CN117803383A - Method for installing rock mass stress measurement sensor - Google Patents
Method for installing rock mass stress measurement sensor Download PDFInfo
- Publication number
- CN117803383A CN117803383A CN202311824508.9A CN202311824508A CN117803383A CN 117803383 A CN117803383 A CN 117803383A CN 202311824508 A CN202311824508 A CN 202311824508A CN 117803383 A CN117803383 A CN 117803383A
- Authority
- CN
- China
- Prior art keywords
- grouting
- stress
- pipe
- monitoring
- pneumatic
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
- 239000011435 rock Substances 0.000 title claims abstract description 56
- 238000000034 method Methods 0.000 title claims abstract description 26
- 238000005259 measurement Methods 0.000 title claims abstract description 24
- 238000005553 drilling Methods 0.000 claims abstract description 55
- 238000012544 monitoring process Methods 0.000 claims abstract description 51
- 238000009434 installation Methods 0.000 claims abstract description 9
- 238000010276 construction Methods 0.000 claims abstract description 8
- 238000004140 cleaning Methods 0.000 claims abstract description 6
- 230000008878 coupling Effects 0.000 claims abstract description 5
- 238000010168 coupling process Methods 0.000 claims abstract description 5
- 238000005859 coupling reaction Methods 0.000 claims abstract description 5
- 239000007788 liquid Substances 0.000 claims abstract description 5
- 239000002184 metal Substances 0.000 claims description 24
- 239000002002 slurry Substances 0.000 claims description 21
- 239000000463 material Substances 0.000 claims description 19
- 238000003756 stirring Methods 0.000 claims description 14
- 239000002775 capsule Substances 0.000 claims description 10
- 239000003795 chemical substances by application Substances 0.000 claims description 9
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 9
- 229910000831 Steel Inorganic materials 0.000 claims description 6
- 230000007774 longterm Effects 0.000 claims description 6
- 239000010959 steel Substances 0.000 claims description 6
- 238000004873 anchoring Methods 0.000 claims description 5
- 239000011347 resin Substances 0.000 claims description 5
- 229920005989 resin Polymers 0.000 claims description 5
- 238000005520 cutting process Methods 0.000 claims description 4
- 239000003550 marker Substances 0.000 claims description 4
- 238000004080 punching Methods 0.000 claims description 4
- 239000004576 sand Substances 0.000 claims description 4
- 238000007711 solidification Methods 0.000 claims description 4
- 230000008023 solidification Effects 0.000 claims description 4
- 238000007789 sealing Methods 0.000 claims description 2
- 238000005065 mining Methods 0.000 description 6
- 239000002390 adhesive tape Substances 0.000 description 5
- 238000013461 design Methods 0.000 description 5
- 230000008569 process Effects 0.000 description 4
- 238000010586 diagram Methods 0.000 description 3
- 238000011900 installation process Methods 0.000 description 3
- 239000010410 layer Substances 0.000 description 3
- 238000009412 basement excavation Methods 0.000 description 2
- 239000004568 cement Substances 0.000 description 2
- 229910000514 dolomite Inorganic materials 0.000 description 2
- 239000010459 dolomite Substances 0.000 description 2
- 238000000691 measurement method Methods 0.000 description 2
- 239000002367 phosphate rock Substances 0.000 description 2
- OJMIONKXNSYLSR-UHFFFAOYSA-N phosphorous acid Chemical compound OP(O)O OJMIONKXNSYLSR-UHFFFAOYSA-N 0.000 description 2
- 239000000843 powder Substances 0.000 description 2
- 238000009423 ventilation Methods 0.000 description 2
- 230000009471 action Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000000740 bleeding effect Effects 0.000 description 1
- 230000000903 blocking effect Effects 0.000 description 1
- 239000004927 clay Substances 0.000 description 1
- 230000001808 coupling effect Effects 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000009826 distribution Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000000605 extraction Methods 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 229910052500 inorganic mineral Inorganic materials 0.000 description 1
- 239000011229 interlayer Substances 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 239000011707 mineral Substances 0.000 description 1
- 238000002156 mixing Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000002245 particle Substances 0.000 description 1
- 238000005204 segregation Methods 0.000 description 1
- 238000005507 spraying Methods 0.000 description 1
Landscapes
- Force Measurement Appropriate To Specific Purposes (AREA)
Abstract
The invention discloses an installation method of a rock mass stress measurement sensor, which comprises the following steps: s1: monitoring drilling and cleaning holes in construction; s2: assembling a stress sensor, a guide tube and a plugging device; s3: installing a pneumatic grouting system; s4: preparing grouting liquid and performing pneumatic grouting; s5: stress data monitoring and collecting; according to the invention, through directional installation of the stress sensor and pneumatic high-pressure-maintaining grouting, accurate and full coupling of the stress sensor and the surrounding rock of the drilling hole is realized, the cable of the stress sensor is not influenced by grouting activities, the investment of personnel and equipment is small, the safety, the high efficiency and the economy are realized, the operation is convenient and quick, and the applicability is strong.
