Tunnel blasting construction method

Abstract

This application relates to the field of tunnel blasting technology, and particularly to a tunnel blasting construction method. In this blasting construction method, blasting design is first performed, and a delay design is conducted based on the principle of phase-shifted superposition and cancellation of stress waves. Drilling and blasting tests are then conducted based on the delay design scheme to determine the specific blasting delay suitable for the site conditions. This ensures better accuracy of the blasting delay design parameters, achieving a better peak-shifting and vibration reduction effect. This not only reduces the impact of blasting vibration on the surrounding environment but also ensures better blasting results, thereby maximizing blasting efficiency. Specifically, this construction method simplifies the blasting waveform to the superposition of single-hole waveforms. The phase difference is adjusted by adjusting the detonation time of different boreholes. To achieve the effect of perfectly offsetting and canceling each other out of adjacent seismic waves, the period difference between the two adjacent seismic waves must be an odd multiple of π. This allows for mutual cancellation of adjacent seismic waves, achieving the goal of reducing the impact of blasting vibration.

Description

Technical Field

[0001] This application relates to the field of tunnel blasting technology, and in particular to a tunnel blasting construction method. Background Technology

[0002] Drill-and-blast tunneling is the most common and core excavation method in underground engineering projects such as tunnels. With its advantages of strong adaptability, reasonable cost, and high excavation efficiency, it is widely used in tunnel construction under various complex geological conditions and is suitable for various surrounding rock types. It is an indispensable key technology in modern tunnel engineering construction. Its core principle is to use the enormous energy generated by explosive detonation to break rocks and create a tunnel cross-section. Subsequent processes such as debris removal and support are then used to gradually advance the tunnel, ultimately forming an underground passage that meets design requirements. Throughout the process, construction efficiency, project quality, and construction safety must be balanced to achieve rapid, safe, and precise tunnel excavation.

[0003] In blasting operations, on the same excavation section, the detonation sequence is usually from the inside out, layer by layer, with the inner ring of blast holes detonated first and the outer ring later. Otherwise, the blasting effect will be poor or even fail. Therefore, it is necessary to strictly control the delayed detonation time of each ring of blast holes. Currently, the control of the delayed detonation time of the blast holes is not precise, which not only directly affects the final blasting effect, but also makes the blasting vibration have a greater impact on the surrounding area, resulting in low overall blasting efficiency.

[0004] Therefore, there is a need to provide an improved technical solution that addresses the shortcomings of the existing technology. Summary of the Invention

[0005] The purpose of this application is to provide a tunnel blasting construction method to solve or alleviate the problems existing in the prior art.

[0006] To achieve the above objectives, this application provides the following technical solution: A tunnel blasting construction method, the blasting construction method comprising the following steps: Step 1: Mark the excavation outline and the location of the blast holes on the tunnel face. The blast holes, from the inside to the outside, include the cut hole, the auxiliary hole, and the peripheral hole. Step 2: Drill holes at each blasting location and clean the holes; Step 3, conduct blasting design, which includes time delay design. The specific design principle of time delay design is: to regard the blasting vibration as a periodic wave and use the half-cycle time of the waveform as the interval time, so as to realize the phase superposition and cancellation of stress waves and obtain the time difference interval between holes. Step 4: Based on the time difference interval between holes obtained from the delay design, conduct drilling and blasting tests to determine the specific blasting delay suitable for the field conditions. Step 5: Load explosives into the blast hole and plug the blast hole. Based on the blasting delay determined in Step 4, connect the initiation network between the cut hole, auxiliary hole and surrounding holes. Step 6: Use digital electronic detonators for multi-stage micro-delay detonation; Step 7: Check the blasting effect. If the blasting effect meets the standard, continue to implement the current blasting plan; if the blasting effect does not meet the standard, modify the blasting design.

[0007] In the tunnel blasting construction method described above, preferably, in step 3, the delay design process involves simplifying the series of blasting seismic waves into simple harmonic superpositions, which are then expressed using a cosine function: ; In the formula: It is a series of seismic waves; For the first The angular frequency of the seismic wave; The duration of the vibration; This refers to the interval between blast hole detonation. Initial phase; function For the first The envelope of the seismic waveform; Among them, the function The calculation formula is as follows: ; In the formula: , It is a positive integer, and ; The duration of the vibration.

