JP2001295578A - Method for analyzing properties of bedrock, method for construction of tunnel using the method for analysis and tunnel construction support system - Google Patents

Abstract

PROBLEM TO BE SOLVED: To provide a method for analyzing properties of bedrock which enables attainment of determination of enhanced reliability, a method for construction of a tunnel using the method for analysis and a tunnel construction support system. SOLUTION: Rocks existing in the bedrock are determined by observing the bedrock in the peripheral surface of an underground cavity formed by excavating the bedrock. In this method for analyzing properties of the bedrock, the rocks 8 and 9 are determined by using both of the fissure data collected by observing fissures of the bedrock made observable by forming a pilot tunnel 1 in the bedrock and the fissure data collected by observing the fissures of the bedrock made observable by widening the pilot tunnel 1.

Description

DETAILED DESCRIPTION OF THE INVENTION

[0001]

The present invention relates to a rock property analysis method such as a key block analysis method, a tunnel construction method using the rock property analysis method, and a tunnel construction support system.

[0002]

2. Description of the Related Art As a conventionally known rock property analysis method, there is a method called a key block analysis method. The key block analysis method is an analysis method applied in the rock excavation method, and is based on the strike and inclination of the discontinuous surface (crack surface) observed in the rock, and the unstable or movable block (rock To determine the mechanical stability of the rock mass. The ground targeted by the key block analysis method is, in principle, relatively hard rock.
Hard rock failures are more likely to be caused by the fallout of unstable or mobile rock masses along crack surfaces, rather than by factors such as insufficient strength of the rock itself. Unstable or movable blocks (rocks) are classified into three types according to the stable state: stable blocks, potential key blocks, and key blocks. It is a very dangerous block, which is a key whose collapse causes the rock around the key block to collapse. Therefore, by providing an appropriate support for the key block, the key block can be made stable by turning the key block into a stable state, and rock excavation can be performed safely and economically. Become.

[0003]

However, in the conventional key block analysis method, as a result of observing the excavation tip of the tunnel (including the face face and the periphery of the face face, etc.),
Estimate a crack surface in a narrow range on the back side of the excavation tip, and further stochastically determine a certain range of crack surface on the back side of the excavation tip from the regularity of the crack surface estimated in this narrow range. The key block is determined based on the estimated cracked surface, and the key block can be determined only within a narrow range based on a small amount of data, and the reliability of the determination result is low. was there.

Conventionally, a key block is analyzed for a short linear section, and the position of the key block is specified with reference to magnetic north. Therefore, if the length of the tunnel is long, the relative direction of magnetic north will be shifted depending on the location in the tunnel.In particular, if there is a curve or gradient in the tunnel, the determined position of the key block will be shifted. There is a problem that the reliability of the determination result is low.

[0005] It is an object of the present invention to provide a rock property analysis method capable of making a more reliable determination, a tunnel construction method using the rock property analysis method, and a tunnel construction support system.

[0006]

Means for Solving the Problems To solve the above problems, the invention according to claim 1 is, for example, shown in FIGS.
As shown in 6 etc., the rock masses 8 and 9 existing in the rock mass are determined by observing the rock mass around the underground cavity formed by excavating the rock mass. A rock property analysis method, comprising: cracking data collected by observing a crack in a rock mass that has become observable by forming an advanced shaft 1 on the rock mass; and widening the advanced shaft 1. The rock mass (key blocks 8, 9 etc.) is used together with the crack data collected by observing the crack
Is determined.

According to the first aspect of the present invention, the crack data collected by observing the peripheral surface of the underground cavity when the advanced shaft is formed, and the crack data obtained by widening the underground cavity when the advanced shaft is widened. Since both the crack data collected by the surface observation and the crack data used for determining the rock mass in the bedrock can be made more reliable, the data can be unstable or movable. It is possible to improve the reliability of the judgment result of the rock mass. Specifically, for example, in the observation at the time of forming an advanced shaft, even if it is difficult to observe when the widened crack is continuous with the clearly observed crack, the crack data of this crack Can be reliably collected, so that the reliability of the determination can be improved.

[0008] Further, using the crack data collected by observing the peripheral surface of the underground cavity when the advanced shaft was formed, the rock mass was determined at the stage when the advanced shaft was formed, and if necessary, the rock mass was determined. If the rock mass is supported, safe widening can be performed. Furthermore, the reliability of the rock mass determination result can be improved by performing the rock mass determination again at the stage of widening.

Here, the determination of an unstable or movable rock mass includes the determination of the presence of a rock mass, the determination of the position of a rock mass,
Judgment (evaluation) of stability of rock mass shall be included. By performing the evaluation of the stability of the rock mass whose existence has been determined based on the crack data, countermeasures such as appropriately supporting the rock mass whose stability is less than the predetermined reference value are taken. And safe excavation can be performed. In addition, the peripheral surface of the underground cavity includes the radial peripheral surface of the underground cavity and the face of the underground cavity. Furthermore, by observing the rock, we decided to investigate not only the crack data but also the inclusions (viscosity, etc.) that intervene in the crack, and we obtained the observations when evaluating the stability of the rock mass. If the data of the inclusions of the crack is used, a more reliable evaluation of the stability can be performed. In addition, since the rock mass collapse occurs when the rock mass moves from almost top to bottom according to gravity, the crack data is used to identify the rock mass located above the tunnel to be constructed. The data you need is important. Therefore, it is desirable that the position where the advanced shaft is formed is relatively high in the inner cross section of the tunnel to be constructed, and in this way, important crack data can be collected early. .

According to a second aspect of the present invention, in the rock property analysis method according to the first aspect, the widening of the advanced shaft 1 is performed in a plurality of stages, and the crack data is collected for each stage. The rock masses 8 and 9 are determined using the collected crack data at each stage.

According to the second aspect of the present invention, the widening of the advanced shaft is performed in a plurality of steps, crack data is collected for each step, and the rock data is collected by using the collected crack data of each step. Since the rock mass existing in the rock mass is determined, the reliability of the crack data used for the judgment of the rock mass can be increased, and the reliability of the judgment result of the rock mass can be improved.

When the advanced shaft is formed relatively high in the inner section of the tunnel to be constructed, the widening of the advanced shaft is first performed on the left and right sides of the advanced shaft, and then the advanced shaft is expanded. It is desirable to widen toward the lower side of the shaft.
This is for the same reason that it is desirable that the position where the advanced shaft is formed be relatively high in the inner space section of the tunnel to be constructed. By performing widening on the left and right, important crack data can be collected early.

Further, every time each step of the widening is completed, the rock mass is determined using the crack data collected up to each stage, thereby sequentially improving the reliability of the rock mass determination result. I can go.

According to a third aspect of the present invention, in the rock property analysis method according to the first or second aspect, the rock masses 8 and 9 are determined on the basis of previously collected crack data with respect to previously collected crack data. It is characterized in that selection of whether or not to use is performed.