Description
Technical Field
The invention relates to the technical field of rock mass stress measurement, in particular to a method for installing a rock mass stress measurement sensor.
Background
The stress is an important force source for causing deformation and damage of the underground rock mass, and the grasping of the distribution rule of the stress of the underground rock mass (including the original ground stress and the surrounding rock mining stress caused by excavation) is an important scientific basis for carrying out rock mass engineering design and construction. Therefore, scientific and accurate measurement of rock mass stress is an extremely important task in rock mass engineering. At present, aiming at different measurement methods of initial ground stress and mining stress, the sensor measurement is an intuitive stress measurement method, has the characteristics of accurate result, low measurement cost, convenient and quick operation and the like, and is widely applied to mining stress parameter measurement.
The sensor measurement is typically performed by installing a stress sensor in a pre-drilled borehole in the rock mass for grouting and plugging, and then monitoring the stress of the rock mass at the sensor location. The traditional drilling stress meter is mainly used for measuring stress in the vertical direction of a measuring point in rock mass engineering, and has certain limitation in application range. Along with the development of sensor materials and equipment manufacturing technologies, a three-dimensional stress sensor integrating three sensing units is generated, and the three-dimensional stress of near-field and far-field measuring points in surrounding rock of rock mass engineering can be directly measured. However, the three-dimensional stress sensor faces a certain difficulty in the installation process, and mainly shows that the three-dimensional stress sensor placed in the drilling hole belongs to the problem of a black box, the design azimuth of each sensing unit is difficult to accurately fix in the installation process, the three-dimensional stress sensor is influenced by disturbance in the follow-up grouting process, and the traditional grouting mode is difficult to realize sufficient coupling of the three-dimensional stress sensor and surrounding rock of the drilling hole, so that a large deviation exists between a measurement result and an actual result. Therefore, a new method for installing a rock mass stress sensor is needed to be invented, so that the sensor can be installed quickly and reliably and is fully coupled with surrounding rock of a drilling hole.
Disclosure of Invention
The invention aims to provide a method for installing a rock mass stress measurement sensor, which has the advantages of less equipment, low cost and realization of rapid and reliable installation of the stress measurement sensor in a rock mass.