[0008] In the tunnel blasting construction method described above, preferably, the adjustment required to achieve peak-shifting and vibration reduction in a series of blasting seismic waves is as follows: In the formula, n is an integer. For the first The angular frequency of the seismic wave; For the first The time required for each blast hole to detonate; For the first The angular frequency of the seismic wave; For the first The time required for each blast hole to detonate.

[0009] The tunnel blasting construction method described above preferably takes into account the changes in the waveform envelope. The timing-shifting phase reduction effect is the best, at which point the wave crests and troughs cancel each other out; let Equal to the median of the frequency domain of the main oscillator, substitute into The time difference between the holes for phase-shifting vibration reduction is: In the formula: The dominant oscillation frequency.

[0010] In the tunnel blasting construction method described above, preferably, the blasting vibration waves are analyzed by analogy to simple harmonic sine waves. Assuming that the two waves from a double-hole blast propagate in the same direction and, due to the same medium, have the same vibration amplitude and period, with the only difference being their initial phase, the equations of motion for the two waves are: ; ; In the formula: For a wave, For another wave, The frequency of wave vibration; This represents the maximum amplitude of the wave. , These represent the initial phases of the two waves.

[0011] In the tunnel blasting construction method described above, preferably, based on the motion equations of two waves, the superposition equation of the waves can be obtained using the superposition principle of waves: ; Analyzing the superposition equation of waves, in , Under the given conditions, in order to achieve the staggered phase vibration reduction effect, such that the vibration velocity after the superposition of the two waves is less than the vibration velocity of a single-hole blast, we can obtain: ,Right now , .

[0012] In the tunnel blasting construction method described above, preferably, the initial phase difference between the two waves is... Considered as the time difference between holes The product of the angular frequency ω is used to achieve the superposition and cancellation of the two wave vibrations; then the time difference between the holes... Represented as For a blasting vibration wave with a dominant period of T, substituting... and The time difference between holes Satisfy the following formula: , .

[0013] In the tunnel blasting construction method described above, the peak-shifting and vibration reduction effect is best when k is 0 or 1. The interval formula for the time difference between boreholes in this case is: .

[0014] In the tunnel blasting construction method described above, preferably, during the drilling and blasting test in step 4, the blasting construction is carried out using a single-hole, single-blast scheme for the cut hole. By monitoring the vibration waveform after each blast, the vibration period of the cut hole is determined. Then, the vibration period is substituted into the interval formula for the time difference between holes to obtain the specific range of the time difference between holes. Then, multiple drilling and blasting tests are carried out within the range of the time difference between holes.

[0015] In the tunnel blasting construction method described above, preferably, during the drilling and blasting test, multiple monitoring points are set up for each blast, and regression analysis is performed on the monitoring data of the monitoring points to obtain the corresponding vibration attenuation parameters.

[0016] Compared with the closest prior art, the technical solution of this application has the following beneficial effects: In this blasting construction method, blasting design is carried out first. Based on the principle of stress wave phase superposition and cancellation, delay design is carried out, and drilling and blasting tests are conducted according to the delay design scheme to determine the specific blasting delay suitable for the site conditions. This makes the blasting delay design parameters more accurate, so as to achieve a better peak-shifting and vibration reduction effect. This not only reduces the impact of blasting vibration on the surroundings, but also ensures that the blasting has a better effect, thereby maximizing blasting efficiency.

[0017] In this construction method, the blasting waveform is simplified to the superposition of single-hole waveforms. The phase difference is adjusted by adjusting the detonation time of different blast holes. In order to achieve the effect of the peaks of two adjacent seismic waves being staggered and canceling each other out, the period difference between the two adjacent seismic waves needs to be an odd multiple of π. At this time, the two adjacent seismic waves can be mutually reduced, thereby reducing the impact of blasting vibration.

