CN116882217A - Roadway hole blasting safety evaluation method and device - Google Patents
Roadway hole blasting safety evaluation method and device Download PDFInfo
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- CN116882217A CN116882217A CN202311147723.XA CN202311147723A CN116882217A CN 116882217 A CN116882217 A CN 116882217A CN 202311147723 A CN202311147723 A CN 202311147723A CN 116882217 A CN116882217 A CN 116882217A
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- 238000005422 blasting Methods 0.000 title claims abstract description 149
- 238000011156 evaluation Methods 0.000 title claims abstract description 17
- 239000002245 particle Substances 0.000 claims abstract description 152
- 238000006073 displacement reaction Methods 0.000 claims abstract description 127
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- G06F30/00—Computer-aided design [CAD]
- G06F30/20—Design optimisation, verification or simulation
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- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F42—AMMUNITION; BLASTING
- F42D—BLASTING
- F42D1/00—Blasting methods or apparatus, e.g. loading or tamping
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- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F42—AMMUNITION; BLASTING
- F42D—BLASTING
- F42D3/00—Particular applications of blasting techniques
- F42D3/04—Particular applications of blasting techniques for rock blasting
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Abstract
The application discloses a roadway hole blasting safety evaluation method and device, and belongs to the technical field of blasting. The method comprises the following steps: acquiring first point cloud data of a roadway hole to be tested before blasting and second point cloud data after blasting, wherein particle vibration speeds correspond to all preset sections; determining a terrain condition coefficient and a geological condition coefficient according to particle vibration speed of preset sections, distances between each preset section and a tunnel face, total blasting explosive quantity and a Sarkowski formula; deformation analysis is carried out on the first point cloud data and the second point cloud data, and displacement deformation data of each unit section are determined; for each unit section, determining the particle vibration speed of the unit section according to the distance between the unit section and the tunnel face, the total blasting explosive quantity, the terrain condition coefficient, the geological condition coefficient and the Sarkowski formula; and establishing a mapping relation between particle vibration speed and displacement deformation data of the section. The application can evaluate the safety of blasting according to the displacement deformation data of the unit section.
Description
Technical Field
The application relates to the technical field of blasting, in particular to a method and a device for evaluating the safety of tunnel blasting.
Background
Currently, mining often adopts a drill-burst method. In the mining process, the phenomenon that underground surrounding rock is subjected to mining blasting to induce large-scale caving, water bursting and other dynamic disasters sometimes occurs, so that the construction safety of underground caverns such as mine roadways, traffic tunnels, hydraulic tunnels and the like can be endangered, and serious losses of personnel and property are caused. In particular, in recent years, as the mining depth increases, dynamic disasters of deep rock mass are more and more frequent, so in order to ensure mining safety, safety monitoring of mining blasting is of great importance.
In the prior art, the safety monitoring of the open blasting is to compare the acquired particle vibration speed with the particle vibration speed allowable value in the standard, and determine the influence of the blasting on surrounding rock stratum and buildings. However, other than the understanding of the meaning and impact of particle vibration velocity characterization by workers in the blasting-related profession, the meaning and impact of particle vibration velocity characterization in monitoring results by workers in the rest of the engineering arts is not clear. Therefore, a method for monitoring the safety of blasting is needed, so that workers in other engineering fields can intuitively know the safety of blasting.
Disclosure of Invention
In view of the above, it is necessary to provide a method and an apparatus for evaluating the safety of tunnel blasting.
In a first aspect, a method for evaluating the safety of tunnel blasting is provided, the method comprising:
acquiring first point cloud data of a roadway hole to be tested before blasting and second point cloud data of the roadway hole to be tested after blasting by a three-dimensional laser scanner, and respectively measuring particle vibration speeds corresponding to preset sections in the blasting process by blasting vibration monitors;
determining a topographic condition coefficient and a geological condition coefficient of the tunnel to be tested in the Sargassy formula according to particle vibration speed corresponding to each preset section, the distance between each preset section and the tunnel face, the total explosive quantity of pre-stored blasting and the Sargassy formula;
performing deformation analysis on the first point cloud data and the second point cloud data to determine displacement deformation data of each unit section of the roadway to be detected;
for each unit section, determining the particle vibration speed of the unit section according to the distance between the unit section and the tunnel face, the blasting total explosive quantity, the terrain condition coefficient, the geological condition coefficient and the Sarkowski formula;
And establishing a mapping relation between the particle vibration speed and the displacement deformation data of each unit section, wherein the mapping relation is used for converting the particle vibration speed of each unit section into the displacement deformation data of each unit section and evaluating the blasting safety of the roadway hole to be tested according to the displacement deformation data of each unit section.
As an alternative embodiment, the preset cross section includes at least a first preset cross section and a second preset cross section; determining the topographic condition coefficient and the geological condition coefficient of the tunnel to be detected in the Sargassy formula according to the particle vibration speed corresponding to each preset section, the distance between each preset section and the tunnel face, the total blasting explosive amount and the Sargassy formula stored in advance, wherein the topographic condition coefficient and the geological condition coefficient comprise:
inputting the particle vibration speed of the first preset section, the distance between the first preset section and the tunnel face and the total explosive quantity stored in advance into the Sargassy formula to obtain a first expression related to a topographic condition coefficient and a geological condition coefficient of the tunnel to be tested;
inputting the particle vibration speed of the second preset section, the distance between the second preset section and the tunnel face and the total explosive quantity stored in advance into the Sargassy formula to obtain a second expression related to the topographic condition coefficient and the geological condition coefficient of the tunnel to be tested;
And solving the first expression and the second expression, and determining the topographic condition coefficient and the geological condition coefficient of the roadway to be detected.
As an alternative embodiment, the determining, for each unit section, the particle vibration velocity of the unit section according to the distance between the unit section and the face, the total explosive amount, the topographic condition coefficient, the geological condition coefficient, and the sarkowski formula includes:
and inputting the distance between the unit section and the tunnel face, the blasting total explosive quantity, the terrain condition coefficient and the geological condition coefficient into the Sarkowski formula aiming at each unit section to obtain the particle vibration speed of the unit section.
