JPS6037399A - Fluid pressure type shield tunnel drilling apparatus - Google Patents

Abstract

(57) [Summary] This bulletin contains application data before electronic filing, so abstract data is not recorded.

Description

DETAILED DESCRIPTION OF THE INVENTION (Technical Field) The present invention relates to a tunnel excavation device using a liquid pressurized seal, and more particularly, to a device for excavating a tunnel while blocking the flow of groundwater in a face and preventing collapse and upheaval of the ground at the face. Regarding.

(Prior technology) The conventionally used mud water pressurized shield tunnel excavation method excavates while applying mud water pressure to the face, introduces the excavated earth and sand from the cutter slit into a mud chamber, and then transports the mud from this mud chamber. It was carried outside the mine via a pipe, and the speed of the excavator was controlled according to the amount of waste discharged outside the mine.

The discharge amount is generally calculated by measuring the density of the ground, the specific gravity of the mud flowing through the mud water transport pipe, the flow rate of the mud being transported and discharged, etc., and calculating these measured values using a computer or the like. In this way, methods have been used in which the speed of the excavator is automatically controlled or manually adjusted depending on the amount of earth removed by calculation. However, the density of the ground is calculated by conducting soil surveys in advance and then inputting assumed values into the calculation formula, resulting in errors. Moreover, since errors in flow rate and specific gravity are added to this error, an extremely large error may occur in the overall numerical value of the amount of soil removed. These errors directly affected the excavation speed, resulting in an imbalance between the amount of excavation and the speed, and as a result, complete stability of the face could not be guaranteed, causing ground subsidence or heave.

In addition, according to the conventional construction method, the mud pressure acting on the face is such that it opposes both the face and groundwater pressure.
Because that value was selected, it is possible to prevent the collapse of the face, but it is also possible to prevent the flow of groundwater pressure, and if the mud water pressure can prevent the flow of groundwater, the collapse of the face cannot be prevented. In particular, in many cases where mud water pressure is set based on prevention of face collapse, groundwater flow occurs.

The flow of groundwater causes problems such as infiltration of groundwater into the shield body, resulting in ground failure, ground subsidence, and other problems such as groundwater flowing into or gushing out of underground structures such as wells.

(Object of the Invention) Therefore, the object of the present invention is to prevent the flow of ground water by applying a liquid to the ground water, and to prevent subsidence and uplift of the ground by pressing a cutter head against the face. The object of the present invention is to provide a device that allows the ground to maintain its natural state and excavates a tunnel under complete stability of the face.

(Structure of the Invention) The liquid pressurized shield tunnel excavation device of the present invention includes a device that supplies liquid at a pressure approximately equal to the groundwater pressure at the face to the front of the partition wall provided in the shield body, and a face tonosho that is set in advance. The shield body propulsion device, cutter head drive device, cutter head pressurization device, or cutter slit opening adjustment device depends on whether the face is higher or lower than the cutter face or the relative sliding amount between the cutter end and the shield body. The tunnel is excavated while blocking the flow of groundwater in the face and preventing collapse and upheaval of the ground at the face.

(Example) Liquid pressurized shield tunnel excavation device lO shown in Fig. 1
includes a shield body 12 and a partition wall 14 disposed at the front of the shield body and across the shield body. The partition wall 14 divides the inside of the shield body 12 into a water pressure chamber 16 and an atmospheric pressure chamber 18 . The partition wall 14 is provided with an opening for the entry and exit of pressurized fluid, into which a supply pipe 20 for supplying pressurized fluid, such as water or muddy water, into the hydraulic chamber 16 and a hydraulic chamber 16 are provided. A discharge pipe 22 for discharging liquid from inside 16 along with excavated earth and sand is connected.

A cutter head 24 is disposed within the water pressure chamber 16, and a drive shaft 26 fixed to the cutter head extends into a gear box 28 attached to the rear surface of the bulkhead 14 via a bearing provided on the bulkhead 14. are doing. This capo
Within the box 28, a main gear 30 keyed to the drive shaft 26 meshes with a gear 34 mounted on a shaft 32aL extending into the box from a hydraulic drive motor 32 secured to the outer wall of the gearbox. Therefore, the drive shaft 26 is driven and rotated by the hydraulic drive motor 32.