[0018] After determining the vibration period through single-hole, single-shot test blasting of the slotted borehole, the vibration period is substituted into the interval formula for the time difference between boreholes to obtain the specific range of the time difference between boreholes. Then, the midpoint of the time difference between boreholes is taken as the blasting delay, which is half the vibration period value. This midpoint is then used as the blasting time. Based on the blasting effect, the blasting delay is adjusted within the interval until a suitable blasting delay for the site conditions is achieved, thus obtaining the optimal blasting effect. Furthermore, multiple monitoring points are set up for each blast, and regression analysis is performed on the monitoring data from each point to accurately obtain the vibration attenuation law of the blasting site, ensuring the high reliability of the obtained vibration attenuation parameters. Attached Figure Description

[0019] The accompanying drawings, which form part of this application, are used to provide a further understanding of this application. The illustrative embodiments and descriptions of this application are used to explain this application and do not constitute an undue limitation of this application. Wherein: Figure 1This is a schematic diagram of a blasting construction process provided according to some embodiments of this application. Detailed Implementation

[0020] The present application will now be described in detail with reference to the accompanying drawings and embodiments. Various examples are provided by way of interpretation and not by way of limitation. In fact, those skilled in the art will recognize that modifications and variations can be made to the present application without departing from the scope or spirit thereof. For example, a feature represented or described as part of one embodiment may be used in another embodiment to produce yet another embodiment. Therefore, it is desirable that the present application encompass such modifications and variations that fall within the scope of the appended claims and their equivalents.

[0021] In the following description, the terms "first / second / third" are used merely to distinguish similar objects and do not represent a specific order of objects. It is understood that "first / second / third" may be interchanged in a specific order or sequence where permitted, so that the embodiments of this application described herein can be implemented in an order other than that illustrated or described herein.

[0022] Unless otherwise defined, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this disclosure belongs. The terminology used herein is for the purpose of describing embodiments of this disclosure only and is not intended to limit this disclosure.

[0023] In the description of this application, the terms "longitudinal," "lateral," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," and "bottom," etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are used only for the convenience of describing this application and do not require that this application be constructed and operated in a specific orientation, and therefore should not be construed as limiting this application. The terms "connected," "linked," and "set up" used in this application should be interpreted broadly. For example, they can refer to fixed connections or detachable connections; direct connections or indirect connections through intermediate components; wired connections, radio connections, or wireless communication signal connections. Those skilled in the art can understand the specific meaning of the above terms according to the specific circumstances.

[0024] The present application will now be described in detail with reference to the accompanying drawings and embodiments. It should be noted that, unless otherwise specified, the embodiments and features described in the embodiments of the present application can be combined with each other.

[0025] According to specific embodiments of this application, such as Figure 1 As shown, this application provides a tunnel blasting construction method, which includes the following steps: Step 1: Mark the excavation outline and the location of the blast holes on the tunnel face. The blast holes, from the inside to the outside, include the cut hole, the auxiliary hole, and the peripheral hole. Step 2: Drill holes at each blasting location and clean the holes; Step 3, conduct blasting design, which includes time delay design. The specific design principle of time delay design is: to regard the blasting vibration as a periodic wave and use the half-cycle time of the waveform as the interval time, so as to realize the phase superposition and cancellation of stress waves and obtain the time difference interval between holes. Step 4: Based on the time difference interval between holes obtained from the delay design, conduct drilling and blasting tests to determine the specific blasting delay suitable for the field conditions. Step 5: Load explosives into the blast hole and plug the blast hole. Based on the blasting delay determined in Step 4, connect the initiation network between the cut hole, auxiliary hole and surrounding holes. Step 6: Use digital electronic detonators for multi-stage micro-delay detonation; Step 7: Check the blasting effect. If the blasting effect meets the standard, continue to implement the current blasting plan; if the blasting effect does not meet the standard, modify the blasting design.

[0026] In this blasting construction method, blasting design is carried out first. Based on the principle of stress wave phase superposition and cancellation, delay design is carried out, and drilling and blasting tests are conducted according to the delay design scheme to determine the specific blasting delay suitable for the site conditions. This makes the blasting delay design parameters more accurate, so as to achieve a better peak-shifting and vibration reduction effect. This not only reduces the impact of blasting vibration on the surroundings, but also ensures that the blasting has a better effect, thereby maximizing blasting efficiency.

[0027] In step 3, the time delay design process involves simplifying the series of blasting seismic waves into a superposition of simple harmonic waves, which is then expressed using a cosine function: ; In the formula: It is a series of seismic waves; For the first The angular frequency of the seismic wave; The duration of the vibration; This refers to the interval between blast hole detonation. The initial phase is negligible for the same measurement point; the function... For the first The envelope of the seismic waveform; Among them, the function The calculation formula is as follows: ; In the formula: , It is a positive integer, and ; This represents the duration of the vibration. Since the amplitude of the seismic waveform envelope can be any value, therefore... , The value can be any positive integer, and must satisfy the following conditions: The relationship is sufficient.

[0028] In this embodiment, the function The envelope of the vibration waveform of a single-hole blast is used to represent the data. Relevant data can be collected through single-hole blasting. In particular, single-hole blasting can reduce external influences and help improve the accuracy of the delay design.

[0029] In a series of blasting seismic waves, the adjustment required to achieve peak-shifting and vibration reduction is as follows: In the formula, n is an integer. For the first The angular frequency of the seismic wave; For the first The time required for each blast hole to detonate; For the first The angular frequency of the seismic wave; For the first The time required for each blast hole to detonate.

[0030] In this embodiment, For the first The angular frequency of the seismic waves generated by the blasting of a single borehole. For the first The angular frequency of the seismic waves generated by the blasting of individual boreholes; in this construction method, the blasting waveform is simplified to the superposition of single-hole waveforms, and the phase difference is adjusted by adjusting the detonation time of different boreholes; in order to achieve the effect of mutual cancellation of the peaks of two adjacent seismic waves, the period difference between the two adjacent seismic waves needs to be an odd multiple of π. At this time, the mutual reduction of the two adjacent seismic waves can be achieved, thereby reducing the impact of blasting vibration.

[0031] Considering the changes in the waveform envelope, The timing-shifting phase reduction effect is the best, at which point the wave crests and troughs cancel each other out; let Equal to the median of the frequency domain of the main oscillator, substitute into The time difference between the holes for phase-shifting vibration reduction is: In the formula: The dominant oscillation frequency. In this embodiment, and All belong to the frequency domain of the main oscillator, and another and All And another Equal to the median of the frequency domain of the main oscillator, and Substitute this value into From this, the time difference between the holes for phase-shifted vibration reduction can be obtained as follows: .

[0032] Analogizing the blasting vibration waves to a simple harmonic sine wave analysis, assuming that the two waves from a dual-hole blast propagate in the same direction and, due to the same medium, have the same vibration amplitude and period, with the only difference being their initial phase, then the equations of motion for the two waves are: ; ; In the formula: For a wave, For another wave, The frequency of wave vibration; This represents the maximum amplitude of the wave. , These represent the initial phases of the two waves.

[0033] Based on the equations of motion of the two waves, the superposition equation of the waves can be obtained by the superposition principle of waves: ; Analyzing the superposition equation of waves, in , Under the given conditions, in order to achieve the staggered phase vibration reduction effect, such that the vibration velocity after the superposition of the two waves is less than the vibration velocity of a single-hole blast, we can obtain: ,Right now , .

[0034] The initial phase difference between the two waves Considered as the time difference between holes The product of the angular frequency ω is used to achieve the superposition and cancellation of the two wave vibrations; then the time difference between the holes... Represented as For a blasting vibration wave with a dominant period of T, substituting... and The time difference between holes Satisfy the following formula: , .

[0035] In this embodiment, under the above conditions, the two waves can achieve the purpose of peak offset and vibration reduction superposition and cancellation to a certain extent. In theory, the two waves completely superimpose and cancel each other out, thus achieving the blasting effect of vibration reduction and damping.

[0036] When k is 0 or 1, the peak-shifting damping effect is the best, and the interval formula for the time difference between holes is: In this embodiment, for actual blasting vibration, as the vibration wave decays, the destructive effect is most significant only in the main frequency domain. However, this often occurs in the first few cycles of the vibration wave. If the interval is too large, it is equivalent to a single hole firing a single blast. Therefore, k is taken as 0 or 1 to represent the first two cycles of the vibration wave, thereby determining the interval formula for the time difference between holes.

[0037] In the drilling and blasting test in step 4, the blasting operation was carried out using a single-hole, single-blast method for the cut hole. The vibration waveform after each blast was monitored to determine the vibration period of the cut hole. Then, the vibration period was substituted into the interval formula for the time difference between holes to obtain the specific range of the time difference between holes. Then, multiple drilling and blasting tests were carried out within the range of the time difference between holes.

[0038] In this embodiment, after determining the vibration period, the midpoint of the interval range of the time difference between holes is taken as the blasting delay. This midpoint is half of the vibration period value. The blasting time is then determined. Based on the blasting effect, the blasting delay is adjusted within the interval range until a specific blasting delay suitable for the on-site working conditions is achieved, so as to achieve the optimal blasting effect.

[0039] During the drilling and blasting test, multiple monitoring points were set up for each blast, and regression analysis was performed on the monitoring data to obtain the corresponding vibration attenuation parameters. In this embodiment, more than 5 monitoring points were set up for each blast, and the monitoring points were arranged at logarithmic intervals. Regression analysis was performed on the monitoring data to accurately obtain the vibration attenuation law of the blasting site, so that the obtained vibration attenuation parameters have high reliability.

[0040] In this embodiment, a comprehensive controlled blasting technique is employed, using shaped charge smooth blasting for the tunnel arch, controlled blasting for the core, and throwing blasting for the cut. During blasting operations, a micro-volume, multi-hole, multi-stage blasting method is used. This reduces the amount of explosives used in each simultaneous blast, mitigating disturbance to the surrounding rock and adverse effects on the support structure, while also reducing vibration damage to surrounding buildings and structures.

[0041] In this application, the explosive is an emulsion explosive; the shaped charge blasting uses a shaped charge tube and a shaped charge cover. The shaped charge tube is inserted into the emulsion explosive, and the shaped charge cover is located at one end of the axial direction of the shaped charge tube. The shaped charge cover is placed at one end of the explosive to serve the purpose of intermittent loading of explosives in the hole. When the explosive detonates, the metal shaped charge cover will become a high-speed jet, which can detonate the adjacent explosives placed at intervals, replacing the detonating cord.

[0042] To achieve the best smooth blasting effect, experimental blasting was conducted at different excavation depths by rationally arranging the blast holes, adjusting the hole spacing, angle, and charging method, and continuously adjusting and optimizing the blasting parameters. Field tests were also conducted on the blasting of the peripheral holes to determine the optimal resistance line for each hole based on the different surrounding rock conditions. Through multiple experimental blasts and parameter adjustments, a scientifically sound and reasonable smooth blasting design scheme was finally determined.

[0043] In tunnel blasting, blasting charges within the same ring must be detonated simultaneously, especially in the cut holes and peripheral holes, to ensure the combined blasting effect of the charges within the same ring. Tunnel blasting proceeds from the cut holes to the auxiliary holes and then to the peripheral holes, using digital electronic detonators to detonate from the inside out. The peripheral holes detonate two steps earlier than the auxiliary holes, with an interval of 50-100ms, and are detonated simultaneously using the same detonator.

[0044] The depth and angle of the slotted holes shall be constructed in accordance with the design, and the error between the distance between the slot opening and the distance between the slot bottom shall not exceed 5cm.

[0045] The depth and angle of the auxiliary eyes shall be constructed according to the design, and the error in the spacing between the eye openings and the row spacing shall not exceed 10cm.

[0046] The location of the peripheral boreholes is allowed to be adjusted along the design cross-section outline, with an error not exceeding 5cm. The borehole direction can be interpolated outwards at a slope of 3% to 5%, and the bottom of the borehole must not extend more than 10cm beyond the excavation cross-section outline, with a maximum of 15cm. The spacing between the inner and peripheral boreholes must not exceed 5cm; the inner and peripheral boreholes should use the same slope. When adjusting the charge rate, if the excavation face has significant unevenness, the borehole depth should be adjusted according to the actual situation (and the charge amount adjusted accordingly), striving to ensure that the bottoms of all boreholes (except for cut holes) are on the same plane. After drilling is completed, the borehole layout should be checked according to the diagram and recorded. Any boreholes that do not meet the requirements should be re-drilled. Only after passing the inspection can blasting proceed.

[0047] The above description is merely a preferred embodiment of this application and is not intended to limit this application. Various modifications and variations can be made to this application by those skilled in the art. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of this application should be included within the protection scope of this application.

Claims

1. A method for tunnel blasting construction, characterized in that, The blasting construction method includes the following steps: Step 1: Mark the excavation outline and the location of the blast holes on the tunnel face. The blast holes, from the inside to the outside, include the cut hole, the auxiliary hole, and the peripheral hole. Step 2: Drill holes at each blasting location and clean the holes; Step 3, conduct blasting design, which includes time delay design. The specific design principle of time delay design is: to regard the blasting vibration as a periodic wave and use the half-cycle time of the waveform as the interval time, so as to realize the phase superposition and cancellation of stress waves and obtain the time difference interval between holes. Step 4: Based on the time difference interval between holes obtained from the delay design, conduct drilling and blasting tests to determine the specific blasting delay suitable for the field conditions. Step 5: Load explosives into the blast hole and plug the blast hole. Based on the blasting delay determined in Step 4, connect the initiation network between the cut hole, auxiliary hole and surrounding holes. Step 6: Use digital electronic detonators for multi-stage micro-delay detonation; Step 7: Check the blasting effect. If the blasting effect meets the standard, continue to implement the current blasting plan; if the blasting effect does not meet the standard, modify the blasting design.

2. The tunnel blasting construction method according to claim 1, characterized in that, In step 3, the time delay design process involves simplifying the series of blasting seismic waves into a superposition of simple harmonic waves, which is then expressed using a cosine function: ； In the formula: It is a series of seismic waves; For the first The angular frequency of the seismic wave; The duration of the vibration; This refers to the interval between blast hole detonation. Initial phase; function For the first The envelope of the seismic waveform; Among them, the function The calculation formula is as follows: ； In the formula: , It is a positive integer, and ; The duration of the vibration.

3. The tunnel blasting construction method according to claim 2, characterized in that, In a series of blasting seismic waves, the adjustment required to achieve peak-shifting and vibration reduction is as follows: In the formula, n is an integer. For the first The angular frequency of the seismic wave; For the first The time required for each blast hole to detonate; For the first The angular frequency of the seismic wave; For the first The time required for each blast hole to detonate.

4. The tunnel blasting construction method according to claim 3, characterized in that, Considering the changes in the waveform envelope, The timing-shifting phase reduction effect is the best, at which point the wave crests and troughs cancel each other out; let Equal to the median of the frequency domain of the main oscillator, substitute into The time difference between the holes for phase-shifting vibration reduction is: In the formula: The dominant oscillation frequency.

5. The tunnel blasting construction method according to claim 4, characterized in that, Analogizing the blasting vibration waves to a simple harmonic sine wave analysis, assuming that the two waves from a dual-hole blast propagate in the same direction and, due to the same medium, have the same vibration amplitude and period, with the only difference being their initial phase, then the equations of motion for the two waves are: ； ； In the formula: For a wave, For another wave, The frequency of wave vibration; This represents the maximum amplitude of the wave. , These represent the initial phases of the two waves.

6. The tunnel blasting construction method according to claim 5, characterized in that, Based on the equations of motion of the two waves, the superposition equation of the waves can be obtained by the superposition principle of waves: ； Analyzing the superposition equation of waves, in , Under the given conditions, in order to achieve the staggered phase vibration reduction effect, such that the vibration velocity after the superposition of the two waves is less than the vibration velocity of a single-hole blast, we can obtain: ,Right now , .

7. The tunnel blasting construction method according to claim 6, characterized in that, The initial phase difference between the two waves Considered as the time difference between holes The product of the angular frequency ω is used to achieve the superposition and cancellation of the two wave vibrations; then the time difference between the holes... Represented as For a blasting vibration wave with a dominant period of T, substituting... and The time difference between holes Satisfy the following formula: ， 。 8. The tunnel blasting construction method according to claim 7, characterized in that, When k is 0 or 1, the peak-shifting damping effect is the best, and the interval formula for the time difference between holes is: 。 9. The tunnel blasting construction method according to claim 8, characterized in that, In the drilling and blasting test in step 4, the blasting operation was carried out using a single-hole, single-blast method for the cut hole. The vibration waveform after each blast was monitored to determine the vibration period of the cut hole. Then, the vibration period was substituted into the interval formula for the time difference between holes to obtain the specific range of the time difference between holes. Then, multiple drilling and blasting tests were carried out within the range of the time difference between holes.

10. The tunnel blasting construction method according to claim 9, characterized in that, During the drilling and blasting test, multiple monitoring points were set up for each blast, and regression analysis was performed on the monitoring data of the monitoring points to obtain the corresponding vibration attenuation parameters.

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