LU103020B1 - Groove tube device and monitoring method for development characteristic of microfissure inside tunnel surrounding rock - Google Patents
Groove tube device and monitoring method for development characteristic of microfissure inside tunnel surrounding rock Download PDFInfo
- Publication number
- LU103020B1 LU103020B1 LU103020A LU103020A LU103020B1 LU 103020 B1 LU103020 B1 LU 103020B1 LU 103020 A LU103020 A LU 103020A LU 103020 A LU103020 A LU 103020A LU 103020 B1 LU103020 B1 LU 103020B1
- Authority
- LU
- Luxembourg
- Prior art keywords
- boreholes
- groove
- groove tube
- surrounding rock
- tube
- Prior art date
Links
Classifications
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N33/00—Investigating or analysing materials by specific methods not covered by groups G01N1/00 - G01N31/00
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N33/00—Investigating or analysing materials by specific methods not covered by groups G01N1/00 - G01N31/00
- G01N33/24—Earth materials
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F17/00—Methods or devices for use in mines or tunnels, not covered elsewhere
- E21F17/18—Special adaptations of signalling or alarm devices
Abstract
The invention discloses a groove tube device and a monitoring method for development characteristic of microfissure inside tunnel surrounding rock, belongs to the technical field of geotechnical engineering, and aims to represent critical precursor characteristic of instability inside the surrounding rock. The device comprises a hollow elliptic metal ball, a groove tube, a round tube and a wire, drilling multiple boreholes inside the surrounding rock by using a drilling machine, and then installing the groove tube into the multiple boreholes, pushing the hollow elliptic metal ball into the bottom of the boreholes by the groove tube; applying pressure to the groove tube to extrude and deform the hollow elliptic metal ball at the bottom of the boreholes, and then pulling out the groove tube flexible connected to the hollow elliptic metal ball, and at the same time leading out a wire, so that the hollow elliptic metal ball is clamped at the bottom of the boreholes; injecting conductive injection agent into the boreholes, connecting the hollow elliptic metal ball, the wire, the conductive injection agent, a battery and a pointer electronic clock together in series, and recording the starting time and the stop time of the pointer electronic clocks connected with the different boreholes. The device is simple in structure, convenient to operate, high in monitoring accuracy and low in cost.
Description
Groove tube device and monitoring method for development characteristic of microfissure inside |j193020 tunnel surrounding rock Technical Field The present invention relates to a groove tube device and a monitoring method, in particular a groove tube device and a monitoring method for development characteristic of microfissure inside a tunnel surrounding rock based on conductive injection agent in the field of geotechnical engineering.
Background Art Due to the diagenesis, structural movement and other external force efforts, the rock mass generally has a certain macro- and microfissure (the opening degree is less than 1 mm). External force is changed, the surrounding fissure especially at the end produces stress concentration, and then starts to break at the fissure end.
The microfissure is gradually expanded, and the accumulation is ultimately possible to evolve into macrofissure.
For example, Jinping II Hydropower Station, due to unloading of excavation and surrounding rock stress adjustment effect, a tension fissure with a small angle into parallel wall is formed in the shallow part surrounding rock of the sidewall, a shear fissure with a certain arc is formed in the deeper generation.
Due to the strong concealment and potential harmful of microfissure in rock mass, the development information of microfissure inside surrounding rock is a critical precursor feature of disasters such as collapse of dangerous rocks in tunnel, and its developmental time and development depth monitoring are particularly important.
Currently, equipment, such as borehole imaging instrument, ultrasonic wave velocity instrument, geological radar, microseismic monitoring system, are usually used to test the quality of shallow tunnel surrounding rock.
Borehole imaging instrument, ultrasonic wave velocity instrument, geological radar, etc. can monitor the loose circle of the tunnel surrounding rock, but the price is expensive and the microfissure cannot be identified, and the current technical level cannot be monitored online, the development time of the microfissure is often missed.
Microseismic monitoring is to evaluate the damage status, safety status, etc. of the monitoring object by monitoring the vibration generated by rock mass rupture or the vibration of other objects, and the price is expensive and the microfissure and macrofissure cannot be distinguished.
The on-site construction personnel can also perform geological sketch for macrofissure on the surface of the tunnel surrounding rock, but cannot be found that the microfissure with strong concealment inside the surrounding rock.
Therefore, there is an urgent need for a method to solve the various types of outstanding problems of the above monitoring means.
