CN114910555A - Traffic line rock quality collapse monitoring and early warning method based on differential vibration characteristics - Google Patents

Traffic line rock quality collapse monitoring and early warning method based on differential vibration characteristics Download PDF

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CN114910555A
CN114910555A CN202210471875.4A CN202210471875A CN114910555A CN 114910555 A CN114910555 A CN 114910555A CN 202210471875 A CN202210471875 A CN 202210471875A CN 114910555 A CN114910555 A CN 114910555A
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collapse
rock mass
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杨宗佶
庞博
刘刚
李德华
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Institute of Mountain Hazards and Environment IMHE of CAS
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Abstract

The invention discloses a traffic line rock quality collapse monitoring and early warning method based on differential vibration characteristics, which comprises the following steps: determining a collapse and slide range according to on-site geological survey, selecting collapse and slide dangerous rock mass and bedrock monitoring point positions, and formulating a monitoring scheme. And 2, carrying out real-time monitoring station construction and sensor embedding installation, realizing real-time monitoring, and transmitting and storing data to a control center. And 3, calculating three vibration characteristics of RMS acceleration amplitude ratio, excellent frequency and attenuation constant by the control center. And 4, comparing the evaluation indexes according to the calculation result to judge the danger degree of the landslide hazard, and carrying out real-time monitoring and early warning on the rock landslide of the traffic line. The method and the device evaluate the stability of the dangerous rock mass by taking the amplitude ratio, the excellent frequency and the attenuation constant as multiple indexes, realize the quick judgment of the stability of the dangerous rock mass on the side slope based on the vibration signal generated by the vibration source of the vehicle, and achieve the purposes of reducing disaster risks and disaster losses.

Description

Traffic line rock quality collapse monitoring and early warning method based on differential vibration characteristics
Technical Field
The invention relates to a traffic line rock quality collapse monitoring and early warning method based on differential vibration characteristics, and belongs to the field of mountain disasters.
Technical Field
At present, the stability monitoring means of the high and steep slope is single, the monitoring difficulty is large, data acquisition is not timely, the sudden characteristic of the high and steep slope is difficult to meet, the early warning effect cannot be achieved, and the problem of the opportunity of preemptive treatment is missed. Especially, the dangerous rock mass and the base rock anchoring section crack and the structural plane feature are not obvious, and the critical problem influencing the safety evaluation of the dangerous rock mass is solved. Meanwhile, the existing vibration detection technology needs a self-excitation seismic source.
Disclosure of Invention
The invention aims to provide a traffic line rock mass collapse monitoring and early warning method based on differential vibration characteristics aiming at the defects of the existing traffic line rock mass collapse and landslide monitoring and early warning technology.
In order to achieve the purpose, the invention is realized by the following technical scheme: a traffic line rock quality collapse monitoring and early warning method based on differential vibration characteristics mainly comprises the following steps:
step 1: determining a collapse and slide range according to on-site geological survey, selecting the positions of monitoring points of collapse and slide dangerous rock bodies and bedrocks, and making a monitoring scheme.
Step 2: and (4) carrying out construction of a real-time monitoring station and embedding and installing of a sensor, and realizing real-time monitoring, data transmission and storage to a control center.
And step 3: and calculating, displaying and storing three vibration characteristics of RMS acceleration amplitude ratio, excellent frequency and attenuation constant.
And 4, step 4: and the control center compares the evaluation indexes to judge the danger degree of the landslide hazard according to the calculation result, and carries out real-time monitoring and early warning on the rock landslide of the traffic line.
Preferably, in step 1, the dangerous rock mass is divided from the cracking condition of the rock mass, the type or stability of the dangerous rock mass is preliminarily determined, and if the division of the block is not clear, monitoring points are arranged on the whole slope inclined plane, so that no blank area is measured, because whether the dangerous rock mass or the bedrock is judged according to the measurement result. In addition, considering that the amplitudes of the input vibrations are not always the same, it is in principle necessary to place at least one monitoring point on the stable bedrock for comparison.
As a method of configuring the monitoring points, the following two cases can be considered:
firstly, the main dangerous rock mass is obvious, and monitoring points can be directly arranged on the dangerous rock mass.
Secondly, under the condition that the main dangerous rock mass is unclear, monitoring points need to be configured in order to avoid measurement blank areas on the whole side slope.
Preferably, in step 2, the constant seismic velocity level is 10 in consideration of the bedrock -5 ～10 -4 cm/s and the frequency band is about 1-50 HZ, so a three-component detector device capable of accurately measuring the signal needs to be selected. In the case of long-term measurement, it is considered that a three-component detector needs to be fixed for a long time to be integrated with the rock, but short-term measurement is performed to evaluate the stability of the rock, and the problem can be solved by installing a small-sized lightweight three-component vibration meter as a simple and economical measurement system.
Further, for the selection of the vibration source, for the slopes on both sides of the traffic route, the measurement can be performed when the general vehicle is running, so that a special vibration source does not need to be prepared additionally.
Furthermore, vibration signal real-time monitoring is carried out, and monitoring data are transmitted in real time and stored in the control center through GPRS wireless transmission.
Preferably, the method for calculating the RMS acceleration amplitude ratio, the natural period, and the damping constant based on the vibration monitoring signal in step 3 is implemented as follows:
(1) RMS velocity amplitude ratio
The RMS velocity-amplitude ratio is a value calculated from the ratio of the root mean square value of the critical-rock-part vibration log to the root mean square value of the bedrock-part vibration log, as shown in equation 1.
Figure BDA0003622945820000021
In the formula: r is RMS velocity-amplitude ratio, X is time series of vibration recording of amplitude at bedrock part, Y is time series of vibration recording of amplitude at dangerous rock part, and n is number of vibration meters.
(2) Excellent frequency and attenuation constant
Calculating an actual measured value transfer function based on fast fourier transform:
Figure BDA0003622945820000022
in the formula:
Figure BDA0003622945820000023
x (f) and y (f) represent fourier transform values of x (t) and y (t), and m is 1,2,3 … represents the number of measurements.
Determining a theoretical value of a single-degree-of-freedom vibration model transfer function based on a frequency response function of a measured value:
Figure BDA0003622945820000024
in the formula: has a prominent frequency of
Figure BDA0003622945820000031
Attenuation constant of
Figure BDA0003622945820000032
The measured values and theoretical values of the transfer functions obtained from equations 2 and 3 are used for inversion to determine the dominant frequency and the attenuation constant based on the linear least squares method.
Figure BDA0003622945820000033
In the formula: f. of 0 For the dominant frequency, h is the decay constant, the residual epsilon of the measured and theoretical values j (f 0 ,h)＝H 0 (f j )-H t (f j )。
Preferably, the evaluation index is determined in step four to judge the risk degree of the slide disaster, which is shown in table 1.
TABLE 1 evaluation index of rock collapse based on vibration multiple characteristics
Figure BDA0003622945820000034
The method provided by the invention evaluates the stability of the dangerous rock mass by taking the amplitude ratio, the excellent frequency and the attenuation constant as multiple indexes, realizes the rapid judgment of the stability of the dangerous rock mass on the side slope based on the vibration signal generated by the vibration source of the vehicle, achieves the purposes of reducing disaster risks and disaster losses, and provides technical support for disaster prevention and treatment and guaranteeing the construction and operation safety of traffic engineering.
Drawings
FIG. 1 is a general flow diagram of the method of the present invention;
FIG. 2 is a schematic view of a monitoring scheme of the present invention;
FIG. 3 is a schematic view of a simple installation of a three-component detector according to the present invention;
FIG. 4 is a flowchart of the calculation of step 3 of the present invention;
FIG. 5 is a diagram of a vibration model of the mass 1 DOF system of the present invention.
Detailed Description
The following describes embodiments of the present invention in detail with reference to the drawings, which are implemented on the premise of the technical solution of the present invention, and detailed embodiments and specific operation procedures are provided, but the scope of the present invention is not limited to the following embodiments.
As shown in fig. 1, the method comprises the following steps:
step 1, determining a collapse and slide range according to on-site geological survey, selecting collapse and slide dangerous rock masses and a monitoring point position of a bedrock, and making a monitoring scheme as shown in figure 2, wherein a vibration signal generated in the running process of a vehicle is used as a vibration source 2-1 and then is transmitted to a detector 2-2 arranged on a bedrock part 2-6 and a detector 2-3 of a dangerous rock part 2-5 through a transmission path 2-2.
And 2, searching a flat slope as much as possible to serve as an installation place when the detector 2-1 is embedded and installed. As shown in fig. 3, in order to increase the contact area between the bedrock and the geophone, the uneven portion is formed to be substantially flat using a chisel or the like. The rock is then drilled 2-4 with an electric drill. Note that the chamfered hole is directed almost horizontally in a predetermined direction (NS or EW). The water, the garbage and the like on the wall surface are wiped off by cloth and a brush. And (3) putting about half of putty 2-2 into the cut hole, and pushing the sharp nail part 2-5 of the geophone into the cut hole for fixing. The orientation of NS, EW is aligned horizontally (within 15 of tilt) with a level gauge. Finally, the geophone body is fixed to the rock layer by putty or the like (to the extent that the geophone body is not moved by shaking with fingers). And real-time monitoring is realized, and the data is transmitted and stored to the control center in real time through a GPRS network.
Step 3, the sampling frequency is set to 500Hz, the sampling time is set to 20 seconds of continuous recording, so the sampling times are 10000, and the measurement is performed more than 10 times, and the precision is improved by increasing the number of data. The collected vibration data is firstly judged whether the measured vibration record contains special waveforms such as electrical noise or wind and rain influence, and then the waveform to be analyzed is extracted. From the measured effective vibration waveform, an analysis process as shown in fig. 4 is performed.
First, as shown in equation 1, the RMS velocity-amplitude ratio is calculated as a quantity statistically representing the vibration characteristics of vibrations, and the vibration characteristics of the dangerous rock are evaluated, and thus it is considered as an index more reliable than the maximum amplitude, for example, if the RMS velocity-amplitude ratio is 1, the bedrock and the dangerous rock portion oscillate with the same amplitude, but the RMS velocity-amplitude ratio shows a larger value, and the oscillation amplitude of the dangerous rock portion is larger than that of the bedrock.
For the calculation of the dominant frequency and the attenuation constant, first, the fourier component is calculated by fast fourier transform using the extracted waveform, the frequency response function is calculated from the fourier component, and a hanning window is used for smoothing in the calculation process. The vibration model is determined by the shape characteristic of the frequency response function, and the general rock frequency response function is basically the vibration model of the 1 particle 1 degree of freedom system (figure 5). When the vibration model reaches a stable state, the frequency response function characteristic is expressed by a formula 3, the vibration model is used as a model of an actual measurement response curve, and finally the dominant frequency and the attenuation constant are determined through least square inversion.
And 4, according to the result of the previous human simulation experiment, judging the risk as follows: an RMS velocity amplitude ratio of less than 2 is unstable; excellent frequencies below 30hz are unstable; decay constants below 0.2 are unstable.

Claims (4)

1. The traffic line rock quality collapse monitoring and early warning method based on the differential vibration characteristics is characterized by comprising the following steps of:
step 1: determining a collapse and slide range according to on-site geological survey, selecting collapse and slide dangerous rock mass and bedrock monitoring point positions, and making a monitoring scheme;
step 2: building a real-time monitoring station and embedding and installing a sensor, and realizing real-time monitoring, data transmission and storage to a control center;
and step 3: calculating, displaying and storing three vibration characteristics of RMS acceleration amplitude ratio, excellent frequency and attenuation constant;
and 4, step 4: and the control center compares the evaluation indexes to judge the danger degree of the landslide hazard according to the calculation result, and carries out real-time monitoring and early warning on the rock landslide of the traffic line.
2. The method for monitoring and early warning of rock mass collapse of a traffic line based on differential vibration characteristics as claimed in claim 1, wherein in step 1, dangerous rock mass blocks are divided from the cracking conditions of the rock mass, the type or stability of the dangerous rock mass is preliminarily determined, and if the block division is not clear, monitoring points are arranged on the whole slope inclined plane, so that no measuring blank area exists; at least one monitoring point is placed on the stable bedrock for comparison, taking into account that the amplitude of the input vibrations is not always the same.
3. The method for monitoring and early warning of rock mass collapse of the traffic line based on the differential vibration characteristics as claimed in claim 1, wherein in step 2, in the case of long-term measurement, a three-component detector is fixed for a long time and is integrated with the rock, and in the case of short-term measurement, a small-sized light-weight three-component vibration meter is installed to evaluate the stability of the rock mass.
4. The method for monitoring and warning the collapse of the rock mass of the transportation line based on the differential vibration characteristics as claimed in claim 1, wherein the method for calculating the RMS acceleration amplitude ratio, the natural period and the damping constant based on the vibration monitoring signal in step 3 is implemented as follows:
(1) RMS velocity amplitude ratio
The RMS velocity-amplitude ratio is a value calculated from the ratio of the root mean square value of the dangerous rock part vibration record to the root mean square value of the bedrock part vibration record, as shown in equation 1:
Figure FDA0003622945810000011
in the formula: r is RMS velocity amplitude ratio, X is the time sequence of vibration record of the amplitude of the bedrock part, Y is the time sequence of vibration record of the amplitude of the dangerous rock part, and n is the number of vibration testers;
(2) excellent frequency and attenuation constant
Calculating an actual measured value transfer function based on fast fourier transform:
Figure FDA0003622945810000021
in the formula:
Figure FDA0003622945810000022
x (f) and y (f) represent fourier transform values of x (t) and y (t), and m is 1,2,3 … represents the number of measurements;
determining a theoretical value of a single-degree-of-freedom vibration model transfer function based on a frequency response function of a measured value:
Figure FDA0003622945810000023
in the formula: has a prominent frequency of
Figure FDA0003622945810000024
Attenuation constant of
Figure FDA0003622945810000025
Measured values and theoretical values of the transfer functions obtained by equations 2 and 3 are used for inversion determination of the dominant frequency and the attenuation constant based on a linear least square method:
Figure FDA0003622945810000026
in the formula: f. of 0 For the dominant frequency, h is the decay constant, the residual epsilon of the measured and theoretical values j (f 0 ,h)＝H 0 (f j )-H t (f j )。
CN202210471875.4A 2022-04-29 2022-04-29 Traffic line rock quality collapse monitoring and early warning method based on differential vibration characteristics Pending CN114910555A (en)

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Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN115480293A (en) * 2022-08-30 2022-12-16 中铁第一勘察设计院集团有限公司 Rockfall monitoring and early warning system and method based on MEMS sensing technology
CN116148921A (en) * 2022-12-26 2023-05-23 北京科技大学 Rock mass stability monitoring method based on high-frequency elastic wave gravity center frequency change
CN116665422A (en) * 2023-05-29 2023-08-29 广西交通设计集团有限公司 Highway side slope falling stone risk monitoring and early warning system

Cited By (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN115480293A (en) * 2022-08-30 2022-12-16 中铁第一勘察设计院集团有限公司 Rockfall monitoring and early warning system and method based on MEMS sensing technology
CN115480293B (en) * 2022-08-30 2024-07-12 中铁第一勘察设计院集团有限公司 Falling stone monitoring and early warning system and method based on MEMS (micro-electromechanical systems) sensing technology
CN116148921A (en) * 2022-12-26 2023-05-23 北京科技大学 Rock mass stability monitoring method based on high-frequency elastic wave gravity center frequency change
CN116148921B (en) * 2022-12-26 2023-11-21 北京科技大学 Rock mass stability monitoring method based on high-frequency elastic wave gravity center frequency change
CN116665422A (en) * 2023-05-29 2023-08-29 广西交通设计集团有限公司 Highway side slope falling stone risk monitoring and early warning system
CN116665422B (en) * 2023-05-29 2024-03-29 广西交通设计集团有限公司 Highway side slope falling stone risk monitoring and early warning system

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