JP3402519B2 - Shield excavation model test method and apparatus - Google Patents

Description

Detailed Description of the Invention

[0001]

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a shield excavation model test method and apparatus, and more particularly to a shield excavation model for measuring and confirming the lining load of a shield tunnel in a laboratory using a model. The present invention relates to a model test method and its apparatus.

[0002]

2. Description of the Related Art In excavating a shield tunnel, a segment is assembled in the tail of a skin plate of a shield machine and a primary lining is carried to support a natural ground, and thereafter, as a finishing process is performed on the inside of the segment, if necessary. Secondary lining is under construction. In Japan, the design of the lining of this shield tunnel is based on the conventional calculation method. However, with this conventional calculation method, it is not always possible to understand exactly how much the actual lining load has a match.

Therefore, various efforts have been made in the past to obtain an accurate lining load, the main ones of which are as follows. 1 Similar data collection method A large number of lining load measurements are piled up at the actual shield tunnel excavation site, and the data is accumulated and arranged to obtain the average value, and theoretical analysis is performed. 2 Centrifugal model experiment method A reduced shield excavator model of 1 / n is made and embedded in the reduced model ground in advance, and this is put in a centrifugal acceleration field at a centrifugal acceleration field of n times the gravitational acceleration. (Given n times the centrifugal force) The lining load is measured and the value is theoretically analyzed. In addition, there is also proposed a case in which an outer cylinder that causes a tail void in a centrifugal acceleration field that is n times the gravitational acceleration is pulled out from a reduced tunnel model.

[0004]

However, the above-mentioned similar data collection method is considered to be highly reliable because it can measure a large amount of lining load in tunnel construction by the actual shield construction method, but it acts on the lining. Earth pressure depends on the interaction between the ground and the lining, and is also greatly affected by geological conditions, shield machine model, construction process, tail void amount, construction technology, and these conditions make the measurement too complicated. However, it has a problem that useful data of high utility value is not collected in practice.

Further, in the centrifugal model experiment method, since the tunnel model is stored in the model ground in advance, even in the centrifugal acceleration field of this model ground, it is appropriate due to the influence of the buried shield machine model. There is a restriction that the ground consolidation state (ground self-weight stress state) cannot be reproduced and that the actual ground excavation and the release of the ground stress due to the excavation cannot be reproduced. In such a model ground, the lining load on the actual product is accurate. There is a problem that it is difficult to seek.

As an improved method, the model ground is first consolidated in a centrifugal acceleration field by a centrifugal force loading device, then the operation of the centrifugal force loading device is temporarily stopped, and a hole for inserting a shield machine model is formed. A method of drilling and inserting a shield machine model into this drilling can be assumed,
This method also requires the operation of the centrifugal force loading device to be interrupted once due to the above-mentioned drilling, and the shield machine model cannot be inserted under the condition that centrifugal force is applied, so the measured values are still reliable. There is a problem that it is not possible to obtain the nature.

In view of the above, the present invention utilizes a centrifugal force loading device to use a model geometrically reduced by a factor of 1 / n,
It is an object of the present invention to provide a shield excavation model test method and apparatus capable of realizing a mechanical similarity with an actual product and confirming an accurate lining load by placing it in an n-fold centrifugal acceleration field.

Another object of the present invention is that even if a 1 / n-fold reduction model is installed in an n-fold centrifugal acceleration field, various conditions that occur during actual excavation of a shield tunnel do not match. Since reliable measurement is impossible,
You can faithfully reproduce the actual or even the actual construction process,
It is an object of the present invention to provide a shield excavation model test device capable of measuring not only the lining load but also the influence on the surrounding ground or the ground surface.

[0009]

In order to solve the above-mentioned problems, the structure of the present invention, which is based on the above-mentioned claims and has the above-mentioned object, is mounted on the model ground (A) in the centrifugal loading device (10). The test soil tank (101) containing the
1) is placed in a centrifugal acceleration field that is n times the gravitational acceleration, and an opening (101) is provided on the side surface of the test soil tank (101).
From a), a lining load detection sensor (221, 221, 221, ...) Is attached to the outer peripheral surface with a diameter of 1 / n, and 1 / n of the thickness of the tail void generated in actual construction is attached to the outer periphery.
A tunnel lining model (220) in which an outer cylinder (210) having a thickness of n is fitted so as to be removable,
20) Cutter disc (234) attached to the tip
And the screw (232) for sludge removal stored in the tunnel lining model (220) while rotating and inserting the earth pressure gauge (400) embedded in the model ground (A) into the model ground A. The displacement of the ground surface of the model ground (A) is measured by the range finder (300) attached to the upper part of the test soil tank (10) to measure the fluctuation of the earth pressure, and the tunnel lining model (220) is used as the model ground (A). )
When a predetermined amount of water has entered the inside, the insertion is stopped and the outer cylinder (21
0) to extract the lining load detection sensor (221,
221, 221 ...) are used to detect the lining load.

Further, in the invention of "Claim 2", the frame body (103) is continuously provided on one side surface side of the test soil tank (101) accommodating the model ground (A) to be mounted on the centrifugal force loading device (10). Then
A screw rod (112) that is normally and reversely rotated by a drive source (111) is attached to the frame body (103), and the test earth tank (101) is screwed to the screw rod (112) and rotated by the screw rod (112).
A moving body (120) that moves in a direction toward and away from one side surface, and an opening (101a) is provided on one side surface side of the test soil tank (101). 1
01) The side face is connected to the base end of an outer cylinder (210) that goes in and out of the opening (101a), and this outer cylinder (210) has a thickness of 1 / n of the thickness of the tail void generated in actual construction. None, the outer cylinder (210) has a lining load detection sensor (221, 221, 221 ...
・ A tubular tunnel lining model (220) attached with is attached by inserting it from the opening of the tip thereof, and further, in the tunnel lining model (220), a screw (232) is placed in the tube (231). Screw drive shaft (23
3) is housed, and at the tip of the screw drive shaft (233) is attached a cutter disk (234), which is a cutter / mud discharge pipe (230), the tunnel lining model (220).
Insert from the opening side of the tip of the screw drive shaft (23
3) The rear end side penetrates the cutter / mud discharge pipe (230) and the moving body (120) and protrudes rearward, and the rearward extending portion forms a spline shaft portion (233a). Spline shaft part (233a) of drive shaft (233)
A sliding pulley (239) into which the spline shaft portion (233a) is inserted is provided in the drive source (120), and a drive source for rotating the screw drive shaft (233) through the sliding pulley (239) on the moving body (120). Attach (235),
A distance measuring device (300) for scanning and measuring the distance to the ground surface of the model ground (A) in the direction orthogonal to the central axis of the tunnel lining model (220) is provided above the test soil tank (101). It is a technical measure.

Further, in the invention of "Claim 3", the frame body (103) is continuously provided on one side surface side of the test soil tank (101) containing the model ground (A) to be mounted on the centrifugal force loading device (10). Then
A screw rod (112) that is normally and reversely rotated by a drive source (111) is attached to the frame body (103), and the test earth tank (101) is screwed to the screw rod (112) and rotated by the screw rod (112).
A moving body (120) that moves in a direction toward and away from one side surface, and an opening (101a) is provided on one side surface side of the test soil tank (101). 1
01) The side face is connected to the base end of an outer cylinder (210) that goes in and out of the opening (101a), and this outer cylinder (210) has a thickness of 1 / n of the thickness of the tail void generated in actual construction. None, the outer cylinder (210) has a lining load detection sensor (221, 221, 221 ...
() Is inserted into the tunnel lining model (220) through the tip opening, and the tunnel lining model (2)
20) is a cutter disk storage cylinder part (22
0a), the sensor mounting cylinder (220b), the base cylinder (2)
20c) is cut into three parts, and the screw drive shaft (233) has a screw (232) in the cylinder (231) in the tunnel lining model (220).
And a cutter / mud discharge pipe (230) having a cutter disk (234) attached to the tip of the screw drive shaft (233) is inserted from the tip opening side of the tunnel lining model (220), Cutter and sludge pipe (230)
And the cutter disk storage cylinder part (220a) and the base end cylinder part (220c) are connected and fixed to each other, and the cutter disk storage cylinder part (220a) and the base end cylinder part (220c).
The sensor mounting cylinder part (220b) located between and has no inner diameter into which the cutter / mud discharge pipe (230) is loosely inserted, and the sensor mounting cylinder part (220b) is prevented from rotating. Locking protrusions (2
55a) and a longitudinally elongated hole direction (255b) with which the locking projection (255a) engages, a rotation restraining device (255) is provided, and the rear end side of the screw drive shaft (233) is provided with the cutter and sludge. The screw driving shaft (23) is formed by penetrating the pipe (230) and the moving body (120) and projecting it rearward to form a rear extending portion thereof as a spline shaft portion (233a).
A sliding pulley (239) into which the spline shaft portion (233a) is inserted into the spline shaft portion (233a) of 3).
And the sliding pulley (2
It is a technical means in which a drive source (235) for rotating the screw drive shaft (233) is attached via the (39).

[0012]

Next, the operation of the present invention will be described. First, it goes without saying that the centrifugal force loading device 10 used in the present invention exhibits the action of loading the test soil tank 101 loaded with the centrifugal force by its operation.

Then, a test soil tank 101 accommodating the model ground A is mounted on the centrifugal force loading device 10 and the centrifugal force loading device 10 is operated to adjust the rotational speed of the centrifugal force loading device 10. A centrifugal acceleration field of n times the gravitational acceleration is obtained, and the model ground A in the test soil tank 101 placed in this centrifugal acceleration field is brought into a desired (n times) ground self-weight stress state.

When the model ground A is brought into a desired ground self-stress state by centrifugal loading, the lining load detection sensor 221 having a diameter of 1 / n from the opening 101a provided on the side surface of the test soil tank 101 on the outer peripheral surface. , 221, 221, and the like, and a tunnel lining model 220 in which an outer cylinder 210 having a thickness of 1 / n of the thickness of the tail void generated in actual construction is detachably fitted on the outer periphery of the tunnel lining model 220. Engineering model 2
Cutter disk 234 attached to the tip of 20 and screw 2 for sludge removal stored in tunnel lining model 220
When 32 and 32 are inserted while rotating, the model ground A exhibits a function of being sequentially excavated under a predetermined ground self-weight stress state. The rotation speed of the cutter disk 234 and the insertion speed of the tunnel lining model 220 are variously adjusted to determine the relationship between the excavation speed, the amount of sludge, the excavation speed and the amount of sludge, and the actual tunnel construction process. It exhibits an action that can be similar.

When the tunnel lining model 220 has reached a predetermined position in the model ground A, the insertion is stopped and the outer cylinder 210 is pulled out from the opening 101a provided on the side surface of the test soil tank 101. Due to the thickness of the outer cylinder 210, a void portion is generated around the tunnel lining model 220, and this void portion corresponds to a tail void formed on the outer peripheral portion of the lining of the actual tunnel construction. ,
As in the actual case, the effect of the amount of tail voids on the lining load is also taken into account for the measurement.

By pulling out the outer cylinder 210, the lining load detection sensors 221, 221, 221, ... Are exposed in the model ground A having tail voids. Therefore, the lining load detection sensors 221, 221, 221.・ ・ Has the effect of measuring the lining load. Although 1 / n of the tunnel lining model 220 and the model ground A are used, the model ground A exhibits the action of reproducing the same self-weight stress state as the actual one in the n-fold gravitational acceleration field. The same lining load can be measured (see "Table 1" below).

As described above, since the model ground A is sequentially excavated under a predetermined ground self-stress condition, it is possible to simulate the release of the ground self-stress and the accompanying influence on the ground surface. The distance device 300 exhibits an action that can be measured.

Next, the operation of the device of the present invention will be described. The invention of "claim 2" is in the state shown in "Fig. 2", that is, the model soil A having a predetermined depth is stored in the test soil tank 101, and the opening 101a provided on the side surface of the test soil tank 101 is closed. As described above, the test soil tank 101 is mounted on the centrifugal force loading device 10 with only the tip of the outer cylinder 210 being inserted into the opening 101a, and the centrifugal force loading device 10 is operated.

Then, when the operation of the centrifugal force loading device 10 is stabilized and a predetermined centrifugal acceleration field is obtained, the drive source 111 is normally rotated and the drive source 235 is operated. Then drive source 2
The cutter disc 234 attached to the tip of the tunnel lining model 220 and the screw 232 for sludge removal stored in the tunnel lining model 220 are rotated by 35, and the drive source 111 causes the moving body 120 and the outer cylinder 210 to move. The tunnel lining model 220 and the cutter / sludging pipe 230 move forward with propulsion, and the model ground A is excavated by the cutter disk 234 and discharged by the screw 232, which is excavated in the same manner as the actual excavation of the shield tunnel. Exhibits the effect of being

When the excavation of the model ground A for a predetermined distance is completed, the operation of the drive source 235 is stopped and the drive source 111 is reversed. Then, the moving body 120 moves backward, and the connected outer cylinder 210 also moves backward. However, at this time, although the moving body 120 moves backward, the tunnel lining model 220 and the cutter / mud discharge pipe 230 are inserted from the tip opening side of the outer cylinder 210 (from the left side of “FIG. 3”), and the screw drive shaft 233 Since the sliding pulley 239 into which the spline shaft portion 231a is inserted is provided in the spline shaft portion 233a, the sliding pulley 239 does not pull the screw drive shaft 233 rearward. The combined mud pipe 230 remains in the model ground A (the tip of the tunnel lining model 220 is not covered by the outer cylinder 210, and earth pressure is applied to prevent backward movement. Note that this earth pressure alone prevents the tunnel lining model. If the backward movement of 220 cannot be prevented, the stopper 109 described later is used.).

Therefore, since the lining load detection sensor 221 is exposed in the model ground A in the above state, the lining load detection sensor 221 has the same function as the lining load measuring sensor 221 as described above.

When the outer cylinder 210 moves backward, it has an effect of forming a void corresponding to the tail void. In an actual shield tunnel excavation, the outer cylinder 210 corresponds to the skin plate of the shield machine, and the skin plate advances to form a tail void on the outer periphery of the lining made of the segment ring. The process of forming the tail voids is the same only when the directions are reversed, and the effect of reproducing the lining load when the tail voids actually occur is exhibited.

Further, the model ground A is provided on the upper part of the test soil tank 101.
Since the distance measuring device 300 that scans and measures the distance to the ground surface in the direction orthogonal to the central axis of the tunnel lining model 220 is provided, it is possible to measure the effect on the ground surface due to the tunnel excavation in addition to the above-described operation. Moreover, it has the function of confirming whether or not the proper excavation has been performed.

That is, in order to measure the influence on the ground surface due to tunnel excavation, if the operation of the centrifugal load device 10 is stabilized and a predetermined centrifugal acceleration field is obtained, the distance measurement is performed before the excavation is started. The apparatus 300 scans and measures the distance to the ground surface in a direction orthogonal to the central axis of the tunnel lining model 220 at a certain fixed distance interval (which can be freely set), and sets this as a reference value. Then, the distance measuring device 300 is thereafter stopped above the central axis of the tunnel lining model 220, and the distance to the ground surface of the model ground A at that position is measured at certain fixed time intervals (free setting is possible). Then, the uplift or subsidence phenomenon of the ground surface due to the tunnel excavation can be grasped, and it is possible to confirm whether or not the tunnel excavation was properly performed with the face being stable.

Further, after the tunnel excavation is completed, the outer cylinder 210
Even after moving backward to form the tail void, the distance measuring device 3
When 00 is used for scanning measurement of the distance to the ground surface of the model ground A, the effect that the effect of the tail void on the ground surface can be reproduced is exhibited.

Further, in the invention of "Claim 3", the tunnel lining model 220 is provided with the cutter disk housing cylindrical portion 22 from the front end side.
0a, the sensor mounting cylinder 220b, and the base end cylinder 220c are cut into three parts, and this sensor mounting cylinder 220b
Is movable up and down within a predetermined range, the base end tube portion 220c to the tube 231 serving as a fixed portion function as a reaction force receiving lining load, or the self-weight component of the tunnel lining model 220 acts on the lining load. It prevents addition and acts to detect the lining load more accurately.

[0027]

EXAMPLES Next, examples of the present invention will be described. First, the shield excavation model test method of the present invention is applied to a centrifugal force loading device 10
The test soil tank 101 accommodating the model ground A is mounted on the.

The centrifugal force loading device 10 may be any of various conventionally known types, but in the illustrated embodiment, a centrifugal force loading device called a beam (horizontal arm) type is used, and the center is used. A vertical rotary shaft 11 that rotates with a drive source (a hydraulic motor is used in the present embodiment), which is omitted in the figure, is provided, and the horizontal arm 1 is attached to the vertical rotary shaft 11.
2, a test soil tank 101 in which a model ground A is stored on one end side of the horizontal arm 12 (in the illustrated embodiment, a shield machine model device 100 including this test soil tank 101)
A counterweight mounting base 1 on which a model base 13 for mounting a counterweight 16a is pivotally mounted via a shaft 14 and a counterweight 16a for maintaining a weight balance with the model base 13 side is mounted on the other end side.
6 is also attached via a shaft 15.

Therefore, the centrifugal force loading device 10 is
The test soil tank 101 (the shield machine model device 100) in which the model ground A is stored is placed on the model table 13 and the horizontal arm 12 is mounted.
The shield excavator model device 100 (the model ground A stored in the test soil tank 101) can be placed in a desired centrifugal acceleration field by rotating the. The turning radius of the arm 12 is 3300 mm,
As the maximum rotation speed of the vertical rotation shaft 11 of 225 rpm, one capable of obtaining a centrifugal acceleration field of maximum centrifugal acceleration of 150 G is used.

The model base 13 and the counterweight mounting base 16 are pivotally supported by the shafts 14 and 15 because the model base 13 and the counterweight mounting base 16 are "when the vertical rotation shaft 11 is stopped. This is because it is suspended by its own weight as shown by the solid line in FIG. 1 ", which makes it convenient to attach and detach the shield machine model device 100 and the counterweight 16a. When 12 is rotated, the model base 13 and the counterweight mounting base 16 obtain a centrifugal force and are positioned on the same horizontal line as the horizontal arm 12 as shown by the broken line in the figure.

Further, in FIG. 1, reference numeral 17 denotes a slip ring, and the drive power source of the shield machine model device 100 and various electric detection values detected by the shield machine model device 100 are detected by the slip ring 17. Input / output is performed through the computer, and various detected electrical detection values are processed by the computer 18 or the like. Needless to say, the computer 18 is also used for inputting a control signal of the centrifugal load device 10, and 19 is a monitoring / control provided separately from the computer 18 or connected to the computer 18. It shows a board.

In the shield excavation model test method of the present invention, the centrifugal loading device 10 is operated to operate the test soil tank 1.
01 in a centrifugal acceleration field n times the gravitational acceleration, through the opening 101a provided on the side surface of the test soil tank 101,
Lining load detection sensors 221 and 2 on the outer surface with a diameter of 1 / n
The tunnel lining model 22 in which the outer cylinders 210 having a thickness of 1 / n of the thickness of the tail void generated in actual construction are detachably attached
0 is inserted while rotating the cutter disk 234 attached to the tip of the tunnel lining model 220 and the screw 232 for sludge removal stored in the tunnel lining model 220.

In the above, in order to operate the centrifugal load device 10 and place the test soil tank 101 in the centrifugal acceleration field of n times the gravitational acceleration, the centrifugal load device 10 is operated for a while. Then, the model ground A in the test soil tank 101
Is consolidated by centrifugal force so that the model ground A obtains n times its own weight stress.

The opening 101a is provided in a portion corresponding to a depth of 1 / n of the actual tunnel depth in the model ground A, and the tunnel lining model 220 is in the model ground A.
It is designed to be inserted at a depth corresponding to 1 / n with respect to the actual tunnel depth.

The tunnel lining model 220 is
Of course, it is desirable to use an accurate 1 / n model that has the diameter of 1 / n of the lining used for actual shield excavation and is made of the same material as the lining used for actual shield excavation. However, in this embodiment, a metal body is used for convenience of manufacturing the tunnel lining model 220, and only the outer diameter is 1 / n. It is desirable that the mass of the tunnel lining model 220 be 1 / n of the actual lining, but it is impossible to find such a material in practice, so in this embodiment, the tunnel lining model is used. The self-weight component of the model 220 is corrected by calculation (in the embodiment, the mass of the tunnel lining model 220 is made substantially equal to the unit volume weight of the model ground A, and the self-weight of the tunnel lining model 220 is n times the gravitational acceleration. Since the centrifugal acceleration field is n times as large, only the lining load detection sensor 221 on which this self-weight component acts is corrected.).

Then, the lining load detection sensor 221.
As the load cell, a load cell can be used and is embedded in the tunnel lining model 220 such that the pressure receiving surface is exposed on the outer peripheral surface of the tunnel lining model 220.

The outer cylinder 210 corresponds to a skin plate of an actual shield machine. In actual tunnel excavation, a lining (segment ring) is assembled in the rear part of the skin plate, and the assembled cover is assembled. Since the shield machine including the skin plate receives the work as a reaction force and is propelled by the propulsion jack, the thickness of the skin plate, the skin plate and the lining are provided between the lining and the ground outside the lining. A space corresponding to the space required for the tail seal between the and is generated, and this space is called a tail void. Therefore, this tail void is intended to be reproduced by the outer cylinder 210.
The difference between 0 and the actual skin plate is that its thickness is not 1 / n of the skin plate but 1 / n of the tail void.
The thickness is n. In operation, the skin plate actually moves forward to generate a tail void. However, if only the outer cylinder 210 is moved forward, the structure becomes complicated and the space in the test soil tank 101 cannot be effectively used. Therefore, the tail void is generated by moving backward (pulling out to the outside of the test soil tank 101).

Then, the tunnel lining model 220 (shield excavator model 200) is inserted into the model ground A. Of course, this insertion is performed remotely because the centrifugal load device 10 is in operation. Needless to say, the cutter disk 234 attached to the tip of the tunnel lining model 220 is not inserted into the model ground A unnecessarily.
And the screw 232 for sludge removal stored in the tunnel lining model 220 are rotated, the model ground A is excavated by the cutter disk 234, and the excavated earth and sand is screwed 232.
Insert it while ejecting it out of the test soil tank 101, and excavate it.
The amount of sludge and the insertion speed are adjusted to an appropriate relationship before insertion.
That is, when the amount of insertion is smaller than the amount of excavation / sludging, an empty space is generated in the face and the face collapses, causing subsidence of the ground surface. When the amount is large, the surrounding ground is compacted to cause uplift of the ground surface as in actual tunnel excavation. This tunnel lining model 220 is normally inserted in consideration of the stability of the face, and conversely Any situation that hinders the stability of the shall be detected and confirmed by the various sensors described below.

The lining model 220 is the model ground A.
When a predetermined amount enters the inside, the insertion is stopped and the outer cylinder 210
The lining load detection sensors 221, 22
1, 221 ... Detects the lining load.

That is, the method of the present invention uses the tunnel lining model 220 having a size of 1 / n to measure the loading load in the centrifugal acceleration field. The similarity rule of "1" is established.

[0041]

[Table 1]

Therefore, even in the tunnel lining model 220 having a size of 1 / n, the stress can be treated as the same as the actual product,
If this tunnel lining model 220 is embedded at a depth of 1 / n of the model ground A, the mass density of the soil cover can be handled in the same way as the actual set depth, so the lining load detection sensor 221 It is possible to measure the lining load in an actual (actual) tunnel construction example with the measured value of.

The outer cylinder 210 can measure the lining load for a while even if it is not attached from the beginning.
In the actual case, when tunnel excavation is carried out with a shield, a predetermined tail void occurs as described above.In this actual construction, the backfill material is injected and filled, but before the injection of this backfill material, the ground is lined up. Sometimes pressed against. Therefore, an outer cylinder 210 having a thickness of 1 / n of the thickness of the tail void generated in actual construction is fitted to the outer circumference of the tunnel lining model 220 in advance, and the outer cylinder 210 is pulled out to correspond to the tail void. Voids can be formed and the actual lining load can be measured and confirmed.

Although the outer cylinder 210 is pulled out from the opening 101a provided on the side surface of the test soil tank 101, the outer cylinder 210
Since the opening 101a will partly open and the earth pressure will escape from this opening 101a if it is completely pulled out of the test soil tank 101, the opening 101a should be pulled out (to be exact, pulled out) to the extent that it does not open. , Tunnel lining model 2
One end of the outer cylinder 2 is fixed to the outer cylinder 2 without being pulled out from the inside of the outer cylinder 210.
The outer cylinder 210 is pulled out from the opening 101a within a range in which the tip end of 10 does not come out of the opening 101a.

In addition, in the method of the present invention, when the tunnel lining model 220 is inserted, the earth pressure gauge 400 embedded in the model ground A is used to measure earth pressure fluctuations, and the distance measuring device is attached to the upper part of the test soil tank 101. At 300, the displacement of the ground surface of the model ground A is measured.

The earth pressure gauge 400 can use a load cell, a strain gauge, or the like, and is embedded in advance in a suitable place in the model ground A (a place where it does not hinder the entry of the shield machine model 200). Although it is provided in one place in "2", it is desirable to embed it in several places. The configuration of the distance measuring device 300 will be described later.

By the measurement of the earth pressure gauge 400 and the distance measuring device 300, it is possible to detect whether the tunnel lining model 220 is inserted, that is, whether or not the shield machine model 200 is normally excavated in a state where the cutting face is stable. If the measurement value of the pressure gauge 400 is large, the excavation speed is too fast for the amount of excavation and sludge, and if it is smaller than the reference value, it can be confirmed that the face collapses and the excavation speed is slow. It can be confirmed that when the ground surface of the model ground A is raised, the excavation speed is too fast for the amount of excavation and sludge, and when it is depressed, the face collapses and the excavation speed is slow. Needless to say, the measurement of the earth pressure gauge 400 is also used to confirm the influence on the surrounding ground.

After pulling out the outer cylinder 210,
By measuring the elevation or depression of the ground surface of the model ground A by the distance measuring device 300, it is possible to measure the influence of the tail void on the ground surface.

The structures of various devices used in the method of the present invention will be described in detail below, so please refer to the following device description.

An embodiment of the shield excavation model test apparatus of the present invention will be described below. Since the centrifugal load device 10 used in the present invention has been described above, its description is omitted here.

In the figure, reference numeral 100 denotes the shield machine model device of the present invention mounted on the centrifugal loading device 10. The shield machine model device 100 has a frame on one side of the test soil tank 101 containing the model ground A. The body 103 is continuously provided, and the frame 10
3 is provided with a moving body 120 which is moved by a drive source 111 in a direction toward and away from one side surface of the test soil tank 101.

The test soil tank 101 is a strong steel plate (centrifugal force loading device 10) that is not easily deformed even when a large external force is applied.
Since there is a restriction on the mounting weight, it is made of duralumin (aluminum) as a weight reduction means, and it is formed into an upper opening box type with a reduction ratio of the actual shield tunnel depth of 1 / n or more. ing.

The test soil tank 101 is to store soil therein to form the model ground A, and the soil to be stored is actually soil (such as soil collected by boring trial cutting). However, it is needless to say that it can be adapted to more practical conditions and is desirable, but in this example, standard sand was used.

In the centrifugal loading device 10, the shield excavator model 200 and the model ground A in the test soil tank 101 are multiplied by the reciprocal of the scale factor (that is, 1 / n times) depending on the rotation speed of the rotating arm 11. In the case of a scale model, centrifugal acceleration of n times) is generated, and it is needless to say that this centrifugal acceleration is obtained by the rotation speed and the radius of rotation.

The frame 103 provided on one side of the test soil tank 101 is a shield machine model 20 described later.
0 is for mounting a drive mechanism that imitates 0 as an actual construction example, and in the present embodiment, it has a bottomed rectangular frame shape, but its size and shape are various according to each drive mechanism. It can be changed.

One of the driving mechanisms attached to the frame 103 corresponds to a propelling jack of an actual shield machine, and is a screw rod 112 that is normally and reversely rotated by a driving source 111. The screw rod 112 is normally rotated by the drive source 111 to move the screwed movable body 120 to obtain the propulsive force of the shield machine model 200. It should be noted that when the screw rod 112 is rotated in the reverse direction, the moving body 120 is screwed back, but this is regarded as a step of extending the shield jack in the actual case to generate a tail void.

The drive source 111 uses an electric motor capable of forward and reverse rotation (AC servomotor having certainty by control), but it goes without saying that it may be changed to another drive source. It goes without saying that the screw rod 112 is not necessary when using a reciprocating linear drive source such as a hydraulic jack. A similar drive source 235 may be used later.

The drive source 111 is fixed to an appropriate position of the frame 103 so as to face the test soil tank 101, and the drive shaft thereof is connected to the screw rod 112 via a coupling 113. In addition, the tip of this screw rod 112 has the test soil tank 10
It goes without saying that both ends thereof are rotatably held by the bearings 114 and 115 toward the first side. The coupling 113 is configured to transmit power through several pins, and when a load larger than a set value is applied, the pins are broken and the rotation of the screw rod 112 is stopped to prevent an unexpected accident. It is done like this.

The moving body 120 has a screw rod 112.
The movable body 120 may be screwed forward and backward by the forward and reverse rotation of the screw rod 112. However, in the present embodiment, the screw rod 112 has a nut 121 (a ball nut is used in this embodiment). The moving body 120 is integrally connected to the nut 121.

Although not clearly shown in the figure, the moving body 120 is formed in a box shape by connecting a bottom surface portion 122, both side surface portions 123, and a rear surface portion 124 to the rear (right side of FIG. 2) of the moving body 120. I am using what I did. Although not shown in the figure, the moving body 120 is guided by a pair of guide rails or the like to move in parallel (left and right movement in FIG. 2) in order to reduce friction.

An opening 101a is provided on one side of the test soil tank 101, and the test soil tank 101 of the movable body 120 is provided.
A shield machine model 200 that goes in and out of the opening 101a is provided on the side surface.

The shield machine model 200 has an outer cylinder 2
10, tunnel lining model 220, cutter disk 23
4, and a screw 232 for sludge discharge.

The base end of the outer cylinder 210 is connected to the moving body 120, and the outer cylinder 210 has a thickness (thickness) of 1 / n of the thickness of the tail void generated in actual tunnel construction.
It has been done.

The position of the opening 101a is provided in a portion corresponding to the depth of 1 / n of the actual tunnel depth in the model ground A as described above, and the shield machine model 2
00 (tunnel lining model 220 described later) is inserted at a depth of 1 / n of the actual tunnel depth of the model ground A.

Then, packings 102 and 104 (one packing 102 is used for sealing sand and the other packing 104 is used for reducing friction) are provided on the inner peripheral surface of the opening 101a, and the outer cylinder 210 is provided. Is airtightly inserted into the opening 101a.

The outer cylinder 210 is composed of a metal cylinder,
Opening 1 with the tip of the opening provided on one side of the test soil tank 101
It is arranged such that its position is adjusted toward 01a.

In actual shield tunnel excavation, since segments are assembled in the rear room of the shield machine and the lining is performed, the thickness of the skin plate of the shield machine and the thickness required for the tail seal are equal to each other. It is unavoidable that there is a gap called a tail void between the mountain and the outer peripheral surface of the lining. Therefore, in the present invention, this tail void is also generated in the shield excavation model.
This is realized by making the wall thickness of 1 / n the thickness of this tail void.

The outer cylinder 210 may be connected to the side surface of the test soil tank 101 of the moving body 120 by an appropriate means such as screwing, but in the present embodiment, the flange portion 211 is provided at the base end of the outer cylinder 210. And the base end of the outer cylinder 210 is attached to the moving body 1.
No. 20 of the test soil tank 101 is fitted into the hollow portion 125 provided on the side surface of the test soil tank 101, and the flange portion 211 is pressed by the retaining ring 212. The retaining ring 212 is fixed by the fixing screw 213.
It is fixed at 20.

Then, in the outer cylinder 210, lining load detection sensors 221, 221, 22 having a diameter of 1 / n are provided on the outer peripheral surface.
The tubular tunnel lining model 220 to which No. 1 is attached is inserted from the tip opening portion and attached.

In the illustrated example, the tunnel lining model 220 has a bottomed tubular shape, and a bottom portion 220d thereof is provided with an insertion hole 222 for a screw drive shaft 233, which will be described later. The bottom portion 220d is a test soil tank for the moving body 120. The cover body 240 attached to the side opposite to the 101 side is inserted into the cover body 240, and an earth discharging port 223 and a wiring extracting port 224 are opened in the peripheral surface of the inserting portion. In the illustrated example of the tunnel lining model 220, as will be described later in detail, the cutter disc storage cylinder 220a and the sensor mounting cylinder 2 are arranged from the tip side.
20b and the base end tubular portion 220c are used as the tubular cut into three divided shapes, but an integrally configured one may be used.

The earth discharge port 223 is used to discharge the earth and sand sent by the screw 232 described later, and the wire discharge port 224 is used for the lining load detection sensors 221, 221, 221. ..For taking out the signal extraction line from the outside. Also,
The cover body 240 is fixed to the surface of the moving body 120 opposite to the test soil tank 101 side, and has a sludge discharge port 241 communicating with the sludge discharge port 223 and a wire outlet port 242 also communicating with the wire outlet port 224. Is provided. A pair of the mud outlets 223 are provided on the left and right sides in front of the “FIG. 3” back, and excavated earth and sand are sorted to the left and right, and the earth and sand are stored in a container (not shown) housed in the frame 103 and the earth balance. It is designed to keep

A load cell is used as the lining load detection sensor 221 and a plurality of pressure receiving surfaces are exposed on the outer peripheral surface of the tunnel lining model 220 to embed a plurality of them at predetermined intervals in the circumferential direction. Of course, the load detection sensor 221 may use another pressure-sensitive sensor such as a strain gauge.

Further, a screw drive shaft 233 having a screw 232 in a cylinder 231 is housed in the tunnel lining model 220, and a cutter disc 234 is attached to the tip of the screw drive shaft 233 to serve as a cutter / discharge unit. The mud pipe 230 is inserted from the tip opening side of the tunnel lining model 220, and the rear end side of the screw drive shaft 233 penetrates the cutter / mud discharge pipe 230 and the moving body 120 and is projected rearward. The rearward extending portion is a spline shaft portion 233a.

In the illustrated example, the screw drive shaft 233 and the spline shaft 233a are formed as separate bodies,
As shown in FIG. 3, the rear end of the screw drive shaft 233 is detachably inserted into the front end of the spline shaft 233a, and the engagement notch 233x is inserted in the both insertion portions.
And a locking projection 233y are provided so that both rotate integrally.

A conventionally known screw type conveyor can be used for the cylinder 231, the screw 232, and the screw drive shaft 233, and the cylinder 231 has its front end and rear end connected and fixed to the tunnel lining model 220. Incidentally. This cylinder 2
It goes without saying that the rear end of 31 is provided with a soil discharge port 236 communicating with the sludge discharge ports 223, 241.

The cutter disk 234 is connected to the tip surface of the screw drive shaft 233 with a fixing screw 234a. It should be noted that the cutter disk 234, in the illustrated example, a plurality of fin blades 234 are attached to the fixing cylinder portion 234e.
d, 234d, 234d, ... Are radially attached, and a cutter piece 234f is attached to the tip end surface of each of the fin blades 234d (in the present embodiment, the cutter piece 234f is integrally formed with the fin blade 234d). is there.

It is desirable that the screw drive shaft 233 is not of a cantilever type so as to ensure smooth rotation, and that a bearing is also provided on the tip side (left side in FIG. 3) of the screw drive shaft 233. However, if the bearing is provided in this portion, the inner diameter of the inlet of the cutter / sludging pipe 230 tends to be narrowed by that amount, and there is a tendency for the soil to be clogged. It is set up.

The radiating blade ring 234b holds the outer peripheral portion on the inner peripheral surface of the tunnel lining model 220 via the bearing 234c, and the inner cylindrical portion 234j has the screw drive shaft 23.
3 is press-fitted so as to rotate by the rotation of the screw drive shaft 233. Desirably, the radiation blade body is provided with a fin, and the rotation of the radiation blade ring 234b causes the earth and sand to move backward (on the right side in FIG. 3). You should send it.

In this embodiment, the earth pressure type seed excavation method is premised, and the construction of the cutter disk 234 is different from the actual one. This difference in structure is due to the reduction model device, and it becomes very difficult to take in the excavated soil if an actual cutter disk that is faithfully reduced is used. Therefore, in order to smoothly take in the excavated soil, the fin blades 234d, 234d, 234d that are not normally used in the actual cutter disk are used.
It is preferable to prepare several kinds of blades having different fining angles of the fin blades 234d according to the properties of the model ground A.

Therefore, the shield machine model 20 described above is used.
The outer cylinder 0, the tunnel lining model 220, and the cylinder 231 of the cutter / mud discharge pipe 230 constitute a triple cylinder. The reason why the shield machine model 200 has a triple structure is that the outer cylinder 210 is provided for forming the void portion corresponding to the tail void, as described above. Even if the cylinder 231 of the cutter / mud discharge pipe 230 is omitted and the inner peripheral surface of the tunnel lining model 220 is used, the purpose of the mud discharge can be achieved, but in this case, soil remains on the screw 232 part. If so, the mass will be added to the inner circumferential surface of the tunnel lining model 220, and the accurate function of the lining load detection sensor 221 cannot be guaranteed. Therefore, the mass of the remaining earth and sand should not affect the tunnel lining model 220. A cylinder 231 is provided. Therefore, an appropriate gap is provided between the outer peripheral surface of the cylinder 231 and the inner peripheral surface of the tunnel lining model 220.

Further, if an appropriate space is provided between the outer peripheral surface of the cylinder 231 and the inner peripheral surface of the tunnel lining model 220, even if the cutter / drainage pipe 230 is deformed, Although it can be dealt with, the main purpose of providing this gap is to make the sensor mounting cylinder 220b, which will be described later, have a floating shape.

The spline shaft portion 233a of the screw drive shaft 233 is provided with the spline shaft portion 233.
A sliding pulley 239 into which a is inserted is provided, and the moving body 1
A drive source 235 for rotating the screw drive shaft 233 via the sliding pulley 239 is attached to the unit 20.

That is, the drive source 23 is attached to the moving body 120.
5 is fixed, and the screw drive shaft 233 is movable in the axial direction at a spline shaft portion 233a (not shown in the figure, but this spline shaft portion 233a uses a non-circular cross-section material such as a triangular cross section). A sliding pulley 239 that rotates integrally with the screw drive shaft 233
(A ball for a ball spline is stored.) Is arranged, and a belt 238 is hung on the sliding pulley 239 and the drive pulley 237 of the drive source 235. Therefore, the drive source 235 corresponds to the drive source of the mud discharging device and the cutter disk of the actual shield tunnel excavator, and the cutter disk 234 is rotated by this drive source 235 to excavate the model ground A and excavate it. The earth and sand are discharged by the screw 232.

The belt 238 is a belt with locking projections, which is generally called a timing belt, so that the rotational force can be reliably transmitted. However, the belt 238 is cut off when a load larger than expected is applied. You may set the intensity.

The sliding pulley 239 is a bearing 243.
Is integrally connected to the cover body 240 via
The sliding pulley 239 always moves together with the moving body 120 (moves in the left-right direction in FIG. 3).

At the rear end of the screw drive shaft 233, an extended shaft portion 233b extending further rearward from the spline shaft portion 233a is continuously provided, and the extended shaft portion 233b is formed as shown in FIG. The rear surface portion 124 and the frame 103 are also penetrated, and the rear surface portion 124 is provided with a bearing 126, and the extended shaft portion 2 is provided.
The reference numeral 33b is adapted to pass through the bearing 126 so as to be freely inserted and removed.

In the present embodiment, the length of the extended shaft portion 233b of the screw drive shaft 233 is set such that the rear end of the screw drive shaft 233 is located inside the frame 103 when the screw drive shaft 233 is most advanced. In addition, a stopper 109 is provided inside the frame 103 to prevent the screw drive shaft 233 from moving backward by operating with a cylinder or the like. The stopper 109 is installed inside the frame 103 by opening the solenoid valve 501 installed in the air tank 500 mounted on the horizontal arm 12 of the centrifugal load device 10 and supplying air from the air tank 500. The stopper 109 attached to the drive unit of the flat cylinder is actuated so that the tunnel lining model 220 and the cutter / sludging pipe 230 are surely left in the model ground A. The stopper 109 is designed so that the tunnel lining model 220 is not pulled out of the model ground A together with the tunnel lining model 220 even if the outer cylinder 210 is pulled out by the ground pressure acting on the tunnel lining model 220 as described above. Of course, in some cases it may be omitted.

The stopper 109 is the rear surface portion 1
24 is provided with a plate that opens and closes the insertion hole 109a of the extended shaft portion 233b, or a stepped constricted portion is provided at the rear end of the extended shaft portion 233b, and this stepped constricted portion is provided on the cylinder. You may provide the U-shaped locking arm which fits in.

In the apparatus of the present invention, the test soil tank 1
On the upper part of 01, there is provided a distance measuring device 300 for scanning and measuring the distance to the ground surface of the model ground A in a direction orthogonal to the central axis of the tunnel lining model 220 at a certain fixed distance interval (which can be freely set).

As the distance measuring device 300, a conventionally known laser distance measuring device may be used, and it travels while being guided by the guide rail 301 (reciprocatingly moved to the front side in FIG. 2 by a driving source). While carrying out survey, tunnel lining model 22
It is designed to perform scanning measurement in the direction orthogonal to the central axis of 0, or stop at a predetermined position and measure the distance to the ground surface of the model ground A. In the illustrated example, this distance measuring device 30
A pair of 0s is provided, but a larger number may be provided to obtain a large amount of data, and the number thereof is not particularly limited.

The distance measuring device 300 measures whether or not the tunnel excavation is properly performed by measuring the amount of displacement of the ground surface of the model ground A, as described in the section for explaining the operation. It is used to confirm the effect of tail void generation on the ground surface.

Further, in the invention of "Claim 3", the tunnel lining model 220 does not have a cylinder cutting three-divided shape of a cutter disk housing cylinder 220a, a sensor mounting cylinder 220b, and a base cylinder 220c from the front end side. There is.

As described above, the tunnel lining model 220 is cut into three parts to form a cylinder.
If the cantilever type 20 is used, there is a possibility that bending will occur in the centrifugal acceleration field as a whole. When this bending occurs, the weight component and the lining load of the tunnel lining model 220 or a portion integrally connected to the tunnel lining model 220. Therefore, the sensor mounting cylinder portion 220b can be raised and lowered within a certain range to avoid the cantilever type bending.

Further, in the invention of "claim 3", the cutter / drainage pipe 230 and the cutter disc storage cylinder 220 are provided.
a and the base end cylinder part 220c are connected and fixed to each other, and the sensor mounting cylinder part 220b located between the cutter disk housing cylinder part 220a and the base end cylinder part 220c has a cutter / sludging pipe 230 inside. The sensor mounting cylinder portion 220b is provided with a rotation restraining device 255 which does not have an inner diameter to be loosely inserted and which prevents rotation and enables movement in the vertical direction. In the illustrated example, the rotation restraining device 255 has a locking projection 255a and a vertically elongated hole direction 255b with which the locking projection 255a is engaged (in the figure, the locking projection 255a and the vertically elongated hole direction 255b are shown as a pair. , Actually two pairs are provided above and below.) And.

Therefore, the sensor mounting cylinder 220
b is in a floating state, and its inner peripheral surface and cutter / sludging pipe 2
There will be a certain gap between the outer peripheral surface of 30,
This gap prevents the cutter / sludging pipe 230 from receiving a reaction force against the lining load, and only the lining load can be detected by the lining load detection sensor 221.

In the figure, 251, 252, 253, 2
Reference numeral 54 denotes a friction reduction ring embedded and mounted in the tunnel lining model 220. The outer cylinder 2 is formed by using a Teflon ring or the like.
The friction with the tunnel lining model 220 is reduced when the 10 is pulled out.

Further, in the figure, reference numeral 261 indicates a proximity switch, and this proximity switch 261 is used for the cutter disk 2
The reference numeral 34 is for detecting a case where the cutter disk 234 is detached from the screw drive shaft 233 due to its reaction force during excavation of the model ground A, and the cutter disk 234 jumps out into the model ground A. Further, 264 and 264 are limit switches for confirming the movement of the tunnel lining model 220 and for checking the outer cylinder 21.
It is configured to detect that the pulling out of 0 is completed. Further, reference numerals 262 and 263 denote rotation detection sensors (known in the art such as marking a rotating portion with a photoelectric conversion element to detect the passage of the marking), and the rotating portion rotates accurately according to a command to a control signal. It is adapted to detect whether or not it is.

An object in a large centrifugal acceleration field due to the centrifugal force loading device 10 naturally has a large potential energy. If such an object is inadvertently destroyed or dropped out due to a device failure or the like, there is a danger that it cannot be imagined. Therefore, it is necessary to avoid such a risk as much as possible, and the limit switch 261 and the rotation detection sensors 262, 263,
Further, the transmission by the pin of the coupling 113 and the setting of the strength of the belt 238 are used as a safety device for avoiding this danger.

Further, as a safety device, a place where danger is expected by remote operation is unattended, and a series of controls are fully automatic by sequence control, and also semi-automatic and manual input operations are possible. , The operation process is stored in advance,
On the other hand, the behavior information of the device of the present invention is constantly measured and monitored, and whether or not the result matches the stored operation process (control signal for performing the operation process) is checked to always ensure safety. There is.

[0100]

The method of the present invention is as described above.
Even if a model of / n is used, the lining load is measured by the centrifugal loader 10 in a centrifugal acceleration field that is n times the gravitational acceleration, so the lining load of actual shield excavation can be measured with high reliability. It is possible to provide a method for testing a shield excavation model that can be confirmed.

In the method of the present invention, the outer cylinder 210 is replaced by the test tank 10
Since the lining load is detected by the lining load detection sensor 221, the tail void generated in the actual shield tunnel excavation can be realized as a model, and the actual shield tunnel excavation progress can be realized. It is possible to provide a shield excavation model test method that can measure and confirm the lining load that conforms to the above.

Particularly, according to the method of the present invention, in the centrifugal acceleration field, the model ground A is lined with the centrifugal force applied to the lining model 22.
Since 0 (shield excavator model 200) is excavated, it is possible to faithfully reproduce various construction processes similar to the actual tunnel construction and the associated stress relief of the ground, and to realize the tail void generated by actual shield tunnel excavation with a model. , It is possible to provide a shield excavation model test method capable of measuring and confirming the lining load which is more suitable for actual shield tunnel excavation.

Further, according to the method of the present invention, since the displacement of the ground surface of the model ground A can be measured, it is possible to confirm from the measured value whether or not the excavation is properly performed, and the actual tunnel construction which is usually carried out. It is possible to perform a test conforming to.

Further, the apparatus of the present invention is provided with a drive source 111 and a movable body 120 which is moved by this drive source on one side surface of the test tank 101 accommodating the model ground A, and the movable body 120 also serves as a cutter. Since the shield machine model 200 having the sludge discharge pipe 230 is attached, the model ground A can be excavated in the same manner as the actual shield tunnel excavation by driving the moving body 120 and the cutter and sludge discharge pipe 230. In addition, the shield excavation model test device capable of realizing the excavation process as a model and ensuring the reliability of measurement can be provided.

Further, the device of the present invention is a shield machine model 2
Since the outer cylinder 210 is provided at 00 and the outer cylinder 210 is pulled out, as described above, the tail void generation can be reproduced as in the actual case, and a shield excavation model test device capable of ensuring the reliability of measurement can be provided. It is a thing.

Further, the device of the present invention is a shield machine model 20.
Since 0 has a triple structure, even if soil and sand remain on the screw 232, the mass of the soil does not add to the inner peripheral surface of the tunnel lining model 220, and the function of the lining load detection sensor 221 is guaranteed and the measurement reliability is improved. It is possible to provide a shield excavation model test device that can secure the above.

[Brief description of drawings]

FIG. 1 is a front view of an example of an apparatus for carrying out the method of the present invention.

FIG. 2 is a longitudinal sectional view of an essential part showing an embodiment of the device of the present invention.

FIG. 3 is a vertical sectional view of a shield machine model portion of the device of the present invention.

[Explanation of symbols]

A model ground 10 Centrifugal force loading device 101 test tank 101a opening 103 frame 111 drive source 112 screw rod 120 moving bodies 210 outer cylinder 220 Tunnel lining model 221 Lining load detection sensor 230 Cutter and mud pipe 231 cylinder 232 screw 233 screw drive shaft 233a Spline shaft 234 cutter disk 239 sliding pulley 235 drive source 300 rangefinder 400 earth pressure gauge

─────────────────────────────────────────────────── ─── Continuation of the front page (56) References Hisashi Nomoto, Proceedings of the Annual Meeting of the Japan Society of Civil Engineers Part 3 The 46th Annual Meeting of the Japan Society of Civil Engineers, September 1991, 46th Annual of the Japan Society of Civil Engineers Annual Scientific Lecture, 56-57 Hideshita Mashita, Proceedings of the Annual Conference of the Japan Society of Civil Engineers, Part III, The 44th Annual Conference of the Japan Society of Civil Engineers, October 1989, The 44th Year of the Japan Society of Civil Engineers Next Academic Lecture, pp. 108-109 (58) Fields investigated (Int.Cl. ⁷ , DB name) G01M 19/00 E21D 9/06 301 G01L 5/00 JISST file (JOIS)

Claims (3)

(57) [Claims] 1. A test soil tank (101) in which a model ground (A) is housed is mounted on a centrifugal force loading device (10), and the test soil tank (101) is operated by operating the centrifugal force loading device (10). Under a centrifugal acceleration field n times the gravitational acceleration, the opening (1) provided on the side surface of the test soil tank (101).
01a), a lining load detection sensor (221, 221, 221, ...) Is attached to the outer peripheral surface with a diameter of 1 / n, and the outer periphery has a thickness of 1 / n of the thickness of the tail void generated in actual construction. A cutter disk (23) in which a tunnel lining model (220) in which an outer cylinder (210) of the same is detachably fitted is attached to the tip of the tunnel lining model (220).
4) and the screw (232) for sludge removal stored in the tunnel lining model (220) are rotated and inserted, and the earth pressure gauge (400) embedded in the model ground (A) is used to model the ground A.
The displacement of the ground surface of the model ground (A) is measured by the distance measuring device (300) attached to the upper part of the test soil tank (10), and the tunnel lining model (220) becomes the model ground. When a predetermined amount enters into (A), the insertion is stopped, and the outer cylinder (210)
The lining load detection sensor (221, 22
1, 221 ...) to detect the lining load, the shield excavation model test method. 2. A frame (103) is continuously provided on one side of a test soil tank (101) containing a model ground (A) to be mounted on a centrifugal load device (10), and the frame (103) is connected to the frame. Includes a screw rod (112) that is normally and reversely rotated by a drive source (111),
The screw rod (112) is provided with a moving body (120) that is screwed into the screw rod (112) and moves toward and away from one side surface of the test soil tank (101) by rotation of the screw rod (112). (101) has an opening (101
a) is provided, and the outer cylinder (210) that goes in and out of the opening (101a) is provided on the side surface of the test soil tank (101) of the moving body (120).
The outer cylinders (210) are connected to each other, and the outer cylinder (210) has a thickness of 1 / n of the thickness of the tail void generated in the actual construction. The outer cylinder (210) has an outer peripheral surface with a diameter of 1 / n. A tubular tunnel lining model (220) having lining load detection sensors (221, 221, 221 ...) Attached to it is inserted from the opening of the tip thereof and attached, and the tunnel lining model (220) Inside, a screw drive shaft (233) having a screw (232) in a cylinder (231) is housed, and a cutter disc (234) is attached to the tip of this screw drive shaft (233) to serve as a cutter and sludge sludge. The pipe (230) is inserted from the tip opening side of the tunnel lining model (220), and the rear end side of the screw drive shaft (233) is provided with the cutter / sludging pipe (2).
30) and the moving body (120) to project rearward to form a rearward extending portion as a spline shaft portion (233a), and the spline shaft portion (2) of the screw drive shaft (233).
33a) is provided with a sliding pulley (239) into which the spline shaft portion (233a) is inserted, and the moving body (12)
0) is equipped with a drive source (235) for rotating the screw drive shaft (233) through the sliding pulley (239), and the test soil tank (101) is provided with an upper part on the ground surface of the model ground (A). A shield excavation model test device provided with a distance measuring device (300) for scanning and measuring the distance to the tunnel lining model (220) in a direction orthogonal to the central axis. 3. A frame body (103) is continuously provided on one side of a test soil tank (101) containing a model ground (A) to be mounted on a centrifugal force loading device (10), and the frame body (103) is provided. Includes a screw rod (112) that is normally and reversely rotated by a drive source (111),
The screw rod (112) is provided with a moving body (120) that is screwed into the screw rod (112) and moves toward and away from one side surface of the test soil tank (101) by rotation of the screw rod (112). (101) has an opening (101
a) is provided, and the outer cylinder (210) that goes in and out of the opening (101a) is provided on the side surface of the test soil tank (101) of the moving body (120).
The outer cylinders (210) are connected to each other, and the outer cylinder (210) has a thickness of 1 / n of the thickness of the tail void generated in the actual construction. The outer cylinder (210) has an outer peripheral surface with a diameter of 1 / n. A tubular tunnel lining model (220) having lining load detection sensors (221, 221, 221 ...) Attached to it is inserted from the tip opening, and this tunnel lining model (220)
From the tip side to the cutter disk storage cylinder (220
a), sensor mounting cylinder (220b), base end cylinder (22)
0c) of the cylinder cutting into three parts, and further, in the tunnel lining model (220), the screw drive shaft (233) having the screw (232) in the cylinder (231) is housed, and the screw drive shaft (233) is housed. A cutter / mud discharge pipe (230) having a cutter disk (234) attached to the tip of the shaft (233) is inserted from the tip opening side of the tunnel lining model (220), ) And the cutter disk storage cylinder (220a) and the base end cylinder (220c) are connected and fixed to each other, and the cutter disk storage cylinder (2)
20a) and the base end tubular portion (220c) are provided with a sensor mounting tubular portion (220b) having an inner diameter into which the cutter / drainage pipe (230) is loosely inserted, and this sensor mounting tubular portion (220b) a rotation restraint device having a locking projection (255a) that prevents rotation and enables movement in the up-down direction, and a vertically elongated hole direction (255b) with which the locking projection (255a) is engaged. (255) is provided, and the rear end side of the screw drive shaft (233) penetrates the cutter / mud discharge pipe (230) and the moving body (120) to project rearward, and the rearward protruding portion is formed. The spline shaft portion (233a) and the spline shaft portion (2) of the screw drive shaft (233).
33a) is provided with a sliding pulley (239) into which the spline shaft portion (233a) is inserted, and the moving body (12)
0) A shield excavation model testing device in which a drive source (235) for rotating a screw drive shaft (233) is attached to the sliding pulley (239).