Contents of the Invention Technical Problem: The object of the present invention is to solve the problem of monitoring the development characteristic of microfissure inside a tunnel surrounding rock, and to provide a groove tube device and a monitoring method for development characteristic of microfissure inside a tunnel surrounding rock based on conductive injection agent.
Technical Solution: A groove tube device for development characteristic of microfissure inside a tunnel surrounding rock of the present invention, comprising a hollow elliptical metal ball, a groove tube, a round tube, and a wire, the round tube is slightly longer than the groove tube and is embedded;103020 in a groove on the surface of the groove tube, with a front end extends, the hollow elliptical metal ball is provided at an extended front end of the round tube, the wire is welded on the hollow elliptical metal ball and drawn out from inside of the round tube.
The outer diameter of the groove tube is 25 to 30 mm, and the width of the groove on the surface of the groove tube is not larger than a quarter of the outer diameter of the groove tube, and the depth of the groove is not larger than a quarter of the outer diameter of the groove tube.
A short axis of the hollow elliptical metal ball is equal to the outer diameter of the groove tube, and a long axis is 1.2 to 2 times the outer diameter of the groove tube, and the material is iron, copper, aluminum, or metal with good ductility and conductive.
The outer diameter of the tube is not larger than the width of the groove and the depth of the groove of the groove tube, and the outer diameter is internal intersected with the outer diameter of the groove tube, and is fixed connection.
A monitoring method using a groove tube device for development characteristic of microfissure inside a tunnel surrounding rock, comprising the following steps: a. after the tunnel is excavated, drilling multiple boreholes inside the surrounding rock by using a drilling machine, and then installing a groove tube into the multiple boreholes, pushing the hollow elliptical metal ball into the bottom of the boreholes by the groove tube; b. applying pressure to the groove tube to extrude and deform the hollow elliptical metal ball at the bottom of the boreholes, and then pulling out the groove tube flexible connected to the hollow elliptical metal ball, and at the same time leading out a wire, so that the hollow elliptical metal ball is clamped at the bottom of the boreholes; c. installing a grouting tube, and sealing holes near an end part of shallow surface of the tunnel surrounding rock, and then injecting conductive injection agent into the boreholes, until the boreholes is filled; d. after the grouting operation is completed, pulling out the grouting tube when the initial setting time of the conductive injection agent is reached, and connecting the wire, the conductive injection agent, a battery, a pointer electronic clock, connected with the hollow elliptical metal ball, together in series, and recording the starting time of the pointer electronic clock; e. when the microfissure inside the tunnel surrounding rock is developed, the conductive injection agent attached to the surrounding rock is also broken, resulting in a line short of the pointer electronic clock, and recording the stop time of the pointer electronic clock; f. recording the difference between the stop time and the starting time of the pointer electronic clock, that is the development time of microfissure inside the tunnel surrounding rock; when the pointer electron clock connected with a certain borehole is observed to stop, the length of the borehole is the development depth of the microfissure inside the tunnel surrounding rock.
The number of boreholes is not less than 3, the diameter of the boreholes is between 28 to 32 mm, the spacing between the boreholes is not less than 0.5m, and the length of the boreholes is not more than 5 times the diameter of the tunnel.
LU103020 The pressure applied by the groove tube is not less than 0.8 MPa.
A conductive cement slurry is selected as the conductive injection agent, which with a strong electrical conductivity and low consolidated strength, and the conductive cement slurry is made of stirring raw materials comprised graphite powder, cement and water, the mass ratio of the graphite powder, cement and water is (0.05 ~ 0.35) : 1: (0.4 ~ 0.6). The initial setting time of the conductive injection agent is 1 to 3 hours.
Advantageous effect: The present invention is ingeniously binding to the conductive injection agent and pointer electron clock, and provides a groove tube device and a monitoring method for development characteristic of microfissure inside the tunnel surrounding rock based on conductive injection agent, especially is suitable for rock tunnels with high resistivity of rock-forming minerals such as augite, feldspar, quartz, mica and calcite.
At the same time, the method has several advantages such as high measurement accuracy, low material cost, simple operation, low labor cost, and provides on-site data support for tunnel surrounding rock stability assessment and timing control.
