Ground vibration speed prediction method and system based on tunnel blasting induction
Through geological exploration and monitor layout, combined with regression analysis and Fourier transform, a tunnel blasting vibration prediction formula is established, which solves the real-time monitoring and prediction of blasting vibration in tunnel crossing complex terrain, and improves the safety and accuracy of blasting construction.
Patent Information
- Application Number
- CN202510606121.9
- Authority / Receiving Office
- CN · China
- Patent Type
- Applications(China)
- Current Assignee / Owner
- Filing Date
- 2025-05-12
- Publication Date
- 2025-08-15
AI Technical Summary
The prior art is difficult to achieve real-time monitoring and accurate prediction of blasting vibration when tunnels pass through complex terrain, resulting in poor applicability of the Sadolphsky formula and unable to effectively control ground vibration.
Through geological exploration, a blasting vibration monitor was arranged to test the vibration velocity of the surface blasting, and a distance attenuation factor was calculated by regression analysis and Fourier transform, and the vibration prediction formula was established based on the maximum single-stage detonation drug volume and explosion center distance.
Accurate prediction of blasting vibration speed during the tunnel passing through complex formations is achieved, and the accuracy and safety of ground vibration control are improved.
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Abstract
Description
Technical Field
[0001] The present application relates to the technical field of engineering construction blasting, and in particular to a method and system for predicting ground vibration velocity induced by tunnel blasting. Background Art
[0002] Tunnel excavation is frequently required in engineering fields such as water conservancy, transportation, and urban subways. Drilling and blasting, due to its economical and convenient nature, is often used for tunnel rock excavation. However, ground vibration caused by tunnel blasting poses a threat to the stability and safety of above-ground buildings and structures, as well as personnel, and is a key concern during tunnel blasting construction.
[0003] To effectively control ground vibrations caused by tunnel blasting, a common method currently used is to monitor blasting vibrations when tunnel excavation approaches a protected object. Using the blasting vibration velocity monitoring data, regression analysis is performed using the Sadovsky formula to determine the attenuation pattern of tunnel blasting vibrations. This attenuation pattern is then used to optimize and adjust tunnel blasting parameters. This effectively controls blasting vibrations and ensures the safety of the protected object.
[0004] However, on the one hand, when a tunnel passes through an overlying rock mass with relatively complex terrain, such as a mountain, the conditions for real-time vibration monitoring of blasting vibration as the tunnel is excavated are often not available; on the other hand, since the overlying rock mass of the tunnel is generally a relatively complex multi-stratum rock mass, when the excavation position changes, the rock mass characteristics on the blasting vibration propagation path will inevitably change, which makes the blasting vibration attenuation law summarized through one or several vibration monitoring results less applicable, and it is difficult to accurately predict the ground vibration during the tunnel passing through the overlying rock mass.
[0005] In summary, the current method of using only the Sadovsky formula to predict blasting vibration still has certain limitations. When the tunnel passes through complex terrain, there are no conditions for real-time blasting vibration monitoring. Summary of the Invention
[0006] To achieve the above objectives, this application provides the following technical solutions: According to a first aspect of the present invention, the present invention claims a method for predicting ground vibration velocity induced by tunnel blasting, comprising: Conducting geological exploration on the tunnel to be blasted, and determining the distribution characteristics of the overlying rock mass of the tunnel to be blasted during the geological exploration process; Arranging a blasting vibration monitor on the surface of the overlying rock mass according to the distribution characteristics of the overlying rock mass of the tunnel to be blasted, and testing the surface blasting vibration velocity of the overlying rock mass; Determining the distance attenuation factor of each stratum of the overlying rock mass by using regression analysis based on the surface blasting vibration velocity; Decomposing the sub-waves of different frequency bands according to the monitoring data of the blasting vibration monitor, and extracting the corresponding particle vibration peak velocity data; The vibration prediction formula was obtained by performing regression analysis based on the maximum single-stage explosive quantity actually used, the distance from the explosion center of each monitoring point, and the extracted peak vibration velocity of each measuring point.
[0007] Furthermore, the method further comprises: When determining the distribution characteristics of the overlying rock mass of the tunnel to be blasted during geological exploration, the stratum layering of the overlying rock mass of the tunnel to be blasted is determined.
[0008] Furthermore, the method further comprises: The number of the blasting vibration monitors is determined according to the characteristics of the stratum, and the number of monitors is 3-4 greater than the number of stratum layers.