In order to achieve the above object, the present invention provides a method for installing a rock mass stress measurement sensor, comprising the steps of:
s1: construction monitoring drilling and hole cleaning
Drilling a near-horizontal downward monitoring drilling hole in a rock mass in a stress monitoring area by using a pneumatic rock drill or a rock drilling trolley based on tunnel cave engineering to a measuring point position, and cleaning holes by using a compressed air pipe after drilling construction is completed to remove drill cuttings and gushes water in the monitoring drilling hole;
s2: assembling stress sensor, guide tube and plugging device
The stress sensor, the plugging device and a plurality of guide pipes are connected in a threaded connection mode and are arranged in a monitoring drill hole, a cable of the stress sensor is led out of the guide pipes and the plugging device from the inside of the guide pipes, the plugging device is arranged between the last two sections of guide pipes close to the hole opening of the drill hole, and grouting pipes in the plugging device are also led out of the guide pipes in a threaded connection mode; the multi-section guide tube can be lengthened through threaded connection to adapt to different monitoring drilling depths, each threaded contact part needs to be welded to prevent loosening during installation, and then the monitoring position of the sensor is marked on the tail surface of the guide tube outside the drilling hole by adopting a marker pen;
s3: pneumatic grouting system
Assembling a pneumatic grouting pump, a grouting pipe, a stirring barrel, a compressed air hose, a grouting hose and a pressure gauge to form a pneumatic grouting system, connecting the pneumatic grouting system with the grouting pipe and a compressed air steel pipe in a tunnel engineering, and monitoring the plugging of a drilling hole opening by using a resin anchoring agent to prevent punching during grouting;
s4: preparing grouting liquid and performing pneumatic grouting
Based on the volume of the monitored drilling hole, adding water into the powdery grouting material in a stirring barrel according to the proportion, stirring to prepare a certain amount of slurry with good fluidity, starting a pneumatic grouting system, opening a grouting pipe tail control valve to grouting the monitored drilling hole until the pneumatic grouting pump pressure is increased rapidly and the slurry is not consumed any more, and closing the grouting pipe tail control valve;
s5: stress data monitoring and acquisition
After grouting is finished, setting a signpost, immediately recording initial readings of the stress sensor, and then adopting a collector to periodically collect monitoring data of the stress sensor; stopping data acquisition when the slurry and surrounding rock are fully solidified to reach the stability of long-term strength data;
as a preferable technical scheme, the monitored drilling hole diameter in the step S1 is 40-90 mm, the depth is 1.5-20.0 m, and the downward angle is 2-5 degrees.
As the preferable technical scheme, the guide pipe in the step S2 is made of metal, the length of each section is 1.0-1.5 m, the inner diameter is 38-88 mm, the wall thickness is 2-5 mm, the two ends are respectively provided with internal and external threads, and the sections are connected and lengthened in a threaded mode.
As a preferable technical scheme, the plugging device in the step S2 is cylindrical, the length is 0.3-1.0 m, the diameter is 40-90 mm, the plugging device comprises a metal pipe, a metal ring disc, a capsule, a nozzle and a cavity, the two ends of the plugging device are respectively provided with a metal pipe with internal and external threads capable of being connected with the equal-diameter threads of a guide pipe, the outer surface of the metal pipe is provided with the capsule, the capsule is connected with the two ends of the metal pipe through the metal ring disc with the thickness of 5-10 mm and the diameter of 40-90 mm to form the cavity, 3-5 slurry nozzles with the diameter of 5-25 mm are arranged on the metal ring disc at the head, the cavity is communicated with a steel grouting pipe with the diameter of 15-25 mm in the metal pipe, the grouting pipe can be connected in a multi-joint manner through threads, and each joint length is 0.5-1.5 m; the high-pressure slurry conveyed by the pneumatic grouting system flows into the cavity through the grouting pipe to enable the capsule to rapidly expand to seal the monitoring drilling hole, and the slurry is ejected out through the nozzle until the monitoring drilling hole sealed by the sealing device is filled, so that the purpose of fully coupling the slurry with surrounding rock of the drilling hole and the stress sensor under high pressure maintaining is achieved.
As a preferable technical scheme, the pneumatic grouting system in the step S3 takes compressed air as power and comprises a pneumatic grouting pump, a grouting pipe, a stirring barrel, a compressed air hose, a grouting hose and a pressure gauge, wherein the compressed air is conveyed to the pneumatic grouting pump through the compressed air hose to enable the pneumatic grouting pump to work when the pneumatic grouting system works, and the slurry in the stirring barrel is pumped by the grouting pipe under the action of the pump pressure and is injected into a monitoring drilling hole through the grouting hose, the grouting pipe and a plugging device.
As an optimal technical scheme, the flow of the pneumatic grouting pump is 10-30 m 3 And/h, the maximum grouting pressure is not lower than 10MPa.
