JP2657594B2 - Curve tunnel excavation status display method for tunnel excavator - Google Patents

Description

DETAILED DESCRIPTION OF THE INVENTION

[0001]

BACKGROUND OF THE INVENTION The present invention is, at the time of going to boring a curved tunnel to the plan line by the tunnel boring machine, song
The present invention relates to a curved tunnel excavation status display method for displaying a current position and an excavation direction of a tunnel excavator with respect to a line tunnel planning line.

[0002]

2. Description of the Related Art When a tunnel is excavated, it is necessary to accurately propel the tunnel excavator along a planning line. Therefore, conventionally, a target is mounted on a central portion of the tunnel excavator while a tunnel behind the excavator is mounted. A laser light oscillation device is installed in the device, a focused beam from this device is matched with a tunnel excavation plan line, and the target is irradiated with the target, and the displacement of the center of the target with respect to the irradiation point, that is, the displacement of the excavator And the direction of the tunnel excavator is controlled so that the center of the target coincides with the focused light beam.

[0003]

However, according to the above-described method, even if the deviation amount of the excavator with respect to the planned straight line can be continuously measured by applying to the excavation of the straight tunnel, the excavation of the curved tunnel is not performed. Sometimes a fixed length, for example 1m
Each time the excavator advances, it must be measured whether the position of the excavator has shifted from the planned curve. Further, even if the current position of the tunnel excavator can be measured, the direction of the excavator's excavation, that is, if the tunnel is excavated from the current position, it is not possible to predict in which direction the excavator will advance, and the operator cannot predict the direction. At present, it is difficult to excavate a high-precision tunnel smoothly. SUMMARY OF THE INVENTION An object of the present invention is to provide a method for displaying a tunnel excavator excavation status, which can visually recognize a current position of a tunnel excavator and a direction of excavation from the position. Is what you do.

[0004]

In order to achieve the above object, a method for displaying a curved tunnel excavation status of a tunnel excavator according to the present invention comprises the steps of forming a horizontal planning line and a vertical planning line of a curved tunnel at the center of a CRT screen. Displayed as a line, the CRT
On the screen, the horizontal separation distance between the measured point on the axis of the tunnel excavator and the curved tunnel planning line with respect to the vertical plan line of the crosshair is displayed, and the measured point on the axis of the tunnel excavator and the measured point Crosses the curved tunnel planning line from
The distance between the aircraft axis and the curved tunnel planning line
Curved tunnel planning line arc when tunnel tolerance is reached
The horizontal separation distance between the point ahead of the curved tunnel planning line by a certain length shorter than the length and the curved tunnel planning line are displayed in dots, and the distance between both display points is represented by a straight line. The vertical distance between the point to be measured on the axis of the tunnel excavator and the curved tunnel planning line is indicated by a point, and the distance from the point to be measured on the axis of the tunnel excavator and from the point to be measured is the same as above.
When the aircraft axis intersects the curved tunnel planning line, the aircraft axis
Between the tunnel and the curved tunnel planning line is the tolerance of tunnel construction
The vertical distance between the point in front of the curved tunnel planning line and a fixed length shorter than the arc length of the curved tunnel planning line and the curved tunnel planning line is displayed in dots, and a straight line is displayed between both display points. Things.

[0005]

When looking at the CRT screen displaying the horizontal planning line and the vertical planning line of the tunnel as crosshairs, the horizontal alignment of the tunnel excavator from the points displayed on the screen with respect to these planning lines You can know the current position in the vertical direction. Furthermore, the horizontal and vertical positions where the tunnel excavator excavates a certain length in the machine axis direction from that position are displayed as dots,
The display line connecting these horizontal and vertical display points and the horizontal and vertical display points at the current position with straight lines respectively indicates the direction when the tunnel excavator digs in the same posture from the current position. You can know
By controlling the direction of the tunnel excavator so that the direction is directed horizontally and vertically to the planning line, tunnel excavation along the planning line can be performed.

