JP2002004765A - Shield pipe jacking system and shield pipe jacking method - Google Patents

Abstract

PROBLEM TO BE SOLVED: To provide a shield pipe jacking system and a shield pipe jacking method, by which labor saving and a reduction in cost can be attained in the case of the conduction of long-distance pipe jacking. SOLUTION: In the shield pipe jacking system in which long-distance pipe jacking longer than a fixed distance is conducted, an adjusting tank 4 as a part of a facility for forwarding forwarding slurry and a primary treatment facility 40 as a part of a facility for discharge treating discharging slurry are installed to a midway shaft 300 mounted in a path from a starting shaft 100 to a pipe-jacking spot, the forwarding slurry is forwarded towards the pipe- jacking spot through a slurry forwarding pipe 50 from the adjusting tank 4, and discharging slurry forwarded through a slurry discharging pipe 52 from the pipe-jacking spot is treated by the primary treatment facility 40.

Description

DETAILED DESCRIPTION OF THE INVENTION

[0001]

The present invention relates to a shield excavation system and a shield excavation method.

[0002]

BACKGROUND OF THE INVENTION In recent years,
In the shield method, there are construction examples in which the excavation distance exceeds 2 km, and long-distance excavation exceeding 5 km is also being planned.

Generally, in the muddy water shield method,
Pumps are used to transport excavated soil from the face. When pumping is performed, the longer the excavation distance, the greater the pressure loss of the wastewater, and the greater the number of pumps required to prevent sedimentation of soil particles in the wastewater. Further, when pumping is performed without increasing the number of pumps when the excavation distance becomes long, a pump near the face needs to have a stronger pumping ability.

[0004] For this reason, as the excavation distance becomes longer, the cost of transporting excavated earth and sand increases.

On the other hand, according to the present applicants, in excavation, the drainage pipe and the drainage pump are not blocked while the skeleton structure of the soil particles is maintained in the same state as the ground state (hereinafter referred to as a solid state). A solid recovery technology that cuts the ground to a size smaller than approximately (hereinafter referred to as excavation and excavation), transports the excavated and excavated solid state earth and sand (hereinafter referred to as solid content) by fluid, and carries it out of the pit is realized. Have been.

[0006] In the case of solid-discharged soil that has been cut and excavated, the longer the excavation distance is, the greater the dissolution of solids in the fluid becomes. It will be lower.

The present invention has been made in view of the above problems, and an object of the present invention is to provide a shield excavation system and a shield excavation method which can be favorably applied to long-distance excavation. It is another object of the present invention to provide a shield excavation system and a shield excavation method capable of securing a desired solid recovery rate while reducing cost even in long-distance excavation.

[0008]

In order to solve the above-mentioned problems, a shield excavation system according to the present invention comprises:
At a predetermined point on a route from the starting point to the excavation point or at a predetermined point on a branch route of the route, a delivery facility for delivering a predetermined delivery material is provided, and the excavation point is provided from the delivery facility via a predetermined delivery path. Sending the delivery toward

[0009] According to the present invention, by sending the material normally sent from the starting point to the excavation point from a point along the route to the excavation point, labor saving can be achieved and the sending cost can be reduced.

[0010] That is, for example, when excavating a long distance of 5 km or more by the muddy water shield method, a plurality of relay pumps are required in order to provide a mud feeding pipe of 5 km or more to perform mud feeding.

In this case, for example, a regulating tank which is a part of the delivery equipment is provided at an intermediate 2.5 km point, and muddy water whose properties are adjusted is sent from the regulating tank, whereby the distance of the mud pipe is reduced by half. Thus, the required number of relay pumps for mud feeding can be reduced. As a result, labor saving can be achieved, and transmission cost can be reduced.

[0012] Examples of the above-mentioned sent-out materials include, in addition to muddy water, those which need to be replenished along with excavation of segments, pipes, rails and the like.

[0013] Further, as the transmission equipment, for example,
Applicable to mud making facilities, adjustment tanks, mud pumps, ground facilities for starting shafts, etc. Note that, for example, a mud pipe, a rail, and the like correspond to the delivery path.

Another shield excavation system according to the present invention is a shield excavation system for excavating a long distance equal to or more than a predetermined distance. And a discharge facility for processing a predetermined discharge is provided, and the discharge sent from the excavation point through a predetermined discharge path is processed by the discharge facility.

According to the present invention, by processing the waste that is normally sent from the excavation point to the starting point at a point along the route, labor saving can be achieved and the emission cost can be reduced.

That is, for example, when excavation is performed over a long distance of 5 km or more by the muddy water shield method, it is necessary to provide a drain pipe of 5 km or more to perform the expulsion of mud compared with excavation at a short and medium distance. Many relay pumps are required.

In this case, for example, a primary treatment facility which is a part of a discharge facility is provided at an intermediate 2.5 km point, and muddy water is treated by the primary treatment facility. The number of required relay pumps for sludge can also be reduced. As a result, labor saving can be achieved, and emission costs can be reduced.

The above-mentioned discharges include, for example, discharges generated along with excavation of muddy water, earth and sand, and the like.

Further, as the discharge equipment, for example,
Primary treatment equipment, secondary treatment equipment, etc. correspond. In addition, as the discharge path, for example, a drain pipe, a rail, and the like correspond.

Another shield excavation system according to the present invention is a shield excavation system for excavating a long distance equal to or longer than a predetermined distance. In, provided with a delivery facility for delivering a predetermined delivery and a discharge facility for processing a predetermined emission, sending the delivery toward the excavation point via a predetermined delivery path from the delivery facility, The discharge sent from the excavation point through a predetermined discharge path is processed by the discharge facility.

[0021] According to the present invention, by sending the material normally sent from the starting point to the excavation point from a point on the route to the excavation point, labor saving can be achieved and the discharge cost can be reduced.

That is, for example, when excavation is performed over a long distance of 5 km or more by the muddy water shield method, a plurality of relay pumps are required to provide a mud feeding pipe of 5 km or more to perform mud feeding.

In this case, for example, a regulating tank, which is a part of the sending equipment, is provided at an intermediate 2.5 km point, and muddy water whose properties are adjusted is sent from the regulating tank, whereby the distance of the mud pipe is reduced by half. Thus, the required number of relay pumps for mud feeding can be reduced. As a result, labor saving can be achieved, and transmission cost can be reduced.

The above-mentioned sent-out materials include, for example, those which need to be replenished along with excavation of segments, pipes, rails, etc., in addition to muddy water.

Further, as the transmission equipment, for example,
Applicable to mud making facilities, adjustment tanks, mud pumps, ground facilities for starting shafts, etc. Note that, for example, a mud pipe, a rail, and the like correspond to the delivery path.

The same applies to the case of discharge. Usually, the discharge sent from the excavation point to the start point is processed at a point on the route, thereby saving labor and reducing the discharge cost.

That is, for example, when excavating for a long distance of 5 km or more by the muddy water shield method, it is necessary to provide a mud pipe of 5 km or more to perform mud discharge as compared with the case of excavating for a short and medium distance. Many relay pumps are required.

In this case, for example, a primary treatment facility, which is a part of a facility for discharge, is provided at an intermediate 2.5 km point, and the wastewater is treated by the primary treatment facility, so that the distance between the drain pipes is reduced by half. In addition, the number of required relay pumps for sludge can be reduced. As a result, labor saving can be achieved, and emission costs can be reduced.

[0029] Examples of the discharged material include a discharged material generated by excavation of muddy water, earth and sand, and the like.

Further, as the discharge equipment, for example,
Primary treatment equipment, secondary treatment equipment, etc. correspond. In addition, as the discharge path, for example, a drain pipe, a rail, and the like correspond.

Preferably, the predetermined point is a predetermined point of an intermediate shaft provided between a starting shaft and a reaching shaft or a predetermined point of ground equipment of the intermediate shaft.

According to this, by using the intermediate shaft provided for inspection, ventilation, etc., it is not necessary to provide a special place for the sending out equipment and the discharging equipment. Since sending and discharging can be performed, labor saving and cost reduction are achieved.

In this case, the delivery is muddy water,
It is preferable that the delivery path is a mud pipe, and the delivery equipment includes the mud water property adjusting equipment.