The main advantages are as follows: (1) A groove tube of a hollow elliptic metal ball is lapped at the top, the hollow elliptical metal ball is extruded and deformed by applying a certain force by the groove tube at the bottom of the boreholes; the groove tube is pulled out and at the same time the wire is leaded out, so that the hollow elliptical metal ball is clamped at the bottom of the boreholes, and its structure is simple and convenient. (2) The opening degree of microfissure is less than 1 mm, the particle size of the conductive injection agent is generally less than 40 um, and the main body of the conductive injection agent is adhered to the surrounding rock and the portion enters into the microfissure.
A conductive cement mixed with graphite powder or carbon black is selected as the conductive injection agent, which with strong electrical conductivity and low consolidated strength, so when the development of the microfissure inside the tunnel surrounding rock, the conductive injection agent attached to the surrounding rock can also break.
The test accuracy is high for the development time of microfissure with an opening degree less than 1 mm. (3) A conductive cement slurry with graphite powder is selected as the conductive injection agent, material cost is low, which is convenient for wide-scale promotion. (4) By grouting, connecting lines and recording datas, the technical level of laber is low, and maintenance is usualy not required, so labor cost is low. (5) The present invention solves the problem of existing equipment such as borehole imaging instrument, ultrasonic wave velocity instrument, geological radar, microseismic monitoring system, etc., can not monitor the development time of microfissure inside the tunnel surrounding rock, and fills the blank of this technology. (6) By the boreholes of different lengths, and then according to the different stop times of the pointer electronic clocks connected the different boreholes, the development depth of the microfissure inside the tunnel surrounding rock can be judged.
Description of Drawings LU103020 Figure 1 is a schematic diagram of an oblique view of the structure of the groove tube device of the present invention. Figure 2 is a schematic diagram of a top view of the structure of the groove tube device of the present invention. Figure 3 is a schematic diagram of a monitoring method for development characteristic of microfissure inside a tunnel surrounding rock of the present invention. In the figures: 1 - hollow elliptic metal ball, 2 - groove tube, 3 - round tube, 4 - wire, 5 - borehole, 6 - conductive injection agent, 7 - battery, 8 - pointer electron clock. Embodiments The invention is further described below with reference to the embodiments in the accompanying drawings: As Shown in Figure 1 and Figure 2, the groove tube device for development characteristic of microfissure inside a tunnel surrounding rock of the present invention is mainly composed of a hollow elliptical metal ball 1, a groove tube 2, a round tube 3, and a wire 4, and the round tube 3 is slightly longer than the groove tube 2 and is embedded in a groove on the surface of the groove tube 2 with a front end extends, the hollow elliptical metal ball 1 is provided at an extended front end of the round tube 3, the wire 4 is welded on the hollow elliptical metal ball 1 and drawn out from inside of the tube
3. The outer diameter of the groove tube 2 is 25 to 30 mm, and the width of the groove on the surface of the groove tube 2 is not larger than a quarter of the outer diameter of the groove tube 2, and the depth of the groove is not larger than a quarter of the outer diameter of the groove tube 2. A short axis of the hollow elliptical metal ball 1 is equal to the outer diameter of the groove tube 2, and a long axis is 1.2 to 2 times the outer diameter of the groove tube 2, and the material is iron, copper, aluminum, or metal with good ductility and conductivity. The outer diameter of the round tube 3 is not larger than the width of the groove and the depth of the groove of the groove tube 2, and the outer diameter is internal intersected with the outer diameter of the groove tube 2, and is fixed connection. As shown in Figure 3, a monitoring method of a groove tube device for development characteristic of microfissure inside a tunnel surrounding rock of the present invention, the specific steps are as follows: a. After the tunnel is excavated, drilling multiple boreholes 5 inside the surrounding rock by using a drilling machine, and then installing a groove tube device into the multiple boreholes 5, pushing the hollow elliptical metal ball 1 into the bottom of the boreholes 5 by a groove tube 2; the number of boreholes 5 is not less than 3, the diameter of the boreholes is between 28 to 32 mm, the spacing between the boreholes is not less than 0.5m, and the length of the boreholes is not more than 5 times the diameter of the tunnel. b. Applying pressure by the groove tube 2 to extrude and deform the hollow elliptical metal ball 1 at the bottom of the boreholes 5, and then pulling out the groove tube 2 flexible connected to the hollow elliptical metal ball 1, and at the same time leading out a wire 4, so that the hollow elliptical metal ball 1 is clamped at the bottom of the boreholes 5; the pressure applied by the groove tube 2 is not less than 0.8 MPa.
