JPH032612A - Timbering-position controlling method in tunnel - Google Patents

Abstract

PURPOSE:To reduce the amount of widening and to decrease the cost of construction by obtaining the collimating direction where errors are reduced by simulation beforehand, determining the setting coordinates for surveying instruments and the collimating direction of the instruments so as to agree with the prest collimating direction, and performing timbering work. CONSTITUTION:Before the timbering work is performed at the curved part in a tunnel T, laser theodlites 10R and 10L for the right and left walls are set. The setting coordinates and the collimating directions where measuring errors and turning (moving) times are less are selected by specified simulation. The collimating direction of a coordinating surveying instrument is determined so that the collimating axes of the theodlites 10R and 10L agree with the selected collimating direction. Thus the working positions of timbering are determined. Therefore, even if two or maser surveying instruments are used, the measuring errors and the turning times are made less, and the widening amount of the tunnel can be reduced. Thus, the cost of construction can be decreased.

Description

DETAILED DESCRIPTION OF THE INVENTION [Field of Industrial Application] The present invention relates to a method for managing the position of shoring in a tunnel when constructing a tunnel using the NATM construction method, cut-and-cut construction method, or the like.

"Prior Art" In recent years, the demand for constructing tunnels has been increasing day by day. There is a particularly strong demand for tunnel construction in Japan, which has many mountainous areas. Additionally, the demand for constructing urban tunnels underground in urban areas is also increasing.

As a method for constructing a tunnel, the above-mentioned NATM construction method,
There are open-cut construction methods, shield construction methods, etc. Among these construction methods, the NATM construction method does not use segments and can therefore be constructed economically.

Furthermore, since the NATM construction method does not loosen the ground, it can also be used when constructing urban tunnels with shallow soil cover. Therefore, when constructing both tunnels, the NATM construction method is often used.

The NATM construction method is a construction method in which measurement results obtained by on-site measurements are fed back to the construction method. I wanted to, i.
When using the NATM construction method to construct tunnel tunnels, it is necessary to conduct tunnel surveys such as detailed surveys, underground surveys, and surveys through working shafts in order to confirm whether the supports are redistributing stress well. Is required.

To tunnel 1lllli, in recent years,
Due to its accuracy and convenience, angle measuring instruments using masers,
This is done by using a maser surveying instrument such as a level, especially a laser heptadrite, a laser transit, or a laser level.

However, the number of the maser surveying instruments is often one.

On the other hand, when performing construction using the NATM construction method, it is common to use the ring cassette construction method in combination. The outline of the ring cut method is shown in Figure 19 (a) and (
(b) Shown in (b). Figure 19 (a) is a cross-sectional view of the tunnel being excavated using the ring cut method.
Figure (b) shows excavation using the Ringkanoto method.
FIG. 3 is a plan view of a tunnel. The ring cant construction method is a construction method in which excavation is performed in a ring shape in soft ground, etc., leaving the middle back 1 so that the face F does not collapse, as shown in FIGS. 19 (a) and 19 (b). Therefore, in the curved part of the tunnel, the midback I becomes an obstacle to tunnel surveying, and it is often impossible to survey with one maser surveying instrument 2. Therefore, in order to carry out the tunnel survey efficiently, it is necessary to use two masers.
m++ angle instrument 2 is required. Note that l is the collimation axis.

[Problems to be Solved by the Invention] However, tunnel surveying using two maser surveying instruments requires more complicated surveying methods than when using one maser surveying instrument. There was a problem in that it required a lot of labor. In particular, in recent years, the alignment of tunnels has become more complex and diverse, and the problem is that using two maser surveying instruments for tunnel surveying in such cases requires more labor. The point is also noticeable when using two Meser surveying instruments! The method of determining the amount of 1llI and the method of numerical calculation based on measured values are complicated and require a long time. Therefore, there is a problem in that tunnel surveying using two maser surveying instruments requires a lot of labor and time.

Furthermore, there was a high possibility that the measured values in such cases would include errors. Previously, this was done without going through a simulation process to determine the maser-surveying instrument installation coordinates and the sighting direction of the maser-surveying instrument, so the offset (distance) between the sighting axis and the tunnel side wall was large. This is because this increases the possibility of errors occurring. Errors in the measurement values directly lead to errors in the erection of the shoring. Therefore, when the error in the measured value increases, there is a very high possibility that the installation error of the shoring increases by the increase in the error. Therefore, assuming that there is an error in the erection of the shoring, the width of the tunnel has been widened to ensure a predetermined design thickness. FIG. 20 is a diagram showing the relationship between the thread winding and the width widening amount. To explain using FIG. Thick [
was secured. Therefore, when the erection error e of the shoring increases, the width widening amount W has to be increased. When the widening amount W increases, the thickness of the thread S (the layer weight to be constructed is greater than the design amount calculated from the design winding thickness) becomes thicker. Therefore, when the error in setting up the shoring increases, there is a problem in that the number of pins S increases and the construction cost increases. In addition, 3 is the construction position, 4 is the design position,
5 is a layer plane.

The present invention has been made in view of the problems encountered in the prior art, and its purpose is to use the ring cut method for constructing tunnels, and to use two maser surveying instruments. Even when one or more units are used, compared to the American construction method, it is possible to shorten the time and labor required for the tunnel survey and numerical calculations based on the measured values, and improve construction accuracy. A method for determining the installation coordinates and sighting direction of a maser surveying instrument in a tunnel, which can reduce construction costs by reducing the thickness of the bobbin winding, a method for erecting shoring using the method, and erecting the shoring. The purpose is to provide a location management method.

[Means for Solving the Problems] The gist of the present invention is to assume the maser-surveying instrument installation coordinates and the collimation direction of the maser-surveying instrument in a tunnel, and to correspond to the maser-surveying instrument installation coordinates. , the maser installed in the tunnel at the location where the surveying instrument is installed;
Calculate the offset between the tunnel side wall and the sighting axis, which are located at a distance on predetermined coordinates when the sighting direction is sighted by a surveying instrument, and from among the offsets obtained by the calculation, a simulation step of determining installation coordinates and a collimation direction of the maser-surveying instrument in a tunnel by detecting an offset whose offset value is within a required range and selecting the collimation direction corresponding to the offset; , installing the maser surveying instrument at a position in the tunnel corresponding to the maser surveying instrument installation coordinates,
Transfer the maser surveying instrument so that the collimation axis coincides with the collimation direction determined by the simulation, and collimate the collimation direction with the maser surveying instrument;
A shoring construction process in which a shoring construction position in the tunnel corresponding to the coordinates of a predetermined distance is determined, and the shoring is erected at the said shoring construction position, and after the first shoring is erected, a surveying instrument is used to , by surveying the position where the shoring has been erected and calculating the coordinates of the position where the shoring has actually been erected based on the measured values obtained from the survey, the predetermined absolute coordinates and the actual The difference between the coordinates of the position where the shoring has been erected is detected, and if the difference exists, the position of the shoring that will be erected next to the said shoring that has been erected can be resolved. By changing the position to
The present invention provides a method for managing the position of shoring in a tunnel, comprising a step of managing the position of shoring in order to prevent the difference from accumulating.

[Function 1] In the present invention, before installing a maser surveying instrument in a tunnel and moving it in the collimation direction, the maser surveying instrument installation coordinates and the maser survey 'f! Since a simulation process is performed to determine the sighting direction of the L instrument, it is easier to avoid measurement errors and repositioning (replacing the surveying instrument) than installing the maser surveying instrument directly in the tunnel without performing the simulation process and transferring it to the sighting direction. This makes it possible to reduce the number of times (moving). That is, the simulation process includes the installation coordinates of the maser surveying instrument in the tunnel and the maser survey instrument installation coordinates in the tunnel.
Assuming the sighting direction of the laser surveying instrument, when the sighting direction is collimated by the maser surveying instrument installed at the maser surveying instrument installation position corresponding to the maser surveying instrument installation coordinate, Calculating the offset between the tunnel side wall and the sight axis, which are located at a distance on the determined coordinates, and detecting an offset whose value is within a required range from among the offsets obtained by the calculation. , the collimation direction corresponding to the offset angle [・] is selected, and in the present invention, the required range is a range in which the measurement error can be reduced in consideration of the number of replacements. It is. If the measurement error can be reduced, the error in the shoring erection position can be reduced. If the error in the shoring erection position can be reduced, the amount of width expansion can be reduced.

If the amount of width expansion can be reduced, the number of threads can be reduced. If you can reduce the number of threads,
It becomes possible to reduce construction costs.

Further, the nomulation step can also be performed by a computational geography device. With computational geography equipment,
Even if two maser surveying instruments are used, the time required for surveying can be reduced. As a result, the present invention:
Said maser measurement! To make it possible to reduce the cost, period and labor required for tunnel construction even when two machines are used.

Subsequently, the maser surveying instrument is actually reinstalled at a position in the tunnel corresponding to the maser surveying instrument installation coordinates, and the visual field of the maser surveying instrument is adjusted in the sighting direction determined by the modeling process. When the quasi-axes are aligned, the maser surveying instrument is used to sight the collimation direction, and the position of the shoring in the tunnel, which is located at a distance on the predetermined coordinates, is determined. It becomes possible to reduce errors when erecting the shoring at the construction position. As mentioned above, the simulation step calculates the offset between the tunnel side wall and the sight axis located at each distance on predetermined coordinates, and selects the offset from among the offsets obtained by the calculation. The system detects an offset whose value is within a required range and selects the collimation direction corresponding to the offset. This is because it is set within a range that can be reduced. As a result, the present invention allows for fewer spools and reduces the expense and labor required for tunnel construction.

After the first shoring is erected, the position where the shoring has been erected is measured using a surveying instrument, and the coordinates of the position where the shoring is actually erected are calculated based on the measured values obtained from the survey. Then, it becomes possible to detect the difference between the predetermined absolute coordinates and the coordinates of the position where the shoring is actually installed.

Factors that cause the difference include human error when erecting the shoring, movement of the ground after the first shoring is erected, and generally the difference is often caused by the latter. However, when the difference occurs due to changes in the ground, etc., the location where the surveying instrument is installed often changes, and it is difficult to understand or predict the change. Therefore, the present invention calculates the coordinates of the position where the shoring is actually erected based on the measured values obtained by surveying the position where the shoring is erected using a surveying instrument, and calculates the coordinates of the position where the shoring is actually erected, and then calculates the coordinates of the position where the shoring is actually erected. We decided to detect the difference between this and the coordinates of the position where the shoring was actually erected. Therefore, the present invention makes it possible to detect the difference even when the difference occurs due to the movement of the ground. In addition, since the difference is detected by coordinates,
It can be detected as a difference in the winding thickness direction and the tunnel excavation direction. If the difference exists, the position of the shoring to be erected next to the shoring that has already been erected is determined by
By changing the position so that the difference can be eliminated, it is possible to prevent the difference between the shoring construction position and the absolute coordinates from accumulating. As a result, the invention makes it possible to reduce the number of spools,
It is possible to reduce the cost and labor required for tunnel construction.

[Embodiment 1] Hereinafter, an embodiment of the present invention will be described in detail with reference to the drawings. However, the dimensions, materials, shapes, relative arrangements, etc. of the component parts described in this example are not intended to limit the scope of this invention to only those, unless otherwise specified. , is merely an illustrative example.

In this embodiment, a simulation process, a shoring erecting process, and a shoring erecting position management process are sequentially performed.

First, on the curved part of the tunnel T, a right side (right side facing the face F of the tunnel T. The same applies hereinafter), which is one of the maser surveying instruments, and a wall laser seven-odorite IOR, which is also a maser surveying instrument, are attached to the curved part of the tunnel T. Before installing the wall laser theodolite lOL and moving it in the collimation direction, check the installation coordinates of each laser and each of the lasers. The above-mentioned simulation process is performed to determine the collimation direction of the heptadrite IOR and IOL.

In the simulation process, first, as shown in FIG. 1, the right side wall laser heptadrite installation coordinate, which is one of the maser-surveying instrument installation coordinates, and one of the maser-surveying instrument installation coordinates are set on the curved part. Assume the installation coordinates of the laser seven odolite for the left wall. The assumed installation coordinates of each of the laser seven odolites are determined in consideration of the end of the ground G on which the tunnel T is constructed and measurement errors.

If the laser theodolite installation positions 20R and 20L in the tunnel T, which correspond to the laser theodolite i and installation coordinates, are too close to the face F of the tunnel T, the ground G has stopped. Because there is no ground G
By moving each said laser heptadrite installation position 20
R, 20L may vary. If the respective laser heptadrite installation positions 20R and 2OL fluctuate, errors will occur in the measured values. Therefore, the installation coordinates of each of the laser seven odolites are assumed in consideration of the end of the ground G.

On the other hand, since the surveying part of the tunnel T is curved, there is a point where the offset between the right side wall RW and left side wall LW of the tunnel T and the laser beam axis which is the collimation axis becomes long. As a result, there is a high possibility that errors will occur in the measured values. Therefore, the installation coordinates of each of the laser heptadrites are assumed taking into account measurement errors.

The installation coordinates and collimation directions of each laser heptadrite are shown in FIGS. 11(a), (b), (c), and (d).

Figures (a), (b), and (/・) are diagrams showing the relationship between the axes of the laser beams in a surveying method in which the axes of the laser beams from the laser theodolites IOR and IOL are transferred so that they are parallel to each other. FIG. 4D is a diagram showing the relationship between the laser beam axes in a surveying method in which the laser beam axes are transferred independently. In this embodiment, a surveying method was adopted in which the axes of the laser beams from the laser theodolites IOR and IOL are independent, as shown in FIG. 4(d). This is because the offset 0 in Figure (D) can be shortened compared to Figures (A), (B), and (C), and as a result, measurement values with fewer errors can be obtained. be. Of course,
The present invention can also employ the surveying methods shown in Figures (A), (B), and (C). In such a case, the same figure (
It is necessary to perform calculations that correspond to the surveying methods shown in a), (b), or (c).

Next, as shown in FIG. 2, the collimation direction is assumed. In this embodiment, the collimation direction is determined by the coordinates of the theodolite installation and the coordinates of the collimation point. The collimation point coordinates are assumed to be equidistant from the width center of the tunnel T toward each of the side walls RW and LW of the tunnel T. Furthermore, in this embodiment, the coordinates of the sighting points are assumed to be 11 points. The coordinates of the sighting point for the left wall are six points from the center C toward the left wall LW, and the coordinates of the sighting point for the right wall are six points from the center C toward the right wall RW. Therefore, the sighting point coordinates on the center C are the sighting point coordinates for the left side wall and the sighting point coordinates for the right side wall.

First, each of the laser seven odolite installation positions 2OR, 20L corresponds to each of the laser seven odolite installation coordinates.
Each of the laser heptadrites IOR and IO installed in
Using L, calculate the offset o between the side wall of the first hole T and the laser beam axis, which is located at each distance on the predetermined coordinates when collimating each of the sight point coordinates. Calculate using a processing device.

Next, from among the offsets 0 obtained by the above calculation, select an offset 0 that is within the required range or the value of the offset o.
Detect. The required range is determined by taking into account measurement errors and the number of replacements.

However, if the offset o is too short, the number of replacements will increase and surveying will take a long time, and if it is too long, there will be many errors in shoring erection.

In this example, although the detection of offset 0 within the required range was performed manually, the calculation of offset 0 and the detection of offset 0 within the required range were performed by the arithmetic processing unit. It can be performed. Further, the offset 0 can also be detected using a detection device such as an arithmetic processing device separate from the arithmetic processing device.

Then, as shown in FIG. 3, for the offset 0!
The collimation direction is selected based on each of the 1111 laser theodory F installation coordinates and the detected collimation point coordinates.

Through the above steps, the laser theodolite installation coordinates and the collimation direction are determined.

Subsequently, in this embodiment, the shoring 30 is erected by performing a shoring erecting process.

The shoring erection process is indicated by line -) as shown below.

First, each of the laser seven odolite installation positions 2 in the tunnel T corresponding to the respective laser seven odolite installation coordinates
0R, 20L, each of the laser theodolites IOR,
Place the IOL.

Next, each of the laser theodolites 1OR10L collimates each sighting point 4° corresponding to the sighting point coordinate determined in the simulation step. Each said laser heptadrite IOR in each said collimation direction by so collimating.

10L can be transferred so that the laser beam axes are aligned. This is because each of the collimation directions is selected by each of the laser heptadrite installation positions 20R, 2OL and each of the collimation points 40.

Each laser heptadrite IOR is installed by welding to a stand 50 fixed to the left side wall LW of the tunnel T, as shown in FIG. Said left (t
! I wall rail-seven odolite lOL is also the left side wall LW
It is installed in the same way. Each of the sighting points 40 is connected to an all-anchor 6 at the top of the tunnel T, as shown in FIG.
0 is driven in, and the thread 70 is suspended from the all anchor 60.

Note that each of the above-mentioned collimation points 40 can also be provided using other materials or methods. Then, each of the sighting points 40 is sighted by each of the laser heptadrites LOR and IOL, and a shoring construction position within the tunnel T is determined at a coordinate approximately a distance on the predetermined coordinates. In addition, in actual construction, it is often impossible to accurately install each of the laser theodolites IOR and IOL at each of the laser theodolite installation positions 20R and 20L. In such a case, it is also possible to measure the position where each of the laser heptadrites 10R10L is installed using a surveying instrument of the relevant capacity, and calculate the offset O based on the measured value obtained by the survey.

Next, the shoring 30 is erected at the shoring erecting position. The shoring 30 may be erected using a conventional construction method.

Through the above steps, the shoring 30 can be erected.

Next, in this embodiment, the shoring erecting position is managed by the shoring erecting position management process.

The shoring erection position management process is carried out as follows.

First, after the shoring 30 is erected, as shown in Figure VG6, the position within the tunnel T where each of the shoring 3o has been erected is traverse surveyed using a transit 8° which is one of the surveying instruments. The traverse survey is shown in Figure 7 (a)
As shown in FIG. 3B, each of the shoring works 30 is marked with a marker, and the measured marks are surveyed to determine the installed position of each of the shoring works 30.

Note that surveying can also be carried out using other surveying instruments, such as a theodolite or a laser heptadrite. In addition, other methods can also be used for marking marks.

Next, based on the measured values obtained by the survey, coordinates corresponding to the position in the tunnel T where the shoring 30 is actually installed are calculated.

Next, the difference between the predetermined absolute coordinates and the coordinates of the position where the shoring 30 is actually erected is detected.

The calculation and the detection are performed using an arithmetic processing device. As shown in FIG. 8, the difference is a difference X in the excavation direction and a difference y in the lining direction of the tunnel T.
It is detected as. Note that the calculation and/or the detection can also be performed manually.

If the difference exists, the shoring erecting position of the next shoring 30 to be erected is changed to a position where the surface difference can be eliminated, and the difference is prevented from accumulating. .

Next, a method for determining installation coordinates and sighting direction of a maser surveying instrument in a tunnel T, a method for erecting a shoring using the method, and a method for erecting a shoring and position management of the shoring according to the present embodiment configured as described above will be described. Explain how the method works.

In this example, each of the laser heptadrite IO
Before installing the R, IOL and transferring it in the sighting direction, a simulation process is performed to determine the installation coordinates of each of the laser heptadrites and the collimation direction of each of the laser heptadrite IOR, 10L, so the simulation process Compared to installing each of the laser theodolites IOR and IOL directly into the tunnel T without going there and moving them in the collimation direction, it is possible to reduce measurement errors and the number of replacements. That is, the simulation step is
Assuming the laser heptadrite installation coordinates and the collimation direction of each of the laser theodolites 10R and IOL in the tunnel T, each of the laser heptadrite installation positions 2OR, 2O corresponds to the laser heptadrite 1 to installation coordinates.
Each of the laser heptadrites IOR and IO installed in L
Calculate the offset 0 between the side wall of the tunnel T and the laser beam axis, which is located at a distance on predetermined coordinates when the collimation direction is collimated by L, and calculate the offset O obtained by the calculation. From among them, the offset o whose value of the offset 0 is within a required range is detected, and the collimation direction corresponding to the offset 0 is selected,
This is because the above-mentioned required range in this embodiment is a range in which the measurement error can be reduced in consideration of the number of replacements. If the □ measurement error can be reduced, the error in the shoring construction position can be reduced. If the error in the shoring erection position can be reduced, the amount of width expansion can be reduced. If the amount of width expansion can be reduced, it is possible to reduce the number of combined windings.

If the number of folds can be reduced, construction costs can be reduced. Further, the simulation step can also be performed by an arithmetic processing device. If an arithmetic processing unit is used, it is possible to reduce the time required for surveying even if two maser surveying instruments are used. As a result, according to this embodiment, the maser surveying instrument is
To make it possible to reduce the cost, period and labor required for constructing a tunnel and a T even when a stand is used.

Subsequently, each of the laser theodolites IOR, IOL is actually installed at a position in the tunnel T corresponding to each of the laser theodolite installation coordinates, and each of the laser theodolites IOR, 10L is aligned in the collimation direction determined by the simulation process. Transfer each laser heptadrite IOR so that the laser beam axes of
After collimating the collimation direction with the IOL and determining a shoring erecting position within the tunnel T located at a predetermined distance on the coordinates, the shoring 30 is erected at the relevant shoring erecting position. This makes it possible to reduce errors in actual use. As described above, in the curve simulation step, the offset 0 between the side wall of the tunnel T and the laser beam axis located at each distance on the predetermined coordinates is calculated, and the offset 0 is obtained by the above calculation. Among the offsets o, an offset 0 whose value is within a required range is detected, and the collimation direction corresponding to the offset 0 is selected. In this embodiment, the required range is This is because the range is set within which the measurement error can be reduced, taking into account the number of replacements. As a result, according to this embodiment, it is possible to reduce the number of threads, and it is possible to reduce the cost and labor required for constructing the tunnel T.

After the shoring 30 has been erected, the position where the shoring 30 has been erected is measured using an alphal instrument, and based on the measured values obtained from the survey, the position where the shoring 30 has actually been erected is determined. Once the coordinates are calculated, it becomes possible to detect the difference between the predetermined absolute coordinates and the coordinates of the position where the shoring 30 is actually erected. Here, factors that cause the difference include human error when erecting the support 30, fluctuations in the ground G after the support 30 is erected, etc., but generally the difference is caused by the latter. often occurs. However, when the difference occurs due to a change in the ground G, the location where the surveying instrument is installed often changes, and it is difficult to understand or predict the change.

Therefore, the method for managing the shoring erecting position using the maser-surveying instrument installation coordinates and collimation direction determination method according to this embodiment is based on the method of controlling the erected position of the shoring 30 using a surveying instrument. Based on the measured values, the coordinates of the position where the shoring 30 is actually erected are calculated, and the difference between the predetermined absolute coordinates and the coordinates of the position where the shoring 30 is actually erected is detected. . Therefore, in this embodiment, even when the difference occurs due to a change in the ground G, it is possible to detect the difference. If the difference exists, the position of the shoring 30 to be erected next to the already erected shoring 30 is changed to a position where the error can be eliminated, thereby improving the shoring construction. This makes it possible to prevent differences between the embedded position and the absolute coordinates from accumulating. As a result, according to this embodiment, it is possible to reduce the number of threads, reduce the cost and labor required for constructing the tunnel T, and further,
Since the difference X in the excavation direction of the tunnel T can also be eliminated, construction accuracy can be improved.

In addition, since the offset o1 and the difference between the predetermined absolute coordinates and the coordinates of the position where the shoring 30 is actually erected are detected by the arithmetic processing device, according to the present embodiment, manual labor is required. This can be performed more quickly than calculating the offset 0 and the difference. As a result, the time and labor required to construct the tunnel T can be reduced. Furthermore, in this embodiment, since the difference in the excavation direction of the tunnel T is detected, it is possible to prevent the difference in the excavation direction from accumulating.

Next, a method for determining installation coordinates and sighting direction of a maser surveying instrument in a tunnel T, a method for erecting a shoring using the method, and a method for erecting a shoring and position management of the shoring according to the present embodiment configured as described above will be described. The effect when the method is used for constructing the curved portion of the tunnel T will be explained.

In this embodiment, before installing each of the laser heptadrites IOR and IOL in the tunnel T and moving them in the sighting direction, the installation coordinates of each of the laser heptadrites and the collimation direction of each of the laser heptadrites 1OR11OL are determined. Since a simulation process is performed to determine the accuracy, the measurement error and number of replacements can be reduced compared to installing the laser heptadrite IOR, IOL directly into the tunnel T without performing the simulation process and transferring it in the collimation direction. I can do it. As a result, according to this example,
The cost, period and labor required for constructing the tunnel T can be reduced.

In this example, after performing the simulation step, each of the laser theodolites IOR, 10L was actually installed at a position in the tunnel T corresponding to each of the laser heptadite installation coordinates, and the positions determined by the simulation step were Transfer the collimation points 40 corresponding to the collimation point coordinates so that the laser beam axes of the laser theodolites IOR and IOL coincide with each of the collimation directions, and By collimating the above-mentioned sighting direction using the IOR and IOL, the shoring construction position in the tunnel T, which is located at a distance on the predetermined coordinates, is determined, so the above-mentioned Errors when erecting the shoring 30 can be reduced. As a result, according to this embodiment, the cost and labor required for constructing the tunnel T can be reduced.

In this embodiment, after performing the simulation step and the shoring erecting step, the position where the shoring 30 has been erected is surveyed using a weight instrument, and based on the measured values obtained by the survey, The coordinates of the position where the shoring 30 is actually erected are calculated, and the difference between the predetermined absolute coordinates and the coordinates of the position where the shoring 30 is actually erected is detected. That is, - in this embodiment, the coordinates of the position where the shoring 30 is actually erected are calculated based on the measured values obtained by surveying the position where the shoring 30 is erected using a surveying instrument; Since the difference between the predetermined absolute coordinates and the coordinates of the position where the shoring 30 is actually erected is detected, even if the difference occurs due to the movement of the ground G, the difference can be detected. can do.

If the difference exists, by changing the position of the shoring 30 to be erected next to the already erected shoring 30 to a position where the error can be eliminated,
It is possible to prevent the difference between the shoring erection position and the absolute coordinates from accumulating. As a result, according to this embodiment, the number of combined windings can be reduced, and the tunnel T
It is possible to reduce the cost and labor required for construction.

In general, in this example, the laser
Although two units are used, since an arithmetic processing device is used, the offset 0 and the difference can be calculated more quickly than manually. As a result, according to this embodiment, the period and labor required to construct the tunnel T can be reduced. Furthermore, in this embodiment, the tunnel T
Since the difference in the excavation direction is detected, it is possible to prevent the difference in the excavation direction from accumulating.

As a result, construction errors in the tunnel T excavation direction can be reduced.

In this embodiment, a laser heptaodolite is used, but the above effect can also be obtained by using other maser surveying instruments, such as a laser level. Further, although the collimation direction was determined after determining each of the heptadrite installation positions 1i120R and 20L, in the present invention, there is no particular order. Furthermore, in this example,
Although the simulation step was performed assuming l installation coordinates for each of the laser heptadrites, in the present invention, two or more of the maser 21! It is also possible to perform this by assuming the installation position of the lJ quantity device. Furthermore, although two laser theodolites were used in this embodiment, one or three or more laser theodolites may be used in the present invention. Further, in this embodiment, the method was used to construct a curved portion of the tunnel T, but the present invention can also be applied to a straight portion. Furthermore, in this example,
Although the collimation direction was determined from the laser theodolite installation positions 20R, 20L and the collimation point coordinates, in the present invention, the collimation direction may be determined by another method, for example, from the angle measurement value between the reference line and the collimation axis. You can also do it. Note that in this example, the simulation step was performed only once, but
In the present invention, it can also be carried out two or more times.

Next, a construction example in which the present invention is applied to construct a tunnel T will be described using the drawings used in the description of the example.

In this construction example, as shown in Figure 1, the distance is 6391,
Excavating to OOm, 6391.00m to 6423m
．． This is based on excavation to OOm, and the widening amount was planned to be 50 mm. Note that the radius of curvature of the tunnel T is 800 m.

In this construction example, after performing the simulation process and the shoring erecting process, the shoring erecting position management process was further sequentially performed.

The simulation process is performed as follows.

First, as shown in FIG. 2, the installation coordinates of the laser heptadrite for the right side wall are 6285°00 m1 in distance, and 5.00 m in the RW force direction of the right side wall from the center of the width of the tunnel T. The installation coordinates of the laser heptadrite are 6285.50 m in distance, from the center of the width of the tunnel T to the left wall LW direction. O
Om, I assumed. The coordinates of the sighting point are 6380 in distance.
00 m, i, o from the center C of the width of the tunnel T toward each of the side walls RW, LW.

m each, sight point coordinates for the right side wall RW, and the left side wall L.
A sight point coordinate for W was provided.

Next, the laser seven odolite installation coordinates for the right side wall,
The installation coordinates of the laser seven odolites for the left side wall and the coordinates of each of the sighting points are inputted into an arithmetic processing device, and each of the supporting structures 3
Each offset 0 on the coordinates of 0 was calculated.

The results are shown in FIGS. 12 and 13. CASE(0
) is the offset 0 at each sight point coordinate on the center C, and CASE (1) is the offset 0 at each sight point coordinate located at a position of 1°00 m from the center C toward each side wall RW. , CASE (2)
2. from the center 〇 to each side 11RW, LW. CASE (3) sets the offset 0 in the sight point coordinates at the position OOm to 3. from the center C toward each side wall RW, LW. CASE
(4) is 4. from the center C toward each of the side walls RW, LW. CASE (5) is an offset 0 in each of the sight point coordinates located at a position of OOm, and CASE (5) is from the center C to each of the side walls RW.

5 towards LW. The offset 0 at each sight point coordinate located at the position OOm is shown.

The required range of the O7 set 0 is approximately 1 m considering the i++1 constant error and the number of replacements. The reason why the above-mentioned required range was set to be around 1 m is that in order to widen the width to 50 mm, it was considered from conventional construction experience that it is desirable for the offset 0 to be around 1 m.

Therefore, from Figure 12, CASE (4) ~ CAS
It was estimated that the optimal sighting point coordinates are between the sighting point coordinates corresponding to E (5). Also, from Figure 13,
It was estimated that the optimal sighting point coordinates exist between the sighting point coordinates corresponding to CASE (2) to CASE (4).

Next, as shown in FIG. 4, CASE (4) to CA
Between the sight point coordinates for the 6 front right wall corresponding to SE (5), that is, from the center C to the right wall RW, every 0.2 m between 4.00 m and 5,00 m. Assuming the sight point coordinates for the right wall at the point, CASE (2) ~ CA
Between SE (4), that is, from the center 〇 to the left wall LW, 0.50 of 2.00 m-4, QOm
Sighting point coordinates for the left side wall were assumed at points every m, and inputted into the arithmetic processing device of each of the sighting point coordinates, and each offset 0 on the coordinates of each of the shoring structures 30 was calculated.

The results are shown in FIGS. 14 and 15.

In FIG. 14, CASE (0) is the center C.
4. toward the right side wall RW. CASE
(1) is the offset O at each sight point coordinate located at a position of 4.20 m from the center C toward the right side wall RW, and CASE (2) is 4.20 m from the center C toward the right side wall RW. CASE (3) is 4°60m from the center C toward the right side wall RW with offset 0 in the sight point coordinates located at a position of .40m.
CASE (4) is the offset 0 at each sight point coordinate located at the position of
CASE (5) sets the offset 0 at each sight point coordinate located at a position of 4.80 m toward W, and CASE (5) is 5.0 from the center C toward the right side wall RW. This shows the offset 0 at each of the coordinates of the single point of view located at the position OOm.

In FIG. 15, CASE (0) is the center C
CASE
(1) is the offset O at each sight point coordinate located at a position of 2.50 m from the center 0 toward the left wall LW, and CASE (2) is 3 from the center C toward the left wall LW. CASE (3) is 3°50 from the center C toward the left side wall LW, and the offset O in the coordinates of the sight point located at a position of .00 m is
Offset 0 at each said sight point coordinate at position m
, CASE (4) indicates an offset 0 at each sight point coordinate located at a position of 4.00 m from the center 0 toward the left side wall LW.

Next, from the offset 0 obtained by the calculation,
1. Detect offset 0 before and after OOm.

First, from FIG. 14, offset 0 in CASE (2) was detected. The reason for choosing CASE (2), which is 1 m away from CASE (0), is as follows. In this embodiment, as shown in FIGS. 14 and 15, the laser heptadrite IO for the right side wall
An offset of 0 between the laser beam axis of the laser beam axis of the left side wall R and the right side wall RW is greater than an offset of 0 between the laser beam axis of the laser beam axis of the left side wall RW and the right side wall RW.
The range of offset 0 values for each ASE is wide. Each said CAS
The width of the offset 0 for each E is wide, which means that the width of the offset 0 for the left side wall is larger than the minimum value of the detected offset o between the laser beam axis of the right side wall laser heptadrite IOH and the right side wall RW. Laser heptadrite IO
There is a very high possibility that the minimum value among the values of offset 0 to be detected with respect to the laser beam axis of L will be smaller. As the value of offset 0 becomes smaller, the number of replacements increases. Therefore, among the minimum values, the smaller offset o
In this case, the number of replacements must be taken into consideration. Here, the minimum value of off-77tO of the right side wall RW is 0,878
54 [Shoring No. 1157°CASE (4)], and the minimum value of offset 0 of the left side wall LW is 0.87
141 [Shoring N01157, CASE (2)]
It is. Therefore, there is no need to consider the number of replacements when detecting an offset of 0 between the laser beam axis of the right side wall laser theodolite IOR and the right side wall RW. On the other hand, the smaller the offset O, the smaller the measurement error. For the above reasons, regarding the offset 0 between the laser beam axis of the laser heptadrite IOR for the right side wall and the right side wall RW, CASE
We decided to detect offset 0 in (2).

Next, from Figure 15, the distance is 6391.00m-64
07,OOm (Shoring 3ONol125-Nol14
For between 1), change CASE (3) to 6 in terms of distance.
408.00m-6423-00m (Shoring 3ONol
142-Nol157), CASE (
The offset o in 4) was detected. The reason why we decided to take two collimation point coordinates is because in case of CASE (1), the value of offset 0 is too large between 6391.00 m and 6407.00 m in terms of distance, which may result in a large number of measurement errors. This is because it is highly sensitive.

Note that a negative value of offset 0 indicates a position within the side wall. Therefore, such an offset of 0 cannot be detected.

Through the above steps, the laser theodolite installation coordinates and the collimation direction were determined.

The time required for the above simulation process is 2.
It was 8 minutes.

Next, the above-mentioned shoring erection process was performed.

The shoring erection process is carried out as shown below.

First, the right side wall laser heptadrite 10R and the left side wall laser heptadrite 1-1OL were installed in the tunnel T. The installation position of the laser heptadrite IOH for the right side wall is the laser heptadrite installation position 2OR corresponding to the installation coordinates of the laser heptadrite for the right side wall, and specifically, the distance is 6285. O
Om, and is located 5 m from the center C toward the right side wall RW. Further, the installation position of the left side wall laser heptadrite 10L is the laser theodolite installation position 2OL corresponding to the left side wall laser hetodolite installation coordinates, and specifically, the distance is 6285.
．． 50m from the center C toward the left wall LW. This is the position of OOm.

Next, the sight point coordinates for the right side wall (CAS in Figure 14)
A sighting point 40 for the right side wall was provided at a position within the tunnel T corresponding to the sighting point coordinates in E (2). The distance of this position is 6380.00 m, and it is a position of 4.4 m from the center C toward the right side wall RW.

Next, the sight point coordinates for the left side wall (CAS in Figure 15)
Sighting point coordinates in E (3) and CASE (1))
A sighting point 40 for the right side wall was provided at a position within the tunnel T corresponding to . The distance of the position is 6380. OOm
The positions are 3°50m and 2.50m from the center C.

In this construction example, each of the laser theodolite IO
The position where R, IOL and each of the above-mentioned sighting points 40 were installed is 1l.
I decided to weigh it. Each of the laser heptaodolites 1OR, IOL and each of the collimation points 40 are connected to the corresponding laser heptaodolite installation positions 2OR,
2OL, there is a problem in terms of labor and time during construction to accurately install the sight point at the position in the tunnel T to which each of the above-mentioned sight point coordinates corresponds. Therefore, each of the laser seven odolites lOR, IO is placed at a position where each of the laser seven odolite installation positions 2OR, 20L and each of the aforementioned sight point coordinates can be considered to be approximately the same as the corresponding position in the tunnel T.
This is because the collimation points 40 are provided. As a result, the actual position where the right side wall laser heptaodolite lOR was installed was 6285.089 m,
4,93 from the center c toward the right side wall RW
The distance is 8m, and the actual position where the left side wall laser theodolite IOL was installed is 6285.6m.
38m, and the center C is at a position of 5.055m towards the left wall LW.

Further, the actual position where the sight point 40 for the right side wall described in ii'iiI was provided is a distance of 6380.123 m, and is a position of 4° 368 m from the center 〇 toward the right side wall RW, and the distance is 6380.123 m. The actual position of the sighting point 40 for the left side wall is 6380.013 m, 2.534 m from the center 〇 toward the left side wall LW, and one of the positions is The distance is 6380.112m,
3°56 from the center C toward the left side wall LW
It was at a position of 9m. The survey was conducted by traverse survey using the transit 80.

The above results were input to the arithmetic processing device, and the accurate offset 0 was calculated.

The results are shown in FIGS. 16 and 17. CASE (0) in FIG. 16 indicates the offset O at each sight point coordinate located at a position of 4,Q Om from the center C toward the right side wall RW. In FIG. 17, CASE (0) indicates the offset 0 at each sight point coordinate located at a position of 2.50 m from the center C toward the left side wall LW, and CASE (0) indicates the From center〇 to the left side wall L
The offset 0 at the coordinates of each of the collimation points located at a position of 3.50 m toward W is shown.

Each sighting direction corresponding to the detected offset 0 was determined based on the position of each odolite installation position 20R12OL and the position of each sighting point 40 in the tunnel T.

Next, as shown in FIG. 5, by collimating the collimation point 40 with each of the laser theodolites IOR and IOL, the laser beam was transferred so that the axis of the laser beam coincided with the collimation direction.

Next, the construction position of the school building was determined based on FIG. 16 or FIG. 17. For example, No. 1125 shoring 30
The distance of the shoring construction position is 6391.00 m, and the offset 0 between the laser beam axis of the right side wall laser theodolite IOR and the right side wall RW is approximately 0.5.
18 m, and the offset O from the laser beam axis of the left side wall laser heptaodolite IOL is 1.103 m.

Moreover, the said shoring construction position of the shoring 30 No. 1157 with a distance of 6423 and OOm has a distance of 6423. O
Om, the offset O between the laser beam axis of the right side wall laser heptadrite l-1OR and the right side wall RW is about 0.381 m, and the laser heptadry I-1 for the left side wall
Offset 0 with the laser beam axis of OL is 0.129
It is m.

Next, each shoring 30 was erected at the shoring erecting position determined as above.

By performing as described above, the shoring 30 could be erected.

Next, in this example, the above-mentioned shoring construction position management process was further performed.

The shoring erection position management process was performed as follows.

First, after the shoring 30 was erected, the position where the shoring 30 was erected was traverse surveyed using a transit 80, as shown in FIG.

In the traverse survey, as shown in FIG. 7, the erected positions of each of the shoring works 30 were determined by marking the shoring works 30 and surveying the measuring markers 90 set using the guideposts.

Next, based on the measured values obtained from the traverse survey, the difference between the predetermined absolute coordinates and the coordinates corresponding to the position in the tunnel T where each of the shoring structures 30 is actually erected is calculated using a calculation processing device. Detect it.

The results are shown in FIG. As a result of the above calculation, the difference in distance in FIG. 18 is the difference between the predetermined absolute coordinates and the coordinates corresponding to the positions in the tunnel T where each of the shoring structures 30 is actually erected. Further, the difference in distance was expressed as a difference x by 8 in the excavation direction of the tunnel T and a difference y in the lining direction of the tunnel. Note that the predetermined absolute coordinates are those determined by the National Geographic Department.

Then, based on the detected difference, the shoring construction position of the shoring 30 after No. 1158 was changed to a position where the difference could be eliminated, and the difference was prevented from accumulating.

The time required for the detection was 33 minutes.

Furthermore, the width was conventionally set at 80 mm. On the other hand, in this construction example, the width was widened to 50 mm.

Therefore, in the above construction example, the distance is 6391°00
(Shoring No. 1125) ~ 6423.00 (Shoring No.
1157), (0,08m-o,05m)X25.00 [Perimeter]
x (6423,00-6391,00)=2m3 of concrete could be saved.

[Effects of the Invention] Since the present invention is configured as described above, it produces the following effects.

In the method for determining the maser-surveying instrument installation coordinates and sighting direction in a tunnel according to claim 1, before installing the maser-surveying instrument in the tunnel and moving it in the sighting direction, the maser-surveying instrument installation coordinates and the sighting direction are determined. Since a simulation process is performed to determine the collimation direction of the maser surveying instrument, even if two or more maser surveying instruments are used for surveying, the maser surveying instrument can be directly inserted into the tunnel without performing the simulation process. Compared to installing it and transferring it in the collimation direction, measurement errors and the number of replacements can be reduced. As a result, the present invention reduces the costs required for tunnel construction;
The period and labor can be reduced.

In the shoring construction method using the method for determining installation coordinates and collimation direction of a maser surveying instrument in a tunnel according to claim 2, after performing the simulation step, actually:
A 617th maser surveying instrument is installed at a position within the L/N area corresponding to the maser surveying instrument installation coordinates, and the collimation axis of the maser surveying instrument matches the collimation direction determined by the simulation process. The position of the shoring in the tunnel, which is located at a distance on the predetermined coordinates, is determined by collimating the collimation direction with the maser surveying instrument. It is possible to reduce errors when erecting the shoring at the erecting position. As a result, the present invention can reduce the expense and labor required for tunnel construction.

After the first shoring is erected, the position where the shoring has been erected is measured using a surveying instrument, and the coordinates of the position where the shoring is actually erected are calculated based on the measured values obtained from the survey. Then, it becomes possible to detect the difference between the predetermined absolute coordinates and the coordinates of the position where the shoring is actually installed.

Factors that cause the difference include human error when erecting the shoring, movement of the ground after the first shoring is erected, but generally the difference is caused by the latter. many. However, when the difference occurs due to changes in the ground, etc., the location where the surveying instrument is installed often changes, and it is difficult to understand or predict the change. Therefore, the present invention calculates the coordinates of the position where the shoring is actually erected based on the measured values obtained by surveying the position where the shoring is erected using a surveying instrument, and calculates the coordinates of the position where the shoring is actually erected, and then calculates the coordinates of the position where the shoring is actually erected. We decided to detect the difference between this and the coordinates of the position where the shoring was actually erected. Therefore, the present invention makes it possible to detect the difference even when the difference occurs due to the movement of the ground. In addition, since the difference is detected by coordinates,
It is possible to detect the difference in the winding thickness direction and the tunnel excavation direction. If the difference exists, the position of the shoring to be erected next to the shoring that has already been erected is changed to a position where the difference can be eliminated. and the absolute coordinates can be prevented from accumulating.

As a result, the present invention makes it possible to reduce the total number of rolls, reduce the expense and labor required for tunnel construction, and also improve construction accuracy because differences in tunnel excavation directions can be eliminated. be able to.

The method for managing the position of shoring construction using the method for determining installation coordinates and collimation direction of a maser-surveying instrument in a tunnel according to claim 3 is such that, after performing the simulation step and the shoring construction step, measuring the position where the shoring has been erected using an instrument, and calculating the coordinates of the position where the shoring has actually been erected based on the measured values obtained from the survey;
The difference between the predetermined absolute coordinates and the coordinates of the position where the shoring is actually erected is detected. That is, the invention according to claim 3 calculates the coordinates of the position where the shoring is actually erected based on the measured values obtained by surveying the position where the shoring is erected using a surveying instrument, and Since the difference between the determined absolute coordinates and the coordinates of the position where the shoring is actually erected is detected, even if the difference occurs due to the movement of the other mountain, the difference cannot be detected. made possible. If the difference exists, the position of the shoring to be erected next to the already erected shoring is changed to a position where the error can be eliminated, so that the shoring is erected. Differences occurring between the position and the absolute coordinates can be prevented from accumulating. As a result, the present invention can reduce the total number of windings and reduce the cost and labor required for tunnel construction.

[Brief explanation of the drawing]

Figures 1 to 18 show embodiments of the present invention, Figures 1 to 6 are process plan views of this embodiment, and Figure 7 (a) shows a guidepost with measuring markers on the shoring. Figure 7 (B) is a plan view of the shoring shown in Figure 7 (A), and 'M8' is the difference between the predetermined absolute coordinates and the coordinates corresponding to the actual position of the shoring. Figure 9 is a schematic front view of the laser heptadrite installed in the tunnel, and Figure 10 shows the structure with a sighting point inside the tunnel. Schematic front view, Figures 11 (a) to (c) are schematic plan views showing the relationship between the laser beam axis, dry drive, and laser beam axes when the laser beam axes are parallel, and Figure 11 (d) is a schematic plan view showing the relationship between the laser beam axes and the laser beam axes. A schematic plan view showing the relationship between the laser heptadrite and the laser beam axis when the axes are independent; Figures 12 to 15 are front views showing offsets calculated during the simulation process; Figures 16 and 17; The figure shows the front page showing the offset calculated based on the measured values of the shoring and sighting point 40, and Figure 18 shows the predetermined absolute coordinates of the installed shoring and the tunnel in which each shoring was actually erected. Figures 19 and 20 are diagrams showing conventional examples;
Figure 9 (a) is a cross-sectional view of the tunnel when the tunnel is excavated using the ring cut method, Figure 19 (b) is a plan view of the tunnel when the tunnel is excavated using the ring cut method, and Figure 20 is a plan view of the tunnel when the tunnel is excavated using the ring cut method. FIG. 2 is a schematic cross-sectional view of a tunnel showing the relationship between the total volume and the amount of widening. T: Tunnel, F: Face, G: Earth, L laser beam axis, RW: Right side wall, LW: Above left side Wall LW. C...Center e...Built-in error, l...Collimation axis, 0...Offset, t...Design winding thickness, S... Full volume W... - widening amount, X... Difference in the excavation direction, y... Difference in the lining direction, l... Medium height, 2... Maser surveying instrument, 3... Construction position, 4... Design position, 5... Layer surface, 10R... ...Laser theodolite for right side wall, 1
0L・・・Laser 7 O Dry for left side wall)・,2
OR...Laser 7 odolite installation position for the right side wall, 20L...Laser 7 odolite installation position for the left wall, 30...Shoring, 40...View Standard point, 50...stand, 60...all anchor 70...thread, 80...transit, 90...measurement mark, th. Figure 4 Figure 5 Applicant: Maeda Corporation Figure 9 Figure 12! J side L/Hoko lI. CASE (0) B1, /NO CASE CASE (G) L /N. CASE (0) Fig. 13 Left side B1°/Hoko N. Cow Yoriti CASE (0) 131゜Shiku N. Kyoritei CASE (0) 1L / Hokou N. CASE (Q) b Figure 14 (1 shout nl. CASE; (0) / N. CASE (0) P, 1 / N. CASE (0) 15 No = llb '1 Fig. 15 left side 1'lL / Hokou N. Kyoritei AS mouth / Hofuu N. Kyoritei AE IL / Hokou N. Kyoritei A5 +1L Fig. 16 Fig. 17 / Hokou N (1 S F to Kigoritei C, (0 ) /, - side l Nhofuu N. Kikoritei CASE (0) CASE (+) / Nakou Nr+ Ki7ritei CASE (0) 31°/Hofuu N. Kifuritei CASE (Q) CASE (+) No Hokou N. Kyoritei CASE (0) ) U1゜/Hofu N. Kyoritei CΔ5rI (0) CASE (1) Fig. 18/10th Cowl] No 1125 Kifuritei 6392.00 6393.00 Center Uchi (R) / Knock Center Tsuchi (R) / Knock Center Uchi(R) Center 90 72. 0+2 72, 494 10 10ui 29, 37307 478.99706 875ia 8 29, 37307 119.37307 76, [1583 29, 37307 119, :'17107 1i634 )=(1,102 J=O,125 S=0. 120 Kiriha 0054 Kirihani 0086 Kiriha 0-089 Horizontal?!-0,0116 Yoyu; 009 Yoyu = 0080 Figure 19 C] (rI) Figure 20

Claims (1)

[Scope of Claims] Assuming the installation coordinates of the maser surveying instrument in the tunnel and the collimation direction of the maser surveying instrument, the maser surveying instrument is installed at the installation position in the tunnel corresponding to the maser surveying instrument installation coordinates. Calculate the offset between the tunnel side wall and the sighting axis located at a distance on predetermined coordinates when the sighting direction is sighted by the maser surveying instrument, and calculate the offset obtained by the calculation. A simulation that determines the maser surveying instrument installation coordinates and sighting direction in a tunnel by detecting an offset whose value is within a required range and selecting the sighting direction corresponding to the offset. installing the maser surveying instrument at a position in the tunnel corresponding to the maser surveying instrument installation coordinates, and moving the maser surveying instrument so that the collimation axis of the maser surveying instrument coincides with the collimation direction determined by the simulation; Shoring construction is performed by collimating the collimation direction with the maser surveying instrument, determining a shoring construction position in the tunnel corresponding to coordinates of a predetermined distance, and erecting the shoring at the said shoring construction position. After the shoring is erected, the position where the shoring has been erected is measured using a surveying instrument, and the coordinates of the position where the shoring is actually erected are calculated based on the measured values obtained from the survey. By calculating, the difference between the predetermined absolute coordinates and the coordinates of the position where the said shoring is actually erected is detected, and if the difference exists, the shoring is erected next to the said shoring that has been erected. A shoring construction position in a tunnel, comprising a shoring construction position management step that prevents the difference from accumulating by changing the position of the shoring to a position where the difference can be eliminated. Management method.