According to the third aspect of the invention, based on the newly collected crack data, it is determined whether or not the previously collected crack data is to be used for judging a rock mass. That is, of the crack data collected when the advanced shaft was formed, the data estimated to be the same data as the crack data collected when the advanced shaft was widened was used for rock mass judgment. Not to be. Also, for example, when a crack estimated to be the same as the crack for which the crack data was collected when forming the advanced bearing was not observed when the advanced bearing was widened, this crack data was used. It may not be used for judging a rock mass. Furthermore, when progressively widening an advanced shaft, data on the same crack data that was collected during the subsequent widening of the crack data collected during the previous widening was used. Data that is estimated to be not used for rock mass determination. Therefore, the crack data relating to the same crack does not overlap, and the rock mass can be determined using the newly collected later highly reliable crack data.

Here, of the crack data collected when the advanced shaft was formed, the data estimated to be the same data as the crack data collected when the advanced shaft was widened is the former data. Those that are substantially in the same straight line as the crack data correspond to the data. However, these may be slightly different from each other.

According to a fourth aspect of the present invention, the tunnel to be constructed in the rock is divided into a plurality of sections (stations a and b) by dividing the tunnel at predetermined intervals in a longitudinal direction thereof, and the tunnel is constructed along the tunnel to be constructed. Obtaining crack data by observing the rock around the underground cavity formed by excavating the rock by performing the above for each area, and using the crack data to analyze the unstable rock existing in the rock To determine which rock masses 8 and 9 are
A rock property analysis method performed for each area, wherein the crack data in the area where the crack data was collected earlier is used for determining the rock mass in the area where the crack data is collected later. .

In principle, it is considered that a crack that could be observed in the area where crack data was collected earlier cannot be observed in an area where crack data is collected later. If the crack extends, for example, from the upper surface of the area where the crack data was previously collected to above the area where the crack data is to be collected later, the crack data of the crack is later collected. It is necessary for the judgment of the rock mass in the area to perform.

According to the fourth aspect of the present invention, the crack data in the area where the crack data was collected earlier is used for determining the rock mass in the area where the crack data is collected later. Using all the crack data necessary for the judgment of the rock mass in the area to be collected, the judgment of the rock mass in the area can be made, and the reliability of the judgment result of the rock mass can be improved.

According to a fifth aspect of the present invention, there is provided the rock property analysis method according to the fourth aspect, wherein the cracks are collected by observing cracks in the rock which can be observed by forming an advanced shaft in the rock. Data is collected in advance over all of the plurality of areas, and the bedrock is formed using crack data collected by observing cracks in the bedrock that can be observed by forming the advanced shaft. A rock property analysis method, wherein the determination of a rock mass present in the plurality of areas is performed in an arbitrary order in the plurality of areas.

According to the fifth aspect of the present invention, the crack data collected by observing the cracks in the bedrock that can be observed by forming the advanced shaft in the bedrock is
Pre-collected over all of the multiple areas, it exists in the rock using crack data collected by observing cracks in the rock which became observable by forming an advanced shaft. Determining a rock mass can be performed in any order in a plurality of areas.

According to a sixth aspect of the present invention, in the rock property analysis method according to any one of the first to fifth aspects, three-dimensional absolute coordinates of the rock masses 8 and 9 are specified.

According to the sixth aspect of the present invention, the position of the rock mass can be specified by three-dimensional absolute coordinates instead of estimating the position of the rock mass based on the magnetic north direction. The determination result can be extremely reliable. Therefore, even if the tunnel to be constructed has a long length, or if the tunnel to be constructed has a curve or a slope, the position of the rock mass obtained by the judgment may be shifted. Absent.

According to a seventh aspect of the present invention, there is provided a tunnel construction method for constructing a tunnel in a rock mass, wherein the rock masses 8, 9 are formed by using the rock mass analysis method according to any one of the first to sixth aspects. The tunnel is constructed by excavating through the rock while stabilizing the rock mass by applying supports S and T as necessary to the determined rock mass. It is characterized by:

According to the invention of claim 7, claims 1 to 1 are provided.
By using the rock property analysis method described in any one of 6 above, it is possible to judge a rock mass with high accuracy, perform appropriate support for the rock mass, and stabilize the rock mass. By excavating in the bedrock, a tunnel can be constructed.

The invention according to claim 8 is, for example, as shown in FIG. 1, a tunnel construction support system used for tunnel construction by the tunnel construction method according to claim 7, wherein the control unit performs various calculations and controls. 20. A display unit 40 for performing display, wherein the control unit is configured to control the display unit.
Determination of the rock mass using the rock properties analysis method according to any one of the above, control of the determined rock mass, image display on the display unit, evaluation of the stability of the determined rock mass and , And a control for displaying the evaluation result on the display unit is performed.

According to the eighth aspect of the present invention, the control unit includes:
By performing rock mass determination using the rock property analysis method according to any one of claims 1 to 6, highly accurate rock mass determination can be performed. Furthermore, this determined rock mass is
An image can be displayed on the display unit. In addition, the control unit can evaluate the stability of the determined rock mass and display the evaluation result on the display unit.

According to a ninth aspect of the present invention, in the tunnel construction support system according to the eighth aspect, the control unit is configured to be able to specify the position of the rock mass by absolute coordinates.

According to the ninth aspect of the present invention, the position of the rock mass can be specified in absolute coordinates by the control unit.

According to a tenth aspect of the present invention, an unstable or movable rock mass existing in a rock is determined by observing the rock around the underground cavity formed by excavating the rock. The rock mass is determined by using the rock property analysis method to be performed, and the rock mass thus determined is subjected to a supporting work as necessary, so that the rock mass is stabilized while the rock mass is in a stable state. A tunnel construction support system used in a tunnel construction method for constructing a tunnel by digging, a display unit 40 for displaying, a determination of the rock mass using the rock property analysis method, and the determination of the rock mass. A control unit 20 for evaluating the stability of the rock mass, controlling the display of the evaluation result on the display unit, and displaying the determined rock mass on the display unit; Data to accumulate A data storage unit, and input means 50 for inputting various information. The data storage unit stores linear data of a tunnel to be constructed in advance. When divided into a plurality of sections (stations a and b) by dividing at predetermined intervals in the longitudinal direction, information based on any one of the sections is input by the input means, and based on the linear data. The position of the area is configured to be displayed on the display unit as three-dimensional absolute coordinates under the control of the control unit.