LU103020 c. installing a grouting tube, and sealing holes near an end part of shallow surface of the tunnel surrounding rock, and then injecting conductive injection agent 6 into the boreholes 5, until the boreholes 5 is filled; a mixed cement slurry is selected as the conductive injection agent 6, which with a strong electrical conductivity and low consolidation strength, and the mixed cement slurry is made of stirring raw materials comprised graphite powder, cement and water, the mass ratio of the graphite powder, cement and water is (0.05 ~ 0.35): 1: (0.4 ~ 0.6). d.
After the grouting operation is completed, pulling out the grouting tube when the initial setting time of the conductive injection agent 6 is reached, and connecting the wire 4, the conductive injection agent 6, a battery 7, a pointer electron clock 8, connected with the hollow elliptical metal ball 1, together in series, and recording the starting time of the pointer electronic clock 8; the initial setting time of the conductive injection agent 6 is 1 to 3 hours. e.
When the microfissure inside the tunnel surrounding rock is developed, the conductive injection agent 6 attached to the surrounding rock is also broken, resulting in a line short of the pointer electronic clock 8, and recording the stop time of the pointer electronic clock 8. f.
Recording the difference between the stop time and the starting time of the pointer electronic clock 8, that is the development time of microfissure inside the tunnel surrounding rock; when the pointer electronic clock 8 connected with a certain borehole is observed to stop, the length of the borehole is the development depth of the microfissure inside the tunnel surrounding rock.
Example 1, in view of the existence of a large amount of microfissure in a certain tunnel original rock, a large amount of damage phenomena are occurred in the surrounding rock under high stress during the excavation process, such as wall caving, cracking, landslip, etc.
It is necessary to monite the development time of the microfissure inside the surrounding rock and to evaluate the precursory characteristics of surrounding rock instability.
Excavation of the tunnel hole diameter is 10 m, a drilling machine is used to drill three holes inside the surrounding rock, the diameter of the hole is 28 mm, the space between the holes is 5 m, the length of the hole is 5 m, 10 m, 15 m respectively.
And then, the groove tube device is installed into the boreholes, and at the same time the hollow elliptical metal ball is pulled to the bottom of the boreholes.
The outer diameter of the groove tube is 25 mm, the width of the groove is 5 mm, and the depth of the groove is 5 mm.
The short axis of the hollow elliptical metal ball 1 is 25 mm, the long axis is 30 mm, and the material is aluminum.
The hollow elliptical metal ball 1 is extruded and deformed by a pressure of 1 MPa applied by the groove tube 2 at the bottom of the boreholes, and then the groove tube 2 is pulled out, and at the same time a wire is leaded out, so that the hollow elliptical metal ball 1 is clamped at the bottom of the boreholes.
A grouting tube is installed, and the holes are sealed near an end part of shallow surface of the tunnel surrounding rock, and then the grouting operation of conductive injection agent is performed.
The conductive injection agent is made of stirring raw materials comprised graphite powder, cement and water with the mass ratio of 0.25: 1: 0.5, and the initial setting time is about 2 hours.
After the grouting operation is completed, the grouting tube is pulled out when the initial setting time of the conductive injection agent is reached.
The hollow elliptical metal ball, the wire, the conductive injection agent, a battery, a pointer electronic clock are connected together in series, and the starting time of the pointer electron clock is recorded.
If the starting time of the pointer electronic clock connected three boreholes is 14 o’clock, the staR;103020 time of the pointer electronic clock connected the borehole with the length of 5 m is 17:30 in the third day, the stop time of the pointer electronic clock connected the borehole with the length of 10 m is 18:40 in the seventh day, while the pointer electronic clock connected the borehole with the length of m is not stopped.
It is shown that the development time of the tunnel surrounding rock with a depth of 5 m and deeper is 51 hours and 30 minutes, the development time of the tunnel surrounding rock with a depth of 10 m and deeper is 148 hours and 40 minutes, and the maximum depth of development of microfissure inside the tunnel surrounding rock is 10 m.
Embodiment 2, substantially similar with the Embodiment 1, and the similarities are omitted.
Excavation of the tunnel hole diameter is 6 m, a drilling machine is used to drill four holes inside the surrounding rock, the diameter of the hole is 30 mm, the space between the holes is 6 m, the length of the hole is 3 m, 6 m, 9 m, 12 m respectively.
And then, the groove tube device is installed into the boreholes, and at the same time the hollow elliptical metal ball is pulled to the bottom of the boreholes.
The outer diameter of the groove tube is 28 mm, the width of the groove is 6 mm, and the depth of the groove is 6 mm.
The short axis of the hollow elliptical metal ball is 28 mm, the long axis is 35 mm.
The hollow elliptical metal ball 1 is extruded and deformed by a pressure of 1.2 MPa applied by the groove tube 2 at the bottom of the boreholes, and then the groove tube 2 is pulled out, and at the same time a wire is leaded out, so that the hollow elliptical metal ball 1 is clamped at the bottom of the boreholes.
A grouting tube is installed, and the holes are sealed near an end part of shallow surface of the tunnel surrounding rock, and then the grouting operation of conductive injection agent is performed.
The conductive injection agent is made of stirring raw materials comprised graphite powder, cement and water with the mass ratio of 0.35: 1: 0.5, and the initial setting time is about 2.5 hours.
If the starting time of the pointer electronic clock connected three boreholes is 15 o’clock, the stop time of the pointer electronic clock connected the borehole with the length of 3 m is 15:35 in the third day, the stop time of the pointer electronic clock connected the borehole with the length of 6 m is 16:20 in the seventh day, while the pointer electronic clocks connected the boreholes with the length of 9 m, 12 m is not stopped.
It is shown that the development time of the tunnel surrounding rock with a depth of 3 m and deeper is 48 hours and 35 minutes, and the development time of the tunnel surrounding rock with a depth of 6 m and deeper is 145 hours and 20 minutes, and the maximum depth of development of microfissure inside the tunnel surrounding rock is 6 m.
Embodiment 3, substantially similar with the Embodiment 1, and the similarities are omitted.
Excavation of the tunnel hole diameter is 8 m, a drilling machine is used to drill five holes inside the surrounding rock, the diameter of the hole is 32 mm, the space between the holes is 8 m, the length of the hole is 4 m, 8 m, 12 m, 16 m, 20 m respectively.
And then, the groove tube device is installed into the boreholes, and at the same time the hollow elliptical metal ball is pulled to the bottom of the boreholes.
The outer diameter of the groove tube is 30 mm, and the width of the groove is 6 mm, and the depth of the groove is 6 mm.
The short axis of the hollow elliptical metal ball is 30 mm, and the long axis is 38 mm.
The hollow elliptical metal ball 1 is extruded and deformed by a pressure of 1.2 MPa applied by the groove tube 2 at the bottom of the boreholes, and then the groove tube 2 is pulled out, and at the sameg;{ 3020 time the wire is leaded out, so that the hollow elliptical metal ball 1 is clamped at the bottom of the boreholes.
A grouting tube is installed, and the holes are sealed near an end part of shallow surface of the tunnel surrounding rock, and then the grouting operation of conductive injection agent is performed.
The conductive injection agent is made of stirring raw materials comprised graphite powder, cement and water with the mass ratio of 0.25: 1: 0.5, and the initial setting time is about 2 hours.
If the starting time of the pointer electronic clock connected three boreholes is 14 o’clock, the stop time of the pointer electronic clock connected the borehole with the length of 4 m is 16:30 in the second day, the stop time of the pointer electronic clock connected the borehole with the length of 8 m is 20:20 in the third day, the stop time of the pointer electronic clock connected the borehole with the length of 12 m is 21:40 in the seventh day, while the pointer electronic clocks connected the boreholes with the length of 16 m, 20 m is not stopped.
It shows that the development time of the tunnel surrounding rock with a depth of 4 m and deeper is 26 hours and 30 minutes, and the development time of the tunnel surrounding rock with a depth of 8 m and deeper is 54 hours and 20 minutes, and the development time of the tunnel surrounding rock with a depth of 12 m and deeper is 151 hours and 40 minutes, and the maximum depth of development of microfissure inside the tunnel surrounding rock is 12 m.
Claims (9)
1. A groove tube device for development characteristic of microfissure inside a tunnel surrounding rock, characterized in that: it comprises a hollow elliptical metal ball (1), a groove tube (2), a round tube (3) and a wire (4), the round tube (3) is slightly longer than the groove tube (2) and is embedded in a groove on the surface of the groove tube (2) with a front end extends, the hollow elliptical metal ball (1) is provided at an extended front end of the round tube (3), the wire (4) is welded on the hollow elliptical metal ball (1) and drawn out from inside of the round tube (3).