Further, the discharged matter is waste water, and the property adjusting equipment includes a primary treatment equipment, a first adjustment tank supplied with the waste water through the primary treatment equipment, and a dilution water. Second provided with means for directing the muddy water to the face
And the first adjusting tank supplies the supplied muddy water as muddy water that becomes a part of the muddy water to the second adjusting tank and circulates the wastewater. It is preferable to include a means for supplying the slurry to the primary treatment facility and sending the excess muddy water to the secondary treatment facility.

According to this, the high specific gravity wastewater mixed with the earth and sand excavated by the face is circulated in the first regulating tank and the primary treatment equipment to coarsely separate coarse particles. Mud water containing almost no particles can be supplied to the second regulating tank. In addition, here, the primary treatment equipment generally means
It is a treatment facility used to separate coarse particles of 75 μm or more from wastewater.

In general, the specific gravity of the muddy water for mud feeding is lower than the specific gravity of the muddy water for mud discharge. Therefore, when only one adjusting tank is used, it is necessary to supply a large amount of dilution water to the adjusting tank.

By providing two adjusting tanks, muddy water having a lower specific gravity is supplied to the second adjusting tank. Thus, when the muddy water is sent from the second adjustment tank to the face, the amount of dilution water may be small, and the load of the muddy water pump may be reduced by sending the muddy water having a low specific gravity.

Further, by sending the excess muddy water in the first adjusting tank to the secondary treatment facility, it is possible to appropriately treat even if excess muddy water is generated. In this case, it is preferable that the secondary processing equipment is provided near the start point.

Further, the discharged matter is wastewater, and the discharge path is a wastewater pipe provided with a wastewater pump.
Preferably, the discharge facility includes a primary treatment facility.

According to this, by performing the muddy water treatment in the course of the excavation route, it is possible to reduce the number of relay pumps provided in the drainage pipe, thereby achieving labor saving and cost reduction.

Also, there are a plurality of leading bits for forming leading digging grooves on the face at predetermined intervals, and a trailing bit for cutting the remaining ground protruding portion between the leading digging grooves. A shield excavator that cuts and excavates the ground in the excavation path in a solid state by the rotation of the cutter head including the leading bit and the trailing bit, and includes the solid state through the drain pipe. It is preferable to pump pumped muddy water containing excavated earth and sand excavated and excavated in the above.

According to this, in the case of cutting and excavating in a solid state, the primary treatment of the muddy water is performed at a predetermined point between the starting point and the excavating point, so that the cut-out solid state excavated matter is discharged into the muddy water. Can reduce the dissolution of
Excavated material in a solid state can be collected efficiently.

That is, the longer the excavation distance, the higher the rate of dissolution of the excavated matter in the muddy water. At the time of collection, the excavated matter cannot be collected as a solid, and the excavated matter cannot be separated by the primary treatment. The problem may occur.

As described above, by performing the primary treatment in the course of the excavation route, the excavated material can be collected before being sufficiently dissolved in the muddy water, and efficient muddy water treatment can be performed.

Further, it is preferable that the predetermined point is a widened portion of the excavation route.

According to this, the provision of the delivery facility and the discharge facility in the widening section enables the tunnel excavation to be performed efficiently without hindering the transportation of the segments and the like.

The widening section is, for example, a widening section provided for bit replacement, inspection and maintenance, a widening section provided for branching a tunnel in the middle of a digging route, and a subway station. And the like.

Further, the shield excavating method according to the present invention comprises:
In a shield excavation method of performing excavation for a long distance equal to or more than a predetermined distance, an excavation step of excavating a face using a shield excavator, a pumping step of pumping wastewater containing excavated earth and sand excavated by the face, a pumping step, And a primary treatment step of performing a primary treatment of the wastewater at a predetermined point on a digging route from the start end on the side to the end on the face side or at a predetermined point on a branch route of the route.

According to the present invention, in the muddy water shield method, the mud pressure type shield method, or the like, the wastewater containing the excavated earth and sand to be pumped is supplied to the excavation path from the start point on the starting point side to the end point on the face side at the predetermined point. Alternatively, the primary processing is performed at a predetermined point on a branch route of the route, so that the number of relay pumps can be reduced and the pumping force can be reduced, so that labor can be saved and the discharge cost can be reduced.

In another shield excavation method according to the present invention, there is provided a shield excavation method in which excavation is performed by using a shield excavator; A pumping step of pumping wastewater containing earth and sand, and a primary treatment step of performing a primary treatment of the wastewater at a predetermined point of an intermediate shaft provided between the starting shaft and the reaching shaft or at a predetermined point on the ground of the intermediate shaft. And characterized in that:

According to the present invention, the muddy water containing the excavated earth and sand to be pumped is primarily treated on the ground of an intermediate shaft provided in the middle of the excavation path from the starting point on the starting point side to the end on the face side, for example. , The number of relay pumps can be reduced, labor can be saved, and the discharge cost can be reduced.

In particular, by using the intermediate shaft used for inspection and ventilation, the operation of setting up a new shaft becomes unnecessary, so that labor and cost can be reduced.

Further, when the distance from the shield machine to the predetermined point exceeds a predetermined distance, a point which has moved the predetermined point in the face direction is set as a new predetermined point, and a primary point is set as the new predetermined point. It is preferable to transfer processing equipment including processing equipment.

According to this, even when the excavation distance is extended, the processing equipment is moved and set in the face direction in accordance with the excavation distance or a new processing equipment is provided, so that muddy water treatment or the like is always efficiently performed. be able to.

The predetermined distance is 2 to 4 km.
It is preferred that If it is less than 2 km, it takes too much time to move the processing equipment. On the other hand, if the distance is 4 km or more, the number of relay pumps will increase, and it will take time to install a new relay pump, and it will be difficult to control the operation of the relay pump, making it impossible to perform efficient muddy water treatment and the like.

When the excavation distance has reached a predetermined distance,
A sludge transport pipe for sending excess sludge from the treatment facility to a secondary treatment facility provided near the starting point from the treatment facility to a secondary treatment facility provided near the start point of the mud discharge pipe downstream of the pump provided with the pump used in the pumping step. It is preferable to use them.

According to this, the drainage pipe can be used as it is as a transport pipe for drainage, and the processing equipment can be quickly and efficiently installed and moved.

Further, for example, primary processing is performed by a processing facility provided at a predetermined point between the starting point and the excavation point,
Since the secondary processing can be performed by the processing equipment provided at the start point, the land for the processing equipment at the predetermined point can be reduced to a minimum necessary area. Further, only the wastewater after the primary treatment flows through the downstream wastewater pipe, so that the number of relay pumps can be reduced as compared with the case of pumping the wastewater containing excavated earth and sand. it can.

Here, the excess muddy water is muddy water separated from earth and sand by primary treatment or the like.

Further, prior to the excavation step, a mud sending step of sending mud to the face is included in the mud sending step, and the property of the mud for stabilizing the face sent to the face in the excavation path is measured. It is preferable to include a step and a step of adding an agent for adjusting properties of the mud sent to the face in the excavation path to the mud based on the measurement result.

According to this, by appropriately adjusting the properties of the muddy water in the mud feed path near the face, the face can be stabilized in real time.

In particular, in the case of performing excavation for a long distance, when performing mud cultivation with the ground equipment of the starting shaft, it takes time to reach the face, so that real-time processing corresponding to a sudden change in the properties of the ground is performed. Of muddy water cannot be adjusted. By adjusting the properties of the muddy water in a mud path near the face, the face can be stabilized in real time even when excavating over a long distance.

In addition, prior to the excavation step, the method includes a mud sending step of sending mud water to the face, and the mud sending step stores the adjusted mud created near the starting point near the predetermined point. It is preferable to include a step of mixing the excess mud separated by the primary treatment with the stored adjusted mud, and a step of sending the adjusted mud mixed with the excess mud to the face.

According to this, by storing the adjusted muddy water near a predetermined point closer to the face than the starting point, even when excavating for a long distance, muddy water of desired properties can be quickly supplied to the face. Can be.

The adjusted mud is mud whose properties (viscosity, specific gravity, etc.) are adjusted for stabilizing the face. Specifically, for example, CMC (Calboxy Methyl) is used.
Muddy water, dilution water, etc. made using Cellurose, clay, etc. are applicable.