As an optimal technical scheme, the grouting material in the step S4 is a powdery mixed dry material containing an early-setting early-strength agent, a gel material and superfine sand.
As a further improvement, the strength of the grouting material after solidification for 2 hours is not lower than 30MPa, and the long-term strength is not lower than 70MPa.
As a preferable technical scheme, the stress sensors in the steps S1 and S5 are cylindrical metal members, have a waterproof function, can monitor any one of three-way stress or three-way state in the rock mass, and have a measuring range of not less than 60MPa and a measuring precision of 0.01MPa.
The invention has the beneficial effects that:
(1) The application of the guide tube ensures the accurate orientation of the monitoring azimuth after the sensor is installed, avoids the problem of black box in the installation process, and the guide tube is lengthened to be matched with monitoring drilling holes with different depths, so that the adaptability is high;
(2) The cable is led out from the guide pipe and the plugging device, so that the cable is not damaged in the grouting process; the application of the plugging device and the grouting pipe arrangement mode promotes the smooth realization of grouting after the existence of the guide pipe, ensures higher grouting pressure by efficiently plugging and monitoring the drilling hole, and can realize the full coupling of the stress sensor and the surrounding rock of the drilling hole under high pressure maintaining grouting.
(3) The grouting material has the advantages of finer particles, good fluidity, no bleeding and segregation in the grouting process, short setting time, good coupling effect, high early setting final setting strength and the like compared with the traditional grouting materials such as cement paste and the like.
Due to the adoption of the technical scheme, the invention provides a method for installing a rock mass stress measurement sensor; firstly, constructing a slight inclination downward monitoring drilling hole to the position of a measuring point in a stress area to be measured, and adopting a compressed air pipe to clear the hole; secondly, assembling a stress sensor, a guide tube and a plugging device; thirdly, installing a pneumatic grouting system; then, preparing grouting liquid and performing pneumatic grouting; finally, periodically monitoring the stress sensor data until the data tends to be stable and stopping acquisition; the installation method of the invention has less equipment and low cost, and realizes the rapid and reliable installation of the stress measuring sensor in the rock mass.
Drawings
FIG. 1 is a schematic diagram of a stress sensor installation of the present invention;
FIG. 2 is a schematic diagram of the connection of the stress sensor, the plugging device and the guide tube;
FIG. 3 is a schematic diagram of the overall structure of the pneumatic grouting system;
in the figure: 1-rock mass, 2-monitoring drilling holes, 3-pneumatic grouting system, 4-slurry, 5-stress sensor, 6-guide pipe, 7-plugging device, 8-grouting pipe, 9-control valve, 10-cable, 11-collector, 12-resin anchoring agent and 13-monitoring azimuth mark; 301-pneumatic grouting pump, 302-grouting pipe, 303-manometer, 304-compressed air hose, 305-grouting hose, 306-stirring barrel, 501-X direction sensing unit, 502-Y direction sensing unit, 503-Z direction sensing unit, 701-metal pipe, 702-annular disk, 703-nozzle, 704-capsule, 705-cavity.
Detailed Description
In order that the manner in which the invention is accomplished, as well as the manner in which it is characterized and attained and its efficacy, a better understanding of the invention is obtained, reference will be made to the following drawings and to the appended claims.