[0009] Furthermore, the method further comprises: The distance attenuation factor is determined as follows: Perform Fourier transform on all surface blasting vibration velocities and calculate the corresponding values of characteristic frequencies; Determining a fitting formula for each stratum in the overlying rock mass according to an attenuation law of a simple harmonic vibration amplitude in a viscoelastic medium; Regression analysis was used to calculate the distance attenuation factors of different strata.
[0010] Furthermore, the method further comprises: The characteristic frequency determination method is to calculate the Fourier main frequency of the blasting vibration of all blasting vibration monitoring points and select the median as the characteristic frequency.
[0011] Furthermore, the method further comprises: The attenuation law of the simple harmonic wave in the viscoelastic medium is shown in the following formula:
[0012] Where, —Assignment after simple harmonic oscillation decays; —Assignment before simple harmonic oscillation decays; — seismic wave frequencies and acoustic wave frequencies; —simple harmonic vibration distance attenuation factor; —Simple harmonic vibration propagation distance.
[0013] Furthermore, the method further comprises: Distance attenuation factor of layer i The fitting was performed according to the following formula.
[0014]
[0015] Where, —Fourier transform of blasting vibration at monitoring point, frequency The corresponding amplitude; —Fourier transform of blast vibration at the blast source, frequency The corresponding amplitude; — characteristic frequency; —layer i distance attenuation factor; —The propagation distance of blasting vibration in formation i.
[0016] Furthermore, the method further comprises: The equivalent explosion center distance is calculated based on the distance attenuation factor of different strata. The calculation formula is as follows: ; Where, —Equivalent explosion center distance; —distance attenuation factor of layer i; —distance attenuation factor of the reference formation; —The propagation distance of blasting vibration in formation i; The reference stratum is selected from the existing stratum of the overlying rock mass.
[0017] Furthermore, the method further comprises: The regression analysis formula used is the Sadovsky formula. The site coefficient and attenuation coefficient are calculated through regression analysis. The specific vibration prediction formula is as follows: ; Where, —Peak value of vibration velocity; —site coefficient; —Maximum single-stage explosive charge; —Equivalent explosion center distance; — attenuation coefficient; The site coefficient K and attenuation coefficient α are determined based on regression analysis of blasting vibration monitoring data and are used to predict ground vibrations generated when blasting other different faces of the tunnel or blasting other tunnels under the overlying rock mass.
[0018] According to a second aspect of the present invention, the present invention claims protection for a ground vibration velocity prediction system based on tunnel blasting-induced ground vibration velocity prediction system, comprising: one or more processors; A memory having one or more programs stored thereon, wherein when the one or more programs are executed by the one or more processors, the one or more processors implement the method for predicting ground vibration velocity induced by tunnel blasting.
[0019] The present application relates to the technical field of engineering construction blasting, and more particularly to a method and system for predicting ground vibration velocity induced by tunnel blasting. The method comprises the following steps: geological exploration is conducted on the tunnel to be blasted, and during the geological exploration process, the distribution characteristics of the overlying rock mass of the tunnel to be blasted are determined; based on the distribution characteristics of the overlying rock mass of the tunnel to be blasted, blasting vibration monitors are arranged on the surface of the overlying rock mass to measure the surface blasting vibration velocity of the overlying rock mass; regression analysis is performed based on the surface blasting vibration velocity to determine the distance attenuation factor of each stratum of the overlying rock mass; wavelets of different frequency bands are decomposed and the corresponding particle vibration peak velocity data is extracted; regression analysis is performed based on the maximum single-stage detonating charge actually used, the distance from the detonation center of each monitoring point, and the extracted particle vibration peak velocity of each measuring point to obtain a vibration prediction formula. The present invention solves the problem of poor applicability of the Sadovsky formula and can predict the blasting vibration peak velocity during the tunnel's passage through the stratum. BRIEF DESCRIPTION OF THE DRAWINGS
[0020] Figure 1 A flowchart of a method for predicting ground vibration velocity induced by tunnel blasting as claimed in an embodiment of the present application; Figure 2 A diagram of the layering of the overlying rock mass and the arrangement of measuring points in a tunnel based on a method for predicting ground vibration velocity induced by tunnel blasting as claimed in an embodiment of the present application; In the figure: 1-tunnel; 2-rock layer 1; 3-rock layer 2; 4-rock layer 3; 5-rock layer interface; 6-ground surface; 7-measuring point; 8-propagation distance of blasting vibration in rock layer 1; 9-propagation distance of blasting vibration in rock layer 2; 10-propagation distance of blasting vibration in rock layer 3. DETAILED DESCRIPTION
[0021] The following will be combined with the drawings in the embodiments of this application to clearly and completely describe the technical solutions in the embodiments of this application. Obviously, the embodiments described are only part of the embodiments of this application, not all of the embodiments. Based on the embodiments in this application, all other embodiments obtained by ordinary technicians in this field without making creative efforts are within the scope of protection of this application.
[0022] The terms "first," "second," and "third" in this application are used for descriptive purposes only and should not be construed as indicating or implying relative importance or implicitly specifying the number of technical features indicated. Therefore, features specified as "first," "second," or "third" may explicitly or implicitly include at least one of such features. In the description of this application, "plurality" means at least two, for example, two, three, etc., unless otherwise specifically defined. All directional indications (such as up, down, left, right, front, back, etc.) in the embodiments of this application are intended only to illustrate the relative positional relationships and movement of components in a specific posture (as shown in the accompanying drawings). If the specific posture changes, the directional indications will also change accordingly. Furthermore, the terms "including," "having," and any variations thereof are intended to cover non-exclusive inclusions. For example, a process, method, system, product, or apparatus comprising a series of steps or elements is not limited to the listed steps or elements and may optionally include steps or elements not listed, or may optionally include other steps or elements inherent to such process, method, product, or apparatus.
[0023] References to "embodiments" herein mean that a particular feature, structure, or characteristic described in connection with the embodiments may be included in at least one embodiment of the present application. The appearance of the phrase in various places in the specification does not necessarily refer to the same embodiment, nor does it constitute an independent or alternative embodiment that is mutually exclusive of other embodiments. It is understood, both explicitly and implicitly, by those skilled in the art that the embodiments described herein may be combined with other embodiments.
[0024] According to the first embodiment of the present invention, the present invention claims a method for predicting ground vibration velocity induced by tunnel blasting, referring to Figure 1 ,include: Conducting geological exploration on the tunnel to be blasted, and determining the distribution characteristics of the overlying rock mass of the tunnel to be blasted during the geological exploration process; Arranging a blasting vibration monitor on the surface of the overlying rock mass according to the distribution characteristics of the overlying rock mass of the tunnel to be blasted, and testing the surface blasting vibration velocity of the overlying rock mass; Determining the distance attenuation factor of each stratum of the overlying rock mass by using regression analysis based on the surface blasting vibration velocity; Decomposing the sub-waves of different frequency bands according to the monitoring data of the blasting vibration monitor, and extracting the corresponding particle vibration peak velocity data; The vibration prediction formula was obtained by performing regression analysis based on the maximum single-stage explosive quantity actually used, the distance from the explosion center of each monitoring point, and the extracted peak vibration velocity of each measuring point.
[0025] In this embodiment, the maximum single-stage explosive charge is determined based on the on-site blasting network. The term "segment" refers to the process of detonating explosives in separate sections within the network to improve blasting effectiveness and minimize adverse blasting effects. The maximum single-stage explosive charge is the charge in the section with the largest charge.
[0026] Furthermore, the method further comprises: When determining the distribution characteristics of the overlying rock mass of the tunnel to be blasted during geological exploration, the stratum layering of the overlying rock mass of the tunnel to be blasted is determined.
[0027] Furthermore, the method further comprises: The number of the blasting vibration monitors is determined according to the characteristics of the stratum, and the number of monitors is 3-4 greater than the number of stratum layers.
[0028] Furthermore, the method further comprises: The distance attenuation factor is determined as follows: Perform Fourier transform on all surface blasting vibration velocities and calculate the corresponding values of characteristic frequencies; Determining a fitting formula for each stratum in the overlying rock mass according to an attenuation law of a simple harmonic vibration amplitude in a viscoelastic medium; Regression analysis was used to calculate the distance attenuation factors of different strata.
[0029] Furthermore, the method further comprises: The characteristic frequency determination method is to calculate the Fourier main frequency of the blasting vibration of all blasting vibration monitoring points and select the median as the characteristic frequency.
[0030] Furthermore, the method further comprises: The attenuation law of the simple harmonic wave in the viscoelastic medium is shown in the following formula:
[0031] Where, —Assignment after simple harmonic oscillation decays; —Assignment before simple harmonic oscillation decays; — seismic wave frequencies and acoustic wave frequencies; —simple harmonic vibration distance attenuation factor; —Simple harmonic vibration propagation distance.
[0032] Furthermore, the method further comprises: Distance attenuation factor of layer i The fitting was performed according to the following formula.
[0033]
[0034] Where, —Fourier transform of blasting vibration at monitoring point, frequency The corresponding amplitude; —Fourier transform of blast vibration at the blast source, frequency The corresponding amplitude; — characteristic frequency; —layer i distance attenuation factor; —The propagation distance of blasting vibration in formation i.
[0035] Furthermore, the method further comprises: The equivalent explosion center distance is calculated based on the distance attenuation factor of different strata. The calculation formula is as follows: ; Where, —Equivalent explosion center distance; —distance attenuation factor of layer i; —distance attenuation factor of the reference formation; —The propagation distance of blasting vibration in formation i; The reference stratum is selected from the existing stratum of the overlying rock mass.
[0036] Furthermore, the method further comprises: The regression analysis formula used is the Sadovsky formula. The site coefficient and attenuation coefficient are calculated through regression analysis. The specific vibration prediction formula is as follows: ; Where, —Peak value of vibration velocity; —site coefficient; —Maximum single-stage explosive charge; —Equivalent explosion center distance; — attenuation coefficient; The site coefficient K and attenuation coefficient α are determined based on regression analysis of blasting vibration monitoring data and are used to predict ground vibrations generated when blasting other different faces of the tunnel or blasting other tunnels under the overlying rock mass.
[0037] According to a second embodiment of the present invention, the present invention claims protection for a ground vibration velocity prediction system based on tunnel blasting-induced ground vibration velocity prediction system, comprising: one or more processors; A memory having one or more programs stored thereon, wherein when the one or more programs are executed by the one or more processors, the one or more processors implement the method for predicting ground vibration velocity induced by tunnel blasting.
[0038] The following is an explanation and description of the embodiments of the invention in conjunction with specific embodiments: The overlying rock mass of a tunnel is divided into three strata. During the tunnel blasting excavation process, six measuring points were arranged on the surface, such as Figure 2 As shown in the figure, assuming that the maximum charge per hole in a certain detonation is 8.4 kg, the distance that the blasting vibration propagates from the tunnel to each measuring point in each stratum is R i , the characteristic main frequency is ω, and the vibration amplitude of the blasting vibration measured at each measuring point at the characteristic main frequency is vi, as shown in Table 1.
[0039] Table 1 Measured data
[0040] The distance attenuation factors of each rock layer can be obtained by linear regression analysis using the least squares method. The distance attenuation factors of each rock layer are 6.66E-7, 8.85E-6, and 4.39E-5, respectively. Based on this, the equivalent explosion center distance of each measuring point with layer 1 as the reference can be obtained as follows: (2) Therefore, the site coefficient K and attenuation coefficient α based on layer 1 can be calculated by linear fitting according to the following formula.
[0041] (3) In the subsequent blasting construction process, the blast center distance is converted to the ground layer 1 using formula (2), and the blasting peak velocity v is obtained using formula (3). max predictions.
[0042] In the several embodiments provided in this application, it should be understood that the disclosed systems, devices and methods can be implemented in other ways. For example, the device embodiments described above are merely schematic. For example, the division of units is only a logical function division. In actual implementation, there may be other division methods, such as multiple units or components can be combined or integrated into another system, or some features can be ignored or not executed. Another point is that the mutual coupling or direct coupling or communication connection shown or discussed can be an indirect coupling or communication connection through some interfaces, devices or units, which can be electrical, mechanical or other forms.
[0043] In addition, the functional units in the various embodiments of the present application can be integrated into one processing unit, or each unit can exist physically separately, or two or more units can be integrated into one unit. The above-mentioned integrated units can be implemented in the form of hardware or in the form of software functional units. The above is only an implementation method of the present application and does not limit the patent scope of the present application. Any equivalent structure or equivalent process transformation made using the contents of the description and drawings of this application, or directly or indirectly used in other related technical fields, are also included in the patent protection scope of the present application.
[0044] The above detailed description of the specific embodiments of the invention is intended only as an example, and the present application is not limited to the specific embodiments described above. For those skilled in the art, any equivalent modifications or substitutions of the invention are also within the scope of the present application. Therefore, equivalent changes, modifications, and improvements made without departing from the spirit and scope of the present application should be included within the scope of the present application.
Claims
1. A method for predicting ground vibration velocity induced by tunnel blasting, characterized in that: include: Conducting geological exploration on the tunnel to be blasted, and determining the distribution characteristics of the overlying rock mass of the tunnel to be blasted during the geological exploration process; Arranging a blasting vibration monitor on the surface of the overlying rock mass according to the distribution characteristics of the overlying rock mass of the tunnel to be blasted, and testing the surface blasting vibration velocity of the overlying rock mass; Determining the distance attenuation factor of each stratum of the overlying rock mass by using regression analysis based on the surface blasting vibration velocity; Decomposing the sub-waves of different frequency bands according to the monitoring data of the blasting vibration monitor, and extracting the corresponding particle vibration peak velocity data; The vibration prediction formula was obtained by performing regression analysis based on the maximum single-stage explosive quantity actually used, the distance from the explosion center of each monitoring point, and the extracted peak vibration velocity of each measuring point.
2. A method for predicting ground vibration velocity based on tunnel blasting according to claim 1, characterized in that: Also includes: When determining the distribution characteristics of the overlying rock mass of the tunnel to be blasted during geological exploration, the stratum layering of the overlying rock mass of the tunnel to be blasted is determined.
3. The method for predicting ground vibration velocity based on tunnel blasting according to claim 1, characterized in that: Also includes: The number of the blasting vibration monitors is determined according to the characteristics of the stratum, and the number of monitors is 3-4 greater than the number of stratum layers.
4. The method for predicting ground vibration velocity based on tunnel blasting according to claim 1, characterized in that: Also includes: The distance attenuation factor is determined as follows: Perform Fourier transform on all surface blasting vibration velocities and calculate the corresponding values of characteristic frequencies; Determining a fitting formula for each stratum in the overlying rock mass according to an attenuation law of a simple harmonic vibration amplitude in a viscoelastic medium; Regression analysis was used to calculate the distance attenuation factors of different strata.
5. A method for predicting ground vibration velocity based on tunnel blasting according to claim 4, characterized in that: Also includes: The characteristic frequency determination method is to calculate the Fourier main frequency of the blasting vibration of all blasting vibration monitoring points and select the median as the characteristic frequency.
6. A method for predicting ground vibration velocity based on tunnel blasting according to claim 4, characterized in that: Also includes: The attenuation law of the simple harmonic wave in the viscoelastic medium is shown in the following formula: Where, —Assignment after simple harmonic oscillation decays; —Assignment before simple harmonic oscillation decays; — seismic wave frequencies and acoustic wave frequencies; —simple harmonic vibration distance attenuation factor; —Simple harmonic vibration propagation distance.
7. The method for predicting ground vibration velocity based on tunnel blasting according to claim 4, characterized in that: Also includes: Distance attenuation factor of layer i The fitting was performed according to the following formula. Where, —Fourier transform of blasting vibration at monitoring point, frequency The corresponding amplitude; —Fourier transform of blast vibration at the blast source, frequency The corresponding amplitude; — characteristic frequency; —layer i distance attenuation factor; —The propagation distance of blasting vibration in formation i.
8. The method for predicting ground vibration velocity based on tunnel blasting according to claim 1, characterized in that: Also includes: The equivalent explosion center distance is calculated based on the distance attenuation factor of different strata. The calculation formula is as follows: ； Where, —Equivalent explosion center distance; —distance attenuation factor of layer i; —distance attenuation factor of the reference formation; —The propagation distance of blasting vibration in formation i; The reference stratum is selected from the existing stratum of the overlying rock mass.
9. The method for predicting ground vibration velocity based on tunnel blasting according to claim 4, characterized in that: Also includes: The regression analysis formula used is the Sadovsky formula. The site coefficient and attenuation coefficient are calculated through regression analysis. The specific vibration prediction formula is as follows: ； Where, —Peak value of vibration velocity; —site coefficient; —Maximum single-stage explosive charge; —Equivalent explosion center distance; — attenuation coefficient; The site coefficient K and attenuation coefficient α are determined based on regression analysis of blasting vibration monitoring data and are used to predict ground vibrations generated when blasting other different faces of the tunnel or blasting other tunnels under the overlying rock mass.
10. A ground vibration velocity prediction system based on tunnel blasting, characterized in that: include: one or more processors; A memory having one or more programs stored thereon, wherein when the one or more programs are executed by the one or more processors, the one or more processors implement a ground vibration velocity prediction method based on tunnel blasting induced according to any one of claims 1 to 9.