According to the tenth aspect of the present invention, the determination of the rock mass using the rock property analysis method, the evaluation of the stability of the determined rock mass, and the control of displaying the evaluation result on the display unit And a control unit for controlling the display unit to display an image of the determined rock mass on the display unit, so that tunneling in the rock can be suitably performed. Further, when the tunnel to be constructed is divided into a plurality of sections by dividing the tunnel at predetermined intervals in the longitudinal direction, information relating to any one of the sections is input by the input means, and based on the linear data. Since the position of the area is configured to be displayed on the display unit as three-dimensional absolute coordinates under the control of the control unit, information related to any of the areas, for example, the number or name of the area Is input by the input unit, the position of the area is displayed on the display unit as three-dimensional absolute coordinates under the control of the control unit.

Here, the linear data and the crack data are
It is desirable to manage them centrally. Conventionally, a tunnel construction support system including a display unit for performing display and a control unit for performing control for displaying an image of the determined rock mass on the display unit has been proposed. The present invention improves the operability and the like of this conventional tunnel construction support system.

According to an eleventh aspect of the present invention, in the tunnel construction support system according to the tenth aspect, the input means 5 is provided.
0, a moving means (for example, a pointer moving means (not shown) in a mouse) for moving a pointer displayed on the display section 40 in an arbitrary direction in the display section, A pressing unit (for example, a mouse 5) for performing a selection operation or the like by pressing while moving to a position.
2 click buttons (not shown)) and operation means (for example, a mouse 52, etc.) including a position where the rocks 8, 9 displayed on the display unit are subjected to the support S, T. Is selected by the moving means of the operating means, and the type of the shoring is selected by a pressing operation of the pressing portion of the operating means. Is performed, and the stability of the rock mass when subjected to the selected position is evaluated, and control is performed to display the evaluation result on the display unit. .

According to the eleventh aspect of the present invention, it is possible to easily select the type of the shoring to be performed on the rock mass image-displayed on the display unit, for example, by clicking the mouse. Further, selection of a position for performing the shoring can be easily performed by, for example, moving the mouse. In addition, the control unit evaluates the stability of the rock mass when the selected shoring is applied to the selected position,
Since the control for displaying the evaluation result on the display unit is performed, the type and position of the shoring work can be easily selected so that the stability of the rock mass satisfies a predetermined standard.

Here, as the operation means, besides a mouse, for example, a movement means for moving a pointer, which is provided at, for example, a central portion of a keyboard, which is often seen in a notebook personal computer, etc. The operating means may include, for example, two click buttons provided on the front side of the keyboard.

According to a twelfth aspect of the present invention, there is provided the tunnel construction support system according to the tenth or eleventh aspect, wherein the imaging means 10 for imaging the bedrock on the peripheral surface of the underground cavity, and the image data obtained by the imaging means. Data generating means 11 for generating crack data;
0 indicates display in a tabular format, and the control unit 20 performs control to display the crack data generated by the data generation unit in the tabular format displayed on the display unit. It is characterized by that.

According to the twelfth aspect of the present invention, there is provided data generation means for generating crack data based on the image data obtained by the imaging means, and the control section displays the crack data generated by the data generation means on the display section. Since the display is controlled in the displayed table format, the crack data can be easily recognized.

According to a thirteenth aspect of the present invention, in the tunnel construction support system according to the twelfth aspect, the imaging means 1 is provided.
Numeral 0 is attached to a rotary shaft of a rock excavator provided with a rotary excavator for excavating the rock while rotating or a peripheral device of the rotary shaft, and the rock is rotated by a predetermined angle by the imaging means while rotating the rotary shaft by a predetermined angle. Is characterized by being configured to collect the imaging data by performing imaging.

According to the thirteenth aspect of the present invention, the imaging means is attached to the rotating shaft of the rock excavator, and the imaging means captures the image of the rock by rotating the rotating shaft by a predetermined angle. Therefore, the imaging means can acquire crack data in an arbitrary direction on the peripheral surface of the underground cavity.

The invention according to claim 14 is the invention according to claims 10 to 1
3. In the tunnel construction support system according to any one of the aspects 3, the control unit 20 is characterized in that the positions of the rock masses 8 and 9 can be specified by absolute coordinates.

According to the fourteenth aspect of the present invention, the position of the rock mass can be specified by the absolute coordinates by the control unit.

[0042]

Embodiments of the present invention will be described below with reference to the drawings. The tunnel construction method according to the present invention determines an unstable or movable rock mass (such as a key block) in a rock by the rock property analysis method according to the present invention, and performs a determination on a key block or the like as necessary. The main feature of this method is to construct a tunnel by excavating rock while providing a support, and this tunnel construction method can be suitably performed by using the tunnel construction support system according to the present invention. ing.

First, a tunnel construction support system 100 according to the present invention will be schematically described. As shown in FIG. 1, a tunnel construction support system 100 according to the present invention
Are imaging means (for example, video, digital camera, etc.) 10 for imaging rocks (such as cracks), a control unit 20 for performing various calculations and controls, a data storage unit 30 for storing various data, and a control unit 20. And a display unit 40 for performing display under the control of the above, input means (keyboard 51, mouse 52, etc.) 50 for inputting various information.

Among them, the display unit 40 is shown in FIGS.
Each display screen as shown in FIG. In addition, by performing appropriate input operations using the keyboard 51, the mouse 52, and the like in the state of each display screen, various condition settings, editing of crack data, selection of crack data,
It is possible to perform crack confirmation, key block analysis (judgment of rock mass), and support analysis (evaluation of rock mass stability with the support provided).

First, when "(1) Initial setting" is selected on the initial screen 41a as shown in FIG. 5, the screen shifts to the initial setting screen 41b as shown in FIG. This initial setting screen 41
In b, selection of a data file (stored in the data storage unit 30) relating to a tunnel construction project to be performed or a tunnel construction project currently in progress is performed.

Based on the selection of "setting contents" on the initial setting screen 41b, the screen shifts to a more detailed item setting screen as shown in FIGS.

The file selection screen 4 shown in FIG.
In 1c, selection of a tunnel linear file, selection of a crack data file, and the like are performed. These tunnel linear file and crack data file are also stored in the data storage unit 30 respectively.
Is stored in. Among these, the tunnel linear file stores linear data relating to the tunnel to be constructed. In the case of a tunnel construction project currently in progress, the crack data file contains
Crack data collected so far is stored.

The general input screen 41d shown in FIG. 8 is used to input the relationship between true north and magnetic north and the physical property values of the bedrock. On the tunnel shape selection screen 41e shown in FIG. 9, a tunnel shape to be constructed is selected. Shoring setting screen 4 shown in FIG.
At 1f, data relating to the support materials to be used (shotcrete, rock bolts, PS anchors (prestressed anchors), H-section steel, etc.) is input.