Fig. 1-3 are schematic views of the structure and installation of the present invention. Firstly, drilling a monitoring drilling hole 2 with the aperture of 40-90 mm and the depth of 1.5-20.0 m and the downward angle of 2-5 degrees in a rock mass 1 with the stress to be measured at the drift side part by using rock drilling equipment, and immediately adopting a compressed air pipe to remove drill cuttings and gushes water in the hole after the drilling is finished; secondly, according to the depth of the monitoring drilling hole 2, a plurality of sections of threaded connection metal guide pipes 6 (each section has the length of 1.0-1.5 m, the aperture of 38-88 mm and the wall thickness of 2-5 mm, internal and external threads are respectively formed at two ends) and a plugging device 7 (the plugging device is arranged between the last two sections of guide pipes 6, 3-5 slurry nozzles 703 with the diameter of 5-25 mm are arranged on a head metal ring disc 702, a cavity 705 is formed by a capsule 704 and a metal pipe 701 and communicated with a grouting pipe 8), a stress sensor 5 (the measuring range is not lower than 60MPa and the measuring precision is 0.01 MPa) are assembled into a whole in a threaded mode, all threaded connection positions are welded, the tail surfaces of the guide pipes 6 adopt marker pens to mark monitoring azimuth marks 13 of the stress sensor 5, and a cable 10 and the grouting pipe 8 are led out of the pipe through the guide pipes 9; again, pneumatic grouting pump 301 (flow 10-30 m 3 And/h, the pressure is not lower than 10 MPa), a grouting pipe 302, a pressure gauge 303, a compressed air hose 304, a grouting hose 305 and a stirring barrel 306 are connected and assembled to form a pneumatic grouting system 3 and are connected with a grouting pipe 8 and a compressed air steel pipe in a tunnel engineering, and a hole opening of a monitoring drilling hole 2 is blocked by using a resin anchoring agent 12 so as to prevent punching during grouting; then, based on the volume of the monitoring drilling hole 2, adding water into the powdery grouting material (powdery mixed dry material containing the early-setting early-strength agent, the cementing material and the superfine sand) in a stirring barrel 306 according to the proportion, stirring to prepare a certain amount of slurry 4 with better fluidity (the strength after solidification is not lower than 30MPa for 2 hours and not lower than 70MPa for long-term strength), starting a pneumatic grouting system 3, and opening a control valve 9 at the tail part of a grouting pipe 8 to perform grouting on the monitoring drilling hole 2 untilThe pneumatic grouting pump 301 is pressurized and the grouting is stopped by closing the control valve 9 at the tail part of the grouting pipe 8 until the slurry is not consumed any more; finally, after grouting, setting a signpost and immediately recording initial readings of the stress sensor 5, and then adopting the collector 11 to periodically collect monitoring data of the stress sensor 5 until the data tend to be stable, and stopping collecting.
Example 1
The design capacity of a mine is 200 ten thousand t/a, the ore body is of a double-layer ore structure, the average thickness of an upper ore layer and a lower ore layer is 6.70m and 5.67m, the average content of P2O5 is 22.48 percent and 26.90 percent, and the inclination angle is 15 degrees; the thickness of the clay shale interlayer in the middle of the ore body is 1.01m. The stratum lithology mainly comprises dolomite, sandstone, shale, mudstone and the like, and the mineral stratum lithology comprises phosphorite. The mine design adopts an exploitation scheme of adhesive tape inclined shaft and auxiliary inclined ramp exploitation and middle section adhesive tape transportation, and stope mined ore is transported to a middle section transportation adhesive tape through a disc area adhesive tape lane and then transported to an inclined shaft adhesive tape to be lifted to the ground surface. The mining area is divided into a diagonal ventilation system, a central vertical shaft with two air inlets is used for centralized extraction type ventilation, and the mining method comprises a pseudo-inclined strip route subsequent filling method and a pseudo-inclined strip route subsequent filling method, and is divided into separate mining and transportation. The roadway engineering reveals that the lithology of surrounding rock mainly comprises dolomite and phosphorite, joint cracks are very developed, geological structures such as karst cave and faults are widely distributed, and the quality of the surrounding rock is greatly changed. The roadway support mainly adopts an anchor net spraying process, and the practice finds that local surrounding rock is unstable, roof caving phenomenon exists, the effective control is difficult, and the secondary stress of roadway excavation needs to be measured urgently, so that basic data is provided for engineering construction and roadway support design. The section of the main tunnel of the mine is designed into a three-center arch shape, the width is 4.5m, the wall height is 2.2m, and the arch height is 1.5m. The mine is planned to embed a three-dimensional stress sensor (measuring range 40MPa, precision 0.01 MPa) for measuring the stress of surrounding rock, and the implementation steps of the method are as follows:
(S1) construction monitoring drilling and hole cleaning: drilling a monitoring drilling hole 2 with the aperture of 55mm, the depth of 3.0m and the downward angle of 3 degrees in a roadway wall stress monitoring area rock body 1 by using a YT28 pneumatic rock drill based on a 1890m middle section trackless roadway wall, and immediately adopting a compressed air pipe to remove drill cuttings and gushes water in the hole after the drilling hole 2 is constructed.