As an alternative embodiment, the sarkowski formula is:
wherein R is 0 Represents the distance between the section and the face, K represents the topographic condition coefficient, V 0 The particle vibration speed is represented, alpha represents a geological condition coefficient, and Q represents the total explosive quantity.
As an alternative embodiment, the method further comprises:
and determining an origin coordinate in an engineering measurement coordinate system where the three-dimensional laser scanner is positioned according to a measurement coordinate and a rear intersection method of a plurality of preset measurement control points of the roadway to be measured in engineering measurement, and establishing the engineering measurement coordinate system based on the origin coordinate.
As an optional implementation manner, the establishing a mapping relationship between the particle vibration velocity and the displacement deformation data of each unit section includes:
for each unit section, determining the ratio of displacement deformation data of the unit section to particle vibration speed as the safety coefficient of the unit section;
and determining the corresponding relation between the particle vibration speed of each unit section and the displacement deformation data of the corresponding unit section as the mapping relation between the particle vibration speed of each unit section and the displacement deformation data.
As an optional implementation manner, the displacement deformation data of the unit section includes displacement deformation data of a top arch, displacement deformation data of a shoulder arch and displacement deformation data of a side wall.
In a second aspect, there is provided a roadway hole blasting safety evaluation device, the device comprising:
the acquisition module is used for acquiring first point cloud data of a roadway hole to be tested before blasting and second point cloud data of the roadway hole to be tested after blasting through the three-dimensional laser scanner, and measuring particle vibration speeds corresponding to preset sections in the blasting process through the blasting vibration monitors respectively;
The first determining module is used for determining a topography condition coefficient and a geological condition coefficient of the tunnel to be detected in the Sargassy formula according to particle vibration speed corresponding to each preset section, the distance between each preset section and the tunnel face, the total explosive quantity of pre-stored blasting and the Sargassy formula;
the second determining module is used for performing deformation analysis on the first point cloud data and the second point cloud data and determining displacement deformation data of each unit section of the roadway hole to be detected;
the third determining module is used for determining the particle vibration speed of each unit section according to the distance between the unit section and the tunnel face, the total blasting explosive amount, the terrain condition coefficient, the geological condition coefficient and the Sarkowski formula;
the establishing module is used for establishing a mapping relation between the particle vibration speed of each unit section and the displacement deformation data, the mapping relation is used for converting the particle vibration speed of each unit section into the displacement deformation data of each unit section and evaluating the blasting safety of the roadway hole to be tested according to the displacement deformation data of each unit section.
As an alternative embodiment, the preset cross section includes at least a first preset cross section and a second preset cross section; the first determining module is specifically configured to:
inputting the particle vibration speed of the first preset section, the distance between the first preset section and the tunnel face and the total explosive quantity stored in advance into the Sargassy formula to obtain a first expression related to a topographic condition coefficient and a geological condition coefficient of the tunnel to be tested;
inputting the particle vibration speed of the second preset section, the distance between the second preset section and the tunnel face and the total explosive quantity stored in advance into the Sargassy formula to obtain a second expression related to the topographic condition coefficient and the geological condition coefficient of the tunnel to be tested;
and solving the first expression and the second expression, and determining the topographic condition coefficient and the geological condition coefficient of the roadway to be detected.
As an optional implementation manner, the third determining module is specifically configured to:
and inputting the distance between the unit section and the tunnel face, the blasting total explosive quantity, the terrain condition coefficient and the geological condition coefficient into the Sarkowski formula aiming at each unit section to obtain the particle vibration speed of the unit section.
As an alternative embodiment, the apparatus further comprises:
and the fourth determining module is used for determining the original point coordinates in the engineering measurement coordinate system where the three-dimensional laser scanner is positioned according to the measurement coordinates and a rear intersection method of a plurality of preset measurement control points of the roadway to be measured in engineering measurement, and establishing the engineering measurement coordinate system based on the original point coordinates.
As an alternative embodiment, the establishing module is specifically configured to:
for each unit section, determining the ratio of displacement deformation data of the unit section to particle vibration speed as the safety coefficient of the unit section;
and determining the corresponding relation between the particle vibration speed of each unit section and the displacement deformation data of the corresponding unit section as the mapping relation between the particle vibration speed of each unit section and the displacement deformation data.
As an optional implementation manner, the displacement deformation data of the unit section includes displacement deformation data of a top arch, displacement deformation data of a shoulder arch and displacement deformation data of a side wall.
In a third aspect, there is provided a tunnel blasting safety evaluation system, the system comprising: the tunnel blasting safety evaluation method according to the first aspect and the tunnel blasting safety evaluation device according to the second aspect.
In a fourth aspect, a computer device is provided, comprising a memory and a processor, the memory having stored thereon a computer program executable on the processor, the processor implementing the method steps according to the first aspect when the computer program is executed.
In a fifth aspect, a computer-readable storage medium is provided, on which a computer program is stored which, when being executed by a processor, carries out the method steps according to the first aspect.
The application provides a roadway hole blasting safety evaluation method and device, and the technical scheme provided by the embodiment of the application has at least the following beneficial effects: the method comprises the steps of obtaining first point cloud data of a to-be-tested tunnel hole before blasting and second point cloud data of the to-be-tested tunnel hole after blasting through a three-dimensional laser scanner, performing deformation analysis on the first point cloud data and the second point cloud data, and determining displacement deformation data of each unit section of the to-be-tested tunnel hole. The particle vibration speed of each unit section can be determined by determining the Sargassy formula of the roadway hole to be detected and inputting the Sargassy formula into the Sargassy formula according to the distance between the unit section and the tunnel face, the total blasting explosive quantity, the topographic condition coefficient and the geological condition coefficient for each unit section. And establishing a mapping relation between the particle vibration speed and displacement deformation data of each unit section. The workers in other engineering fields convert the vibration velocity of particles in each unit section into displacement deformation data of each unit section, and evaluate the safety of blasting of the roadway to be tested according to the displacement deformation data of each unit section, so that the safety of blasting can be recognized more intuitively.