Further, after returning to the initial screen 41a,
By selecting “(2) Tunnel linear input”, FIG.
The screen shifts to a tunnel linear input screen 41g as shown in FIG.
Here, the tunnel to be constructed is divided into a plurality of sections, that is, stations (STA.) By dividing the tunnel at predetermined intervals (for example, every 100 m) in the longitudinal direction. , 33
Numbers such as 2, 333,... Then, by inputting the number of each station using the keyboard 51, the three-dimensional absolute coordinates of each station (for example, the starting point thereof) are input based on the linear data of the previously selected tunnel linear file. Screen 41
g. The tunnel linear input screen 41g has a tabular format so that data can be easily recognized.

After returning to the initial screen 41a,
By selecting “(3) Crack data input / edit”, the screen shifts to a crack data input / edit screen 41h as shown in FIG. On the crack data input / edit screen 41h, the crack data in the crack data file stored in the data storage unit is displayed as numerical data in a tabular format as shown.

After returning to the initial screen 41a,
By selecting “(4) crack correction data”, the screen shifts to a crack data selection screen 41i as shown in FIG. On the selection screen 41i, the crack data is displayed as image data. On the selection screen 41j, based on the previously collected crack data, it is determined whether or not the previously collected crack data is to be used for determining a key block. Specifically, of the newly collected crack data, duplicate crack data is deleted. That is, for example, as described later, when the widening of the advanced drag 1 is performed, the crack data based on the crack observed when the advanced drag 1 is formed and the widening of the advanced drag are performed. All the crack data including the crack data based on the crack that can be observed (however, the crack data within a predetermined range) is displayed on the selection screen 41j. Among these crack data, data about the same crack may be included, and among the data about the same crack, in order to use a more reliable one for the determination of the key block, here, Among the crack data based on the cracks observed when the advanced guide 1 was formed, it is estimated that the data is related to the same crack data as the crack data that became observable by widening the advanced guide 1. Items are deleted from the display screen. In addition, crack data relating to a crack that was observed when the advanced guide 1 was formed but was not observed when the width was increased was also deleted. Of course, crack data relating to a crack that could not be observed when the advanced guide 1 was formed but could be observed when the advanced guide 1 was widened has already been added (displayed).

After returning to the initial screen 41a, by selecting "(5) Deterministic key block analysis", the screen shifts to the crack selection screen 41j as shown in FIG. On this crack selection screen 41j, crack data used for key block analysis is selected, and crack data not used for key block analysis is excluded from the target of key block analysis. That is, some of the crack data obtained by observing the cracks does not need to be used for the key block analysis (for example, a crack that is too small). Exclude from analysis.

In the crack selection screen 41j of FIG.
By selecting “3D display of crack”, the screen shifts to a three-dimensional display screen 41k of a crack as shown in FIG.

In the crack selection screen 41j of FIG.
By selecting “block analysis”, the screen shifts to a key block analysis screen 41k as shown in FIG. In the key block analysis screen 41k, a key block (rock mass) 8 surrounded by a crack (a crack surface) is displayed in three dimensions. In addition, the weight of the key block 8 (block weight)
In addition, a safety factor of the key block 8 obtained by the determination is displayed.

The key block analysis screen 41k shown in FIG.
By selecting “shoring analysis” in FIG. 17, FIG.
The screen shifts to the support analysis analysis development screen 41m and the support analysis three-dimensional display screen 41n as shown in FIG. On the support analysis analysis development screen 41m and the support analysis three-dimensional display screen 41n,
The type and position of the shoring performed on the key block 8 can be selected by operating the mouse 52 (see FIG. 1). For example, in FIG. 17, the key block 8 is provided with a regular arrangement of standard supports S,... (Only a part is denoted by a reference numeral in the figure) and additional support T, T arranged irregularly. The state assuming that it has been performed is shown. Also, FIG. 18 shows a three-dimensional image display in a state where the standard support S,... And the additional support T, T are applied as shown in FIG.

Further, by selecting "support analysis" on the screen shown in FIG. 17 or FIG. 18, the screen shifts to a support analysis result display screen 41o as shown in FIG. On the support analysis result display screen 41o, for example, as shown in FIG. 17 or FIG. 18, the safety factor when the standard support S,... The calculation result of the final safety factor by additional support) is displayed. In addition, on the support analysis result display screen 41o, the block weight, the sliding force, the friction resistance, the adhesion resistance, the non-measured slip force, the non-measured safety factor, the spraying proof, the lock bolt proof, the PS anchor Items such as proof stress, H steel proof strength, and final safety factor (based on standard support) are displayed in a list.

Next, a tunnel construction method using the tunnel construction support system 100 configured as described above and using the rock property analysis method according to the present invention will be described.

First, as shown in step S1 of FIG.
While constructing the advanced shaft 1 (see FIG. 3), crack data is collected based on observation of the rock around the advanced shaft by the imaging means 10 or the like, and these crack data are stored in the data storage unit 30. Store in the crack data file (step S
2. Step S3). Specifically, the crack data includes items such as the strike, inclination, and absolute coordinates of the observed crack, and inclusions (such as viscosity) existing in the crack.

Here, the advanced shaft is constructed, for example, by excavating rock using a TBM (tunnel boring machine) not shown. The imaging means 10 is attached to a rotary shaft behind the rotary excavator of the TBM or a peripheral device of the rotary shaft.
The imaging data is collected by imaging the bedrock on the peripheral surface of the advanced shaft by the imaging means 10 while rotating each of them by 0 °). Based on the image data, the data generation unit of the control unit 20 generates crack data. Further, the generated crack data is stored in a crack data file of the data storage unit 30.

The steps S1 to S3 are performed as shown in FIG.
In step S20 shown in FIG. 5, the crack data collected by observing the cracks in the bedrock that can be observed by forming the advanced shaft 1 is used to perform step S21.
As shown in (step S4 and subsequent steps in FIG. 2), a key block analysis as described below is performed, and if necessary, the rock around the peripheral surface of the advanced shaft 1 is supported. That is,
After forming the advanced shaft 1, the advanced shaft 1 will be described later.
Returning to the base end, the widening is performed from the base end. In order to prevent collapse at the time of performing the widening, the key block is determined in step S4 and subsequent steps, and an appropriate support Work.

First, the position of the key block and the state of the key block are determined based on the crack data obtained by observing the peripheral surface of the advanced shaft 1. Based on this,
Find the safety factor of the key block. When the safety factor is less than 1.2, the process proceeds to step S6 via step S5, and the safety factor is determined in a state where the shotcrete has been applied and three hours have elapsed (at the time of weak material age (σ3h)). further,
If the safety factor in the state where the shotcrete is applied is also less than 1.2, the flow proceeds to step S7, and the dropout in one excavation is examined. That is, for example, when the length of the key block exceeds 2 m (step S8), the drop of the key block in the standard support pattern S (see FIGS. 29 and 30) is examined (step S9), and the safety in the standard support pattern is checked. If the rate is 1.2 or more, the process shifts to step S10 to determine not to perform additional support. On the other hand, in step S9, the safety factor in the standard support pattern is less than 1.2,
Alternatively, if the length of the key block is less than 2 m (step S11), the process proceeds to step S12 and the additional
(See FIGS. 29 and 30). Further, the process proceeds to step S13, and the driving position, the number, and the length of the additional supporters T are calculated by calculation so that the safety factor satisfies 1.2.