2. The groove tube device for development characteristic of microfissure inside the tunnel surrounding rock according to claim 1, characterized in that: the outer diameter of the groove tube (2) 1s 25 to 30 mm, and the width of the groove on the surface of the groove tube (2) is not larger than a quarter of the outer diameter of the groove tube (2), and the depth of the groove is not larger than a quarter of the outer diameter of the groove tube (2).
3. The groove tube device for development characteristic of microfissure inside the tunnel surrounding rock according to claim 1, characterized in that: a short axis of the hollow elliptical metal ball (1) is equal to the outer diameter of the groove tube (2), and a long axis is 1.2 to 2 times the outer diameter of the groove tube (2), and the material is iron, copper, aluminum, or metal with good ductility and conductivity.
4. The groove tube device for development characteristic of microfissure inside the tunnel surrounding rock according to claim 1, characterized in that: the outer diameter of the round tube (3) is not larger than the width of the groove and the depth of the groove of the groove tube (2), and the outer diameter is internal intersected with the outer diameter of the groove tube (2), and is fixed connection.
5. A monitoring method using a groove tube device for development characteristic of microfissure inside a tunnel surrounding rock according to any one of claims 1 to 4, characterized in that, comprising the following steps: a. after the tunnel is excavated, drilling multiple boreholes (5) inside the surrounding rock by using a drilling machine, and then installing a groove tube device into the multiple boreholes (5), pushing the hollow elliptical metal ball (1) into the bottom of the boreholes (5) by a groove tube (2); b. applying pressure by the groove tube (2) to extrude and deform the hollow elliptical metal ball (1) at the bottom of the boreholes (5), and then pulling out the groove tube (2) flexible connected to the hollow elliptical metal ball (1), and at the same time leading out a wire (4), so that the hollow elliptical metal ball (1) is clamped at the bottom of the boreholes (5); c. installing a grouting tube, and sealing holes near an end part of shallow surface of the tunnel surrounding rock, and then injecting conductive injection agent (6) into the boreholes (5), until the boreholes (5) is filled; d. after the grouting operation is completed, pulling out the grouting tube when the initial setting time of the conductive injection agent (6) is reached, and connecting the wire (4), the conductive injection agent (6), a battery (7), a pointer electronic clock (8), connected with the hollow elliptical metal ballı1 93020 (1), together in series, and recording the starting time of the pointer electronic clock (8); e. when the microfissure inside the tunnel surrounding rock is developed, the conductive injection agent (6) attached to the surrounding rock is also broken, resulting in a line short of the pointer electronic clock (8), and recording the stop time of the pointer electronic clock (8). ; f. recording the difference between the stop time and the starting time of the pointer electronic clock (8), that is the development time of microfissure inside the tunnel surrounding rock; when the pointer electron clock (8) connected with a certain borehole is observed to stop, the length of the borehole is the development depth of the microfissure inside the tunnel surrounding rock.
6. The monitoring method according to claim 5, characterized in that: the number of boreholes (5) is not less than 3, the diameter of the boreholes is between 28 to 32 mm, the spacing between the boreholes is not less than 0.5m, and the length of the boreholes is not more than 5 times the diameter of the tunnel.
7. The monitoring method according to claim 5, characterized in that: the pressure applied by the groove tube (2) is not less than 0.8 MPa.
8. The monitoring method according to claim 5, characterized in that: a conductive cement slurry is selected as the conductive injection agent (6), which with a strong electrical conductivity and low consolidation strength, and the conductive cement slurry is made of stirring raw materials comprised graphite powder, cement and water, the mass ratio of the graphite powder, cement and water is (0.05 ~ 0.35): 1: (0.4 ~ 0.6).
9. The monitoring method according to claim 5 or 8, characterized in that: the initial setting time of the conductive injection agent (6) is 1 to 3 hours.
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110609048.2A CN113219141B (en) | 2021-06-01 | 2021-06-01 | Grooved pipe device for micro-fracture development characteristics in tunnel surrounding rock and monitoring method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| LU103020B1 true LU103020B1 (en) | 2022-12-12 |
Family
ID=77082224
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| LU103020A LU103020B1 (en) | 2021-06-01 | 2021-11-05 | Groove tube device and monitoring method for development characteristic of microfissure inside tunnel surrounding rock |
Country Status (3)
| Country | Link |
|---|---|
| CN (1) | CN113219141B (en) |
| LU (1) | LU103020B1 (en) |
| WO (1) | WO2022252494A1 (en) |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113219141B (en) * | 2021-06-01 | 2023-03-14 | 盾构及掘进技术国家重点实验室 | Grooved pipe device for micro-fracture development characteristics in tunnel surrounding rock and monitoring method |
Family Cites Families (29)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CA1155178A (en) * | 1978-01-06 | 1983-10-11 | David Wright | Detecting and measuring the position of a break in solid formations |
| JPS54141175A (en) * | 1978-04-25 | 1979-11-02 | Mitsubishi Electric Corp | Crack detector terminal assemblies |
| FR2585129B1 (en) * | 1985-07-19 | 1988-07-08 | Centre Nat Rech Scient | METHOD AND DEVICE FOR DETECTING THE APPEARANCE AND QUANTIFYING THE EVOLUTION OF CRACKS ON THE SURFACE OF A MATERIAL |
| JPS6250591A (en) * | 1985-08-29 | 1987-03-05 | 東北大学長 | Crust stress measuring method by water pressure crushing method based on evaluation of crack behavior in rock |
| JP4139007B2 (en) * | 1999-07-23 | 2008-08-27 | 大成建設株式会社 | Rock bed crack exploration system |
| JP3905354B2 (en) * | 2001-11-05 | 2007-04-18 | 財団法人ファインセラミックスセンター | Tunnel structure, tunnel structure damage diagnosis method, damage detection material, tunnel construction method, and tunnel repair method |
| JP3871597B2 (en) * | 2002-04-02 | 2007-01-24 | 株式会社コベルコ マテリアル銅管 | Internal grooved heat transfer tube and its manufacturing equipment |
| JP2004164910A (en) * | 2002-11-11 | 2004-06-10 | Shin Etsu Polymer Co Ltd | Anisotropic conductive adhesive |
| CN1710425A (en) * | 2005-06-01 | 2005-12-21 | 于海湧 | Wall-rock crack scanning detector |
| JP4937853B2 (en) * | 2007-07-30 | 2012-05-23 | 公益財団法人鉄道総合技術研究所 | Tunnel crack detection system |
| CN201188094Y (en) * | 2008-04-14 | 2009-01-28 | 中原工学院 | Apparatus for testing rock microcracks |
| CN101581686A (en) * | 2009-03-18 | 2009-11-18 | 河海大学 | Method for monitoring growth of soil mass crack |
| CN102168950B (en) * | 2010-12-20 | 2012-08-15 | 中铁隧道集团有限公司 | Method of using distributed optical fibers for advanced monitoring of tunnel surrounding rock deformation |
| CN102102537B (en) * | 2010-12-20 | 2013-01-23 | 中铁隧道集团有限公司 | Tunnel surrounding rock radial stress strain distributed monitoring technology |
| CN202693398U (en) * | 2012-06-28 | 2013-01-23 | 中国地质科学院地质力学研究所 | Stability monitoring and simulating test device for deep tunnel surrounding rock |
| US10267134B2 (en) * | 2013-01-04 | 2019-04-23 | Carbo Ceramics Inc. | Methods and systems for determining subterranean fracture closure |
| WO2015069639A1 (en) * | 2013-11-08 | 2015-05-14 | Board Of Regents, The University Of Texas System | Fracture diagnosis using electromagnetic methods |
| CN104632075B (en) * | 2014-12-16 | 2016-09-21 | 山东科技大学 | A kind of brill for the detection of overlying strata crack surveys integral system and method |
| CN105334308A (en) * | 2015-09-23 | 2016-02-17 | 辽宁工程技术大学 | Surrounding rock crack growth dynamic monitoring method and monitoring apparatus thereof |
| CN105736048B (en) * | 2016-02-24 | 2018-05-01 | 中国矿业大学(北京) | One kind drilling surrounding rocks failure memory storing method |
| CN107229083B (en) * | 2016-03-25 | 2019-05-07 | 中国石油化工股份有限公司 | A kind of crack induction logging response simulator |
| CN106247965A (en) * | 2016-07-15 | 2016-12-21 | 东南大学 | Tunnel surrounding monitoring method based on multifunctional intellectual anchor pole |
| CN106223931B (en) * | 2016-08-31 | 2023-05-02 | 中国平煤神马控股集团有限公司 | System and method for monitoring reserved coal pillar gob-side entry retaining floor crack development |
| CN106285628B (en) * | 2016-08-31 | 2019-04-09 | 西安科技大学 | It is a kind of to monitor the detection system and method developed without coal column gob side entry retaining floor crack |
| CN107063107A (en) * | 2017-03-30 | 2017-08-18 | 云南大永高速公路建设指挥部 | Tunnel wall rock deformation distributed optical fiber sensing system and construction, monitoring method |
| CN110657905A (en) * | 2019-08-27 | 2020-01-07 | 山东大学 | Tunnel surrounding rock internal stress distributed monitoring device, construction method and monitoring method |
| CN112127909B (en) * | 2020-09-08 | 2021-12-07 | 河海大学 | Accurate grouting repairing and reinforcing method for broken surrounding rock of tunnel |
| CN112687082A (en) * | 2020-12-31 | 2021-04-20 | 云南省建筑科学研究院 | Concrete crack remote monitoring device |
| CN113219141B (en) * | 2021-06-01 | 2023-03-14 | 盾构及掘进技术国家重点实验室 | Grooved pipe device for micro-fracture development characteristics in tunnel surrounding rock and monitoring method |
-
2021
- 2021-06-01 CN CN202110609048.2A patent/CN113219141B/en active Active
- 2021-11-05 WO PCT/CN2021/128833 patent/WO2022252494A1/en unknown
- 2021-11-05 LU LU103020A patent/LU103020B1/en active
Also Published As
| Publication number | Publication date |
|---|---|
| CN113219141A (en) | 2021-08-06 |
| WO2022252494A1 (en) | 2022-12-08 |
| CN113219141B (en) | 2023-03-14 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| Dowding et al. | Measurement of rock mass deformation with grouted coaxial antenna cables | |
| CN109116411B (en) | Microseismic sensors are fixed and recyclable device in a kind of hole suitable for different pore size | |
| CN101726544B (en) | Protecting, fixing and retracting integration device of an acoustic emission deep hole monitoring sensor | |
| CN102505965B (en) | Method for identifying rock mass failure instability early warning | |
| LU103020B1 (en) | Groove tube device and monitoring method for development characteristic of microfissure inside tunnel surrounding rock | |
| CN102854525B (en) | Omnidirectional cataclastic rock mass deep hole installation and recovery device of microseismic unidirectional sensor | |
| CN101761062A (en) | Wireless rotating penetrometer | |
| CN103075148A (en) | Method and device for fast measuring coal bed gas pressure through upward remote-distance hole drilling | |
| CN206667247U (en) | Large dosage expanding cement paddle recoverable anchor pole for temporary supporting | |
| Wang et al. | Geotechnical characterization of red shale and its indication for ground control in deep underground mining | |
| CN201681064U (en) | Device for integrating protection, fixing and reclaiming of acoustic emission deep-hole monitoring sensor | |
| CN212130539U (en) | Mine gas permeability increasing system | |
| CN112362155A (en) | Dry hole elastic wave speed test probe and test method | |
| Li et al. | Numerical investigation on rock-fracturing mechanism by using splitter under hole assistance | |
| CN105928853B (en) | It is a kind of examine tunnel broken surrounding rock grouting after block-water effect test method | |
| CN214667762U (en) | Engineering geology sampling device | |
| CN212272177U (en) | Coal seam gas pressure measuring device | |
| CN111380638B (en) | Method for improving actual measurement precision of mining induced stress in solid coal area | |
| CN112731384A (en) | Drilling geological detection system and actual measurement method for comprehensive breaking angle and collapse form of overburden rock | |
| CN203298746U (en) | A vertical multipoint displacement meter apparatus for safety monitoring in geotechnical engineering | |
| CN110174033B (en) | Integrated remote control blasting device for pressure-relief blasting of coal mine underground coal rock stratum | |
| CN111963150A (en) | Coal bed gas pressure measuring device and using method | |
| Jia et al. | Development and Testing of a Tool to Create Multiple Conical Reamed Cable Bolt Anchorages in Weak Rock | |
| CN219101391U (en) | Be used for underground mine displacement monitoring anchor agent shaping device | |
| CN113358822B (en) | Method for monitoring micro-crack development characteristics of tunnel surrounding rock surface based on conductive spraying |