It is to be understood that both the foregoing general description and the following detailed description are exemplary and explanatory only and are not restrictive of the application as claimed.
Drawings
In order to more clearly illustrate the embodiments of the application or the technical solutions in the prior art, the drawings that are required in the embodiments or the description of the prior art will be briefly described, it being obvious that the drawings in the following description are only some embodiments of the application, and that other drawings may be obtained according to these drawings without inventive effort for a person skilled in the art.
FIG. 1 is a flow chart of a method for creating a mapping relationship between particle vibration velocity and displacement deformation data according to an embodiment of the present application;
FIG. 2 is a flow chart of a method for evaluating the safety of tunnel blasting according to an embodiment of the present application;
fig. 3 is a schematic structural diagram of a blasting vibration monitor disposed in a roadway hole to be tested according to an embodiment of the present application;
FIG. 4 is a graph of particle vibration velocity and distance from the face fitted for an embodiment of the present application;
FIG. 5 is a schematic diagram of displacement deformation data of a section of a roadway hole to be tested before and after blasting according to an embodiment of the present application;
Fig. 6 is a schematic structural diagram of a tunnel blasting safety evaluation device according to an embodiment of the present application;
fig. 7 is a schematic structural diagram of a computer device according to an embodiment of the present application.
Detailed Description
The present application will be described in further detail with reference to the drawings and examples, in order to make the objects, technical solutions and advantages of the present application more apparent. It should be understood that the specific embodiments described herein are for purposes of illustration only and are not intended to limit the scope of the application.
FIG. 1 is a flow chart of a method for creating a mapping relationship between particle vibration velocity and displacement deformation data according to an embodiment of the present application. As shown in fig. 1, when a mapping relation between particle vibration velocity and displacement deformation data is established, first point cloud data of a roadway to be tested needs to be obtained by a three-dimensional laser scanner before the roadway to be tested is blasted. And after the tunnel to be tested is blasted, acquiring second point cloud data of the tunnel to be tested by a three-dimensional laser scanner. And then, carrying out deformation analysis on the first point cloud data and the second point cloud data, and determining displacement deformation data of each unit section of the roadway to be detected. After the tunnel to be tested is blasted, particle vibration speeds corresponding to all preset sections in the blasting process are measured through all blasting vibration monitors. And determining the topographic condition coefficient and the geological condition coefficient of the tunnel to be tested in the Sargassy formula according to the particle vibration speed corresponding to each preset section, the distance between each preset section and the tunnel face, the total explosive quantity of the pre-stored blasting and the Sargassy formula. And determining the particle vibration speed of each unit section according to the distance between the unit section and the tunnel face, the total explosive quantity, the terrain condition coefficient, the geological condition coefficient and the Sarkowski formula. And establishing a mapping relation between the particle vibration speed and the displacement deformation data of each unit section, wherein the mapping relation is used for converting the particle vibration speed of each unit section into the displacement deformation data of each unit section and evaluating the blasting safety of the roadway hole to be tested according to the displacement deformation data of each unit section.
The following will describe a method for evaluating the safety of tunnel blasting according to the embodiment of the present application in detail with reference to a specific embodiment, and fig. 2 is a flowchart of the method for evaluating the safety of tunnel blasting according to the embodiment of the present application, as shown in fig. 2, and specific steps are as follows.
Step 201, acquiring first point cloud data of a roadway to be tested before blasting and second point cloud data of the roadway to be tested after blasting by a three-dimensional laser scanner, and measuring particle vibration speeds corresponding to preset sections in the blasting process by blasting vibration monitors respectively.
In practice, in the prior art, safety monitoring of an open blast is to compare the acquired particle vibration velocity with the allowable particle vibration velocity in the specification, and determine the influence of the blast on surrounding rock formations and buildings. However, other than the understanding of the meaning and impact of particle vibration velocity characterization by workers in the blasting-related profession, the meaning and impact of particle vibration velocity characterization in monitoring results by workers in the rest of the engineering arts is not clear. In order to enable workers in other engineering fields to have more visual knowledge of the safety of blasting, an index of displacement deformation value can be introduced. The displacement deformation value is a basic and clear index for workers in the engineering field. Therefore, the corresponding relation between the particle vibration speed and the displacement deformation value can be established, so that workers in other engineering fields can have more visual knowledge of the safety of the mining blasting according to the displacement deformation value, and the safety of the mining blasting is monitored. Therefore, it is necessary to determine the displacement deformation amount after the explosion. When the displacement deformation is determined, the roadway to be detected can be scanned before and after blasting through the three-dimensional laser scanner, the first point cloud data of the roadway to be detected before blasting and the second point cloud data of the roadway to be detected after blasting are obtained through the three-dimensional laser scanner, and the displacement deformation can be determined according to the first point cloud data and the second point cloud data in the subsequent steps. Then, a corresponding relation between the particle vibration velocity and the displacement deformation value is established, and the particle vibration velocity needs to be determined. When the particle vibration velocity is determined, the particle vibration velocity of the corresponding unit section of the position of the explosion vibration monitor in the explosion process can be measured through the explosion vibration monitor. Because the corresponding relation between the particle vibration speed and the displacement deformation value is established, the particle vibration speed of any section of the roadway hole to be tested needs to meet the corresponding relation, and if the particle vibration speed of any section is measured by the blasting vibration monitor, a great amount of working cost is consumed. When the particle vibration speed is determined, the particle vibration speed of any section of the roadway to be measured can be determined through a Sagnac formula. Because the geological topography of the roadway to be detected is different, the coefficients of the corresponding Sargassy formulas are also different, and the coefficients of the Sargassy formulas need to be determined in the subsequent step. Therefore, the particle vibration speed corresponding to each preset section in the blasting process can be measured by the blasting vibration monitor for the coefficients of the inverse Sagnac formula in the subsequent step. Fig. 3 is a schematic structural diagram of a blasting vibration monitor disposed in a roadway hole to be tested according to an embodiment of the present application. As shown in fig. 3, before blasting, a blasting source pile number k1+443 is arranged in front of a face of a tunnel to be tested for blasting, a first blasting vibration monitor 1# is arranged at a position 20 m away from the face, and 4 blasting vibration monitors 2#, 3#, 4# and 5# are sequentially arranged every 5 m.
Before step 201 is performed, the coordinate system of the three-dimensional laser scanner needs to be determined, so that the three-dimensional laser scanner can scan out the point cloud data. Therefore, before executing step 201, it is further required to determine the origin coordinates in the engineering measurement coordinate system where the three-dimensional laser scanner is located according to the measurement coordinates and the back intersection method of the plurality of preset measurement control points of the roadway to be measured in engineering measurement, and establish the engineering measurement coordinate system based on the origin coordinates.
In practice, the three-dimensional laser scanner scans out the point cloud data with coordinates, so the engineering measurement coordinate system of the three-dimensional laser scanner needs to be determined before the three-dimensional laser scanner scans the point cloud data. When determining the engineering measurement coordinate system of the three-dimensional laser scanner, the origin coordinates and the three-dimensional unit vector of the engineering measurement coordinate system may be determined first. When the original point coordinates and the three-dimensional unit vectors of the engineering measurement coordinate system are determined, the original point coordinates and the three-dimensional unit vectors can be determined according to the measurement coordinates and the rear intersection method of a plurality of preset measurement control points of the roadway to be measured in engineering measurement. The back intersection method is a method for observing horizontal angles to at least three known points on a to-be-fixed point and calculating the to-be-fixed point coordinates according to coordinates of the three known points and two horizontal angle values. And (3) carrying out horizontal angle observation on the original point coordinates by adopting a rear intersection method to preset measurement control points of measurement coordinates in at least three known engineering measurements, and calculating the original point coordinates according to the coordinates of the three known points and two horizontal angle values. Thus, the origin coordinates in the engineering measurement coordinate system where the three-dimensional laser scanner is located are determined. The method can also be adopted to determine the coordinates of any two other points in the engineering measurement coordinate system where the three-dimensional laser scanner is located, so as to determine the three-dimensional unit vector in the engineering measurement coordinate system where the three-dimensional laser scanner is located. In this way, an engineering measurement coordinate system is established.
Step 202, determining a topographic condition coefficient and a geological condition coefficient of a tunnel to be tested in the Sargassy formula according to particle vibration speeds corresponding to all preset sections, distances between all preset sections and a tunnel face, total explosive quantity of pre-stored blasting and the Sargassy formula.
In implementation, because the corresponding relation between the particle vibration velocity and the displacement deformation value is established, the particle vibration velocity of any section of the roadway hole to be tested needs to meet the corresponding relation, and if the particle vibration velocity of any section is measured by the blasting vibration monitor, a large amount of working cost is consumed. When the particle vibration speed is determined, the particle vibration speed of any section of the roadway to be measured can be determined through a Sagnac formula. Because the geological topography of the roadway to be measured is different, the coefficients of the corresponding Sargassy formulas are also different, so that the coefficients of the Sargassy formulas of the roadway to be measured need to be determined first. Because the parameters included in the Sarkowski formula are particle vibration speed, distance between the section and the face, total explosive quantity, topographic condition coefficient and geological condition coefficient. Therefore, when determining the coefficient of the Sargassy formula, the particle vibration velocity corresponding to each preset section in the blasting process can be measured by each blasting vibration monitor. And determining the topographic condition coefficient and the geological condition coefficient of the tunnel to be tested in the Sargassy formula by using the particle vibration speed corresponding to each preset section, the distance between each preset section and the tunnel face, the total blasting explosive quantity and the Sargassy formula stored in advance.
Specifically, the preset section at least comprises a first preset section and a second preset section. The implementation step is to determine the specific steps of the topographic condition coefficient and the geological condition coefficient of the tunnel to be tested in the Sargassy formula according to the particle vibration speed corresponding to each preset section, the distance between each preset section and the tunnel face, the total explosive quantity of the pre-stored blasting and the Sargassy formula.
Step one, inputting particle vibration speed of a first preset section, the distance between the first preset section and a tunnel face and the total explosive quantity stored in advance into a Sargassy formula to obtain a first expression related to a topographic condition coefficient and a geological condition coefficient of a tunnel to be tested.
In practice, parameters included in the Sarkowski formula are particle vibration velocity, distance between a section and a tunnel face, total explosive quantity, a topographic condition coefficient and a geological condition coefficient. Therefore, when determining the coefficient of the Sargassy formula, the particle vibration speed of the first preset section, the distance between the first preset section and the tunnel face and the total explosive amount stored in advance can be input into the Sargassy formula to obtain a first expression related to the topographic condition coefficient and the geological condition coefficient of the tunnel to be detected.
And secondly, inputting the particle vibration speed of the second preset section, the distance between the second preset section and the tunnel face and the total explosive quantity stored in advance into a Sargassy formula to obtain a second expression related to the topographic condition coefficient and the geological condition coefficient of the tunnel to be tested.
In practice, parameters included in the Sarkowski formula are particle vibration velocity, distance between a section and a tunnel face, total explosive quantity, a topographic condition coefficient and a geological condition coefficient. Therefore, when determining the coefficient of the Sargassy formula, the particle vibration speed of the second preset section, the distance between the second preset section and the tunnel face and the total explosive amount stored in advance can be input into the Sargassy formula to obtain a second expression related to the topographic condition coefficient and the geological condition coefficient of the tunnel to be tested. The total explosive amount may be replaced by the maximum single explosive amount, and the method is not limited.
And thirdly, solving the first expression and the second expression, and determining the topographic condition coefficient and the geological condition coefficient of the roadway to be detected.
In implementation, as the unknown coefficients in the Sargassy formula are the two topographic condition coefficients and the geological condition coefficients of the roadway to be measured, the topographic condition coefficients and the geological condition coefficients of the roadway to be measured can be obtained by solving according to the two expressions of the first expression and the second expression. Therefore, the first expression and the second expression can be solved, and the topographic condition coefficient and the geological condition coefficient of the roadway to be measured are determined.
Further, fig. 4 is a graph of particle vibration velocity and distance from the face fitted according to an embodiment of the present application. As shown in fig. 4, five points in the fitted curve are particle vibration speeds measured by 5 blasting vibration monitors respectively arranged at positions 20 meters, 25 meters, 30 meters, 35 meters and 40 meters from the face in the tunnel to be measured. And fitting the mass point vibration speed and the distance between the mass point vibration speed and the tunnel face based on the mass point vibration speed measured by the five blasting vibration monitors and the determined Sarkowski formula of the tunnel hole to be measured, so as to obtain a fitting curve of the mass point vibration speed and the distance between the mass point vibration speed and the tunnel face. Therefore, the particle vibration speed of the section with the corresponding distance can be intuitively determined according to the distance between the particle vibration speed and the face, and a blasting vibration monitor is not required to be arranged for measurement.
And 203, performing deformation analysis on the first point cloud data and the second point cloud data, and determining displacement deformation data of each unit section of the roadway to be tested.
In implementation, the first point cloud data and the second point cloud data acquired by the three-dimensional laser scanner comprise any point of the roadway to be detected. Therefore, the displacement deformation of any point of the inner wall of the roadway to be tested before and after blasting can be determined according to the first point cloud data and the second point cloud data. Because the roadway hole to be measured can be regarded as being composed of countless unit sections, and the inner wall of any section is composed of countless points. Therefore, the displacement deformation amount of any point of the inner wall of any section before and after blasting can be determined from the first point cloud data and the second point cloud data. Since the displacement deformation amounts of different points may be different, not only the correspondence between the particle vibration velocity and the displacement deformation value needs to be established, but also the displacement deformation value of which specific position point of the corresponding section the displacement deformation value is needs to be determined. The displacement deformation data comprises a displacement deformation value and a corresponding position point. Therefore, the corresponding relation between the particle vibration speed and the displacement deformation data can be established. And performing deformation analysis on the first point cloud data and the second point cloud data to determine displacement deformation data of each unit section of the roadway to be detected. The first point cloud data and the second point cloud data can be input into professional analysis software to perform data iteration processing, and then deformation analysis is performed to obtain displacement deformation data of each unit section. The professional analysis software may be an anmig software. Therefore, the corresponding relation between the particle vibration speed and the displacement deformation data can be conveniently established later.
The displacement deformation data of the unit section comprise displacement deformation data of a top arch, displacement deformation data of an arch shoulder and displacement deformation data of a side wall.
Further, fig. 5 is a schematic diagram of displacement deformation data of a section of a roadway hole to be tested before and after blasting according to an embodiment of the present application. And inputting the first point cloud data and the second point cloud data corresponding to the section 3 meters away from the tunnel face into professional software for data analysis to obtain the figure 5. As shown in fig. 5, the cross section formed by the lighter solid line is a standard contour cross section, the cross section formed by the lighter broken line is a cross section 3 meters away from the tunnel face before blasting, and the cross section formed by the darker solid line is a cross section 3 meters away from the tunnel face after blasting. The displacement deformation data caused by the explosion are in millimeter level, and in fig. 5, the outline of the section before the explosion 3 meters from the tunnel face and the outline of the section after the explosion 3 meters from the tunnel face cannot be clearly distinguished. The displacement deformation data of each point of the section 3 m away from the face is shown in fig. 5, which is the displacement deformation data of the section 3 m away from the face after blasting, wherein the crown is deformed by 12mm, the shoulders are deformed by 8mm and 5mm, and the sidewalls are deformed by 5mm and 5mm. Thus, displacement deformation data of each unit section of the roadway to be detected can be determined.
Step 204, for each unit section, determining the particle vibration velocity of the unit section according to the distance between the unit section and the tunnel face, the total explosive amount, the topographic condition coefficient, the geological condition coefficient and the Sarkowski formula.
In implementation, according to the determined topographic condition coefficient and the geological condition coefficient, an expression of a Sargassy formula of the roadway hole to be detected can be determined. If the particle vibration velocity of any section is measured by the explosion vibration monitor, a great deal of working cost is consumed. When the particle vibration speed is determined, the particle vibration speed of each unit section can be determined according to the distance between the unit section and the tunnel face, the total blasting explosive amount, the terrain condition coefficient, the geological condition coefficient and the Sarkowski formula.
Specifically, the executing step is specific to each unit section, and the specific step of determining the particle vibration velocity of the unit section according to the distance between the unit section and the face, the total blasting explosive amount, the topographic condition coefficient, the geological condition coefficient and the Sarkowski formula is as follows.
And inputting the distance between each unit section and the tunnel face, the total blasting explosive quantity, the terrain condition coefficient and the geological condition coefficient into a Sarcopski formula aiming at each unit section to obtain the particle vibration speed of each unit section.
In the implementation, for each unit section, the distance between the unit section and the tunnel face, the total blasting explosive amount, the terrain condition coefficient and the geological condition coefficient are input into a Sarkowski formula to obtain the particle vibration speed of the unit section.
As an alternative embodiment, the sarkowski formula is:
wherein R is 0 Represents the distance between the section and the face, K represents the topographic condition coefficient, V 0 The particle vibration speed is represented, alpha represents a geological condition coefficient, and Q represents the total explosive quantity.
And 205, establishing a mapping relation between the particle vibration speed and the displacement deformation data of each unit section, wherein the mapping relation is used for converting the particle vibration speed of each unit section into the displacement deformation data of each unit section and evaluating the blasting safety of the roadway hole to be tested according to the displacement deformation data of each unit section.
In the implementation, in the mining process, the phenomenon that underground surrounding rock is subjected to mining blasting to induce large-scale caving, water bursting and other dynamic disasters sometimes occurs, so that the construction safety of underground caverns such as mine roadways, traffic tunnels, hydraulic tunnels and the like can be endangered, and the important losses of personnel and property are caused. In particular, in recent years, as the mining depth increases, dynamic disasters of deep rock mass are more and more frequent, so in order to ensure mining safety, safety monitoring of mining blasting is of great importance. In the prior art, the safety monitoring of the open blasting is to compare the acquired particle vibration speed with the particle vibration speed allowable value in the standard, and determine the influence of the blasting on surrounding rock stratum and buildings. However, other than the understanding of the meaning and impact of particle vibration velocity characterization by workers in the blasting-related profession, the meaning and impact of particle vibration velocity characterization in monitoring results by workers in the rest of the engineering arts is not clear. In order to enable workers in other engineering fields to have more visual knowledge of the safety of blasting, an index of displacement deformation value can be introduced. The displacement deformation value is a basic and clear index for workers in the engineering field. The displacement deformation data comprises a displacement deformation value and a corresponding position point. Therefore, the mapping relation between the particle vibration speed and the displacement deformation data can be established. The mapping relation can be used for converting the particle vibration speed of each unit section into displacement deformation data of each unit section and evaluating the blasting safety of the roadway hole to be tested according to the displacement deformation data of each unit section.
Specifically, the specific procedure for establishing the mapping relationship between the particle vibration velocity and the displacement deformation data of each unit section in the execution step is as follows.
And step A, determining the ratio of the displacement deformation data of each unit section to the particle vibration speed as the safety coefficient of the unit section.
In the implementation, for each unit section, the ratio of the displacement deformation data corresponding to the preset point of the unit section to the particle vibration speed, namely the displacement deformation data corresponding to the particle vibration speed, is determined as the safety coefficient of the unit section. Wherein, the preset points can be the positions of a top arch, an arch shoulder, a side wall and the like.
And B, determining the corresponding relation between the particle vibration speed and the displacement deformation data of each unit section as the mapping relation between the particle vibration speed and the displacement deformation data of each unit section, wherein the product of the particle vibration speed and the safety coefficient of each unit section is equal to the corresponding relation of the displacement deformation data of the unit section.
In the implementation, the corresponding relation between the particle vibration speed and the displacement deformation data of each unit section is determined as the mapping relation between the particle vibration speed and the displacement deformation data of each unit section, wherein the product of the particle vibration speed and the safety coefficient of each unit section is equal to the corresponding displacement deformation data of the unit section. And then, based on the mapping relation, converting the particle vibration speed of each unit section into displacement deformation data of each unit section, and evaluating the blasting safety of the roadway hole to be tested according to the displacement deformation data of each unit section.
The embodiment of the application provides a roadway hole blasting safety evaluation method, which comprises the steps of acquiring first point cloud data of a roadway hole to be detected before blasting and second point cloud data of the roadway hole to be detected after blasting through a three-dimensional laser scanner, performing deformation analysis on the first point cloud data and the second point cloud data, and determining displacement deformation data of each unit section of the roadway hole to be detected. The particle vibration speed of each unit section can be determined by determining the Sargassy formula of the roadway hole to be detected and inputting the Sargassy formula into the Sargassy formula according to the distance between the unit section and the tunnel face, the total blasting explosive quantity, the topographic condition coefficient and the geological condition coefficient for each unit section. And establishing a mapping relation between the particle vibration speed and displacement deformation data of each unit section. The workers in other engineering fields convert the vibration velocity of particles in each unit section into displacement deformation data of each unit section, and evaluate the safety of blasting of the roadway to be tested according to the displacement deformation data of each unit section, so that the safety of blasting can be recognized more intuitively.
It should be understood that, although the steps in the flowcharts of fig. 1 to 2 are sequentially shown as indicated by arrows, the steps are not necessarily sequentially performed in the order indicated by the arrows. The steps are not strictly limited to the order of execution unless explicitly recited herein, and the steps may be executed in other orders. Moreover, at least a portion of the steps in fig. 1-2 may include multiple steps or stages that are not necessarily performed at the same time, but may be performed at different times, nor does the order in which the steps or stages are performed necessarily occur sequentially, but may be performed alternately or alternately with at least a portion of the steps or stages in other steps or other steps.
It should be understood that the same/similar parts of the embodiments of the method described above in this specification may be referred to each other, and each embodiment focuses on differences from other embodiments, and references to descriptions of other method embodiments are only needed.
The embodiment of the application also provides a device for evaluating the safety of tunnel blasting, as shown in fig. 6, which comprises:
the acquisition module 601 is configured to acquire first point cloud data of a roadway hole to be tested before blasting and second point cloud data of the roadway hole to be tested after blasting by using a three-dimensional laser scanner, and respectively measure particle vibration speeds corresponding to preset sections in the blasting process by using each blasting vibration monitor;
the first determining module 602 is configured to determine a topographic condition coefficient and a geological condition coefficient of the tunnel to be tested in the sarkowski formula according to a particle vibration speed corresponding to each preset section, a distance between each preset section and a tunnel face, a pre-stored total blasting explosive amount and the sarkowski formula;
the second determining module 603 is configured to perform deformation analysis on the first point cloud data and the second point cloud data, and determine displacement deformation data of each unit section of the roadway hole to be tested;
A third determining module 604, configured to determine, for each unit section, a particle vibration velocity of the unit section according to a distance between the unit section and the tunnel face, the total blasting explosive amount, the terrain condition coefficient, the geological condition coefficient, and the sackowski formula;
the establishing module 605 is configured to establish a mapping relationship between the particle vibration velocity and the displacement deformation data of each unit section, where the mapping relationship is configured to convert the particle vibration velocity of each unit section into the displacement deformation data of each unit section, and evaluate the safety of the blasting of the roadway hole to be tested according to the displacement deformation data of each unit section.
As an alternative embodiment, the preset cross section includes at least a first preset cross section and a second preset cross section; the first determining module 602 is specifically configured to:
inputting the particle vibration speed of the first preset section, the distance between the first preset section and the tunnel face and the total explosive quantity stored in advance into the Sargassy formula to obtain a first expression related to a topographic condition coefficient and a geological condition coefficient of the tunnel to be tested;
Inputting the particle vibration speed of the second preset section, the distance between the second preset section and the tunnel face and the total explosive quantity stored in advance into the Sargassy formula to obtain a second expression related to the topographic condition coefficient and the geological condition coefficient of the tunnel to be tested;
and solving the first expression and the second expression, and determining the topographic condition coefficient and the geological condition coefficient of the roadway to be detected.
As an optional implementation manner, the third determining module 604 is specifically configured to:
and inputting the distance between the unit section and the tunnel face, the blasting total explosive quantity, the terrain condition coefficient and the geological condition coefficient into the Sarkowski formula aiming at each unit section to obtain the particle vibration speed of the unit section.
As an alternative embodiment, the apparatus further comprises:
and the fourth determining module is used for determining the original point coordinates in the engineering measurement coordinate system where the three-dimensional laser scanner is positioned according to the measurement coordinates and a rear intersection method of a plurality of preset measurement control points of the roadway to be measured in engineering measurement, and establishing the engineering measurement coordinate system based on the original point coordinates.
As an alternative embodiment, the establishing module 605 is specifically configured to:
for each unit section, determining the ratio of displacement deformation data of the unit section to particle vibration speed as the safety coefficient of the unit section;
and determining the corresponding relation between the particle vibration speed of each unit section and the displacement deformation data of the corresponding unit section as the mapping relation between the particle vibration speed of each unit section and the displacement deformation data.
As an optional implementation manner, the displacement deformation data of the unit section includes displacement deformation data of a top arch, displacement deformation data of a shoulder arch and displacement deformation data of a side wall.
The embodiment of the application provides a roadway hole blasting safety evaluation device, which is characterized in that first point cloud data of a roadway hole to be detected before blasting and second point cloud data of the roadway hole to be detected after blasting are obtained through a three-dimensional laser scanner, deformation analysis is carried out on the first point cloud data and the second point cloud data, and displacement deformation data of each unit section of the roadway hole to be detected is determined. The particle vibration speed of each unit section can be determined by determining the Sargassy formula of the roadway hole to be detected and inputting the Sargassy formula into the Sargassy formula according to the distance between the unit section and the tunnel face, the total blasting explosive quantity, the topographic condition coefficient and the geological condition coefficient for each unit section. And establishing a mapping relation between the particle vibration speed and displacement deformation data of each unit section. The workers in other engineering fields convert the vibration velocity of particles in each unit section into displacement deformation data of each unit section, and evaluate the safety of blasting of the roadway to be tested according to the displacement deformation data of each unit section, so that the safety of blasting can be recognized more intuitively.
For specific limitations on the roadway hole blasting safety evaluation device, reference may be made to the above limitations on the roadway hole blasting safety evaluation method, and no further description is given here. All or part of each module in the roadway hole blasting safety evaluation device can be realized by software, hardware and a combination thereof. The above modules may be embedded in hardware or may be independent of a processor in the computer device, or may be stored in software in a memory in the computer device, so that the processor may call and execute operations corresponding to the above modules.
In one embodiment, a computer device is provided, as shown in fig. 7, and includes a memory and a processor, where the memory stores a computer program that can be run on the processor, and the processor executes the computer program to implement the method steps of the above-mentioned roadway hole blasting safety evaluation.
In one embodiment, a computer readable storage medium has stored thereon a computer program which, when executed by a processor, performs the steps of the method of road hole blast safety evaluation described above.
Those skilled in the art will appreciate that implementing all or part of the above described methods may be accomplished by way of a computer program stored on a non-transitory computer readable storage medium, which when executed, may comprise the steps of the embodiments of the methods described above. Any reference to memory, storage, database, or other medium used in embodiments provided herein may include non-volatile and/or volatile memory. The nonvolatile memory can include Read Only Memory (ROM), programmable ROM (PROM), electrically Programmable ROM (EPROM), electrically Erasable Programmable ROM (EEPROM), or flash memory. Volatile memory can include Random Access Memory (RAM) or external cache memory. By way of illustration and not limitation, RAM is available in a variety of forms such as Static RAM (SRAM), dynamic RAM (DRAM), synchronous DRAM (SDRAM), double Data Rate SDRAM (DDRSDRAM), enhanced SDRAM (ESDRAM), synchronous Link DRAM (SLDRAM), memory bus direct RAM (RDRAM), direct memory bus dynamic RAM (DRDRAM), and memory bus dynamic RAM (RDRAM), among others.
It is noted that relational terms such as first and second, and the like are used solely to distinguish one entity or action from another entity or action without necessarily requiring or implying any actual such relationship or order between such entities or actions. Moreover, the terms "comprises," "comprising," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such process, method, article, or apparatus. Without further limitation, an element defined by the phrase "comprising one … …" does not exclude the presence of other like elements in a process, method, article, or apparatus that comprises the element.
It should be noted that, the user information (including but not limited to user equipment information, user personal information, etc.) and the data (including but not limited to data for presentation, analyzed data, etc.) related to the present application are information and data authorized by the user or sufficiently authorized by each party.
In this specification, each embodiment is described in a related manner, and identical and similar parts of each embodiment are all referred to each other, and each embodiment mainly describes differences from other embodiments. In particular, for system embodiments, since they are substantially similar to method embodiments, the description is relatively simple, as relevant to see a section of the description of method embodiments.
The technical features of the above embodiments may be arbitrarily combined, and all possible combinations of the technical features in the above embodiments are not described for brevity of description, however, as long as there is no contradiction between the combinations of the technical features, they should be considered as the scope of the description.
The above examples illustrate only a few embodiments of the application, which are described in detail and are not to be construed as limiting the scope of the application. It should be noted that it will be apparent to those skilled in the art that several variations and modifications can be made without departing from the spirit of the application, which are all within the scope of the application. Accordingly, the scope of protection of the present application is to be determined by the appended claims.
Claims (10)
1. The method for evaluating the safety of the tunnel blasting is characterized by comprising the following steps of:
acquiring first point cloud data of a roadway hole to be tested before blasting and second point cloud data of the roadway hole to be tested after blasting by a three-dimensional laser scanner, and respectively measuring particle vibration speeds corresponding to preset sections in the blasting process by blasting vibration monitors;
determining a topographic condition coefficient and a geological condition coefficient of the tunnel to be tested in the Sargassy formula according to particle vibration speed corresponding to each preset section, the distance between each preset section and the tunnel face, the total explosive quantity of pre-stored blasting and the Sargassy formula;
performing deformation analysis on the first point cloud data and the second point cloud data to determine displacement deformation data of each unit section of the roadway to be detected;
for each unit section, determining the particle vibration speed of the unit section according to the distance between the unit section and the tunnel face, the blasting total explosive quantity, the terrain condition coefficient, the geological condition coefficient and the Sarkowski formula;
and establishing a mapping relation between the particle vibration speed and the displacement deformation data of each unit section, wherein the mapping relation is used for converting the particle vibration speed of each unit section into the displacement deformation data of each unit section and evaluating the blasting safety of the roadway hole to be tested according to the displacement deformation data of each unit section.
2. The method of claim 1, wherein the predetermined cross-section comprises at least a first predetermined cross-section and a second predetermined cross-section; determining the topographic condition coefficient and the geological condition coefficient of the tunnel to be detected in the Sargassy formula according to the particle vibration speed corresponding to each preset section, the distance between each preset section and the tunnel face, the total blasting explosive amount and the Sargassy formula stored in advance, wherein the topographic condition coefficient and the geological condition coefficient comprise:
inputting the particle vibration speed of the first preset section, the distance between the first preset section and the tunnel face and the total explosive quantity stored in advance into the Sargassy formula to obtain a first expression related to a topographic condition coefficient and a geological condition coefficient of the tunnel to be tested;
inputting the particle vibration speed of the second preset section, the distance between the second preset section and the tunnel face and the total explosive quantity stored in advance into the Sargassy formula to obtain a second expression related to the topographic condition coefficient and the geological condition coefficient of the tunnel to be tested;
and solving the first expression and the second expression, and determining the topographic condition coefficient and the geological condition coefficient of the roadway to be detected.
3. The method of claim 1, wherein said determining, for each unit section, a particle vibration velocity for the unit section based on a distance of the unit section from the face, the total explosive charge, the terrain condition coefficient, the geological condition coefficient, and the sarkowski formula, comprises:
and inputting the distance between the unit section and the tunnel face, the blasting total explosive quantity, the terrain condition coefficient and the geological condition coefficient into the Sarkowski formula aiming at each unit section to obtain the particle vibration speed of the unit section.
4. A method according to claim 1 or 3, characterized in that the sarkowski formula is:
，
wherein R is 0 Represents the distance between the section and the face, K represents the topographic condition coefficient, V 0 The particle vibration speed is represented, alpha represents a geological condition coefficient, and Q represents the total explosive quantity.
5. The method according to claim 1, wherein the method further comprises:
and determining an origin coordinate in an engineering measurement coordinate system where the three-dimensional laser scanner is positioned according to a measurement coordinate and a rear intersection method of a plurality of preset measurement control points of the roadway to be measured in engineering measurement, and establishing the engineering measurement coordinate system based on the origin coordinate.
6. The method of claim 1, wherein the establishing a mapping between particle vibration velocity and displacement deformation data for each unit section comprises:
for each unit section, determining the ratio of displacement deformation data of the unit section to particle vibration speed as the safety coefficient of the unit section;
and determining the corresponding relation between the particle vibration speed of each unit section and the displacement deformation data of the corresponding unit section as the mapping relation between the particle vibration speed of each unit section and the displacement deformation data.
7. The method of claim 1 or 6, wherein the displacement deformation data of the unit section includes displacement deformation data of a crown, displacement deformation data of a shoulder, and displacement deformation data of a sidewall.
8. A roadway hole blasting safety evaluation device, the device comprising:
the acquisition module is used for acquiring first point cloud data of a roadway hole to be tested before blasting and second point cloud data of the roadway hole to be tested after blasting through the three-dimensional laser scanner, and measuring particle vibration speeds corresponding to preset sections in the blasting process through the blasting vibration monitors respectively;
The first determining module is used for determining a topography condition coefficient and a geological condition coefficient of the tunnel to be detected in the Sargassy formula according to particle vibration speed corresponding to each preset section, the distance between each preset section and the tunnel face, the total explosive quantity of pre-stored blasting and the Sargassy formula;
the second determining module is used for performing deformation analysis on the first point cloud data and the second point cloud data and determining displacement deformation data of each unit section of the roadway hole to be detected;
the third determining module is used for determining the particle vibration speed of each unit section according to the distance between the unit section and the tunnel face, the total blasting explosive amount, the terrain condition coefficient, the geological condition coefficient and the Sarkowski formula;
the establishing module is used for establishing a mapping relation between the particle vibration speed of each unit section and the displacement deformation data, the mapping relation is used for converting the particle vibration speed of each unit section into the displacement deformation data of each unit section and evaluating the blasting safety of the roadway hole to be tested according to the displacement deformation data of each unit section.
9. The apparatus of claim 8, wherein the predetermined cross-section comprises at least a first predetermined cross-section and a second predetermined cross-section; the first determining module is specifically configured to:
inputting the particle vibration speed of the first preset section, the distance between the first preset section and the tunnel face and the total explosive quantity stored in advance into the Sargassy formula to obtain a first expression related to a topographic condition coefficient and a geological condition coefficient of the tunnel to be tested;
inputting the particle vibration speed of the second preset section, the distance between the second preset section and the tunnel face and the total explosive quantity stored in advance into the Sargassy formula to obtain a second expression related to the topographic condition coefficient and the geological condition coefficient of the tunnel to be tested;
and solving the first expression and the second expression, and determining the topographic condition coefficient and the geological condition coefficient of the roadway to be detected.
10. The apparatus of claim 8, wherein the third determining module is specifically configured to:
and inputting the distance between the unit section and the tunnel face, the blasting total explosive quantity, the terrain condition coefficient and the geological condition coefficient into the Sarkowski formula aiming at each unit section to obtain the particle vibration speed of the unit section.
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