(S2) assembling the stress sensor, the guide tube and the plugging device: the stress sensor 5 with the measuring range of 40MPa and the measuring precision of 0.01MPa, two sections of guide pipes 6 (each section of guide pipe is 1.0m, the outer diameter is 40mm, the wall thickness is 3 mm), one plugging device 7 (the length is 0.8m, the outer diameter is 50 mm) are connected in a threaded connection mode, the plugging device 7 (the head annular disc is provided with 3 nozzles with the aperture of 5 mm) is arranged between the two sections of guide pipes 6, all threaded connection positions are welded, the tail surface of the guide pipe 6 adopts a marker pen to mark the monitoring azimuth mark 13 of the stress sensor 5, a cable 10 of the stress sensor 5 is led out of the guide pipe 6 and the plugging device 7, and a grouting pipe 8 (the diameter is 25mm, the length of each section of guide pipe is 0.5 m) in the plugging device 7 is also led out of the guide pipe 6 through own extension.
(S3) installing a pneumatic grouting system: pneumatic grouting Pump 301 (flow 10 m) 3 And/h, the maximum grouting pressure is 10 MPa), a grouting pipe 302, a pressure gauge 303, a compressed air hose 304, a grouting hose 305 and a stirring barrel 306 are connected and assembled to form a pneumatic grouting system 3 and are connected with the grouting pipe 8 and a compressed air steel pipe in a tunnel engineering, and the MSCKB2850 resin anchoring agent 12 is used for monitoring the blocking of the hole opening of the drilling hole 2 so as to prevent punching during grouting.
(S4) preparing grouting liquid and performing pneumatic grouting: based on monitoring borehole 2 volume, in the mixing bowl 306 at a water cement ratio of 1: the powder grouting material (powder mixed dry material containing the early-setting early-strength agent, the gel-forming material and the superfine sand) is added with water and stirred to prepare a certain amount of slurry 4 with better fluidity (strength is 32MPa after solidification for 2 hours and long-term strength is 80 MPa), the pneumatic grouting system 3 is started, the tail control valve 9 of the grouting pipe 8 is opened to grouting the monitoring drill hole 2, and the grouting is stopped by closing the tail control valve 9 of the grouting pipe 8 until the pressure of the pneumatic grouting pump 301 is increased rapidly and the slurry is not consumed any more.
(S5) stress data monitoring and acquisition: after grouting, a signpost is arranged, initial readings of the stress sensor 5 are immediately recorded, and then the collector 11 is adopted to periodically collect monitoring data of the stress sensor 5 until the data tend to be stable.
The foregoing has shown and described the basic principles, main features and advantages of the present invention. It will be understood by those skilled in the art that the present invention is not limited to the embodiments described above, and that the above embodiments and descriptions are merely illustrative of the principles of the present invention, and various changes and modifications may be made without departing from the spirit and scope of the invention, which is defined in the appended claims. The scope of the invention is defined by the appended claims and equivalents thereof.
Claims (9)
1. A method of installing a rock mass stress measurement sensor, comprising the steps of:
s1: construction monitoring drilling and hole cleaning
Drilling a near-horizontal downward monitoring drilling hole in a rock mass in a stress monitoring area by using a pneumatic rock drill or a rock drilling trolley based on tunnel cave engineering to a measuring point position, and cleaning holes by using a compressed air pipe after drilling construction is completed to remove drill cuttings and gushes water in the monitoring drilling hole;
s2: assembling stress sensor, guide tube and plugging device
The stress sensor, the plugging device and a plurality of guide pipes are connected in a threaded connection mode and are arranged in a monitoring drill hole, a cable of the stress sensor is led out of the guide pipes and the plugging device from the inside of the guide pipes, the plugging device is arranged between the last two sections of guide pipes close to the hole opening of the drill hole, and grouting pipes in the plugging device are also led out of the guide pipes in a threaded connection mode; the multi-section guide tube can be lengthened through threaded connection to adapt to different monitoring drilling depths, each threaded contact part needs to be welded to prevent loosening during installation, and then the monitoring position of the sensor is marked on the tail surface of the guide tube outside the drilling hole by adopting a marker pen;
s3: pneumatic grouting system
Assembling a pneumatic grouting pump, a grouting pipe, a stirring barrel, a compressed air hose, a grouting hose and a pressure gauge to form a pneumatic grouting system, connecting the pneumatic grouting system with the grouting pipe and a compressed air steel pipe in a tunnel engineering, and monitoring the plugging of a drilling hole opening by using a resin anchoring agent to prevent punching during grouting;
s4: preparing grouting liquid and performing pneumatic grouting
Based on the volume of the monitored drilling hole, adding water into the powdery grouting material in a stirring barrel according to the proportion, stirring to prepare a certain amount of slurry with good fluidity, starting a pneumatic grouting system, opening a grouting pipe tail control valve to grouting the monitored drilling hole until the pneumatic grouting pump pressure is increased rapidly and the slurry is not consumed any more, and closing the grouting pipe tail control valve;
s5: stress data monitoring and acquisition
After grouting is finished, setting a signpost, immediately recording initial readings of the stress sensor, and then adopting a collector to periodically collect monitoring data of the stress sensor; and stopping data acquisition when the slurry and the surrounding rock are fully solidified to reach the stability of the long-term strength data.
2. The method of installing a rock mass stress measurement sensor of claim 1, wherein: the monitored drilling hole diameter in the step S1 is 40-90 mm, the depth is 1.5-20.0 m, and the downward angle is 2-5 degrees.
3. The method of installing a rock mass stress measurement sensor of claim 1, wherein: the guide pipe in the step S2 is made of metal, the length of each section is 1.0-1.5 m, the inner diameter is 38-88 mm, the wall thickness is 2-5 mm, the two ends are respectively provided with internal and external threads, and the sections are connected and lengthened in a threaded mode.
4. The method of installing a rock mass stress measurement sensor of claim 1, wherein: the plugging device in the step S2 is cylindrical, the length is 0.3-1.0 m, the diameter is 40-90 mm, the plugging device comprises a metal pipe, a metal ring disc, a capsule, a nozzle and a cavity, the two ends of the plugging device are respectively provided with the metal pipe with internal and external threads capable of being connected with the guide pipe through equal-diameter threads, the outer surface of the metal pipe is the capsule, the capsule is connected with the two ends of the metal pipe through the metal ring disc with the thickness of 5-10 mm and the diameter of 40-90 mm to form the cavity, 3-5 slurry nozzles with the diameter of 5-25 mm are arranged on the head metal ring disc, the cavity is communicated with a steel grouting pipe with the diameter of 15-25 mm in the metal pipe, and the grouting pipe can be connected into multiple sections in a threaded connection mode, and the length of each section is 0.5-1.5 m; the high-pressure slurry conveyed by the pneumatic grouting system flows into the cavity through the grouting pipe to enable the capsule to rapidly expand to seal the monitoring drilling hole, and the slurry is ejected through the nozzle until the monitoring drilling hole sealed by the sealing device is filled, so that the purpose of fully coupling the slurry with surrounding rock of the drilling hole and the stress sensor is achieved.
5. The method of installing a rock mass stress measurement sensor of claim 1, wherein: the pneumatic grouting system in the step S3 takes compressed air as power and comprises a pneumatic grouting pump, a grouting pipe, a stirring barrel, a compressed air hose, a grouting hose and a pressure gauge.
6. The method of installing a rock mass stress measurement sensor of claim 5, wherein: the flow of the pneumatic grouting pump is 10-30 m 3 And/h, the maximum grouting pressure is not lower than 10MPa.
7. The method of installing a rock mass stress measurement sensor of claim 1, wherein: the grouting material in the step S4 is a powdery mixed dry material containing an early-setting early-strength agent, a gel material and superfine sand.
8. The method of installing a rock mass stress measurement sensor of claim 7, wherein: the strength of the grouting material after solidification for 2 hours is not lower than 30MPa, and the long-term strength is not lower than 70MPa.
9. The method of installing a rock mass stress measurement sensor of claim 1, wherein: the stress sensors in the steps S1 and S5 are cylindrical metal members, have a waterproof function, can monitor any one of three-way stress or three-way state in the rock mass, and have a measuring range of not less than 60MPa and a measuring precision of 0.01MPa.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202311824508.9A CN117803383A (en) | 2023-12-27 | 2023-12-27 | Method for installing rock mass stress measurement sensor |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202311824508.9A CN117803383A (en) | 2023-12-27 | 2023-12-27 | Method for installing rock mass stress measurement sensor |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN117803383A true CN117803383A (en) | 2024-04-02 |
Family
ID=90422970
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202311824508.9A Pending CN117803383A (en) | 2023-12-27 | 2023-12-27 | Method for installing rock mass stress measurement sensor |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN117803383A (en) |
-
2023
- 2023-12-27 CN CN202311824508.9A patent/CN117803383A/en active Pending
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN108060908B (en) | Long-distance horizontal directional drilling and grouting reinforcement process for water-rich sand layer under building group | |
| CN101726544B (en) | Protecting, fixing and retracting integration device of an acoustic emission deep hole monitoring sensor | |
| CN102121395B (en) | Method for integrated comprehensive management of gas in low-permeability single coal bed | |
| CN101672197B (en) | Processing method for high-pressure water-enriched filling karst cavity | |
| CN107975375B (en) | A kind of miniature steel pipe pile reinforced soft foundation construction method of city tunnel | |
| CN103195442A (en) | Even-grouting structure of coal mine tunnel and construction technology thereof | |
| CN111456723B (en) | One-hole dual-purpose method for overburden three-zone detection and rock stratum movement monitoring | |
| CN107119669A (en) | For shield, the pre-pouring grout consolidated subsoil method in house is worn in side in water-rich sand layer | |
| CN203223229U (en) | Coal mine roadway uniformly distributing grouting structure | |
| CN102777189A (en) | Intermediate-jacking-station-free jacking construction device of ultra-long pipe roof and method thereof | |
| CN107023300A (en) | A kind of use canopy, which is defended the doctrine, builds the construction method of subway station | |
| CN111075478A (en) | Pre-grouting reinforcement process for ground construction of broken belt of excavation working face structure | |
| CN211621548U (en) | Karst foundation local adds thick liquid reinforcing apparatus | |
| CN108005682A (en) | A kind of shield tunnel reinforcement means | |
| CN113279808A (en) | Intelligent gas extraction system and method based on double-layer directional long drill hole | |
| WO2018068409A1 (en) | Structure underlaid gob area filling expansion bag and construction method | |
| CN112832807A (en) | Supporting method and equipment for preventing roadway support from being severely damaged and surrounding rock from crossing and overflowing | |
| CN107165641B (en) | High inclination-angle ladder way opposite direction excavating construction method in thin layer breaking up hard rock stratum | |
| CN109577988B (en) | Parallel construction method for blind inclined shaft of metal mine | |
| CN201681064U (en) | Device for integrating protection, fixing and reclaiming of acoustic emission deep-hole monitoring sensor | |
| CN110644492B (en) | Comprehensive grouting construction method for steep dip angle wide-crack stratum | |
| CN117803383A (en) | Method for installing rock mass stress measurement sensor | |
| CN109555559B (en) | Water prevention and treatment technical method for thousand-meter-level blind shaft of metal mine | |
| CN104532815B (en) | A kind of telescopic boom multipoint displacement meter anchor head for soft soil layer | |
| CN109488333B (en) | Construction method for inserting pipe shed piles in horizontal stirring and spraying |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination |