CN109060963A - A kind of collapse prediction method based on Faults by Vibrating, system and device - Google Patents
A kind of collapse prediction method based on Faults by Vibrating, system and device Download PDFInfo
- Publication number
- CN109060963A CN109060963A CN201810608814.1A CN201810608814A CN109060963A CN 109060963 A CN109060963 A CN 109060963A CN 201810608814 A CN201810608814 A CN 201810608814A CN 109060963 A CN109060963 A CN 109060963A
- Authority
- CN
- China
- Prior art keywords
- dangerous rock
- sillar
- side slope
- eigentone
- type
- 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
Classifications
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N29/00—Investigating or analysing materials by the use of ultrasonic, sonic or infrasonic waves; Visualisation of the interior of objects by transmitting ultrasonic or sonic waves through the object
- G01N29/04—Analysing solids
- G01N29/12—Analysing solids by measuring frequency or resonance of acoustic waves
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2291/00—Indexing codes associated with group G01N29/00
- G01N2291/01—Indexing codes associated with the measuring variable
- G01N2291/014—Resonance or resonant frequency
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2291/00—Indexing codes associated with group G01N29/00
- G01N2291/02—Indexing codes associated with the analysed material
- G01N2291/023—Solids
- G01N2291/0232—Glass, ceramics, concrete or stone
Landscapes
- Physics & Mathematics (AREA)
- Acoustics & Sound (AREA)
- Health & Medical Sciences (AREA)
- Life Sciences & Earth Sciences (AREA)
- Chemical & Material Sciences (AREA)
- Analytical Chemistry (AREA)
- Biochemistry (AREA)
- General Health & Medical Sciences (AREA)
- General Physics & Mathematics (AREA)
- Immunology (AREA)
- Pathology (AREA)
- Pit Excavations, Shoring, Fill Or Stabilisation Of Slopes (AREA)
Abstract
The present invention provides a kind of Dangerous Rock collapse prediction method, system and devices based on vibration feature monitoring, this method comprises: classifying to target sillar, and according to the corresponding type of sillar type, find out the bond area of the sillar；The Faults by Vibrating of the sillar is obtained, the Faults by Vibrating includes eigentone；Based on the Faults by Vibrating and bond area, the safety coefficient of the sillar is calculated；Based on the safety coefficient and eigentone, the stability of the sillar is analyzed, and avalanche prediction is carried out to the sillar.The present invention makes qualitative and quantitative analysis from a variety of vibration performance angles, to the stability of Dangerous Rock, improves agility, accuracy and the reliability of avalanche prediction, while the effective guarantee personal safety of staff.
Description
Technical field
The present invention relates to rock mass fragility to judge that the rock stability in field more particularly to a kind of research of slope collapes is sentenced
Disconnected method and system.
Background technique
There are a large amount of nature or Artificial Side-slope, the Dangerous Rock in side slope is excavating off-load, explosion, earthquake, drop in China
The human factors such as rain, frost or effect of natural environment descend, and side slope Dangerous Rock and pedestal adhesive surface are impaired, and bad stability is led
It causes the avalanche of side slope Dangerous Rock multiple, occurs to have without obvious sudden change displacement feature, stability is difficult to through displacement, stress
And the accurate quick monitoring and warning such as strain.
Research to avalanche prediction both at home and abroad at present, is mainly built upon on side slope Stability Analysis of Dangerous Rock, and divides
Analysis method focuses mostly on the methods of the limit equilibrium method in mole-coulomb intensity, Method for Numerical, fuzzy theory, mathematical model.Its
Middle limit equilibrium method is applied the most extensive, using safety coefficient, that is, skid resistance (resistance to tipping moment) and sliding force (tilting moment)
Ratio evaluates Taking stability.And side slope Dangerous Rock is relatively independent single rock block, stability depends on knot
The bond area size in structure face and the size of adhesion strength, limit equilibrium method are difficult to accurately obtain the adhesive surface of Dangerous Rock Body and basement rock
Product size, while side slope Dangerous Rock is excavating off-load, explosion, earthquake, rainfall, frost etc. artificially or under effect of natural environment,
It, which bonds surface damage, causes bond area or adhesion strength to decline, and monitoring index is easy to cause to fail；Although fuzzy theory opposite side
Dangerous Rock Mass Stability evaluation in slope is comparatively quick, it can be difficult to achieving the purpose that real quantitative assessment；Though mathematical model method
Quantitative assessment purpose can so be reached, but detailed side slope Dangerous Rock is needed to reconnoitre data, application range is restricted, together
When there is also after side slope Dangerous Rock adhesive surface structural damage monitoring index fail the problems such as, it is difficult to be widely used in actual work
Cheng Zhong.
The stability of side slope Dangerous Rock is critically depend on its master control architecture surface intensity, master control architecture surface intensity and side slope danger
The bond area and adhesion strength of rock mass and pedestal are closely related, and side slope Dangerous Rock its structure surface intensity before destruction is inevitable
It damages, and the Faults by Vibrating of side slope Dangerous Rock can change, side slope with side slope Dangerous Rock structure surface damage
Quick identification, estimation of stability, non-destructive tests and the monitoring and warning of Dangerous Rock can pass through the vibration performance of side slope Dangerous Rock
Parameters variation is judged.Therefore derive that side slope Dangerous Rock master control architecture surface intensity becomes by monitoring the variation of dynamic characteristic
Change achieve the purpose that side slope Dangerous Rock quickly identify, damage monitoring, estimation of stability and safe early warning, with stronger reality
The anticipation of meaning and science.
Traditional device using the prediction Dangerous Rock Body avalanche of combined spheres change in location, including wireless displacement sensor, receive
Host receives terminal, and wireless displacement sensor is connect with receiving host by wireless data transmission, traditional structure such as Fig. 1 institute
Show, by wirelessly or non-wirelessly data connection, wireless displacement sensor is set to the several of different-diameter for receiving host and reception terminal
In plastics ball shell.The data of receiving host acquisition, by reading, carrying out processing and accurate analysis, image conversion on computers
Ground provides the change in location situation of each plastics ball shell, what the change in location and fracture development width for establishing combined spheres extended
Time-space relationship further predicts the avalanche of the development condition and Dangerous Rock Body in crack.Which can only qualitatively judge Dangerous Rock
The developmental state in crack, can not Accurate Prediction avalanche occur a possibility that, the Dangerous Rock on high gradient slope is difficult to realize
Equipment installation and dispensing, prediction result is unreliable, also totally unfavorable for the safety of installation personnel.In addition, for monitoring result
It cannot automatically analyze, it is difficult to realize quick and precisely early warning.
Summary of the invention
In view of this, the present invention is to divide on the basis of Faults by Vibrating research Dangerous Rock Mass Stability
Analysis, and then foundation is provided for avalanche prediction.The present invention specifically provides following technical solution:
On the one hand, the present invention provides a kind of Dangerous Rock collapse prediction method based on vibration feature monitoring, this method
Include:
Step 1 classifies to target sillar, and according to the corresponding type of sillar type, finds out the bonding of the sillar
Area；
Step 2, the Faults by Vibrating for obtaining the sillar, the Faults by Vibrating include at least intrinsic vibration frequency
Rate, it is, of course, also possible to include other Faults by Vibrating, such as damping ratio, vibration particle trajectory, maximum velocity, maximum
Amplitude etc.；
Step 3 is based on the Faults by Vibrating and bond area, calculates the safety coefficient of the sillar.
Preferably, after the step 3, further includes:
Step 4 is based on the safety coefficient and eigentone, analyzes the stability of the sillar, and right
The sillar carries out avalanche prediction.
Preferably, the bond area in the step 1 is acquired based on the corresponding eigentone of the sillar.
Preferably, when the type in the step 1 is pendulum-type Dangerous Rock, the eigentone is glued with described
The relationship of junction area are as follows:
In formula: fdFor system weakly damped vibration frequency；M is block quality；L is distance of the block center of gravity to fulcrum O；E is
The elasticity modulus of material；A is bonding width；S is bond area；ξ is the damping ratio of system.
Preferably, the type in the step 1 be spring proton type Dangerous Rock when, the eigentone with
The relationship of the bond area are as follows:
In formula: fdFor system weakly damped vibration frequency；ξ is the damping ratio of system；M is block quality；E is the elasticity of material
Modulus；x0To bond thickness；S is bond area.
Preferably, the Faults by Vibrating in the step 2 is obtained by installing vibrating sensor, Huo Zhetong
It crosses laser doppler vibrometer and measures acquisition.
Preferably, when the type in the step 1 is pendulum-type Dangerous Rock, if side slope Dangerous Rock center of gravity is being toppled
In point, then safety coefficient are as follows:
In formula: K-safety coefficient；V-fissure water pressure；P-oscillatory load；W-side slope Dangerous Rock self weight；flk- danger
Rock mass tensile strength；β-rear crack dip；hw- crack water depth；A-Dangerous Rock structural plane width；The rear marginal slit of H-
Gap upper end is to the vertical range for being not penetrated section lower end；h0Vertical range of-Dangerous Rock Body the center of gravity to tipping point；Incline in β-rear crack
Angle；A-Dangerous Rock Body center of gravity to tipping point horizontal distance；F-undamped system eigentone；L-side slope crag block
The constitution heart is to adhesive surface centroid distance；H-bonding face thickness；M-side slope Dangerous Rock quality；hw- crack water depth；E—
Side slope Dangerous Rock adhesive surface elasticity modulus.
Preferably, when the type in the step 1 is pendulum-type Dangerous Rock, if side slope Dangerous Rock center of gravity is being toppled
Point is outer, then safety coefficient are as follows:
In formula: K-safety coefficient；V-fissure water pressure；P-oscillatory load；W-side slope Dangerous Rock self weight；flk- danger
Rock mass tensile strength；β-rear crack dip；hw- crack water depth；A-Dangerous Rock structural plane width；The rear marginal slit of H-
Gap upper end is to the vertical range for being not penetrated section lower end；h0Vertical range of-Dangerous Rock Body the center of gravity to tipping point；Incline in β-rear crack
Angle；A-Dangerous Rock Body center of gravity to tipping point horizontal distance；F-undamped system eigentone；L-side slope crag block
The constitution heart is to adhesive surface centroid distance；H-bonding face thickness；M-side slope Dangerous Rock quality；hw- crack water depth；E—
Side slope Dangerous Rock adhesive surface elasticity modulus.
Preferably, when the type in the step 1 is spring proton type Dangerous Rock, then safety coefficient are as follows:
In formula: K-safety coefficient；V-fissure water pressure；P-oscillatory load；W-side slope Dangerous Rock self weight；S-is viscous
Junction area；H-bonding face thickness；M-side slope Dangerous Rock quality；F-undamped system eigentone；α-cunning
Face inclination angle；C-adhesive surface cohesive strength；The angle of friction of-adhesive surface；E-elasticity modulus.
Preferably, the step 4 further comprises: being based on the safety coefficient and eigentone, obtains the rock
The stability quantitative model of block；
In conjunction with stability qualitative model, a possibility that sillar avalanche generates is predicted；
The stability qualitative model include particle trajectory, damping ratio, eigentone corresponding speed extreme value originally not with
Relational model between bond area.
On the other hand, the present invention also provides it is a kind of based on vibration feature monitoring Dangerous Rock avalanche forecasting system,
It is characterized in that, which includes:
Categorization module finds out the sillar for classifying to target sillar, and according to the corresponding type of sillar type
Bond area；
Faults by Vibrating obtains module, for obtaining the Faults by Vibrating of the sillar, the Faults by Vibrating
It can also include other Faults by Vibrating, such as damping ratio, vibration particle trajectory, maximum including at least eigentone
Vibration velocity, peak swing etc.；
Safety coefficient computing module calculates the peace of the sillar for being based on the Faults by Vibrating and bond area
Overall coefficient.
Preferably, the system also includes:
Avalanche prediction module, for being based on the safety coefficient and eigentone, to the stability of the sillar into
Row analysis, and avalanche prediction is carried out to the sillar.
Preferably, the bond area is acquired based on the corresponding eigentone of the sillar.
Preferably, when the type is pendulum-type Dangerous Rock, the relationship of the eigentone and the bond area
Are as follows:
In formula: fdFor system weakly damped vibration frequency；M is block quality；L is distance of the block center of gravity to fulcrum O；E is
The elasticity modulus of material；A is bonding width；S is bond area；ξ is the damping ratio of system.
Preferably, when the type is spring proton type Dangerous Rock, the eigentone and the bond area
Relationship are as follows:
In formula: fdFor system weakly damped vibration frequency；ξ is the damping ratio of system；M is block quality；E is the elasticity of material
Modulus；x0To bond thickness；S is bond area.
Preferably, the Faults by Vibrating is obtained by installing vibrating sensor, or passes through laser-Doppler
Vialog measures acquisition.
Preferably, when the type is pendulum-type Dangerous Rock, if side slope Dangerous Rock center of gravity, in tipping point, safety is
Number are as follows:
In formula: K-safety coefficient；V-fissure water pressure；P-oscillatory load；W-side slope Dangerous Rock self weight；flk- danger
Rock mass tensile strength；β-rear crack dip；hw- crack water depth；A-Dangerous Rock structural plane width；The rear marginal slit of H-
Gap upper end is to the vertical range for being not penetrated section lower end；h0Vertical range of-Dangerous Rock Body the center of gravity to tipping point；Incline in β-rear crack
Angle；A-Dangerous Rock Body center of gravity to tipping point horizontal distance；F-undamped system eigentone；L-side slope crag block
The constitution heart is to adhesive surface centroid distance；H-bonding face thickness；M-side slope Dangerous Rock quality；hw- crack water depth；E—
Side slope Dangerous Rock adhesive surface elasticity modulus.
Preferably, when the type is pendulum-type Dangerous Rock, if side slope Dangerous Rock center of gravity, outside tipping point, safety is
Number are as follows:
In formula: K-safety coefficient；V-fissure water pressure；P-oscillatory load；W-side slope Dangerous Rock self weight；flk- danger
Rock mass tensile strength；β-rear crack dip；hw- crack water depth；A-Dangerous Rock structural plane width；The rear marginal slit of H-
Gap upper end is to the vertical range for being not penetrated section lower end；h0Vertical range of-Dangerous Rock Body the center of gravity to tipping point；Incline in β-rear crack
Angle；A-Dangerous Rock Body center of gravity to tipping point horizontal distance；F-undamped system eigentone；L-side slope crag block
The constitution heart is to adhesive surface centroid distance；H-bonding face thickness；M-side slope Dangerous Rock quality；hw- crack water depth；E—
Side slope Dangerous Rock adhesive surface elasticity modulus.
Preferably, when the type is spring proton type Dangerous Rock, then safety coefficient are as follows:
In formula: K-safety coefficient；V-fissure water pressure；P-oscillatory load；W-side slope Dangerous Rock self weight；S-is viscous
Junction area；H-bonding face thickness；M-side slope Dangerous Rock quality；F-undamped system eigentone；α-cunning
Face inclination angle；C-adhesive surface cohesive strength；The angle of friction of-adhesive surface；E-elasticity modulus.
Preferably, the avalanche prediction module is based on the safety coefficient and eigentone, obtains the sillar
Stability quantitative model；
In conjunction with stability qualitative model, a possibility that sillar avalanche generates is predicted；
The stability qualitative model include particle trajectory, damping ratio, eigentone corresponding speed extreme value originally not with
Relational model between bond area.
In another aspect, the present invention also provides a kind of Dangerous Rock avalanche prediction meanss based on vibration feature monitoring, institute
Stating device includes memory, and the one or more processors being connected with the memory；
The application instruction executed for the processor is stored in the memory；
The processor can transfer the application instruction from the memory, be appointed with executing claims 1 to 10 such as
Method described in one.
Compared with prior art, technical solution of the present invention have the advantage that the present invention from a variety of vibration performance angles,
Qualitative and quantitative analysis is made to the stability of Dangerous Rock, improves agility, accuracy and the reliability of avalanche prediction.Together
When, if remote laser vibration measuring technology is selected to obtain vibration parameters, Dangerous Rock can be avoided direct contact with, has ensured work people
The personal safety of member.
Detailed description of the invention
In order to more clearly explain the embodiment of the invention or the technical proposal in the existing technology, to embodiment or will show below
There is attached drawing needed in technical description to be briefly described, it should be apparent that, the accompanying drawings in the following description is only this
Some embodiments of invention for those of ordinary skill in the art without creative efforts, can be with
Other attached drawings are obtained according to these attached drawings.
Fig. 1 is the device that combined spheres change in location predicts Dangerous Rock Body avalanche in the prior art；
Fig. 2 is the pendulum-type Dangerous Rock structural schematic diagram of the embodiment of the present invention；
Fig. 3 is the spring proton type Dangerous Rock structural schematic diagram of the embodiment of the present invention；
Fig. 4 is that the pendulum-type Dangerous Rock simple of the embodiment of the present invention unhitches composition；
Fig. 5 is that the spring proton type Dangerous Rock simple of the embodiment of the present invention unhitches composition；
Fig. 6 is that the spring proton type side slope Dangerous Rock safety coefficient of the embodiment of the present invention and eigentone variation are closed
It is schematic diagram；
Fig. 7 is that the pendulum-type side slope Dangerous Rock safety coefficient of the embodiment of the present invention and eigentone variation relation are illustrated
Figure；
Fig. 8 is the Dangerous Rock situation 1 in the embodiment of the present invention in table 1；
Fig. 9 is the Dangerous Rock situation 2 in the embodiment of the present invention in table 1；
Figure 10 is the Dangerous Rock situation 3 in the embodiment of the present invention in table 1；
Figure 11 is the Dangerous Rock situation 4 in the embodiment of the present invention in table 1；
Figure 12 is the damping ratio situation 1 in the embodiment of the present invention in table 1；
Figure 13 is the particle trajectory situation 1 in the embodiment of the present invention in table 1；
Figure 14 is the Dangerous Rock situation 5 in the embodiment of the present invention in table 1；
Figure 15 is the Dangerous Rock situation 6 in the embodiment of the present invention in table 1；
Figure 16 is the particle trajectory situation 2 in the embodiment of the present invention in table 1；
Figure 17 is the damping ratio situation 2 in the embodiment of the present invention in table 1；
Figure 18 is the velocity limits situation 1 in the embodiment of the present invention in table 1；
Figure 19 is the velocity limits situation 2 in the embodiment of the present invention in table 1.
Specific embodiment
The embodiment of the present invention is described in detail with reference to the accompanying drawing.It will be appreciated that described embodiment is only this
Invention a part of the embodiment, instead of all the embodiments.Based on the embodiments of the present invention, those of ordinary skill in the art exist
All other embodiment obtained under the premise of creative work is not made, shall fall within the protection scope of the present invention.
The present invention provides corresponding solutions.
Embodiment 1:
In a specific embodiment, the present invention provides a kind of Dangerous Rock avalanche based on vibration feature monitoring is pre-
Examining system, which is characterized in that the system includes:
Categorization module finds out the sillar for classifying to target sillar, and according to the corresponding type of sillar type
Bond area；
Faults by Vibrating obtains module, for obtaining the Faults by Vibrating of the sillar, the Faults by Vibrating
Including eigentone, damping ratio, vibration particle trajectory, maximum velocity, peak swing etc.；
Safety coefficient computing module calculates the peace of the sillar for being based on the Faults by Vibrating and bond area
Overall coefficient.
Preferably, the system also includes:
Avalanche prediction module, for being based on the safety coefficient and eigentone, to the stability of the sillar into
Row analysis, and avalanche prediction is carried out to the sillar.
Preferably, the bond area is acquired based on the corresponding eigentone of the sillar.
Preferably, when the type is pendulum-type Dangerous Rock, the relationship of the eigentone and the bond area
Are as follows:
In formula: fdFor system weakly damped vibration frequency；M is block quality；L is distance of the block center of gravity to fulcrum O；E is
The elasticity modulus of material；A is bonding width；S is bond area；ξ is the damping ratio of system.
Preferably, when the type is spring proton type Dangerous Rock, the eigentone and the bond area
Relationship are as follows:
In formula: fdFor system weakly damped vibration frequency；ξ is the damping ratio of system；M is block quality；E is the elasticity of material
Modulus；x0To bond thickness；S is bond area.
Preferably, the Faults by Vibrating is obtained by installing vibrating sensor, or passes through laser-Doppler
Vialog measures acquisition.
Preferably, when the type is pendulum-type Dangerous Rock, if side slope Dangerous Rock center of gravity, in tipping point, safety is
Number are as follows:
In formula: K- safety coefficient；V- fissure water pressure；P- oscillatory load；The self weight of W- side slope Dangerous Rock；flkCrag block
Body tensile strength；β-rear crack dip；hwCrack water depth；A- Dangerous Rock structural plane width；H- rear crack upper end is arrived
It is not penetrated the vertical range of section lower end；h0Vertical range of the Dangerous Rock Body center of gravity to tipping point；β-rear crack dip；A- crag
Horizontal distance of the weight heart to tipping point；The eigentone of f- undamped system；L- side slope Dangerous Rock mass center to bonding
Face centroid distance；H- bonds face thickness；The quality of M- side slope Dangerous Rock；hwCrack water depth；E- side slope Dangerous Rock bonding
Surface elastic modulus.
Preferably, when the type is pendulum-type Dangerous Rock, if side slope Dangerous Rock center of gravity, outside tipping point, safety is
Number are as follows:
In formula: K-safety coefficient；V- fissure water pressure；P- oscillatory load；The self weight of W- side slope Dangerous Rock；flkCrag block
Body tensile strength；β-rear crack dip；hwCrack water depth；A- Dangerous Rock structural plane width；H- rear crack upper end is arrived
It is not penetrated the vertical range of section lower end；h0Vertical range of the Dangerous Rock Body center of gravity to tipping point；β-rear crack dip；A- crag
Horizontal distance of the weight heart to tipping point；The eigentone of f- undamped system；L- side slope Dangerous Rock mass center to bonding
Face centroid distance；H- bonds face thickness；The quality of M- side slope Dangerous Rock；hwCrack water depth；E- side slope Dangerous Rock bonding
Surface elastic modulus.
Preferably, when the type is spring proton type Dangerous Rock, then safety coefficient are as follows:
In formula: K- safety coefficient；V- fissure water pressure；P- oscillatory load；The self weight of W- side slope Dangerous Rock；S- adhesive surface
Product；H- bonds face thickness；The quality of M- side slope Dangerous Rock；The eigentone of f- undamped system；α-sliding surface inclination angle；
C-adhesive surface cohesive strength；The angle of friction of-adhesive surface；E-elasticity modulus.
Preferably, the avalanche prediction module is based on the safety coefficient and eigentone, obtains the sillar
Stability quantitative model；
In conjunction with stability qualitative model, a possibility that sillar avalanche generates is predicted；
The stability qualitative model include particle trajectory, damping ratio, eigentone corresponding speed extreme value originally not with
Relational model between bond area.
Embodiment 2:
Side slope Dangerous Rock is divided into two class of pendulum-type and spring proton type first by the present invention, establishes Faults by Vibrating and block
Qualitative and causes of body bond area, then block safety coefficient is acquired based on limit equilibrium method, from qualitative and quantitative
Angle judges the stability of block, then makes prediction for a possibility that avalanche generation.
Specific technical solution is as follows:
(1) classify to target Dangerous Rock, and according to corresponding eigentone and bond area functional relation
Find out the bond area of the sillar.
A is directed to pendulum-type Dangerous Rock
Sillar carrys out back rotation around fulcrum, the final referred to as pendulum-type Dangerous Rock for generating torque and destroying, as shown in Figure 2.
The relationship of pendulum-type block eigentone and bond area are as follows:
In formula: fdFor system weakly damped vibration frequency (Hz)；M is block quality (kg)；L is block center of gravity to fulcrum O's
Distance (m)；E is the elasticity modulus (N/m of material2)；A is bonding width (m)；S is bond area (m2)；ξ is the damping ratio of system
(dimensionless).
B is directed to spring proton type Dangerous Rock
Sillar occurs to vibrate back and forth along adhesive layer direction, the final referred to as spring proton type crag block for generating power and destroying
Body, as shown in Figure 3.
The relationship of spring proton type block eigentone and bond area are as follows:
In formula: fdFor system weakly damped vibration frequency (Hz)；ξ is the damping ratio (dimensionless) of system；M is block quality
(kg)；E is the elasticity modulus (N/m of material2)；x0To bond thickness (m)；S is bond area (m2)。
(2) sillar Faults by Vibrating is acquired using remote laser vialog or installation wireless sensor
There are many methods for the acquisition of Faults by Vibrating, common are and are measured using remote laser Doppler vibrometer
It obtains, or obtained by installing vibrating sensor.The former is convenient and efficient, is not required to human contact's sillar, highly-safe, but
It is unfavorable for real-time measurement；The latter needs manually to fix sensor and sillar, but can real-time monitoring block situation, it is convenient in time
Early warning.
(3) sillar safety coefficient is calculated based on limit equilibrium method
A is directed to pendulum-type Dangerous Rock
1) when side slope Dangerous Rock center of gravity is in tipping point
2) when side slope Dangerous Rock center of gravity is outside tipping point
In formula (5-31) and formula (5-32): K-safety coefficient (no unit)；V-fissure water pressure (kN)；P-vibration lotus
It carries (kN)；W-side slope Dangerous Rock self weight (kN)；flk- Dangerous Rock tensile strength (kPa), according to Tensile Strength of Rock multiplied by
0.4 reduction coefficient；β-rear crack dip (°)；hw- crack water depth (m)；A-Dangerous Rock structural plane width (m)；
H-rear crack upper end is to the vertical range (m) for being not penetrated section lower end；h0Vertical range of-Dangerous Rock Body the center of gravity to tipping point
(m)；S-bond area (m2)；β-rear crack dip (°)；A-Dangerous Rock Body center of gravity to tipping point horizontal distance (m)；f—
The eigentone (Hz) of undamped system；L-side slope Dangerous Rock mass center to adhesive surface centroid distance (m)；H-adhesive surface
Thickness (m)；M-side slope Dangerous Rock quality (kg)；hwCrack water depth (m)；E- side slope Dangerous Rock adhesive surface springform
It measures (kPa).MIt is anti-to inclineFor the anti-square of going all out of side slope Dangerous Rock, MIt topplesFor side slope Dangerous Rock tilting moment.
B is directed to spring proton type Dangerous Rock
In formula 5-33: K- safety coefficient (no unit)；V- fissure water pressure (kN)；P- oscillatory load (kN)；W- side slope danger
Rock mass is self-possessed (kN)；S- bond area (m2)；H- bonds face thickness (m).The quality (kg) of M- side slope Dangerous Rock；F- is without hindrance
The eigentone (Hz) of damping system；α-sliding surface inclination angle (°)；C- adhesive surface cohesive strength (kPa)；The angle of friction of-adhesive surface
(°)；E-elasticity modulus (kPa).
(4) stability analysis and avalanche are predicted
When side slope Dangerous Rock quality, elastic model, inclination angle, internal friction angle, cohesive strength, fissure water pressure remain unchanged
When, spring proton type side slope Dangerous Rock safety coefficient is obtained in conjunction with side slope Dangerous Rock destructive process and eigentone becomes
Change relation schematic diagram, as shown in Figure 6；Pendulum-type side slope Dangerous Rock safety coefficient and eigentone variation relation schematic diagram,
As shown in Figure 7.
Dangerous Rock Mass Stability is being obtained qualitatively and quantitatively after evaluation model, can then judge shape locating for Dangerous Rock
Condition, in a specific embodiment, can when carrying out possibility prediction further to predict a possibility that avalanche generates
To be predicted using the correspondence situation in the following table 1.It should be noted that table 1 only gives a kind of preferred reference mode, this
Field technical staff can carry out increase and decrease appropriate or tune to table 1 on this basis, in conjunction with the rudimentary knowledge in this field
Whole, those modifications should all be contemplated as falling within protection scope of the present invention.According to the Dangerous Rock safety coefficient calculated,
The stability of Dangerous Rock is quantitatively determined, particle trajectory, damping ratio and maximum velocity (velocity limits) only assist
Upper further progress qualitatively describes and judges.According to subsequent multiple monitoring result, crag is judged from qualitative and quantitative angle
The stability change trend of block, and then predict a possibility that Dangerous Rock destroys.
Table 1
Herein it should be noted that the situation 1 in upper table 1 is to situation 6, although it is corresponding to give typical Figure of description
Situation, still, it will be apparent to a skilled person that said circumstances are provided to illustrate the actual type of crag
Typical Representative, should not be with the concrete shape of the above-mentioned crag enumerated, as understanding technical solution of the present invention protection scope
Foundation, that is, can have on its concrete shape variation or it is different, similar situation should be accordingly to be regarded as belonging to same feelings
Condition classification.Other should all do understanding similar to above such as damping ratio situation, example track situation.Above-mentioned fine tuning or
Person suitably changes, and should all be contemplated as falling within protection scope of the present invention.
Embodiment 3
In another aspect, the present invention also provides a kind of Dangerous Rock avalanche prediction meanss based on vibration feature monitoring, institute
Stating device includes memory, and the one or more processors being connected with the memory；
The application instruction executed for the processor is stored in the memory；
The processor can transfer the application instruction from the memory, to execute the method stated such as embodiment 2,
Or include system as described in Example 1.
Those of ordinary skill in the art will appreciate that realizing all or part of the process in above-described embodiment method, being can be with
Relevant hardware is instructed to complete by computer program, the program can be stored in a computer-readable storage medium
In, the program is when being executed, it may include such as the process of the embodiment of above-mentioned each method.Wherein, the storage medium can be magnetic
Dish, CD, read-only memory (Read-Only Memory, ROM) or random access memory (Random Access
Memory, RAM) etc..
The above description is merely a specific embodiment, but scope of protection of the present invention is not limited thereto, any
In the technical scope disclosed by the present invention, any changes or substitutions that can be easily thought of by those familiar with the art, all answers
It is included within the scope of the present invention.Therefore, protection scope of the present invention should be subject to the protection scope in claims.
Claims (10)
1. a kind of Dangerous Rock collapse prediction method based on vibration performance monitoring, which is characterized in that this method comprises:
Step 1 classifies to target sillar, and according to the corresponding type of sillar type, finds out the bond area of the sillar；
Step 2, the Faults by Vibrating for obtaining the sillar, the Faults by Vibrating include at least eigentone；
Step 3 is based on the Faults by Vibrating and bond area, calculates the safety coefficient of the sillar.
2. the method according to claim 1, wherein after the step 3, further includes:
Step 4 is based on the safety coefficient and eigentone, analyzes the stability of the sillar, and to described
Sillar carries out avalanche prediction.
3. the method according to claim 1, wherein the bond area in the step 1 is based on the sillar pair
The eigentone answered acquires.
4. the method according to claim 1, wherein the type in the step 1 is pendulum-type Dangerous Rock
When, the relationship of the eigentone and the bond area are as follows:
In formula: fdFor system weakly damped vibration frequency；M is block quality；L is distance of the block center of gravity to fulcrum O；E is material
Elasticity modulus；A is bonding width；S is bond area；ξ is the damping ratio of system.
5. the method according to claim 1, wherein the type in the step 1 is spring proton type danger
When rock mass, the relationship of the eigentone and the bond area are as follows:
In formula: fdFor system weakly damped vibration frequency；ξ is the damping ratio of system；M is block quality；E is the elasticity modulus of material；
x0To bond thickness；S is bond area.
6. the method according to claim 1, wherein the Faults by Vibrating in the step 2 passes through peace
Dress vibrating sensor is obtained, or measures acquisition by laser doppler vibrometer.
7. the method according to claim 1, wherein the type in the step 1 is pendulum-type Dangerous Rock
When, if side slope Dangerous Rock center of gravity in tipping point, safety coefficient are as follows:
In formula: K-safety coefficient；V-fissure water pressure；P-oscillatory load；W-side slope Dangerous Rock self weight；flk- crag block
Body tensile strength；β-rear crack dip；hw- crack water depth；A-Dangerous Rock structural plane width；On H-rear crack
Hold the vertical range for being not penetrated section lower end；h0Vertical range of-Dangerous Rock Body the center of gravity to tipping point；β-rear crack dip；
A-Dangerous Rock Body center of gravity to tipping point horizontal distance；F-undamped system eigentone；L-side slope Dangerous Rock matter
The heart is to adhesive surface centroid distance；H-bonding face thickness；M-side slope Dangerous Rock quality；hw- crack water depth；E-side slope
Dangerous Rock adhesive surface elasticity modulus.
8. the method according to claim 1, wherein the type in the step 1 is pendulum-type Dangerous Rock
When, if side slope Dangerous Rock center of gravity outside tipping point, safety coefficient are as follows:
In formula: K-safety coefficient；V-fissure water pressure；P-oscillatory load；W-side slope Dangerous Rock self weight；flk- crag block
Body tensile strength；β-rear crack dip；hw- crack water depth；A-Dangerous Rock structural plane width；On H-rear crack
Hold the vertical range for being not penetrated section lower end；h0Vertical range of-Dangerous Rock Body the center of gravity to tipping point；β-rear crack dip；
A-Dangerous Rock Body center of gravity to tipping point horizontal distance；F-undamped system eigentone；L-side slope Dangerous Rock matter
The heart is to adhesive surface centroid distance；H-bonding face thickness；M-side slope Dangerous Rock quality；hw- crack water depth；E-side slope
Dangerous Rock adhesive surface elasticity modulus.
9. the method according to claim 1, wherein the type in the step 1 is spring proton type danger
When rock mass, then safety coefficient are as follows:
In formula: K-safety coefficient；V-fissure water pressure；P-oscillatory load；W-side slope Dangerous Rock self weight；S-adhesive surface
Product；H-bonding face thickness；M-side slope Dangerous Rock quality；F-undamped system eigentone；α-sliding surface inclines
Angle；C-adhesive surface cohesive strength；The angle of friction of-adhesive surface；E-elasticity modulus.
10. according to the method described in claim 2, it is characterized in that, the step 4 further comprises: based on the safety system
Several and eigentone, obtains the stability quantitative model of the sillar；
In conjunction with stability qualitative model, a possibility that sillar avalanche generates is predicted；
The stability qualitative model include particle trajectory, damping ratio, eigentone corresponding speed extreme value originally not with bonding
Relational model between area.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810608814.1A CN109060963A (en) | 2018-06-13 | 2018-06-13 | A kind of collapse prediction method based on Faults by Vibrating, system and device |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810608814.1A CN109060963A (en) | 2018-06-13 | 2018-06-13 | A kind of collapse prediction method based on Faults by Vibrating, system and device |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN109060963A true CN109060963A (en) | 2018-12-21 |
Family
ID=64820752
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201810608814.1A Pending CN109060963A (en) | 2018-06-13 | 2018-06-13 | A kind of collapse prediction method based on Faults by Vibrating, system and device |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN109060963A (en) |
Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109765297A (en) * | 2019-01-03 | 2019-05-17 | 北京科技大学 | A kind of avalanche early warning method based on the identification of separation failure omen |
| CN110595598A (en) * | 2019-08-09 | 2019-12-20 | 华北水利水电大学 | Side slope boulder stability monitoring and early warning method based on Doppler remote laser vibration measurement technology |
| CN111104745A (en) * | 2019-12-19 | 2020-05-05 | 贵州省交通规划勘察设计研究院股份有限公司 | Method for controlling quantity of blasting explosive of mountain road close to dangerous rock mass |
| CN111521257A (en) * | 2020-04-17 | 2020-08-11 | 北京科技大学 | Early warning method for rock block collapse |
| CN112132314A (en) * | 2020-08-18 | 2020-12-25 | 山东大学 | Point region monitoring method and system for tunnel surrounding rock block collapse |
| CN112489209A (en) * | 2020-11-02 | 2021-03-12 | 中国科学院武汉岩土力学研究所 | Collapse rock disaster scene reappearing method |
| CN113655118A (en) * | 2021-08-06 | 2021-11-16 | 青岛理工大学 | Side slope excavation stability evaluation method based on dynamic elastic modulus monitoring |
| CN114137601A (en) * | 2021-11-26 | 2022-03-04 | 华北水利水电大学 | Wedge stability evaluation method |
| CN114485788A (en) * | 2022-01-12 | 2022-05-13 | 北京科技大学 | Slope dangerous rock body collapse early warning method and device based on inclination and strong vibration characteristics |
| CN114859401A (en) * | 2022-07-05 | 2022-08-05 | 山东省鲁南地质工程勘察院(山东省地质矿产勘查开发局第二地质大队) | A joint analysis system for hydrogeological survey |
| CN117094138A (en) * | 2023-08-08 | 2023-11-21 | 北京中关村智连安全科学研究院有限公司 | Side slope dangerous rock mass collapse time prediction method and system |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105804099A (en) * | 2016-04-19 | 2016-07-27 | 中山大学 | Loess high slope stability analysis method suitable for rainfall condition |
| CN106872081A (en) * | 2017-03-28 | 2017-06-20 | 北京科技大学 | Stress monitoring method for early warning based on the natural frequency of vibration |
| CN106951504A (en) * | 2017-03-16 | 2017-07-14 | 北京科技大学 | Based on the computational methods that the dynamic analysis of slope of eigentone is stable |
-
2018
- 2018-06-13 CN CN201810608814.1A patent/CN109060963A/en active Pending
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105804099A (en) * | 2016-04-19 | 2016-07-27 | 中山大学 | Loess high slope stability analysis method suitable for rainfall condition |
| CN106951504A (en) * | 2017-03-16 | 2017-07-14 | 北京科技大学 | Based on the computational methods that the dynamic analysis of slope of eigentone is stable |
| CN106872081A (en) * | 2017-03-28 | 2017-06-20 | 北京科技大学 | Stress monitoring method for early warning based on the natural frequency of vibration |
Non-Patent Citations (1)
| Title |
|---|
| 贾艳昌: "基于动力特征参数的边坡危岩块体稳定性模型研究", 《中国博士学位论文数据库 工程科技Ⅱ辑》 * |
Cited By (15)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109765297A (en) * | 2019-01-03 | 2019-05-17 | 北京科技大学 | A kind of avalanche early warning method based on the identification of separation failure omen |
| CN110595598A (en) * | 2019-08-09 | 2019-12-20 | 华北水利水电大学 | Side slope boulder stability monitoring and early warning method based on Doppler remote laser vibration measurement technology |
| CN111104745A (en) * | 2019-12-19 | 2020-05-05 | 贵州省交通规划勘察设计研究院股份有限公司 | Method for controlling quantity of blasting explosive of mountain road close to dangerous rock mass |
| CN111521257B (en) * | 2020-04-17 | 2021-03-16 | 北京科技大学 | Early warning method for rock block collapse |
| CN111521257A (en) * | 2020-04-17 | 2020-08-11 | 北京科技大学 | Early warning method for rock block collapse |
| CN112132314A (en) * | 2020-08-18 | 2020-12-25 | 山东大学 | Point region monitoring method and system for tunnel surrounding rock block collapse |
| CN112489209A (en) * | 2020-11-02 | 2021-03-12 | 中国科学院武汉岩土力学研究所 | Collapse rock disaster scene reappearing method |
| CN113655118A (en) * | 2021-08-06 | 2021-11-16 | 青岛理工大学 | Side slope excavation stability evaluation method based on dynamic elastic modulus monitoring |
| CN114137601A (en) * | 2021-11-26 | 2022-03-04 | 华北水利水电大学 | Wedge stability evaluation method |
| CN114137601B (en) * | 2021-11-26 | 2024-09-13 | 华北水利水电大学 | Wedge stability evaluation method |
| CN114485788A (en) * | 2022-01-12 | 2022-05-13 | 北京科技大学 | Slope dangerous rock body collapse early warning method and device based on inclination and strong vibration characteristics |
| CN114485788B (en) * | 2022-01-12 | 2022-10-11 | 北京科技大学 | Slope dangerous rock body collapse early warning method and device based on inclination and strong vibration characteristics |
| CN114859401A (en) * | 2022-07-05 | 2022-08-05 | 山东省鲁南地质工程勘察院(山东省地质矿产勘查开发局第二地质大队) | A joint analysis system for hydrogeological survey |
| CN117094138A (en) * | 2023-08-08 | 2023-11-21 | 北京中关村智连安全科学研究院有限公司 | Side slope dangerous rock mass collapse time prediction method and system |
| CN117094138B (en) * | 2023-08-08 | 2024-05-10 | 北京中关村智连安全科学研究院有限公司 | Side slope dangerous rock mass collapse time prediction method and system |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN109060963A (en) | A kind of collapse prediction method based on Faults by Vibrating, system and device | |
| Chadli et al. | A new instrument for punch analysis in boxing | |
| Bajema et al. | Instrumented pendulum for impact characterization of whole fruit and vegetable specimens | |
| US9730617B2 (en) | Power measurement method and apparatus | |
| TW201233986A (en) | Method for analyzing structure safety | |
| CN107014668A (en) | A kind of fatigue crack integrated monitoring based on piezoelectricity and smart coat sensor | |
| CN106056863A (en) | Ancient pagoda monitoring early warning system based on IOT (Internet of Things) | |
| Van Canneyt et al. | Characterisation of a potato-shaped instrumented device | |
| CN108088746A (en) | A kind of metal tension and torsion deformation mechanics and characteristics of Acoustic Emission test and analysis method | |
| Buśko et al. | Comparison of two boxing training simulators | |
| CN105806530B (en) | Mud-rock-flow-impact force measuring method | |
| CN109528201A (en) | A kind of balanced capacity detection method | |
| CN106650300B (en) | Old man monitoring system and method based on extreme learning machine | |
| JP5801696B2 (en) | Evaluation method of collapse risk of unstable rock mass | |
| CN103913512B (en) | The damage reason location system of suspension cable periodic detection | |
| EP3743172A1 (en) | Uni-lateral sled | |
| El Dahr et al. | Design and Validation of an Accurate Low-Cost Data Acquisition System for Structural Health Monitoring of a Pedestrian Bridge | |
| US20210405254A1 (en) | Rain sensor | |
| EP1221333A2 (en) | Impact measuring target/ergometer for contact sports | |
| Majumder et al. | Your walk is my command: gait detection on unconstrained smartphone using IoT system | |
| US20220155160A1 (en) | Sensor Apparatus | |
| CN110665164B (en) | Training device for long jump and using method | |
| CN204813918U (en) | Pressure distribution testing arrangement | |
| CN114325878A (en) | Early warning analysis system based on tornado activity characteristics | |
| Shipkovenski et al. | Accelerometer based fall detection and location tracking system of elderly |
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 | ||
| TA01 | Transfer of patent application right |
Effective date of registration: 20210902 Address after: Room 03, 18 / F, block a, science and Technology University Tiangong building, 30 Xueyuan Road, Haidian District, Beijing 100083 Applicant after: BEIJING PEACEMAP DATA TECHNOLOGY Co.,Ltd. Address before: Room 603, West 6th floor, Kequn building, No. 30 Xueyuan Road, Haidian District, Beijing 100083 Applicant before: BEIJING BEIKE ANDI TECHNOLOGY DEVELOPMENT Co.,Ltd. |
|
| TA01 | Transfer of patent application right | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20181221 |
|
| RJ01 | Rejection of invention patent application after publication |