[0006]

BRIEF DESCRIPTION OF THE DRAWINGS FIG.
As shown in FIG. 1, the tunnel excavator 1 has its machine axis B
The measuring device 2 is integrally provided at the rear part inside the machine. As shown in FIG. 2, the measuring device 2 includes one convex lens 3 and first and second targets 4 and 5 sequentially disposed in front of the convex lens 3. Center the targets 4 and 5 with the machine axis B of the tunnel excavator 1.
The second target 5 located at the top and on the forefront side is disposed at the focal point of the convex lens 3.

In general, the center of gravity of the tunnel excavator 1, that is, the center of rotation at the time of direction correction is located on the axis of the front end machine of the excavator 1, and this point corresponds to the tunnel excavator 1 with respect to the tunnel planning line A. The measured point C of the position is obtained. Now, the direction of the excavator at the current position of the tunnel excavator 1, that is, the machine axis B is inclined by α with respect to the tunnel planning line A, and the tunnel excavator 1 is displaced at the point C to be measured. When there is no focused beam D, a focused beam irradiator 6 such as a laser beam is installed behind the tunnel excavator 1 and the focused beam D is emitted from the irradiator 6 so as to coincide with the plan line A.
Is refracted by the convex lens 3 and irradiates the first and second targets 4 and 5. The targets 4 and 5 are configured as a position sensor head including a large number of photoelectric elements, and the position of the irradiation point is input to the computer.

At this time, the second target 5 is a convex lens 3
When the focused light beam D is incident parallel to the optical axis of the convex lens 3, all the light beams are focused at the center of the target 5. Since the ray D is inclined at an angle α with respect to the machine axis B, the incident rays are gathered at a point separated from the center of the target 5 by ftan α, where f is the focal length of the convex lens 3. 1 can be obtained.

The intersection point between the converging light beam D refracted through the convex lens 3 and the optical axis of the convex lens 3 is E, the distance between the convex lens 3 and the measured point C is g, and the distance between the first and second targets 4 and 5 is If the distance of X is X, then X = f ² = / (f + g)
When the first target 4 is arranged on the point E, when the measured point C of the tunnel excavator 1 is displaced by S from the planning line A, the amount of deviation S becomes the first target 4 Is reduced to a distance M separated by S · f / (f + g) from the center of.

The point for irradiating the first and second targets 4 and 5 for obtaining the deviation amount S and the deviation angle α is the machine axis B
An electric signal is generated at a position shifted up, down, left, and right from a position (center of the target) corresponding to, and the tunnel excavator 1 for the plan A at the current position is input to the computer.
Is calculated by a computer and compared with a planning line A previously stored in the computer, and the tunnel excavator 1 is automatically corrected to the planning line A.

When a straight tunnel is excavated by the shield excavator 1 having such surveying means, as described above, the focused beam irradiator 6 is installed in the tunnel behind the tunnel excavator 1 and the irradiation is performed. The amount of deviation is measured by irradiating the converging light beam D from the vessel 6 in accordance with the plan line A,
When the irradiation point is coincident with the center of the first target 4, the tunnel excavator 1 is excavating on the planning line A, and when the irradiation point is displaced from the target center. Is to excavate while controlling the direction of the tunnel excavator 1 in a direction in which the deviation decreases.

Since the above-mentioned surveying method always irradiates the focused light beam D on the planning line A, it cannot be applied to the excavation of a curved tunnel. Therefore, the excavation of the curved tunnel is performed while performing the following surveying method.

First, as described above, a straight tunnel is excavated along a planned straight line, and then, when the excavation planned line A reaches a curved position, as shown in FIGS. While irradiating D on the center line of the straight tunnel,
The tunnel excavator 1 excavates in the direction of the bending plan line A. Then, the irradiation point of the focused light beam D irradiating toward the center of the measuring device 2 moves in a direction away from the center of the convex lens 3 of the measuring device 2 according to the refraction and excavation of the tunnel excavator 1.

At this time, the excavation length L from the straight tunnel is measured, and the deviation S is obtained from the distance between the focused light beam D and the center of the first target 4 in the same manner as described above, and stored in the computer. The deviation R between the position of the bending plan line A at the excavation length L and the irradiation point F with respect to the first target 4 is determined. The deviation T at the measurement point C is obtained by calculation. Similarly, the argument of the tunnel excavator 1 is obtained as described above.

The tunnel excavator 1 is excavated along the planning line A while obtaining the deviation amount and the deviation angle of the tunnel excavator 1 for each excavation of a desired tunnel length. As the excavation progresses, the irradiation of the convex lens 3 of the measuring instrument 2 with the focused light beam D gradually moves to one end side of the convex lens 3, and when the light beam deviates from the convex lens 3, the measurement becomes impossible. When the end of the effective diameter of the convex lens 3 is reached, the excavation of the tunnel excavator 1 is stopped.

Next, when excavating a curved tunnel by the excavator 1 along the bend planning line A, the converging light beam D intersects at two points c and d of the curved tunnel excavation plan line A as shown in FIG. In addition, the irradiator 6 is installed at an appropriate place in the tunnel on the survey base line H so as to intersect with the convex lens 3 of the measuring device 2.

As shown in FIG. 6, the setting of the survey base line H is performed on the bending plan line A in front of the tunnel excavator 1.
Assuming that the base line H passes through the points c and d, and the portion where the interval between the arc curve between the points c and d and the base line H is the maximum is defined as the center vertical distance U, The two points c and d are set so that U is within the effective width or the effective diameter of the convex lens 3, and the central angle β of the arc curve is obtained. Calculated by the computer so that the angle between the tangent to the upper point c (the direction in which the tunnel excavator 1 excavates) and the survey base line H is の of the angle β, and the survey base line H intersects with the convex lens 3. Is what you do.

Since the bending plan line A is programmed in the computer in advance, if the radius of the arc curve is r, the central vertical distance U = r (1-cos β / 2)
/ 2, that is, the survey baseline H can be obtained. In this case, the survey base line H is set so as to intersect one end of the effective diameter of the convex lens 3 outside the arc curve. The focused beam irradiating device 6 is installed on the existing tunnel lining portion on the extension of the surveying baseline H set in this way, and while irradiating the focused beam D onto the surveying baseline H from the device, the tunnel excavation is performed as shown in FIGS. The machine 1 excavates a curved tunnel along the planning line A to a desired length.

At this time, the excavation distance (cumulative excavation distance) L from the straight tunnel to the measured point C is measured in the same manner as described above.
The deviation S between the coordinate value of the planning line A on the measured point C (the coordinate value of the planned curve A at the excavation distance L obtained from the computer) and the coordinate value of the surveying base line H at the measured point C is calculated. At the same time, the deviation R between the coordinate value of the survey base line H at the measured point C and the coordinate value of the measured point C is measured, and the difference T between these two deviation amounts is determined.

This difference T is the excursion amount of the measured point C of the tunnel excavator 1 with respect to the planning line A, and the deviation amount Ty in the horizontal direction.
And the deviation Tx in the vertical direction. Next, the second target 5
From the survey base line H and the current position. Excavation is performed while controlling the direction of the tunnel excavator 1 along the bend planning line A based on these numerical values. After the excavation of the predetermined distance, the excavation deviation amount and the declination of the tunnel excavator 1 are measured again in the same manner as described above, and this is repeated, and from one point c to the other of the arc curve of the planning line A crossing the survey base line H The point d
The tunnel excavator 1 is excavated until reaching.

During this time, the converging light beam D irradiates the straight line of the survey base line H and intersects the plan line A at two points, and the tunnel excavator 1 advances along the plan line A. At this time, if the focused light beam D is irradiated to one end of the convex lens 3, the irradiation point of the focused light beam D irradiated to the convex lens 3 during the excavation moves to the other end of the convex lens 3 and then returns to one end again. And finally comes off one end of the convex lens 3.

When the irradiation of the converging light beam D onto the convex lens 3 comes off, the measurement becomes impossible. When the irradiation point returns to one end of the convex lens 3, the excavation of the convex lens 3 shaving machine 1 is temporarily stopped, and the light irradiation device 6 is installed. Move the position from the previous position to the appropriate place for the front tunnel lining. At this time, a survey baseline H is set in the same manner as described above, and after the light beam irradiation device 6 is installed on the survey baseline H, the tunnel is excavated along the planned curve A by the shield excavator 1 while controlling the direction again. Things.

When setting the survey base line H so that the focused light beam D irradiates, for example, the central portion of the convex lens 3, the distance of the central vertical distance U is reduced, and the curved tunnel by the tunnel excavator 1 is formed. The drilling length is shorter,
Since it is necessary to frequently change the beam irradiation device 6, the irradiation point is set so as to irradiate one end of the effective diameter of the convex lens 3 in the initial stage of the excavation as described above.

In this way, the tunnel excavator 1 is stopped every time a predetermined distance, for example, 1 m excavation, is reached from one point c to the other point d on the arc curve of the planning line A, and the stop position (currently The deviation amount and the deviation angle at the position) are input to the computing unit 7 of the computer by electrically inputting the positions of the irradiation points irradiated on the first and second targets 4 and 5 of the measuring device 2 to the deviation amount. By comparing and calculating the declination, the current position of the tunnel excavator 1 with respect to the planning line A stored in the storage device 8 of the computer is displayed on the CRT screen 9 installed at an appropriate position in the tunnel excavator 1. .

As shown in FIG. 10, the CRT screen 9 is located at the center thereof on the planning line A stored in advance in the computer in a predetermined length l ahead of the current position of the tunnel excavator 1 (measured point C). The horizontal plan line is regarded as a horizontal plan line I on the vertical axis of the CRT screen, and the vertical plan line is plotted on the horizontal axis as a vertical plan line II. In the lower part and the left part of the CRT screen 9, the measured point C of the tunnel excavator 1 at the current position obtained from the irradiation point irradiated on the first target 4 is displayed. The horizontal deviation amount Ty and the vertical deviation amount Tx are displayed separately in a horizontal current position 10 and a vertical current position 11, respectively.

When the tunnel excavator 1 is excavated from the current position at the declination angle obtained by the second target 5, the tunnel excavator 1 moves in the direction approaching the bending plan line A or in the direction away from it. I don't know if we will go on. Therefore, as shown in FIG. 11, the tunnel excavator 1 at the position K at which it is assumed that the tunnel excavator 1 has been dug at a deviated angle by a certain length 1 from the current position 10 measured as described above. Of the horizontal and vertical directions with respect to the planning line A are calculated. The predetermined length l is previously determined to be shorter than the arc length when the center longitudinal distance becomes the tunnel construction tolerance when the machine axis B intersects the curve planning line A.

These deviation amounts are obtained by calculating the coordinate value of the measured point C at the location K which is moved forward from the current position of the measured point C in the tunnel excavator 1 by a fixed distance l on an extension of the current position. The difference between the coordinate values on the planning line A at the point K obtained by adding the constant distance 1 to the excavation distance L can be obtained from the computer in the same manner as described above. For the line II, a predicted position 12 on the horizontal plane and a predicted position 13 on the vertical plane are displayed on the upper and right portions of the CRT screen 9, respectively.

Thus, the predicted position 12 indicating the horizontal and vertical deviation of the tunnel excavator 1 at a position having a certain extension distance 1 from the horizontal and vertical deviation positions 10 and 11 of the tunnel excavator 1 at the current position. , And 13 are displayed on the CRT screen 9 by dots, and the points between the current position and the predicted position in the horizontal direction and the points between the current position and the predicted position in the vertical direction are connected by straight lines 14 and 15, respectively. To be displayed.

According to the straight line image displayed on the CRT screen 9 in this manner, for example, the horizontal excavation prediction straight line 14 of the tunnel excavator 1 is separated from the horizontal planning line I as going from the current position to the prediction position. In this case, if the horizontal excavation angle of the tunnel excavator 1 at the current position is corrected to the opposite side, it can be seen that the tunnel excavator 1 is heading for the planning line A, and the determination can be made similarly in the case of the vertical direction.

As described above, each time the tunnel excavator 1 excavates for a certain distance, the current position and the predicted position are calculated by the computer and newly displayed, and the screen 9 is displayed in the tunnel direction. The operator of the excavator 1 controls the direction of the tunnel excavator 1 in a direction along the planning line A while looking directly at the excavator.

[0031]

As described above, the tunnel excavator of the present invention
According to the curved tunnel excavation status display method, the horizontal and vertical planning lines of the curved tunnel are displayed as crosshairs in the center of the CRT screen , and the excavator is located on the axle based on the current position of the tunnel excavator and its position. The axis of the machine is curved
And the tunnel plan at the intersection with the project line
Curve when the distance to the line becomes the tunnel construction tolerance
The predicted position when excavated by a distance shorter than the arc length of the channel planning line is displayed in a straight line with respect to the horizontal planning line and the vertical planning line as horizontal and vertical deviation amounts. Therefore, the operator looks directly at the straight line image displayed on the CRT screen to visually determine the direction of the curved tunnel with respect to the excavation plan line when the tunnel excavator is excavated from the current position in the same posture. Thus, it is possible to accurately and efficiently excavate a curved tunnel along a planning line by controlling the direction of excavation of the tunnel excavator from the current position.

[Brief description of the drawings]

FIG. 1 is a simplified longitudinal side view when a straight tunnel is excavated,

FIG. 2 is a configuration diagram of a measuring instrument for explaining a measuring method,

FIG. 3 is a simplified longitudinal side view for explaining a surveying method at the beginning of a curved tunnel excavation;

FIG. 4 is an enlarged vertical sectional side view of a part thereof;

FIG. 5 is a simplified longitudinal side view when excavating a curved tunnel,

FIG. 6 is an explanatory diagram of a method of setting a survey baseline,

FIG. 7 is a simplified longitudinal sectional side view for explaining a survey method in excavation of a curved tunnel,

FIG. 8 is an enlarged vertical cross-sectional side view of a part thereof;

FIG. 9 is a simplified circuit diagram from a focused light beam to a CRT screen,

FIG. 10 is a front view of a CRT screen,

FIG. 11 is a setting diagram of a predicted position.

[Explanation of symbols]

 Reference Signs List 1 Tunnel excavator 2 Measuring instrument 6 Focused ray irradiation device 9 CRT screen A Planning line B Machine axis C Measurement point D Focused ray H Survey baseline I Horizontal planning line II Vertical planning line

 ──────────────────────────────────────────────────続 き Continued on the front page (72) Inventor Fujio Sonobe 2-2-2 Matsuzakicho, Abeno-ku, Osaka-shi Okumura Gumi Co., Ltd. (72) Inventor Hiroyoshi Miyoshi 2-2-2 Matsuzakicho, Abeno-ku, Osaka Shares Company Okumura Gumi (56) References JP-A-64-71996 (JP, A)

Claims (1)

(57) [Claims] 1. A horizontal planning line and a vertical planning line of a curved tunnel are displayed as crosshairs in the center of a CRT screen.
On the screen, the horizontal separation distance between the measured point on the axis of the tunnel excavator and the curved tunnel planning line with respect to the vertical plan line of the crosshair is displayed, and the measured point on the axis of the tunnel excavator and the measured point The point and curve in front of a fixed length shorter than the arc length of the curved tunnel planning line when the distance between the aircraft axis and the curved tunnel planning line becomes a tunnel construction tolerance when the machine axis crosses the curved tunnel planning line The horizontal separation distance from the tunnel planning line is displayed as a point, and the distance between the two display points is represented by a straight line. Similarly, the measured point on the axis of the tunnel excavator with respect to the horizontal planning line of the crosshair on the CRT screen its axis when said Similarly axis line from and above the measured point on the axis of the tunneling machine intersects the curve tunnel feature line with that vertical distance point Show the curve tons <br/> panel feature line Line and curve tunnel When the distance from the planning line becomes a tunnel construction tolerance, the vertical distance between the point in front of the curved tunnel planning line and a fixed length shorter than the arc length of the curved tunnel planning line and the vertical direction of the curved tunnel planning line are displayed as a point between both display points. A method for displaying a curved tunnel excavation state of a tunnel excavator, characterized by displaying a straight line.