Further, prior to the excavation step, the method includes a mud sending step of sending muddy water to the face, and the mud sending step is a step in which surplus muddy water separated in the primary treatment is passed through a predetermined muddy passage. And a step of sending the adjusted muddy water produced near the starting point to the face through a muddy passage different from the predetermined muddy passage.

According to this, fresh adjusted mud can always be supplied to the face by directly sending the adjusted mud to the face using a flow path different from the flow path of the excess mud without storing the adjusted mud.

In addition, prior to the excavation step, the method includes a mud sending step of sending mud water to the face, in which the excess mud separated in the primary treatment is passed through a predetermined mud path. Sending to the face, measuring the property of the excess mud, and supplying the adjusted mud created near the starting point to the predetermined mud path based on the property measurement result of the excess mud And a step of sending muddy water in which the adjusted muddy water and the excess muddy water are mixed to the face.

According to this, by mixing the adjusted muddy water and the excess muddy water in the mud feed passage, there is no need to pump the adjusted muddy water to the ground as compared with the case where the adjusted muddy water and the excess muddy water are mixed on the ground. Therefore, the muddy water whose properties have been adjusted can be sent to the face with less labor.

Further, the properties of the excess mud are measured, and based on the measurement result, the excess mud is sent to the face if the excess mud has a desired property, and the adjusted mud is sent to the face if the excess mud is not the desired property. By sending the mud mixed with the excess mud to the face, the mud mixed with the adjusted mud and the excess mud is sent to the face only when necessary, so that the mud is constantly stored in the adjusting tank or the like. The labor for managing the specific gravity of excess mud can be saved, and labor can be saved.

Particularly, when excavating the ground of sandy soil, fine particles such as clay are not contained in the muddy water, so that there is no need for secondary treatment. Therefore, it is preferable to apply each method of sending the adjusted muddy water to the face when excavating the ground of sandy soil.

When the excavation distance has reached a predetermined distance,
The adjusted muddy water is fed from a starting mud feeder provided near the starting point to a mud feeder provided at the predetermined point by moving a mud feed pipe downstream of the mud feed pipe for sending the mud used in the mud feeding process. It is preferably used as a transport pipe for sending mud.

According to this, the mud feeding pipe can be used as it is as the mud feeding transport pipe, and the installation and movement of the mud feeding equipment can be performed quickly and efficiently.

Further, according to this, fresh adjusted muddy water (in a state where mud is formed) can be transported to the delivery facility at the predetermined point as required, so that the amount of dilution water at the predetermined point can be reduced. It is possible to do. Therefore, the facility land area at the predetermined point can be reduced.

Further, the excavation step includes a preliminary excavation step of forming preceding excavation grooves on the face at a predetermined interval, and a step of cutting out and cutting the remaining ground protruding portion between the preceding excavation grooves in a solid state. Row drilling step.

According to this, in the case of cutting and excavating in the solid state, the dissolution of the cut solid state excavated matter in the muddy water can be reduced, and the solid state excavated matter can be efficiently collected.

That is, the longer the excavation distance, the higher the rate of dissolution of the excavated matter in the muddy water. At the time of collection, the excavated matter cannot be collected as a solid, and the excavated matter cannot be separated by the primary treatment. The problem may occur.

As described above, by performing the primary treatment in the course of the excavation route, the excavated material can be collected before being sufficiently dissolved in the muddy water, and efficient muddy water treatment can be performed.

[0079]

DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS The present invention will be described below with reference to the drawings, taking as an example a case where the present invention is applied to a shield machine used in a muddy water shield construction method. In the present embodiment, a case where a cohesive soil is excavated and a case where a sandy soil is excavated are mainly described as examples.

(Example of Excavating Cohesive Ground) FIG. 1 is a schematic view of a conventional muddy shield method.

In general, in the muddy water shield construction method, the muddy water whose properties are adjusted in the ground equipment of the starting shaft 100 is supplied from the adjusting tank 4 which is a part of the sending out equipment to the muddy water pump 50 through a mud feeding pipe 50 by a mud pump 15. The shield excavator 133 excavates while the face is stabilized.

The muddy water mixed with the earth and sand excavated by the face is discharged from the muddy water treatment equipment which is a part of the discharge equipment in the ground equipment of the starting shaft 100 via the exhaust pipe 52 by the mud discharge pump 35. Separation of sediment and water is performed at the, and discharged.

In the case of transporting such muddy water as a discharge or discharge, the longer the excavation distance, the longer the transport distance and the number of required pumps.

For example, when excavating 5 km, as shown in FIG. 1, the pumps 15-1 to 15-3 (3
), And the sludge pumps 35-1 to 35-14 (14 units) are required.

In the case of long excavation exceeding 5 km,
Thus, the number of pumps increases. Further, even when excavation is performed over a long distance without increasing the number of pumps, a pump for mud discharge near the face requires a stronger pumping ability, resulting in a large cost.

When such long-distance excavation is performed, an intermediate shaft 300 is provided on the path from the starting shaft 100 to the reaching shaft 200 for reasons such as securing safety during tunnel construction. It is sometimes used as a facility for inspection and ventilation after completion of the tunnel.

In this embodiment, the adjusting tank 4 and the primary treatment facility 40 are arranged on the ground facility of the intermediate shaft 300.

FIG. 2 is a schematic diagram of a muddy water shield method according to an example of the present embodiment. FIG. 3 is a schematic diagram of ground facilities of an intermediate shaft according to an example of the present embodiment.

As can be seen from a comparison between FIG. 1 and FIG. 2, in this embodiment, the adjusting tank 4 and the primary treatment equipment 40 are arranged above the intermediate shaft 300, and the dilution water tanks 8 and 2 are arranged above the starting shaft 100. Next processing equipment 42 is arranged.

Here, after the intermediate shaft 300 is installed with the excavation distance exceeding the predetermined distance, the adjusting tank 4, the primary processing equipment 40, and the like are moved from a predetermined point on the ground of the starting shaft 100 to a predetermined point on the ground of the intermediate shaft 300. The system to move the equipment is adopted.

In this method, a part of the mud pipe 50 upstream of the mud pipe 50 originally used as the mud pipe 50, that is, a part of the mud pipe 50 on the starting shaft 100 side is sent from the dilution water tank 8 to the adjustment tank 4. Used as a transport pipe 51 for sending muddy water.

Similarly, the downstream side of the drainage pipe 52 originally used as the drainage pipe 52, that is, the starting shaft 100
A part of the drainage pipe 52 on the side is used as a transport pipe 53 for draining muddy water to be sent from the processing equipment including the adjusting tank 4 and the primary processing equipment 40 to the secondary processing equipment 42.

According to this, a part of the originally supplied pipes 50 and 52 can be used as the transport pipes 51 and 53, respectively.
Processing equipment can be quickly and efficiently installed and moved.

Unlike the mud flowing through the mud feeding pipe 50 and the mud discharging pipe 52, the mud flowing through the mud feeding transport pipe 51 and the mud drain transport pipe 53 only transports the dilution water and the excess mud, and therefore, is real-time. No need to be transported.

At the time of discharging the sludge, the particle diameter is 75 μm by the primary treatment.
In order to transport the wastewater after the separation of the coarse particles and the viscous soil mass of m or more, the pressure loss in the pipe is small and the sedimentation velocity value is also small.

For these reasons, the sludge pump 15-3 and the sludge pump 35-8 provided in the sludge pipe 50 and the sludge pipe 52 used before the movement of the processing equipment and the like are provided.
35-14 can be omitted.

For the same reason, the transport pump 70 and the transport pump 72 do not need to transport muddy water in real time, unlike the mud pump 15 and the drainage pump 35, and can transport as needed. Therefore, muddy water can be transported between the ground facility of the starting shaft 100 and the ground facility of the intermediate shaft 300 with a small number of pumps.

Thus, after the treatment equipment or the like is moved, two mud pumps 15 and seven sludge pumps 35 are sufficient, and the newly provided transport pumps 70 and 72 also have a low pumping capacity. As a result, labor saving and cost reduction can be achieved.

Next, the flow of muddy water in this embodiment will be described.

First, the muddy water in the adjusting tank 4 is sent from the adjusting tank 4 to the face by the mud pump 15-1 through the mud pipe 50.

The muddy water mixed with earth and sand excavated at the face is directed from the face to the primary treatment facility 40 above the intermediate shaft 300 by the mud pump 35-1.
Is drained through.

In the primary treatment equipment 40, generally, a particle size of 75
Coarse masses of μm or more and cohesive soil mass collected in solid state are separated, separated coarse masses and cohesive masses are temporarily stored in sediment pits, loaded onto dump trucks, and disposed of as dumping soil as construction-generated soil Or recycled as backfill material, backfill material, subgrade material, subgrade material, etc.

On the other hand, the mud from which the coarse particles and the viscous soil mass have been removed is sent by the pump 71 to the adjusting tank 4 via the pipe 55, adjusted to a predetermined property, and again shielded through the mud feeding pipe 50. Machine 134.

Excess muddy water generated in the adjusting tank 4 is transported by the transport pump 72 via the drainage transport pipe 53 to the starting shaft 100.
To the secondary processing facility 42 on the ground.

In the secondary treatment equipment 42, dehydration treatment is performed using a filter press or the like. The dewatered mud is disposed of as industrial waste, or solidified or the like, and then recycled.

The filtrate generated by the dewatering is supplied to the dilution water tank 8 as dilution water for muddy water, and sent from the dilution water tank 8 to the adjustment tank 4 by the transport pump 70.

Next, the ground equipment of the starting shaft 100 before the processing equipment is moved, the ground equipment of the starting shaft 100 after the processing equipment is moved, and the ground equipment of the intermediate shaft 300 will be described. This will be described in detail.

FIG. 4 is a plan view of ground facilities of the starting shaft 100 before moving.

In the vicinity of the ground of the starting shaft 100, a segment storage space 19, an overhead traveling crane 20 for transporting segments, etc., and a material transport truck 2 for transporting segments, etc.
1 is arranged. Further, the backfill material is supplied from the backfilling equipment 16 to the face.

On the other hand, the muddy water sent from the face to the ground facility of the starting shaft 100 via the mud pipe 52 by the mud pump 35 is treated as follows.

The muddy water discharged from the drainage pipe 52 is introduced into the primary pretreatment machine 1 to separate earth and sand having a large particle diameter.
By being put into the primary processor 2, coarse particles of 75 μm or more are removed.

The separated sand and the like are temporarily stored in the earth and sand hopper 11 via the belt conveyor 13, and then carried out of the site by the dump truck 22.

On the other hand, the separated muddy water such as earth and sand is put into the adjusting tank 4. Excess mud generated in the adjusting tank 4 is supplied to the excess mud tank 5.

Then, PAC (a kind of chemical) is injected from the PAC tank 9 into the muddy water in the surplus muddy water tank 5, and the mixed reaction tank 6
After the predetermined reaction is obtained, the muddy water in the mixing reaction tank 6 is transported to the two filter presses 3-1 and 3-2 and compressed and dewatered. The filtered water generated at this time is put into the filtered water tank 7.

On the other hand, the dewatered cake after dewatering is temporarily stored in the hopper 12 via the belt conveyor 14, and then transported to the intermediate disposal site by the waste transport vehicle 23.

In the ground facilities of the starting shaft 100, a power receiving facility 17 and a central control room 18 are also arranged.

Next, the ground equipment of the starting shaft 100 and the ground equipment of the intermediate shaft 300 after a part of the processing equipment has been moved will be described.

FIG. 5 is a plan view of the ground facilities of the starting shaft 100 after the movement. FIG. 6 shows the middle shaft 3 after the movement.
It is a top view of the ground equipment of 00.

As shown in FIG. 6, the primary pre-treatment device 1, the primary treatment device 2, the adjusting tank 4, the mud pump 15, the central control room 1
8 is moved from the ground equipment of the starting shaft 100 and is arranged on the ground of the intermediate shaft 300. Muddy water is fed from the intermediate shaft 300 below the road surface to the primary pretreatment machine 1 via the pipe transportation path 310 below the ground surface.

Further, a sediment pit 80 for temporarily storing sediment and the like separated from mud water by the primary pre-treatment device 1 and the primary treatment device 2 and a solid material (sediment and the like) temporarily stored in the sediment pit 80 Is provided on the dump truck 22.

Further, a transport pump 72 for pumping the excess muddy water in the adjusting tank 4 to the excess muddy water tank 5 through the drainage transport pipe 53 is provided. Thereby, the same muddy water treatment as the flow of the above-described muddy water treatment before the movement is performed.

As shown in FIG. 5, on the ground of the starting shaft 100, an excess mud tank 5, a mixing reaction tank 6, a filter press 3, a filtration tank 7, a PAC tank 9, a belt conveyor 14, a hopper 12, a waste transport Mud treatment equipment for treating the mud after the primary treatment including the car 23 is left unmoved.

Similarly, the dilution water tank 8, the power receiving equipment 17, the segment storage area 19, the overhead traveling crane 20, and the material transporting truck 21 are left as they are.

Further, a transportation pump 70 is newly provided on the ground facility of the starting shaft 100. The transportation pump 70 transports the muddy water and dilution water after the mud production to the adjusting tank 4 on the ground of the intermediate shaft 300 via the transportation pipe 51 for mud feeding.

It is possible to move all of the above ground equipment in the face direction according to the excavation distance.
Since it is a large-scale facility, it takes time to install and move, and the area occupied on the ground at the destination is increased.
For this reason, if a system in which all the facilities are moved in the face direction is adopted, enormous costs will be incurred due to securing land for installation of ground facilities, moving the facilities, increasing the time for stopping excavation, and the like.

As in the present embodiment, by using the small-diameter intermediate shaft 300 used for inspection and ventilation as it is, and performing dispersion processing between the ground equipment of the starting shaft 100 and the ground equipment of the intermediate shaft 300, Excavation and muddy water treatment can be performed efficiently at low cost.

Generally, when the distance from the shield machine 134 to the intermediate shaft 300 exceeds a predetermined distance, a new intermediate shaft is provided. In this case, it is preferable to move the primary treatment facility 40 and the like that were in the original middle shaft 300 to the ground facility of a new middle shaft.

As a result, even if the excavation distance increases,
In accordance with this, by setting the processing equipment by moving it in the face direction, or by providing a new processing equipment, muddy water treatment can always be efficiently performed.

In this embodiment, the intermediate shaft 300
It is sufficient that at least the sludge pipe 50, the sludge transport pipe 51, the sludge pipe 52, and the sludge transport pipe 53 can be piped. Therefore, even when an intermediate shaft provided for inspection and ventilation is not planned in advance, it is possible to use a check boring hole or to construct a new boring hole and use it as the intermediate shaft 300. .

[0130] The predetermined distance is 2 to 4 km.
It is preferred that If it is less than 2 km, it takes too much time to move the processing equipment. On the other hand, if the distance is 4 km or more, the number of relay pumps increases, so that it takes time to install a new relay pump and control the pump, and it becomes impossible to perform efficient muddy water treatment and the like.

(Explanation of Real-Time Face Stability Management System) In general, adjusted muddy water produced by ground equipment of the starting shaft 100 is supplied to the chamber of the shield machine 134 to stabilize the face. In the case of distance excavation, in particular, it is necessary to stabilize the face in more real time.

For this reason, as shown in FIG. 2, a cutting face stability management system 49 may be provided in the mud feed pipe 50 near the cutting face.

FIG. 7 is a schematic diagram of a face stability management system 49 according to an example of the present embodiment.

The shield excavator 134 includes a cutter head 122 provided with a bit for excavation, a partition wall 141,
A space formed between the cutter head 122 and the partition wall 141 and including a chamber 142 to which muddy water is supplied. The cutter head 122 is rotated to excavate the face 46.

The face stability management system 49 is provided with a static mixer 54 and a viscometer 60 in a mud feed pipe 50 for supplying muddy water to the chamber 142. Also,
The face stability management system 49 includes a thickener tank 56, a dispersant tank 58, and a control device 62.

The measurement result of the muddy water viscosity measured by the viscometer 60 is transmitted to the control device 62. The control device 62 supplies the thickener (agent for increasing the viscosity) or the dispersant (agent for decreasing the viscosity) from the thickener tank 56 or the dispersant tank 58 to the static mixer 54 according to the viscosity of the muddy water. throw into.

In the static mixer 54, the thickener and the dispersant are evenly mixed with the muddy water, and the mixed muddy water is sent to the chamber 142 via the viscometer 60. Then, by applying mud pressure according to the magnitude of the soil water pressure acting on the face 46 in the chamber 142, the face 46 is stabilized.

The viscosity of the mud after passing through the static mixer 54 is measured by the viscometer 60, and the addition of the chemical is feedback-controlled using the controller 62, so that the viscosity, specific gravity and mud film formation of the mud are appropriately adjusted. In addition, the face 46 can be stabilized in real time.

Particularly, when excavating a long distance, the starting shaft 1
When the muddy water produced on the ground of 00 was directly sent to the face 46, the time required for transportation performed through the mud pipe 50 becomes longer, so that the muddy water was removed in response to sudden changes in the properties of the face 46. It is difficult to adjust to proper properties.

As described above, the muddy water 50 in the vicinity of the face 46 adjusts the properties of the muddy water almost in real time according to the properties of the face 46 and stabilizes the face 46 in real time, thereby performing long-distance excavation. Even in this case, a desired stabilizing action or the like can be exhibited by the face 46, and the excavation can be performed appropriately.

As described above, according to the present embodiment, the required number of pumps can be reduced, and labor and cost can be reduced.

(Explanation of Solid Recovery) When excavating a long distance, it is necessary to consider recovering the excavated soil while maintaining the strength originally possessed by the ground.

That is, the primary treated soil such as earth and sand separated in the primary treatment can be handled as ordinary soil.
Secondary treatment soil such as sludge separated in the secondary treatment must be handled as industrial waste. When treated as industrial waste, there is a need for management at managed landfills,
The impact on the environment is great, and the disposal costs are high.

Therefore, it is preferable to recover excavated ground as primary treated soil as much as possible. Applicants cut and excavate the earth and sand between the preceding excavation trenches excavated with the preceding bit in a solid state using the following bit, in order to recover the excavated ground as primary treatment soil as much as possible,
We provide a solid recovery type shield machine that transports solid excavated soil to the primary treatment facility.

However, when performing long-distance excavation, solids are dissolved in muddy water due to long-distance fluid transport, and cannot be recovered as solid excavated soil at the stage of performing primary treatment.
It may become muddy, be judged as sludge, and be treated as industrial waste.

Therefore, the applicant of the present invention has proposed that the solid content in the sludge is suppressed from dissolving in the muddy water even when the excavation is performed over a long distance, and that the solid can be recovered by the primary treatment as much as possible. In the present embodiment, a primary treatment facility 40 is provided in the ground shaft 300 of the intermediate shaft 300) so that excavated earth and sand can be collected in a solid state before melting proceeds.

A method for collecting excavated earth and sand in a solid state will be described below.

FIG. 8 is a front view of the cutter head 122 according to an example of the present embodiment.

The cutter head 1 of the shield machine 134
22, a leading bit 180 for forming a streak-shaped leading excavation groove at a predetermined interval on the face 200, and a trailing bit for excavating and excavating the ground remaining in the part between the preceding excavation groove in a solid state. 190 are arranged. In this embodiment, the trailing bit 190 is provided on the spoke 123 which is a part of the cutter head 122.

Here, the solid state means a state in which the skeletal structure of the soil particles is maintained during excavation in the same manner as the ground state, and the cut-out excavation means the ground left unexcavated between the preceding excavation grooves. This means that the projections are cut in a solid state to a size equal to or less than a certain size.

Leading bit 180 and trailing bit 190
Cuts and excavates the ground at almost constant size,
It is arranged on the cutter head 122 in consideration of a phase difference generated with the rotation of the cutter head 122.

For example, the two-dot chain line shown in FIG. 8 is the trajectory of each preceding bit 180, and the preceding bits 180 are arranged on the cutter head 122 so that the trajectories of each preceding bit 180 are substantially equally spaced. A trailing bit 190 is positioned on the cutter head 122 to dig in between the trajectories, ie, the ground that was not drilled with the leading bit 180.

According to the present embodiment, the distance between the preceding excavation grooves is set to be substantially the same as the pure distance L between the blades inside the sludge pump 35, for example.
When the portion is excavated by rotation of 22, the size of the excavated earth and sand in a solid state can be made substantially equal to the size of L.

As a result, the size of the excavated material 110 can be set to the maximum size that does not clog the transportation equipment such as the drainage pump 35, so that debris crushing equipment such as a crusher is not required, and a solid material of an appropriate size is eliminated. Fluid can be transported as minutes.

As a function to function as the succeeding bit 190, a main bit or the like in a normal shield machine can be used.

The characteristics of the ground and the shield excavator 134
Leading bit 180 and trailing bit 1 depending on the size of
By adjusting the arrangement of the 90s, it is possible to perform the most suitable excavation for each mountain. Here, the bit arrangement means not only a simple planar position on the cutter head 122 but also the leading bit 180 and the trailing bit 19.
Adjustment of the cutting height and cutting angle of 0 is also included.

Further, according to the present embodiment, the ground can be excavated in a streak shape by the preceding bit 180, and a portion not excavated by the preceding bit 180 can be cut out and excavated by the following bit 190. As a result, the leading bit 18
0 and the following bit 190 have different roles, so that excavation can be performed efficiently.

Also, the cutting width and cutting depth of the preceding excavation groove formed by each preceding bit 180 are set not to exceed the pure interval L, so that the transportation equipment such as the drainage pump 35 does not become blocked. The cutting of the face 200 is performed by the size.

That is, a streak-shaped preceding excavation groove is formed on the face 200 at a predetermined interval by the preceding bit 180. As a result, irregularities are formed on the face 200, and the free excavation surface increases, so that the excavation efficiency of the trailing bit 190 can be increased.

Then, the protruding portion of the ground left between the preceding excavation trenches is dug up by the trailing bit 190, and the transportation facilities such as the drainage pump 35 and the like are maintained while maintaining the skeleton structure of the earth and sand in the same state as the ground state. It is cut out and excavated as large as possible without blocking.

In this case, since the formation of the preceding excavation groove and the cutting and excavation in the solid state are performed by the rotation of the cutter head 122, the leading bit 180 is taken into consideration in consideration of the excavation speed of the shield machine 2 and the rotation speed of the cutter head 122. It is important to arrange the following bit 190 on the cutter head 122. Because each bit 18
This is because the phase angle associated with the rotation of the cutter head 122 differs depending on the arrangement positions of 0 and 190, and the difference in the arrangement position appears as the difference in the cutting depth to the excavation ground.

Therefore, the simplest leading bit 180
And the following bit 190, the following bit N that cuts out and excavates the ground between the preceding excavation grooves formed by the pair of preceding bits M has a phase angle as much as possible with respect to the pair of preceding bits M. Are preferably arranged so as not to be delayed.

As described above, by reducing the time difference between the formation of the preceding excavation groove by the preceding bit 180 and the excavation by the following bit 190, the excavation while maintaining the same skeletal structure as the ground is possible. Becomes

Therefore, it is preferable that the leading bit 180 and the trailing bit 190 corresponding to the leading bit 180 be arranged on the cutter head 122 so that the phase angle shift is within 90 degrees.

Further, according to the present invention, at least a part of the leading bit 180 and the trailing bit 190 is rotated by the cutter head 122 so that the cutting excavation in a solid state can be efficiently performed even in a shield tunnel having a large diameter. Are arranged so as to draw the same trajectory.

The direction in which the cutter head 122 rotates is rotated not only counterclockwise but also clockwise (the direction opposite to the arrow shown in FIG. 8). That is, the cutter head 122 is driven to rotate in both forward and reverse directions, and a leading bit for normal rotation, a succeeding bit, a preceding bit for reverse rotation, and a following bit are arranged in the cutter head 122 in accordance with the rotation.

By adopting such a bit arrangement,
Since each leading bit 180 rotates at a different phase angle with the rotation of the cutter head 122, the leading cutting groove is formed at a different cutting depth. That is, the second preceding bit formed by cutting the first preceding excavation groove formed by the first preceding bit deeper (even if the bit length is the same) by the amount of the second preceding bit excavated by the shield machine. Form a digging trench.

Therefore, when the excavation ground is a hard consolidated soil layer and the desired depth of the preceding excavation groove cannot be obtained by one advance excavation, a plurality of times are required during one rotation of the cutter head 122. In this case, the preceding excavation is performed separately, and a desired cutting depth of the preceding excavation groove can be reliably obtained.

Further, while the cutter head 122 makes one rotation, the formation of the preceding excavation groove and the excavation and excavation are alternately performed, so that the solid recovery amount in the primary treatment equipment is improved, and the secondary treatment soil is improved. The amount is reduced. Therefore, the disposal of the generated soil can be performed more efficiently than usual, so that the excavation efficiency can be significantly improved and the construction period of the tunnel construction can be further reduced.

Further, in the present embodiment, as shown in FIG. 8, the bit itself is formed larger with respect to the trailing bit 190 of the peripheral portion of the cutter head 122, and the cutting width is made larger than the interval between the preceding excavation grooves. It may be configured as follows. With this configuration, it is possible to simultaneously cut and excavate a plurality of ground protrusions left unexcavated between the preceding excavation grooves.

In particular, in the case of a large-diameter circular shield tunnel, the cutting distance associated with the rotation of the cutter head 122 becomes:
Since the peripheral portion is significantly longer and has a higher speed than the central portion, durability of the bit becomes a problem.

Therefore, as described above, by arranging a plurality of leading bits 180 and trailing bits 190 at the same radial position from the center of rotation at the peripheral portion of the cutter head 122, a plurality of leading bits 180 and trailing bits 190 are provided. 190 cuts the ground so as to draw the same trajectory as the cutter head 122 rotates. Thereby, wear of the bit can be prevented. Also, the following bit 19
0 may be increased so as to obtain an installation strength that can withstand the cutting resistance of the ground.

Next, in order to clarify the concept of cutting excavation, the excavation state of the ground by the preceding bit 180 and the following bit 190 will be described.

FIG. 9 shows that the leading bit 180 and the following bit 1
90 is a plan view schematically showing a state of excavation of the ground by 90, and FIGS. (A) to (C) are views showing the state of excavation of the ground by a preceding bit and a following bit.

As described above, a plurality of leading bits 180
A plurality of leading bits 18 are formed so that the ground between the leading drilling grooves formed by
Zero and trailing bit 190 are located on cutter head 122.

First, in the initial state, as shown in FIG. 9A, the excavation surface 41 of the ground 400 at the portion where the face 46 is to be excavated.
0 is a flat state.

The shield excavator 134 excavates in the direction of the arrow. When the shield excavator 134 excavates, FIG.
The state shown in FIG. 9B is changed from the state shown in FIG. In this state, the leading bit 180 precedes the following bit 190 by digging the ground 400 of the portion to be excavated in a streak form,
The pre-drilling trenches 430-1 and 4
30-2 is formed.

The depths of the preceding excavation grooves 430-1 and 430-2, that is, the cutting depth L2, are substantially L, and the distance L1 between the preceding excavation grooves 430-1 and 430-2 is also substantially L. . Here, L is the maximum size that does not block the above-mentioned drainage pump 35. L3 indicates the width of the preceding excavation grooves 430-1, 430-2 themselves.

In addition, the preceding excavation grooves 430-1, 430-2
, That is, the cutting width L3 is also equal to or less than L.
As a result, the excavated object 110 generated by the preceding excavation also has a size of L or less, and the excavated object 110 can also be carried out of the mine without closing the transportation facility.

In the state shown in FIG. 9B, the preceding excavation grooves 430-1 and 430-2 of the ground 400 to be excavated.
In this state, a belt-shaped convex portion having a protruding length and a protruding width of L or less is left as a ground.

In this state, a part of the remaining band-shaped convex portion is cut out and excavated, so that the excavated object 110 is
00, the state shown in FIG. 9C is obtained, and a new excavation surface 420 is formed.

By repeating the excavation procedure shown in FIGS. 9A to 9C, cutout excavation is continuously performed.

As described above, in the case of cutting excavation, the dissolution of the cut solid excavated material 110 in the muddy water can be reduced, and the solid state excavated material 110 can be efficiently collected. .

That is, the longer the excavation distance, the higher the dissolution rate of the excavated material 110 in the muddy water.
Cannot be separated, a problem such as an increase in the amount of secondary processing may occur.

As described above, by performing the primary treatment in the course of the excavation route, the excavated material can be collected before being sufficiently dissolved in the muddy water, and efficient muddy water treatment can be performed.

By adopting the above configuration, it is expected that the ratio between the primary treated soil collected in the primary treatment and the secondary treated soil collected in the secondary treatment will be as shown in the following figure.

FIG. 10 is a graph showing the ratio between the primary treated soil and the secondary treated soil.

As shown in this graph, when excavating a long distance (assuming excavation of 5 km here), in the conventional method, less than 10% of the total recovered soil can be usually recovered as surplus soil.

In the case of the area-saving shaft method in which the above-mentioned solid recovery is performed but the primary treatment is not performed in the intermediate shaft, the amount of the remaining soil that can be recovered as ordinary residual soil increases to more than 30% of the total recovered soil.

Further, in the case of the intermediate shaft system in which solid recovery is performed and primary treatment is performed in the intermediate shaft, it is expected that the amount of soil that can be recovered as ordinary residual soil will increase to more than 40% of the total recovered soil.

As described above, by performing the solid treatment and the primary treatment in the intermediate shaft, even when excavating for a long distance, the ratio of the primary treated soil to the secondary treated soil is increased, the influence on the environment is reduced, and the power is saved. And cost reduction.

The arrangement of the ground facilities of the intermediate shaft 300 is not limited to the above-described example, and various modifications are possible.

(Modified Example of Ground Equipment for Middle Shaft) FIG. 11
FIG. 3 is a schematic diagram of ground facilities of an intermediate shaft 300 according to another example of the present embodiment.

In this embodiment, the ground equipment of the intermediate shaft 300 is supplied with muddy water through a mud pipe 52 to separate coarse particles of 75 μm or more. The first adjusting tank 4a is supplied with muddy water through the pipe 55 by 71, and the second adjusting tank 4b is supplied with muddy water which is a part of the muddy water from the first adjusting tank 4a.

More specifically, the primary treatment facility 40 is configured to include a vibrating sieve to which waste water is supplied and a plurality of cyclones. In the primary treatment facility 40, the muddy water separated by the vibrating sieve is classified by a cyclone,
The classified under mud is supplied to the vibrating sieve again, and the classified over mud is supplied to the first adjusting tank 4a.

The first regulating tank 4a supplies the supplied mud water to the primary treatment equipment 40 by using a pump (not shown) to circulate the coarse particles and to separate the supplied mud water (not shown). Muddy water is also supplied to the second adjustment tank 4b using a pump.

More specifically, the first adjustment tank 4a
Also, when supplying muddy water to the second adjusting tank 4b, classification is performed in the cyclone of the primary treatment facility 40, and the over muddy water is supplied to the second adjusting tank 4b.

When excess muddy water is generated, the first adjusting tank 4a sends the excess muddy water to the excess muddy water tank 5 through the sludge discharge pipe 53 using the transport pump 72.
The muddy water is sent from the surplus muddy water tank 5 to the secondary treatment equipment 42, and the above-described muddy water treatment is performed.

In the second adjusting tank 4b, muddy water containing silt clay is supplied from the first adjusting tank 4a, and the diluting water sent from the diluting water tank 8 via the mud transport pipe 51 is supplied. Is done.

By the dilution, the specific gravity of the mud in the second adjusting tank 4b becomes lower than the specific gravity of the mud in the first adjusting tank 4a. By sending the low specific gravity muddy water to the face 46, the load on the mud pump 15 and the like is reduced, and labor can be saved.

Further, since the specific gravity of the muddy water for mud feeding is generally lower than the specific gravity of the muddy water for mud discharge, when only one adjusting tank is used, it is necessary to supply a large amount of dilution water to the adjusting tank. .

As described above, since the muddy water supplied to the second adjusting tank 4b has a low specific gravity by using the two adjusting tanks 4a and 4b, the amount of dilution water supplied from the dilution water tank 8 can be eliminated. Since it can be reduced, labor can be saved.

Next, the two adjusting tanks 4a, 4b
The case of excavating the ground of sandy soil using is described.

(Example of Excavating Ground with Sandy Soil) FIG. 13 is a schematic diagram of a muddy shield method when excavating sandy soil according to an example of the present embodiment.

[0205] In the case of sandy soil, fine particles such as clay are not contained in the muddy water, so that the earth and sand can be separated by the primary treatment facility 40. Thereby, the secondary processing equipment 42 of the starting shaft 100 becomes unnecessary.

When excavating the ground of sandy soil, a mud making facility 30 is provided above the starting shaft 100. Mud making equipment 3
0 specifically includes a CMC dissolving tank and a mud making tank.

In the embodiment shown in FIG.
Mud making is performed using the clay and CMC to generate adjusted muddy water, and the adjusted muddy water is sent to the adjusting tank 4b in the ground equipment of the intermediate shaft 300 using a pump provided in the mud making equipment 30.

The mud drained from the drain pipe 52 is treated in the primary treatment facility 40, and the over mud of the cyclone is removed from the regulating tank 4.
a.

[0209] The muddy water in the adjustment tank 4a is further classified by a cyclone provided in the primary treatment facility 40, and the over muddy water is introduced into the adjustment tank 4b.

In the adjusting tank 4b, the muddy water from the adjusting tank 4a and the adjusted muddy water from the mud making equipment 30 are mixed, and the adjusted muddy water adjusted to a desired property is sent to the face through the mud pipe 50. Be muddy. Thereby, the stability of the face during excavation of the face is achieved.

[0211] Instead of mixing the excess muddy water and the adjusted muddy water from the mud making equipment 30 in the adjusting tank 4b, they may be mixed in the excavation route.

FIG. 14 is a schematic diagram of a muddy shield method when excavating sandy soil according to another example of the present embodiment.

In the embodiment shown in FIG.
And the mud feed pipe 50 are connected at a predetermined connection point, and a pipe 57 from the adjustment tank 4b is connected to the connection point.

Then, the mud making equipment 30 is connected to the mud transport pipe 51.
A property measuring device for measuring the viscosity and flow rate of the adjusted mud from the tank is provided, and the pipe 57 is provided with a property measuring device for measuring the viscosity and flow rate of the excess mud from the adjusting tank 4b.

Further, a valve 59 is provided on the transport pipe 51 for mud feeding, and a predetermined control device is used based on the measurement result of the property measuring device so that muddy water of an appropriate property is obtained at the connection point.
The opening and closing of the valve 59 is controlled.

Further, the mud pipe 5 upstream of the connection point
A static mixer 54 is provided at 0, and the adjusted muddy water and excess muddy water are mixed well by passing through the static mixer 54.

As described above, according to the method of mixing the adjusted muddy water and the excess muddy water in the mud feeding passage (mud feeding pipe 50), the adjusted muddy water and the excess muddy water are mixed in the adjusting tank 4b described with reference to FIG. Since it is sufficient to send the adjusted muddy water when it becomes necessary as compared with the method of performing the method, labor saving in mud feeding can be achieved. In particular,
For example, when the specific gravity of the excess muddy water becomes too low, the adjusted muddy water may be sent from the mud making equipment 30.

Further, the excess muddy water and the adjusted muddy water from the mud making equipment 30 may be supplied directly to the chamber in the shield machine 134.

FIG. 15 is a schematic diagram of a muddy shield method for excavating sandy soil according to another example of the present embodiment.

In the embodiment shown in FIG.
The mud making equipment 30 is connected to the chamber (actually, the partition wall of the chamber) in the shield machine 134, and the adjusting tank 4 b is connected to the chamber by the mud feed pipe 50.

Thus, the adjusted muddy water and the excess muddy water are supplied directly to the chamber, and the adjusted muddy water and the excess muddy water are mixed in the chamber.

As described above, according to the method of directly supplying the adjusted muddy water and the excess muddy water to the chamber, it is more necessary than the method of mixing the adjusted muddy water and the excess muddy water in the adjusting tank 4b described with reference to FIG. It is only necessary to send the adjusted muddy water at the time when it is no longer necessary. More specifically, for example, when muddy mud occurs, the adjusted muddy water may be sent from the mud making equipment 30. In addition, by sending the adjusted muddy water directly to the chamber, fresh adjusted muddy water can always be supplied to the face, so that stable management of the face can always be performed.

(Modification) The example in which the primary processing facility 40 and the like are provided on the ground of the intermediate shaft 300 has been described above. However, the primary processing facility 40 and the like can be provided inside the intermediate shaft 300. Further, the primary processing equipment 40 and the like may be provided at the widened portion inside the tunnel 36.

FIG. 12 is a plan view of a widened portion according to an example of the present embodiment. FIG. 12A is a plan view of a widened portion 320 on a straight path, and FIG. It is a top view of the widening part 322.

For example, when the purpose of constructing the tunnel 36 is to open a subway and a station is provided, as shown in FIG. 12A, the portion of the tunnel 36 where the station is provided spreads out in a plan view. The widening part 320 will be provided.

In such a case, the above-described processing can be performed by providing the adjusting tank 4 and the primary processing equipment 40 in the widening section 320.

Similarly, when the branch path 37 is provided in the tunnel 36, as shown in FIG.
Is provided with a widened portion 322 that extends horizontally when viewed in plan.

In such a case as well, the above-described processing can be performed by providing the adjusting tank 4 and the primary processing equipment 40 in the widening section 322.

According to this, by providing the adjusting tank 4 or the like as a sending-out facility and the primary processing facility 40 or the like as a discharging facility in the widening sections 320 and 322, the segment transported in the normal route is provided. Primary processing and the like can be performed without hindering transportation and the like.

[0230] The method of providing processing equipment inside the tunnel 36 can also be applied to a case where land for installing the processing equipment on the ground of the intermediate shaft 300 cannot be secured.

In the above-described embodiment, the example in which the present invention is applied to the muddy water shield method is described. However, the present invention can be applied to an earth pressure type shield method other than the muddy water shield method.

In addition, in addition to the muddy water, a facility for sending out segments, pipes, rails, and other items that need to be replenished along with excavation may be provided in the intermediate shaft 300 or the like. In this case, for example, it is sent out by a rail or the like.

[Brief description of the drawings]

FIG. 1 is a schematic view of a conventional muddy water shield method.

FIG. 2 is a schematic view of a muddy water shield method according to an example of the present embodiment.

FIG. 3 is a schematic diagram of ground facilities of an intermediate shaft according to an example of the present embodiment.

FIG. 4 is a plan view of ground facilities of a starting shaft before moving.

FIG. 5 is a plan view of the ground facilities of the starting shaft after moving.

FIG. 6 is a plan view of ground facilities of an intermediate shaft after movement.

FIG. 7 is a schematic diagram of a face stability management system according to an example of the present embodiment.

FIG. 8 is a front view of a cutter head according to an example of the embodiment.

FIG. 9 is a schematic plan view showing a ground excavation state by a preceding bit and a following bit, and FIGS. 9A to 9C are diagrams showing ground excavation states by a preceding bit and a following bit. is there.

FIG. 10 is a graph showing a ratio between primary treated soil and secondary treated soil.

FIG. 11 is a schematic diagram of ground facilities of an intermediate shaft according to another example of the present embodiment.

FIG. 12 is a plan view of a widened portion according to an example of the present embodiment, where (A) is a plan view of the widened portion on a straight path,
(B) is a top view of the widening part in a branch road.

FIG. 13 is a schematic diagram of a muddy shield method when excavating sandy soil according to an example of the present embodiment.

FIG. 14 is a schematic view of a muddy shield method when excavating sandy soil according to another example of the present embodiment.

FIG. 15 is a schematic diagram of a muddy water shield method when excavating sandy soil according to another example of the present embodiment.

[Explanation of symbols]

 DESCRIPTION OF SYMBOLS 1 Primary pre-processing machine 2 Primary processing machine 3 Filter press 4 Adjustment tank 5 Excess mud water tank 6 Mixing reaction tank 7 Filtration tank 8 Dilution water tank 9 PAC tank 11, 12 Earth and sand hopper 13, 14 Belt conveyor 15 Pump for mud feeding 16 Back filling Injection equipment 17 Power receiving equipment 18 Central control room 19 Segment storage area 20 Overhead traveling crane 21 Material transport truck 22 Dump truck 23 Waste transport vehicle 30 Mud making equipment 35 Mud pump 36 Tunnel 37 Branch road 40 Primary treatment equipment 42 Secondary processing equipment 42 Processing Equipment 49 Face Stability Management System 50 Mud Feeding Pipe 52 Mud Draining Pipe 54 Static Mixer 56 Thickener Tank 58 Dispersant Tank 60 Viscometer 62 Controller 70, 72 Transport Pump 80 Sediment Pit 82 Backhoe 100 Starting Shaft 122 Cutter Head 123 spoke 13 Shield machine 141 partition wall 142 chamber 180 row bit 200 arrival pit after the preceding bit 190 300 intermediate shafts 320, 322 widening section

 ──────────────────────────────────────────────────続 き Continuing on the front page (72) Inventor Takumi Takahashi 4-19-1, Shibaura, Minato-ku, Tokyo TEPCO Inside the underground power transmission and construction substation (72) Inventor Daisuke Hirose 4-19, Shibaura, Minato-ku, Tokyo No. 1 Tokyo Electric Power Company Underground Transmission Substation Co., Ltd. (72) Inventor Hideki Miyauchi 4-19-1, Shibaura, Minato-ku, Tokyo Tokyo Electric Power Company Underground Transmission Substation Co., Ltd. (72) Inventor Masayoshi Yasumoto 1-7-1 Kyobashi, Chuo-ku, Tokyo Toda Construction Corporation (72) Inventor Kounosuke Nakamura 1-7-1 Kyobashi, Chuo-ku, Tokyo Toda Construction Corporation (72) Inventor Yoshio Iwai Tokyo 1-7-1 Kyobashi, Chuo-ku Todaken Construction Co., Ltd. (72) Inventor Ei Yoshida 1-7-1 Kyobashi, Chuo-ku, Tokyo Toda Construction Co., Ltd. F-term (reference) 2D054 A C05 DA35

Claims (19)

[Claims] 1. A shield excavation system for excavating for a long distance equal to or longer than a predetermined distance, wherein a predetermined material on a route from a starting point to a digging point or a predetermined point on a branch route of the route is transmitted. A shield excavation system, comprising a facility, and sending the delivery from the delivery facility to the excavation point via a predetermined delivery path. 2. A shield excavation system for performing excavation for a long distance equal to or more than a predetermined distance, comprising: a discharge point for processing a predetermined discharge at a predetermined point on a path from a starting point to a digging point or a predetermined point on a branch path of the path; A shield excavation system, wherein equipment is provided, and the discharge sent from the excavation point via a predetermined discharge path is processed by the discharge equipment. 3. A shield excavation system for excavating a long distance equal to or more than a predetermined distance, for sending a predetermined substance to a predetermined point on a route from a starting point to a digging point or a predetermined point on a branch route of the route. Providing equipment and a discharge facility for processing a predetermined discharge, sending the discharge from the transmission facility to the excavation point via a predetermined discharge path, and from the excavation point via a predetermined discharge path A shield excavation system, wherein the discharged waste is processed by the discharge facility. 4. The method according to claim 1, wherein the predetermined point is a predetermined point of an intermediate shaft provided between a starting shaft and a reaching shaft, or a predetermined point of ground equipment of the intermediate shaft. Characterized shield excavation system. 5. The muddy water according to any one of claims 1, 3 and 4, wherein the sent-out material is muddy water, the discharge path is a muddy pipe, and the sending-out facility is a property of the muddy water. A shield excavation system comprising adjustment equipment. 6. The wastewater according to claim 5, wherein the effluent is wastewater, the property adjusting facility is a primary treatment facility, and the first wastewater supplied through the primary treatment facility is the first treatment facility.
And a second adjustment tank to which dilution water is supplied and which has means for sending muddy water to the face, wherein the first adjustment tank converts the supplied muddy water into the muddy water. Along with supplying to the second regulating tank as muddy water that becomes a part of the water, it is supplied to the primary treatment equipment for cyclic separation, and the excess muddy water is supplied to the secondary treatment equipment near the starting point. A shield digging system comprising means for sending. 7. The discharge device according to claim 2, wherein the discharge is wastewater, the discharge passage is a discharge pipe provided with a discharge pump, A shield excavation system including a primary treatment facility. 8. The method according to claim 6, wherein a plurality of leading bits for forming leading digging grooves at predetermined intervals on the face and the remaining ground convex portion between the leading digging grooves are formed. A trailing bit for cutting, and a shield excavator that cuts and excavates the ground in the excavation path in a solid state by rotation of a cutter head having the preceding bit and the trailing bit, A shield excavation system characterized by pumping pumped muddy water containing excavated earth and sand cut and excavated in the solid state through a mud pipe. 9. The shield excavation system according to claim 1, wherein the predetermined point is a widened portion of an excavation path. 10. A shield excavation method for excavating a long distance over a predetermined distance, comprising: an excavation step of excavating a face using a shield excavator; And a primary treatment step of performing a primary treatment of the wastewater at a predetermined point on a digging route from a start point on the starting point side to an end on the face side or a predetermined point on a branch route of the path. Shield excavation method. 11. A shield excavation method for excavating a long distance equal to or more than a predetermined distance, comprising: an excavation step of excavating a face using a shield excavator; and a pumping method for pumping wastewater containing excavated earth and sand excavated by the face. And a primary treatment step of performing a primary treatment of the muddy water at a predetermined point on the intermediate shaft or a predetermined point on the intermediate shaft provided between the starting shaft and the arrival shaft. Method. 12. The method according to claim 10, wherein, when a distance from the shield machine to the predetermined point exceeds a predetermined distance, a point moved in the face direction from the predetermined point to a new predetermined point. Wherein the processing equipment including the primary processing equipment is relocated to a new predetermined point. 13. The processing facility according to claim 12, wherein when the excavation distance has reached a predetermined distance, a sludge pipe downstream of the sludge pipe provided with the pump used in the pumping step is started from the processing equipment. A method of excavating a shield, wherein the method is used as a transport pipe for discharging excess muddy water to be sent to a secondary treatment facility provided near a point. 14. The method according to claim 10, further comprising, prior to the excavation step, a mud sending step of sending muddy water to the face, and the mud sending step sends the muddy water to the face in a digging route. Measuring the properties of the mud for stabilizing the face, and adding a chemical to the mud to adjust the property of the mud sent to the face in the excavation path based on the measurement result. And the shield excavation method. 15. The method according to claim 10, further comprising a step of sending muddy water to the face prior to the excavation step, wherein the muddy step is performed near the starting point. A step of storing the adjusted muddy water in the vicinity of the predetermined point; a step of mixing the excess muddy water separated in the primary treatment with the stored adjusted muddy water; and directing the adjusted muddy water mixed with the excess muddy water to the face. Sending, and a shield excavation method, comprising: 16. The method according to claim 10, further comprising a step of sending muddy water to the face prior to the excavation step, wherein the muddying step includes excess muddy water separated in the primary treatment. Sending the muddy water generated near the starting point to the face through a predetermined muddy passage, and sending the adjusted muddy water to the face through a muddy passage different from the predetermined muddy passage. A shield excavation method, comprising: 17. The mud sending step according to claim 16, further comprising a mud sending step of sending muddy water to the face prior to the excavating step, wherein the muddy sending step includes a step of sending excess muddy water separated in the primary treatment to a predetermined state. A step of sending to the face through a mud path, a step of measuring the properties of the excess mud, and the adjusted mud created near the starting point based on the property measurement result of the excess mud, the predetermined mud path Supplying the muddy water mixed with the adjusted muddy water and the excess muddy water to the face. 18. The mud pipe according to any one of claims 15 to 17, wherein, when the excavation distance has reached a predetermined distance, a mud pipe downstream of the mud pipe that sends the mud used in the mud feeding step is started. A method for excavating a shield, wherein the method is used as a transport pipe for sending muddy water from a starting-side mud feeding facility provided near a point to a mud sending facility provided at the predetermined point. 19. The digging step according to claim 10, wherein the digging step includes forming a digging groove on the face at a predetermined interval, and a ground left undigged between the digging groove. A subsequent excavation step of cutting out and cutting the projection in a solid state, and a shield excavation method, comprising: