A vibration control-based reserved rock ridge cofferdam demolition blasting method

Abstract

The application discloses a reserved rock ridge cofferdam demolition blasting method based on vibration control, which comprises the following steps: single-stage blasting is carried out in a reserved rock ridge cofferdam test blasting area according to set blasting parameters, and the measured vibration waveform of the current blasting is collected at the target control measuring point of the protected object; a dynamic finite element numerical simulation model is constructed, the measured vibration waveform is taken as the target of the simulated vibration waveform, and the target simulation model is determined; in the target simulation model, the nonlinear superposition algorithm of the proportional charge law is used to simulate the vibration full course of each delay blasting segment of the single initiation of the main blasting area of the reserved rock ridge cofferdam according to different blasting parameters, and the parameterized vibration velocity time domain function and the parameterized vibration velocity frequency spectrum function of each control measuring point of the protected object are constructed; and the parameterized vibration velocity time domain function and the parameterized vibration velocity frequency spectrum function of each control measuring point are used to verify the candidate blasting parameters. The technical scheme of the application can effectively control the influence of blasting vibration on the protected object.

Description

Technical Field

[0001] The inventors of this invention relate to the field of rock blasting technology, and more particularly to a method for blasting the demolition of a pre-reserved rock embankment based on vibration control. Background Technology

[0002] In scenarios such as pumped storage power stations and water diversion projects, the construction of new water inlets or outlets often relies on pre-reserved rock embankments to create dry construction conditions. After the construction of the water inlet or outlet structures is completed, the pre-reserved rock embankments need to be demolished by blasting to form the designed water inlet or outlet cross-section.

[0003] The demolition blasting of reserved rock embankment cofferdams involves large-scale single blasts, high unit explosive consumption in underwater blasting, and numerous and complex protected objects such as reservoir bank slopes and hydraulic structures. In practice, the construction period for the demolition blasting of reserved rock embankment cofferdams is limited, and the intense blasting vibrations generated during the demolition process may negatively impact the stability and safety of nearby dams, reservoir bank slopes, hydraulic structures, and other facilities and equipment. Therefore, the demolition blasting of reserved rock embankment cofferdams is a technically demanding and high-risk blasting operation. Summary of the Invention

[0004] To address or partially address the problems existing in related technologies, this invention provides a vibration-controlled method for demolishing reserved rock embankment cofferdams by blasting. This method can effectively control the impact of blasting vibration on protected objects in complex environments, and is cost-effective and highly applicable.

[0005] This invention provides a vibration-controlled blasting method for demolishing a reserved rock embankment cofferdam, comprising: In the test blasting area of ​​the reserved rock embankment cofferdam, a single-stage blasting was carried out according to the set blasting parameters, and the measured vibration waveform of the current blast was collected at the target control measuring point of the protected object. A dynamic finite element numerical simulation model for the demolition blasting of the reserved rock embankment cofferdam is constructed, and the measured vibration waveform is used as the target of the simulated vibration waveform. The target simulation model is determined by adjusting the rock mass dynamic parameters; wherein, the blasting parameters corresponding to the simulated vibration waveform are consistent with the measured vibration waveform. In the target simulation model, based on different blasting parameters, the nonlinear superposition algorithm of the proportional charge law is used to simulate the full vibration process of each delayed blasting segment of the main blasting zone of the reserved rock embankment cofferdam during a single blasting, so as to construct the parameterized vibration velocity time-domain function and parameterized vibration velocity spectrum function of each control measuring point of the protected object. The candidate blasting parameters are verified using the parameterized vibration velocity time-domain function and parameterized vibration velocity spectrum function of each of the control measurement points, so that the verified candidate blasting parameters can be used as the blasting parameters for single-initiation multi-stage delayed blasting in the main blasting zone.

[0006] In an optional implementation, the step of determining the target simulation model by adjusting rock mass dynamic parameters, using the measured vibration waveform as the target of the simulated vibration waveform, includes: In the dynamic finite element numerical simulation model, a single-stage blasting is carried out in the second test blasting zone according to the set blasting parameters, and the simulated vibration waveform of the second target control measuring point is obtained; Determine whether the simulated vibration waveform is consistent with the measured vibration waveform. If so, determine that the current model is the target simulation model; otherwise, adjust the rock mass dynamic parameters of the current model.

[0007] In an optional embodiment, the step of simulating the full vibration process of each delayed blasting segment of the main blasting zone of the reserved rock embankment cofferdam using a nonlinear superposition algorithm based on the proportional charge law, according to different blasting parameters, includes: According to the blasting parameters, a single-initiation multi-segment millisecond delay blasting is carried out in the second main blasting zone. The vibration of each segment is nonlinearly superimposed using the proportional charge law to obtain the vibration velocity waveform of each second control measuring point under the blasting parameters.

[0008] In one optional embodiment, constructing the parameterized vibration velocity time-domain function and parameterized vibration velocity spectrum function for each control measurement point of the protected object includes: After obtaining the vibration velocity waveforms of all the second control measuring points under each of the blasting parameters, the parameterized vibration velocity time-domain function of each of the control measuring points is fitted. Perform a Fourier transform on each of the parameterized vibration velocity time-domain functions to obtain the parameterized vibration velocity spectrum function of each of the control measurement points.

[0009] In an optional implementation, the verification of candidate blasting parameters using the parameterized vibration velocity time-domain function and parameterized vibration velocity spectrum function of each of the control measurement points includes: Substitute the candidate blasting parameters into the parameterized vibration velocity time domain function of each of the control measuring points to obtain the calculated vibration velocity waveform of each of the control measuring points, and extract the calculated vibration velocity peak value from each of the calculated vibration velocity waveforms. Determine whether each calculated vibration velocity peak is below the set allowable vibration velocity.

[0010] In an optional embodiment, the verification of candidate blasting parameters using the parameterized vibration velocity time-domain function and parameterized vibration velocity spectrum function of each of the control measuring points further includes: The candidate blasting parameters are substituted into the parameterized vibration velocity spectrum function of each of the control measuring points to obtain the calculated spectrum data of each of the control measuring points, and the corresponding power spectral density is solved based on the calculated spectrum data. After determining the natural frequency band of the protected object, the structural vibration factor of each of the control measurement points is solved by combining the power spectral density; Determine whether each of the structure vibration factors is below 1.

[0011] In an optional implementation, determining the natural frequency band of the protected object includes: In the target simulation model, the natural frequency band of the protected object is obtained through modal analysis.

[0012] In an optional embodiment, the verification of candidate blasting parameters using the parameterized vibration velocity time-domain function and parameterized vibration velocity spectrum function of each of the control measuring points further includes: If all the calculated peak vibration velocities are below the set allowable vibration velocity, and all the structural vibration factors are below 1, then the candidate blasting parameters are verified.

[0013] In an optional embodiment, the blasting parameters include at least the initiation time difference, and further include: After determining the structural vibration factor of all the second control measuring points under each of the aforementioned blasting parameters, a relationship diagram is drawn between the structural vibration factor, the distance from the blast center, and the detonation time difference, where the distance from the blast center determines the control measuring point; The region where the structural vibration factor is below 1 is searched in the relational graph to determine the selectable range of the detonation time difference, and the parameter values ​​in the selectable range of the detonation time difference are used as the selectable detonation time difference.

[0014] In one alternative implementation, the method is applied to the millisecond delay detonation of an electronic detonator.

[0015] The technical solution provided by this invention may include the following beneficial effects: By adjusting the dynamic finite element numerical simulation model of the demolition blasting of the reserved rock retaining cofferdam using the response (measured vibration waveforms) from a small number of field tests, a simulation environment closest to the actual environment, i.e., the target simulation model, is obtained. Then, based on the data-driven operation of the target simulation model, a dual prediction model is constructed, namely the parameterized vibration velocity time-domain function and the parameterized vibration velocity spectrum function of each control measurement point of the protected object. Finally, the candidate blasting parameters are dually verified using the parameterized vibration velocity time-domain function and the parameterized vibration velocity spectrum function. The verified candidate blasting parameters are used as the blasting parameters for single-initiation multi-stage delayed blasting in the main blasting area. This can effectively control the impact of blasting vibration generated during the demolition blasting of the reserved rock retaining cofferdam on the stability and safety of the protected object. This method combines fewer field tests with more simulation calculations, reduces costs, and satisfies the verification of any blasting parameters, making it widely applicable. Attached Figure Description

[0016] The above and other objects, features and advantages of the present invention will become more apparent from the more detailed description of exemplary embodiments of the invention in conjunction with the accompanying drawings, wherein the same reference numerals generally represent the same parts in the exemplary embodiments of the invention.

[0017] Figure 1 This is a schematic flowchart illustrating the vibration-controlled blasting method for dismantling a reserved rock retaining wall cofferdam, as shown in an embodiment of the present invention. Figure 2 for Figure 1 Application scenario diagram; Figure 3 This is a schematic diagram illustrating the measured vibration waveform and the simulated vibration waveform in an embodiment of the present invention; Figure 4 This is a diagram showing the relationship between the structural vibration factor, the distance from the detonation center, and the detonation time difference, as illustrated in an embodiment of the present invention. Detailed Implementation

[0018] Embodiments of the invention will now be described in more detail with reference to the accompanying drawings. While embodiments of the invention are shown in the drawings, it should be understood that the invention can be implemented in various forms and should not be limited to the embodiments set forth herein. Rather, these embodiments are provided so that the invention will be more thorough and complete, and will fully convey the scope of the invention to those skilled in the art.

[0019] The terminology used herein is for the purpose of describing particular embodiments only and is not intended to be limiting of the invention. The singular forms “a,” “the,” and “the” used in this invention and the appended claims are also intended to include the plural forms unless the context clearly indicates otherwise. It should also be understood that the term “and / or” as used herein refers to and includes any or all possible combinations of one or more of the associated listed items.

[0020] It should be understood that although the terms "first," "second," "third," etc., may be used in this invention to describe various information, this information should not be limited to these terms. These terms are only used to distinguish information of the same type from one another. For example, without departing from the scope of this invention, first information may also be referred to as second information, and similarly, second information may also be referred to as first information. Thus, features defined as "first" or "second" may explicitly or implicitly include one or more of that feature. In the description of this invention, "a plurality of" means two or more, unless otherwise explicitly specified.

[0021] In related technologies, the demolition blasting of reserved rock embankment cofferdams involves large-scale single blasts, high unit explosive consumption in underwater blasting, and complex protection targets such as reservoir bank slopes and hydraulic structures surrounding the demolition site. In practice, the construction period for the demolition blasting of reserved rock embankment cofferdams is limited, and the intense blasting vibrations generated during the demolition process may negatively impact the stability and safety of nearby dams, reservoir bank slopes, hydraulic structures, and other facilities and equipment.

[0022] This invention provides a vibration-controlled method for demolishing a pre-reserved rock embankment cofferdam using blasting. This method can verify the impact of arbitrary blasting parameters on the protected object, ensuring the safety and controllability of blasting parameters. It has wide applicability and combines fewer field tests with more simulation calculations, thus reducing costs.

[0023] The technical solutions of the embodiments of the present invention are described in detail below with reference to the accompanying drawings.

[0024] like Figure 1 As shown, this embodiment of the invention provides a vibration-controlled blasting method for demolishing a reserved rock embankment, which is applied to millisecond delay blasting with electronic detonators, and mainly includes steps S101 to S104.

[0025] Among them, the reserved rock embankment cofferdam is a temporary water-retaining cofferdam mainly composed of reserved rock embankments. It is usually demolished by using an electronic detonator millisecond-delay initiation network to carry out multi-stage blasting through a single initiation. As a time-delay detonator, the electronic detonator has the characteristics of high delay accuracy, and the delay time can be set arbitrarily as needed. It can improve the energy efficiency of explosives, improve the rock breaking effect, and thus reduce the impact of blasting vibration.

[0026] Step S101: In the test blasting area of ​​the reserved rock embankment cofferdam, a single-stage blast is carried out according to the set blasting parameters, and the measured vibration waveform of the current blast is collected at the target control measuring point of the protected object.

[0027] In step S101, as Figure 2 As shown, the reserved rock embankment cofferdam blasting area is divided into a main blasting area and a test blasting area. Multiple control measuring points are set up on the protected object, and each control measuring point is equipped with vibration monitoring equipment. The vibration monitoring equipment is used to collect the vibration velocity time-domain waveform (hereinafter referred to as vibration waveform) of a single blast. It should be noted that the reserved rock embankment cofferdam described in the embodiments of this application is a cofferdam with a test blasting requirement, and is mostly a relatively large cofferdam.

[0028] A blasting vibration test is conducted on the protected object for a specific blast. All blasting parameters for this test are set values, including initiation time difference, spacing between rows, number of boreholes, and charge per borehole. The protected object may be a reservoir bank slope, a hydraulic gate, or a trash rack. A single-stage blast is performed in the test area, with a single initiation. Vibration monitoring equipment at a specific control point collects the measured vibration waveforms of the current blast. Figure 3 As shown. If a single-stage blast is a single-hole blast, then the measured vibration waveform does not involve the superposition of vibrations from multi-hole blasting, and therefore can also be called a measured vibration wavelet; if a single-stage blast is a multi-hole blast, then the measured vibration waveform involves the superposition of vibrations from multi-hole blasting.

[0029] Step S102: Construct a dynamic finite element numerical simulation model for the demolition blasting of the reserved rock embankment cofferdam, and use the measured vibration waveform as the target of the simulated vibration waveform. The target simulation model is determined by adjusting the rock mass dynamic parameters; wherein, the blasting parameters corresponding to the simulated vibration waveform are consistent with the measured vibration waveform.

[0030] Generally, blasting parameters can be converted into blasting load parameters required for simulation using empirical formulas, such as peak load pressure, load rise time, and load duration. However, when there are deviations between the calculated data and the measured data, the load parameters need to be calibrated. Based on this, the target simulation model can be determined by adjusting the load parameters and rock mass dynamic parameters.

[0031] Further, in step S102, a single-stage blasting is carried out in the second test blasting area according to the set blasting parameters to obtain the simulated vibration waveform of the second target control measuring point; it is determined whether the simulated vibration waveform is consistent with the measured vibration waveform. If so, the current model is determined to be the target simulation model; otherwise, the rock mass dynamic parameters of the current model are adjusted.

[0032] In this embodiment, a dynamic finite element numerical simulation model is constructed based on the blasting zone and protected object of the reserved rock embankment cofferdam in step S101. This model includes a second blasting zone and a second protected object with initial rock mass dynamic parameters. For ease of understanding, the simulated real blasting zone in the model is referred to as the second blasting zone to distinguish it from the actual blasting zone; other expressions related to "second [specific term]" are similarly defined. Using the aforementioned set blasting parameters as input, the second test blasting zone and the second target control measuring point are selected. The dynamic finite element numerical simulation model is run to obtain the simulated vibration waveform at the second target control measuring point, such as... Figure 3 As shown, comparing the measured vibration waveform with the simulated vibration waveform can verify the rationality of the dynamic finite element numerical simulation model. Figure 3 The horizontal axis represents time in milliseconds, and the vertical axis represents velocity in centimeters per second. The solid red line represents measured vibration data, and the dashed blue line represents simulated vibration data.

[0033] When the vibration amplitude and frequency of the two vibration waveforms are basically consistent, the simulated vibration waveform is considered to be consistent with the measured vibration waveform, and the dynamic finite element numerical simulation model is considered reasonable; this is called the target simulation model. Conversely, when the vibration amplitude and frequency of the two vibration waveforms are inconsistent, the load parameters and rock mass dynamic parameters are readjusted until the dynamic finite element numerical simulation model is considered reasonable. The specific process for determining the consistency between the simulated and measured vibration waveforms can be as follows: first, check if the starting point and peak point are aligned; then, check if the oscillation density is consistent.

[0034] After determining the target simulation model, the embodiments of this application can also obtain the natural frequency bands f1~f2 of the protected object (e.g., reservoir bank slope) through modal analysis in the target simulation model.

[0035] Step S103: In the target simulation model, according to different blasting parameters, the nonlinear superposition algorithm based on the proportional charge law is used to simulate the full vibration process of each delayed blasting segment of the main blasting zone of the reserved rock embankment cofferdam during a single blasting, so as to construct the parameterized vibration velocity time-domain function and parameterized vibration velocity spectrum function of each control measurement point of the protected object.

[0036] In step S103, based on different blasting parameters, the vibration full-process simulation is performed on each segment of delayed blasting in the main blasting zone of the reserved rock embankment using a nonlinear superposition algorithm based on the proportional charge law. This further includes: implementing multi-segment millisecond-delayed blasting in the second main blasting zone according to the blasting parameters, and using the proportional charge law to perform nonlinear superposition calculations on the vibration of each segment to obtain the vibration velocity waveforms at each second control measuring point under the blasting parameters. In this embodiment, the blasting parameters are used as input to the target simulation model, which can obtain the vibration waveforms corresponding to each segment of blasting in the second main blasting zone. These vibration waveforms are the result of the spatiotemporal superposition of the seismic wavelets excited during different segments of electronic detonator blasting.

[0037] Further, in step S103, the parameterized vibration velocity time-domain function of each control measuring point of the protected object can be constructed as follows: after obtaining the vibration velocity waveforms of all second control measuring points under each blasting parameter, the parameterized vibration velocity time-domain function of each control measuring point is fitted. This embodiment utilizes a data-driven approach, employing a nonlinear superposition algorithm based on the proportional charge law to simulate the entire vibration process generated by millisecond blasting in the main blasting zone, and fits the parameterized vibration velocity time-domain function of each control measuring point. Control measuring point Oi is the i-th control measuring point O, i=1, 2, ..., specifically the total millisecond blasting vibration waveform at control measuring point Oi in the protected object, expressed as: (1) In equation (1): V(t) is the total vibration at time t; Q is the charge amount for a single-hole blast; Let be the vibration wavelet of the nth borehole; R be the distance from the control measuring point Oi to the single-hole blasting borehole; H be the elevation difference between the control measuring point Oi and the single-hole blasting borehole; r n h is the distance from the nth borehole to the control measuring point Oi (also known as the blast center distance); n τ is the elevation difference from the center of the nth borehole to the control measuring point Oi; N is the total number of boreholes; n The total delay for the nth borehole includes the borehole detonation delay and the vibration propagation time difference between boreholes; α is the site constant, β is the elevation influence coefficient; C n Let n be the contribution of the nth borehole to the total blasting vibration; And, C n The expression is: (2) In equation (2): q j Let P be the amount of explosive in the j-th borehole; P is a positive integer; l n Let be a dimensionless quantity, defined as: l n= [a n / (D·S P )]( / q n (3) In formula (3): a n S is the minimum distance from the nth borehole to all blasted holes; P This represents the average borehole spacing; Let be the average charge amount across all boreholes; D is a constant.

[0038] Furthermore, in step S103, the parameterized vibration velocity spectrum function of each control measurement point of the protected object can be constructed by performing a Fourier transform on the time-domain function of each parameterized vibration velocity to obtain the parameterized vibration velocity spectrum function of each control measurement point. In this embodiment, the Fourier transform of equation (1) for control measurement point Oi is performed to obtain the millisecond blasting vibration spectrum expression at control measurement point Oi in the protected object: (4) In equation (4): for Fourier transform.

[0039] Step S104: Verify the candidate blasting parameters using the parameterized vibration velocity time-domain function and parameterized vibration velocity spectrum function of each control measuring point, so as to use the verified candidate blasting parameters as the blasting parameters for single-initiation multi-stage delayed blasting in the main blasting zone.

[0040] In step S104, the candidate blasting parameters are verified in terms of peak vibration velocity and dominant frequency.

[0041] On one hand, the candidate blasting parameters are verified using the parameterized vibration velocity time-domain function of each control point. This includes: substituting the candidate blasting parameters into the parameterized vibration velocity time-domain function of each control point to obtain the calculated vibration velocity waveform of each control point, and extracting the calculated vibration velocity peak value from each calculated vibration velocity waveform; and determining whether each calculated vibration velocity peak value is below the set allowable vibration velocity. Similarly, the calculated vibration velocity peak value of each control point can be obtained, and compared with the peak particle vibration velocity control standard. The peak particle vibration velocity control standard refers to GB6722 to select the allowable vibration velocity. If the calculated vibration velocity peak value is below the allowable vibration velocity, the control requirement for the vibration velocity peak value is met; otherwise, it indicates that the candidate blasting parameter has a blasting vibration impact on the protected object, and the blasting parameters need to be adjusted before they can be used on site.

[0042] On the other hand, the candidate blasting parameters are verified using the parameterized vibration velocity spectrum function of each control point, including: substituting the candidate blasting parameters into the parameterized vibration velocity spectrum function of each control point to obtain the calculated spectrum data of each control point, and solving for the corresponding power spectral density based on the calculated spectrum data; after determining the natural frequency band of the protected object, solving for the structural vibration factor of each control point in combination with the power spectral density; and determining whether each structural vibration factor is below 1. In this embodiment, the structural vibration factor Fv can estimate the relative value of the energy of the blasting vibration within the natural frequency band of the slope (protected object), and the expression for the structural vibration factor Fv is: (5) In equation (5): P(f) is the power spectral density of the millisecond blast vibration; f u This represents the upper limit of the vibration frequency.

[0043] If F V A value >1 indicates that the blasting vibration was significant within the range of f1 to f2, and the blast was highly likely to cause resonance in the protected object; if F V A value ≤1 indicates that the vibration from the blast within the range of f1 to f2 is relatively small, and the blast is unlikely to cause resonance in the protected object. Clearly, this embodiment can estimate whether there is a resonance hazard on the slope under blast vibration by determining whether the structural vibration factor Fv is greater than 1.

[0044] Furthermore, in order to ensure that the protected object is not affected by the blasting vibration, the structural vibration factor at all control measuring points must be below 1 to satisfy the verification in the main frequency range.

[0045] Based on this, step S104 further includes: if all calculated vibration velocity peaks are below the set allowable vibration velocity and all structural vibration factors are below the value of 1, the candidate blasting parameters are verified as passed; otherwise, the candidate blasting parameters are not verified. Thus, blasting parameters that affect the protected object can be discarded, thereby ensuring the vibration impact of the demolition blasting of the reserved rock embankment on the adjacent protected object.

[0046] It should be noted that the natural frequency band of the protected object is an inherent property. This natural frequency band can be determined after the target simulation model is established. Specifically, it is obtained through modal analysis within the target simulation model. Furthermore, the protected object can be a single object or multiple different objects, such as reservoir bank slopes, hydraulic gates, and trash racks.

[0047] In this embodiment, the test blasting area of ​​the reserved rock embankment cofferdam is subjected to single-segment actual and simulated blasting. The measured vibration waveform corresponding to the actual blasting is used as the target of the simulated vibration waveform. The load parameters and rock mass dynamic parameters are continuously adjusted to determine the target simulation model, resulting in less on-site testing. Then, in a data-driven manner, parameterized vibration velocity time-domain functions and parameterized vibration velocity spectrum functions of each control measuring point in the protected object are constructed through the target simulation model. The parameterized vibration velocity time-domain functions and parameterized vibration velocity spectrum functions can quickly perform dual verification of candidate blasting parameters. The peak particle vibration velocity and structural vibration factor are used as the blasting vibration safety criteria of the protected object, ensuring the effectiveness of the candidate blasting parameters. This overcomes the shortcomings of the immature research on the vibration response of millisecond delay blasting of electronic detonators, and provides reliable blasting parameters for the blasting of reserved rock embankment cofferdams, thereby realizing active control of the blasting vibration effect of the demolition of reserved rock embankment cofferdams.

[0048] As a preferred embodiment of this application, it can also be used for blasting parameter optimization design. Blasting parameters include at least the initiation time difference; it may also include: after determining the structural vibration factor of all second control measuring points under various blasting parameters, plotting a relationship diagram of the structural vibration factor, the distance from the blast center, and the initiation time difference, where the distance from the blast center determines the control measuring points; searching the relationship diagram for regions where the structural vibration factor is below 1, determining the selectable interval of the initiation time difference, and using the parameter values ​​within the selectable interval of the initiation time difference as selectable initiation time differences. For example... Figure 4 As shown, this graph represents the relationship between the structural vibration factor, the distance from the detonation center, and the detonation time difference. The horizontal axis represents the detonation time difference in milliseconds, the left side of the vertical axis represents the distance from the detonation center in meters, and the right side of the vertical axis represents the structural vibration factor. Figure 4 By searching for the region where Fv < 1 (the red area in the figure), the optimal initiation time difference that satisfies the spectral control of multiple control points can be found, allowing for active control of the vibration effect of the blasting during the demolition of the reserved rock embankment cofferdam. Similarly, graphs can be plotted showing the relationship between structural vibration factor, blast center distance, and row spacing; the relationship between structural vibration factor, blast center distance, and number of boreholes; and the relationship between structural vibration factor, blast center distance, and single-hole charge. From these graphs, the selectable ranges for corresponding parameter items can be determined, thus providing a basis for selecting blasting parameters for the demolition blasting of the reserved rock embankment cofferdam. Clearly, this embodiment can not only actively control the blasting vibration response of the protected object during the demolition blasting of the reserved rock embankment cofferdam, but also optimize blasting parameters such as initiation time difference, row spacing, number of boreholes, and single-hole charge.

[0049] This application's embodiments utilize data-driven methods to acquire massive amounts of simulation data based on a target simulation model. By plotting the relationship between factors such as structural vibration factor, blast center distance, and detonation time difference, optional detonation time differences in blasting parameters can be identified from the relationship diagram. This provides optional detonation time differences for actual blasting. Load parameters and rock mass dynamic parameters can be determined through a small number of field tests, and then the optional range of blasting parameters can be determined through a large number of simulations. This combination of fewer field tests and more simulation calculations reduces costs and satisfies the verification of arbitrary blasting parameters, while also providing a reference for actual blasting.

[0050] The various embodiments of the present invention have been described above. These descriptions are exemplary and not exhaustive, nor are they limited to the disclosed embodiments. Many modifications and variations will be apparent to those skilled in the art without departing from the scope and spirit of the described embodiments. The terminology used herein is chosen to best explain the principles, practical application, or improvement of the technology in the market, or to enable others skilled in the art to understand the embodiments disclosed herein.

Claims

1. A method for demolishing a pre-reserved rock retaining wall cofferdam using vibration control, characterized in that, include: In the test blasting area of ​​the reserved rock embankment cofferdam, a single-stage blasting was carried out according to the set blasting parameters, and the measured vibration waveform of the current blast was collected at the target control measuring point of the protected object. A dynamic finite element numerical simulation model for the demolition blasting of the reserved rock embankment cofferdam is constructed, and the measured vibration waveform is used as the target of the simulated vibration waveform. The target simulation model is determined by adjusting the rock mass dynamic parameters; wherein, the blasting parameters corresponding to the simulated vibration waveform are consistent with the measured vibration waveform. In the target simulation model, based on different blasting parameters, the nonlinear superposition algorithm of the proportional charge law is used to simulate the full vibration process of each delayed blasting segment of the main blasting zone of the reserved rock embankment cofferdam during a single blasting, so as to construct the parameterized vibration velocity time-domain function and parameterized vibration velocity spectrum function of each control measuring point of the protected object. The candidate blasting parameters are verified using the parameterized vibration velocity time-domain function and parameterized vibration velocity spectrum function of each of the control measurement points, so that the verified candidate blasting parameters can be used as the blasting parameters for single-initiation multi-stage delayed blasting in the main blasting zone.

2. The method for demolishing a pre-reserved rock embankment cofferdam based on vibration control as described in claim 1, characterized in that, The method of using the measured vibration waveform as the target for simulating vibration waveform, and determining the target simulation model by adjusting the rock mass dynamic parameters, includes: In the dynamic finite element numerical simulation model, a single-stage blasting is carried out in the second test blasting zone according to the set blasting parameters, and the simulated vibration waveform of the second target control measuring point is obtained; Determine whether the simulated vibration waveform is consistent with the measured vibration waveform. If so, determine that the current model is the target simulation model; otherwise, adjust the rock mass dynamic parameters of the current model.

3. The method for demolishing a pre-reserved rock embankment cofferdam based on vibration control as described in claim 1, characterized in that, The simulation of the vibration process of each delayed blasting stage in the main blasting zone of the reserved rock retaining wall cofferdam, based on different blasting parameters and using a nonlinear superposition algorithm according to the proportional charge law, includes: According to the blasting parameters, a single-initiation multi-segment millisecond delay blasting is carried out in the second main blasting zone. The vibration of each segment is nonlinearly superimposed using the proportional charge law to obtain the vibration velocity waveform of each second control measuring point under the blasting parameters.

4. The vibration-controlled blasting method for demolishing a reserved rock embankment cofferdam as described in claim 3, characterized in that, The construction of the parameterized vibration velocity time-domain function and parameterized vibration velocity spectrum function for each control measurement point of the protected object includes: After obtaining the vibration velocity waveforms of all the second control measuring points under each of the blasting parameters, the parameterized vibration velocity time-domain function of each of the control measuring points is fitted. Perform a Fourier transform on each of the parameterized vibration velocity time-domain functions to obtain the parameterized vibration velocity spectrum function of each of the control measurement points.

5. The method for demolishing a pre-reserved rock retaining wall cofferdam based on vibration control as described in claim 1, characterized in that, The verification of candidate blasting parameters using the parameterized vibration velocity time-domain function and parameterized vibration velocity spectrum function of each of the control measurement points includes: Substitute the candidate blasting parameters into the parameterized vibration velocity time domain function of each of the control measuring points to obtain the calculated vibration velocity waveform of each of the control measuring points, and extract the calculated vibration velocity peak value from each of the calculated vibration velocity waveforms. Determine whether each calculated vibration velocity peak is below the set allowable vibration velocity.

6. The method for demolishing a reserved rock embankment cofferdam based on vibration control as described in claim 5, characterized in that, The verification of candidate blasting parameters using the parameterized vibration velocity time-domain function and parameterized vibration velocity spectrum function of each of the control measurement points also includes: The candidate blasting parameters are substituted into the parameterized vibration velocity spectrum function of each of the control measuring points to obtain the calculated spectrum data of each of the control measuring points, and the corresponding power spectral density is solved based on the calculated spectrum data. After determining the natural frequency band of the protected object, the structural vibration factor of each of the control measurement points is solved by combining the power spectral density; Determine whether each of the structure vibration factors is below 1.

7. The vibration-controlled blasting method for demolishing a reserved rock embankment cofferdam as described in claim 6, characterized in that, Determining the natural frequency band of the protected object includes: In the target simulation model, the natural frequency band of the protected object is obtained through modal analysis.

8. The method for demolishing a pre-reserved rock retaining wall cofferdam based on vibration control as described in claim 6, characterized in that, The verification of candidate blasting parameters using the parameterized vibration velocity time-domain function and parameterized vibration velocity spectrum function of each of the control measurement points also includes: If all the calculated peak vibration velocities are below the set allowable vibration velocity, and all the structural vibration factors are below 1, then the candidate blasting parameters are verified.

9. The method for demolishing a pre-reserved rock retaining wall cofferdam based on vibration control as described in claim 6, characterized in that, The blasting parameters include at least the initiation time difference, and also include: After determining the structural vibration factor of all the second control measuring points under each of the aforementioned blasting parameters, a relationship diagram is drawn between the structural vibration factor, the distance from the blast center, and the detonation time difference, where the distance from the blast center determines the control measuring point; The region where the structural vibration factor is below 1 is searched in the relational graph to determine the selectable range of the detonation time difference, and the parameter values ​​in the selectable range of the detonation time difference are used as the selectable detonation time difference.

10. The vibration-controlled blasting method for demolishing a pre-reserved rock retaining wall as described in any one of claims 1 to 9, characterized in that, The method is applied to the millisecond delay detonation of electronic detonators.

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