technology'' In recent years, tunnel construction in cities has been accompanied by complex problems such as pollution problems such as noise and vibration, congestion with existing structures on the ground and underground, deepening of the tunnel itself, and securing road traffic. Therefore, the shield construction method, which can be constructed day and night without cutting the ground, with low vibration and low noise, is rapidly increasing its construction performance as a construction method that meets the above conditions.
In addition, the use of the shield method, which allows tunnel construction to be carried out safely and reliably while preventing the collapse of the ground to be excavated, is increasing in flat areas such as coastal areas where there is a lot of soft ground, as well as riverbeds and seabeds. It is being done.

FIG. 7 is a diagram showing an example of the conventional shield construction method. In this shield construction method, first, a shield excavator 1 excavates a starting shaft H into the ground G for carrying in and out excavated soil, materials, and the like. Next, the cylindrical steel skin plate 3, which is the outer cylinder of the shield excavator 1, is penetrated into the ground G from this starting shaft H, and the cutter device 2 installed on the front of the shield excavator 1 is used to penetrate the ground. While excavating mountain G, this shield 1
Assemble segments 4, 4, ... at the rear to manufacture the tunnel T. Furthermore, the segments 4, 4, .
...By applying a reaction force to the tip, the entire shield excavator 1 is moved forward, and by repeating the above steps, the tunnel T is manufactured while the shield excavator 1 excavates the ground G.

In this shield construction method, the tunnel T is excavated without excavating the ground G, so it is necessary to appropriately detect and correct the position and direction of the shield excavator 1 while excavating the tunnel T. Conventionally, the position measurement of this excavator 1 is carried out using the excavated tunnel T.
In addition to setting several reference points 6, 6 within the tunnel, a surveying instrument such as a transit (not shown) is installed on the intersection of these reference points 6 and the reference line 7, which is the tunnel T excavation plan image, to conduct a so-called traverse survey. A method is adopted in which the position of a predetermined measurement point within the shield tunneling machine 1 is surveyed, or the positions and directions of the tips of the segments 4, 4, . . . are measured and determined using the transit or the like. In addition, checking boreholes 8 are drilled from the ground surface toward the tunnel at predetermined intervals, and the survey results by the transit and the like are checked. Then, the drive amount of the shield jacks 5, 5, ... and the segments 4, 4, etc. are set so that the error in the position and direction of the shield excavator 1 is always within a certain range with respect to the reference line 7. By adjusting the assembly position of..., the position and direction of the shield tunneling machine 1 are corrected.

In addition, for tunnel construction using the shield method,
In addition to the method of excavating a starting vertical shaft H in one place in the ground G and excavating a tunnel T toward the end point of the excavation as shown in the above-mentioned example, starting vertical shafts are excavated at both ends of the tunnel to be manufactured. A tunnel is excavated from the starting shaft using two shield excavators, and the tunnel is completed by joining them in the middle.
A method called underground bonding method is also used.
This underground joint construction method uses two shield tunneling machines to excavate the tunnel, which shortens the construction period and can be said to be a very efficient construction method. However, since the skin plates of the shield tunneling machines have the same diameter as a matter of course, if the shield tunneling machines are brought into contact with each other at the tunnel joint, there will be a gap between the two shield tunneling machines. However, it was necessary to take some measures at this tunnel junction, as it would take a lot of time and money to do earth retaining and water stoppage work in this area.

Therefore, the present applicant first proposed an underground joint method for shield tunnels that can safely and reliably carry out the tunnel joint work and can significantly reduce the construction cost and construction period (Patent Application No. 61). −101810).
As shown in FIG. 8, this construction method involves forming the tips of the skin plates 3a and 3b of the shield excavators 1a and 1b into a double cylindrical shape, and providing a penetration ring 9 in one of the skin plates 3a. tunnel
By installing this penetrating ring 9 between both skin plates 3a and 3b when joining Ta and Tb, the tunnels Ta and Tb are joined while stopping water at the tunnel Ta and Tb joint and preventing collapse of the ground G. It is a construction method that allows

"Problems to be Solved by the Invention" By the way, in the conventional method of underground joining of shield tunnels, tunnels are excavated from both ends of the tunnel to be constructed, and the tunnels are joined in the middle to complete the tunnel. Since this is a construction method, it is necessary to precisely adjust the position of both shield tunneling machines at this tunnel joint, and if this position adjustment is not accurate, it will affect the shape of the completed tunnel. In extreme cases, there was a fear that the segments 4, 4, . . . could not be assembled. In particular, in the underground bonding method proposed by the applicant,
Due to the relative positions of both shield tunneling machines 1a and 1b, the penetrating ring 9 is connected to the other skin plate 3.
b Due to abutment and contact within the double cylinder portion, it may become impossible to erect this penetrating ring 9. Therefore, for example, these shield tunneling machines 1a,
The maximum deviation between the central axes of 1b is 5 in both the vertical and horizontal directions.
cm, and it was necessary to adjust the relative position of each shield excavator 1a, 1b prior to the tunnel joining work so that the angle between the central axes was within 1°.

The relative positions of the shield excavators 1a and 1b may be confirmed based on the position and direction survey data of the shield excavators 1a and 1b as described above, but each shield excavator 1 can also be confirmed using this position and direction survey data.
The relative positions of a and 1b can only be confirmed indirectly,
Furthermore, if the top of the ground G being excavated is a riverbed, the seabed, etc., it is not possible to directly check the positions of the shield excavators 1a, 1b using the checking borehole 8, and therefore the shield excavators 1a, 1b cannot be directly checked. 1b
Because it is difficult to improve the accuracy of position and direction measurement data, it is difficult to say that the data is necessarily suitable for use in relative position confirmation. For this reason, it has been desired to develop a method that allows the relative positions of the shield tunneling machines 1a and 1b to be directly and easily confirmed prior to tunnel joining construction.

This invention has been made in view of the above-mentioned problems, and its purpose is to directly and easily determine the relative positions of shield tunneling machines in the underground connection method for shield tunnels. safety,
An object of the present invention is to provide a method for confirming the relative position of a shield excavator that can be confirmed reliably.

"Means for Solving the Problem" This invention uses two shield excavators to excavate a tunnel from both ends of a tunnel to be constructed, and joins them in the middle. In a method for confirming the relative position of shield tunneling machines in an underground joining method for shield tunnels to complete a tunnel, a stage where the distance between the shield tunneling machines reaches a predetermined distance before the tunnel is joined by the shield tunneling machines. a step of stopping excavation by both shield excavators, and after stopping said shield excavator, from inside said one shield excavator to a receiving part having a water stop function provided on the front side of said other shield excavator. a step of horizontally boring a steel pipe toward the receiving part, and penetrating the steel pipe into the one of the shield excavators, thereby constructing the steel pipe between the two shield excavators;
By passing a laser beam or a transit and a level line of sight through the steel pipe installed between the two shield tunneling machines, the positional relationship between the laser beam, etc. and the reference line of the two shield tunneling machines is measured,
The above-mentioned problem is solved by configuring a relative position method comprising a step of confirming the relative positions of these shield tunneling machines.

Here, the receiving portion provided on the front surface of the other shield tunneling machine is composed of a substantially cylindrical main body, an outer cover and an inner cover that close both openings of the main body, and the outer cover is made of a steel pipe. It is preferable that the main body is made of a material softer than the above, and that the main body is filled with a water-stopping material having good water-stopping properties.

``Operation'' In this invention, a steel pipe is installed between both shield tunneling machines, and the relative positions of these shield tunneling machines are confirmed by passing a laser beam or the like through this steel pipe, so it is possible to perform simple and direct measurements. In addition, since a steel pipe receiving portion having a water-stopping function is provided on the front surface of the other shield tunneling machine, the penetration of the steel pipe into the other shield tunneling machine is performed safely and reliably.

"Embodiment" Hereinafter, a method for confirming the relative position of a shield excavator in an underground joint construction method, which is an embodiment of the present invention, will be described with reference to FIGS. 1 to 6. The shield tunneling machine used in the relative position confirmation method described below may be any shield tunneling machine commonly used in the past, and in the illustrated example, a so-called mud pressurized shield tunneling machine is used. The shield tunneling machine to which the invention is applied is not limited to this illustrated example.

First, a guide hole 11a into which a steel pipe (described later) can penetrate is provided inside a partition plate 10a provided at the tip of one of the shield tunneling machines 1a, and this guide hole 11a is closed off with a valve or the like. Further, adjacent to this guide hole 11a, a guide hole 11a is provided.
Injection pipes 12, 12 for injecting a water stop chemical solution are provided in front of the shield tunneling machine 1a.
In addition, on a partition plate 10b provided on the front surface of the other shield excavator 1b, a main body 13a having an approximately cylindrical outer shape and an outer wall that closes the main body 13a from the front and back are arranged so as to indicate a manhole 13 which is a receiving section for a steel pipe, which will be described later. It is composed of a lid 13b, an inner lid 13c, and an injection tube 13d that is provided in communication with the main body 13a and injects a water-stopping chemical into the main body 13a, and the periphery of the guide hole 11b formed in the partition plate 10b. By attaching the outer cover 13b to the outer cover 13b, the manhole 13 is exposed at the front surface of the shield excavator 1b. Inside the manfold main body 13a,
It is filled with a filler 13e that has good permeability to water chemicals such as sand. Further, the outer cover 13b is made of a material softer than the steel pipe, so that the steel pipe can easily penetrate into the manhole body 13a.

Next, as in the conventional method, tunnels Ta and Tb are excavated into the ground G from both ends of the tunnel to be constructed using the two shield excavators 1a and 1b, and the distance between the shield excavators 1a and 1b is When the predetermined distance is reached, both shield excavators 1a, 1
Stop digging by b. Here, the distance between the shield tunneling machines 1a and 1b is determined by determining the distance between the shield tunneling machines 1a and 1b after confirming the relative positions of these tunneling machines.
It is necessary to adjust the excavation direction of shield excavators 1a and 1b appropriately, and the interval is such that each position can be adjusted, and although it varies depending on the construction conditions etc., it is about 2.5 times the outer diameter of shield excavator 1a and 1b. Requires.

After both shield excavators 1a and 1b stop digging,
A boring machine 14 is installed inside one of the shield excavators 1a, and the boring machine 14 allows a boring steel pipe 15 to penetrate through the guide hole 11a and into the mountainous area G in front of the shield excavator 1a. Then, the boring machine 14 and the steel pipe 15 are
Perform horizontal boring. At the same time, an injection pipe 12 provided adjacent to the guide hole 11a,
A water stop chemical solution is injected into the ground G through the guide hole 11a to prevent water from entering through the guide hole 11a and the ground G from collapsing. A cutter bit 15a is provided at the tip of the steel pipe 15, which facilitates excavation of the ground G. Here, the diameter of the steel pipe 15 is from 50 to 50, considering the ease of boring construction.
Approximately 100 mmφ is appropriate, but since the steel pipe 15 is supported in a so-called cantilever state by the boring machine 14 during this boring, the steel pipe 1
If the diameter 5 is too small, phenomena such as buckling may occur during boring, so the diameter may be appropriately selected from a range of about 50 to 200 mmφ.

Then, horizontal boring of the ground G by the steel pipe 15 progresses, and after the tip of the steel pipe 15 comes into contact with the surface of the manhole outer cover 13b provided in the local shield excavator 1b (FIG. 3a) Further, boring is performed until the steel pipe 15 penetrates through this outer cover 13b and into the manhole body 13a, and the tip of this steel pipe 15 is inserted into the manhole inner cover 13c.
The boring is stopped when it comes into contact with the inner surface (Fig. 3b). To confirm that the tip of the steel pipe 15 is in contact with the inner surface of the manhole inner cover 13c, a guard is placed behind the manhole 13, and the timing of the contact is determined by the sound of the steel pipe being in contact. Any method may be used in which the monitoring person detects the location and the location thereof. Further, with the steel pipe 15 located inside the manhole body 13a as described above, the chemical liquid injection pipe 13d provided in the manhole body 13a allows the manhole body 13 to
The water-stopping chemical solution is permeated into the entire filler 13e filled in the inside. In this state, a hole 16 corresponding to the steel pipe 15 is bored in the manhole inner cover 13c at a position facing the tip of the steel pipe 15 by gas cutting or the like (FIG. 3c). Here, since a water stop chemical solution has penetrated into the manhole main body 13a, even when the hole 16 is drilled, water does not enter into the other shield excavator 1b, or the ground will not fall apart.

Through the above process, both shield excavators 1
The steel pipe 15 could be constructed between a and 1b.
A laser sight 18 is installed approximately on an extension line of the axis of the steel pipe 15 in the one shield excavator 1a, and approximately on the axis of the steel pipe 15 in the other shield excavator 1b. The light receiver 19 of the laser sight is installed on the extension line. As shown in FIG. 6, the light receiver 19 of this laser sight includes a light receiving section 19a in which four silicon light receiving elements are arranged on a plane, and a drive that freely drives this light receiving section 19a in the X-Y direction. Mechanism 19b;
The drive mechanism 19b is configured by a control circuit (not shown) that controls the drive mechanism 19b, and the drive mechanism 19b is controlled by the control circuit so that the laser beam from the laser sight 18 is received at the center of the light receiving section 19a.
It has a function to drive and detect the X-Y coordinates at this time. Then, the distance between the laser sight 18 and the light receiver 19, and the angle formed by the laser beam 20 connecting the laser sight 18 and the light receiver 19 and the axes 17a, 17b of the shield excavator are Measurement is carried out using a sight 18 and a light receiver 19. Furthermore, by accurately measuring the installation positions of the laser sight 18 and the light receiver 19 with respect to each of the reference lines that are the tunnel excavation planning lines, the axis 17 of the shield tunneling machine
The relative positions of a and 17b can be confirmed. In this case, if the measurement using the laser sight 18 and the light receiver 19 is carried out at a plurality of installation positions, more accurate measurement will be possible.

After that, the steel pipe 15 is attached to each shield excavator 1.
a, 1b, and after closing the hole through which this steel pipe 15 penetrated by welding or the like, as described above, one of the shield tunneling machines 1a, 1
The direction of excavation b may be adjusted as appropriate. Here, the excavation direction adjustment of the shield excavators 1a and 1b is as follows:
This may be done by adjusting the driving amount of the shield jacks 5, 5, etc. or by assembling the segments 44, etc., as in the prior art, but as shown in FIG. A method may also be used in which the skin plate 3b of the shield tunneling machine 1b) is formed into a bent shape, thereby changing the direction of excavation of the shield tunneling machine 1b by itself.

By the method explained above, the shield tunneling machine 1
The relative positions of a and 1b can be confirmed. Here, the relative position confirmation of the shield tunneling machines 1a and 1b is performed by passing the shield tunneling machine 1a and 1b between the shield tunneling machines 1a and 1b.
The relative positions of a and 1b can be easily and directly confirmed, and the measurement accuracy is also improved.
In addition, horizontal boring using the steel pipe 15, which is pre-boring, can be easily performed because the diameter of the steel pipe 15 is relatively small, and furthermore, the tip of the steel pipe 15 is received in the front of the other shield tunneling machine 1b. Since the receiving part (manhole 13) having a water stop function is provided, when the steel pipe 15 is inserted into the other shield excavator 1b,
Groundwater in the ground G does not enter the shield tunneling machine 1b, and the ground G does not collapse, so horizontal boring can be carried out safely and reliably using the steel pipe 15. Therefore, according to this embodiment, in the underground joint construction method for shield tunnels, mutual shield tunneling machines 1a and 1b
It becomes possible to realize a method for confirming the relative position of a shield tunneling machine that can directly, simply, safely, and reliably determine the relative position of the shield tunneling machine.

In particular, in this embodiment, a manhole 13 is provided in front of the partition plate 10b of the other shield tunneling machine 1b as a receiving part for the steel pipe 15, so that when the steel pipe 15 penetrates into the shield tunneling machine 1b, It is possible to keep the injection space for the water-stopping chemical solution within a small area, which is economical, and ensures reliable water-stopping. Material 13
e also has the advantage of structurally reinforcing the manhole 13 itself when the shield excavator 1b is digging into the ground G.

Note that the method for confirming the relative position of the shield excavator in the underground joint construction method of the present invention is not limited to the above embodiment. As an example, the filler 13e filled in the manhole body 13a is not limited to sand or the like, but may be a highly viscous material such as hard asphalt. In this case, the hard asphalt is softened by the heat of excavation when the steel pipe 15 excavates through the hard asphalt, etc., and adheres to the surface of the steel pipe 15, thereby stopping water. There is no need to inject water stopping chemicals later. In addition, both of the shield excavators 1
The means for confirming the relative position between a and 1b is not limited to the laser sight 18 and light receiver 19 as in the embodiment described above, but can also be measured using transit, level, etc.

"Effects of the Invention" As explained in detail above, according to the present invention, before the tunnels are joined by two shield tunneling machines, when the distance between the two shield tunneling machines reaches a predetermined distance, both shield tunneling machines a step of stopping excavation by the shield excavator, and after stopping the shield excavator, moving from the inside of the one shield excavator to a receiving part having a water stop function provided on the front surface of the other shield excavator; Shield excavation is carried out by horizontal boring with a steel pipe and installing this steel pipe between both shield excavators, and by passing a laser beam or a transit and level line of sight through the steel pipe installed between both shield excavators. Since the relative position confirmation method is configured to include the step of confirming the relative positions of the shield tunneling machines, it is possible to easily and directly confirm the relative positions of the shield tunneling machines, and the measurement accuracy is also improved. Horizontal boring using the steel pipe can be carried out safely and reliably by the water-stopping receiving part provided on the front surface of the shield tunneling machine. Therefore, according to this invention, the shield
In the underground joint construction method for tunnels, it is possible to realize a method for confirming the relative positions of shield excavators that can directly, simply, safely, and reliably confirm the relative positions of each shield excavator.

[Brief explanation of the drawing]

Figures 1 to 6 are diagrams showing a method for confirming the relative positions of shield excavators in the underground joint method, which is an embodiment of the present invention. Figure 2 is a cross-sectional view showing the state in which steel pipes are being used to level the machine from one shield machine to the other, and Figure 3 is the other machine. Figure 4 is a side view showing the position of the manhole in the other shield machine, and Figure 5 is a cross-sectional view showing the steel pipe being penetrated into one shield machine. A plan view showing the state in which the tunnels are joined;
Figure 6 is a front view showing a receiver for laser surveying, Figure 7 is a cross-sectional view showing a tunnel constructed using the conventional shield method, and Figure 8 is a cross-sectional view showing the underground bonding method in the conventional shield method. It is. T... Tunnel, C... Earth, 1... Shield excavator, 7... Reference line, 13... Manhole (reception part), 13a... Main body, 13b... Outer cover,
13c...Inner lid, 13e...Filling material, 15...Steel pipe, 18...Laser sight, 19...Light receiver.

Claims (1)

[Scope of Claims] 1. A shield excavator in which two shield excavators are used to excavate a tunnel from both ends of a tunnel to be constructed, and the tunnels are joined in the middle to complete the tunnel.
A method for confirming the relative positions of the two shield tunneling machines in an underground tunnel joining method, wherein: (a) before the shield tunneling machines join the tunnel, the distance between the shield tunneling machines reaches a predetermined distance; (b) after stopping the shield excavation machine, a receiving device having a water stop function provided from inside the one shield excavation machine to the front of the other shield excavation machine; a step of horizontally boring a steel pipe toward the receiving part, and penetrating the steel pipe into the other shield machine by penetrating the receiving part, thereby constructing the steel pipe between the two shield machines; By passing a laser beam or a transit line and a level line of sight through a steel pipe installed between both shield tunneling machines, the positional relationship between the laser beam, etc. and the reference line of both shield tunneling machines is measured, and these shield tunneling machines are A method for confirming the relative position of shield excavators in an underground joint method, comprising: a step of confirming the relative positions of the machines. 2. The receiving portion provided on the front surface of the other shield tunneling machine is composed of a substantially cylindrical main body, and an outer cover and an inner cover that close both openings of the main body, and
In the underground bonding method according to claim 1, wherein the outer cover is made of a material softer than a steel pipe, and the main body is filled with a water-stopping material having good water-stopping properties. How to check the relative position of a shield tunneling machine.