CN113552629A - Tunnel surrounding rock longitudinal wave velocity determination method and device and computer equipment - Google Patents
Tunnel surrounding rock longitudinal wave velocity determination method and device and computer equipment Download PDFInfo
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- 239000011435 rock Substances 0.000 title claims abstract description 96
- 238000000034 method Methods 0.000 title claims abstract description 45
- 230000035939 shock Effects 0.000 claims abstract description 92
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- 238000005422 blasting Methods 0.000 claims abstract description 50
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- 230000000644 propagated effect Effects 0.000 claims description 18
- 238000004880 explosion Methods 0.000 claims description 10
- 238000004590 computer program Methods 0.000 claims description 7
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- 238000009412 basement excavation Methods 0.000 abstract description 7
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- G01V—GEOPHYSICS; GRAVITATIONAL MEASUREMENTS; DETECTING MASSES OR OBJECTS; TAGS
- G01V1/00—Seismology; Seismic or acoustic prospecting or detecting
- G01V1/28—Processing seismic data, e.g. for interpretation or for event detection
- G01V1/30—Analysis
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- G—PHYSICS
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- G01V—GEOPHYSICS; GRAVITATIONAL MEASUREMENTS; DETECTING MASSES OR OBJECTS; TAGS
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Abstract
The invention discloses a method for determining the longitudinal wave velocity of tunnel surrounding rock, which comprises the following steps: measuring points are arranged according to conventional blasting vibration tracking monitoring, the first arrival time of seismic waves and air shock waves of each measuring point is picked up through a vibration sensor and a shock wave sensor, and the longitudinal wave velocity of a rock body in the area from the measuring points to the center of the detonation source is calculated by utilizing the time difference between the vibration sensor and the shock wave sensor and the distance between the measuring points and the center of the detonation source. The method is suitable for determining the velocity of the longitudinal wave of the surrounding rock in the blasting excavation of underground tunnels (holes) or roadways such as water conservancy, mining, traffic and municipal administration, and compared with the traditional test method, the method is simpler and more efficient, and the test result is accurate, reliable and high in adaptability.
Description
Technical Field
The invention relates to the field of measuring the wave velocity of longitudinal waves of tunnel surrounding rocks, in particular to a measuring method, a measuring device and computer equipment for quickly determining the wave velocity of the longitudinal waves of the tunnel surrounding rocks based on travel time difference pickup of blasting seismic waves and air shock waves.
Background
The longitudinal wave velocity of the rock mass is an important parameter reflecting the physical and mechanical properties and engineering indexes of the rock mass, and is widely applied to the evaluation of the quality of the rock mass and the evaluation of site conditions. The method can solve the problems of geotechnical engineering in underground engineering, hydraulic and hydroelectric engineering, tunnel engineering and building foundation according to the longitudinal wave velocity testing technology, can also be used for surveying engineering geology and detecting engineering quality, and can expand the engineering application range along with the continuous improvement of the rock mass wave velocity testing level.
The existing rock mass longitudinal wave velocity test mostly adopts a direct wave method, and the method is characterized in that after a field is surveyed and drilled, an artificial vibration source such as explosive or a vibration exciter is placed in a drilled hole, and a vibration sensor is arranged on the surface of surrounding rock near the drilled hole. The vibration source generates direct waves after being excited. And simultaneously, vibration sensors arranged around the drill hole record vibration waveforms generated by the vibration source. And calculating the longitudinal wave velocity of the rock mass by combining the propagation distance and the propagation time of the longitudinal wave through the collected first arrival signals of the direct waves. And after the calculation is finished, changing the position of the vibration source to calculate the longitudinal wave velocity of the rock mass in different areas.
The testing principle and process of the direct wave method are relatively simple, and the defects are as follows:
the method has the advantages of extremely high propagation speed of the longitudinal wave of the rock mass, large error and low accuracy in direct measurement of the velocity of the longitudinal wave of the rock mass.
Secondly, in the direct wave method, the direct wave generated by excitation of the vibration source is quickly attenuated along with the increase of the distance, and when the distance exceeds a certain distance, the vibration sensor cannot acquire a direct wave. Therefore, the application range is relatively small.
And thirdly, testing the longitudinal wave velocity of the rock mass in different areas, and then respectively drilling a plurality of different drill holes, thereby increasing the testing cost to a certain extent.
Disclosure of Invention
Therefore, it is necessary to provide a method for simply and rapidly testing the longitudinal wave velocity of the rock mass, which is to directly calculate and analyze the longitudinal wave velocity of the rock mass after blasting while drilling and blasting in the tunnel, and has the advantages of high calculation result precision, small error and simple process.
The embodiment of the invention provides a method for determining the longitudinal wave velocity of tunnel surrounding rock, which comprises the following steps:
when a tunnel is blasted and excavated, acquiring the time difference between the first arrival time of blasting seismic waves propagated in a rock body to reach a monitoring point and the first arrival time of air shock waves propagated in air to reach the monitoring point;
and determining the longitudinal wave velocity in the rock mass according to the time difference and the distance between the monitoring point and the center of the detonation source.
In one embodiment, the obtaining of the time difference includes:
acquiring blasting seismic waves propagated in a rock mass by adopting a vibration sensor;
acquiring air shock waves transmitted in the air by adopting an air shock wave sensor;
determining the time difference between the first arrival time of the blasting seismic waves at the monitoring point and the first arrival time of the air shock waves at the monitoring point according to the blasting seismic waves and the air shock waves;
the method comprises the steps of determining a measuring line on the surface of the tunnel surrounding rock, arranging monitoring points on the measuring line at intervals, and arranging a vibration sensor and an air shock wave sensor on each monitoring point.
In one embodiment, the vibration sensor and the air shock wave sensor are vibration and overpressure monitors.
In one of the embodiments, the first and second electrodes are,
the vibration sensor adopts a blasting vibration monitor;
the air shock wave sensor adopts a shock wave monitor.
In one embodiment, the distance between two adjacent monitoring points is 30-50 m.
In one embodiment, the expression of the longitudinal wave velocity in the rock mass is as follows:
wherein, delta t is the first arrival time difference of seismic waves and air shock waves at the same measuring point; l isnIs the n-thMonitoring the distance between the point and the center of the explosion source; cuThe velocity of the air shock wave is 340 m/s; cpThe longitudinal wave velocity in the rock mass.
A tunnel surrounding rock longitudinal wave velocity determination device comprises:
the time difference determining module is used for acquiring the time difference between the first arrival time of blasting seismic waves propagated in a rock body to reach a monitoring point and the first arrival time of air shock waves propagated in air to reach the monitoring point when a tunnel is blasted and excavated;
and the longitudinal wave velocity determining module is used for determining the longitudinal wave velocity in the rock mass according to the time difference and the distance between the monitoring point and the center of the explosion source.
In one embodiment, the time difference determining module comprises:
the blasting seismic wave acquisition unit is used for acquiring blasting seismic waves propagated in a rock body by adopting a vibration sensor;
the air shock wave acquisition unit is used for acquiring air shock waves transmitted in the air by adopting an air shock wave sensor;
the time difference calculation unit is used for determining the time difference between the first arrival time of the blasting seismic waves and the first arrival time of the air shock waves at the monitoring points according to the blasting seismic waves and the air shock waves;
the method comprises the steps of determining a measuring line on the surface of the tunnel surrounding rock, arranging monitoring points on the measuring line at intervals, and arranging a vibration sensor and an air shock wave sensor on each monitoring point.
In one embodiment, the expression of the longitudinal wave velocity in the rock mass is as follows:
wherein, delta t is the first arrival time difference of seismic waves and air shock waves at the same measuring point; l isnThe distance between the nth monitoring point and the center of the detonation source is calculated; cuThe velocity of the air shock wave is 340 m/s; cpThe longitudinal wave velocity in the rock mass.
A computer device comprising a memory and a processor, the memory storing a computer program, characterized in that the processor implements the steps of the method described above when executing the computer program.
Compared with the prior art, the method, the device and the computer equipment for determining the longitudinal wave velocity of the tunnel surrounding rock have the beneficial effects that:
(1) the testing method is simple and efficient, a probing hole is not required to be drilled, the testing of the longitudinal wave velocity of the rock mass can be completed while the tunnel blasting excavation is carried out, and the longitudinal wave velocity of the rock mass in different areas within the range of the testing point can be simultaneously measured. (2) The method has wide application range, and can still acquire corresponding seismic wave and air shock wave signals at a longer distance due to the high intensity of the seismic wave and the air shock wave generated by tunnel blasting excavation, thereby being suitable for testing the longitudinal wave velocity of the rock mass in a large-range area. (3) The method is energy-saving and environment-friendly, the longitudinal wave velocity of the rock mass is tested by means of the earthquake waves and the air shock waves generated by blasting excavation, an artificial vibration source is not required to be arranged, and the test cost of the longitudinal wave velocity of the rock mass is saved to a certain extent.
Drawings
Fig. 1 is a schematic structural diagram of a method for determining longitudinal wave velocity of tunnel surrounding rock in one embodiment;
FIG. 2 is a three-dimensional schematic diagram of a tunnel monitoring point arrangement provided in one embodiment;
FIG. 3 is a cross-sectional view of a tunnel monitoring point arrangement provided in one embodiment;
FIG. 4 is a schematic diagram of a waveform of a blast seismic wave picked up by a vibration sensor;
FIG. 5 is a schematic view of the air shockwave waveform picked up by the shockwave sensor.
Description of reference numerals:
1-blast hole and 2-tunnel face.
Detailed Description
In order to make the objects, technical solutions and advantages of the present application more apparent, the present application is described in further detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the present application and are not intended to limit the present application.
Referring to fig. 1, in an embodiment, a method for determining a longitudinal wave velocity of a tunnel surrounding rock specifically includes:
To ensure the accuracy and reliability of the test result. Firstly, investigating a region to be tested near a detonation source, and removing dust and loose and broken rock mass on the surface of the testing region; then, checking, detecting and calibrating the vibration sensor and the air shock wave sensor; and simultaneously, determining the positions of monitoring points 1#, 2#, 3# (figure 2) according to the relative positions of the area to be tested and the detonation source, and measuring the distances between different measuring points and the center of the detonation source. And a vibration sensor and an air shock wave sensor are arranged on the monitoring points 1#, 2#, and 3#, and the sensors are bonded with bedrock by adopting quick-setting gypsum in order to prevent the sensors from moving.
And 2, collecting and identifying the vibration signals of the blasting earthquake waves and the air shock waves.
And after the blasting area is determined, checking the hole forming quality of the blast hole on the tunnel face, leveling the hole bottom, and then installing explosive and blocking. After the detonation condition is ready, the vibration monitor and the air shock wave monitor are turned on simultaneously to be in a sampling state. After the explosive is detonated, blasting seismic waves and air shock waves are generated. Vibration signals of earthquake waves in a rock body and vibration signals of shock waves in air are respectively acquired by using a vibration sensor and an air shock wave sensor, and earthquake waves and air shock wave vibration waveforms of a measuring point 1# are respectively given in figures 4 and 5.
Description of Steps 1-2:
determining a measuring line on the surface of the surrounding rock of the area to be measured, arranging measuring points at certain intervals in the direction of the measuring line, and then installing a vibration sensor and an air shock wave sensor at the positions of the measuring points. After the explosive is detonated, the vibration sensor and the air shock wave sensor respectively collect seismic wave vibration signals in a rock body and explosion shock wave propagation signals in air, and transmit different signals to the host for storage.
The collection of the blasting seismic wave and the air shock wave signals can be simultaneously collected by a vibration and overpressure monitor (such as Minimate Pro4), or can be respectively collected by a blasting vibration monitor (such as TC-4850) and a shock wave monitor.
According to the oscillogram, the first arrival time t of the vibration sensor for picking up the longitudinal waves of the rock mass can be obtained1And the first arrival time t of the air shock wave sensor for picking up the air shock wave2Calculating the first arrival time difference delta t ═ t2-t1According to the formula
The longitudinal wave velocity C of the rock mass in the range of the 1# measuring point and the center of the detonation source can be calculatedp. And similarly, the longitudinal wave velocity of the rock mass in the range from the 2# measuring point to the center of the explosion source can be respectively calculated according to the vibration waveforms collected from the 2# measuring point and the 3# measuring point.
The principle of the invention is as follows: the explosive is exploded in rock-soil medium, only 20% -30% of energy is used for breaking and throwing rock mass, and most of energy is converted into blasting vibration energy, air shock wave energy and the like. As the blasting seismic wave propagates in the rock mass, the propagation speed of the blasting seismic wave is necessarily greater than that of the shock wave propagating in the air. Therefore, under the condition of propagating the same distance, the first arrival time of the blast shock wave and the seismic wave generates a time difference. And selecting monitoring points on the surface of the surrounding rock of the area to be measured, determining a measuring line, and arranging a vibration sensor and an air shock wave sensor on measuring points of the measuring line. After the explosive is detonated, the generated seismic waves and air shock waves sequentially reach a certain measuring point, and the first arrival time difference delta t of the seismic waves and the air shock waves in the rock mass is calculated according to the acquired seismic wave and air shock wave signals.
In a word, the invention discloses a method for rapidly determining the longitudinal wave velocity of a tunnel surrounding rock based on blasting seismic wave and air shock wave travel time difference pickup. The method is suitable for determining the velocity of the longitudinal wave of the surrounding rock in the blasting excavation of underground tunnels (holes) or roadways such as water conservancy, mining, traffic and municipal administration, and compared with the traditional test method, the method is simpler and more efficient, and the test result is accurate, reliable and high in adaptability.
Example 1:
the method for calculating the longitudinal wave velocity of the rock mass by using the first arrival time difference of the picked seismic wave and the air shock wave is further explained by combining the drilling and blasting construction of a certain tunnel:
the test tunnel is a highway tunnel, the clearance width of the section of the tunnel is 5 meters, the height of the section of the tunnel is 4.5 meters, and the design length of the section of the tunnel is 2000 meters. The method for determining the longitudinal wave velocity of the rock mass based on the picking of the shock time difference between the earthquake waves induced by the tunnel drilling explosion excavation and the air comprises the following steps:
(1) firstly, determining a longitudinal wave velocity test area of a required rock mass, and arranging three vibration monitoring points 1#, 2#, and 3#, wherein the distances from each measuring point to the center of a detonation source are respectively 40m, 80m, and 120 m. And removing dust on the surface of the position near the measuring point, loosening and crushing the rock mass. And bonding the vibration sensor with the bedrock by using quick setting gypsum at each measuring point position.
(2) Drilling blast holes on the tunnel face according to the blast hole design requirements, checking the hole forming quality, leveling the hole bottom, and then charging and blocking. After the blasting condition is ready, the vibration monitor and the air shock wave monitor are simultaneously opened to be in a sampling state.
(3) After the explosive is detonated, vibration signals of seismic waves and air shock waves are collected through a vibration sensor and a shock wave sensor and stored in a host. And (4) reading the monitoring data from the host by utilizing post-processing software, and performing comparison and calculation in the next step.
(4) Seismic wave first arrival time t picked up by vibration sensor recorded by 1# measuring point1100ms, air shock wave first arrival time t2205ms, the time difference between the first arrival time and the first arrival time is delta t ═ t2-t1Distance L between 1# measuring point and center of explosion source1Is 40m and is based on the formula
The longitudinal wave velocity of the rock mass in the section from the monitoring point to the center of the explosion source can be calculated,
in the formula CuThe propagation speed of the shock wave in the air is 340 m/s.
(5) Similarly, the distance between the 2# measuring point and the center of the detonation source is 80m, the first arrival time difference delta t of the picked rock mass longitudinal wave and the picked air shock wave is 210ms according to the formula
Calculating the longitudinal wave velocity C of the rock mass in the region sectionp3220 m/s. Namely, the longitudinal wave velocity of the 2# measuring point from the center area of the detonation source is 3220 m/s.
In one embodiment, a device for determining longitudinal wave velocity of tunnel surrounding rock is provided, which comprises:
and the time difference determining module is used for acquiring the time difference between the first arrival time of the blasting seismic waves propagated in the rock body to the monitoring point and the first arrival time of the air shock waves propagated in the air to the monitoring point when the tunnel blasting excavation is carried out.
And the longitudinal wave velocity determining module is used for determining the longitudinal wave velocity in the rock mass according to the time difference and the distance between the monitoring point and the center of the explosion source.
The time difference determination module includes:
the blasting seismic wave acquisition unit is used for acquiring blasting seismic waves propagated in a rock body by adopting a vibration sensor; the air shock wave acquisition unit is used for acquiring air shock waves transmitted in the air by adopting an air shock wave sensor; the time difference calculation unit is used for determining the time difference between the first arrival time of the blasting seismic waves and the first arrival time of the air shock waves at the monitoring points according to the blasting seismic waves and the air shock waves; the method comprises the steps of determining a measuring line on the surface of the tunnel surrounding rock, arranging monitoring points on the measuring line at intervals, and arranging a vibration sensor and an air shock wave sensor on each monitoring point.
For specific limitations of the tunnel surrounding rock longitudinal wave velocity determination device, reference may be made to the above limitations of the tunnel surrounding rock longitudinal wave velocity determination method, and details are not described here again. All or part of the modules in the tunnel surrounding rock longitudinal wave velocity determination device can be realized by software, hardware and a combination thereof. The modules can be embedded in a hardware form or independent from a processor in the computer device, and can also be stored in a memory in the computer device in a software form, so that the processor can call and execute operations corresponding to the modules.
In one embodiment, a computer device is provided, comprising a memory and a processor, the memory having a computer program stored therein, the processor implementing the following steps when executing the computer program:
when the tunnel is blasted and excavated, the time difference between the first arrival time of blasting seismic waves propagated in a rock body and the first arrival time of air shock waves propagated in the air and reaching a monitoring point is obtained.
And determining the longitudinal wave velocity in the rock mass according to the time difference and the distance between the monitoring point and the center of the detonation source.
The obtaining of the time difference comprises:
and acquiring blasting seismic waves propagated in the rock body by adopting a vibration sensor.
And acquiring the air shock wave transmitted in the air by adopting an air shock wave sensor.
And determining the time difference between the first arrival time of the blasting seismic wave to the monitoring point and the first arrival time of the air shock wave to the monitoring point according to the blasting seismic wave and the air shock wave.
The method comprises the steps of determining a measuring line on the surface of the tunnel surrounding rock, arranging monitoring points on the measuring line at intervals, and arranging a vibration sensor and an air shock wave sensor on each monitoring point.
It will be understood by those skilled in the art that all or part of the processes of the methods of the embodiments described above can be implemented by hardware instructions of a computer program, which can be stored in a non-volatile computer-readable storage medium, and when executed, can include the processes of the embodiments of the methods described above. Any reference to memory, storage, database or other medium used in the embodiments provided herein can include at least one of non-volatile and volatile memory. Non-volatile Memory may include Read-Only Memory (ROM), magnetic tape, floppy disk, flash Memory, optical storage, or the like. Volatile Memory can include Random Access Memory (RAM) or external cache Memory. By way of illustration and not limitation, RAM can take many forms, such as Static Random Access Memory (SRAM) or Dynamic Random Access Memory (DRAM), for example.
The technical features of the above embodiments can be arbitrarily combined, and for the sake of brevity, all possible combinations of the technical features in the above embodiments are not described, but should be considered as the scope of the present specification as long as there is no contradiction between the combinations of the technical features. Furthermore, the above-mentioned embodiments only express several embodiments of the present application, and the description thereof is more specific and detailed, but not construed as limiting the scope of the invention. It should be noted that, for a person skilled in the art, several variations and modifications can be made without departing from the concept of the present application, which falls within the scope of protection of the present application. Therefore, the protection scope of the present patent shall be subject to the appended claims.
Claims (10)
1. A method for determining the longitudinal wave velocity of tunnel surrounding rock is characterized by comprising the following steps:
when a tunnel is blasted and excavated, acquiring the time difference between the first arrival time of blasting seismic waves propagated in a rock body to reach a monitoring point and the first arrival time of air shock waves propagated in air to reach the monitoring point;
and determining the longitudinal wave velocity in the rock mass according to the time difference and the distance between the monitoring point and the center of the detonation source.
2. The method for determining the longitudinal wave velocity of the tunnel surrounding rock according to claim 1, wherein the obtaining of the time difference comprises:
acquiring blasting seismic waves propagated in a rock mass by adopting a vibration sensor;
acquiring air shock waves transmitted in the air by adopting an air shock wave sensor;
determining the time difference between the first arrival time of the blasting seismic waves at the monitoring point and the first arrival time of the air shock waves at the monitoring point according to the blasting seismic waves and the air shock waves;
the method comprises the steps of determining a measuring line on the surface of the tunnel surrounding rock, arranging monitoring points on the measuring line at intervals, and arranging a vibration sensor and an air shock wave sensor on each monitoring point.
3. The method for determining the longitudinal wave velocity of the tunnel surrounding rock according to claim 2, wherein the vibration sensor and the air shock wave sensor employ vibration and overpressure monitors.
4. The method for determining the velocity of longitudinal waves of tunnel surrounding rock according to claim 2,
the vibration sensor adopts a blasting vibration monitor; the air shock wave sensor adopts a shock wave monitor.
5. The method for determining the longitudinal wave velocity of the tunnel surrounding rock according to claim 2, wherein the distance between two adjacent monitoring points is 30-50 m.
6. The method for determining the longitudinal wave velocity of the tunnel surrounding rock according to claim 1, wherein the longitudinal wave velocity in the rock body is expressed as:
wherein, delta t is the first arrival time difference of seismic waves and air shock waves at the same measuring point; l isnIs the distance between the nth monitoring point and the center of the explosion source；CuThe velocity of the air shock wave is 340 m/s; cpThe longitudinal wave velocity in the rock mass.
7. A tunnel surrounding rock longitudinal wave velocity determination device is characterized by comprising:
the time difference determining module is used for acquiring the time difference between the first arrival time of blasting seismic waves propagated in a rock body to reach a monitoring point and the first arrival time of air shock waves propagated in air to reach the monitoring point when a tunnel is blasted and excavated;
and the longitudinal wave velocity determining module is used for determining the longitudinal wave velocity in the rock mass according to the time difference and the distance between the monitoring point and the center of the explosion source.
8. The tunnel surrounding rock longitudinal wave velocity determination apparatus of claim 7, wherein the time difference determination module includes:
the blasting seismic wave acquisition unit is used for acquiring blasting seismic waves propagated in a rock body by adopting a vibration sensor;
the air shock wave acquisition unit is used for acquiring air shock waves transmitted in the air by adopting an air shock wave sensor;
the time difference calculation unit is used for determining the time difference between the first arrival time of the blasting seismic waves and the first arrival time of the air shock waves at the monitoring points according to the blasting seismic waves and the air shock waves;
the method comprises the steps of determining a measuring line on the surface of the tunnel surrounding rock, arranging monitoring points on the measuring line at intervals, and arranging a vibration sensor and an air shock wave sensor on each monitoring point.
9. The tunnel surrounding rock longitudinal wave velocity determination apparatus according to claim 7, wherein the expression of the longitudinal wave velocity in the rock mass is:
wherein, Δ t is the same measuring pointThe first arrival time difference between the seismic wave and the air shock wave; l isnThe distance between the nth monitoring point and the center of the detonation source is calculated; cuThe velocity of the air shock wave is 340 m/s; cpThe longitudinal wave velocity in the rock mass.
10. A computer device comprising a memory and a processor, the memory storing a computer program, wherein the processor when executing the computer program implements the steps of the method of any of claims 1-6.
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114370897A (en) * | 2021-12-31 | 2022-04-19 | 北京住总集团有限责任公司 | Device and method for monitoring blasting vibration of underground excavation tunnel |
| CN114674418A (en) * | 2022-02-18 | 2022-06-28 | 深圳大学 | Method and device for monitoring particle vibration in tunnel shaft blasting construction surrounding rock |
| CN114964469A (en) * | 2022-04-21 | 2022-08-30 | 东北大学 | Asymmetric high-stress tunnel blasting vibration testing method and system |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2013174580A (en) * | 2012-01-25 | 2013-09-05 | Hazama Ando Corp | Tunnel elastic wave exploration method and tunnel elastic wave exploration system used for the same |
| JP2015184144A (en) * | 2014-03-25 | 2015-10-22 | 株式会社安藤・間 | Elastic wave velocity measuring method |
| JP2016075606A (en) * | 2014-10-08 | 2016-05-12 | 株式会社安藤・間 | Elastic wave velocity measuring method |
| CN107678017A (en) * | 2017-11-02 | 2018-02-09 | 西南交通大学 | A kind of automatic acquisition device and method of tunnel piercing drilling depth |
-
2021
- 2021-07-21 CN CN202110826283.5A patent/CN113552629A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2013174580A (en) * | 2012-01-25 | 2013-09-05 | Hazama Ando Corp | Tunnel elastic wave exploration method and tunnel elastic wave exploration system used for the same |
| JP2015184144A (en) * | 2014-03-25 | 2015-10-22 | 株式会社安藤・間 | Elastic wave velocity measuring method |
| JP2016075606A (en) * | 2014-10-08 | 2016-05-12 | 株式会社安藤・間 | Elastic wave velocity measuring method |
| CN107678017A (en) * | 2017-11-02 | 2018-02-09 | 西南交通大学 | A kind of automatic acquisition device and method of tunnel piercing drilling depth |
| CN109342757A (en) * | 2017-11-02 | 2019-02-15 | 西南交通大学 | A kind of automatic acquisition device and method of tunnel piercing drilling depth |
Non-Patent Citations (2)
| Title |
|---|
| WEN-BO LU ET AL.: "Spatial distribution of excavation induced damage zone of high rock slope", 《INTERNATIONAL JOURNAL OF ROCK MECHANICS & MINING SCIENCES》 * |
| 陈明等: "隧洞开挖爆破空气超压诱发围岩振动机理", 《振动与冲击》 * |
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| CN114370897B (en) * | 2021-12-31 | 2024-05-28 | 北京住总集团有限责任公司 | Device and method for monitoring blasting vibration of underground excavation tunnel |
| CN114674418A (en) * | 2022-02-18 | 2022-06-28 | 深圳大学 | Method and device for monitoring particle vibration in tunnel shaft blasting construction surrounding rock |
| CN114674418B (en) * | 2022-02-18 | 2022-11-22 | 深圳大学 | Monitoring method and device for particle vibration inside tunnel shaft blasting construction surrounding rock |
| CN114964469A (en) * | 2022-04-21 | 2022-08-30 | 东北大学 | Asymmetric high-stress tunnel blasting vibration testing method and system |
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