The drive shaft 26 extends further through the bearing portion of the caponx 28 and terminates in a housing 36 attached to the rear surface of the caponx 28. The housing 36 includes a load cell that is preset with a soil pressure value that is constant or within a certain range of t±a certain range between active soil pressure and passive soil pressure calculated based on a survey of the ground where a tunnel is to be dug. A load detector or face pressure sensing device 38 is supported on rods 40&. This load detector 38 is arranged against the terminal end face of the drive shaft 26). /\
On the rear surface of the housing 36' is a single-sided rotary double-acting piston.
A syringing device 42 is attached, the piston rod 44 of which extends through passages formed within each of rod 40, load detector 38 and drive shaft 26 to the forward end of the shaft.

Referring to FIG. 2, the cutter head 24 includes a face 46 secured to the end of the drive shaft 26 with a cutter slit 48 spaced radially therethrough. Additionally, cutter head 24 includes a cutter disk 50 located behind face 46 and slidably disposed on drive shaft 26 . This vine disc 50 has a plurality of cutter bits 52 on the face 46.
It is attached at a position aligned with the cutter slit 48 of. Thereby, the cutter bit 52 can move in and out of the cutter slit 48 in the front-back direction by sliding the cutter disk 50 on the drive shaft 26.

A plurality of rods 54 are attached to the cutter disk 50, as shown in FIG. ing. One end of each rod 54 is screwed and fixed to the cutter disk 50, and the other ends are connected to each other by a connecting member 58. An end of a piston rod 44 is fixed to the connecting member 58 and extends through a passage 60 formed longitudinally in the center of the drive shaft 26 to the forward end of the drive shaft.

As a result, the cutter disk 50 slides on the drive shaft 26 by the force transmitted by the piston rod 44, the connecting member 58, and the rod 54 using the single-port, double-acting piston-cylinder device 42 as a power source.

The shield body 12 has a flange 6 projecting radially inward.
2 is formed, and a shield body propelling jack 66 is disposed between the flange and a tunnel sump segment 64 assembled rearward along the inner surface of the shield body 12, and the jack is disposed against the end face of the segment 64. The shield body 12 is propelled by taking force.

Hydraulic drive motor 3 for rotating drive shaft 26
2. Slide the cutter disc 5o and cutter bit 52
The piston cylinder device 42 and the shield main body propulsion jack 66, which adjust the amount of protrusion from the slit 48, that is, the opening degree of the cutter slit, each have a variable hydraulic supply amount pump 68.
, 70°72. These variable pumps are operated by a hydraulic power unit 74. The variable pumps 68, 70, 72 are each equipped with a control arm 76, 78, 80 for controlling the amount of hydraulic pressure supplied. The ends of the arms 76, 78, and 80 are each equipped with a single-sided rod type double-acting piston fist cylinder device 82, 8.
The control arm is pivoted to a 4.88 piston rod, and the movement of the piston rod causes the control arm to swing, thereby controlling the hydraulic pressure supply amount of the variable pump.

These piston cylinder devices 82, 84, 86 are communicated with a pump 94 via servo valves 88, 90, 92 of the feedback type. This servo valve 88,9
0.92 is well known, and therefore, detailed explanation of its configuration will be omitted. The differential voltage transformer of each servo valve 88, 90, 92 is connected to an electric control device 96 by an electric line to control the servo valve r using electric signals. This electrical control device 96 also receives electrical signals from the load detector 38 and is therefore connected to the load detector 38 by an electrical line.

When the device 10 excavates a tunnel, muddy water or fresh water is supplied from the supply pipe 20 into the hydraulic chamber 16 and discharged through the discharge pipe 22, but the pressure of the muddy water from the pressurized fluid pipe 20 causes groundwater to flow. The pressure of the mud in the hydraulic chamber 16 is selected to be approximately equal to the groundwater pressure at the face 100 so as to prevent this from occurring.

The motor head 24 is rotated by a driving force from a hydraulic drive motor 32 being transmitted to a gear 34, a reduction gear 30 that meshes with the gear, and a drive shaft 26. Next, the shield body 12 is propelled by the shield body propulsion jack 66, whereby the cutter head is pressed against the face ground with a pressure greater than its active earth pressure and less than its passive earth pressure, allowing excavation to be carried out without impairing the stability of the face ground. can do.

In this way, the device 10 counteracts groundwater at the face with a liquid pressurized to a pressure approximately equal to that pressure, and also counteracts the ground water at the face with a pressure that does not impair the stability of the ground. The cutter head counteracts this by preventing underground water flow and ground collapse and upheaval while excavating.

During excavation of the face ground, the pressing force of the cutter head against the face ground is applied to the cutter head as a reaction force from the face ground, and the ground that the cutter head receives as this reaction force slides in the horizontal direction via the drive shaft 26. The load detector 38 detects the load as a load. That is, this load detector 38
The load detector determines whether the cutter head is pressing the face ground with a pressure that is greater than its active force and smaller than its passive upper pressure, that is, the face pressure, which is the reaction force of the face ground against the cutter head. 38, which is larger than the active earth pressure and smaller than the passive upper pressure (generally, the passive earth pressure is two to several tens of times the active earth pressure), is detected as to whether it is larger or smaller than the set earth pressure.

For example, when the pressing force applied to the cutter becomes smaller than the set earth pressure, the electric control device 96 that receives a signal from the load detector 38 senses this condition and the servo valves 88, 90.9
Give a signal to either one of 2. If servo valve 88
When the signal is given to the piston fist cylinder device 82
is activated to swing the control arm 76 and control the driving force of the hydraulic drive motor 32 so as to slow down the rotation of the cutter head 24. As a result, the amount of excavated earth is reduced, and since the shield main body propulsion speed is constant, the pressing force of the cutter head is increased, making it possible to counter the face ground with higher earth pressure.

Furthermore, when the servo valve 90 is controlled, fljl
The m 7-m 78 is swung to control the propulsive force of the shield main body MF advance jack 66, thereby increasing its Mt propulsion speed and increasing the pressing force of the cutter head against the face ground. Further, when the servo valve 92 is controlled, the operation of the piston cylinder device 42 is controlled, and the piston rod 44 is moved to the right in FIG.
As shown, the cutter disk 50 is moved to the right in FIG. As a result, the cutter bit 52 that has been picked up by the cutter disk 50 is pulled in through the slit 48 of the face 46 as shown in FIG. Or it will be closed.

On the other hand, if the pressing force of the cutter head 24 against the ground becomes larger than the passive upper pressure, that is, if the upper pressure of the face becomes larger than the passive ground relative to the pressing force of the cutter head, the load detector 38, the electric control device 96 senses the state, and controls one of the serpogos t to change the rotation of the cutter head, the propulsion force of the shield body, or the opening degree of the cutter slit to be the same as in the above case. is adjusted to the opposite state.

In this way, depending on whether the face pressure, that is, the cutter pressing force is higher or lower than the preset face pressure, the rotational speed of the cutter head, the propulsion speed of the shield body, the opening degree of the cutter slit, or as will be explained later. By controlling one of the relative movements between the cutter head and the shield body, the amount of excavated soil can be changed, and this allows the cutter head to always maintain a pressure higher than its active earth pressure and a passive upper pressure against the face ground. Can be pressed with less pressure, resulting in
A tunnel can be excavated while preventing collapse and uplift of the ground face.

A liquid pressurized shield tunnel excavation device 110 according to a second embodiment of the present invention shown in FIG.
2, and a partition wall 14 installed across the shield main body at the front of the shield main body, and the inside of the shield main body 12 is divided into a water pressure chamber 16 and an atmospheric pressure chamber 18 by the partition wall. . This device 110 is also similar to the device 10 shown in FIG.
0 and discharge pipe 22, a cutter head 24 disposed within the hydraulic chamber 16, a drive shaft 26 fixed to the core head and extending into a gear box 28 mounted on the rear face of the bulkhead, driven within the gear box 28. A main gear 30 is fixed to the shaft 26, and a gear 3 is fixed to a shaft extending into the gear box from a hydraulic drive motor 32 fixed to the outer wall of the gear box, and one gear fits in the main gear 3o.
4.

The drive shaft 26 of the device 110 is supported in the bulkhead 14 for rotational and linear movement, as shown in Figure MS4. The drive shaft 26 passes through a cylinder 112 fixed to the rear of the gear box 28, and the drive shaft 26 inside the cylinder is provided with a flange 114 that functions as a piston. A rear cylinder chamber 116 within the cylinder defined by this flange or piston portion 114 is communicated with a hydraulic servo device 120 by a hydraulic conduit l18. Therefore, the cutter head 24 is pressed against the face ground lOO when hydraulic pressure is supplied to the cylinder chamber 116 of the cylinder 112.

Drive shaft 2 extending further rearward from cylinder 112
6 is fitted with a piston and cylinder arrangement 42 similar to that in the device 10 shown in FIG. cutter head 2
It extends in the direction of 4. The relationship between this canter head 24 and the piston rod 44 is the same as the structure shown in FIG.

Behind the piston/cylinder device 42, the shield body 1
Another piston-cylinder arrangement FEl'22 fixed to 2
is located. The end of the piston rod 124 extending from the piston/cylinder device is fixed to the cylinder portion of the piston/cylinder device 42 for adjusting the cutter slit opening. This is because the cutter head 24 in the device 110 is configured to be able to move in the axial direction regardless of the propulsion of the shield body 12, which is the relative amount of movement between the cutter head 24 and the shield body 12. It acts to detect the slide amount a. Therefore, the piston-cylinder device 122 is a sliding amount detector.

The cylinder chamber of this slide amount detector 122 is also connected to the hydraulic conduit 1.
26 communicates with the hydraulic servo device 120.

The hydraulic drive motor 32, piston-cylinder arrangement 42 and shield body propulsion jack 66 of the device 110 are connected to the conduit 13 via operating valves 128, 130° 132, respectively.
4,136,138 each variable pump 140.142
．． 144. These variable pumps are connected to a hydraulic servo device 120, and the amount of change is controlled by a hydraulic signal from the hydraulic servo device.

In this way, the device 110 can generate a tonosho counterforce in the cutter head 24 independently of the propulsion of the shield body 6 To this end, the cylinder chamber 116 of the piston cylinder device 112 is always In other words, a load is applied such that the cutter head 24 presses the face ground 100 with a pressure greater than its active earth pressure and less than its passive earth pressure, and this load is applied to the propulsion speed of the shield body 12 and the excavation of the cutter head 24. It is only necessary to control the speed so that it is synchronized with the speed.

This control is performed in a manner similar to that described with respect to apparatus 10 shown in FIG. That is, depending on the relative sliding amount between the cutter head and the shield body, any one of the rotational speed of the cutter head, the opening degree of the cutter slit, the propulsion speed of the shield body, or the relative sliding amount itself is controlled. This ensures that the cutter head 24 is always in a predetermined positional relationship with respect to the shield body, that is, in a position relative to the shield body when the cutter head is pressing the face ground with the pressing force as described above. However, if the face ground 100 is gravel, it is necessary to specify the opening degree of the cutter slit, and the excavation speed tends to be irregular when the device 110 is started or stopped. Must be specified. In such a case, the amount of excavated soil is changed by controlling only the rotational speed of the canter head.

In this way, the device 110 does not directly control the earth pressure counterforce of the cutter head as in the device shown in FIG. Because of this control, the cutter head can be pressed against the face ground with very stable pressure.

This sliding amount can also be controlled by directly determining the difference between the propulsion speed of the shield body and the excavation speed of the cutter head. Such a device is shown as a third embodiment in FIG.

Liquid pressurized shield tunnel excavation device 15 shown in FIG.
0 is a piston cylinder device 1 for pressurizing the cutter head
A bracket 152 is attached to the terminal end of the drive shaft 26 extending from the drive shaft 12 to allow rotation of the shaft.
has. A hydraulic drive motor 32 for providing driving force to the drive shaft 26 has a speed change lever 154 for controlling the speed of the motor, and has a variable speed lever 154 for controlling the speed of the motor.
152 by a rod 156 parallel to the drive shaft 26.

As a result, if the amount of excavated soil increases and the cutter head 24 moves forward faster than the propulsion speed of the shield body 12 and relatively slides by a distance, the drive shaft 26 moves to the left as seen in FIG. The gear shift lever 154 is the rod 1
56 to slow down the rotation of the hydraulic drive motor 32. However, since the shield body 12 is always propelled at a constant speed, the slide Mta gradually recovers to its original state, and at the same time, the rotation of the hydraulic drive motor 32 is also accelerated.

A shield tunnel excavation device 160 according to a fourth embodiment shown in FIG. 6 automatically controls the opening degree of the cutter slit based on the relative sliding amount between the shield body 12 and the force/interhead head 24. . That is, at the terminal end of the drive shaft 26 extending from the piston cylinder device 112 for pressurizing the cutter head, there is a bracket 1 extending downward.
62 is mounted to allow rotation of the drive shaft. Further, a link member 164 is attached to the shield main body 12, one end of which is pivotally attached, the other end of the link member is pivotally attached to the bracket 162, and the drive shaft 2
It is pivotally attached to the end of a rod 166 parallel to 6. Furthermore, the end of the rod 44 for adjusting the opening degree of the cutter slit extending through the internal passage of the drive shaft 26 is
It is pivotally connected to a link member 164.

According to this configuration, the piston/cylinder arrangement f
A pressure is set in advance on the ill 72, and during excavation, when the amount of excavated soil at the face ground 1 (10) increases and the cutter head advances faster than the shield body and slides relative to the shield body 12, the drive The shaft 26 moves to the left in FIG.
However, in terms of the movement of the drive shaft, it is pulled out backward from the shaft. As a result, as explained in FIGS. 2 and 3, the counter bit 52 is drawn in through the slit 48 of the face 46, and the slit opening becomes smaller. As a result, the amount of soil excavated in the face ground 100 by the cutter head is reduced, the excavation speed is slowed down, and the position relative to the shield body is restored to a predetermined state.

(Effects of the Invention) As described above, according to the liquid pressurized shield tunnel device of the present invention, the cutter head is pressed against the face ground with a pressure greater than that of the active soil but less than that of the passive soil, thereby preventing collapse of the face ground. In addition to preventing upheavals, the flow of groundwater is prevented by supplying mud or fresh water with a pressure approximately equal to the groundwater pressure at the face ground into the hydraulic pressure chamber, thereby maintaining the ground and groundwater in their natural state. Tunnels can be excavated with complete stability of the ground.

[Brief explanation of the drawing]

FIG. 1 is a sectional view schematically showing a first embodiment of the liquid pressurized shield tunnel excavation device of the present invention, FIG. 2 is a partial sectional view of the cutter head, and FIG. 3 is 2-2 in FIG. 2. FIG. 4 is a cross-sectional view taken along the line J! FIG. 5 is a schematic cross-sectional view of a third embodiment of the present invention, and FIG. 6 is a schematic cross-sectional view of a fourth embodiment of the present invention. 10.110,150,460--Liquid pressurized shield tunnel excavation device, 12...Shield body, 14...Partition wall, 16...
Water pressure chamber, 24ψ-fist cutter head, 26-fist-drive shaft, 32...hydraulic drive motor, 38-fist cutter pressure detector, 40-11-piston rod, 48-1 cutter slit, 50-φfist cutter Disk, 6611-・Shield main body propulsion jack, 96・ψ・Electric control device, ioo...Face ground. Agent Patent Attorney Nobuyuki Matsunaga

Claims (8)

[Claims] (1) A liquid pressurized shield tunnel excavation device that excavates while blocking the flow of groundwater in the face and preventing collapse and upheaval of the ground at the face, which is rotatably supported on a partition wall provided within the shield body. A cutter head, a device for supplying liquid at a pressure approximately equal to the groundwater pressure at the face to the front of the bulkhead, a cutter head drive device, and a variable speed propulsion device that presses the force head against the face ground and propels the shield body. A liquid pressurized shield tunnel excavation device, comprising: a device; and a device that controls the operation of the propulsion device depending on whether the face earth pressure is higher or lower than a preset face earth pressure. (2) A liquid pressurized shield tunnel excavation device that excavates while stopping the flow of groundwater in the groundwater and preventing collapse and upheaval of the face, and is rotatably supported on a partition wall provided within the shield body. a device for supplying liquid at a pressure approximately equal to the groundwater pressure at the face to the front of the bulkhead; a variable speed cutter head drive device; and a variable speed cutter head drive device for pressing the cutter head against the ground at the face and propelling the shield body. 1. A liquid pressurized shield i-tunnel excavation device, comprising: a propulsion device for driving the cutter head, and a device for controlling the operation of the cutter head drive device depending on whether the face earth pressure is higher or lower than a preset face earth pressure. (3) A liquid pressurized shield tunnel excavation device that excavates while blocking the flow of groundwater at the face and preventing the collapse and upheaval of the ground at the face, which is rotatably and slidably supported on a bulkhead provided within the shield body. a cutter head, a device for supplying liquid at a pressure approximately equal to groundwater pressure at the face to the front of the bulkhead, a shield main body propulsion device, a cutter head drive device, and a pressurizer for pressurizing the cutter head against the ground at the face. A liquid pressurized shield tunnel excavation device comprising: a pressure device; and a device that controls the operation of the pressurization device depending on whether a face height is higher or lower than a preset face height. (4) A liquid pressurized shield tunnel excavation device that excavates while blocking the flow of groundwater in the face and preventing collapse and upheaval of the ground at the face, which is rotatably supported by a partition wall provided in the shield main body, a cutter head having a plurality of cutter slits whose opening degree can be changed; a device for supplying liquid at a pressure approximately equal to the ground water pressure at the face to the front of the bulkhead; and a device for pressing the cutter head against the face ground and the shield. A device for propelling the main body, a cutter head drive device, a cutter slit opening adjustment device, and operation of the cutter slit opening adjustment device depending on whether the face earth pressure is higher or lower than a preset face earth pressure. A liquid pressurized shield tunnel excavation device comprising a device for controlling the (5) A liquid pressurized shield tunnel excavation device that excavates while blocking the flow of groundwater in the face and preventing the collapse and upheaval of the ground at the face, which is rotatably and slidably supported on a bulkhead provided within the shield body. a cutter head, a device for supplying liquid at a pressure approximately equal to groundwater pressure at the face to the front of the bulkhead, a variable speed shield body propulsion device, a cutter head drive device, and a cutter head and the shield body. and a device for controlling the operation of the shield main body propulsion device according to the relative sliding amount. Liquid pressurized shield tunnel excavation device. (6) A liquid pressurized shield tunnel excavation device that excavates while blocking the flow of groundwater at the face and preventing the collapse and upheaval of the ground at the face, which is rotatably and slidably supported on a bulkhead provided within the shield body. a device for supplying fluid at a pressure approximately equal to groundwater pressure at the face to the front of the bulkhead, a variable speed cutter head driving device, a shield body propulsion device, and a device for supplying a fluid to the front of the bulkhead, a variable speed cutter head driving device, a shield main body propulsion device, and a A device for controlling the operation of the cutter head drive device according to a relative sliding amount. (7) A liquid pressurized shield tunnel excavation device that excavates while blocking the flow of groundwater at the face and preventing the collapse and uplift of the ground at the face, which is rotatably and slidably supported on a bulkhead provided within the shield body. a cutter head, a device for supplying liquid at a pressure approximately equal to the groundwater pressure at the face to the front of the bulkhead, a shield main body propulsion device, a cutter head drive device, and a pressurizer for pressurizing the force lid head against the ground of the face. A liquid pressurized shield tunnel excavation device, comprising: a pressure device; and a device that controls the operation of the pressure device according to a relative sliding amount between the cutter head and the shield main body. (8) A liquid pressurized shield tunnel excavation device that excavates while blocking the flow of groundwater in the face and preventing collapse and upheaval of the ground at the face, which has rotating and sliding UF capabilities on the partition wall provided in the shield body. a cutter head that is supported and has a plurality of cutter slits whose opening degree can be changed; a device that supplies liquid at a pressure approximately equal to the groundwater pressure at the face to the front of the bulkhead; a shield main body propulsion device;
A liquid pressurized type comprising a cutter head drive device, a cutter slit opening adjustment device, and a device that controls the operation of the cutter slit opening adjustment device according to a relative sliding amount between the cutter head and the shield body. Shield tunnel excavation device.