The advanced shaft 1 is formed, for example, for the length of one station, that is, for example, for 100 m. Therefore, as described above, at the stage when the advanced shaft 1 is formed by appropriately supporting, data on cracks in a range of 100 m is stored in the crack data file. In step S22, a correction data file is created by deleting unnecessary data from the crack data stored in the crack data file. Each of the above steps is performed for one station (for example, 100 stations).
m) is repeated for each construction of advanced drag 1
As the advanced drag 1 is formed over the entire length of the tunnel, crack data based on observations of the circumference of the advanced drag 1 is collected over the entire length of the tunnel.

In the following, the process at the time of widening will be described. First, as shown in step S27, crack data is collected by observing the bedrock around the tunnel formed by the widening while widening the first widening portions 2 and 3 (see FIG. 3), and sequentially. The crack data is stored in a crack data file. This step S27 is repeated until it is determined in step S26 that excavation of the first widened portions 2 and 3 for one station has been completed. Also,
While collecting the crack data of the first widening sections 2 and 3, the correction data file is updated. That is, the first widening portion 2,
Among the crack data of No. 3, the crack data overlapping with the previously collected crack data of the advanced shaft 1 is deleted (S2).
3) Add the crack data not deleted to the correction data file and update the correction data file (step S24).

On the other hand, a key block analysis is performed in step S25 using the corrected data file. At this stage, the previously collected crack data of the advanced shaft 2 and the crack data at the stage of widening the first widening portions 2 and 3 have been accumulated. The determination can be performed with higher accuracy than the block analysis.

When the widening of the first widening portions 2 and 3 is completed (for 100 m in the longitudinal direction of the tunnel), the process proceeds to step S32, and the second widening portion 4 (see FIG. 3) is widened.
Similarly, crack data is collected, and the crack data is sequentially stored in a crack data file. This step S32
Are repeated until it is determined in step S31 that the excavation of the second widened portion 4 has been completed. Further, while collecting the crack data of the second widening section 4, the correction data file is updated. That is, of the crack data of the second widening section 4, the crack data overlapping with the previously collected crack data is deleted (S28), the crack data not deleted is added to the correction data file, and the correction data file is added. Update (step S29).

On the other hand, key block analysis is performed in step S30 using the modified data file. At this stage, the previously collected crack data of the advanced shaft 2, the crack data at the stage of widening the first widening portions 2 and 3, and the crack data at the stage of widening the second widening portion 4 are Since the data is stored, it is possible to make a determination with higher accuracy than the key block analysis previously performed in step S25.

When the widening of the second widening section 4 is completed, the process proceeds to step S37, in which the crack data is similarly collected while widening the third widening section 5 (see FIG. 3). Store in the crack data file. This step S37 is repeated until it is determined in step S36 that the excavation of the third widened portion 5 has been completed. Also, the third
While collecting the crack data of the widening section 5, the correction data file is updated. That is, of the crack data of the third widening section 5, the crack data overlapping with the previously collected crack data is deleted (S33), the crack data not deleted is added to the correction data file, and the correction data file is added. Update (step S34).

On the other hand, key block analysis is performed in step S35 using the corrected data file. At this stage, the previously collected crack data of the advanced shaft 2, the crack data at the stage of widening the first widening portions 2 and 3, the crack data at the stage of widening the second widening portion 4, Since the crack data at the stage when the third widening section 5 is widened is accumulated,
It is possible to determine with higher accuracy than the key block analysis performed in step S30 earlier.

Next, steps S21, S25, S
30, the key block analysis performed in step S35 among the key block analysis performed in step S35 will be described in detail.

First, before performing key block analysis, crack data to be used for key block analysis is previously selected on a crack selection screen 41j shown in FIG. 14, and other crack data not to be used for key block analysis are keyed. Excluded from block analysis. Then, the position of the key block is determined and the stability of the key block is evaluated using only the crack data used for the key block analysis.
That is, for example, as shown in FIG. 15, a three-dimensional image display of a location where cracks are concentrated is performed, and the key block 8 is determined as a rock mass surrounded by a crack surface (discontinuous surface) specified by the crack data. As shown in FIG. 16, the key block 8 is displayed as a three-dimensional image. Here, as shown in FIG. 16, the display is such that the three-dimensional absolute coordinates of the key block 8 can be understood, and the state of the key block 8 is displayed. Specifically, for example, it indicates whether the key block 8 is in a state in which “dropping out” is likely to occur, a state in which “one side slip” is likely to occur, or a state in which “two side slips” is likely to occur. At the same time, the safety factor of the key block 8 is displayed. In the example of FIG. 16, the column of the slip mode is “wedge slips of Nos. 27 and 29”, and it is understood that the key block is likely to generate two-side slip. The safety factor is 0.0
7, which indicates that a shoring is necessary.

In other words, in the case shown in FIG. 16, since the safety factor without any countermeasures is less than 1.2, three hours have passed after spraying concrete (weak age (σ3h))
To determine the safety factor. Further, when the safety factor in the state where the shotcrete is applied is less than 1.2, the safety factor in the standard support pattern is determined, and when the safety factor in the standard support pattern is also less than 1.2. , FIG. 17,
As shown in FIG. 18 and FIG. 19, additional support for satisfying the safety factor of 1.2 will be considered.

Here, the flow of calculation of the proof strength of the shoring will be described with reference to FIG. First, the sliding force of the key block is calculated (step S40), and a support pattern is selected based on the sliding force (step S41). Further, the proof stress of the selected support pattern is calculated (step S42), and the calculation result is displayed on the display unit 40, for example. Then, (proof stress / slip force) ≧ reference value (=
If 1.2) is not satisfied, the shortage strength is calculated (slip force-proof strength) (step S45), the required spray thickness (thickness of the sprayed concrete), the required number of lock bolts, the required PS anchor. Are calculated in steps S46, S47 and S48, respectively, and the required amount of additional support is displayed on the display unit 40 (step S49). Steps S42 to S49 are repeated until (proof stress / slip force) ≧ reference value is satisfied in step S44. In step S44, if (proof stress / slip force) ≧ reference value is satisfied, through step S51, the support strength of the next key block is calculated. If there is no next key block, the calculation of the bearing strength of the shoring is completed.

Here, the mathematical formula used for calculating the yield strength will be specifically described.

First, the calculation of the strength of shotcrete is as follows:
This is performed according to the following formula. Rsc = 0.1tLτa

Where Rsc: shotcrete shearing resistance (tf) t: sprayed concrete thickness (input value) (cm) L: block perimeter on excavated surface (m) τa: shotcrete Shear stress (input value) (k
gf / cm ² ).

The calculation of the proof stress of the lock bolt used for the standard support pattern is performed according to the following equation (1).

[0077]

(Equation 1)

Where Ta (r): anchor force Tas: tensile force (input value) (tf) Tag1: pull-out force inside key block (tf) Tag2: pull-out force outside key block (tf) Tus: Lock bolt limit load (input value) (tf) Tys: Rock bolt yield load (input value) (tf) Trg1, Trg2: Adhesive force between tendon and grout (tf)
f) Trg1 = τc * π * Dr * L1 / 1000 Trg2 = τc * π * Dr * L2 / 1000 Tag1, Tag2: Friction between grout and ground (tf) Tag1 = τp * π * Db * L1 / 1000 Tag2 = τp * π * Db * L2 / 1000 τc * Adhesive stress between tendon and grout (input value) (kg
f / cm ² ) τp: Friction resistance stress between grout and ground (input value)
(Kgf / cm ² ) Dr: Rock bolt diameter (input value) (cm) Db: Hole diameter (input value) (cm) L: Lock bolt length (cm) L1: Fixing length inside key block (cm) L2: Key Fixing length outside block (= L-L1) (c
m).

The calculation of the proof stress of the PS anchor used for the additional support is performed according to the following equation (2).

[0080]

(Equation 2)

Where Ta (p): anchor force (tf) Tas: tensile force (input value) (tf) Tag: pullout force (tf) Tus: tendon ultimate load (input value) (tf) Tys: Tendon yield load (input value) (tf) Ttg: Adhesive force between tendon and grout (tf) Ttg = τc * π * Dt * L1 / 1000 Tag: Peripheral surface frictional resistance between anchor body and ground (tf) Tag = τp * π * Da * L2 / 1000 τc * Bond stress between tendon and grout (input value) (kg
f / cm ² ) τp: Friction resistance stress between grout and ground (input value)
(Kgf / cm ² ) Dt: tendon diameter (input value) (cm) Da: anchor body diameter (input value) (cm) L: anchor length (cm) L1: anchor length of tendon (input value) (cm) L2 : Fixing length (input value) of anchor body (input value) (cm) In addition, PS work is free length of anchor ≧ 4
m, and it can be used when 3m ≦ L2 ≦ 10m.

The strength of the steel support used for the standard support pattern is calculated according to the following equation. S = τwAw / 1000

Where, S: allowable shear force (input value) (tf) τw: allowable shear stress (input value) (kgf / cm ² ) Aw: cross-sectional area of shear resistance (input value) (cm ² ) ). Aw = 0.85t ₁ H or Aw = (H−2t ₂ ) t ₁ where H-shaped steel is to be assembled in the shape of “K”, and H is the length of the vertical support in the longitudinal direction. , T1 is the horizontal width of the vertical support, and t2 is the vertical width of the horizontal support.

FIG. 20 shows the topography of the area in which the key block analysis was performed, the nature of the ground, the location H of the key block requiring additional support, and the like.
The display unit 40 can perform the display as shown in FIG. This makes it possible to see at a glance at which station (numbers “334” to “359”) a key block requiring additional support has occurred. 21 (a) to (g) of FIG. 21 particularly show key blocks that require additional support. These are similar to the image display shown in FIG.

Further, the lists shown in FIGS. 23 to 26 show data on all the key blocks of each station (numbers “334” to “359”) on which the key block analysis has been performed. Such a list is, for example,
Printer output is possible by a form output unit (not shown) of the tunnel construction system 100. Each key block is assigned a key block (KB) number (for example, in this case, the number of key blocks is 38 in total, so numbers “1” to “38”) are assigned. Which station is at a glance. In addition, the list shows the weight, extension length, sliding force, frictional resistance, adhesive resistance, no safety factor, spraying resistance, primary spraying safety factor, and standard support pattern for each key block. (There are several types of standard support patterns), spraying strength of standard supports, rock bolt strength (lock bolts may not be used), H steel strength (support may not be provided by H steel) The safety factor at the standard support, the spraying strength of the additional support, the number of PS anchors (additional support), the length, the proof stress, and the final safety factor are shown.

As shown in FIGS. 23 to 26, among the determined key blocks, those having a safety factor of 1.2 or more without any countermeasures (key block numbers “2”, “23”,
For “25”, “35”, and “36”), there is no need to provide additional support. Also, the primary spraying and the standard support need only be the minimum necessary. In addition, by performing primary spraying on the determined key blocks, the safety factor becomes 1.2.
Those satisfying the above (key block numbers “6”, “8”, “9”, “15”, “17”, “1”
8 "," 21 "," 26 "," 27 "," 28 "," 3 "
No. 1 "," 32 "," 38 ") does not require additional support. Also, the standard support pattern need only have a minimum necessary strength (depending on the surrounding conditions). further,
Among the determined key blocks, those whose safety factor satisfies 1.2 or more by applying the standard support (key block numbers “7”, “10”, “11”, “12”,
"13", "14", "16", "24", "29",
For “30”, “33”, “34”, “37”), it is not necessary to provide additional support.

Among the determined key blocks, those whose safety factor does not satisfy 1.2 or more even when the standard support is provided (key block numbers “1”, “3”, “4”, “5”, “1”).
9 "," 20 ", and" 22 "), the safety factor is 1.
Select additional support that satisfies 2 or more and construct this additional support. That is, for example, as shown in FIG. 22 (key block number “4” in this example), the position, the length, and the like of the additional support for the key block 9 whose safety factor does not satisfy 1.2 or more even when the standard support is applied. Select FIG. 22A is similar to the image display shown in FIG.
(B) of FIG. 22 is similar to the image display shown in FIG. Here, as shown in a main portion 41na shown in FIG.
Whether to use an anchor can be selected by left clicking or right clicking of the mouse 52. Furthermore, once the additional shoring is selected, it can be deselected (canceled) by double-clicking, so that the selection of the additional shoring is easy. Then, after selecting the type and position of the additional support, the calculation result of the final safety factor is displayed as shown in FIG. 19, and the final safety factor is confirmed, so that the safety factor satisfies 1.2. You can select additional supports until. In this way, similarly, for each key block, the security factor is set to 1.2.
Or more. Further, by performing the primary spraying 6, the standard support S (only a part is denoted by a reference numeral), and the additional support (not shown) as appropriate for the widened tunnel, a state as shown in FIG. 31 is obtained.

Here, referring to FIG. 28, handling of crack data relating to a crack c when the crack c extends from the upper surface of a certain station a to above the next station b will be described. It is assumed that the tunnel excavation direction is the direction of arrow D in FIG.

In principle, it is considered that the crack data relating to the crack c that could be observed at the station a, which is the area where the crack data was collected earlier, cannot be observed at the station b, which is the area where the crack data is collected later. However, the crack data relating to the crack c extending upward from the upper surface of the station a to the station b is necessary for determining the key block at the station b. In the rock property analysis method according to the present invention, as described above, the crack data is collected for each station (area), but the crack data of each station is all accumulated. ing. Therefore, the crack data at the station a from which the crack data was collected earlier can be used to determine the key block at the station b at which the crack data is collected later. That is, the key block of the station b can be determined using all the crack data necessary for the determination of the key block in the station b where the crack data is collected later, and the reliability of the determination result of the key block is improved. Can be done.

According to the above-described embodiment, the crack data collected by observing the peripheral surface when the advanced shaft 1 is formed and the crack data collected by observing the peripheral surface when the advanced shaft is widened are collected. Since the crack data used for the determination of the key block in the bedrock can be made more reliable, the reliability of the determination result of the key block can be improved. it can. In particular,
For example, in the observation when the advanced shaft 1 is formed, even if a crack that is continuous with a clearly observed crack is difficult to observe when the width is widened, the crack data relating to this crack is surely used. Therefore, the reliability of the determination can be improved.

Further, the widening of the advanced shaft 1 is performed in a plurality of stages, and crack data is collected for each stage, and the key block is determined using the collected crack data of each stage. The crack data used for the determination of
The reliability can be made higher, and the reliability of the determination result of the key block can be improved.

Further, among the crack data collected when the advanced shaft 1 was formed, the data estimated to be the same data as the crack data collected when the advanced shaft 1 was widened is a key. Do not use it for block judgment. Also, when expanding the advanced shaft step by step, of the crack data collected during the previous widening, the data related to the same crack data as the crack data collected during the subsequent widening Is not used for the determination of the key block chunk. Therefore, the crack data relating to the same crack is not duplicated, and the key block can be determined by using newly collected later highly reliable crack data.

Further, since the crack data at the station a from which the crack data was collected earlier is used to determine the key block at the station b at which the crack data is collected later, the station b at which the crack data is collected later is used.
The key block of the station b can be determined by using all the crack data necessary for the determination of the key block in, and the reliability of the determination result of the key block can be improved.

Moreover, since the position of the key block can be specified by the three-dimensional absolute coordinates, the result of determining the key block can be extremely reliable.
Therefore, even if the tunnel to be constructed has a curve, a slope, or the like, no deviation occurs.

As described above, the key block is determined with high accuracy, and the key block is appropriately supported and excavated in the rock while keeping the key block in a stable state. A tunnel can be constructed.

In the above embodiment, the widening is 3
Although the widening is performed in steps, the widening may be performed in any number of steps. Further, the crack data is configured to be automatically generated by the data generation unit 11 of the control unit 20 based on the imaging data by the imaging unit 10. For example, the crack data is manually generated by the operator based on the imaging data, and the created It is good also as composition which inputs a result. Further, in the above-described embodiment, the determination of the rock mass performed by using the crack data collected by observing the cracks of the rock mass that has been made observable by forming the advanced shaft, at each station. Although the order was not specifically described, crack data collected by observing cracks in the rock mass that became observable by forming the advanced shaft 1 was previously collected over all of the stations. Therefore, the determination of the rock mass existing in the rock using the crack data collected by observing the crack in the rock which has been made observable by forming the advanced shaft 1 is performed in a plurality of areas. Among them,
It may be performed in any order.

[0097]

According to the rock property analysis method according to the first to sixth aspects of the present invention, the reliability of crack data used for judging a rock mass in a rock mass can be improved. The reliability of the determination result can be improved.

According to the tunnel construction method according to the seventh aspect of the present invention, the rock mass can be determined with high accuracy by using the rock property analysis method according to any one of the first to sixth aspects. The tunnel can be constructed by excavating the rock mass while applying appropriate support to the rock mass and stabilizing the rock mass.

According to the tunnel construction support system according to the present invention, a rock mass is determined by using the rock property analysis method according to any one of the first to sixth aspects, thereby achieving high accuracy. A rock mass can be determined. Thereby, the tunnel construction method according to claim 7 can be suitably performed.

According to the tunnel construction support system of the present invention, tunnel construction can be favorably supported.

[Brief description of the drawings]

FIG. 1 is a block diagram showing a tunnel construction support system according to the present invention.

FIG. 2 is a flowchart illustrating a rock property analysis method according to the present invention.

FIG. 3 is a cross-sectional view of an advanced shaft and a tunnel showing a construction order of widening.

FIG. 4 is a flowchart showing data processing by the tunnel construction support system.

FIG. 5 is a front view showing a screen display of the tunnel construction support system.

FIG. 6 is a front view showing a screen display of the tunnel construction support system.

FIG. 7 is a front view showing a screen display of the tunnel construction support system.

FIG. 8 is a front view showing a screen display of the tunnel construction support system.

FIG. 9 is a front view showing a screen display of the tunnel construction support system.

FIG. 10 is a front view showing a screen display of the tunnel construction support system.

FIG. 11 is a front view showing a screen display of the tunnel construction support system.

FIG. 12 is a front view showing a screen display of the tunnel construction support system.

FIG. 13 is a front view showing a screen display of the tunnel construction support system.

FIG. 14 is a front view showing a screen display of the tunnel construction support system.

FIG. 15 is a front view showing a screen display of the tunnel construction support system.

FIG. 16 is a front view showing a screen display of the tunnel construction support system.

FIG. 17 is a front view showing a screen display of the tunnel construction support system.

FIG. 18 is a front view showing a screen display of the tunnel construction support system.

FIG. 19 is a front view showing a screen display of the tunnel construction support system.

FIG. 20 is a diagram showing a location where the existence of a key block is determined by the tunnel construction support system.

FIG. 21 is a perspective view showing a screen display of each key block.

FIG. 22 is a diagram showing a screen display when a shoring operation for a key block is selected.

FIG. 23 is a diagram showing a part of a list of analysis results of key blocks.

FIG. 24 is a diagram showing a part of a key block analysis result list.

FIG. 25 is a diagram showing a part of a list of key block analysis results.

FIG. 26 is a diagram showing a part of a list of key block analysis results.

FIG. 27 is a flowchart illustrating a flow of calculating the strength of the shoring work for the key block.

FIG. 28 is a conceptual diagram showing a case where a crack extends from the upper surface of a certain area to above another area.

FIG. 29 is a perspective view showing an example in which a shoring is performed when an advanced shaft is formed.

30 is an enlarged view of a main part of FIG. 29.

FIG. 31 is a perspective view showing a face of a tunnel.

[Explanation of symbols]

 DESCRIPTION OF SYMBOLS 1 Advanced shaft 8 Key block (rock) 9 Key block (rock) 10 Imaging means 11 Data generation means 20 Control part 30 Data storage part 40 Display part 50 Input means 52 Mouse 100 Tunnel construction support system

 ──────────────────────────────────────────────────続 き Continued on the front page (71) Applicant 000140292 Okumura Gumi Co., Ltd. 2-2-2 Matsuzaki-cho, Abeno-ku, Osaka-shi, Osaka (72) Inventor Yuzo Onishi 12-15 Kenya-cho, Nishinomiya-shi, Hyogo (72) Invention Person Hiroshi Niida 3-40-25 Ichisatoyama, Otsu City, Shiga Prefecture Japan Road Public Corporation Kansai Branch Office Otsu Construction Office (72) Inventor Tadashi Iwahashi 3-40-25 Ichiriyama Ichiriyama, Otsu City Shiga Prefecture Japan Road Corporation Kansai Branch Office Otsu Construction Office (72) Inventor Takumi Nishimura 3-40-25, Ichisatoyama, Otsu City, Shiga Prefecture Nippon Road Public Corporation Kansai Branch Office Otsu Construction Office (72) Inventor Takumi Nakai 44-32 Daigo Nishiojimachicho, Fushimi-ku, Kyoto, Kyoto Earth Tech Toyouchi (72) Inventor Ryu Meiji 44-32 Daigo Nishiojimachicho, Fushimi-ku, Kyoto, Kyoto Prefecture Earth Tech Toyouchi Co., Ltd. (72) Inventor Tanaka Clear Toranomon, Minato-ku, Tokyo chome No. 20 No. 10 Ken Nishimatsu Co., Ltd. in the F-term (reference) 2G051 AA82 AB02 AC21 EA11 EA12 EA14 EB01 FA01

Claims (14)

[Claims] A rock property analysis method for determining an unstable or movable rock mass existing in a rock by observing the rock around the underground cavity formed by excavating the rock. Crack data collected by observing cracks in the bedrock that became observable by forming an advanced pit on the bedrock, and bedrock that became observable by widening the advanced pit A rock property analysis method, wherein the rock mass is determined by using both the crack data collected by observing the cracks and the rock mass. 2. The rock property analysis method according to claim 1, wherein the widening of the advanced shaft is performed in a plurality of stages, and the crack data is collected for each stage. A rock property analysis method, wherein the rock mass is determined using crack data. 3. The rock property analysis method according to claim 1, wherein, based on the newly collected crack data, whether or not to use the previously collected crack data for determining the rock mass is selected. A rock property analysis method characterized in that: 4. An underground formed by excavating a rock along a tunnel to be constructed by dividing a tunnel to be constructed in a rock into a plurality of sections by dividing the tunnel at predetermined intervals in a longitudinal direction thereof. Collecting crack data by observing the rock around the cavity is performed for each area, and using the crack data to determine an unstable or movable rock mass existing in the rock. Is a rock property analysis method performed for each area, wherein the crack data in the area where the crack data was collected earlier,
A rock property analysis method, which is used for determining the rock mass in an area where crack data is collected later. 5. The rock property analysis method according to claim 4, wherein the plurality of crack data collected by observing cracks in the rock which can be observed by forming an advanced shaft in the rock is used as the plurality of crack data. The rock mass existing in the bedrock using the crack data collected by observing the cracks in the bedrock that has been collected by forming the advanced shaft and previously collected over the entire area Is determined in an arbitrary order in the plurality of areas. 6. The rock property analysis method according to claim 1, wherein three-dimensional absolute coordinates of the rock mass are specified. 7. A tunnel construction method for constructing a tunnel in a rock mass, wherein the rock mass is determined by using the rock property analysis method according to any one of claims 1 to 6, and the rock mass is determined. By shoring the rock mass as necessary, by digging through the rock while stabilizing the rock mass,
A tunnel construction method characterized by constructing a tunnel. 8. A tunnel construction support system used for tunnel construction by the tunnel construction method according to claim 7, comprising: a control unit for performing various calculations and controls; and a display unit for displaying. The determination of the rock mass using the rock property analysis method according to any one of claims 1 to 6, a control to display the determined rock mass on the display unit, and the determined rock mass. And a control for displaying the evaluation result on the display unit. 9. The tunnel construction support system according to claim 8, wherein the control unit is configured to be able to specify the position of the rock mass by absolute coordinates. 10. A rock property analysis method for determining an unstable or movable rock mass existing in a rock by observing the rock around the underground cavity formed by excavating the rock. The rock mass is determined using the obtained rock mass, and the rock mass thus determined is subjected to a supporting work as necessary, so that the rock mass is excavated in the rock while keeping the rock mass in a stable state. A tunnel construction support system used in a tunnel construction method for constructing a rock mass, comprising: a display unit for displaying; determination of the rock mass using the rock mass property analysis method; and evaluation of stability of the determined rock mass. A control unit for displaying the evaluation result on the display unit and a control for displaying the determined rock mass on the display unit as an image; a data storage unit for storing various data; Enter information And input means for performing the operation. The data storage unit stores in advance linear data of a tunnel to be constructed, and a plurality of tunnels to be constructed are divided at predetermined intervals in a longitudinal direction thereof. When the information related to any one of the areas is input by the input unit, the position of the area is determined by the control of the control unit based on the linear data. A tunnel construction support system, which is configured to be displayed on the display unit. 11. The tunnel construction support system according to claim 10, wherein said input means includes: moving means for moving a pointer displayed on said display section in an arbitrary direction within said display section; And a pressing unit for performing a selection operation or the like by pressing while moving to a desired position, and performing a shoring operation on the rock mass image-displayed by the display unit. The position is selected by the moving means of the operating means, and the type of the shoring is selected by a pressing operation of the pressing portion of the operating means. Is performed, and the stability of the rock mass is evaluated when the rock mass is applied to a selected position, and the evaluation result is controlled to be displayed on the display unit. Tunnel Support system. 12. The tunnel construction support system according to claim 10 or 11, wherein an image pickup means for picking up an image of the rock around the underground cavity, and data generation for generating the crack data based on the image pickup data by the image pickup means. Means, the display unit is capable of displaying a tabular format, the control unit, the crack data generated by the data generating means, the tabular format displayed on the display unit A tunnel construction support system characterized by performing control for displaying in a format. 13. A tunnel construction support system according to claim 12, wherein said imaging means is attached to a rotary shaft of a rock excavator having a rotary excavator for excavating rock while rotating or a peripheral device of said rotary shaft. A tunnel construction support system characterized in that the imaging data is collected by imaging the rock by the imaging means while rotating the rotation axis by a predetermined angle. 14. The tunnel construction support system according to claim 10, wherein the control unit is configured to specify a position of the rock mass by absolute coordinates. Construction support system.